Burbank Seismic Retrofit Ordinance (Municipal Code 9-1-7-A300)

The city of Burbank has established a voluntary program for the retrofit of existing wood frame residential buildings with soft, weak, or open front walls.

The Burbank Municipal Code Title 9, Chapter 1, Article 7, Division 4 requires that Chapter A4 of the 2012 International Existing Building Code (IEBC) be followed as part of this voluntary effort.

Burbank’s voluntary wood-frame soft-story program applies to existing buildings that have the following characteristics:

  • Wood-frame construction
  • Two or more stories
  • Occupants are transient in nature (IEBC, R-1) or contain more than two dwelling units for more permanent occupants (IEBC, R-2)
  • Ground floor contains parking or similar open space containing soft, weak or open-front wall lines; or the walls of any story or basement are laterally braced with nonconforming structural material and a soft or weak wall line exists

What properties are affected?

The list was compiled from permits records and a visual inspection from the street. The properties permitted prior to 1978 were place into three groups based on number of units.  Properties permitted after 1978 are not subject to this proposed ordinance.

GroupUnit Count
Group I10 or more units
Group II5 to 9 units
Group III3 to 4 units

Order to Comply

The city of Burbank established this ordinance with compliance on a voluntary basis. Therefore, there are no deadlines for conformance. However, it is recommended that the provisions outlined in the municipal code be followed on a timely basis to promote public welfare and safety by reducing earthquake-related damage of buildings of wood-frame soft-story construction.

Burbank Seismic Retrofit FAQ

What is a soft-story or weak front building?

A soft story building is one with soft, weak or open-front walls on one or more side of the first story. These buildings typically have tuck-under parking and storage with one story of apartment units above or they have a wall that has mostly door or window openings with very a low percentage of structural wall framing in between.

What buildings will be affected by the proposed ordinance?

The buildings affected by the ordinance are multi-family residential buildings permitted prior to 1978 and have either:

  1. Tuck-under parking on the first story with one or more stories above containing at three or more units, or
  2. A weak front first story with two or more stories above.

Why are the buildings separated by the year 1978?

California Assembly Bill 304, passed in 2005, encourages Cities to implement a mandatory seismic retrofit of soft story buildings constructed or permitted prior to 1978 when the Building Code changed because of the San Fernando earthquake in 1991.

How was the list of affected properties compiled and organized?

The list was compiled from permits records and a visual inspection from the street. The properties permitted prior to 1978 were place into three groups based on number of units.  Group I is comprised of buildings with 10 or more units, Group II is 5 to 9 units and Group III is 3 to 4 units. The properties permitted after 1978 are not subject to this proposed ordinance.

Burbank Seismic Municipal Code

Click the link below to read Burbank’s Seismic Retrofit Program Municipal Code in its entirety.

Burbank Municipal Code Title 9, Chapter 1, Article 7

ARTICLE 7. SEISMIC RETROFIT REGULATIONS

DIVISION 1. UNREINFORCED MASONRY ORDINANCE
9-1-7-100: ADOPTION OF CODE:ShareCopy link
Title 24, Part 10, of the California Building Code (the California Existing Building Code), 2016 Edition, is hereby adopted by the City of Burbank and made a part of this Code for promoting public welfare and safety by reducing the risk of death or injury that may result from the effects of earthquakes on existing unreinforced masonry bearing wall buildings. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

DIVISION 2. EARTHQUAKE HAZARD REDUCTION IN EXISTING REINFORCED CONCRETE WALL AND/OR REINFORCED MASONRY WALL BUILDINGS WITH FLEXIBLE DIAPHRAGMS
9-1-7-200: EARTHQUAKE HAZARD REDUCTION IN EXISTING REINFORCED CONCRETE WALL AND/OR REINFORCED MASONRY WALL BUILDINGS WITH FLEXIBLE DIAPHRAGMS:ShareCopy link
9-1-7-200.1: PURPOSE:ShareCopy link
The City of Burbank is within California Building Code Seismic Zone 4. This is the highest risk for damaging earthquakes. Approximately 30 percent of the City is categorized as an “Active Fault Near-Source Zone” (ICBO, California Department of Conservation-Division of Mines and Geology). The Near-Source Zone is an area within two kilometers of an active fault (Class A or B) capable of producing a major earthquake. The Verdugo Fault and the Hollywood Fault are the near-source influences for the City (both are Class B faults). A Near-Source Zone is subject to the largest and most damaging ground acceleration and velocity produced in a seismic event. The resulting structural damage in a near-source zone is generally severe.

The 1994 Northridge Earthquake caused considerable damage to buildings and structures located in the City of Burbank. Experts expect a massive earthquake on one of the faults under the City within the next 30 years and several earthquakes similar in intensity to the Northridge Earthquake during that same period.

The damage to buildings could expose occupants of these buildings to a potential life-safety risk in future earthquakes, and the City of Burbank must protect its population and property and enforce the Building Code so as to provide effective protection to all its citizens.

Recent earthquakes, including the 1994 Northridge event, have demonstrated the deficiencies in the structural performance of reinforced concrete wall and/or reinforced masonry wall buildings with flexible diaphragms. The 1997 California Building Code contained revisions to the seismic requirements for new construction, but it did not address the existing “legal nonconforming” buildings.

Pre-1976 UBC reinforced concrete wall and/or reinforced masonry wall buildings with flexible diaphragms are considered potentially hazardous and prone to significant damage, including possible roof collapse, in moderate to major earthquakes. These buildings may lack adequate strength in the anchorage system of the wall to the roof and floor diaphragms.

The purpose of this section is to promote public safety and welfare by reducing the risk of death or injury that may result from the effects of earthquakes on reinforced concrete wall and/or reinforced masonry wall buildings with flexible diaphragms designed under the building codes in effect prior to the adoption of the 1976 UBC. Such buildings have been categorized, based on past earthquakes, as being potentially hazardous and prone to significant damage, including possible collapse, in a moderate to major earthquake.

The provisions of this section are minimum standards for structural seismic resistance established primarily to reduce the risk of life loss or injury on both subject and adjacent properties and will not necessarily prevent loss of life or injury or prevent earthquake damage to an existing building which complies with these standards. The requirement for compliance with these standards does not preclude the utilization, at the building owner’s option, of more extensive strengthening method that might further prevent or limit loss of life or injury or building damage. This section shall not require existing electrical, plumbing, mechanical or fire-safety systems to be altered unless they constitute a hazard to life or property.

This section provides for the identification and classification of reinforced concrete wall and/or reinforced masonry wall buildings with flexible diaphragms based on the current use of the building. Priorities, time periods, and standards are also established under which these buildings are required to be structurally analyzed and strengthened for seismic resistance. Where the analysis determines structural deficiencies, this section requires the building to be strengthened. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.2: SCOPE:ShareCopy link
The provisions of this section shall apply to all buildings designed under building codes in effect prior to February 14, 1977, which, on the effective date of this section have reinforced concrete walls and/or reinforced masonry walls with flexible diaphragms as defined herein.

Any such buildings with seismic strengthening in place prior to the effective date of this ordinance shall be within the scope of this Section and shall, therefore, be evaluated according to the provisions of this Section and modified to comply with this Section if deficient. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.3: DEFINITIONS:ShareCopy link
ANCHORAGE SYSTEM: Is the system of all structural elements and connections which support the concrete or masonry wall in the lateral direction, including diaphragms and sub-diaphragms, wall anchorage and continuity or cross tie connectors in sub-diaphragms and main diaphragms.

COMMENCED CONSTRUCTION: Construction pursuant to a valid building permit has progressed to the point that one of the called inspections as required by the City has been made and the work for which the inspection has been called has been judged by the City to be substantial and has been approved by the Building Official.

FLEXIBLE DIAPHRAGM: Is any diaphragm constructed of wood structural panel, diagonal or straight wood sheathing, metal decking without a structural concrete topping, or horizontal rod bracing.

REINFORCED CONCRETE WALL: Is a concrete wall that has 50 percent or more of the reinforcing steel required for reinforced concrete in the Uniform Building Code.

REINFORCED MASONRY WALL: Is a masonry wall that has 50 percent or more of the reinforcing steel required by 1976 Uniform Building Code Section 2106.1.12.4.

TILT-UP CONCRETE WALL: Is a form of precast concrete panel construction either cast in the horizontal position at the site and after curing, lifted into place in a vertical position, or cast off-site in a fabricator’s shop. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.4: RATING CLASSIFICATIONS:ShareCopy link
The rating classifications as shown in Table No. 9-1-7-200-A are hereby established and each building within the scope of this section shall be placed in one such rating classification by the Building Official. The total occupant load as determined by CBC Chapter 10 for the entire building plus the occupant load of any adjacent building which interconnects with the subject building or uses the subject building for exiting purposes shall be used to determine the rating classification. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.5: INSPECTION AND RETROFIT REQUIRED; SIGN REQUIRED:ShareCopy link
A. The owner of each building within the scope of the section shall cause an investigation of the existing construction and a structural analysis to be made of the building by a civil or structural engineer or architect licensed by the State of California, and if the building does not meet the minimum standards specified in this Section, the owner shall cause the building to be structurally altered to conform to such standards or cause the building to be demolished. The owner of a building within the scope of this section shall submit to the Building Official within 275 days after the service of the compliance order the following for review:

1. A structural analysis, subject to approval by the Building Official within the 275-day time period, which demonstrates that the building meets the minimum requirements of this Section, or

2. A structural analysis and plans for the proposed structural alterations of the building necessary to comply with the minimum requirements of this Section, or (3) Plans for the demolition of the building.

After plans are submitted and approved by the Building Official, the owner shall obtain a building permit, commence and complete the required construction or demolition within the time limits set forth in Table No. 9-1-7-200-B. These time limits shall begin to run from the date the compliance order is served.

B. Unless exempt pursuant to 9-1-7-200.5(c) below, the owner or person in charge or control of a building within the scope of this section shall, within 275 days after the service of a compliance order, post in a conspicuous place at the entrance of the building, on a sign not less than 8-1/2″ x 11″, the following statement, printed in not less than 30 point bold type: “This is a reinforced concrete wall or reinforced masonry wall building with a flexible diaphragm built prior to February 14, 1977. The City of Burbank has ordered the owner of this building to bring the building into compliance with the provisions of Burbank Municipal Code Section 9-1-7-200, which relate to earthquake safety.”

C. The sign shall remain posted until the structural alterations bringing the building into compliance with the provisions of Section 9-1-7-200 are completed and approved by the Building Official. If an owner of a building within the scope of this section has submitted to the Building official a structural analysis that demonstrates that the building meets the minimum requirements of Section 9-1-7-200 and the Building Official approves such structural analysis, the sign requirements in 9-1-7-200.5(b) shall no longer be applicable to such building. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.6: COMPLIANCE ORDER:ShareCopy link
A. The Building Official shall issue a written compliance order to the record owner of each building within the scope of this Section 9-1-7-200 directing the owner to comply with this section and shall also mail a copy to the person, if any, occupying or otherwise in real or apparent charge and control of the building.

B. The order shall be served either personally or by mail and shall contain:

1. The street address and legal description sufficient for identification of the building.

2. A statement that the Building Official has found the building to be within the scope of Section 9-1-7-200.

3. An order to prepare and submit to the Building Official a structural analysis and plans pursuant to Section 9-1-7-200.5.

4. A statement specifying the appeal rights of the owner as contained in Section 9-1-7-200.7.

C. The order shall be served and contents recorded in accordance with the provisions of Article 2 of this Code. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.7: APPEAL FROM ORDER:ShareCopy link
A. The owner of the building may appeal the Building Official’s determination that the building is within the scope of this section to the Board of Building and Fire Code Appeals. Such appeal shall be filed with the Board within 60 days of the service date of the order described in Section 9-1-7-200.6. Such appeal shall be made in writing upon appropriate forms provided therefore by the Building Division, and the grounds thereof shall be stated clearly and concisely. Any materials that the appellant wishes considered by the Board shall be submitted to the Board at least 14 calendar days before the hearing. Each appeal shall be accompanied by a filing fee as set forth in the Burbank Fee Resolution. If no appeal is filed within 60 days of the service of the compliance order, the building shall be considered to be within the scope of this Section 9-1-7-200.

B. Appeals or requests for modification from any other determinations, orders, or actions of the Building Official pursuant to this Section shall be made in accordance with the procedures established in Section 9-1-1-113.4 of this Code. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.8: TIME EXTENSIONS:ShareCopy link
An owner of a building may apply to the Board of Building and Fire Code Appeals for an extension of time limits to submit a plan for retrofit of the building, to obtain necessary permits and/or to complete the retrofit to the building. The Board may grant an applicant an extension of up to 12 months additional time to comply with these requirements provided the applicant has demonstrated a good faith effort to meet the requirements of this Section 9-1-7-200. A maximum of two such extensions may be granted for a total extension of up to two years. In no case, shall the time for completion of retrofit exceed five years from the time of service of the compliance order. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.9: NO ALTERATIONS PERMITTED UNTIL BUILDING RETROFIT IS COMPLETE:ShareCopy link
Once a compliance order has been served, buildings within the scope of this Section 9-1-7-200 may not be structurally altered, remodeled or added to, without first complying with the provisions of this Section 9-1-7-200 unless the Building Official determines that the alteration is minor in nature. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.10: ENFORCEMENT:ShareCopy link
If the owner of the subject building fails to comply with any order issued by the Building Official pursuant to this section within any of the time limits set forth in Section 9-1-7-200.5, or within any additional time limits as may have been granted by the Board, the Building Official may order that the building be vacated until the building is in compliance. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11: ANALYSIS AND DESIGN:ShareCopy link
The owner of a building subject to this Section shall cause the structure to comply with the following provisions. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.1: WALL PANEL ANCHORAGE:ShareCopy link
Concrete and masonry walls shall be anchored to all floors and roofs which provide lateral support for the wall. The anchorage shall provide a positive direct connection between the wall and floor or roof construction capable of resisting a horizontal force equal to 30 percent of the tributary wall weight for all buildings, and 45 percent of the tributary wall weight for essential buildings, or a minimum force of 250 pounds per linear foot of wall, whichever is greater. The required anchorage shall be based on the tributary wall panel assuming simple supports at floors and roof.

EXCEPTION: Alternate design may be approved by the Building Division when justified by well-established principles of mechanics. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.2: SPECIAL REQUIREMENTS FOR WALL ANCHORS AND CONTINUITY TIES:ShareCopy link
The steel elements of the wall anchorage systems and continuity ties shall be designed by the allowable stress design method using a load factor of 1.7. The 1/3 stress increase permitted by 1976 UBC Section 1603.5 shall not be permitted for materials using allowable stress design methods. The strength design specified in 1994 UBC Section 1925.2, using a load factor of 2.0 in lieu of 1.4 for earthquake loading, shall be used for design of embedments in concrete. Wall anchors shall be provided to resist out-of-plane forces, independent of existing shear anchors.

EXCEPTION: Existing cast-in-place shear anchors may be used as wall anchors if the tie element can be readily attached to the anchors and if the engineer or architect can establish tension values for the existing anchors through the use of approved as-built plans or testing, and through analysis showing that the bolts are capable of resisting the total shear load while being acted upon by the maximum tension force due to earthquake. Criteria for analysis and testing shall be determined by the Building Division.

Expansion anchors are not allowed without special approval of the Building Division. Attaching the edge of plywood sheathing to steel ledgers is not considered as complying with the positive anchoring requirements of this Section; and attaching the edge of steel decks to steel ledgers is not considered as providing the positive anchorage of this Section unless testing and analysis are performed that establish shear values for the attachment perpendicular to the edge of the deck. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.3: DEVELOPMENT OF ANCHOR LOADS INTO THE DIAPHRAGM:ShareCopy link
Development of anchor loads into roof and floor diaphragms shall comply with 1994 UBC Section 1631.2.9.3.

EXCEPTION: If continuously tied girders are present, then the maximum spacing of the continuity ties is the greater of the girder spacing or 24 feet. In wood diaphragms, anchorage shall not be accomplished by use of toe nails or nails subject to withdrawal, nor shall wood ledgers, top plates or framing be used in cross-grain bending or cross-grain tension. The continuous ties required by 1976 UBC Section 1633.2.9.4 shall be in addition to the diaphragm sheathing.

Lengths of development of anchor loads in wood diaphragms shall be based on existing field nailing of the sheathing unless existing edge nailing is positively identified on the original construction plans or at the site.

At reentrant corners, continuity collectors may be required for existing return walls not designed as shear walls, to develop into the diaphragm a force equal to the lesser of the rocking or shear capacity of the return wall, to the tributary shear by not exceeding the capacity of the diaphragm. Shear anchors for the return shall be commensurate with the collector force. If a truss or beam other than rafters or purlins is supported by the return wall or by a column integral with the return wall, an independent secondary column is required to support the roof or floor members whenever rocking of shear capacity of the return wall is governing.

The design for the seismic deflection of return walls, and fins/canopies at entrances, shall insure deflection compatibility with the diaphragm by either seismically isolating the element or attaching the element and integrating its load into the diaphragm. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.4: ANCHORAGE AT PILASTERS:ShareCopy link
Anchorage of pilasters shall be designed for the tributary wall anchoring load pursuant to Section 9-1-7-200.11.1, considering the wall as a two-way slab. The pilasters or the walls immediately adjacent to the pilasters shall be anchored directly to the roof framing such that the existing vertical anchor bolts at the top of the pilasters are by-passed without causing tension or shear failure at the top of the pilasters.

EXCEPTION: If existing vertical anchor bolts at the top of the pilasters are used for the anchorage, then additional exterior confinement shall be provided.

The minimum anchorage at a floor or roof between the pilasters shall be that specified in Section 9-1-7-200.11.1 of this Section. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.5: SYMMETRY:ShareCopy link
Symmetry of connectors in the anchorage system is required. Eccentricity may be allowed when it can be shown that all components of forces are positively resisted and justified by calculations or tests. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.6: MINIMUM ROOF MEMBER SIZE:ShareCopy link
Wood members used to develop anchorage forces to the diaphragm must be at least 3x for new construction and replacement. All such members must be checked for gravity and earthquake as part of the wall anchorage system. For existing buildings, the member check shall be without the 1/3 stress increase pursuant to Section 9-1-7-200.11.2. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.7: COMBINATION OF ANCHOR TYPES:ShareCopy link
To repair and retrofit existing buildings, a combination of different anchor types of different behavior or stiffness shall not be permitted. The capacity of the new and existing connectors cannot be added. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.8: PROHIBITED ANCHORS:ShareCopy link
Usage of connectors that were bent and/or stretched from the intended use shall be prohibited. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.9: CRACK AND DAMAGE REPAIRS, EVALUATION OF EXISTING STRUCTURAL ALTERATIONS:ShareCopy link
The engineer shall report any observed structural conditions and structural damage that have imminent life safety effects on the buildings and recommend repairs. Evaluations and repairs shall be reviewed and approved by the Building Division. The engineer shall also evaluate the effects of alterations such as openings cut in existing wall panels without a permit that may present immediate life safety hazard, and correct when necessary. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.11.10: MISCELLANEOUS:ShareCopy link
Existing mezzanines relying on the tilt-up walls for vertical and/or lateral support shall be anchored to the walls for the tributary mezzanine load. Walls depending on the mezzanine for lateral support shall be anchored per Sections 9-1-7-200.11.1, 9-1-7-200.11.2 and 9-1-7-200.11.3.

EXCEPTION: Existing mezzanines that have independent lateral and vertical support need not be anchored to the walls. Existing interior masonry or concrete walls not designed as shear walls, that extend to the floor above or to the roof diaphragm shall also be anchored for out-of-plane forces per Sections 9-1-7-200.11.1, 9-1-7-200.11.2 and 9-1-7-200.11.3 of this Code. In the in-plane direction, the walls may be isolated or shall be developed into the diaphragm for a lateral force equal to the lesser of the rocking or shear capacity of the wall, or the tributary shear but not exceeding the diaphragm capacity. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.12: MATERIALS OF CONSTRUCTION:ShareCopy link
All materials permitted by this Code, including their appropriate allowable stresses and those existing configurations of materials specified in this Code, may be utilized to meet the requirements of this Section. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-200.13: INFORMATION REQUIRED ON PLANS:ShareCopy link
The plans shall accurately reflect the results of the engineering investigation and design and show all pertinent dimensions and sizes for plan review and construction. In addition to the seismic analysis required elsewhere in this Section, the licensed engineer or architect responsible for the seismic analysis of the building shall record the following on the approved plans:

A. Floor plans and roof plans shall show existing framing construction, diaphragm construction, proposed wall anchors, cross-ties and collectors. Existing nailing, anchors, ties and collectors shall also be shown on the plans if these are part of the design, and these structural elements need to be verified in the field.

B. At elevations where there are alterations or damage, details shall show roof and floor heights, dimensions of openings, location and extent of existing damage, and proposed repair.

C. Typical wall panel sections with panel thickness, height, location of anchors shall be provided.

D. Details shall include existing and new anchors and the method of development of anchor forces into the diaphragm framing; existing and/or new cross-ties; existing and/or new or improved support of roof and floor girders at pilasters or walls.

TABLE NO. 9-1-7-200-A RATING CLASSIFICATIONS

Classification/Occupant Load
Group I
300 or more
Group II
30 to 299
Group III
less than 30
TABLE NO. 9-1-7-200-B TIME LIMITS FOR COMPLIANCE
Obtain Building Permit Within
Commence Construction
Complete Construction
365 days
545 days
Three years
TABLE NO. 9-1-7-200-C SERVICE PRIORITIES

Rating/Minimum Time Period

Classification Before Service of Compliance Order

Group I
30 days
Group II
1 year
Group III
2 years
[Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

DIVISION 3. VOLUNTARY PRESCRIPTIVE PROVISIONS FOR SEISMIC STRENGTHENING OF CRIPPLE WALLS AND SILL PLATE ANCHORAGE OF LIGHT, WOOD-FRAME RESIDENTIAL BUILDINGS
9-1-7-A300: ADOPTION OF CODE:ShareCopy link
Chapter A3 of the 2016 California Existing Building Code is hereby adopted by the City of Burbank and made a part of this Code for promoting public welfare and safety by reducing the risk of earthquake-induced damage to existing wood-frame residential buildings. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

DIVISION 4. VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN EXISTING WOOD FRAME RESIDENTIAL BUILDINGS WITH SOFT, WEAK OR OPEN FRONT WALLS
9-1-7-A400: ADOPTION OF CHAPTER A4 OF THE 2016 INTERNATIONAL EXISTING BUILDING CODE:ShareCopy link
Chapter A4 of the 2016 California Existing Building Code is hereby adopted by the City of Burbank and made a part of this Code for promoting public welfare and safety by reducing the risk of death or injury that may result from the effects of earthquakes on existing wood-frame, multiunit residential buildings. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

DIVISION 5. VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN EXISTING CONCRETE BUILDINGS AND CONCRETE WITH MASONRY INFILL BUILDINGS
9-1-7-A500: ADOPTION OF CODE:ShareCopy link
Chapter A5 of the 2015 International Existing Building Code is hereby adopted by the City of Burbank and made a part of this Code for promoting public welfare and safety by reducing the risk of death or injury that may result from the effects of earthquakes on existing concrete buildings and concrete frame buildings with masonry infill. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

DIVISION 6. EARTHQUAKE DAMAGE REPAIR OF WELDED STEEL MOMENT FRAME BUILDINGS
9-1-7-600: EARTHQUAKE DAMAGE REPAIR OF WELDED STEEL MOMENT FRAME BUILDINGS:ShareCopy link
9-1-7-600.1: PURPOSE:ShareCopy link
The City of Burbank is within CBC Seismic Zone 4. This zone is the highest risk for damaging earthquakes. Approximately 30 percent of the City is categorized as an “Active Fault Near Source Zone” (ICBO, California Department of Conservation-Division of Mines and Geology). The Near-Source Zone is an area within two kilometers of an active fault (Class A or B) capable of producing a major earthquake. The Verdugo Fault and the Hollywood Fault are the near-source influences for the City (both are Class B faults). A Near-Source Zone is subject to the largest and most damaging ground acceleration and velocity produced in a seismic event. The resulting structural damage in a near-source zone is generally severe.

The 1994 Northridge Earthquake caused considerable damage to buildings and structures located in the City of Burbank. Experts expect a massive earthquake on one of the faults under the City within the next 30 years and several earthquakes similar in intensity to the Northridge Earthquake during that same period.

Studies have been conducted on the earthquake damage by structural engineers from numerous state and city agencies and the Structural Engineers Association of Southern California (SEAOSC). These engineers have determined that welded steel moment frame buildings located in earthquake-damaged areas were severely impacted by the Northridge Earthquake and its aftershocks.

Section 9-1-7-600 is in response to the discovery of unexpected and unprecedented damage to welded steel moment frame (WSMF) structures in the Northridge Earthquake. This serious damage was revealed only after detailed structural inspections were performed. In many cases, buildings with significant structural damage showed no outward signs of distress. Given the lack of visual and superficial clues, such as a permanent drift or damaged architectural elements, property owners and building occupants are unaware of the risk to safety and the serious consequences of hidden damage to welded steel moment frames.

Inspection of the WSMF building stock in the City of Los Angeles revealed significant and widespread damage due to the Northridge Earthquake of 1994, when evaluated in accordance with SAC/FENIA guidelines. Sixty percent, or 150, of the buildings within the scope of the City of Los Angeles Repair Ordinance had significant WSMF structural damage requiring repairs. The buildings in Burbank were subjected to similar earthquake forces and ground motions as these damaged buildings in Los Angeles. A building with a damaged WSMF has little or no capacity to resist further earthquake forces.

The Building Code does not allow a welded steel moment frame building to be maintained with damaged connections. It is necessary to insure that repairs to these welded steel moment frame buildings are performed in an expeditious manner.

The damage to these welded steel moment frame buildings could expose occupants of these buildings to potential life-safety risks in future earthquakes, and the City of Burbank must protect its population and property and enforce the Building Code so as to provide effective protection to all its citizens.

Thus, the purpose of this ordinance is to promote public safety and welfare by reducing the risk of death or injury that may result from the effects of earthquakes on welded steel moment frame buildings. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.2: SCOPE:ShareCopy link
Section 9-1-7-600 shall be applicable to buildings of more than one story of welded steel moment frame design if construction of the building began before January 17, 1994, provided, however, that the following buildings are exempt from the requirements of this Section 9-1-7-600:

A. Any single family dwelling (CBC R-3 occupancy),

B. Detached one- or two-story dwellings of CBC R-I occupancy, and

C. Detached apartment houses containing fewer than five dwelling units and used solely for residential purpose. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.3: DEFINITIONS:ShareCopy link
CONNECTION: Combination of joints used to transmit forces between two or more members categorized by the amount and type of force transferred (moment, shear, end reaction).

NON-DESTRUCTIVE TESTING: An approved in-situ procedure for examining material continuity, including but not limited to: Liquid Dye Penetrant Test, Magnetic Particle Test, Radiographic Test, Ultrasonic Test.

STRUCTURAL ENGINEER: A person authorized to use the title of structural engineer under Chapter 7 (commencing with Section 6700) of Division 3 of the Business and Professions Code.

WELDED STEEL MOMENT FRAME: A plane (or nearly so) frame structure deriving lateral load stability from rigid interconnection of the beams and columns. Rigid connections may consist either of fully welded connections or connections which are partially welded and bolted. This includes both ordinary moment-resisting frames and special moment-resisting frames as defined by the California Building Code. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.4: INSPECTION AND REPAIR REQUIRED:ShareCopy link
A. Structural Analysis and Inspection Report.

The owner of each building within the scope of this Section 9-1-7-600 shall, upon service of an inspection order, cause a structural analysis and inspection report of the building to be prepared by a structural engineer.

The structural analysis and inspection report shall contain the results of an analytical or numerical analysis of the building with the number and location of connections identified as requiring inspection based on the results of such analysis. The number and location of connections to be inspected shall be selected by the structural engineer and approved by the Building Official prior to inspection.

Inspection and test procedures shall follow guidelines established by the Federal Emergency Management Agency (FEMA), Applied Technology Council (ATC), and SAC Steel Project. The Building Official shall verify the analysis and inspection procedures comply with these guidelines.

The final structural analysis and inspection report shall include the result of any nondestructive tests and the results of other approved methods of testing connections, shall state whether or not the building has damage to these connections, and shall identify the damaged connections.

If no repairs are indicated in the structural analysis and inspection report, the report shall demonstrate that the building’s welded steel moment frame structural elements are without damage that may reduce the moment resisting capacity of the structural elements below the building’s original minimum design requirements.

If the structural analysis and inspection report indicate that the welded steel moment frame structure of the building is damaged, the report shall include plans and procedures prepared by a structural engineer for the repair of such damage. The repair plans shall indicate the repairs necessary for the structure to meet the standards for strength under which the building was originally designed.

The structural analysis and inspection report must be submitted to the Building Official within 12 months after the service of an inspection order. The structural analysis inspection report is subject to approval by the Building Official.

B. Repair of Damage.

If the structural analysis and inspection report indicates that the welded steel moment frame structure of the building is damaged, the owner of such building shall cause the structure to be repaired to the standards for strength under which the building was originally designed. After repair plans are submitted and approved by the Building Official, the owner shall, within 18 months of the service of the inspection order, obtain a building permit for the necessary repairs. The repairs shall be completed within 24 months after the service of the inspection order. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.5: TYPES OF DAMAGE:ShareCopy link
Types of damage which may reduce the moment resisting capacity of welded steel moment frame structures below minimum design safety criteria include but are not limited to:

A. Column to beam connection weld discontinuities detectable by visual inspection or non-destructive testing that are not termed defects per the criteria given in the Welding Code. Weld defects resulting in discontinuity and loss of connection strength below design criteria. Cracked or damaged shear tab or weld.

B. Panel zone damage such as fracture, buckle, or yield of continuity plate, yield or ductile deformation of web, full or partial depth fracture in web or doubler plate, severed column.

C. Incipient flange crack, flange tearout or divot, lamellar flange tearing, column splice failure, buckled flange, full or partial flange crack in or outside of heat affected zone. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.6: NO ALTERATIONS PERMITTED UNTIL BUILDING REPAIRED:ShareCopy link
Once an inspection order has been served, buildings within the scope of this Section 9-1-7-600 may not be structurally altered, remodeled or added to without first complying with the provisions of this Section 9-1-7-600, unless the Building Official determines that the alteration is minor in nature. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.7: INSPECTION ORDER:ShareCopy link
A. The Building Official shall issue a written inspection order to the record owner of each building within the scope of this Section 9-1-7-600 and shall also mail a copy to the person, if any, occupying or otherwise in real or apparent charge and control of the building.

B. The order shall be served either personally or by mail and shall contain:

1. The street address and legal description sufficient for identification of the building.

2. A statement that the Building Official has found the building to be within the scope of Section 9-1-7-600.

3. An order to prepare and submit to the Building Official a structural analysis and inspection report as required pursuant to Section 9-1-7-600.4.

4. A statement specifying the appeal rights of the owner as contained in Section 9-1-7-600.9.

C. The order shall be served and contents recorded in accordance with the provisions of Subsections (c), (d), (e), and (f) of Article 2 of this Code. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.8: REPAIR ORDER:ShareCopy link
A. The Building Official shall issue a written repair order to the record owner of a damaged building directing the owner to repair any damage to the Welded Steel Moment Frame based on the structural analysis and nondestructive testing recommendations approved by the Building Official and shall mail a copy of such repair order to the person, if any, occupying or otherwise in real or apparent charge and control of the building.

B. The repair order shall be served either personally or by mail and shall contain:

1. The street address and legal description sufficient for identification of the building.

2. A statement that the Building Official has found the building to be within the scope of Section 9-1-7-600.

3. An order to secure permits, physically commence, and to complete all work necessary to meet the repair recommendations proposed in the approved structural analysis and inspection report.

4. A statement specifying the appeal rights of the owner as contained in Section 9-1-7-600.9.

C. The order shall be served and contents recorded in accordance with the provisions of Article 2 of this Code. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.9: APPEAL FROM ORDERS:ShareCopy link
A. The owner may request that the Building Official reconsider the Building Official’s determination that the building is within the scope of this Section 9-1-7-600 by submitting building plans to the Building Official that clearly establish that the building’s structural systems and connections are not of welded steel moment frame design. Further, the owner may appeal the Building Official’s determination that the building is within the scope of this Section 9-1-7-600 to the Board of Building and Fire Code Appeals. Reasons for a building’s exemption from this Section 9-1-7-600 shall be limited to:

1. the building is not of welded steel moment frame design; or

2. construction of the building began after January 17, 1994.

Such appeal shall be filed within 60 calendar days from the service of the inspection order and shall clearly and concisely state the grounds for such appeal. Any materials that the appellant wishes considered by the Board shall be submitted to the Board 14 calendar days before the hearing. If no request for reconsideration and no appeal are filed within 30 days of the service of the inspection order, the building shall be considered to be within the scope of this Section 9-1-7-600.

B. Appeals or requests for modification from any other determinations, orders, or actions of the Building Official pursuant to this section shall be made in accordance with the procedures established in Section 9-1-1-112.4 of this Code. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.10: TIME EXTENSIONS:ShareCopy link
An owner of a building may apply to the Board of Building and Fire Code Appeals for an extension of the time limits to submit a plan for repair to the building and obtain the necessary permits and the time limit to complete the repairs to the building. The Board may grant an applicant an extension of up to 12 months additional time to comply with these requirements provided the applicant has demonstrated a good faith effort to meet the requirements of this Section 9-1-7-600. A maximum of three such extensions may be granted for a total extension of up to three years. In no case, shall the time for completion of repairs exceed five years from the service of the inspection order. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

9-1-7-600.11: ENFORCEMENT:ShareCopy link
If an owner of a building subject to this Section 9-1-7-600 does not comply with any order issued by the Building Official pursuant to this section within any time limits set forth in this section, the Building Official may order the entire building vacated and that the building remain vacated until such order has been complied with. [Added by Ord. No. 13-3,845, eff. 1/1/14; Amended by Ord. No. 16-3,888, eff. 1/1/17.]

Page sources:  burbankca.gov and seismicordinances.com

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