Burbank Municipal Code Art. 2 California Building Code

Part 2 of Title 24 of the California Code of Regulations, also known as the “California Building Code,” which is part of the California Building Standards Code, 2025 Edition, together with Appendices C, G, I, J, and Q as adopted by the California Building Standards Commission is hereby adopted by the City of Burbank and made a part of this Code, with certain amendments, additions, and deletions as stated in this Article. [Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-101.1: TITLE:

Section 101.1 of Chapter 1, Part 2 of the CBC is amended to read as follows:

101.1 Title. These regulations shall be known as the Building Code of the City of Burbank, hereinafter referred to as “this code.”

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-705.3.1: BUILDINGS ON CONTIGUOUS LOTS:

The following section is added to Chapter 7, Part 2 of the CBC to read as follows:

705.3.1 Buildings on contiguous lots – lots under the same ownership or occupancy. In all cases involving contiguous lots owned or occupied by the same person, such lots, or portions of lots, may be considered as one lot for the purpose of enforcing Sections 705 and 715 of the Building Code, provided the owner and the tenant or lessee, if any, executes and records an agreement with the City to the satisfaction of the Building Official on a form approved by the City Attorney, assuring compliance with such provisions in the event the common ownership or occupancy of the lots is terminated. The Building Official is hereby authorized to execute such agreements on behalf of the City. An easement for right-of-way purposes shall constitute ownership or occupancy under this section.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1206.4.1: ALTERNATE SOUND TRANSMISSION CONTROL ASSEMBLIES FOR NEW SINGLE-FAMILY DWELLINGS:

Section 1206.4.1 of Chapter 12, Part 2 of the California Building Code shall be amended to include the following subsections:

A. LDN CONTOUR 60-65.

1. Roof assemblies shall be constructed with fiberglass batt insulation with a minimum R-value of 38.

2. Wall assemblies shall be constructed with fiberglass batt insulation with a minimum R-value of 15.

3. For exterior walls parallel to the noise source, or at some angle less than perpendicular to the noise source, all windows shall have a minimum STC rating of 40. All sliding glass doors and French doors shall have a minimum STC rating of 35. All windows shall be weather-stripped in accordance with the California Energy Efficiency Standards for Low-Rise Residential Buildings.

EXCEPTION: Stained glass panels.

4. All exterior doors shall be 1-3/4" solid-core, wood-slab doors, or 18-gage insulated steel-slab doors, with compression seals all around, including the threshold. All door glazing shall be 3/4" double-pane insulating units with double-strength 1/8" glass.

EXCEPTIONS:

a. Sliding glass and French doors. (See number 3 above)

b. Stained glass panels.

5. An acoustic acrylic mastic sealant (non-drying and non-hardening) shall be used to seal and caulk all penetrations in accordance with the California Energy Efficiency Standards for Low-Rise Residential Buildings.

6. A secondary weather-resistive barrier, or housewrap, shall be installed.

B. LDN CONTOURS 65-70 dB and 70-75 dB.

1. Structures in LDN contours 65-70 dB and 70-75 dB shall conform to the requirements for LDN contour 60-65 dB.

2. All windows shall have a minimum STC rating of 40. All sliding glass doors and French doors shall have a minimum STC rating of 35. All windows shall be weather-stripped in accordance with the Energy Efficiency Standards for Low-Rise Residential Buildings.

EXCEPTION: Stained glass panels.

All exterior walls parallel to the noise source, or at some angle less than perpendicular to the noise source, shall be constructed, on the interior surface, with resilient channels 24" o.c. attached at right angles to the wood studs, with one layer of gypsum wallboard applied parallel to the channels. End joints of the wallboard shall be back-blocked with resilient channels.

C. LDN CONTOUR 75-80 dB.

Dwellings located in a LDN contour of 75-80 dB or above shall meet the acoustical analysis requirements of Section 1206 of the California Building Code.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1403.3.3: WOOD SHAKES AND SHINGLES PROHIBITED:

The following section is added to Chapter 14, Part 2 of the CBC to read as follows:

1403.3.3 Shakes and shingles. No wood shakes or wood shingles shall be installed as an exterior wall covering on any new or existing building or structure. No wood board, hardboard, or engineered wood siding, pressure-treated wood, intumescent paints, and other protective coatings shall be installed as an exterior wall covering on any new or existing building or structure in the Burbank Fire Hazard Severity Zones.

EXCEPTIONS: The following types of siding may be used:

1. Fiber-Cement siding with a Class A fire rating.

2. Vinyl siding with a Class A fire rating. Such vinyl siding shall be installed over one layer of Type X gypsum board with a minimum thickness of 1/2".

3. Alternate siding materials may be approved by the Building Official and Fire Chief in accordance with Section 104.11 of the California Building Code.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1403.3.4: EXISTING WOOD EXTERIOR REPAIRS:

The following section is added to Chapter 14, Part 2 of the CBC to read as follows:

1403.3.4 Existing wood exterior repairs.

Burbank Municipal Code Section 9-1-2R-R703.6.1 shall not apply:

1. When an existing building or structure with a wood exterior wall covering is subject to wood shake or wood shingle installation, addition, repair, alteration or replacement of less than 25 percent of the existing building or structure’s wood exterior wall covering area over the life of the building commencing on or after the effective date of this ordinance, as long as that existing building or structure with a wood exterior wall covering is located outside of the Burbank Fire Hazard Severity Zones. No wood exterior repairs or installations shall be allowed in the Burbank Fire Hazard Severity Zones.

2. When an existing building or structure with a wood exterior wall covering is subject to wood shake or wood shingle installation, addition, repair, alteration or replacement of 25 percent or more of the existing building or structure’s wood exterior wall covering area over the life of the building commencing on or after the effective date of this ordinance, as long as that existing building or structure with a wood exterior wall covering is located outside of the Burbank Fire Hazard Severity Zones. In such circumstances, if the building or structure is located in a commercial or industrial zone, pressure-treated wood shakes or pressure-treated wood shingles with a Class B rating shall be used with a one-hour wall and in all other areas of the City, pressure-treated wood shakes or pressure-treated wood shingles with a Class C rating shall be used with a one-hour wall. For the purposes of this ordinance, 25 percent of the area of wood exterior wall covering shall be calculated from the area of the wood exterior wall covering existing on the effective date of this ordinance. No wood exterior repairs or installations shall be allowed in the Burbank Fire Hazard Severity Zones.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1404.2: WEATHER PROTECTION:

Section 1404.2 of Chapter 14, Part 2 of the CBC is amended to include the following subsection:

Exception: No wood shakes or wood shingles shall be installed as an exterior wall covering on any new or existing building or structure in the Burbank Fire Hazard Severity Zones.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1405.1.1: COMBUSTIBLE WALL COVERINGS:

Section 1405.1.1 of Chapter 14, Part 2 of the CBC is amended to include the following subsection:

5. No wood shakes or wood shingles shall be installed as an exterior wall covering on any new or existing building or structure. No wood board, hardboard, or engineered wood siding, pressure-treated wood, intumescent paints, and other protective coatings shall be installed as an exterior wall covering on any new or existing building or structure in the Burbank Fire Hazard Severity Zones.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1501.1.1: WOOD ROOFS PROHIBITED:

The following section is added to Chapter 15, Part 2 of the CBC to read as follows:

1501.1.1 Wood roofs prohibited.

1. All wood shake or shingle roofs located outside of the Burbank Fire Hazard Severity Zones. Notwithstanding any other requirement of the Burbank Municipal Code and the California Building Code, no wood shake or shingle roofs shall be permitted to remain on any building or structure after August 14, 2014.

2. All wood shake or shingle roofs located inside the Burbank Fire Hazard Severity Zones. Notwithstanding any other requirement of the Burbank Municipal Code and the California Building Code, no wood shake or shingle roofs shall be permitted to remain on any building or structure after August 14, 2005.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1507.8: WOOD SHINGLES:

Section 1507.8 of Chapter 15, Part 2 of the CBC is amended and restated as follows:

No wood roof covering shall be installed on any new or existing building or structure.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1507.9: WOOD SHAKES:

Section 1507.9 of Chapter 15, Part 2 of the CBC is amended and restated as follows:

No wood roof covering shall be installed on any new or existing building or structure.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1512.3: ROOF RECOVER:

Subsection 3 of Section 1512.3 of Chapter 15, Part 2 of the CBC is not adopted.

Section 1512.3, Exception 2 of Chapter 15, Part 2 of the CBC is amended and restated as follows:

2. The existing roof covering is slate, clay, cement, asbestos-cement tile, wood shake or wood shingle.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1512.3.1: ROOF RECOVERING OVER WOOD SHINGLES OR SHAKES:

Section 1512.3.1 of Chapter 15, Part 2 of the CBC is amended and restated as follows:

1512.3.1 Roof recovering over wood shingles or shakes. No roof covering shall be applied over existing wood shakes or wood shingles. When a roof has two or more layers of roof covering, any of which is wood shake or wood shingle, all layers shall be completely removed before applying a new roof covering. Existing roof recovering over wood shakes or wood shingles shall be removed and replaced no later than August 14, 2020.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1612.3: ESTABLISHMENT OF FLOOD HAZARD AREAS:

Section 1612.3 of Chapter 16, Part 2 of the CBC is amended as follows:

A. Insert: “City of Burbank” into “[Insert Name of Local Jurisdiction]” field in Section 1612.3 of the California Building Code.

B. Insert: “January 20, 1999” into “[Insert Date of Issuance]” field in Section 1612.3 of the California Building Code. [Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1613.8: AMENDMENTS TO ASCE 7:

The following section is added to Chapter 16, Part 2 of the CBC to read as follows:

The text of ASCE 7 shall be modified as indicated in Sections 1613.8 through 1613.8.1.

1613.8.1 Values for Vertical Combinations. ASCE 7, Section 12.2.3.1. The text of ASCE 7 Section 12.2.3.1 Exception 3 is modified as follows:

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

1613.8.2 Wood diaphragms. ASCE 7, Section 12.11.2.2.3. The text of ASCE 7 Section 12.11.2.2.3 is modified as follows:

1613.9.1 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.

1613.9.2 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.

1613.9.3 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 1613.9.5 and 1613.9.7.3 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 1613.9.6 and 1613.9.7.4.

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.

1613.9.4 Analysis and Design.

1613.9.4.1 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.

1613.9.4.2 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.

1613.9.4.2.1 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.

1613.9.4.2.2 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.

1613.9.5 Base shear resistance-primary anchors.

1613.9.5.1 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.

1613.9.5.2 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).

1613.9.5.3 Design of primary anchors and diaphragm struts. Primary anchors and diaphragm struts shall be designed in accordance with the requirements of Section 1613.9.8.

1613.9.5.4 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 2202.2.1.2 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.

1613.9.6 Base Shear Resistance - Secondary Anchors.

1613.9.6.1 General. In addition to the primary anchors required by Section 1613.9.5, 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.

1613.9.6.2 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.

1613.9.6.3 Design. Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.9.8.

1613.9.7 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.

1613.9.7.1 Diaphragm Defined. Every floor level below the base level diaphragm shall be designed as a diaphragm.

1613.9.7.2 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.

1613.9.7.3 Design Force Resistance - Primary Anchors. The design force described in Section 1613.9.7.2 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 1613.9.5.

1613.9.7.4 Design Force Resistance - Secondary Anchors.

1613.9.7.4.1 General. In addition to the primary anchors required in Section 1613.9.7.3, 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.

1613.9.7.4.2: 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.

1613.9.7.4.3: Design. Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.9.8.

1613.9.8 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.

1613.9.9 Lateral-force-resisting elements normal to the downhill direction.

1613.9.9.1 General. In the direction normal to the downhill direction, lateral-force-resisting elements shall be designed in accordance with the requirements of this section.

1613.9.9.2 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.

1613.9.9.3 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.

1613.9.9.4 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.

1613.9.9.5 Distribution of Lateral Forces.

1613.9.9.5.1 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.

1613.9.9.5.2 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 4.3.4. 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).

1613.9.9.5.3 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.

1613.9.9.6 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 2202.2.1.2 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.

1613.9.10 Specific Design Provisions.

1613.9.10.1 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.

1613.9.10.2 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.

1613.9.10.3 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.

1613.9.10.4 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.

1613.9.10.5 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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1613.10: SUSPENDED CEILINGS:

The following section is added to Chapter 16, Part 2 of the CBC to read as follows:

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.

1613.10.1 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.

1613.10.2 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.

1613.10.3 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.

1613.10.4 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.

1613.10.4.1 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.

1613.10.4.2 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.

1613.10.4.3 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.

1613.10.4.4 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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1704.6: STRUCTURAL OBSERVATIONS:

Section 1704.6 of Chapter 17, Part 2 of the CBC is amended and restated as follows:

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. The

structural observer shall visually observe representative locations of structural systems, details and load paths for general conformance to the approved construction documents. Structural observation does not include or waive the responsibility for the inspections in CBC Section 110 or the special inspections in CBC Section 1705 or other sections 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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1704.6.1: STRUCTURAL OBSERVATIONS FOR STRUCTURES:

Section 1704.6.1 of Chapter 17, Part 2 of the CBC is amended and restated 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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1705.3: CONCRETE CONSTRUCTION:

Section 1705.3 of Chapter 17, Part 2 of the CBC is amended and restated as follows:

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:

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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1705.13: SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE:

Section 1705.13 of Chapter 17, Part 2 of the CBC is amended and restated as follows:

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

1704.2.

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

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

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

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

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1807.1.4: PERMANENT WOOD FOUNDATION SYSTEMS:

Section 1807.1.4 of Chapter 18, Part 2 of the CBC is amended and restated as follows:

1807.1.4 Permanent wood foundation systems. Permanent wood foundation systems shall be designed and installed in accordance with AWC PWF. Lumber and plywood shall be treated in accordance with AWPA U1 (Commodity Specification A, Special Requirement 4.2) and shall be identified in accordance with Section 2303.1.9.1. Permanent wood foundation systems shall not be used for structures assigned to Seismic Design Category D, E or F.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1807.1.6: PRESCRIPTIVE DESIGN OF CONCRETE AND MASONRY FOUNDATION WALLS:

Section 1807.1.6 of Chapter 18, Part 2 of the CBC is amended and restated 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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1807.2: RETAINING WALLS:

Section 1807.2 of Chapter 18, Part 2 of the CBC is amended and restated as follows:

Retaining walls shall be designed in accordance with Section 1807.2.1 through 1807.2.4. Retaining walls assigned to Seismic Design Category D, E or F shall not be partially or wholly

constructed of wood.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1809.3: STEPPED FOOTINGS:

Section 1809.3 of Chapter 18, Part 2 of the CBC is amended and restated as follows:

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 continuous footings supporting walls. Footings shall be reinforced with four No. 4

deformed reinforcing bars. Two bars shall be placed at the top and bottom of the footings as shown in Figure 1809.3.

FIGURE 1809.3

STEPPED FOOTING

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1809.7: PRESCRIPTIVE FOOTINGS FOR LIGHT-FRAME CONSTRUCTION:

Section 1809.7 and Table 1809.7 of Chapter 18, Part 2 of the CBC are amended and restated as follows:

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 CONSTRUCTION a, b, d, e

NUMBER OF FLOORS WIDTH OF THICKNESS OF SUPPORTED BY THE FOOTING (inches) FOOTING (inches) FOOTING f 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.

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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1809.12: TIMBER FOOTINGS:

Section 1809.12 of Chapter 18, Part 2 of the CBC is amended and restated as follows:

Timber footings shall be permitted for buildings of Type V construction and as otherwise approved by the Building Official. Such footings shall be treated in accordance with AWPA

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

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1810.3.2.4: TIMBER:

Section 1810.3.2.4 of Chapter 18, Part 2 of the CBC is amended and restated 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 D25. Sawn timber elements shall conform to DOC PS-20. Timber deep foundation elements shall not be used in structures assigned to Seismic Design Category D, E or F.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1905.1: CONCRETE – SEISMIC REQUIREMENTS:

Section 1905.1 of Chapter 19, Part 2 of the CBC is amended and restated as follows:

The text of ACI 318 shall be modified as indicated in the following subsections.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-1905.6.2: ACI 318, SECTION 14.1.4:

Section 1905.6.2 of Chapter 19, Part 2 of the CBC is amended and restated as follows:

1905.6.2 ACI 318, Section 14.1.4. Delete ACI 318, Section 14.1.4 and replace with the following:

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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-2306.2: WOOD-FRAME DIAPHRAGMS:

Section 2306.2 of Chapter 23, Part 2 of the CBC is amended and restated as follows:

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.

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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-2306.3: WOOD-FRAME SHEAR WALLS:

Section 2306.3 of Chapter 23, Part 2 of the CBC is amended and restated as follows:

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).

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

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

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

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

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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-2307.2: LRFD DESIGN - WOOD-FRAME SHEAR WALLS:

The following section is added to Chapter 23, Part 2 of the CBC:

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

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-2308.10: WALL BRACING:

Table 2308.10.1 of Chapter 23, Part 2 of the CBC is amended and restated as follows:

Table 2308.6.1a

WALL BRACING REQUIREMENTS

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-2308.10.5.1: ALTERNATE BRACED WALL (ABW):

Section 2308.10.5.1 and Figure 2308.6.5.1, of Chapter 23, Part 2 of the CBC are amended and restated as follows:

2308.10.5.1 Alternate braced wall (ABW). An ABW shall be constructed in accordance with this section and Figure 2308.10.5.1. 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 2308.7.1 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).

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-2308.10.5.2: PORTAL FRAME WITH HOLD-DOWNS (PFH):

Section 2308.10.5.2 and Figure 2308.10.5.2, of Chapter 23, Part 2 of the CBC are amended and restated as follows:

2308.10.5.2 Portal frame with hold-downs (PFH). A PFH shall be constructed in accordance with this section and Figure 2308.10.5.2. 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 2308.10.5.2. 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 2308.10.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.10.5.2. 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 2304.10.2 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 2308.7.1 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).

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-2308.10.8.1: FOUNDATION REQUIREMENTS:

Section 2308.10.8.1 of Chapter 23, Part 2 of the CBC is amended and restated as follows:

2308.10.8.1 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 2308.3.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-2308.10.9: ATTACHMENT OF SHEATHING:

Section 2308.10.9 of Chapter 23, Part 2 of the CBC is amended and restated as follows:

2308.10.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Tables 2308.10.1 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.

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.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-3114.1: INTERMODAL SHIPPING CONTAINERS:

Section 3114.1 of Chapter 31, Part 2 of the CBC is amended to include the following subsection:

Exceptions:

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

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-3203: BUILDING ON PUBLIC EASEMENT PROHIBITED:

The following section is added to Chapter 32, Part 2 of the CBC:

SECTION 3203

BUILDING ON PUBLIC EASEMENT PROHIBITED

No person shall erect, construct, alter, repair, raise, build or move any permanent building, structure, paving, or portion thereof, upon any easement or right-of-way, reserved by the

original grantor of a lot or parcel of land or conveyed, granted or dedicated to the City for drainage or public utility purposes, including the construction and maintenance of pipes, conduits, open ditches, poles, wires or other facilities for conveying gas, electricity, power, water, telephone and telegraph service or sewerage to and from property within the City, without the written consent of the City or owner of the easement or right-of-way, as the case may be. The records of the County Recorder of the County shall be prima facie, but not conclusive, proof of the existence of such easement or right-of-way.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-3302.4: CONSTRUCTION FENCING:

The following section is added to Chapter 33, Part 2 of the CBC:

In addition to the requirements of Section 3306 of the California Building Code, Protection of Pedestrians, every construction site shall be enclosed by a barrier to prevent

unauthorized access. The barrier shall extend the entire perimeter of the construction site. Openings shall be protected by gates that shall be kept closed and locked during non-operational hours.

EXCEPTION:

1. Construction fencing may be removed during operational hours to permit access for construction activity. The construction fencing shall be replaced during non-operational hours. Construction fencing is not required to extend beyond existing site fencing provided the fencing is located solely upon the private property upon which such work is being done.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-3305.1: FACILITIES REQUIRED:

Section 3305.1 of Chapter 33, Part 2 of the CBC is amended and restated as follows:

Sanitary facilities shall be provided during construction, remodeling or demolition activities in accordance with the California Plumbing Code.

EXCEPTION:

In lieu of flush water closets, chemical toilets may be provided. Chemical toilets shall be located solely upon the private property upon which such work is being done. The toilets shall be located and maintained to prevent them from becoming a nuisance to the adjoining properties.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-3305.2: GARBAGE CONTAINERS:

The following section is added to Chapter 33, Part 2 of the CBC:

Garbage containers shall be provided during construction, remodeling or demolition activities. Garbage containers shall be located solely upon the private property upon which

such work is being done. The containers shall be located and maintained to prevent them from becoming a nuisance to the adjoining properties.

EXCEPTION:

Garbage containers for which a valid encroachment permit has been issued by the Public Works Department.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-C105: (APPENDIX C) COMMERCIAL STABLES:

The following section is added to Appendix C, Part 2 of the CBC:

SECTION C105

COMMERCIAL STABLES

C105.1 Commercial stable defined. As used in this section, “commercial stable” shall mean all enclosed structures designed or used commercially to shelter horses. Enclosure shall be by means of permanent walls beneath the roof of the structure and shall be solid except for necessary ventilation and access opening.

C105.2 Automatic fire-extinguishing systems required. All commercial stables shall be equipped with automatic fire-extinguishing systems which comply with Section 903 of the California Building Code.

C105.3 Living quarters; separation and fire-walls required. Living quarters in separate structures on the premises shall be separated from commercial stables by a 13 foot yard. Living quarters in commercial stables shall be separated from the stable area by a one-hour, unpierced occupancy separation wall.

C105.6 Exceptions.

1. Automatic fire-extinguishing systems are not required in stables of Type IA construction.

2. Existing commercial stables may install fire-resistive separations and automatic fire-extinguishing systems providing minimum coverage and approved by the Building and Fire Departments in accordance with the following minimum standards:

(a) The automatic fire-extinguishing system shall be supplied through a separate meter by a two-inch line equipped with a water-flow-alarm system. Sprinkler heads shall be taken off the two-inch main line with a three-quarter inch line. One sprinkler head shall be installed in each stall; and in all other areas one sprinkler head shall be installed in each room division not exceeding one sprinkler head for each 100 square feet.

(b) Fire-resistive separations shall be one-hour unpierced fire-resistive separations installed in existing commercial stables in excess of 200 feet in length with separation every 400 square feet or every 40 lineal feet, whichever provides the greater number of separations.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-G101.6: (APPENDIX G) FLOOD-RESISTANT CONSTRUCTION - WARNING AND DISCLAIMER OF LIABILITY:

The following section is added to Appendix G, Part 2 of the CBC:

G101.6 Warning and disclaimer of liability. The degree of flood protection required by this article is considered reasonable for regulatory purposes and is based on scientific and engineering considerations. Larger floods can and will occur on rare occasions. Flood heights may be increased by man-made or natural causes. This article does not imply that land outside the areas of special flood hazards or uses permitted within such areas will be free from flooding or flood damages. This article shall not create liability on the part of the City, any officer or employee thereof for any flood damages that result from reliance on this article or any administrative decision lawfully made thereunder.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-G103.2: (APPENDIX G) ESTABLISHMENT OF FLOOD HAZARD AREA:

Section G103.2 of Appendix G, Part 2 of the CBC is amended as follows:

Insert: “January 1, 2011” into the [Date] field in Section G103.2 of Appendix G of the California Building Code.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-G104.11: (APPENDIX G) DUTIES AND RESPONSIBILITIES OF THE FLOODPLAIN ADMINISTRATOR:

The following sections are added to Appendix G, Part 2 of the CBC:

G104.11 Duties and responsibilities of the floodplain administrator.

G104.11.1 Definition - Floodplain administrator. “FLOODPLAIN ADMINISTRATOR” means the Public Works Director or his designee.

G104.11.2 Duties - Floodplain administrator. The duties and responsibilities of the Floodplain Administrator shall include, but not be limited to:

A. PERMIT REVIEW.

1. Review all development permits to determine that the permit requirements of this article have been satisfied;

2. All other required state and federal permits have been obtained;

3. The site is reasonably safe from flooding;

4. Require until a regulatory floodway is designated, that no new construction, substantial improvements, or other development (including fill) shall be permitted within Zones A1-30 and AE on the FIRM, unless it is demonstrated that the cumulative effect of the proposed development, when combined with all other existing and anticipated development, will not increase the water surface elevation of the base flood more than one foot at any point within the City.

B. USE OF OTHER BASE FLOOD DATA.

When base flood elevation data has not been provided in accordance with Section 1612A of the California Building Code, the Floodplain Administrator shall determine the design flood elevations in accordance with Section G104.3, Appendix G, of the California Building Code. Any such information shall be submitted to the Council for adoption.

C. CHANGES IN WATERCOURSE.

Whenever a watercourse is to be altered or relocated:

1. Notify adjacent communities and the California Department of Water Resources prior to such alteration or relocation of a watercourse, and submit evidence of such notification to the Federal Insurance Administration;

2. Require that the flood carrying capacity of the altered or relocated portion of said watercourse is maintained.

D. PUBLIC INSPECTION.

Obtain and maintain for public inspection and make available as needed the flood hazard documentation required in Section 1612A.4 of the California Building Code.

E. INTERPRETATIONS.

Make interpretations where needed, as to the exact location of the boundaries of the areas of special flood hazards (for example, where there appears to be a conflict between a mapped boundary and actual field conditions). The person contesting the location of the boundary shall be given a reasonable opportunity to appeal the interpretation as provided in Section G106, Appendix G of the California Building Code.

F. ENFORCEMENT.

Take action to remedy violations of this article as specified in Section 114 of the California Building Code.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-J104.5: (APPENDIX J) FEES, BONDS AND INSURANCE - EXCAVATION AND GRADING:

The following section is added to Appendix J, Part 2 of the CBC:

J104.5 Fees, bonds and insurance - excavation and grading.

A. Fees shall be assessed in accordance with the provisions of this section and as set forth in the Burbank Fee Resolution.

B. The Building Official shall require bonds in such form and amounts as may be deemed necessary to ensure that the work, if not completed in accordance with the approved plans and specifications, will be corrected to eliminate hazardous conditions.

(i) BOND REQUIREMENTS.

Whenever an application for a grading permit is filed for the excavation or fill of 250 cubic yards or more in the Hillside Area, as defined in Diagram 10-1-606(A) of the Burbank Municipal Code, or for the excavation or fill of 500 cubic yards or more in other areas, and the nature of the work is such that if left incomplete it will create a hazard to human life or endanger adjoining property, or property at a higher or lower level, or to any street or street improvement or any other public property, the Building Official shall, before issuing the grading permit, require the applicant to guarantee faithful performance and payment of labor and material in an amount determined by the Building Official, which shall be not less than 100 percent of the total estimated cost of the work, including corrective work necessary to remove or eliminate geological hazards. An additional cash deposit may be required by the Building Official in the form of a cash bond sufficient to cover the cost of site cleanup and debris removal. Where grading is required on property adjacent to the grading site to complete a project satisfactorily, the owner of the adjacent property need not provide additional security if the original guarantee is of sufficient amount to include such additional grading. Each bond and agreement shall remain in effect until the work authorized by the grading permit is completed and approved by the Building Official.

(ii) TYPE OF BOND.

A guarantee of faithful performance and payment of labor and material, when required under the provisions of this section, shall be provided by one of the following methods:

(a) A bond executed by the applicant, as principal, and a corporate surety authorized to do business in the State of California, as surety, and in a form furnished by the Building Official and approved by the City Attorney.

(b) A cash deposit with the City.

(c) An instrument or instruments of credit from one or more financial institutions subject to regulation by the State or Federal government pledging that the funds necessary to meet the performance are on deposit and guaranteed for payment, and an agreement that the funds designated by the instrument shall become trust funds for the purpose of securing faithful performance and payment of labor and material. The instrument of credit and the agreement shall first be approved by the City Attorney.

(iii) PROCEDURE ON DEFAULT.

(a) Whenever the Building Official shall find that a default has occurred in the performance of any term or condition of any grading permit, written notice of the fact of default shall be given to the principal and to the corporate surety, financial institution or the depositor, stating the work to be done, and the period of time deemed by the Building Official to be reasonably necessary for the completion of such work. Thirty days after the receipt of such notice the principal or the surety shall perform or cause the required work to be performed by commencing and diligently prosecuting the work to its completion; but if they or either or both of them should fail to commence such work within 30 days, or having so commenced the work fail, neglect or refuse to proceed diligently to complete the same within the time so specified in the notice, then the City may enter the premises and do the work, and the cost and expense of doing the work so specified shall be the obligation of the principal and the surety, and shall be a part of the terms of the performance bond in consideration of the issuance of the grading permit. The principal and surety of such bond, if any, shall upon completion of the work, be released from their obligation, after deducting and paying the City the cost of such work plus 10 percent of the total cost of such required work.

(b) If a cash bond has been posted, notice of default as provided by the preceding paragraph shall be given to the depositor, and if the depositor fails to cause the required work to be resumed as set forth in the notice within 30 days after receipt thereof, the Building Official shall proceed without delay and without further notice or proceedings whatsoever to use the cash deposited, or any portion thereof, and cause the required work to be completed by such mode as the Building Official deems convenient. After deducting the cost of such work plus 10 percent of the total cost of such required work, the balance of such cash deposit, if any, shall, upon completion of the work, be returned to the depositor or the depositor’s successor or assigns.

(c) If an instrument of credit is used to guarantee performance, notice of default shall be given, as provided in paragraph (i) hereof, to the principal and to the financial institution issuing the instrument of credit, and if the principal fails to cause the required work to be resumed as set forth in the notice within 30 days after the receipt thereof, the Building Official shall make a demand upon the financial institution for the payment of the estimated costs from the trust fund held by the financial institution pursuant to the agreement. Upon receipt of said sum, the Building Official shall proceed without delay and without further notice or proceedings whatsoever to use the sum, or any portion thereof, and cause the required work to be completed by such mode as the Building Official deems convenient. After deducting the cost of such work plus 10 percent of the total cost of such required work, the balance of such sum, if any, shall, upon the completion of the work, be returned to the financial institution, its successors or assigns; but if the financial institution fails or refuses to pay over said sum, then Building Official shall proceed as in paragraph (1) hereof and shall look to said institution for the costs and expenses of the work, and the contractual liability of such institution therefore shall be a term or condition of its agreement.

C. INSURANCE REQUIREMENTS.

(i) PUBLIC LIABILITY AND PROPERTY DAMAGE INSURANCE.

The contractor shall assume all responsibility for damages to property, including property of the City, or injuries to persons, including accidental death, which may be caused by the contractor’s performance of work under any grading permit, whether such performance be by the contractor, his/her subcontractor or anyone directly or indirectly employed by the contractor and whether such damage shall accrue or be discovered before or after completion or termination of his/her contract. The contractor shall take out and maintain during the life of the grading permit a comprehensive liability policy, including contractual liability, as shall adequately protect the contractor and the City from claims for such damages, naming the City as an additional insured under the policy in an amount sufficient in the estimation of the Building Official to protect the City.

(ii) CERTIFICATE OF INSURANCE.

The contractor shall furnish a certificate of insurance countersigned by an authorized agent of the insurance carrier on a form of the insurance carrier setting forth the general provisions of the insurance coverage. The City shall be named as an additional insured on a separate endorsement attached to the certificate. The separate endorsement shall contain a statement of the obligation on the part of the insurance carrier to notify the City of any material change, cancellation, or termination of the coverage at least 30 days in advance of the effective date of any such material change, cancellation, or termination. The required certificate of insurance and separate endorsement shall be furnished by the contractor prior to the issuance of the grading permit. No such certificate of insurance or separate endorsement shall qualify until it has been approved as to form by the City.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-J105.3: (APPENDIX J) CONSTRUCTION SITE MAINTENANCE - EXCAVATION AND GRADING:

The following section is added to Appendix J, Part 2 of the CBC:

J105.3 Construction site maintenance, excavation and grading. Construction site maintenance, including fugitive dust control, hauling, roadway maintenance, watering, sweeping, erosion control, spillage, material and debris control, soil treatment, and environmental monitoring shall be in accordance with Article 4, Chapter 3 of Title 9 of the Burbank Municipal Code.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]

9-1-2-J110.3: (APPENDIX J) MAINTENANCE OF PROTECTIVE DEVICES - EXCAVATION AND GRADING:

The following section is added to Appendix J, Part 2 of the CBC:

J110.3 Maintenance of protective devices - excavation and grading. The owner of any property on which grading or an excavation or fill has been made pursuant to a grading permit granted hereunder, and any other person or agent in control of such property, shall maintain in good condition and repair all retaining walls, cribbing, drainage structures, and other protective devices, including planting, and irrigation systems, shown in the approved plans and specifications submitted with the application for a grading permit or subsequently required by the Building Official.

[Added by Ord. No. 25-4,034, eff. 1/1/26.]