Adoption of these ordinances is exempt from the California Environmental Quality Act (CEQA) in that it can be seen with certainty that there is no possibility that the ordinance may have a significant effect on the environment pursuant to State CEQA Guidelines Section 15061(b)(3). Adoption of the proposed ordinances is covered by the general rule that CEQA applies only to projects that have the potential for causing a significant effect on the environment. Adoption of the proposed ordinances does not have such potential.
IMPACT ON CURRENT SERVICES (OR PROJECTS)
Other departments embarking on construction projects will be required to comply with the provisions of these ordinances if applications for permits to begin construction are submitted on or after the operative date of these ordinances.
Copies of the proposed code changes were circulated to various professional associations including certain labor unions within the design and construction communities for review and comments. No comments were received by Public Works and changes to the proposed code changes were not necessary.
CONCLUSION
Upon approval of the enclosed ordinances, please return one adopted copy of this letter and one adopted copy of the ordinances to Public Works, Building and Safety Division.
MARK PESTRELLA, PE
Director
Enclosures
c: Chief Executive Office (Chia-Ann Yen)
County Counsel
Executive Office
Fire Department
Department of Regional Planning
Respectfully submitted,
MP:JM:el
The Honorable Board of Supervisors
10/18/2022
HOA.103781425.2
ANALYSIS
This ordinance repeals those provisions of Title 26 – Building Code – of the Los Angeles County Code that had incorporated by reference portions of the 2019 Edition of the California Building Code and replaces them with provisions incorporating by reference portions of the 2022 California Building Code, published by the California Building Standards Commission, with certain changes and modifications.
State law requires that the County's Building Code contain the same requirements as are contained in the building standards published in the most recent edition of the California Building Code. State law allows the County to change or modify these requirements only if it determines that such changes or modifications are reasonably necessary because of local climatic, geological, or topographical conditions.
The changes and modifications to requirements contained in the building standards published in the 2022 California Building Code that are contained in this ordinance are based upon express findings, contained in the ordinance, that such changes are reasonably necessary due to local climatic, geological, or topographical conditions.
This ordinance also makes certain modifications to the administrative provisions of Title 26 and to certain chapters of Title 26 that relate to subjects not covered by the California Building Code.
DAWYN R. HARRISON
Acting County Counsel
By
CAROLE B. SUZUKI
Senior Deputy County Counsel
Public Works Division
CBS:rm
Requested: 07/27/22
Revised: 10/11/22
HOA.103781425.2
ORDINANCE NO. __________
An ordinance amending Title 26 – Building Code – of the Los Angeles County Code, to adopt and incorporate by reference the 2022 California Building Code, with certain changes and modifications, and to make other revisions thereto.
The Board of Supervisors of the County of Los Angeles ordains as follows:
SECTION 1. Sections 119.1.2 through 119.1.14 of Chapter 1, Chapters 2 through 35, and Appendices C, H, I, J, and O, of the Los Angeles County Code, which incorporate by reference and modify portions of the 2019 California Building Code, are hereby repealed.
SECTION 2. Chapter 1 is hereby amended to read as follows:
100 ADOPTION AND INCORPORATION BY REFERENCE
Except as hereinafter changed or modified, Sections 1.2 through 1.14 of Chapter 1 of Division I of that certain building code known and designated as the 20192022 California Building Code, as published by the California Building Standards Commission, are adopted and incorporated by reference into this Title 26 of the Los Angeles County Code as if fully set forth below, and shall be known as Sections 119.1.2 through 119.1.14, respectively, of Chapter 1 of Title 26 of the Los Angeles County Code.
Except as hereinafter changed or modified, Chapters 2 through 35, and Appendices C, H, I, J and OP, of that certain building code known and designated as the 20192022 California Building Code, as published by the California Building Standards Commission, are adopted and incorporated by reference into this Title 26 of
HOA.103781425.2 2
the Los Angeles County Code as if fully set forth below, and shall be known as Chapters 2 through 35, and Appendices C, H, I, J and OP, of Title 26 of the Los Angeles County Code.
A copy of said California Building Code, hereinafter referred to as the CBC, including the above-designated appendices, shall be at all times maintained by the Building Official for use and examination by the public. . . .
SECTION 102 UNSAFE BUILDINGS
. . .
102.5.2 Emergency procedure.
Whenever any portion of a building, structure, or grading work constitutes an immediate hazard to life or property, and in the opinion of the Building Official, the conditions are such that repairs, or demolition, or barricading must be undertaken within less than the designated period, the Building Official may take necessary action, such as performing alterations, repairs, barricading, grading and/or demolition of the structures, to protect life or property, or both, after giving such notice to the parties concerned as the circumstances will permit or without any notice whatever when, in the Building Official's opinion, immediate action is necessary. . . .
SECTION 104 ORGANIZATION AND ENFORCEMENT
. . .
HOA.103781425.2 3
104.3 Definitions
. . .
BUILDING DEPARTMENT shall mean the Building and Safety Division of the Department of Los Angeles County Public Works.
. . .
SECTION 106 PERMITS
. . .
106.3 Work Exempted.
A building permit shall not be required for the following:
. . .
2. Fences which are not used as a barrier to private swimming pools, spas, or hot tubs, and ground signs, provided that:
2.1 Masonry or concrete fFences do not exceed 6 feet (1.8 m) in height and are set back from public ways a distance at least equal to the fence height.
2.2 Fences constructed of other materials do not exceed 6 feet (1.8 m) in height.
2.32 Ground signs do not exceed 6 feet (1.8 m) in height. . . .
12. Sheds, office or storage buildings, and other structures that are less than 1,500 square feet (139 m²) and incidental to and work authorized by a valid grading or building permit. Such structures must be removed upon expiration of the permit or completion of the work covered by the permit.
HOA.103781425.2 4
. . .
SECTION 107 FEES
. . .
107.17 Annual review of fees.
The fees in this Code shall be reviewed annually by the Director of Public Works.
Beginning on July 1, 1992, and thereafter on each succeeding July 1, the amount of each fee in this Code shall be adjusted as follows: Calculate the percentage movement between March of the previous year and March of the current year in the Consumer Price Index (CPI) for all urban consumers in the Los Angeles-Long Beach-Anaheim, CA areas, as published by the United States Government Bureau of Labor Statistics; and adjust each fee by said percentage amount and round off to the nearest 10 cents, provided, however, that no adjustment shall decrease any fee and no fee shall exceed the reasonable cost of providing services. When it is determined that the amount reasonably necessary to recover the cost of providing services is in excess of this adjustment, the Building Official may present fee proposals to the Board of Supervisors for approval.
. . .
SECTION 109 USE AND OCCUPANCY
109.1 General.
No building or structure or portion thereof shall be used or occupied, and no change in the existing occupancy classification of a building or structure or portion thereof shall be made until the Building Official has approved the building or structure or
HOA.103781425.2 5
portion thereof for such use or occupancy as evidenced by the issuance of a certificate of occupancy or a temporary certificate of occupancy. A building of Group R-1, R-2, R2.1, R-3, R-3.1, or R-4. Occupancy, if erected on a site where grading has been performed without a grading permit or pursuant to a grading permit issued under provisions of this Code, shall not be occupied, nor shall gas or electric utilities be connected thereto, unless the grading has been completed in accordance with Appendix J or the Building Official has found, should the grading not be so completed, that the site conditions will pose no hazard to health, safety or welfare of occupants and/or occupants of adjacent properties, and that a temporary certificate of occupancy has been issued.
. . .
SECTION 3. Section 701A.1 is hereby amended to read as follows:
701A.1 Scope.
This cChapter applies to building materials, systems, and/or assemblies used in the exterior design and construction of new buildings located, and to additions, alterations, or repairs made to existing buildings, erected, constructed, or moved within a Wildland-Urban Interface (WUI) Fire Area as defined in Section 702A.
SECTION 4. Section 701A.3 is hereby amended to read as follows:
701A.3 Application.
New buildings, and any additions, alterations, or repairs made to existing buildings located in or moved within any Fire Hazard Severity Zone or any WildlandUrban Interface (WUI) Fire Area designated by the enforcing agencyLos Angeles
HOA.103781425.2 6
County Fire Department, that is constructed after the application date shall comply with the provisions of this cChapter (see Section 701A.3.1). This shall include all new buildings, and any additions, alterations, or repairs made to existing buildings, with residential, commercial, educational, institutional or similar occupancy type use, which shall be referred to in this chapter as "applicable building(s)" (see definition in Section 702A), as well as new buildings and structures, and any additions, alterations, or repairs made to existing buildings accessory to those applicable buildings (see Exceptions 1 and 4).
Exceptions:
. . .
4. New aAccessory buildings and miscellaneous structures, including additions, alterations, or repairs, as specified in Section 710A shall comply only with the requirements of that sSection.
5. Additions to and remodels of buildings originally constructed prior to July 1, 2008.Reserved
SECTION 5. Section 701A.3.1 is hereby amended to read as follows:
701A.3.1 Application date and where required.
New buildings for which an application for a building permit is submitted on or after July 1, 2008, and any additions, alterations, or repairs made to existing buildings for which an application for a building permit is submitted on or after January 1, 2023, located in any Fire Hazard Severity Zone or Wildland–Urban Interface Fire Area shall comply with all sections of this cChapter, including all of the following areas:
HOA.103781425.2 7
. . .
Exceptions:
1. New bBuildings located in any Fire Hazard Severity Zone within State Responsibility Areas, for which an application for a building permit is submitted on or after January 1, 2008, shall comply with all sections of this cChapter.
2. New bBuildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland–Urban Interface Fire Area designated by cities and other local agencies for which an application for a building permit is submitted on or after December 1, 2005 but prior to July 1, 2008, shall only comply with the following sections of this cChapter:
. . .
SECTION 6. Section 701A.4 is hereby amended to read as follows:
701A.4 Inspection and certification.
Building permit applications and final completion approvals for buildings within the scope and application of this cChapter shall comply with the following:
1. Building permit issuance. The local bBuilding oOfficial shall, prior to construction, provide the owner or applicant a certification that the building as proposed to be built complies with all applicable state and local building standards, including those for materials and construction methods for wildfire exposure as described in this cChapter. Issuance of a building permit by the local bBuilding oOfficial for the proposed building shall be considered as complying with this sSection.
HOA.103781425.2 8
2. Building permit final. The local bBuilding oOfficial shall, upon completion of construction, provide the owner or applicant with a copy of the final inspection report that demonstrates the building was constructed in compliance with all applicable state and local building standards, including those for materials and construction methods for wildfire exposure as described in this cChapter. Issuance of a certificate of occupancy by the local bBuilding oOfficial for the proposed building shall be considered as complying with this sSection.
SECTION 7. Section 702A is hereby amended to read as follows:
702A DEFINITIONS
. . .
FIRE HAZARD SEVERITY ZONES. Geographical areas designated pursuant to California Public Resources Codes Sections 4201 through 4204 and classified as Very High, High, or Moderate in State Responsibility Areas or as Local Responsibility Areas in Very High Fire Hazard Severity Zones designated pursuant to California Government Code Sections 51175 through 51189. See CaliforniaTitle 32 – Fire Code – of the Los Angeles County Code, Chapter 49.
. . .
FIRE PROTECTION PLAN. A document prepared for a specific project or development proposed for a Wildland-Urban Interface (WUI) Fire Area. It describes ways to minimize and mitigate potential for loss from wildfire exposure.
The Fire Protection Plan shall be in accordance with this cChapter and the CaliforniaTitle 32 – Fire Code – of the Los Angeles County Code, Chapter 49.
HOA.103781425.2 9
. . .
WILDLAND-URBAN INTERFACE (WUI). A geographical area identified by the state as a "Fire Hazard Severity Zone" in accordance with the Public Resources Code Sections 4201 through 4204 and Government Code Sections 51175 through 51189, or other areas designated by the enforcing agencyLos Angeles County Fire Department to be at a significant risk from wildfires.
SECTION 8. Section 703A.2 is hereby amended to read as follows:
703A.2 Qualification by testing.
Material and material assemblies tested in accordance with the requirements of Section 703A shall be accepted for use when the results and conditions of those tests are met. Product evaluation testing of material and material assemblies shall be approved or listed by the State Fire Marshal, the Building Official, or identified in a current report issued by an approved agency.
SECTION 9. Section 703A.3 is hereby amended to read as follows:
703A.3 Approved agency.
Product evaluation testing shall be performed by an approved agency as defined in Section 1702. The scope of accreditation for the approved agency shall include building product compliance with this cCode.
SECTION 10. Section 703A.5.2 is hereby amended to read as follows:
703A.5.2 Weathering.
Fire-retardant-treated wood and fire-retardant-treated wood shingles and shakes shall meet the fire test performance requirements of this cChapter after being
HOA.103781425.2 10
subjected to the weathering conditions contained in the following standards, as applicable to the materials and the conditions of use.
SECTION 11. Section 703A.5.2.2 is hereby deleted in its entirety. 703A.5.2.2 Fire-retardant-treated wood shingles and shakes.
Fire-retardant-treated wood shingles and shakes shall be approved and listed by the State Fire Marshal in accordance with Section 208(c), Title 19 California Code of Regulations.
SECTION 12. Section 703A.6 is hereby amended to read as follows:
703A.6 Alternates for materials, design, tests, and methods of construction.
The enforcing agencyBuilding Official is permitted to modify the provisions of this cChapter for site-specific conditions in accordance with Chapter 1, Section
1.11.2.4104.2.7. When required by the enforcing agencyBuilding Official for the purposes of granting modifications, a fire protection plan shall be submitted in accordance with the CaliforniaTitle 32 – Fire Code – of the Los Angeles County Code, Chapter 49.
SECTION 13. Section 704A.4 is hereby amended to read as follows:
704A.4 Alternative methods for determining ignition-resistant material.
. . .
3. Fire-retardant-treated wood shingles and shakes. Fire-retardant-treated wood shingles and shakes, as defined in section 1505.6 and listed by State Fire
HOA.103781425.2 11
Marshal for use as "Class B" roof covering, shall be accepted as an Ignition-resistant wall covering material when installed over solid sheathing.
SECTION 14. Section 705A.2 is hereby amended to read as follows:
705A.2 Roof coverings.
Roof coverings shall be Class A as specified in Section 1505.2. Where the roofing profile has an air-space under the roof covering, installed over a combustible deck, a 72 lb. (32.7 kg) cap sheet complying with ASTM D3909 Standard Specification for "Asphalt Rolled Roofing (Glass Felt) Surfaced with Mineral Granules," shall be installed over the roof deck. Bird stops shall be used at the eaves when the profile fits, to prevent debris at the eave. Hip and ridge caps shall be mudded in to prevent intrusion of fire or embers.
Exception: Cap sheet is not required when no less than 1" of mineral wool board or other noncombustible material is located between the roofing material and wood framing or deck.
Alternately, a Class A fire rated roof underlayment, tested in accordance with ASTM E108, shall be permitted to be used. If the sheathing consists of exterior fireretardant-treated wood, the underlayment shall not be required to comply with a Class A classification. Bird stops shall be used at the eaves when the profile fits, to prevent debris at the eave. Hip and ridge caps shall be mudded in to prevent intrusion of fire or embers. Wood shingles and wood shakes are prohibited in any Fire Hazard Severity Zones regardless of classification.
HOA.103781425.2 12
SECTION 15. Section 710A.3 is hereby amended to read as follows:
710A.3 Where required.
. . .
When required by the enforcing agencyBuilding Official, miscellaneous structures that require a permit, and accessory buildings that are 120 square feet (11.15 m2) or less, when separated from an applicable building on the same lot by a distance of 3 feet (914 mm) or more but less than 50 feet (15 240 mm), shall comply with either Section 710A.3.4 or Section 710A.3.3, respectively.
. . .
SECTION 16. Section 710A.3.3 is hereby amended to read as follows:
710A.3.3 Accessory buildings 120 square feet (11.15 m2) or less, located 3 feet (914 mm) or more but less than 50 feet (15 240 mm).
When required by the enforcing agencyBuilding Official, accessory buildings 120 square feet (11.15 m2) or less and separated from an applicable building on the same lot by a distance of 3 feet (914 mm) or more but less than 50 feet (15 240 mm) shall be constructed of noncombustible materials or of ignition-resistant materials as described in Section 704A.2.
SECTION 17. Section 710A.3.4 is hereby amended to read as follows:
710A.3.4 Miscellaneous structures located 3 feet (914 mm) or more but less than 50 feet (15 240 mm).
When required by the enforcing agencyBuilding Official, miscellaneous structures that require a permit and are separated from an applicable building on the same lot by a
HOA.103781425.2 13
distance of 3 feet (914 mm) or more but less than 50 feet (15 240 mm) shall be constructed of noncombustible materials or of ignition-resistant materials as described in Section 704A.2.
SECTION 18. Section 1031.2.1 is hereby amended to read as follows:
1031.2.1 Operational constraints and opening control devices. . . .
Where security bars (burglar bars) are installed on emergency egress and rescue windows or doors, on or after July 1, 2000, such devices shall comply with California Building Standards Code, Part 12, Chapter 12-3 and other applicable provisions of Part 2.
. . .
SECTION 19. Table 1507.3.7 is hereby amended to read as follows:
TABLE 1507.3.7
CLAY AND CONCRETE TILE ATTACHMENT a, b, c
GENERAL – CLAY OR CONCRETE ROOF TILE
Maximum
Allowable Stress
Design Wind
Speed, Vasdf
(mph)
Mean roof
height (feet) Roof slope <3:12 Roof slope 3:12 and over 85 0 - 60 Minimum slope: 2.5:12
One fastener per tile. Flat
tile without vertical laps,
Ttwo fasteners per tile.
Two fasteners per tile. Only one
fastener on slopes of 7:12 and less
for tiles with installed weight
exceeding 7.5 lbs/sq. ft. having a
width no greater than 16 inches.
100 0 - 40
. . . . . . . . .
INTERLOCKING CLAY OR CONCRETE ROOF TILE WITH PROJECTING ANCHOR LUGS d, e (Installations on spaced/solid sheathing with battens or spaced sheathing) Maximum
Allowable Stress
Design Wind
Speed, Vasdf
(mph)
Mean roof
height (feet) Roof slope <5:12 Roof slope
5:12<12:12
Roof slope
12:12 and
over
HOA.103781425.2 14
85 0 - 60 Fasteners are not
required. Tiles with
installed weight less than 9
lbs/sq. ft. require not fewer
thanMinimum slope is
4:12. Oone fastener per
tile.
One fastener per
tile every other
row. All perimeter
tiles require one
fastener. Tiles
with installed
weight less than 9
lbs/sq.ft. require
not fewer than
one fastener per
tile.
One fastener
required for
every tile.
Tiles with
installed weight
less than 9
lbs./sq. ft.
require not
fewer than one
fastener per
tile.
100 0 - 40
. . . . . . . . .
INTERLOCKING CLAY OR CONCRETE ROOF TILE WITH PROJECTING ANCHOR LUGS (Installations on solid sheathing without battens)
Maximum
Allowable Stress
Design Wind
Speed, Vasdf
(mph)
Mean roof
height (feet)
All Minimum roof slopes 4 units vertical in 12 units horizontal Maximum slope 7 units vertical in 12 units horizontal
. . . . . . . . .
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 4.882 kg/m2. aMinimum fastener size. Hot dipped galvanized ring shank or other Ccorrosion-resistant nails not less than No. 11 gage with 5/16-inch head. Fasteners shall be long enough to penetrate into the sheathing ¾ inch or through the thickness of the sheathing, whichever is less. Attaching wire for clay and concrete tile shall not be smaller than 0.083 inch and shall be copper, brass, or stainless steel.
. . .
SECTION 20. Section 1613.5 is hereby added to read as follows:
1613.5 Modifications to ASCE 7.
The text of ASCE 7 shall be modified as indicated in Sections 1613.5.1 through 1613.5.3.
1613.5.1 ASCE 7, 12.2.3.1, Exception 3.
Modify ASCE 7, Section 12.2.3.1, Exception 3, to read as follows:
3. Detached one- and two-family dwellings up to two stories in height of light frame construction.
1613.5.2 ASCE 7, Section 12.11.2.2.3.
Modify ASCE 7, Section 12.11.2.2.3, to read as follows:
HOA.103781425.2 15
12.11.2.2.3 Wood diaphragms.
The anchorage of concrete or masonry structural walls to wood diaphragms shall be in accordance with AWC SDPWS 4.1.5.1 and this sSection. Continuous ties required by this sSection shall be in addition to the diaphragm sheathing. Anchorage shall not be accomplished by use of toenails or nails subject to withdrawal, nor shall wood ledgers or framing be used in cross-grain bending or cross-grain tension. The diaphragm sheathing shall not be considered effective as providing ties or struts required by this Section.
For structures assigned to Seismic Design Category D, E, or F, wood diaphragms supporting concrete or masonry walls shall comply with the following:
1. The spacing of continuous ties shall not exceed 40 feet. Added chords of diaphragms may be used to form subdiaphragms to transmit the anchorage forces to the main continuous crossties.
2. The maximum diaphragm shear used to determine the depth of the subdiaphragm shall not exceed 75 percent of the maximum diaphragm shear. 1613.5.3 ASCE 7, 12.12.3.
Modify ASCE 7 Equation 12.12-1 of Section 12.12.3 to read as follows:
(Equation 12.12-1)
SECTION 21. Section 1613.6 is hereby added to read as follows:
1613.6 Seismic design provisions for hillside buildings.
HOA.103781425.2 16
1613.6.1 Purpose.
The purpose of this Section is to establish minimum regulations for the design and construction of new buildings and additions to existing buildings when constructing such buildings on or into slopes steeper than one unit vertical in three units horizontal (33.3 percent). These regulations establish minimum standards for seismic force resistance to reduce the risk of injury or loss of life in the event of earthquakes. 1613.6.2 Scope.
The provisions of this Section shall apply to the design of the lateral-forceresisting 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 Chapter.
Exceptions:
1. Non-habitable accessory buildings and decks not supporting or supported from the main building are exempt from these regulations.
2. Additions to existing buildings that do not exceed 10 percent of the existing floor area provided that the addition is being supported completely by the existing foundation.
1613.6.3 Definitions.
For the purposes of this Section certain terms are defined as follows:
BASE LEVEL DIAPHRAGM is the floor at, or closest to, the top of the highest level of the foundation.
HOA.103781425.2 17
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 that 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 percent). If only a portion of the building is supported on or into the slope, these regulations apply to the entire building.
PRIMARY ANCHORS are diaphragm anchors designed for and providing a direct connection as described in Sections 1613.6.5 and 1613.6.7.3 between the diaphragm and the uphill foundation.
SECONDARY ANCHORS are diaphragm anchors designed for and providing a redundant diaphragm to foundation connection, as described in Sections 1613.6.6 and 1613.6.7.4.
UPHILL DIAPHRAGM EDGE is the edge of the diaphragm adjacent and closest to the highest ground level at the perimeter of the diaphragm.
UPHILL FOUNDATION is the foundation parallel and closest to the uphill diaphragm edge.
HOA.103781425.2 18
1613.6.4 Analysis and design.
1613.6.4.1 General.
Every hillside building within the scope of this Section shall be analyzed, designed, and constructed in accordance with the provisions of this Chapter. When the code-prescribed wind design produces greater effects, the wind design shall govern, but detailing requirements and limitations prescribed in this Section and all referenced Sections shall be followed.
1613.6.4.2 Base level diaphragm-downhill direction.
The following provisions shall apply to the seismic analysis and design of the connections for the base level diaphragm in the downhill direction. 1613.6.4.2.1 Base for lateral force design defined.
For seismic forces acting in the downhill direction, the base of the building shall be the floor at, or closest to, the top of the highest level of the foundation. 1613.6.4.2.2 Base shear.
In developing the base shear for seismic design, the response modification coefficient (R) shall not exceed 5 for bearing wall and building frame systems. The total base shear shall include the forces tributary to the base level diaphragm, including forces from the base level diaphragm.
1613.6.5 Base shear resistance for primary anchors.
1613.6.5.1 General.
The base shear in the downhill direction shall be resisted through primary anchors from diaphragm struts provided in the base level diaphragm to the foundation.
HOA.103781425.2 19
1613.6.5.2 Location of primary anchors.
A primary anchor and diaphragm strut shall be provided in line with each foundation extending in the downhill direction. Primary anchors and diaphragm struts shall also be provided where interior vertical lateral-force-resisting elements occur above and in contact with the base level diaphragm. The spacing of primary anchors and diaphragm struts or collectors shall in no case exceed 30 feet (9,144 mm). 1613.6.5.3 Design of primary anchors and diaphragm struts.
Primary anchors and diaphragm struts shall be designed in accordance with the requirements of Section 1613.6.8.
1613.6.5.4 Limitations.
The following lateral-force-resisting elements shall not be designed to resist seismic forces below the base level diaphragm in the downhill direction:
1. Wood structural panel wall sheathing;
2. Cement plaster and lath;
3. Gypsum wallboard; and
4. Tension-only braced frames.
Braced frames designed in accordance with the requirements of Section 2205.2.2 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.
HOA.103781425.2 20
1613.6.6 Base shear resistance for secondary anchors.
1613.6.6.1 General.
In addition to the primary anchors required by Section 1613.6.5, the base shear in the downhill direction shall be resisted through secondary anchors in the uphill foundation connected to diaphragm struts in the base level diaphragm.
Exception: Secondary anchors are not required where foundations extending in the downhill direction spaced at not more than 30 feet (9,144 mm) on center extend up to and are directly connected to the base level diaphragm for at least 70 percent of the diaphragm depth.
1613.6.6.2 Secondary anchor capacity and spacing.
Secondary anchors at the base level diaphragm shall be designed for a minimum force equal to the base shear, including forces tributary to the base level diaphragm, but not less than 600 pounds per lineal foot (8.76 kN/m). The secondary anchors shall be uniformly distributed along the uphill diaphragm edge and shall be spaced at a maximum of four feet (1,219 mm) on center.
1613.6.6.3 Design.
Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.6.8.
1613.6.7 Diaphragms below the base level for 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.
HOA.103781425.2 21
1613.6.7.1 Diaphragm defined.
Every floor level below the base level diaphragm shall be designed as a diaphragm.
1613.6.7.2 Design force.
Each diaphragm below the base level diaphragm shall be designed for all tributary loads at that level using a minimum seismic force factor not less than the base shear coefficient.
1613.6.7.3 Design force-resistance for primary anchors.
The design force described in Section 1613.5.7.2 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 1613.5.5.
1613.6.7.4 Design force-resistance for secondary anchors. 1613.6.7.4.1 General.
In addition to the primary anchors required in Section 1613.5.7.3, 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 (9,144 mm) on center, extend up to and are directly connected to each diaphragm below the base level for at least 70 percent of the diaphragm depth.
HOA.103781425.2 22
1613.6.7.4.2 Secondary anchor capacity.
Secondary anchors at each diaphragm below the base level diaphragm shall be designed for a minimum force equal to the design force but not less than 300 pounds per lineal foot (4.38 kN/m). The secondary anchors shall be uniformly distributed along the uphill diaphragm edge and shall be spaced at a maximum of four feet (1,219 mm) on center.
1613.6.7.4.3 Design.
Secondary anchors and diaphragm struts shall be designed in accordance with Section 1613.6.8.
1613.6.8 Primary and secondary anchorage and diaphragm strut design.
Primary and secondary anchors and diaphragm struts shall be designed in accordance with the following provisions:
1. Fasteners. All bolted fasteners used to develop connections to wood members shall be provided with square plate washers at all bolt heads and nuts.
Washers shall be minimum 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size. Nuts shall be tightened to finger tight plus one-half (1/2) wrench turn prior to covering the framing.
2. Fastening. The diaphragm to foundation anchorage shall not be accomplished by the use of toenailing, nails subject to withdrawal, or wood in crossgrain bending or cross-grain tension.
HOA.103781425.2 23
3. Size of Wood Members. Wood diaphragm struts, collectors, and other wood members connected to primary anchors shall not be less than three-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 percent 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
HOA.103781425.2 24
demonstrated by calculation or tests that all components of force have been provided for in the structural analysis or tests.
10. Wood Ledgers. Wood ledgers shall not be used to resist cross-grain bending or cross-grain tension.
1613.6.9 Lateral-force-resisting elements normal to the downhill direction.
1613.6.9.1 General.
In the direction normal to the downhill direction, lateral-force-resisting elements shall be designed in accordance with the requirements of this Section. 1613.6.9.2 Base shear.
In developing the base shear for seismic design, the response modification coefficient (R) shall not exceed 5 for bearing wall and building frame systems. 1613.6.9.3 Vertical distribution of seismic forces.
For seismic forces acting normal to the downhill direction the distribution of seismic forces over the height of the building using Section 12.8.3 of ASCE 7 shall be determined using the height measured from the top of the lowest level of the building foundation.
1613.6.9.4 Drift limitations.
The story drift below the base level diaphragm shall not exceed 0.007 times the story height at strength design force level. The total drift from the base level diaphragm to the top of the foundation shall not exceed 3/4 inch (19 mm). Where the story height or the height from the base level diaphragm to the top of the foundation varies because
HOA.103781425.2 25
of a stepped footing or story offset, the height shall be measured from the average height of the top of the foundation. The story drift shall not be reduced by the effect of horizontal diaphragm stiffness.
1613.6.9.5 Distribution of lateral forces.
1613.6.9.5.1 General.
The design lateral force shall be distributed to lateral-force-resisting elements of varying heights in accordance with the stiffness of each individual element. 1613.6.9.5.2 Wood structural panel sheathed walls.
The stiffness of a stepped wood structural panel shear wall may be determined by dividing the wall into adjacent rectangular elements, subject to the same top of wall deflection. Deflections of shear walls may be estimated by AWC SDPWS Section 4.3.2.
Sheathing and fastening requirements for the stiffest section shall be used for the entire wall. Each section of wall shall be anchored for shear and uplift at each step. The minimum horizontal length of a step shall be 8 feet (2438 mm) and the maximum vertical height of a step shall be 2 feet, 8 inches (813 mm). 1613.6.9.5.3 Reinforced concrete or masonry shear walls.
Reinforced concrete or masonry shear walls shall have forces distributed in proportion to the rigidity of each section of the wall. 1613.6.9.6 Limitations.
The following lateral force-resisting-elements shall not be designed to resist lateral forces below the base level diaphragm in the direction normal to the downhill direction:
HOA.103781425.2 26
1. Cement plaster and lath;
2. Gypsum wallboard; and
3. Tension-only braced frames.
Braced frames designed in accordance with the requirements of Section 2205.2.1.2 of this Code may be designed as lateral-force-resisting elements in the direction normal to the downhill direction, provided lateral forces do not induce flexural stresses in any member of the frame. Deflections of frames shall account for the variation in slope of diagonal members when the frame is not rectangular. 1613.6.10 Specific design provisions.
1613.6.10.1 Footings and grade beams.
All footings and grade beams shall comply with the following:
1. Grade beams shall extend at least 12 inches (305 mm) below the lowest adjacent grade and provide a minimum 24-inch (610 mm) distance horizontally from the bottom outside face of the grade beam to the face of the descending slope.
2. Continuous footings shall be reinforced with at least two No. 4 reinforcing bars at the top and two No. 4 reinforcing bars at the bottom.
3. All main footing and grade beam reinforcement steel shall be bent into the intersecting footing and fully developed around each corner and intersection.
4. All concrete stem walls shall extend from the foundation and be reinforced as required for concrete or masonry walls.
1613.6.10.2 Protection against decay and termites.
All wood to earth separation shall comply with the following:
HOA.103781425.2 27
1. Where a footing or grade beam extends across a descending slope, the stem wall, grade beam, or footing shall extend up to a minimum 18 inches (457 mm) above the highest adjacent grade.
Exception: At paved garage and doorway entrances to the building, the stem wall need only extend to the finished concrete slab, provided the wood framing is protected with a moisture proof barrier.
2. Wood ledgers supporting a vertical load of more than 100 pounds per lineal foot (1.46 kN/m) based on Allowable Stress Design (ASD) levels and located within 48 inches (1219 mm) of adjacent grade are prohibited. Galvanized steel ledgers and anchor bolts, with or without wood nailers, or treated or decay resistant sill plates supported on a concrete or masonry seat, may be used.
1613.6.10.3 Sill plates.
All sill plates and anchorage shall comply with the following:
1. All wood framed walls, including nonbearing walls, when resting on a footing, foundation, or grade beam stem wall, shall be supported on wood sill plates bearing on a level surface.
2. Power-driven fasteners shall not be used to anchor sill plates except at interior nonbearing walls not designed as shear walls.
1613.6.10.4 Column base plate anchorage.
The base of isolated wood posts (not framed into a stud wall) supporting a vertical load of 4,000 pounds (17.8 kN) or more based on ASD levels, and the base plate for a steel column shall comply with the following:
HOA.103781425.2 28
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 two galvanized nuts above the base plate.
1613.6.10.5 Steel beam to column supports.
All steel beam to column supports shall be positively braced in each direction.
Steel beams shall have stiffener plates installed on each side of the beam web at the column. The stiffener plates shall be welded to each beam flange and the beam web.
Each brace connection or structural member shall consist of at least two 5/8 inch (15.9 mm) diameter machine bolts.
SECTION 22. Section 1613.7 is hereby added to read as follows:
1613.7 Suspended ceilings.
Minimum design and installation standards for suspended ceilings shall be determined in accordance with the requirements of Section 2506.2.1 and this Section.
HOA.103781425.2 29
1613.7.1 Scope.
This part contains special requirements for suspended ceilings and lighting systems. Provisions of Section 13.5.6 of ASCE 7 shall apply except as modified herein. 1613.7.2 General.
The suspended ceilings and lighting systems shall be limited to 6 feet (1828 mm) below the structural deck unless the lateral bracing is designed by a licensed engineer or architect.
1613.7.3 Sprinkler heads.
All sprinkler heads (drops) except fire-resistance-rated floor/ceiling or roof/ceiling assemblies, shall be designed to allow for free movement of the sprinkler pipes with oversize rings, sleeves or adaptors through the ceiling tile. Sprinkler heads and other penetrations shall have a 2-inch (50mm) oversize ring, sleeve, or adapter through the ceiling tile to allow for free movement of at least 1 inch (25mm) in all horizontal directions. Alternatively, a swing joint that can accommodate 1 inch (25 mm) of ceiling movement in all horizontal directions is permitted to be provided at the top of the sprinkler head extension.
Sprinkler heads penetrating fire-resistance-rated floor/ceiling or roof/ceiling assemblies shall comply with Section 714.
1613.7.4 Special requirements for means of egress.
Suspended ceiling assemblies located along means of egress serving an occupant load of 30 or more and at lobbies accessory to Group A Occupancies shall comply with the following provisions.
HOA.103781425.2 30
1613.7.4.1 General.
Ceiling suspension systems shall be connected and braced with vertical hangers attached directly to the structural deck along the means of egress serving an occupant load of 30 or more and at lobbies accessory to Group A Occupancies. Spacing of vertical hangers shall not exceed 2 feet (610 mm) on center along the entire length of the suspended ceiling assembly located along the means of egress or at the lobby. 1613.7.4.2 Assembly device.
All lay-in panels shall be secured to the suspension ceiling assembly with two hold-down clips minimum for each tile within a 4-foot (1219 mm) radius of the exit lights and exit signs.
1613.7.4.3 Emergency systems.
Independent supports and braces shall be provided for light fixtures required for exit illumination. Power supply for exit illumination shall comply with the requirements of Section 1008.3 of this Code.
1613.7.4.4 Supports for appendages.
Separate support from the structural deck shall be provided for all appendages such as light fixtures, air diffusers, exit signs, and similar elements.
SECTION 23. Section 1704.2.3 is hereby amended to read as follows:
1704.2.3 Statement of special inspections.
The applicant shall submit a statement of special inspections in accordance with Section 106.4107.1, Chapter 1, Division II, as a condition for permit issuance. This statement shall be in accordance with Section 1704.3.
HOA.103781425.2 31
. . .
SECTION 24. Section 1704.6 is hereby amended to read as follows:
1704.6 Structural observations.
Where required by the provisions of Section 1704.6.1 the owner or the owner's authorized agent shall employ a registered design professionalstructural 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 Section 110108 or the special inspections in Section 1705 or other sections of this cCode. 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 bBuilding oOfficial a written statement identifying the frequency and extent of structural observations.
At the conclusion of the work included in the permit, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies that, to the best of the structural observer's knowledge, have not been resolved.
HOA.103781425.2 32
The owner or owner's authorized agent shall coordinate and call a preconstruction meeting between the structural observer, contractors, affected subcontractors, and special inspectors. The structural observer shall preside over the meeting. The purpose of the meeting shall be to identify the major structural elements and connections that affect the vertical and lateral load resisting systems of the structure and to review scheduling of the required observations. A record of the meeting shall be included in the report submitted to the Building Official.
Observed deficiencies shall be reported in writing to the owner or owner's authorized agent, special inspector, contractor, and the Building Official. Upon the form prescribed by the Building Official, the structural observer shall submit to the Building Official a written statement at each significant construction stage stating that the site visits have been made and identifying any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. A final report by the structural observer, which states that all observed deficiencies have been resolved, is required before acceptance of the work by the Building Official.
SECTION 25. Section 1704.6.1 is hereby amended to read as follows:
1704.6.1 Structural observations for structures.
. . .
3. The structure is assigned to Seismic Design Category E, and is greater than two stories above the grade planeA lateral design is required for the structure or portion thereof.
HOA.103781425.2 33
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 percent sloped), assigned to Seismic Design Category D.
. . .
SECTION 26. Section 1705.3 is hereby amended to read as follows:
1705.3 Concrete Construction.
Special inspections and tests of concrete construction shall be performed in accordance with this sSection and Table 1705.3.
Exception: 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 greater than 2,500 pounds per square inch (psi) (17.2 Mpa) regardless of the compressive strength specified in the construction documents or used in the footing construction. . . .
4. Concrete foundation walls constructed in accordance with Table 1807.1.6.2.
54. Concrete patios, driveways and sidewalks, on grade.
SECTION 27. Section 1705.13 is hereby amended to read as follows:
1705.13 Special inspections for seismic resistance.
. . .
HOA.103781425.2 34
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:
. . .
3. The structure is a detached one- or two-family dwelling not exceeding two stories above grade plane, provided the structure 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:
. . .
SECTION 28. Section 1807.1.4 is hereby amended to read as follows:
1807.1.4 Permanent wood foundations systems.
Permanent wood foundation systems shall be designed and installed in accordance with AWC PWF. Lumber and plywood shall be preservative-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.
SECTION 29. Section 1807.1.6 is hereby amended to read as follows:
1807.1.6 Prescriptive design of concrete and masonry foundation walls.
Concrete and masonry foundation walls that are laterally supported at the top and bottom shall be permitted to be designed and constructed in accordance with this
HOA.103781425.2 35
sSection. Prescriptive design of foundation walls shall not be used for structures assigned to Seismic Design Category D, E, or F.
SECTION 30. Section 1807.2 is hereby amended to read as follows:
1807.2 Retaining walls.
Retaining walls shall be designed in accordance with Section 1807.2.1 through 1807.2.5. Freestanding cantilever walls shall be designed in accordance with Section 1807.2.5. Retaining walls assigned to Seismic Design Category D, E, or F shall not be partially or wholly constructed of wood.
SECTION 31. Section 1807.3.1 is hereby amended to read as follows:
1807.3.1 Limitations.
The design procedures outlined in this sSection are subject to the following limitations:
1. The frictional resistance for structural walls and slabs on silts and clays shall be limited to one-half of the normal force imposed on the soils by the weight of the footing or slab.
2. Posts embedded in earth shall not be used to provide lateral support for structural or nonstructural materials such as plaster, masonry or concrete unless bracing is provided that develops the limited deflection required.
Wood poles shall be treated in accordance with AWPA U1 for sawn timber posts (Commodity Specification A, Use Category 4B) and for round timber posts (Commodity Specification B, Use Category 4B). Wood poles and posts embedded in direct contact
HOA.103781425.2 36
with soil shall not be used for structures assigned to Seismic Design Category D, E, or F.
Wood poles and posts embedded in accordance with Methods 2 and 3 of Section 1807.3.3 shall not be permitted for structures assigned to Seismic Design Category D, E, or F, except when used to support nonhabitable, nonoccupiable structures such as fences when approved by the Building Official.
SECTION 32. Section 1809.3 is hereby amended to read as follows:
1809.3 Stepped footings.
. . .
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 reinforcing bars. Two bars shall be located at the top and bottom of the footings as shown in Figure 1809.3.
SECTION 33. Figure 1809.3 is hereby added to read as follows:
HOA.103781425.2 37
FIGURE 1809.3
STEPPED FOOTING
SECTION 34. Section 1809.7 is hereby amended to read as follows:
1809.7 Prescriptive footings for light-frame construction.
Where a specific design is not provided, concrete or masonry-unit footings supporting walls of light-frame construction shall be permitted to be designed in accordance with Table 1809.7. Prescriptive footings in accordance with Table 1809.7 shall not be used to support structures that exceed one story above grade plane and are assigned to Seismic Design Category D, E, or F.
SECTION 35. Table 1809.7 is hereby amended to read as follows:
HOA.103781425.2 38
TABLE 1809.7
PRESCRIPTIVE FOOTINGS SUPPORTING WALLS OF
LIGHT-FRAME CONSTRUCTION a, b, c, d, e
NUMBER OF FLOORS
SUPPORTED BY THE FOOTINGf
WIDTH OF
FOOTING (inches)
THICKNESS OF
FOOTING (inches)
1 12 6
2 15 6
3 18 8g
. . .
c. Interior stud-bearing walls shall be permitted to be supported by isolated footings. The footing width and length shall be twice the width shown in this table, and footings shall be spaced not more than 6 feet on center.[Reserved]. . . .
g. Plain concrete footings for Group R-3 occupancies shall be permitted to be 6 inches thick.
SECTION 36. Section 1809.12 is hereby amended to read as follows:
1809.12 Timber footings.
Timber footings shall be permitted for buildings of Type V construction and as otherwise approved by the bBuilding oOfficial. 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 upon treated piles shall not exceed 70 percent of the allowable
HOA.103781425.2 39
stresses for the species and grade of timber as specified in the ANSI/AWC NDS.
Timber footings shall not be used in structures assigned to Seismic Design Category D, E, or F.
SECTION 37. Section 1810.3.2.4 is hereby amended to read as follows:
1810.3.2.4 Timber.
Timber deep foundation elements shall be designed as piles or poles in accordance with ANSI/AWC NDS. Round timber elements shall conform to ASTM D25.
Sawn timber elements shall conform to DOC PS-20. Timber shall not be used in structures assigned to Seismic Design Category D, E, or F.
SECTION 38. Section 1905.1 is hereby amended to read as follows:
1905.1 General.
The text of ACI 318 shall be modified as indicated in Sections 1905.1.1 through 1905.1.811.
SECTION 39. Section 1905.1.7 is hereby amended to read as follows:
1905.1.7 ACI 318, Section 14.1.4.
Delete ACI 318, Section 14.1.4, and replace with the following:
. . .
14.1.4.1 – Structures assigned to Seismic Design Category C, D, E, or F shall not have elements of structural plain concrete, except as follows:
● Structural plain concrete basement, foundation or other walls below the base as defined in ASCE 7 are permitted in detached one- and two-family dwellings three stories or less in height constructed with stud-bearing walls. In dwellings assigned
HOA.103781425.2 40
to Seismic Design Category D or E, the height of the wall shall not exceed 8 feet (2438 mm), the thickness shall not be less than 7½ inches (190 mm), and the wall shall retain no more than 4 feet (1219 mm) of unbalanced fill. Walls shall have reinforcement in accordance with 14.6.1Concrete used for fill with a minimum cement content of 2 sacks of Portland cement or cementious material per cubic yard. ● Isolated footings of plain concrete supporting pedestals or columns are permitted, provided the projection of the footing beyond the face of the supported member does not exceed the footing thickness.
Exception: In detached one- and two-family dwellings three stories or less in height, the projection of the footing beyond the face of the supported member is permitted to exceed the footing thickness.
● Plain concrete footings supporting walls are permitted, provided the footings have at least two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. For footings that exceed 8 inches (203 mm) in thickness, aA minimum of one bar shall be provided at the top and bottom of the footing.
Continuity of reinforcement shall be provided at corners and intersections.
Exceptions:
1. In Seismic Design Categories A, B and C, dDetached one- and two-family dwellings three stories or less in height and constructed with stud-bearing walls are permitted to have plain concrete footings without longitudinal reinforcementwith at least two continuous longitudinal reinforcing bars not smaller than No. 4 and a total area of
HOA.103781425.2 41
less than 0.002 times the gross cross-sectional area of the footing.
2. For foundation systems consisting of a plain concrete footing and a plain concrete stemwall, a minimum of one bar shall be provided at the top of the stemwall and at the bottom of the footing.
3. Where a slab on ground is cast monolithically with the footing, one No. 5 bar is permitted to be located at either the top of the slab or bottom of the footing.
SECTION 40. Section 1905.1.8 is hereby amended to read as follows:
1905.1.8 ACI 318, Section 17.2.3.
These requirements shall be applicable to all buildings. Modify ACI 318, Sections 17.2.3.4.2, 17.2.3.4.3 (d), and 17.2.3.5.2 to read as follows:
. . .
SECTION 41. Section 1905.1.9 is hereby added to read as follows:
1905.1.9. ACI 318, Section 18.7.5.
Modify ACI 318, Section 18.7.5, by adding Sections 18.7.5.8 and 18.7.5.9 as follows:
18.7.5.8 Where the calculated point of contraflexure is not within the middle half of the member clear height, provide transverse reinforcement as specified in ACI 318, Section 18.7.5.1, Items (a) through (c), over the full height of the member.
18.7.5.9 At any section where the design strength, ϕPn, of the column is less than the sum of the shears Ve computed in accordance with ACI 318, Sections 18.7.6.1 and 18.6.5.1, for all the beams framing into the column above the level under consideration, transverse reinforcement as specified in ACI 318, Sections 18.7.5.1
HOA.103781425.2 42
through 18.7.5.3, shall be provided. For beams framing into opposite sides of the column, the moment components may be assumed to be of opposite sign. For the determination of the design strength, ϕPn, of the column, these moments may be assumed to result from the deformation of the frame in any one principal axis.
SECTION 42. Section 1905.1.10 is hereby added to read as follows:
1905.1.10. ACI 318, Section 18.10.4.
Modify ACI 318, Section 18.10.4, by adding Section 18.10.4.7 as follows:
18.10.4.7 Walls and portions of walls with Pu > 0.35Po shall not be considered to contribute to the calculated shear strength of the structure for resisting earthquakeinduced forces. Such walls shall conform to the requirements of ACI 318, Section 18.14.
SECTION 43. Section 1905.1.11 is hereby added to read as follows:
1905.1.11 ACI 318, Section 18.12.6.
Modify ACI 318, by adding Section 18.12.6.2, as follows:
18.12.6.2 Collector and boundary elements in topping slabs placed over precast floor and roof elements shall not be less than 3 inches (76 mm) or 6 db in thickness, where db is the diameter of the largest reinforcement in the topping slab.
SECTION 44. Section 2304.10.2 is hereby amended to read as follows:
2304.10.2 Fastener requirements.
Connections for wood members shall be designed in accordance with the appropriate methodology in Section 2302.1. The number and size of fasteners connecting wood members shall not be less than that set forth in Table 2304.10.2.
HOA.103781425.2 43
Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E, or F.
Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the Building Official.
. . .
SECTION 45. Table 2304.10.2 is hereby amended to read as follows:
TABLE 2304.10.2
FASTENING SCHEDULEh
. . .
h. Staples shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E, or F.
SECTION 46. Section 2304.10.3.1 is hereby added to read as follows:
2304.10.3.1 Quality of nails.
In Seismic Design Category D, E, or F, mechanically-driven nails used in wood structural panel shear walls shall meet the same dimensions as that required for handdriven nails, including diameter, minimum length, and minimum head diameter. Clipped head or box nails are not permitted in new construction. The allowable design value for clipped head nails in existing construction may be taken at no more than the nail-headarea ratio of that of the same size hand-driven nails.
SECTION 47. Section 2304.12.2.8 is hereby amended to read as follows:
HOA.103781425.2 44
2304.12.2.8 Wood used in retaining walls and cribs.
Wood installed in retaining or crib walls shall be preservative treated in accordance with AWPA U1 for soil and fresh water use. Wood shall not be used in retaining or crib walls for structures assigned to Seismic Design Category D, E, or F.
SECTION 48. Section 2305.4 is hereby added to read as follows:
2305.4 Hold-down connectors.
In Seismic Design Category D, E, or F, hold-down connectors shall be designed to resist shear wall overturning moments using 75 percent of the allowable seismic load values. Such values shall be established in a valid research report from approved sources or by accepted engineering practice and the provisions of this Code.
Exception: Values established by specialized cyclic and dynamic testing may be used when approved by the Building Official in accordance with Section 104.2.8.
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 inches by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size.
Hold-down connectors shall be tightened to finger tight plus one-half (1/2) wrench turn just prior to covering the wall framing.
SECTION 49. Section 2306.2 is hereby amended to read as follows:
2306.2 Wood-frame diaphragms.
Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear
HOA.103781425.2 45
values set forth in Table 2306.2(1) or 2306.2(2) shall only be permitted for structures assigned to Seismic Design Category A, B, or C.
Exception: Allowable shear values where panels are fastened to framing members with staples may be used if such values are substantiated by cyclic testing and approved by the Building Official.
The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.
Wood structural panel diaphragms used to resist seismic forces in structures assigned to Seismic Design Category D, E, or F shall be applied directly to the framing members.
Exception: Wood structural panel diaphragms are permitted to be fastened over solid lumber planking or laminated decking, provided the panel joints and lumber planking or laminated decking joints do not coincide.
SECTION 50. Section 2306.3 is hereby amended to read as follows:
2306.3 Wood-frame shear walls.
Wood-frame shear walls shall be designed and constructed in accordance with AWC SDPWS. For structures assigned to Seismic Design Category D, E, or F, application of Tables 4.3A and 4.3B of AWC SDPWS shall include the following:
1. Wood structural panel thickness for shear walls shall not be less than 3/8 inch thick and studs shall not be spaced at more than 16 inches on center.
2. The maximum nominal unit shear capacities for 3/8 inch wood structural panels resisting seismic forces in structures assigned to Seismic Design Category D, E,
HOA.103781425.2 46
or F is 400 pounds per linear foot (plf).
Exception: Other nominal unit shear capacities may be permitted if such values are substantiated by cyclic testing and approved by the Building Official.
3. Nails shall be placed not less than 1/2 inch from the panel edges and not less than 3/8 inch from the edge of the connecting members for shears greater than 350 plf using ASD or 500 plf using LRFD. Nails shall be placed not less than 3/8 inch from panel edges and not less than 1/4 inch from the edge of the connecting members for shears of 350 plf or less using ASD or 500 plf or less using LRFD.
For structures assigned to Seismic Design Category D, E, or F, application of Table 4.3B of ANSI/AWC SDPWS shall not be allowed.
For structures assigned to Seismic Design Category D, E, or F, application of Table 4.3C of ANSI/AWC SDPWS shall not be used below the top level in a multi-level building.
Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall only be permitted for structures assigned to Seismic Design Category A, B, or C.
Exception: Allowable shear values where panels are fastened to framing members with staples may be used if such values are substantiated by cyclic testing and approved by the Building Official.
HOA.103781425.2 47
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.
Wood structural panel shear walls used to resist seismic forces in structures assigned to Seismic Design Category D, E, or F shall be applied directly to the framing members.
SECTION 51. Section 2307.2 is hereby added to read as follows:
2307.2 Wood-frame panel shear walls.
Wood-frame shear walls shall be designed and constructed in accordance with Section 2306.3 as applicable.
SECTION 52. Table 2308.6.1 is hereby amended to read as follows:
HOA.103781425.2 48
HOA.103781425.2 49
SECTION 53. Section 2308.6.5.1 is hereby amended to read as follows:
2308.6.5.1 Alternate braced wall (ABW).
An ABW shall be constructed in accordance with this section and Figure 2308.6.5.1. In one-story buildings, each panel shall have a length of not less than 2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8-inch (3.2 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table 2304.10.1 and blocked at wood structural panel edges. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports. Two anchor bolts installed in accordance with Section 2308.3.1 shall be provided in each panel. Anchor bolts shall be placed at each panel outside quarter points. Each panel end stud shall have a hold-down device fastened to the foundation, capable of providing an approved uplift capacity of not less than 1,800 pounds (8006 N).
The hold-down device shall be installed in accordance with the manufacturer’s recommendations. The ABW shall be supported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced
HOA.103781425.2 50
wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 1524 inches (381610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
. . .
SECTION 54. Figure 2308.6.5.1 is hereby amended to read as follows:
SECTION 55. Section 2308.6.5.2 is hereby amended to read as follows:
2308.6.5.2 Portal frame with hold-downs (PFH).
A PFH shall be constructed in accordance with this section and Figure 2308.6.5.2. The adjacent door or window opening shall have a full-length header.
In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness wood
HOA.103781425.2 51
structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Figure 2308.6.5.2. For structures assigned to Seismic Design Category D or E, each panel shall be sheathed on one face with 15/32-inch minimum-thickness (11.9 mm) wood structural panel sheathing nailed with 8d common nails spaced 3 inches on panel edges, 3 inches at intermediate supports and in accordance with Figure 2308.6.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.6.5.2. A built-up header consisting of at least two 2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item 24 of Table 2304.10.1 shall be permitted to be used. A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing. One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance with Section 2308.3.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).
Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than
HOA.103781425.2 52
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 or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 1524 inches (381610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line. . . .
SECTION 56. Figure 2308.6.5.2 is hereby amended to read as follows:
HOA.103781425.2 53
SECTION 57. Section 2308.6.8.1 is hereby amended to read as follows:
2308.6.8.1 Foundation requirements.
. . .
Exception: For structures with a maximum plan dimension not more than 50 feet (15 240 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
HOA.103781425.2 54
containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.1.1.
Exceptions:
1. Exterior braced wall panels shall be permitted to be located not more than 4 feet (1219 mm) from the foundation below where supported by a floor constructed in accordance with all of the following:
1.1. Cantilevers or setbacks shall not exceed four times the nominal depth of the floor joists.
1.2. Floor joists shall be 2 inches by 10 inches (51 mm by 254 mm) or larger and spaced not more than 16 inches (406 mm) on center.
1.3. The ratio of the back span to the cantilever shall be not less than 2 to 1.
1.4. Floor joists at ends of braced wall panels shall be doubled.
1.5. A continuous rim joist shall be connected to the ends of cantilevered joists. The rim joist is permitted to be spliced using a metal tie not less than 0.058 inch (1.47 mm) (16 galvanized gage) and 11/2 inches (38 mm) in width fastened with six 16d common nails on each side. The metal tie shall have a yield stress not less than 33,000 psi (227 MPa).
1.6. Joists at setbacks or the end of cantilevered joists shall not carry gravity loads from more than a single story having uniform wall and roof loads nor carry the reactions from headers having a span of 8 feet (2438 mm) or more.
2. The end of a required braced wall panel shall be allowed to extend not
HOA.103781425.2 55
more than 1 foot (305 mm) over an opening in the wall below. This requirement is applicable to braced wall panels offset in plane and braced wall panels offset out of plane as permitted by Exception 1. Braced wall panels are permitted to extend over an opening not more than 8 feet (2438 mm) in width where the header is a 4-inch by 12- inch (102 mm by 305 mm) or larger member.
SECTION 58. Section 2308.6.9 is hereby amended to read as follows:
2308.6.9 Attachment of sheathing.
Fastening of braced wall panel sheathing shall not be less than that prescribed in Tables 2308.6.1 or 2304.10.2. Wall sheathing shall not be attached to framing members by adhesives. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E, or F.
Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the Building Official.
All braced wall panels shall extend to the roof sheathing and shall be attached to parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at maximum 24 inches (6096 mm) on center with four 8d nails per leg (total eight 8d nails per clip). Braced wall panels shall be laterally braced at each top corner and at maximum 24-inch (6096 mm) intervals along the top plate of discontinuous vertical framing.
SECTION 59. Section 3115 is hereby amended to read as follows:
SECTION 3115 INTERMODAL SHIPPING CONTAINERS
HOA.103781425.2 56
3115.1 General.
. . .
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 functions shall not be exempt from Section 3115. . . .
3115.8.1 Foundations and supports.
Intermodal shipping containers repurposed for use as a permanent building or structure shall be supported on foundations or other supporting structures designed and constructed in accordance with Chapters 16 through 23.
. . .
3115.8.1.2 Stacking.
Intermodal shipping containers used to support stacked units shall comply with Section 3115.8.4.
3115.8.2 Welds.
New welds and connections shall be equal to or greater than the original connectionsThe strength of new welds and connections shall be no less than the strength provided by the original connections. All new welds and connections shall be
HOA.103781425.2 57
designed and constructed in accordance with Chapters 16, 17, and 22. . . .
3115.8.4 Detailed structural design procedure.
A structural analysis meeting the requirements of this Section shall be provided to the Building Official to demonstrate the structural adequacy of the intermodal shipping containers.
Exception: Structures using an Iintermodal shipping containers designed in accordance with Section 3115.8.5.
3115.8.4.1 Material properties.
Structural material properties for existing intermodal shipping container steel components shall be established by material testing where the steel grade and composition cannot be identified by the manufacturer’s designation as to manufacture and mill testSection 2202.
3115.8.4.2 Seismic design parameters.
The seismic force-resisting system shall be designed and detailed in accordance with ASCE 7 and one of the following:
1. Where all or portions of the corrugated steel container sidesprofiled steel panel elements are considered to be the seismic force-resisting system, design and detailing shall be in accordance with theAISI S100 and ASCE 7, Table 12.2-1 requirements for light-frame bearing-wall systems with shear panels of all other materialssteel systems not specifically detailed for seismic resistance, excluding cantilevered column systems.
HOA.103781425.2 58
2. Where all or portions of the corrugated steel container sidesprofiled steel panel elements are retained, but are not considered to be part of the seismic forceresisting system, an independent seismic force-resisting system shall be selected, designed and detailed in accordance with ASCE 7, Table 12.2-1.
3. Where all or portions of the corrugated steel container sidesprofiled steel panel elements are retained and integrated into a seismic force-resisting system other than as permitted by Section 3115.8.4.2, Item 1, seismic design parameters shall be developed from testing and analysis in accordance with Section 104.11 and ASCE 7, Section 12.2.1.1 or 12.2.1.2.
3115.8.4.3 Allowable shear value.
The allowable shear values for the intermodal shipping container corrugated profiled steel sheet panel side walls and end walls shall be demonstrated by testing and analysis in accordance with Section 104.11determined in accordance with the design approach selected in Section 3115.8.4.2. Where penetrations are made in the side walls or end walls designated as part of the lateral force-resisting system, the penetrations shall be substantiated by rational analysis.
. . .
3115.8.5.2 Simplified structural design assumptions.
Where permitted by Section 3115.8.5.1, single-unit, stand-alone intermodal shipping containers shall be designed using the following assumptions for the corrugated steel shear wallsprofiled steel panel side walls and end walls:
HOA.103781425.2 59
1. The appropriate detailing requirements contained in Chapters 16 through 23.
2. Response modification coefficient, R = 2,
3. Over strength factor, Ω0 = 2.5,
4. Deflection amplification factor, Cd = 2, and
5. Limits on structural height, hn = 9.5 feet (2900 mm). 3115.8.5.3 Allowable shear.
The allowable shear for the corrugatedprofiled steel panel side walls (longitudinal) and end walls (transverse) for wind design and seismic design using the coefficients of Section 3115.8.5.2 shall be in accordance with Table 3115.8.5.3, provided that all of the following conditions are met:
1. The total linear length of all openings in any individual side walls or end walls shall be limited to not more than 50 percent of the length of that side wall(s) or end wall(s), as shown in Figure 3115.8.5.3(1).
2. Any full height wall length, or portion thereof, less than 4 feet (305 mm) shall not be considered as a portion of the lateral force-resisting system, as shown in Figure 3115.8.5.3(2).
3. All side walls or end walls used as part of the lateral force-resisting system shall have an existing or new boundary element on all sides to form a continuous load path, or paths, with adequate strength and stiffness to transfer all forces from the point of application to the final point of resistance, as shown in Figure 3115.8.5.3(3). The existing door interlocking mechanism shall not be considered as a component of the
HOA.103781425.2 60
required load path.
4. Where openings are made in container walls, floors or roofs, for doors, windows and other openings:
4.1 The opening shall be framed with steel elements that are designed in accordance with Chapters 16 and 22.
4.2 The cross section and material grade of any new steel element shall be equal to or greater than the steel element removed.
5. A maximum of one penetration not greater than 6-inches (152 mm) in diameter for conduits, pipes, tubes or vents, or not greater than 16 square inches (10 323 mm2) for electrical boxes, is permitted for each individual 8-foot (2438 mm) length of lateral force-resisting wall. Penetrations located in walls that are not part of the lateral force-resisting system shall not be limited in size or quantity. Existing intermodal shipping container vents shall not be considered a penetration, as shown in Figure 3115.8.5.3(4).
6. End wall door or doors designated as part of the lateral force-resisting system shall be intermittently welded closed around the full perimeters of the door panels.
SECTION 60. Table 3115.8.5.3 is hereby amended to read as follows:
TABLE 3115.8.5.3
ALLOWABLE SHEAR VALUES FOR INTERMODAL SHIPPING CONTAINER CORRUGATED STEEL
PROFILED STEEL PANEL SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING . . .
a. The allowable strength shear values for the side walls and end walls of the intermodal shipping containers are derived from ISO 1496-1 and reduced by a factor of safety of 5. b. Container designation type is derived from ISO 668.
c. Limitations of Sections 3115.8.5.1 and 3115.8.5.3 shall apply.
HOA.103781425.2 61
SECTION 61. Section H103.1 is hereby amended to read as follows:
H103.1 Location restrictions.
Signs shall not be erected, constructed, or maintained so as to obstruct any fire escape or any window or door or opening used as part of a means of egress or as part of the accessible route, except as permitted by Chapters 10, 11A, and 11B, or so as to prevent free passage from one part of a roof to any other part thereof. A sign shall not be attached in any form, shape or manner to a fire escape, nor be placed in such manner as to interfere with any opening required for ventilation.
SECTION 62. Section H103.2 is hereby added as follows:
H103.2 Projections and clearances.
Signs extending beyond the exterior wall of the building shall comply with Section 705.2 and the following requirements.
Signs may project over a public street, public sidewalk or building line in accordance with Section 3202 and a distance as determined by the clearance of the bottoms thereof above the level of the sidewalk or grade immediately below, whichever is more restrictive, as follows:
Clearance less than 8 feet (2438 mm) shall be prohibited.
Clearance 8 feet (2438 mm) and above, a 1-foot (305 mm) projection is permitted; and for each additional 2-foot clearance (610 mm), an additional 1-foot (305 mm) projection is permitted.
No structure shall have a projection of more than 5 feet (1524 mm). A projecting sign built above and in connection with a marquee may have such a projection of 5 feet
HOA.103781425.2 62
(1524 mm) without clearance between sign and marquee. No structure shall project beyond the curb line, regardless of clearance above grade.
Signs projecting more than 6 inches (152 mm) from the face of building over private property used or intended to be used by the general public shall have a minimum clearance of 8 feet (2438 mm) above said sidewalk or grade.
No sign shall project into any alley whatsoever below a height of 14 feet (4267 mm) above grade, and no sign shall project into any alley by more than 6 inches (152 mm) when its height is 14 feet (4267 mm) or more above grade.
SECTION 63. Section H104.1 is hereby amended to read as follows:
H104.1 Identification.
Every outdoor advertising display sign other than wall signs hereafter erected, constructed or maintained, for which a permit is required, shall be plainly marked with the name of the person, firm or corporation erecting and maintaining such sign, and the weight of the sign, and shall have affixed on the front thereof the permit number issued for said sign or other method of identification approved by the bBuilding oOfficial.
SECTION 64. Section H105.1 is hereby amended to read as follows:
H105.1 General requirements.
Signs shall be designed and constructed to comply with the provisions of this cCode for use of materials, loads and stresses. Glass panels used in signs shall comply with the requirements of Chapter 24.
SECTION 65. Section H106.1 is hereby amended to read as follows:
HOA.103781425.2 63
H106.1 Illumination.
A sign shall not be illuminated by other than electrical means, and electrical devices and wiring shall be installed in accordance with the requirements of the California Electrical Code (Title 27) of the Los Angeles County Code, and a separate electrical permit shall be obtained. Any open spark or flame shall not be used for display purposes unless specifically approved.
SECTION 66. Section H106.2 is hereby amended to read as follows:
H106.2 Electrical service.
Signs that require electrical service shall comply with NFPA 70the Electrical Code (Title 27) of the Los Angeles County Code.
SECTION 67. Section H110.1 is hereby amended to read as follows:
H110.1 General.
Roof signs shall be constructed entirely of metal or other approved noncombustible material except as provided for in Sections H106.1.1 and H107.1.
Provisions shall be made for electric grounding of metallic parts. Where combustible materials are permitted in letters or other ornamental features, wiring and tubing shall be kept free and insulated therefrom. Roof signs shall be so constructed as to leave a clear space of not less than 6 feet (1829 mm) between the roof level and the lowest part of the sign and shall have not less than 5 feet (11524 mm) clearance between the vertical supports thereof. Roof sign structures shall not project beyond an exterior wall.
Exception: Signs on flat roofs with every part of the roof accessible shall not be required to provide clear space between the roof level and the lowest part of the sign.
HOA.103781425.2 64
Blocks, angles, or supports fastened to the roof shall be located as not to interfere with the drainage of the roof and, where necessary, flashing or counter flashing shall be placed.
SECTION 68. Section H116 is hereby deleted in its entirety:
SECTION H116 REFERENCED STANDARDS
H.116.1 General. See Table H115.1 for standards that are referenced in various sections of this appendix. Standards are listed by the standard definition with the effective date, standard title, and the section or sections of this appendix that reference the standard.
TABLE 116.1
REFERENCED STANDARDS
ASTM D635-14 Test Method for Rate of
Burning and/or Extent
and Time of Burning of
Plastics in a Horizontal
Position
H107.1.1
NFPA 70-20 California Electrical Code H106.1, H106.2
NFPA 701-19 Methods of Fire Test for
Flame Propagation of
Textiles and Films
H106.1.1
SECTION 69. Section J101 is hereby amended to read as follows:
J101 GENERAL
J101.1 Scope.
The provisions of this chapterAppendix apply to grading, excavation, and earthwork construction, including fills and embankments, and the control of runoff from
HOA.103781425.2 65
graded sites, including erosion sediments and construction-related pollutants. Where conflicts occur between the technical requirements of this chapter and the geotechnical report, the geotechnical report shall govern The purpose of this Appendix is to safeguard life, limb, property, and the public welfare by regulating grading on property subject to this Code.
J101.2 Flood hazard areas.
Unless the applicant has submitted an engineering analysisa hydrology and hydraulic analysis, prepared in accordance with standard engineering practice by a registered design professionalCalifornia licensed civil engineer, that demonstrates the proposed work will not result in any increase in the level of the base flood, grading, excavation and earthwork construction, including fills and embankments, shall not be permitted in floodways designated in Chapter 11.60 of Title 11 – Health and Safety – of the Los Angeles County Code, or in floodways that are in flood hazard areas established in Section 1612.3 or in flood hazard areas where design flood elevations are specified but floodways have not been designated.
J101.3 General hazards.
Whenever the Building Official determines that any existing excavation, embankment, or fill on property subject to this Code has become a hazard to life and limb, or endangers property, or adversely affects the safety, use, or stability of a public way or drainage channel, the Building Official may give written notice thereof to the owner of the property upon which the excavation, embankment, or fill is located, or other person or agent in control of said property. Upon receipt of said notice, the owner
HOA.103781425.2 66
or other person or agent in control of the property shall repair, eliminate, or secure such excavation, embankment, or fill so as to eliminate the hazard, in conformance with the requirements of this Code, within the period specified in said notice.
J101.4 Safety precautions.
If at any stage of the work the Building Official determines by inspection that unpermitted grading or grading work pursuant to a grading permit is likely to endanger any public or private property, or result in the deposition of debris on any public way, or interfere with any existing drainage course, the Building Official may order the work stopped by notice in writing served on any persons engaged in doing such work or causing such work to be done, and any such person shall immediately stop such work.
The Building Official may authorize the work to proceed if the Building Official finds that adequate safety precautions can be taken or corrective measures incorporated in the work to avoid likelihood of such danger, deposition, or interference.
If the grading work as done was performed without a grading permit or has created or resulted in a hazardous condition, the Building Official shall give written notice requiring correction thereof as specified in Section J103 and Section J101 of this Code.
J101.5 Protection of utilities.
Both the permittee and the owner of the property on which the grading is performed shall be responsible for the prevention of damage to any public and/or private utilities or services.
HOA.103781425.2 67
J101.6 Protection of adjacent property.
Both the permittee and owner of the property on which the grading is performed shall be responsible for the prevention of damage to adjacent property. No person shall excavate on land sufficiently close to the property line to endanger any adjoining public street, sidewalk, alley, or other public or private property without taking adequate measures to support and protect such property from settling, cracking, or other damage that might result from the proposed work. Any person performing any grading that involves imported or exported materials shall take special precautions, as approved by the Building Official, to prevent such materials from being deposited on adjacent properties, any public way, and/or any drainage course.
J101.7 Storm water control measures.
Both the permittee and the owner of the property on which the grading is performed shall put into effect and maintain all precautionary measures necessary to protect adjacent water courses and public or private property from damage by erosion, flooding, and deposition of mud, debris, and construction-related pollutants originating from the site during grading and related construction activities.
J101.8 Maintenance of protective devices and rodent control.
All drainage structures and other protective devices and all burrowing rodent control measures, as shown on the grading plans approved by the Building Official, shall be maintained in a good condition and, when necessary, promptly repaired by the permittee or the owner of the property on which grading has been performed or by any other person or agent in control of such property.
HOA.103781425.2 68
J101.9 Correlation with other sections.
The provisions of this Appendix are independent of the provisions of Chapter 99 – Building and Property Rehabilitation – of Title 26 of this Code. This Section may be applied even though the same facts have been used to determine that there is a building, structure, or substandard property subject to the provisions of Chapter 99.
J101.10 Conditions of approval.
In granting any permit under this Code, the Building Official may include such conditions as may be reasonably necessary to prevent the creation of a nuisance or hazard to public or private property. Such conditions may include, but shall not be limited to:
1. Improvement of any existing grading to comply with the standards of this Code.
2. Requirements for securing of excavations or fills that would otherwise be hazardous.
3. Requirements for temporary excavations and shoring that are to be implemented on site and shown on the plans.
4. Requirements for mitigating, stabilizing, or eliminating unpermitted grading conducted on site.
SECTION 70. Section J102.1 is hereby amended to read as follows:
J102.1 Definitions.
The following words and terms shall, for the purposes of this appendix, have the meanings shown herein. Refer to Chapter 2 of this code for general definitionsFor the
HOA.103781425.2 69
purposes of this Appendix, the terms, phrases, and words listed in this Section and their derivatives shall have the indicated meanings.
APPROVAL. When the proposed work or completed work conforms to this Appendix, as determined by and to the satisfaction of the Building Official.
AS-BUILT. See Section J105.12.
BEDROCK. The relatively solid, undisturbed rock in place either at the ground surface or beneath superficial deposits of alluvium, colluvium, and/or soil.
BENCH. A relatively level step excavated into earth material on which fill is to be placed.
BEST MANAGEMENT PRACTICE (BMP). Practices, prohibitions of practices, or other activities to reduce or eliminate the discharge of pollutants to surface waters.
BMPs include structural and nonstructural controls, management practices, operation and maintenance procedures, and system, design, and engineering methods that are required to be employed in order to comply with the requirements of the National Pollution Discharge Elimination System (NPDES) permit issued to the County of Los Angeles (see Section 106.4.3 and Title 31 – Green Building Standards Code – of the Los Angeles County Code).
BORROW. Earth material acquired from an off-site location for use in grading on a site.
CIVIL ENGINEER. A professional engineer licensed in the State of California to practice in the field of civil works.
HOA.103781425.2 70
CIVIL ENGINEERING. The application of the knowledge of the forces of nature, principles of mechanics, and the properties of materials to the evaluation, design, and construction of civil works.
COMPACTION. The densification of a fill by mechanical means.
CUT. See "Excavation."
DESILTING BASINS. Physical structures, constructed for the removal of sediments from surface water runoff.
DESIGN ENGINEER. The Civil Engineer responsible for the preparation of the grading plans for the site grading work.
DOWN DRAIN. A device for collecting water from a swale or ditch located on or above a slope, and safely delivering it to an approved drainage facility.
EARTH MATERIAL. Any rock, natural soil, or fill, or any combination thereof.
ENGINEERING GEOLOGIST. A geologist experienced and knowledgeable in engineering geology, holding a license as a geologist in the specialty of engineering geology issued by the State of California under the applicable provisions of the Geologist and Geophysicist Act of the Business and Professions Code.
ENGINEERING GEOLOGY. The application of geologic knowledge and principles in the investigation and evaluation of naturally occurring rock and soil for use in the design of civil works.
EROSION. The wearing away of the ground surface as a result of the movement of wind, water, or ice.
HOA.103781425.2 71
EXCAVATION. The removal of earth material by artificial means, also referred to as a cut.
FIELD ENGINEER. The Civil Engineer responsible for performing the functions as set forth in Section J105.3.
FILL. Deposition of earth materials by artificial means.
GEOTECHNICAL ENGINEER. See "Soils Engineer."
GEOTECHNICAL HAZARD. An adverse condition due to landslide, settlement, and/or slippage. These hazards include, but are not limited to, loose debris, slopewash, and mud flows from natural or graded slopes.
GRADE. The vertical location of the ground surface.
GRADE, EXISTING. The grade prior to grading.
GRADE, FINAL. See Section J105.7.
GRADE, FINISHED. The grade of the site at the conclusion of all grading efforts.
GRADE, INITIAL. See Section J105.7.
GRADE, ROUGH. See Section J105.7.
GRADING. An excavation or fill or combination thereof.
KEY. A compacted fill placed in a trench excavated in earth material beneath the toe of a slope.
LANDSCAPE ARCHITECT. A person who holds a certificate to practice landscape architecture in the State of California under the applicable landscape architecture provisions of Division 3, Chapter 3.5, of the Business and Professions Code.
HOA.103781425.2 72
LINE. The horizontal location of the ground surface.
PERMITTEE. See Section J105.6.
PRIVATE SEWAGE DISPOSAL SYSTEM. A septic tank with effluent discharging into a subsurface disposal field, into one or more seepage pits, or into a combination of a subsurface disposal field and a seepage pit or of such other facilities as may be permitted in accordance with the procedures and requirements set forth in Title 28 – Plumbing Code – of the Los Angeles County Code and as required by the Los Angeles County Department of Public Health.
PROJECT CONSULTANTS. The professional consultants required by this Code, which may consist of the Design Engineer, Field Engineer, Soils Engineer, Engineering Geologist, and Landscape Architect as applicable to this Appendix.
PROFESSIONAL INSPECTION. The inspection required by this Code to be performed by the Project Consultants. Such inspections shall be sufficient to form an opinion relating to the conduct of the work.
QSD. Qualified SWPPP Developer as defined in the California State Construction General Permit.
QSP. Qualified SWPPP Practitioner as defined in the California State Construction General Permit.
SITE. A lot or parcel of land or contiguous combination thereof, under the same ownership, where grading is performed or permitted.
SLOPE. An inclined surface, the inclination of which is expressed as a ratio of horizontal distance to vertical distance.
HOA.103781425.2 73
SOIL. Naturally occurring superficial deposits overlying parent bedrock.
SOILS ENGINEER (GEOTECHNICAL ENGINEER). A licensed civil engineer experienced and knowledgeable in the practice of soils engineering.
SOILS ENGINEERING (GEOTECHNICAL ENGINEERING). The application of the principles of soils mechanics in the investigation, evaluation, and design of civil works involving the use of earth materials and the inspection or testing of construction thereof.
STORM DRAIN SYSTEM. A conveyance or system of conveyances, including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, and man-made channels, designed or used for collecting and conveying storm water.
STORM WATER POLLUTION PREVENTION PLAN (SWPPP). A site drawing with details, notes, and related documents that identify the measures proposed by the permittee to: (1) control erosion and prevent sediment and construction-related pollutants from being carried offsite by storm water, and (2) prevent non-storm-water discharges from entering the storm drain system.
SURFACE DRAINAGE. Flows over the ground surface.
SOIL TESTING AGENCY. An agency regularly engaged in the testing of soils and rock under the direction of a Civil Engineer experienced in soil testing.
TERRACE. A relatively level step constructed in the face of a graded slope for drainage and maintenance purposes.
SECTION 71. Section J103 is hereby amended to read as follows:
SECTION J103 PERMITS REQUIRED
HOA.103781425.2 74
J103.1 Permits required.
Except as exempted in Section J103.2, grading shall not be performed without first having obtained a permit therefor from the bBuilding oOfficial. A grading permit does not include the construction of retaining walls or other structures. A separate permit shall be obtained for each site and may cover both excavations and fills. Any engineered grading as described in Section J104.2.3 shall be performed by a contractor licensed by the State of California to perform the work described hereon. Regular grading less than 5,000 cubic yards may require a licensed contractor if the Building Official determines that special conditions or hazards exist.
J103.2 Exemptions.
A grading permit shall not be required for the following:
1. When approved by the Building Official, Ggrading in an isolated, selfcontained area, provided that the public is not endangered and that such grading will not adversely affect adjoining properties or public rights of way. . . .
7. Exploratory excavations performed under the direction of a registered design professionalGeotechnical Engineer or Engineering Geologist. This shall not exempt grading of access roads or pads created for exploratory excavations.
Exploratory excavations must not create a hazardous condition to adjacent properties or the public in accordance with Section J101.3. A restoration plan must be provided and approved by the Building Official for all grading of access roads or pads. Restoration
HOA.103781425.2 75
shall be completed within 90 days after the completion of soils testing unless otherwise approved by the Building Official.
8. An excavation that does not exceed 50 cubic yards (38.3 m3) and complies with one of the following conditions and as shown in Figure J103.2:
(a) Is less than 2 feet (0.6 m) in depth.
(b) Does not create a cut slope greater than 5 feet (1.5 m) measured vertically upward from the cut surface to the surface of the natural grade and is not steeper than 2 units horizontal to 1 unit vertical (50 percent slope).
9. A fill not intended to support a structure that does not obstruct a drainage course and complies with one of the following conditions and as shown in Figure J103.2:
(a) Is less than 1 foot (0.3 m) in depth and is placed on natural terrain with a slope flatter than 5 units horizontal to 1 unit vertical (20 percent slope). (b) Is less than 3 feet (0.9 m) in depth at its deepest point measured vertically upward from natural grade to the surface of the fill, does not exceed 50 cubic yards, and creates a fill slope no steeper than 2 units horizontal to 1 unit vertical (50 percent slope).
(c) Is less than 5 feet (1.5 m) in depth at its deepest point measured vertically upward from natural grade to the surface of the fill, does not exceed 20 cubic yards, and creates a fill slope no steeper than 2 units horizontal to 1 unit vertical (50 percent slope).
HOA.103781425.2 76
Exemption from the permit requirements of this aAppendix shall not be deemed to grant authorization for any work to be done in any manner in violation of the provisions of this cCode or any other laws or ordinances of this jurisdiction.
J103.3 Unpermitted grading.
A person shall not own, use, occupy, or maintain any site containing unpermitted grading. For the purposes of this Code, unpermitted grading shall be defined as either of the following:
(1) Grading that was performed, at any point in time, without the required permit(s) having first been obtained from the Building Official, pursuant to Section J103.1;
(2) Grading for which a permit was obtained pursuant to this Section, but which was not completed, pursuant to Section J105, prior to the expiration of the permit, pursuant to Section 106.5.4, or
(3) Grading for which a permit was obtained pursuant to this Section, but where grading was performed outside the scope of the permit, pursuant to Section J105.
If the Building Official has determined that unpermitted grading was performed or has created or resulted in a hazardous condition, the Building Official shall give written notice requiring correction thereof as specified in Section 103, and in accordance with J101 of this Code.
The Building Official may require such conditions as may be reasonably necessary to prevent creation of a nuisance or hazard to public or private property.
HOA.103781425.2 77
Such conditions may include, but shall not be limited to, conditions set forth in Section J101.10.
J103.4 Availability of permit at site.
No person shall perform any grading that requires a permit under this Appendix unless a copy of the grading permit and approved grading plans are in the possession of a responsible person and available at the site for the Building Official's reference.
J103.5 Grading fees.
Fees shall be assessed in accordance with the provisions of this Section. The amount of the fees shall be as specified in Section 107.
1. Plan Review Fees. When a plan or other data are required to be submitted, a plan review fee shall be paid at the time of submitting plans and specifications for review. Separate plan review fees shall apply to retaining walls or major drainage structures as required elsewhere in this Code. For excavation and fill on the same site, the fee shall be based on the volume of excavation or fill, whichever is greater.
2. Permit Fees. A fee for each grading permit shall be paid to the Building Official at the time of issuance of the permit. Separate permits and fees shall apply to retaining walls or major drainage structures as required elsewhere in this Code.
3. Site Inspection Fee. When the Building Official finds that a visual inspection of the site is necessary to establish drainage requirements for the protection of property, existing buildings, or the proposed construction, a site inspection shall be made during plan check of grading plans. A fee for such inspection shall be paid to the
HOA.103781425.2 78
Building Official at the time of submitting plans and specifications for review.
J103.6 Compliance with zoning code.
The Building Official may refuse to issue a grading permit for work on a site if either the proposed grading or the proposed land use for the site shown on the grading plan application does not comply with the provisions of Title 22 – Planning and Zoning – of the Los Angeles County Code.
J103.7 Grading security.
J103.7.1 Scope and purpose.
The Building Official may require a permittee or the owner(s) of the property on which the grading is proposed to occur to provide security as a condition of the issuance of a grading permit for any grading involving more than 1,000 cubic yards (764.6 m3).
Where unusual conditions or special hazards exist, the Building Official may require security for grading involving less than 1,000 cubic yards (764.6 m3). The purpose of the security shall be to guarantee the permittee's obligation to mitigate any hazardous conditions, including flood and geotechnical hazards, that may be created if the grading is not completed in accordance with the approved plans and specifications, and to complete any work that the Building Official determines is necessary to bring the property into compliance with this Appendix.
Security required by this Section may include incidental off-site grading on property contiguous with the site to be developed, provided written consent of the owner of such contiguous property is filed with the Building Official.
HOA.103781425.2 79
The Building Official may waive the requirements for security for the following:
1. Grading being done by or for a governmental agency.
2. Grading necessary to remove a geotechnical hazard, where such work is covered by an agreement and security is posted pursuant to the provisions of Title 21 – Subdivisions – of the Los Angeles County Code.
3. Grading on a site, not exceeding a slope of 3 units horizontal to 1 unit vertical, provided such grading as determined by the Building Official will not affect drainage from or to adjacent properties.
4. Filling of holes or depressions, provided such grading will not affect the drainage from or to adjacent properties.
J103.7.2 Form of security.
The security referred to in Section J103.7.1 shall be in one of the following forms:
1. A bond furnished by a corporate surety authorized to do business in this state.
2. Cash.
3. Savings and loan certificates or shares deposited and assigned to the County as provided in Chapter 4.36 of Title 4 – Revenue and Finance – of the Los Angeles County Code.
4. An instrument of credit from a financial institution subject to regulation by the State or federal government and pledging that funds in the amount required by the Building Official are on deposit and guaranteed for payment, or a letter of credit is issued by such a financial institution.
HOA.103781425.2 80
J103.7.3 Amount of security.
The amount of security shall be based on the number of cubic yards of material in either excavation or fill, whichever is greater, and the cost of all drainage or other protective devices or work necessary to eliminate potential flooding and geotechnical hazards. That portion of the security valuation based on the volume of material in either excavation or fill shall be computed as follows:
100,000 cubic yards or less – 50 percent of the estimated cost of grading work.
Over 100,000 cubic yards – 50 percent of the estimated cost of the first 100,000 cubic yards plus 25 percent of the estimated cost of that portion in excess of 100,000 cubic yards.
When the rough grading has been completed in conformance with the requirements of this Code, the Building Official may, at his or her discretion, consent to a proportionate reduction of the security to an amount estimated to be adequate to ensure completion of the grading work, site development, or planting remaining to be performed. The costs referred to in this Section shall be as estimated by the Building Official.
J103.7.4 Conditions.
All security shall include conditions that the principal shall:
1. Comply with all of the provisions of this Code, applicable laws, and ordinances;
2. Comply with all of the terms and conditions of the grading permit; and
3. Complete all of the work authorized by the permit.
HOA.103781425.2 81
J103.7.5 Term of security.
The term of each security shall begin upon the filing with the Building Official, and the security shall remain in effect until the work authorized by the grading permit is completed and approved by the Building Official.
J103.7.6 Default procedures.
In the event any grading for which a permit has been issued is not completed in accordance with the approved plans and specifications for said work or with all terms and conditions of the grading permit, the Building Official may declare that a default has occurred. The Building Official shall give notice thereof to the principal and surety or financial institution executing the security, or to the owner in the case of a cash bond or assignment.
The Building Official may thereafter determine the work that is necessary to mitigate any hazardous or unsafe conditions on the site and cause such work to be performed.
Where the security consists of a bond or instrument of credit, the surety or financial institution executing the security shall be responsible for the payment of all costs and expenses incurred by the Building Official in causing such work to be performed, up to the full amount of the security. In the case of cash security or assignment, the Building Official may pay all costs and expenses incurred in causing such work to be performed from the funds deposited and return any unused portion of such deposit or funds to the person making said deposit or assignment.
HOA.103781425.2 82
J103.7.7 Right of entry.
The Building Official or the authorized representative of any surety company or financial institution furnishing the security shall have access to the premises described in the permit for the purpose of inspecting the work.
In the event of default, as described in Section J103.7.6, the surety or financial institution furnishing the security, or the Building Official, or any person employed or engaged on the behalf of any of these parties, shall have the right to go upon the premises to perform the mitigation work, as described in Section J103.7.6.
Neither the permittee, owner, or any other person shall interfere with or obstruct the ingress into or egress from any such premises of any authorized representative of the surety or financial institution executing the security or the Building Official engaged to perform the mitigation work, as described in Section J103.7.6.
SECTION 72. Figure J103.2 is hereby added to read as follows:
HOA.103781425.2 83
FIGURE J103.2
GRADING EXEMPTION CASES
SECTION 73. Section J104 is hereby amended to read as follows:
SECTION J104 PERMIT APPLICATION AND SUBMITTALS
J104.1 Submittal requirements.
In addition to the provisions of Section 105.3 and 1.8.4, as applicable106.4, the applicant shall state the estimated quantities of excavation and fillfollowing:
1. The estimated quantities of excavation, fill, borrow, removal, or combination thereof.
2. The proposed land use for the site on which the grading is to be performed.
J104.2 Site plan requirements.
In addition to the provisions of Section 107106, a grading plan shall show the existing grade and finished grade in contour intervals of sufficient clarity to indicate the nature and extent of the work and show in detail that it complies with the requirements of this cCode. The plans shall show the existing grade on adjoining properties in sufficient detail to identify how grade changes will conform to the requirements of this cCode.
J104.2.1 Grading designation.
Grading in excess of 5,000 cubic yards (3,825 m3), or that is proposed to support any structure, shall be designated as "engineered grading." All engineered grading shall be performed in accordance with an approved grading plan and specifications
HOA.103781425.2 84
prepared by a Civil Engineer, unless otherwise required by the Building Official.
Grading involving less than 5,000 cubic yards (3,825 m3), and that will not support any structure, shall be designated "regular grading" unless the permittee chooses to have the grading be designated as engineered grading, or the Building Official determines that, due to the existence of special conditions or unusual hazards, the grading should be designated as engineered grading.
J104.2.2 Regular grading requirements.
In addition to the provisions of Sections 106 and J104.2, an application for a regular grading permit shall be accompanied by plans of sufficient clarity to indicate the nature and extent of the work. The plans shall give the location of the work, the name of the owner, and the name of the person who prepared the plan. The plan shall include the following information:
1. General vicinity of the proposed site.
2. Limits and depths of cut and fill.
3. Location of any buildings or structures where work is to be performed, and the location of any buildings or structures within 15 feet (4.6 m) of the proposed grading.
4. Contours, flow areas, elevations, or slopes that define existing and proposed drainage patterns.
5. Storm water mitigation measures in accordance with the requirements of Section 106.4.3 of this Code. See Section J110.8 for specific requirements.
6. Location of existing and proposed utilities, drainage facilities, and recorded public and private easements and restricted use areas.
HOA.103781425.2 85
7. Location of all recorded floodways as established by Chapter 11.60 of Title 11 – Health and Safety – of the Los Angeles County Code.
8. Location of all Special Flood Hazard Areas as designated and defined in Title 44 of the Code of Federal Regulations.
J104.2.3 Engineered grading requirements.
In addition to the provisions of Sections 106 and J104.2, an application for a permit for engineered grading shall be accompanied by plans and specifications and supporting data consisting of a geotechnical report and engineering geology report.
Specifications shall contain information covering construction and material requirements. Plans shall be drawn to scale on paper and shall be of sufficient clarity to indicate the nature and extent of the work proposed and shall show in detail that the proposed work will conform to the provisions of this Code and all relevant laws, ordinances, rules, and regulations. The first sheet of the plans shall depict the location of the proposed work, the name and address of the owner, and the name and address of the person who prepared the plans.
The plans shall include or be accompanied by the following information:
1. General vicinity of the proposed site.
2. Property limits and accurate contours of existing ground and details of terrain and area drainage.
3. Limiting dimensions, elevations, or finish contours to be achieved by the grading, proposed drainage channels, and related construction.
HOA.103781425.2 86
4. Detailed plans of all surface and subsurface drainage devices, walls, cribbing, dams, and other protective devices to be constructed with, or as a part of, the proposed work. In addition, a map showing the drainage area and the estimated runoff of the area served by any drains.
5. Location of any existing or proposed buildings or structures located on the property on which the work is to be performed and the location of any buildings or structures on adjacent properties that are within 15 feet (4.6 m) of the property or that may be affected by the proposed grading operations.
6. Recommendations in the geotechnical report and the engineering geology report shall be incorporated into the grading plans or specifications. When approved by the Building Official, specific recommendations contained in the soils engineering report and the engineering geology report, that are applicable to grading, may be included by reference.
7. The dates of the geotechnical and engineering geology reports together with the names, addresses, and phone numbers of the firms or individuals who prepared the reports.
8. A statement of the quantities of material to be excavated and/or filled.
Earthwork quantities shall include quantities for geotechnical and geological remediation. In addition, a statement of the quantities of material to be imported or exported from the site.
9. A statement of the estimated starting and completion dates for proposed work.
HOA.103781425.2 87
10. A statement signed by the owner, acknowledging that a Design Engineer, Field Engineer, Geotechnical Engineer, and Engineering Geologist, when appropriate, will be employed to perform the services required by this Code, when the Building Official requires that such professional persons be so employed. These acknowledgments shall be on a form furnished by the Building Official.
11. Storm water mitigation measures are required to be shown on the grading plan in accordance with the requirement of Section 106.4.3 of this Code. See Section J110.8 for specific requirements.
12. A drainage plan for those portions of property proposed to be utilized as a building site (building pad), including elevations of floors with respect to finish site grade and locations of proposed stoops, slabs, and fences that may affect drainage.
13. Location and type of any proposed private sewage disposal system, including the location of the expansion area.
14. Location of existing and proposed utilities, drainage facilities, and recorded public and private easements and restricted use areas.
15. Location of all recorded floodways as established by Chapter 11.60 of Title 11 – Health and Safety – of the Los Angeles County Code.
16. Location of all Special Flood Hazard Areas as designated and defined in Title 44 of the Code of Federal Regulations.
J104.3 Geotechnical and engineering geology reports.
A geotechnical report prepared by registered design professionals shall be provided. The report shall contain not less than the following:
HOA.103781425.2 88
1. The nature and distribution of existing soils;
2. Conclusions and recommendations for grading procedures;
3. Soil design criteria for any structures or embankments required to accomplish the proposed grading; and
4. Where necessary, slope stability studies, and recommendations and conclusions regarding site geology.
The geotechnical report required by Section J104.2.3 shall include data regarding the nature, distribution, and strength of existing soils, conclusions, and recommendations for grading procedures and design criteria for corrective measures, including buttress fills, when necessary, and an opinion on the adequacy for the intended use of sites to be developed by the proposed grading as affected by geotechnical factors, including the stability of slopes. All reports shall conform with the requirements of Section 111 and shall be subject to review by the Building Official.
Supplemental reports and data may be required as the Building Official may deem necessary. Recommendations included in the reports and approved by the Building Official shall be incorporated in the grading plan or specifications.
The engineering geology report required by Section J104.2.3 shall include an adequate description of the geology of the site, conclusions, and recommendations regarding the effect of geologic conditions on the proposed development, and an opinion on the adequacy for the intended use of sites to be developed by the proposed grading, as affected by geologic factors. The engineering geology report shall include a geologic map and cross sections utilizing the most recent grading plan as a base. All
HOA.103781425.2 89
reports shall conform with the requirements of Section 111 and shall be subject to review by the Building Official. Supplemental reports and data may be required as the Building Official may deem necessary. Recommendations included in the reports and approved by the Building Official shall be incorporated in the grading plan or specifications.
Exception: A geotechnical or engineering geology report is not required where the bBuilding code oOfficial determines that the nature of the work applied for is such that a report is not necessary.
J104.4 Liquefaction study.
For sites with mapped maximum considered earthquake spectral response accelerations at short periods (Ss) greater than 0.5g as determined by Section 1613, a study of the liquefaction potential of the site shall be provided and the recommendations incorporated in the plans. A geotechnical investigation will be required when the proposed work is a "Project" as defined in Public Resources Code section 2693, and is located in an area designated as a "Seismic Hazard Zone" as defined in section 3722 of Title 14 of the Code of Regulations and on Seismic Hazard Zone Maps issued by the State Geologist under Public Resources Code section 2696.
Exception: A liquefaction study is not required where the bBuilding oOfficial determines from established local data that the liquefaction potential is low.
SECTION 74. Section J105 is hereby amended to read as follows:
SECTION J105 INSPECTIONS
HOA.103781425.2 90
J105.1 General.
Grading Iinspections shall be governed by Section 110, Chapter 1, Division II of this code108 and as indicated herein. Grading operations for which a permit is required shall be subject to inspection by the Building Official. In addition, professional inspection of grading operations shall be performed by the Field Engineer, the Geotechnical Engineer, and the Engineering Geologist retained to provide such services in accordance with this Section for engineered grading and as required by the Building Official for regular grading.
J105.2 Special and supplemental inspections.
The special inspection requirements of Section 1705.6 shall apply to work performed under a grading permit where required by the bBuilding oOfficial. In addition to the called inspections specified in Section J105.7, the Building Official may make such other inspections as may be deemed necessary to determine that the work is being performed in conformance with the requirements of this Code. The Building Official may require investigations and reports by an approved soil testing agency, Geotechnical Engineer and/or Engineering Geologist, and Field Engineer. Inspection reports shall be provided when requested in writing by the Building Official.
The Building Official may require continuous inspection of drainage devices by the Field Engineer in accordance with this Section when the Building Official determines that the drainage devices are necessary for the protection of the structures in accordance with Section 110.
HOA.103781425.2 91
J105.3 Field engineer.
The Field Engineer shall provide professional inspection of those parts of the grading project within such engineer's area of technical specialty, oversee and coordinate all field surveys, including setting grade stakes, and provide site inspections during grading operations to ensure the site is graded in accordance with the approved grading plan and the appropriate requirements of this Code. During site grading, and at the completion of both rough grading and final grading, the Field Engineer shall submit statements and reports as required by Sections J105.11 and J105.12. If revised grading plans are required during the course of the work, they shall be prepared by a Civil Engineer and approved by the Building Official.
J105.4 Geotechnical engineer.
The Geotechnical Engineer shall provide professional inspection of those parts of the grading project within such engineer's area of technical specialty, which shall include observation during grading and testing for required compaction. The Geotechnical Engineer shall provide sufficient observation during the preparation of the natural ground and placement and compaction of the fill to verify that such work is being performed in accordance with the conditions of the approved plan and the appropriate requirements of this Appendix. If conditions differing from the approved geotechnical engineering and engineering geology reports are encountered during grading, the Geotechnical Engineer shall provide revised recommendations to the permittee, the Building Official, and the Field Engineer.
HOA.103781425.2 92
J105.5 Engineering geologist.
The Engineering Geologist shall provide professional inspection of those parts of the grading project within such engineer's area of technical specialty, which shall include professional inspection of the bedrock excavation to determine if conditions encountered are in conformance with the approved report. If conditions differing from the approved engineering geology report are encountered, the Engineering Geologist shall provide revised recommendations to the Geotechnical Engineer.
J105.6 Permittee.
The permittee shall be responsible for ensuring that the grading is performed in accordance with the approved plans and specifications and in conformance with the provisions of this Code. The permittee shall engage project consultants, if required under the provisions of this Code, to provide professional inspections on a timely basis.
The permittee shall act as a coordinator between the project consultants, the contractor, and the Building Official. In the event of changed conditions, the permittee shall be responsible for informing the Building Official of such change and shall provide revised plans for approval.
J105.7 Required inspections.
The permittee shall call for and schedule an inspection by the Building Official at the following various stages of work and shall obtain the approval of the Building Official prior to proceeding to the next stage of work:
HOA.103781425.2 93
Pre-grade – Before any construction or grading activities occur at the site. The permittee shall ensure that all project consultants are present at the pre-grade inspection.
Initial grade – When the site has been cleared of vegetation and unapproved fill, and has been scarified, benched, or otherwise prepared for fill. No fill shall have been placed prior to this inspection.
Rough grade – When approximate final elevations have been established, drainage terraces, swales, and other drainage devices necessary for the protection of the building sites from flooding have been installed, berms have been installed at the top of the slopes, and the statements required by Section J105.12 have been received.
Final grade – When grading has been completed, all drainage devices necessary to drain the building pad have been installed, slope planting has been established, irrigation systems have been installed, and the as-built plans and required statements and reports have been submitted.
J105.8 Notification of noncompliance.
If, in the course of fulfilling their respective duties under this Appendix, the Field Engineer, the Geotechnical Engineer, or the Engineering Geologist determines that the work is not being done in conformance with this Appendix or the approved grading plans, the Field Engineer, the Geotechnical Engineer, or the Engineering Geologist shall immediately report, in writing, the discrepancies and the recommended corrective measures to the permittee and to the Building Official.
HOA.103781425.2 94
J105.9 Transfer of responsibility.
If the Field Engineer, the Geotechnical Engineer, or the Engineering Geologist of record is changed at any time after the grading plans required pursuant to Section J104.2.2 or J104.2.3 have been approved by the Building Official, the permittee shall immediately provide written notice of such change to the Building Official. The Building Official may stop the grading from commencing or continuing until the permittee has identified a replacement and the replacement has agreed in writing to assume responsibility for those parts of the grading project that are within the replacement's area of technical competence.
J105.10 Non-inspected grading.
No person shall own, use, occupy, or maintain any non-inspected grading. For the purposes of this Code, non-inspected grading shall be defined as any grading for which a grading permit was first obtained, pursuant to Section J103, above, but which has progressed beyond any point requiring inspection and approval by the Building Official without such inspection and approval having been obtained.
J105.11 Routine field inspections and reports.
Unless otherwise directed by the Building Official, the Field Engineer for all engineered grading projects shall prepare routine inspection reports and shall file these reports with the Building Official as follows:
1. Bi-weekly during all times when grading of 400 cubic yards or more per week is occurring on the site;
2. Monthly, at all other times; and
HOA.103781425.2 95
3. At any time when requested in writing by the Building Official.
Such reports shall certify to the Building Official that the Field Engineer has inspected the grading site and related activities and has found them in compliance with the approved grading plans and specifications, this Code, all grading permit conditions, and all other applicable ordinances and requirements. The reports shall conform to a standard "Report of Grading Activities" form, which shall be provided by the Building Official.
J105.12 Completion of work.
Upon completion of the rough grading work and at the final completion of the work, the following reports and drawings and supplements thereto are required for engineered grading or when professional inspection is otherwise required by the Building Official:
1. An "as-built" grading plan prepared by the Field Engineer retained to provide such services in accordance with Section J105.3 showing all plan revisions as approved by the Building Official. This shall include original ground surface elevations, as-built ground surface elevations, lot drainage patterns, and the locations and elevations of surface drainage facilities and the outlets of subsurface drains. As-built locations, elevations, and details of subsurface drains shall be shown as reported by the Geotechnical Engineer.
The as-built grading plan shall be accompanied by a certification by the Field Engineer that to the best of his or her knowledge, the work within the Field Engineer's area of responsibility was done in accordance with the final approved grading plan.
HOA.103781425.2 96
2. A report prepared by the Geotechnical Engineer retained to provide such services in accordance with Section J105.4, including locations and elevations of field density tests, summaries of field and laboratory tests, other substantiating data, and comments on any changes made during grading and their effect on the recommendations made in the approved geotechnical engineering investigation report.
The report shall include a certification by the Geotechnical Engineer that, to the best of his or her knowledge, the work within the Geotechnical Engineer's area of responsibility is in accordance with the approved geotechnical engineering report and applicable provisions of this Appendix. The report shall contain a finding regarding the safety of the completed grading and any proposed structures against hazard from landslide, settlement, or slippage.
3. A report prepared by the Engineering Geologist retained to provide such services in accordance with Section J105.5, including a final description of the geology of the site and any new information disclosed during the grading and the effect of such new information, if any, on the recommendations incorporated in the approved grading plan. The report shall contain a certification by the Engineering Geologist that, to the best of his or her knowledge, the work within the Engineering Geologist's area of responsibility is in accordance with the approved engineering geology report and applicable provisions of this Appendix. The report shall contain a finding regarding the safety of the completed grading and any proposed structures against hazard from landslide, settlement, or slippage. The report shall contain a final as-built geologic map and cross-sections depicting all the information collected prior to and during grading.
HOA.103781425.2 97
4. The grading contractor shall certify, on a form prescribed by the Building Official, that the grading conforms to said as-built plan and the approved specifications.
5. When a landscape permit is required by Section 490.1 of the California Department of Water Resources Model Water Efficient Landscape Ordinance, the Landscape Architect shall certify on a form prescribed by the Building Official that the landscaping conforms to approved landscape plans and specifications.
J105.13 Notification of completion.
The permittee shall notify the Building Official when the grading operation is ready for final inspection. Final approval shall not be given until all work, including installation of all drainage facilities and their protective devices, and all erosion-control measures, have been completed in accordance with the final approved grading plan, and all required reports have been submitted and approved.
J105.14 Change of ownership.
Unless otherwise required by the Building Official, when a grading permit has been issued on a site and the owner sells the property prior to final grading approval, the new property owner shall be required to obtain a new grading permit.
SECTION 75. Section J106.1 is hereby amended to read as follows:
J106.1 Maximum cut slope.
The slope of cut surfaces shall be not steeper than is safe for the intended use, and shall be not more than 1 unit vertical in 2 units horizontal (50-percent slope) unless the owner or the owner's authorized agent furnishes a geotechnical or an engineering geology report, or both, justifying a steeper slope. The reports must contain a
HOA.103781425.2 98
statement by the Geotechnical Engineer or Engineering Geologist that the site was investigated and an opinion that a steeper slope will be stable and will not create a hazard to public or private property, in conformance with the requirements of Section 111. The Building Official may require the slope of the cut surfaces to be flatter in slope than 2 units horizontal to 1 unit vertical (50-percent slope) if the Building Official finds it necessary for the stability and safety of the slope.
Exceptions:
1. A cut surface shall be permitted to be at a slope of 1.5 units horizontal to one unit vertical (67-percent slope) provided that all of the following are met:
1.1. It is not intended to support structures or surcharges.
1.2. It is adequately protected against erosion.
1.3. It is no more than 8 feet (2438 mm) in height.
1.4. It is approved by the bBuilding code oOfficial.
1.5. Ground water is not encountered.
2. A cut surface in bedrock shall be permitted to be at a slope of one unit horizontal to one unit vertical (100 percent slope).
SECTION 76. Section J107 is hereby amended to read as follows:
SECTION J107 FILLS
J107.1 General.
Unless otherwise recommended in the geotechnical report, fills shall comply with the provisions of this sSection.
HOA.103781425.2 99
Exception: The Building Official may permit a deviation from the provisions of this Appendix for minor fills not intended to support structures, where no geotechnical report has been prepared.
J107.2 Surface Preparation.
Fill slopes shall not be constructed on natural slopes steeper than 2 units horizontal to 1 unit vertical (50 percent slope). The ground surface shall be prepared to receive fill by removing vegetation, topsoil, and other unsuitable materials (including any existing fill that does not meet the requirements of this Appendix), and scarifying the ground to provide a bond with the fill material.
Subdrains shall be provided under all fills placed in natural drainage courses and in other locations where seepage is evident, except where the Geotechnical Engineer or Engineering Geologist recommends otherwise. Such sub-drainage systems shall be of a material and design approved by the Geotechnical Engineer and acceptable to the Building Official. The Geotechnical Engineer shall provide continuous inspection during the process of subdrain installations. The location of the subdrains shall be shown on a plan prepared by the Geotechnical Engineer. Excavations for the subdrains shall be inspected by the Engineering Geologist when such subdrains are included in the recommendations of the Engineering Geologist.
J107.3 Benching.
Where existing grade is at a slope steeper than one unit vertical in five units horizontal (20-percent slope) and the depth of the fill exceeds 5 feet (1524 mm), benching shall be provided into sound bedrock or other competent material as
HOA.103781425.2 100
determined by the Geotechnical Engineer in accordance with Figure J107.3, or as determined by the Geotechnical Engineer. When fill is to be placed over a cut, Aa key shall be provided that is not less than 10 feet (3048 mm) in width and 2 feet (610 mm) in depth. The area beyond the toe of fill shall be sloped for sheet overflow or a paved drain shall be constructed thereon. The Geotechnical Engineer or Engineering Geologist, or both, shall inspect and approve the cut as being suitable for the foundation and placement of fill material before any fill material is placed on the excavation.
J107.4 Fill material.
Fill material shall not include organic, frozen, or other deleterious materials.
Rock or similar irreducible material greater than 12 inches (305 mm) in any dimension shall not be included in fills.
Exception: The Building Official may permit placement of larger rock when the Geotechnical Engineer properly devises and recommends a method of placement, and continuously inspects the placement and approves the fill stability. The following requirements shall also apply:
1. Prior to issuance of the grading permit, potential rock disposal areas shall be delineated on the grading plan.
2. Rock sizes greater than 12 inches (0.3 m) in maximum dimension shall be 10 feet (3.0 m) or more below grade, measured vertically.
3. Rocks shall be placed so as to assure filling of all voids with well-graded soil.
HOA.103781425.2 101
4. The reports submitted by the Geotechnical Engineer shall acknowledge the placement of the oversized material and whether the work was performed in accordance with the engineer's recommendations and the approved plans.
5. The location of oversized rock dispersal areas shall be shown on the asbuilt plan.
J107.5 Compaction.
All fill material shall be compacted to a minimum of 90 percent of maximum density as determined by ASTM D1557, Modified Proctor, in lifts not exceeding 12 inches (305 mm) in depth within 40 feet (12.2 m) below finished grade and 93 percent of maximum dry density deeper than 40 feet (12.2 m) below finished grade, unless a lower relative compaction (not less than 90 percent of maximum dry density) is justified by the Geotechnical Engineer and approved by the Building Official. Where ASTM D1557, Modified Proctor, is not applicable, a test acceptable to the Building Official shall be used.
Field density shall be determined by a method acceptable to the Building Official.
However, not less than ten percent of the required density tests, uniformly distributed, shall be obtained by the Sand Cone Method.
Fill slopes steeper than 2 units horizontal to 1 unit vertical (50-percent slope) shall be constructed by the placement of soil a sufficient distance beyond the proposed finish slope to allow compaction equipment to operate at the outer surface limits of the final slope surface. The excess fill is to be removed prior to completion or rough grading. Other construction procedures may be utilized when it is first shown to the
HOA.103781425.2 102
satisfaction of the Building Official that the angle of slope, construction method, and other factors will comply with the intent of this Section.
J107.6 Maximum slope.
The slope of fill surfaces shall be not steeper than is safe for the intended use.
Fill slopes steeper than one unit vertical in two units horizontal (50-percent slope) shall be justified by a geotechnical reports or engineering dataconforming to the requirements of Section 111, containing a statement by the Geotechnical Engineer that the site has been investigated and an opinion that a steeper fill slope will be stable and will not create a hazard to public or private property. Substantiating calculations and supporting data may be required where the Building Official determines that such information is necessary to verify the stability and safety of the proposed slope. The Building Official may require the fill slope to be constructed with a face flatter in slope than 2 units horizontal to 1 unit vertical (50-percent slope) if the Building Official finds it necessary for stability and safety of the slope.
J107.7 Slopes to receive fill.
Where fill is to be placed above the top of an existing slope steeper than 3 units horizontal to 1 unit vertical (33-percent slope), the toe of the fill shall be set back from the top edge of the existing slope a minimum distance of 6 feet (1.8 m) measured horizontally or such other distance as may be specifically recommended by a Geotechnical Engineer or Engineering Geologist and approved by the Building Official.
HOA.103781425.2 103
J107.8 Inspection of fill.
For engineered grading, the Geotechnical Engineer shall provide sufficient inspections during the preparation of the natural ground and the placement and compaction of the fill to ensure that the work is performed in accordance with the conditions of plan approval and the appropriate requirements of this Appendix. In addition to the above, the Geotechnical Engineer shall provide continuous inspection during the entire fill placement and compaction of fills that will exceed a vertical height or depth of 30 feet (9.1 m) or result in a slope surface steeper than 2 units horizontal to 1 unit vertical (50-percent slope).
J107.9 Testing of fills.
Sufficient tests of the fill soils shall be made to determine the density and to verify compliance of the soil properties with the design requirements. This includes soil types and shear strengths in accordance with Section J111 Referenced Standards.
SECTION 77. Section J108 is hereby amended to read as follows:
SECTION J108 SETBACKS
J108.1 General.
Cut and fill slopes shall be set back from the property lines in accordance with this sSection. Setback dimensions shall be measured perpendicular to the property line and shall be as shown in Figure J108.1, unless substantiating data is submitted justifying reduced setbacks, and reduced setbacks are recommended in a geotechnical engineering and engineering geology report approved by the Building Official.
HOA.103781425.2 104
J108.2 Top of slope.
The setback at the top of a cut slope shall be not less than that shown in Figure J108.1, or than is required to accommodate any required interceptor drains, whichever is greater. For graded slopes, the property line between adjacent lots shall be at the apex of the berm at the top of the slope. Property lines between adjacent lots shall not be located on a graded slope steeper than 5 units horizontal to 1 unit vertical (20-percent slope).
J108.3 Toe of fill sSlope protection.
The setback from the toe of a fill slope shall not be less than that shown by Figure J108.1. Where required to protect adjacent properties at the toe of a slope from adverse effects of the grading, additional protection, approved by the bBuilding oOfficial, shall be included. Examples of such protection may include but shall not be limited to:
1. Setbacks greater than those required by Figure J108.1.
2. Provisions for retaining walls or similar construction.
3. Erosion protection of the fill slopes.
4. Provision for the control of surface waters.
J108.4 Alternate setbacks.
The Building Official may approve alternate setbacks if he or she determines that no hazard to life or property will be created or increased. The Building Official may require an investigation and recommendation by a qualified engineer or Engineering Geologist to justify any proposed alternate setback.
HOA.103781425.2 105
SECTION 78. Figure J108.1 is hereby amended to read as follows:
FIGURE J108.1
DRAINAGESETBACK DIMENSIONS
SECTION 79. Section J109 is hereby amended to read as follows:
SECTION J109 DRAINAGE AND TERRACING
J109.1 General.
Unless otherwise recommended by a registered design professionallicensed Civil Engineer and approved by the Building Official, drainage facilities and terracing shall be provided in accordance with the requirements of this sSection J109.2 for all cut and fill slopes 3 units horizontal to 1 unit vertical (33-percent slope) and steeper.
HOA.103781425.2 106
EXCEPTION: Drainage facilities and terracing need not be provided where the ground slope is not steeper than one unit vertical in three units horizontal (33-percent slope).
For slopes flatter than 3 units horizontal to 1 unit vertical (33-percent slope) and steeper than 5 units horizontal to 1 unit vertical (20-percent slope), a paved swale or ditch shall be installed at 30-foot (9.1 m) vertical intervals to control surface drainage and debris. Swales shall be sized based on contributory area and have adequate capacity to convey intercepted waters to the point of disposal as defined in Section J109.5. Swales must be paved with reinforced concrete not less than 3 inches (0.08 m) in thickness, reinforced with 6-inch (0.2 m) by 6-inch (0.2 m) No. 10 by No. 10 welded wire fabric or equivalent reinforcing centered in the concrete slab or an equivalent approved by the Building Official. Swales must have a minimum flow line depth of 1 foot (0.3 m) and a minimum paved width of 18 inches (0.5 m). Swales shall have a minimum gradient of not less than 5 percent. There shall be no reduction in grade along the direction of flow unless the velocity of flow is such that slope debris will remain in suspension on the reduced grade.
J109.2 Drainage Tterraces.
Drainage tTerraces not less than 6 feet (1829 mm)8 feet (2.4 m) in width shall be established at not more than 30-foot (9144 mm) vertical intervals on all cut or fill slopes to control surface drainage and debris. Suitable access shall be provided to allow for cleaning and maintenance.
Where more than two terraces are required, one terrace, located at
HOA.103781425.2 107
approximately mid-height, shall be at least 12 feet (3658 mm) in width.
Swales or ditches shall be provided on terraces. They shall have a minimum gradient of one unit vertical in 20 units horizontal (5-percent slope) and shall be paved with concrete not less than 3 inches (76 mm) in thickness, or with other materials suitable to the application. They shall have a depth not less than 12 inches (305 mm) and a width not less than 5 feet (1524 mm).
A single run of swale or ditch shall not collect runoff from a tributary area exceeding 13,500 square feet (1256 m2) (projected) without discharging into a down drainWhen only one terrace is required, it shall be at mid-height. For cut or fill slopes greater than 100 feet (30.5 m) and up to 120 feet (36.6 m) in vertical height, one terrace at approximately mid-height shall be 20 feet (6.1 m) in width. Terrace widths and spacing for cut and fill slopes greater than 120 feet (36.6 m) in height shall be designed by the Civil Engineer and approved by the Building Official. Suitable access shall be provided to permit proper cleaning and maintenance.
Drainage swales on terraces shall have a longitudinal grade of not less than 5 percent nor more than 12 percent and a minimum depth of 1 foot (0.3 m) at the flow line. There shall be no reduction in grade along the direction of flow unless the velocity of flow is such that slope debris will remain in suspension on the reduced grade.
Drainage swales must be paved with reinforced concrete not less than 3 inches (0.8 m) in thickness, reinforced with 6-inch (0.2 m) by 6-inch (0.2 m) No. 10 by No. 10 welded wire fabric or equivalent reinforcing centered in the concrete slab or an approved equal paving. Drainage swales shall have a minimum depth at the deepest point of 1 foot
HOA.103781425.2 108
(0.3 m) and a minimum paved width of 5 feet (1.5 m). Drainage swales on terraces shall be sized based on contributory area and have adequate capacity to convey intercepted waters to the point of disposal as defined in Section J109.5. Downdrains or drainage outlets shall be provided at approximately 300 foot (91.4 m) intervals along the drainage terrace or at equivalent locations. Down drains and drainage outlets shall be of approved materials and of adequate capacity to convey the intercepted waters to the point of disposal as defined in Section J109.5.
J109.3 Interceptor drains and overflow protection.
Berms, Iinterceptor drains, swales, or other devices shall be installed along the top of cut slopes receiving drainage from a tributary width greater than 40 feet (12 192 mm), measured horizontallyto prevent surface waters from overflowing onto and damaging the face of a slope. Berms used for slope protection shall not be less than 12 inches (0.3 m) above the level of the pad and shall slope back at least 4 feet (1.2 m) from the top of the slope.
Interceptor drains shall be installed along the top of graded slopes greater than 5 feet in height receiving drainage from a slope with a tributary width greater than 30 feet (9.1 m), measured horizontally. They shall have a minimum depth of 1 foot (305 mm) and a minimum width of 3 feet (915 mm). The slope shall be approved by the bBuilding oOfficial, but shall be not less than one unit vertical in 50 units horizontal (2- percent slope). The drain shall be paved with concrete not less than 3 inches (76mm) in thickness, or by other materials suitable to the application, and reinforced as required
HOA.103781425.2 109
for drainage terraces. Discharge from the drain shall be accomplished in a manner to prevent erosion and shall be approved by the bBuilding oOfficial. . . .
J109.5 Disposal.
All drainage facilities shall be designed to convey waters to the nearestpracticable street, storm drain, or natural watercourse or drainage way approved by the Building Official or other appropriate governmental agency, provided that the discharge of such waters at that location will not create or increase a hazard to life or property.
Erosion of the ground in the area of discharge shall be prevented by installation of nonerosive down drains or other devices. Desilting basins, filter barriers, or other methods, as approved by the Building Official, shall be utilized to remove sediments from surface waters before such waters are allowed to enter streets, storm drains, or natural watercourses. If the drainage device discharges onto natural ground, riprap or a similar energy dissipator may be required.
Building pads shall have a minimum drainage gradient of 2 percent toward an approved drainage facility or a public street unless otherwise directed by the Building Official. A lesser slope may be approved by the Building Official for sites graded in relatively flat terrain, or where special drainage provisions are made, when the Building Official finds such modification will not result in a hazard to life or property.
SECTION 80. Section J110 is hereby amended to read as follows:
SECTION J110 SLOPE PLANTING AND EROSION CONTROL
HOA.103781425.2 110
J110.1 General.
The faces of cut and fill slopes shall be prepared and maintained to control erosion. This control shall be permitted to consist of effective planting, erosion control blankets, soil stabilizers, or other means as approved by the Building Official.
Exception: Erosion control measures need not be provided on cut slopes not subject to erosion due to the erosion-resistant character of the materials, as approved by the Project Consultants to the satisfaction of the Building Official. . . .
J110.3 Planting.
The surface of all cut slopes more than 5 feet (1.5 m) in height and fill slopes more than 3 feet (0.9 m) in height shall be protected against damage from erosion by planting with grass or ground cover plants. Slopes exceeding 15 feet (4.6 m) in vertical height shall also be planted with shrubs, spaced at not to exceed 10 feet (3 m) on center, or trees, spaced at not to exceed 20 feet (6.1 m) on center; or a combination of shrubs and trees at an equivalent spacing, in addition to grass or ground cover plants.
The plants selected and planting methods used shall be suitable for the soil and climatic conditions of the site.
Plant material shall be selected that will produce a coverage of permanent planting to effectively control erosion. Consideration shall be given to deep-rooted plant material needing limited watering, maintenance, high root to shoot ratio, wind susceptibility, and fire-retardant characteristics. All plant materials must be approved by the Building Official.
HOA.103781425.2 111
Planting may be modified for the site if specific recommendations are provided by both the Geotechnical Engineer and a Landscape Architect. Specific recommendations must consider soils and climatic conditions, irrigation requirements, planting methods, fire-retardant characteristics, water efficiency, maintenance needs, and other regulatory requirements. Recommendations must include a finding that the alternative planting will provide a permanent and effective method of erosion control. Modifications to planting must be approved by the Building Official prior to installation.
J110.4 Irrigation.
Slopes required to be planted by Section J110.3 shall be provided with an approved system of irrigation that is designed to cover all portions of the slope.
Irrigation system plans shall be submitted to and approved by the Building Official prior to installation. A functional test of the system may be required.
For slopes less than 20 feet (6.1 m) in vertical height, hose bibs to permit hand watering will be acceptable if such hose bibs are installed at conveniently accessible locations where a hose no longer than 50 feet (15.2 m) is necessary for irrigation.
Irrigation requirements may be modified for the site if specific recommendations are provided by both the Geotechnical Engineer and a Landscape Architect. Specific recommendations must consider soils and climatic conditions, plant types, planting methods, fire-retardant characteristics, water efficiency, maintenance needs, and other regulatory requirements. Recommendations must include a finding that the alternative irrigation method will sustain the proposed planting and provide a permanent and
HOA.103781425.2 112
effective method of erosion control. Modifications for irrigation systems must be approved by the Building Official prior to installation.
J110.5 Plans and specifications.
Planting and irrigation plans shall be submitted for slopes that are required to be planted and irrigated pursuant to Sections J110.3 and J110.4. Except as otherwise required by the Building Official for minor grading, the plans for slopes 20 feet (6.1 m) or more in vertical height shall be prepared and signed by a Civil Engineer or Landscape Architect. If requested by the Building Official, planting and irrigation details shall be included on the grading plan.
J110.6 Rodent control.
Fill slopes shall be protected from potential slope damage by a preventative program of rodent control.
J110.7 Release of security.
The planting and irrigation systems required by this Section shall be installed as soon as practical after rough grading. Prior to final approval of grading and before the release of the grading security, the planting shall be well established and growing on the slopes, and there shall be evidence of an effective rodent control program.
J110.8 National Pollutant Discharge Elimination System
(NPDES) compliance.
HOA.103781425.2 113
J110.8.1 General.
All grading plans and permits and the owner of any property on which such grading is performed shall comply with the provisions of this Section for NPDES compliance.
All best management practices shall be installed before grading begins or as instructed in writing by the Building Official for unpermitted grading as defined by Section J103.3. As grading progresses, all best management practices shall be updated as necessary to prevent erosion and to control construction-related pollutants from discharging from the site. All best management practices shall be maintained in good working order to the satisfaction of the Building Official until final grading approval has been granted by the Building Official and all permanent drainage and erosion control systems, if required, are in place. Failure to comply with this Section is subject to "Noncompliance Penalties" pursuant to Section J110.8.5. Payment of a penalty shall not relieve any persons from fully complying with the requirements of this Code in the execution of the work.
J110.8.2 Storm Water Pollution Prevention Plan (SWPPP).
The Building Official may require a SWPPP. The SWPPP shall contain details of best management practices, including desilting basins or other temporary drainage or control measures, or both, as may be necessary to control construction-related pollutants that originate from the site as a result of construction-related activities. When the Building Official requires a SWPPP, no grading permit shall be issued until the SWPPP has been submitted to and approved by the Building Official.
HOA.103781425.2 114
For unpermitted grading as defined by Section J103.3, upon written request, a SWPPP in compliance with the provisions of this Section and Section 106.4.3 for NPDES compliance shall be submitted to the Building Official. Failure to comply with this Section is subject to "Noncompliance Penalties" per Section J110.8.5. Payment of a penalty shall not relieve any persons from fully complying with the requirements of this Code in the execution of the work.
J110.8.3 Erosion and Sediment Control Plans (ESCP).
Where a grading permit is issued and the Building Official determines that the grading will not be completed prior to November 1, the owner of the site on which the grading is being performed shall, on or before October 1, file or cause to be filed with the Building Official an ESCP. The ESCP shall include specific best management practices to minimize the transport of sediment and protect public and private property from the effects of erosion, flooding, or the deposition of mud, debris, or constructionrelated pollutants. The best management practices shown on the ESCP shall be installed on or before October 15. The plans shall be revised annually or as required by the Building Official to reflect the current site conditions.
The ESCP shall be accompanied by an application for plan checking services and plan-checking fees in an amount determined by the Building Official, up to but not exceeding 10 percent of the original grading permit fee.
Failure to comply with this Section is subject to "Noncompliance Penalties" pursuant to Section J110.8.5. Payment of a penalty shall not relieve any persons from fully complying with the requirements of this Code in the execution of the work.
HOA.103781425.2 115
J110.8.4 Storm Water Pollution Prevention Plan (SWPPP), effect of noncompliance.
Should the owner fail to submit the SWPPP or the ESCP as required by Section J110.8, or fail to install the best management practices, it shall be deemed that a default has occurred under the conditions of the grading permit security. The Building Official may thereafter enter the property for the purpose of installing, by County forces or by other means, the drainage, erosion control, and other devices shown on the approved plans, or if there are no approved plans, as the Building Official may deem necessary to protect adjoining property from the effects of erosion, flooding, or the deposition of mud, debris, or constructed-related pollutants.
The Building Official shall also have the authority to impose and collect the penalties imposed by Section J110.8.5. Payment of a penalty shall not relieve any persons from fully complying with the requirements of this Code in the execution of the work.
J110.8.5 Noncompliance penalties.
The amount of the penalties shall be as follows:
1. If a SWPPP or an ESCP is not submitted as prescribed in Sections J110.8.2 and J110.8.3:
Grading Permit Volume Penalty
1-10,000 cubic yards (1-7645.5 m3) $50.00 per day
10,001-100,000 cubic yards (7646.3-76455 m3) $250.00 per day More than 100,000 cubic yards (76455 m3) $500.00 per day
HOA.103781425.2 116
2. If the best management practices for storm water pollution prevention and wet weather erosion control, as approved by the Building Official, are not installed as prescribed in this Section J110.8:
Grading Permit Volume Penalty
1-10,000 cubic yards (1-7645.5 m3) $100.00 per day
10,001-100,000 cubic yards (7646.3-76455 m3) $250.00 per day More than 100,000 cubic yards (76455 m3) $500.00 per day NOTE: See Section 108 for inspection request requirements.
SECTION 81. Section J111 is hereby amended to read as follows:
SECTION J111 REFERENCED STANDARDS
ASTM D1557-12 Test Method for Laboratory Compaction
Characteristics of Soil Using Modified Effort
[56,000 ft-lb/ft3 (2,700kN-m/m3)].
J 107.5
These regulations establish minimum standards and are not intended to prevent the use of alternate materials, methods, or means of conforming to such standards, provided such alternate has been approved by the Building Official.
The Building Official shall approve such an alternate provided they determine that the alternate is, for the purpose intended, at least the equivalent of that prescribed in this Code in quality, strength, effectiveness, durability, and safety.
The Building Official shall require that sufficient evidence or proof be submitted to substantiate any claims regarding the alternate.
The standards listed below are recognized standards. Compliance with these recognized standards shall be prima facie evidence of compliance with the standards set forth in Sections J104 and J107.
HOA.103781425.2 117
ASTM D 1557 –
Latest Revision Laboratory Characteristics Compaction of Soil Using Modified Effort J107.5 ASTM D 1556 –
Latest Revision Density and Unit Weight of Soils In Place by the Sand Cone Method J104.2.3,J104.3 and J107.9 ASTM D 2167 –
Latest Revision
Density and Unit Weight of Soils In Place by the Rubber Balloon Method
J104.2.3
J104.3 and J107.9
ASTM D 2937 –
Latest Revision Density of Soils in Place by the Drive Cylinder Method J104.2.3 J104.3 and J107.9 ASTM D 2922 –
Latest Revision Density of Soil and Soil Aggregate In Place by Nuclear Methods J104.2.3 J104.3 and J107.9 ASTM D 3017 –
Latest Revision
Water Content of Soil and Rock in Place by Nuclear
Methods
J104.2.3,
J104.3 and J107.9
SECTION 82. Section P101.1 is hereby amended to read as follows:
P101.1 Scope.
This appendix shall be applicableapplies to emergency housing and emergency housing facilities, as defined in Section P102, when and to the extent that the County of Los Angeles Board of Supervisors ("Board") finds, by motion, resolution, or otherwise, that this appendix applies to a specific state of emergency, local emergency, or declaration of shelter crisis.
SECTION 83. Section P102.1 is hereby amended to read as follows:
P102.1 General.
. . .
ENFORCING AGENCY. The Building Official as defined in Section 104.3 of this Code.
. . .
SECTION 84. Section P103.1 is hereby amended to read as follows:
P103.1 General.
Emergency sleeping cabins, emergency transportable housing units, membrane structures and tents constructed and/or assembled in accordance with this appendix,
HOA.103781425.2 118
shall be occupied only during the duration of the declaration of state of emergency, local emergency, or shelter crisis.
. . .
SECTION 85. Section P103.4 is hereby amended to read as follows:
P103.4 Fire and life safety requirements not addressed in this appendix.
If not otherwise addressed in this appendix, fire and life safety measures, including, but not limited to, means of egress, fire separation, fire sprinklers, smoke alarms, and carbon monoxide alarms, shall be determined and enforced by the enforcing agency in consultation with the County Departments of Public Health, Fire, and other pertinent County departments, as applicable.
SECTION 86. Section P106.1 is hereby amended to read as follows:
P106.1 General.
. . .
Tents and membrane structures shall be provided with means of ventilation (natural and/or mechanical) allowing for adequate air replacement, as determined by the enforcing agency.
SECTION 87. Section P107.1 is hereby amended to read as follows:
P107.1 General.
Emergency housing shall comply with the applicable requirements in Chapter 11B and/or the US Access Board Final Guidelines for Emergency Transportable Housing as determined by the enforcing agency.
HOA.103781425.2 119
. . .
SECTION 88. Section P110.1.1 is hereby added to read as follows:
P110.1.1 Backflow prevention.
Backflow prevention devices shall be provided in accordance with Section 602.3 of the Plumbing Code.
SECTION 89. Section P110.1.2 is hereby added to read as follows:
P110.1.2 Drinking fountains.
An adequate number of drinking fountains, bottle fillers, or drinking facilities shall be provided as determined by the enforcing agency.
SECTION 90. Section P110.3 is hereby amended to read as follows:
P110.3 Toilet and bathing facilities.
. . .
The maximum travel distance from any sleeping and/or living area to the toilet facility shall not exceed 300 feet (91.4 m) or as determined by the enforcing agency.
SECTION 91. The provisions of this ordinance contain various changes, modifications, and additions to the 2022 California Building Code. Some of those changes are administrative in nature in that they do not constitute changes or modifications to requirements contained in the building standards published in the California Building Standards Code.
Pursuant to California Health and Safety Code sections 17958.5, 17958.7, and 18941.5, the Board of Supervisors hereby expressly finds that all of the changes and modifications to requirements contained in the building standards published in the
HOA.103781425.2 120
California Building Standards Code that are contained in this ordinance are reasonably necessary because of local climatic, geological, or topographical conditions in the County of Los Angeles due to the potential for seismic activity in the region, topographical conditions that contribute to the spread of wild fires, and climatic conditions that impact air quality and increase the risk of wild fires. Without limiting the foregoing, the County makes additional findings herein:
BUILDING CODE AMENDMENTS
Code
Section
Condition Explanation of Amendment
106.3.2,
Item 2
Administrative
Geologic
The greater Los Angeles/Long Beach region is situated
over a vast array of earthquake fault systems capable of producing major earthquakes, including, but not limited to, the 1994 Northridge Earthquake. Due to the risk of
geologic activities in the Southern California area,
buildings and structures require a high level of
performance. This existing local enforcement provision
limits the height of fences built without a permit in order to reduce the chance of failure of fences that may be
built improperly. Because fences that are exempt from
permits are constructed without the benefit of inspection to verify that proper construction methods are used, it has been observed that fences are commonly built
without proper footings and/or reinforcement, which
causes leaning and collapse of the fence.
701A.1 Climatic Clarifies the application of Chapter 7A to include additions, alterations, and/or relocated buildings. Many areas of the County have been designated as Fire
Hazard Severity Zones due to low humidity, strong
winds, and dry vegetation. Additions, alterations, and/or relocated buildings have the same fire risk as new
buildings.
701A.3 Climatic Clarifies the application of Chapter 7A to include additions, alterations, and/or relocated buildings. Many areas of the County have been designated as Fire
Hazard Severity Zones due to the increased risk of fire caused by low humidity, strong winds, and dry
HOA.103781425.2 121
Code
Section
Condition Explanation of Amendment
vegetation. Additions, alterations, and/or relocated
buildings have the same fire risk as new buildings.
701A.3.1 Climatic Clarifies the application of Chapter 7A to include additions, alterations, and/or relocated buildings. Many areas of the County have been designated as Fire
Hazard Severity Zones due to the increased risk of fire caused by low humidity, strong winds, and dry
vegetation. Additions, alterations, and/or relocated
buildings have the same fire risk as new buildings.
703A.5.2
and
703A.5.2.2
Climatic Disallows the use of wood-shingle/wood-shake roofs due to the increased risk of fire in the County caused by low humidity, strong winds, and dry vegetation in high
fire severity zones.
704A.4 Climatic Disallows the use of wood-shingle/wood-shake roofs due to the increased risk of fire in the County caused by low humidity, strong winds, and dry vegetation in high
fire severity zones.
705A.2 Climatic Disallows the use of wood-shingle/wood-shake roofs and requires the use of Class A roof covering due to the increased risk of fire in the County caused by low
humidity, strong winds, and dry vegetation in high fire severity zones.
1031.2.1 Geological The greater Los Angeles/Long Beach region is a densely populated area having buildings constructed
over and near a vast array of earthquake fault systems
capable of producing major earthquakes, including, but
not limited to, the 1994 Northridge Earthquake. The
proposed amendment is intended to prevent occupants
from being trapped in a building and to allow rescue
workers to easily enter after an earthquake.
Table
1507.3.7
Geological Table amended to require proper anchorage for clay or concrete tiles from sliding or rotating due to the
increased risk of significant earthquakes in the County.
This amendment incorporates the design provisions
developed based on detailed study of the 1994
Northridge and the 1971 Sylmar earthquakes.
1613.5
and
1613.5.1
Geological Observed damages to one- and two-family dwellings of light frame construction after the Northridge Earthquake may have been partially attributed to vertical
irregularities common to this type of occupancy and
construction. In an effort to improve quality of
HOA.103781425.2 122
Code
Section
Condition Explanation of Amendment
construction and incorporate lesson learned from
studies after the Northridge Earthquake, the proposed
modification to ASCE 7-16, Section 12.2.3.1,
Exception 3, by limiting the number of stories and height of the structure to two stories will significantly minimize the impact of vertical irregularities and concentration of inelastic behavior from mixed structural systems. This
proposed amendment is a continuation of an
amendment adopted during previous code adoption
cycles, and is necessary due to the increased risk of
significant earthquakes in the County.
1613.5.2 Geological A joint Structural Engineers Association of Southern California (SEAOSC), Los Angeles County and
Los Angeles City Task Force investigated the
performance of concrete and masonry construction with
flexible wood diaphragm failures after the Northridge
earthquake. It was concluded at that time that
continuous ties are needed at specified spacing to
control cross grain tension in the interior of the
diaphragm. Additionally, there was a need to limit
subdiaphragm allowable shear loads to control
combined orthogonal stresses within the diaphragm.
Recognizing the importance and need to continue the
recommendation made by the task force while taking
into consideration the improved performances and
standards for diaphragm construction today, this
proposal increases the continuous tie spacing limit to 40 ft in lieu of 25 ft and to use 75% of the allowable code diaphragm shear to determine the depth of the subdiaphragm in lieu of the 300 plf and is deemed appropriate and acceptable. Due to the frequency of this type of failure during the past significant earthquakes, various jurisdictions within the Los Angeles region have taken this additional step to prevent roof or floor
diaphragms from pulling away from concrete or masonry
walls. This proposed amendment is a continuation of an
amendment adopted during previous code adoption
cycles.
HOA.103781425.2 123
1613.5.3 Geological The inclusion of the importance factor in this equation has the unintended consequence of reducing the
minimum seismic separation distance for important
facilities such as hospitals, schools, police, and fire stations from adjoining structures. The proposal to omit the importance factor from Equation 12.12-1 will ensure that a safe seismic separation distance is provided. This proposed amendment is a continuation of an
amendment adopted during previous code adoption
cycles.
1613.6 Geological
Topographical
Section is added to improve seismic safety of buildings constructed on or into hillsides. Due to the local
topographical and geological conditions of the sites
within the greater Los Angeles/Long Beach region and
their probabilities for earthquakes, this technical
amendment is required to address and clarify special
needs for buildings constructed on hillside locations. A SEAOSC and Los Angeles City Joint Task Force
investigated the performance of hillside building failures after the Northridge earthquake. Numerous hillside
failures resulted in loss of life and millions of dollars in damage. These criteria were developed to minimize the
damage to these structures and have been in use by
both the City and County of Los Angeles for several
years with much success. This amendment is a
continuation of an amendment adopted during previous
code adoption cycles.
1613.7 Geological The greater Los Angeles/Long Beach region is a densely populated area having buildings constructed
over and near a vast array of fault systems capable of
producing major earthquakes, including, but not limited to, the 1994 Northridge Earthquake. The proposed
modification requiring safe design and construction
requirements for ceiling suspension systems to resist
seismic loads is intended to minimize the amount of
damage within a building and therefore needs to be
incorporated into the code to assure that new buildings and additions to existing buildings are designed and
constructed in accordance with the scope and
objectives of the California Building Code.
HOA.103781425.2 124
1704.6 Geological
Administrative
The language in section 1704.6 of the California
Building Code permits the owner to employ any
registered design professional to perform structural
observations with minimum guidelines. However, it is
important that the registered design professional
responsible for the structural design has thorough
knowledge of the building he/she designed. By
requiring the registered design professional responsible for the structural design, or their designee, who was
involved with the design to observe the construction, the quality of the observation for major structural elements and connections that affect the vertical and lateral load resisting systems of the structure will be greatly
increased. Additional requirements are provided to help clarify the role and duties of the structural observer and the method of reporting and correcting observed
deficiencies to the Building Official. This amendment is a continuation of an amendment adopted during
previous code adoption cycles, and is necessary due to
the increased risk of significant earthquakes in the
County.
1704.6.1 Geological With the higher seismic demand placed on buildings and structures in this region, the language in section
1704.6.1, Item 3, of the California Building Code would permit many low-rise buildings and structures with
complex structural elements to be constructed without
the benefit of a structural observation. By requiring a registered design professional to observe the
construction, the quality of the observation for major
structural elements and connections that affect the
vertical and lateral load resisting systems of the
structure will be greatly increased. An exception is
provided to permit simple structures and buildings to be excluded. This amendment is a continuation of an
amendment adopted during previous code adoption
cycles, and is necessary due to the increased risk of
significant earthquakes in the County.
1705.3 Geological Results from studies after the 1994 Northridge Earthquake indicated that a significant portion of the
damage was attributable to lack of quality control during construction resulting in poor performance of the
building or structure. Therefore, the amendment
restricts the exceptions to the requirement for special
HOA.103781425.2 125
inspection. This amendment is a continuation of an
amendment adopted during previous code adoption
cycles, and is necessary due to the increased risk of
significant earthquakes in the County.
1705.13 Geological In Southern California, very few detached one- or twofamily dwellings not exceeding two stories above grade plane are built as "box-type" structures specially for
those in hillside areas and near the oceanfront. Many
with steel moment frames or braced frames, and/or
cantilevered columns, can still be shown as "regular"
structures by calculations. With the higher seismic
demand placed on buildings and structures in this
region, the language in section 1705.13, Item 3, of the California Building Code would permit many detached
one- or two-family dwellings not exceeding two stories
above grade plane with complex structural elements to
be constructed without the benefit of special
inspections. By requiring special inspections, the quality of major structural elements and connections that affect the vertical and lateral load resisting systems of the
structure will be greatly increased. The exception
should only be allowed for detached one- or two-family
dwellings not exceeding two stories above grade plane
assigned to Seismic Design Categories A, B, and C.
1807.1.4 Climatic
Geological
No substantiating data has been provided to show that a wood foundation is effective in supporting buildings and structures during a seismic event while being subject to deterioration caused by the combined detrimental effect of constant moisture in the soil and wood-destroying
organisms. Wood retaining walls, when they are not
properly treated and protected against deterioration,
have performed very poorly and have led to slope
failures. Most contractors are typically accustomed to
construction in dry and temperate weather in the
Southern California region and are not generally familiar with the necessary precautions and treatment of wood
that makes it suitable for both seismic events and wet
applications. The proposed amendment takes the
necessary precautionary steps to reduce or eliminate
potential problems that may result by using wood
foundations that experience relatively rapid decay due
to the fact that the region does not experience
temperatures cold enough to destroy or retard the
growth and proliferation of wood-destroying organisms.
HOA.103781425.2 126
This amendment is a continuation of an amendment
adopted during previous code adoption cycles, and is
necessary due to the local climate and the increased
risk of significant earthquakes in the County.
1807.1.6 Geological With the higher seismic demand placed on buildings and structures in this region, it is necessary to take
precautionary steps to reduce or eliminate potential
problems that may result by following prescriptive
design provisions that do not take into consideration the surrounding environment. Plain concrete performs
poorly in withstanding the cyclic forces resulting from seismic events. In addition, no substantiating data has been provided to show that under-reinforced foundation
walls are effective in resisting seismic loads, and may potentially lead to a higher risk of failure. It is important that the benefit and expertise of a registered design
professional be obtained to properly analyze the
structure and take these issues into consideration. This amendment is a continuation of an amendment adopted
during previous code adoption cycles.
1807.2 Climatic,
Geological
No substantiating data has been provided to show that
wood foundation systems are effective in supporting
buildings and structures during a seismic event while
being subject to deterioration caused by the combined
detrimental effects of constant moisture in the soil and wood-destroying organisms. Wood foundation systems
not properly treated and protected against deterioration have performed very poorly and have led to slope
failures. Most contractors are typically accustomed to
construction in dry and temperate weather in the
Southern California region and are not generally familiar with the necessary precautions and treatment of wood
that makes it suitable for both seismic events and wet
applications. The proposed amendment takes the
precautionary steps to reduce or eliminate potential
problems that may result in using wood foundation
systems that experience relatively rapid decay due to
the fact that the region does not experience
temperatures cold enough to destroy or retard the
growth and proliferation of wood-destroying organisms.
This proposed amendment is a continuation of an
amendment adopted during previous code adoption
cycles.
HOA.103781425.2 127
1807.3.1 Climatic,
Geological
No substantiating data has been provided to show that
wood foundation systems are effective in supporting
buildings and structures during a seismic event while
being subject to deterioration caused by the combined
detrimental effects of constant moisture in the soil and wood-destroying organisms. Wood foundation systems
not properly treated and protected against deterioration have performed very poorly and have led to slope
failures. Most contractors are typically accustomed to
construction in dry and temperate weather in the
Southern California region and are not generally
familiar with the necessary precautions and treatment
of wood that makes it suitable for both seismic events
and wet applications. The proposed amendment takes
the precautionary steps to reduce or eliminate potential problems that may result in using wood foundation
systems that experience relatively rapid decay due to
the fact that the region does not experience
temperatures cold enough to destroy or retard the
growth and proliferation of wood-destroying organisms.
This proposed amendment is a continuation of an
amendment adopted during previous code adoption
cycles.
1809.3 and
Figure
1809.3
Geological With the higher seismic demand placed on buildings and structures in this region, it is necessary to take
precautionary steps to reduce or eliminate potential
problems that may result for under-reinforced footings
located on sloped surfaces. Requiring minimum
reinforcement for stepped footings is intended to
address the problem of poor performance of plain or
under-reinforced footings during a seismic event. This
amendment is a continuation of an amendment
adopted during previous code adoption cycles.
1809.7 and
Table
1809.7
Geological No substantiating data has been provided to show that under-reinforced footings are effective in resisting
seismic loads, and therefore they may potentially lead
to a higher risk of failure. This amendment requires
minimum reinforcement in continuous footings to
address the problem of poor performance of plain or
under-reinforced footings during a seismic event. With
the higher seismic demand placed on buildings and
structures in this region, it is necessary to take
precautionary steps to reduce or eliminate potential
HOA.103781425.2 128
problems that may result by following prescriptive
design provisions for footings that do not take into
consideration the surrounding environment. It is
important that the benefit and expertise of a registered design professional be obtained to properly analyze the structure and take these factors into consideration.
This amendment reflects the recommendations by the
SEAOSC and the Los Angeles City Joint Task Force,
which investigated the performance deficiencies
observed in the 1994 Northridge Earthquake. This
amendment is a continuation of an amendment
adopted during previous code adoption cycles.
1809.12 Climatic
Geological
No substantiating data has been provided to show that
timber footings are effective in supporting buildings and structures during a seismic event while being subject to deterioration caused by the combined detrimental
effects of constant moisture in the soil and wooddestroying organisms. Timber footings, when they are not properly treated and protected against deterioration, have performed very poorly. Most contractors are
typically accustomed to construction in dry and
temperate weather in the Southern California region
and are not generally familiar with the necessary
precautions and treatment of wood that makes it
suitable for both seismic events and wet applications.
The proposed amendment takes the necessary
precautionary steps to reduce or eliminate potential
problems, which may result by using timber footings
that experience relatively rapid decay due to the fact
that the region does not experience temperatures cold
enough to destroy or retard the growth and proliferation of wood-destroying organisms. This amendment is a
continuation of an amendment adopted during previous
code adoption cycles, and is necessary due to the local climate and the increased risk of significant
earthquakes in the County.
1810.3.2.4 Climatic
Geological
No substantiating data has been provided to show that
timber footings are effective in supporting buildings and structures during a seismic event while being subject to deterioration caused by the combined detrimental
effects of constant moisture in the soil and wooddestroying organisms. Timber footings, when they are not properly treated and protected against deterioration, have performed very poorly. Most contractors are
HOA.103781425.2 129
typically accustomed to construction in dry and
temperate weather in the Southern California region
and are not generally familiar with the necessary
precautions and treatment of wood that makes it
suitable for both seismic events and wet applications.
The proposed amendment takes the necessary
precautionary steps to reduce or eliminate potential
problems that may result by using timber footings that
experience relatively rapid decay due to the fact that
the region does not experience temperatures cold
enough to destroy or retard the growth and proliferation of wood-destroying organisms. This amendment is a
continuation of an amendment adopted during previous
code adoption cycles, and is necessary due to the local climate and the increased risk of significant
earthquakes in the County.
1905.1 Geological This amendment is intended to carry over critical provisions for the design of concrete columns in
moment frames from the legacy 1997 Uniform Building
Code. Increased confinement is critical to the integrity of such columns and these modifications ensure that it
is provided when certain thresholds are exceeded. In
addition, this amendment carries over from the legacy
1997 Uniform Building Code a critical provision for the design of concrete shear walls. It essentially limits the use of very highly gravity-loaded walls in being included in the seismic load resisting system, since their failure could have catastrophic effect on the building.
Furthermore, this amendment was incorporated in the
code based on observations from the 1994 Northridge
Earthquake. Rebar placed in very thin concrete topping
slabs have been observed in some instances to have
popped out of the slab due to insufficient concrete
coverage. This modification ensures that critical
boundary and collector rebars are placed in sufficiently thick topping slab to prevent buckling of such
reinforcements. This proposed amendment is a
continuation of an amendment adopted during previous
code adoption cycles, and is necessary due to the
increased risk of significant earthquakes in the County. 1905.1.7 Geological This amendment requires minimum reinforcement in continuous footings to address the problem of poor
performance of plain or under-reinforced footings
during a seismic event. This amendment reflects the
HOA.103781425.2 130
recommendations by the SEAOSC and the
Los Angeles City Joint Task Force, which investigated
the poor performance observed in the 1994 Northridge
Earthquake. This amendment is a continuation of an
amendment adopted during previous code adoption
cycles, and is necessary due to the increased risk of
significant earthquakes in the County.
1905.1.8
through
1905.1.11
Geological These amendments are intended to carry over critical provisions for the design of concrete columns in
moment frames from the Uniform Building Code (UBC).
Increased confinement is critical to the integrity of such columns and these modifications ensure that it is
provided when certain thresholds are exceeded. In
addition, this amendment carries over from the UBC a
critical provision for the design of concrete shear walls.
It essentially limits the use of very highly gravity-loaded walls from being included in the seismic load resisting system, since their failure could have a catastrophic
effect on the building. Furthermore, this amendment
was incorporated into this Code based on observations
from the 1994 Northridge Earthquake. Rebar placed in
very thin concrete topping slabs has been observed in
some instances to have popped out of the slab due to
insufficient concrete coverage. This modification
ensures that critical boundary and collector rebars are placed in sufficiently thick slabs to prevent buckling of such reinforcements. This amendment is a continuation
of an amendment adopted during previous code
adoption cycles, and is necessary due to the increased
risk of significant earthquakes in the County.
2304.10.2
and Table
2304.10.2
Geological Due to the high geologic activities in the Southern California area and the expected higher level of
performance on buildings and structures, this proposed
local amendment limits the use of staple fasteners in
resisting or transferring seismic forces. In September
2007, limited cyclic testing data was provided to the
ICC, Los Angeles Chapter Structural Code Committee,
showing that stapled wood structural shear panels do
not exhibit the same behavior as nailed wood structural shear panels. The test results of stapled wood
structural shear panels demonstrated much lower
strength and drift than nailed wood structural shear
panel test results. Therefore, the use of staples as
fasteners to resist or transfer seismic forces shall not be
HOA.103781425.2 131
permitted without being substantiated by cyclic testing.
This amendment is a continuation of a similar
amendment adopted during previous code adoption
cycles, and is necessary due to the increased risk of
significant earthquakes in the County.
2304.10.3.1 Geological The overdriving of nails into the structural wood panels still remains a concern when pneumatic nail guns are
used for wood structural panel shear wall nailing. Box
nails were observed to cause massive and multiple
failures of the typical 3/8-inch thick plywood during the 1994 Northridge Earthquake. The use of clipped head
nails continues to be restricted from use in wood
structural panel shear walls where the minimum nail
head size must be maintained in order to minimize nails from pulling through sheathing materials. Clipped or
mechanically driven nails used in wood structural panel shear wall construction were found to perform much
worse in previous wood structural panel shear wall
testing done at the University of California Irvine. The existing test results indicated that, under cyclic loading, the wood structural panel shear walls were less energy
absorbent and less ductile. The panels reached
ultimate load capacity and failed at substantially less lateral deflection than those using same-size handdriven nails. This amendment reflects the recommendations by the SEAOSC and the Los
Angeles City Joint Task Force, which investigated the
poor performance observed in the 1994 Northridge
Earthquake. This amendment is a continuation of an
amendment adopted during previous code adoption
cycles, and is necessary due to the increased risk of
significant earthquakes in the County.
2304.12.2.8 Climatic
Geological
No substantiating data has been provided to show that
wood used in retaining or crib walls is effective in
supporting buildings and structures during a seismic
event while being subject to deterioration caused by the combined detrimental effect of constant moisture in the soil and wood-destroying organisms. Wood used in
retaining or crib walls, when it is not properly treated and protected against deterioration, has performed very poorly. Most contractors are typically accustomed to
construction in dry and temperate weather in the
Southern California region and are not generally
familiar with the necessary precautions and treatment
HOA.103781425.2 132
of wood that makes it suitable for both seismic events
and wet applications. The proposed amendment takes
the necessary precautionary steps to reduce or
eliminate potential problems that may result by using
wood in retaining or crib walls, which experience
relatively rapid decay due to the fact that the region
does not experience temperatures cold enough to
destroy or retard the growth and proliferation of wooddestroying organisms. This amendment is a continuation of an amendment adopted during previous
code adoption cycles, and is necessary due to the local climate and the increased risk of significant
earthquakes in the County.
2305.4 Geological Many of the hold-down connectors currently in use do not have any acceptance report based on dynamic
testing protocols. This amendment continues to limit
the allowable capacity to 75% of the acceptance report
value to provide an additional factor of safety for
statically tested anchorage devices. Cyclic forces
imparted on buildings and structures by seismic activity cause more damage than equivalent forces that are
applied in a static manner. Steel plate washers will
reduce the additional damage that can result when
hold-down connectors are fastened to wood framing
members. This amendment reflects the
recommendations by the SEAOSC and the
Los Angeles City Joint Task Force, which investigated
the poor performance observed in the 1994 Northridge
Earthquake. This amendment is a continuation of an
amendment adopted during previous code adoption
cycles, and is necessary due to the increased risk of
significant earthquakes in the County.
2306.2
2306.3
2307.2
2308.6.5.1
2308.6.5.2
Figure
2308.6.5.1
and Figure
2308.6.5.2
Geological The SEAOSC and the Los Angeles City Joint Task Force that investigated damage to buildings and
structures during the 1994 Northridge Earthquake
recommended reducing allowable shear values in wood
structural panel shear walls or diaphragms that were
not substantiated by cyclic testing. That
recommendation was consistent with a report to the
Governor from the Seismic Safety Commission of the
State of California recommending that code
requirements be "more thoroughly substantiated with
testing." The allowable shear values for wood
structural panel shear walls or diaphragms fastened
HOA.103781425.2 133
with staples are based on monotonic testing and do not
take into consideration that earthquake forces load
shear wall or diaphragm in a repeating and fully
reversible manner. In September 2007, limited cyclic
testing was conducted by a private engineering firm to
determine if wood structural panels fastened with
staples would exhibit the same behavior as wood
structural panels fastened with common nails. The test
result revealed that wood structural panels fastened
with staples demonstrated much lower strength and
stiffness than wood structural panels fastened with
common nails. It was recommended that the use of
staples as fasteners for wood structural panel shear
walls or diaphragms not be permitted to resist seismic
forces in structures assigned to Seismic Design
Categories D, E, and F unless it can be substantiated
by cyclic testing. Furthermore, the cities and
unincorporated areas within the greater
Los Angeles/Long Beach region have taken extra
measures to maintain the structural integrity of the
framing of shear walls and diaphragms designed for
high levels of seismic forces by requiring wood
sheathing be applied directly over the framing members
and prohibiting the use of panels placed over gypsum
sheathing. This amendment is intended to prevent the
undesirable performance of nails when gypsum board
softens due to cyclic earthquake displacements and the
nail ultimately does not have any engagement in a solid material within the thickness of the gypsum board. This amendment continues the previous amendment
adopted during the 2007 code adoption cycle.
2308.6.8.1 Geological With the higher seismic demand placed on buildings and structures in this region, interior walls can easily be called upon to resist over half of the seismic loading
imposed on simple buildings or structures. Without a
continuous foundation to support the braced wall line,
seismic loads would be transferred through other
elements such as non-structural concrete slab floors,
wood floors, etc. The purpose of this amendment is to
limit the use of the exception to structures assigned to Seismic Design Category A, B, or C where lower
seismic demands are expected. Requiring interior
braced walls be supported by continuous foundations is
intended to reduce or eliminate the poor performance of
HOA.103781425.2 134
buildings or structures. This amendment is a
continuation of an amendment adopted during previous
code adoption cycles, and is necessary due to the
increased risk of significant earthquakes in the County.
Table
2308.6.1
Geological This amendment specifies minimum sheathing
thickness and nail size and spacing so as to provide a
uniform standard of construction for designers and
buildings to follow. This is intended to improve the
performance level of buildings and structures that are
subject to the higher seismic demands placed on
buildings or structure in this region. This proposed
amendment reflects the recommendations by the
SEAOSC and the Los Angeles City Joint Task Force,
which investigated the performance deficiencies
observed in the 1994 Northridge Earthquake. This
amendment is a continuation of an amendment
adopted during previous code adoption cycles, and is
necessary due to the increased risk of significant
earthquakes in the County.
2308.6.9 Geological Due to the high geologic activities in the Southern California area and the required higher level of
performance of buildings and structures, this
amendment limits the use of staple fasteners in
resisting or transferring seismic forces. In September
2007, limited cyclic testing data was provided to the
ICC, Los Angeles Chapter Structural Code Committee,
showing that stapled wood structural shear panels do
not exhibit the same behavior as nailed wood structural shear panels. The test results of stapled wood
structural shear panels demonstrated much lower
strength and drift than nailed wood structural shear
panel test results. Therefore, the use of staples as
fasteners to resist or transfer seismic forces shall not be permitted without being substantiated by cyclic testing.
This amendment is a continuation of a similar
amendment adopted during previous code adoption
cycles.
3115; Table
3115.8.5.3
Climatic,
Geologic
The greater Los Angeles/Long Beach region is situated
over a vast array of earthquake fault systems capable
of producing major earthquakes, including, but not
limited to, the recent 1994 Northridge Earthquake. The
region is further impacted by construction of buildings and structures utilizing traditional construction materials that impact the amount of energy, air quality,
HOA.103781425.2 135
greenhouse gas emission and construction waste in the
area. The proposed amendment addresses structural
design requirements specific to intermodal shipping
containers, reduce environmental impact of unused and
unrecycled intermodal shipping containers, and
increase sustainability by reducing consumption of
traditional construction materials. The proposed
modification needs to be incorporated into the code to
assure that new buildings and additions to existing
buildings utilizing intermodal shipping containers are
designed and constructed in accordance with the scope
and objectives of the California Building Code and
California Green Building Standards Code
Appendix C Climatic,
Geologic,
Voluntary
appendix
Los Angeles County is a diverse region with both
densely populated urban areas and rural areas with
various agricultural and animal husbandry
establishments. Many areas of the County have been
designated as Fire Hazard Severity Zones due to the
increased risk of fire caused by low humidity, strong
winds, and dry vegetation, particularly the rural areas, which are often used for agricultural purposes.
Furthermore, the greater Los Angeles/Long Beach
region is situated over a vast array of earthquake fault systems capable of producing major earthquakes,
including, but not limited to, the 1994 Northridge
Earthquake. Due to the need for agricultural buildings
to perform appropriately in the County due to its
geology and climate, adoption of building standards for such structures is required.
Appendix H Climatic,
Geologic,
Voluntary
appendix
Los Angeles County is a diverse region with both
densely populated urban areas and rural areas with
various signs used in the County. The Los Angeles
region is situated over a vast array of earthquake fault systems capable of producing major earthquakes,
including, but not limited to, the 1994 Northridge
Earthquake. In addition, weather events occur
seasonally with high winds such as the Santa Ana
Winds. Due to the need for signs to perform well in the County due to its climate and geology, adoption of
building standards for signs is required.
H103.1 Geologic,
Administrative,
Voluntary
appendix
Los Angeles County is a diverse region with both
densely populated urban areas and rural areas with
various signs used in the County. The greater
Los Angeles/Long Beach region is situated over a vast
HOA.103781425.2 136
array of earthquake fault systems capable of producing
major earthquakes, including, but not limited to, the
1994 Northridge Earthquake. This provision is
amended to cross-reference to applicable legal
provisions and also to ensure that signs are located in such a way as to avoid damage to adjacent structures
and people given the potential for earthquakes in the
County.
H103.2 Geologic,
Administrative,
Voluntary
appendix
Los Angeles County is a diverse region with both
densely populated urban areas and rural areas with
various signs used in the County. The greater
Los Angeles/Long Beach region is situated over a vast
array of earthquake fault systems capable of producing
major earthquakes, including, but not limited to, the
1994 Northridge Earthquake. This provision is
amended to cross-reference to applicable legal
provisions and also to ensure that sign projections and clearances are located in such a way as to avoid
damage to adjacent structures and people given the
potential for earthquakes in the County.
H104.1 Geologic,
Voluntary
appendix
The greater Los Angeles/Long Beach region is situated
over a vast array of earthquake fault systems capable
of producing major earthquakes, including, but not
limited to, the 1994 Northridge Earthquake. Due to the
risk of geologic activities in the Southern California
area, buildings and structures require a high level of
performance, which is directly proportional to the weight of a structure. By adding the weight of a sign to the
identification placard, it will improve the ability to
provide structural verification in the event of damage or future modifications.
H105.1 Administrative,
Voluntary
appendix
The amendment provides a cross reference to Chapter
24 for user convenience.
H106.1,
H106.2
Administrative,
Voluntary
appendix
This change corrects a call out from the model electrical code to the relevant local electrical code and clarifies that a separate electrical permit is required for user
convenience.
H110.1 Climatic,
Voluntary
appendix
Due to the potential for severe local weather conditions with torrential rain, it is necessary to clarify that no portions of the roof sign and supporting members may
interfere with proper roof drainage to prevent the
potential for roof collapse due to water accumulation.
HOA.103781425.2 137
H116 Climatic,
Voluntary
appendix
Due to the potential for severe local weather with high speed winds and hot, dry conditions, it is necessary
that the most recent test standards as specified in
Chapter 35 are adopted in lieu of the older test
standards specified in Section H116. This ensures that
the risk from fires is minimized.
J101.1 to
J101.9
Geological
Topographical
Climatic
Sections revised to include erosion and sediment
control measures to address the complex and diverse
set of soil types and geologic conditions that exist in the greater Los Angeles County/Long Beach region.
J101.10 Geological
Topographical
Climatic
Section revised to maintain safety and integrity of public or private property adjacent to grading sites due to the complex and diverse set of soil types, climates, and
geologic conditions that exist in the greater
Los Angeles County/Long Beach region.
J103.1 –
J103.2 and
Figure
J103.2
Geological
Topographical
Climatic
Sections revised to provide adequate control of grading operations typical to the greater Los Angeles
County/Long Beach region due to the complex and
diverse set of soil types, climates, and geologic
conditions that exist in the greater Los Angeles
County/Long Beach region.
J104.2.1 –
J104.4
Geological
Topographical
Climatic
Sections revised or added to provide adequate control
of grading operations typical to the greater Los Angeles County/Long Beach region due to the complex and
diverse set of soil types, climates, and geologic
conditions that exist in the greater Los Angeles
County/Long Beach region.
J105.1-
J105.14
Geological
Topographical
Climatic
Sections revised or added to provide adequate control
of grading operations typical to the greater Los Angeles County/Long Beach region due to the complex and
diverse set of soil types, climates, and geologic
conditions that exist in the greater Los Angeles
County/Long Beach region.
J106.1 Geological
Topographical
Climatic
Section revised to require more stringent cut slope
ratios to address the complex and diverse set of soil
types and geologic conditions that exist in the greater Los Angeles County/Long Beach region.
J107.1-
J107.7
Geological
Topographical
Climatic
Sections revised to provide more stringent fill
requirements for slope stability and settlement due to
the complex and diverse set of soil types, climates, and geologic conditions that exist in the greater
Los Angeles County/Long Beach region.
HOA.103781425.2 138
J107.8 –
J107.9
Geological
Topographical
Climatic
Sections revised to provide more stringent inspection
and testing requirements for fill slope stability due to the complex and diverse set of soil types, climates, and
geologic conditions that exist in the greater
Los Angeles County/Long Beach region.
J108.1 –
J108.4
Geological
Topographical
Climatic
Sections revised to provide more stringent slope
setback requirements to address the complex and
diverse set of soil types, climates, and geologic
conditions that exist in the greater Los Angeles
County/Long Beach region.
J109.1 –
J109.3
Geological
Topographical
Climatic
Sections revised to provide more stringent drainage
and terracing requirements to address the complex and
diverse set of soil types, climates, and geologic
conditions that exist in the greater Los Angeles
County/Long Beach region.
J109.5 Geological
Topographical
Climatic
Subsection added to provide for adequate outlet of
drainage flows due to the diverse set of soil types,
climates, and geologic conditions that exist in the
greater Los Angeles County/Long Beach region.
J110.1 -
J110.8.5
Geological
Topographical
Climatic
Sections revised or added to provide for State
requirements of storm water pollution prevention and
more stringent slope planting, and slope stability
requirements to control erosion due to the complex and
diverse set of soil types, climates, and geologic
conditions that exist in the greater Los Angeles
County/Long Beach region.
J111 Geological
Topographical
Climatic
Section revised to reference additional standards for
soils testing due to the complex and diverse set of soil types, climates, and geologic conditions that exist in the greater Los Angeles County/Long Beach region.
Appendix P
P101.1,
P102.1,
P103.1,
P103.4,
P107.1
Administrative,
Voluntary
appendix
Climatic
Geologic
Topographical
Adoption of this appendix is necessary because strict
compliance with State and local standards and laws
would prevent, hinder, or delay the mitigation of the
effects of a declared shelter crisis, local emergency or state of emergency. The modifications to this appendix
are administrative in nature, to provide clarification of various provisions of the language of this voluntary
Appendix.
HOA.103781425.2 139
P106.1 Climatic Los Angeles County is subject to extreme temperatures, and many of these membrane structures will be erected
and occupied during severe weather events. It is
necessary to include this amendment to ensure the
safety, health, and comfort of the occupants is
maintained during extreme heat and cold.
P110.1.1,
P110.1.2
Administrative These sections are a cross reference to the State Plumbing Code requirement for user convenience and is
not adding a new building standard nor enacting a more
restrictive requirement. To the extent findings are
requested, see prefatory language in this Section.
P110.3 Climatic,
Voluntary
appendix
The County may utilize mobile restroom facilities that
are physically separate from the living facilities. Due to the potential for severe local weather conditions, with extreme temperatures or torrential rain, the distance to the restroom facilities required for the comfort, safety, and health of displaced people should be reduced to
300 feet or as determined by the Building Official.
SECTION 92. This ordinance shall become operative on January 1, 2023. [TITLE26BUILDINGCODE2022CSCC]
HOA.103789829.1
ANALYSIS
This ordinance repeals those provisions of Title 27 – Electrical Code – of the Los Angeles County Code that incorporate by reference portions of the 2019 California Electrical Code, and replaces them with provisions that incorporate by reference portions of the 2022 California Electrical Code. Unless deleted or modified herein, the previously enacted provisions of Title 27 continue in effect.
State law requires that the County's Electrical Code impose the same requirements as are contained in the building standards published in the most recent edition of the California Electrical Code except for changes or modifications deemed reasonably necessary by the County because of local climatic, geological, or topographical conditions. Any changes and modifications to requirements contained in the building standards published in the 2022 California Electrical Code that are contained in this ordinance (and are not administrative in nature) are based upon express findings, contained in the ordinance, that such changes are reasonably necessary due to local climatic, geological, or topographical conditions.
This ordinance also makes certain modifications to the administrative provisions of Title 27.
DAWYN R. HARRISON
Acting County Counsel
By
CAROLE B. SUZUKI
Senior Deputy County Counsel
Public Works Division
CS:rm
Requested: 7/26/22
Revised: 8/30/22
HOA.103789829.1
ORDINANCE NO. ____________
An ordinance amending Title 27 – Electrical Code – of the Los Angeles County Code, by adopting and incorporating by reference portions of the 2022 California Electrical Code with certain changes and modifications, and making other revisions thereto.
The Board of Supervisors of the County of Los Angeles ordains as follows:
SECTION 1. Sections 89.102 through 89.114 of Article 89, Article 90, Chapters 1 through 9, and Annexes A, B, C, D, E, F, G, H, I, and J, of Title 27 of the Los Angeles County Code, which incorporate by reference and modify portions of the 2019 California Electrical Code, are hereby repealed.
SECTION 2. Section 80-1.5 is hereby amended to read as follows:
Sec. 80-1.5. California Electrical Code (CEC) Adoption by Reference.
Except as hereinafter changed or modified, Sections 89.102 through 89.114 of Article 89, Article 90, Chapters 1 through 9, and Annexes A, B, C, D, E, F, G, H, I, and J, of that certain Electrical Code known and designated as the 20192022 California Electrical Code as published by the California Building Standards Commission are adopted and incorporated by reference into this Title 27 of the Los Angeles County Code as if fully set forth below, as Sections 89.102 through 89.114 of Article 89, Article 90, Chapters 1 through 9, and Annexes A, B, C, D, E, F, G, H, I, and J, of Title 27 of the Los Angeles County Code.
HOA.103789829.1 2
A copy of the 20192022 California Electrical Code, hereinafter referred to as the CEC, shall be at all times maintained by the Chief Electrical Inspector for use and examination by the public.
SECTION 3. Section 220.41 is hereby added to read as follows:
Sec. 220.41. Energy Storage Readiness.
For all new one- and two-family dwelling units, the service panels and/or sub panels shall have the capacity of an additional load not less than 5 kVA for every 2,000 square feet of living space, or any fraction thereof, designated to accommodate future energy storage system(s). This load shall be considered continuous, and demand factors shall not apply. Additionally, the service panels and/or sub panels shall have space(s) reserved/dedicated to permit installation of the branch circuit overcurrent protective device(s) for the energy storage system.
SECTION 4. The provisions of this ordinance contain various changes, modifications, and additions to the 2022 California Electrical Code. Some of these changes are administrative in nature in that they do not constitute changes or modifications to requirements contained in the building standards published in the California Electrical Code.
Pursuant to California Health and Safety Code sections 17958.5, 17958.7, and 18941.5, the Board of Supervisors hereby expressly finds that all of the changes and modifications to requirements contained in the building standards published in the California Building Standards Code that are contained in this ordinance (and are not administrative in nature) are reasonably necessary because of local climatic, geological,
HOA.103789829.1 3
or topographical conditions in the County of Los Angeles, as more particularly described in the table set forth below.
TABLE
ELECTRICAL CODE AMENDMENTS
CODE SECTION CONDITION EXPLANATION
220.41 Climatic The County of Los Angeles is a
densely populated area with
varying and occasionally
immoderate temperatures and
weather conditions. This creates
the need for highly efficient
buildings to reduce demand on
the electrical grid and, in turn,
reduce the use of fossil fuels and
improve air quality. The proposed
amendment will provide a costeffective means for homeowners to increase energy savings and
reduce the demand on the
electrical grid by requiring the
installation of an energy storage
system for current or future use,
with minimal need for additional
construction and modification of
the existing electrical system.
SECTION 5. This ordinance shall become operative on January 1, 2023. [TITLE27ELECTRICALCODE2022CSCC]
HOA.103795022.3
ANALYSIS
This ordinance repeals those provisions of Title 28 – Plumbing Code – of the Los Angeles County Code, that had incorporated by reference portions of the 2019 Edition of the California Plumbing Code and replaces them with provisions incorporating by reference portions of the 2022 California Plumbing Code, published by the California Building Standards Commission, with certain changes and modifications. Unless deleted or modified herein, the previously enacted provisions of Title 28 continue in effect.
State law requires that the County's Plumbing Code impose the same requirements as are contained in the building standards published in the most recent edition of the California Plumbing Code except for changes or modifications deemed reasonably necessary by the County because of local climatic, geologic, or topographic conditions.
The changes and modifications to requirements contained in the building standards published in the 2022 California Plumbing Code that are contained in this ordinance are based upon express findings contained in the ordinance that such changes are reasonably necessary due to local climatic, geologic, or topographic conditions.
This ordinance also makes certain modifications to the administrative provisions of Title 28.
DAWYN R. HARRISON
Acting County Counsel
By
CAROLE B. SUZUKI
Senior Deputy County Counsel
Public Works Division
CBS:rm
Requested: 08/02/22
Revised: 10/11/22
HOA.103795022.3
ORDINANCE NO.
An ordinance amending Title 28 – Plumbing Code – of the Los Angeles County Code, to adopt and incorporate by reference portions of the 2022 California Plumbing Code, with certain changes and modifications, and to make other revisions thereto.
The Board of Supervisors of the County of Los Angeles ordains as follows:
SECTION 1. Sections 119.1.2.0 through 119.1.14.0 of Chapter 1, Chapters 2 through 17, Appendices A, B, D, H, I, and J, of the Los Angeles County Code, which incorporate by reference and modify portions of the 2019 California Plumbing Code, and Appendix S, are hereby repealed.
SECTION 2. Chapter 1 is hereby amended to read as follows:
CHAPTER 1
ADMINISTRATION
100 ADOPTION AND INCORPORATION BY REFERENCE.
Except as hereinafter changed or modified, Sections 1.2.0 through 1.14.0 of Chapter 1, Division I, of that certain Plumbing Code known and designated as the 20192022 California Plumbing Code, as published by the California Building Standards Commission, are adopted and incorporated by reference into this Title 28 of the Los Angeles County Code as if fully set forth below, and shall be known as Sections 119.1.2.0 through 119.1.14.0, respectively, of Chapter 1 of Title 28 of the Los Angeles County Code.
HOA.103795022.3 2
Except as hereinafter changed or modified, Chapters 2 through 17 and Appendices A, B, D, H, I, and J, of that certain Plumbing Code known and designated as the 20192022 California Plumbing Code as published by the California Building Standards Commission, are adopted and incorporated by reference into this Title 28 of the Los Angeles County Code as if fully set forth below, and shall be known as Chapters 2 through 17, and Appendices A, B, D, H, I, and J, of Title 28 of the Los Angeles County Code.
A copy of the 20192022 California Plumbing Code shall be at all times maintained by the Chief Plumbing Inspector for use and examination by the public. . . .
103.19 Annual Review of Fees. The fees contained in this Code shall be reviewed annually by the DepartmentDirector of Public Works. Beginning on July 1, 1992, and thereafter on each succeeding July 1, the amount of each fee in this Code shall be adjusted as follows: Calculate the percentage movement between March of the previous year and March of the current year in the Consumer Price Index (CPI) for all urban consumers in the Los Angeles-Long Beach-Anaheim, CA areas, as published by the United States Government Bureau of Labor Statistics; thenand adjust each fee by said percentage amount and round off to the nearest ten (10) cents, provided, however, that no adjustment shall decrease any fee and no fee shall exceed the reasonable cost of providing services. When it is determined that the amount
HOA.103795022.3 3
reasonably necessary to recover the cost of providing services is in excess of this adjustment, the Chief Plumbing Inspector may present fee proposals to the Board of Supervisors for approval.
SECTION 3. Section 204.0 is hereby amended to read as follows:
204.0 – B –
. . .
Building Code. The most recent edition of Title 26 of the Los Angeles County Code.
. . .
SECTION 4. Section 206.0 is hereby amended to read as follows:
206.0 – D –
. . .
Demand Hot Water Recirculation System. A hot water recirculation system requiring manual activation and equipped with a thermostat that will automatically shut off the recirculation pump when the water temperature reaches a preset level at the point of use.
. . .
SECTION 5. Section 207.0 is hereby amended to read as follows:
207.0 – E –
. . .
Electrical Code. The most recent edition of Title 27 of the Los Angeles County Code.
HOA.103795022.3 4
. . .
SECTION 6. Section 210.0 is hereby amended to read as follows:
210.0 – H –
. . .
Hot Water Recirculation System. A hot water distribution system that reduces the time needed to deliver hot water to fixtures that are distant from the water heater, boiler, or other water heating equipment. The recirculation system is comprised of hot water supply and return piping with shutoff valves, balancing valves, and circulating pumps, and a method of controlling the circulating system. . . .
SECTION 7. Section 215.0 is hereby amended to read as follows:
215.0 – M –
. . .
Mechanical Code. The most recent edition of Title 29 of the Los Angeles County Code.
. . .
SECTION 8. Section 301.2.2 is hereby amended to read as follows:
301.2.2 Standards. Standards listed or referred to in this cChapter or other chapters cover materials that will conform to the requirements of this cCode, where used in accordance with the limitations imposed in this or other chapters thereof and their listing. Where a standard covers materials of various grades, weights, quality, or configurations, the portion of the listed standard that is applicable shall be used.
HOA.103795022.3 5
Design and materials for special conditions or materials not provided for herein shall be permitted to be used only by special permission of the Authority Having Jurisdiction after the Authority Having Jurisdiction has been satisfied as to their adequacy. A list of plumbing standards that appear in specific sections of this cCode is referenced in Table 1701.1. Standards referenced in Table 1701.1 shall be applied as indicated in the applicable referenced section. A list of additional approved standards, publications, practices, and guides that are not referenced in specific sections of this cCode appear in Table 1701.2. Solar thermal energy systems and material standards are referenced in Tables S 18.1 and S 18.2 of Appendix S. AnIAPMO Installation Standards isare referenced in Appendix I for the convenience of the users of this cCode. It is not considered as a part of this cCode unless formally adopted as such by the Authority Having Jurisdiction.
SECTION 9. Section 301.3 is hereby amended to read as follows:
301.3 Alternate Materials and Methods of Construction
Equivalency and Modifications.
301.3.1 Alternate Materials and Methods of Construction.
Nothing in this cCode is intended to prevent the use of systems, methods, or devices of equivalent or superior quality, strength, fire resistance, effectiveness, durability, and safety over those prescribed by this cCode. Technical documentation shall be submitted to the Authority Having Jurisdiction to demonstrate equivalency prior to installation. The Authority Having Jurisdiction shall have the authority to approve or disapprove the system, method, or device for the intended purpose on a case-by-case basis. [HCD 1] (See Section 1.8.7).
HOA.103795022.3 6
. . .
301.3.1.1 Testing.
. . .
301.3.1.1.1 Tests.
. . .
301.3.1.2.1.2 Request by Authority Having Jurisdiction. . . .
301.3.2 Modifications. Whenever there are practical difficulties involved in carrying out the provisions of this Code, the Authority Having Jurisdiction shall have the authority to grant modifications on a case-by-case basis, upon application of the owner or the owner's authorized agent, provided the Authority Having Jurisdiction shall first find that a special individual reason makes the strict letter of this Code impractical, that the modification is in conformity with the spirit and purpose of this Code, and that such modification does not lessen any health, fire-protection, or other life-safety-related requirements. The details of any action granting modifications shall be recorded and entered in the files of the Authority Having Jurisdiction. Application for approval of a modification shall be in accordance with Section 103.12.2.
SECTION 10. Section 304.1 is hereby amended to read as follows:
304.1 General. Plumbing fixtures, drains, appurtenances, and appliances, used to receive or discharge liquid wastes or sewage, shall be connected properly to the drainage system of the building or premises, in accordance with the requirements of this cCode.
HOA.103795022.3 7
Exception: [HCD 1] Limited-density owner-built rural dwellings. Where conventional plumbing, in all or in part, is installed within the structure, it shall be installed in accordance with the provisions of this cCode. Alternative materials and methods shall be permitted provided that the design complies with the intent of the cCode, and that such alternatives shall perform to protect health and safety for the intended purpose.
Dual waste piping shall be installed to permit the discharge from clothes washers, bathtubs, showers, and bathroom/restroom wash basins to be used for a graywater irrigation system. Partial connection of plumbing fixtures to the graywater system, based on accepted engineering practices and required volume of water for irrigation, shall be accepted. Graywater systems shall be designed and installed in accordance with Chapter 15 and other parts of this Code.
Exceptions:
(1) Buildings with a graywater system, rain catchment system, or recycled water system.
(2) Sites with landscape areas not exceeding 500 square feet. (3) Projects where graywater systems are not permitted due to geological conditions.
(4) Additions and alterations that use the existing building drain.
SECTION 11. Section 601.2.3 is hereby added to read as follows:
601.2.3 Hot Water Recirculation Systems. A hot water
recirculation system shall be installed, as defined in Chapter 2, and shall not allow more
HOA.103795022.3 8
than 0.6 gallons of water to be delivered to any fixture before hot water arrives. Hot water recirculation systems may include, but are not limited to, the following:
(1) Timer-initiated systems.
(2) Temperature sensor-initiated systems.
(3) Occupancy sensor-initiated systems.
(4) Smart hot water recirculation systems.
(5) Demand hot water recirculation systems.
(6) Other systems acceptable to the Authority Having Jurisdiction.
Exception: Minor additions and alterations as determined by the Authority Having Jurisdiction that use the existing water distribution pipe system and which does not contain a hot water recirculation system.
SECTION 12. Section 609.7 is hereby amended to read as follows:
609.7 Abutting Lot. Nothing contained in this cCode shall be construed to prohibit the use of all or part of an abutting or adjacent lot or lots to:
. . .
SECTION 13. Section 721.3 is hereby added to read as follows:
721.3 Public Sewer. If the public sewer does not extend to a point from which each building on a lot or parcel of land large enough to permit future subdivision can be independently served, the property owner shall construct a public sewer as required by Title 20 – Utilities – of the Los Angeles County Code, Division 2 (Sanitary Sewer and Industrial Waste), to provide adequate sewerage for each such possible parcel.
HOA.103795022.3 9
Exception: When the Authority Having Jurisdiction finds that the character of a lot is such that no further subdivision can be reasonably anticipated, or the use is such as to preclude subdivision, or where the owner has executed a covenant stating that the lot or parcel of land, together with all improvements thereon, will be maintained as a unit and that before any subdivision is made or any portion of said lot is transferred to another owner, separate sewerage facilities as hereinbefore required in this Section will be installed, the drainage system of all buildings may be connected to a common building sewer or private sewage disposal system. The covenant shall be recorded by the owner in the office of the Registrar-Recorder as part of the conditions of ownership of said property. Such agreement shall be binding on all heirs, successors, and assigns to said property.
This exception shall apply only while the whole of such lot remains in one undivided ownership. Upon the transfer of any portion of such lot other than the whole thereof to another owner, whether such transfer is made before or after the operative date of the ordinance adding this provision, the exception shall cease and a person shall not use or maintain any building or structure except in compliance with the provisions of this Code. As used in this Section, a sale, foreclosure, or contract to sell by the terms of which the purchaser is given the right of possession shall be deemed a transfer.
SECTION 14. Section 728.0 is hereby added to read as follows:
728.0 Building Sewer Connection Requirements.
HOA.103795022.3 10
728.1 Size. That portion of the building sewer extending from the public sewer to the property line shall be not less than 4 inches (100 mm) in internal diameter.
728.2 Depth. When laid within the limits of any public
thoroughfare when the public sewer is sufficiently deep, no building sewer shall be less than 6 feet (1.8 m) below grade. Whenever practicable, the alignment and grade of each building sewer shall be straight from the public sewer to the property line. 728.3 Taps and Saddles. Whenever it becomes necessary to connect a building sewer to a public sewer at a point where no branch fitting has been installed in the public sewer, such connection shall be made as required by Title 20 – Utilities – of the Los Angeles County Code, Division 2 (Sanitary Sewer and Industrial Waste).
728.4 Connection to Trunks. Whenever required, an approvedtype unvented running trap shall be installed in each building sewer, which is connected directly to a trunk sewer by any means whatsoever. Each such running trap shall be installed in the building sewer between the house drain or drains and the connection to the trunk sewer. A T-type cleanout shall be installed in the building sewer immediately below the running trap. This cleanout need not be extended to grade. Every running trap and cleanout shall be located on the lot served by the building sewer. 728.5 Street Widening. Where a future street or road-widening area has been established by the master plan of highways or in any other manner, all
HOA.103795022.3 11
work installed in such area shall conform to the requirements established in this or other related ordinances for work on public property.
728.6 Main Line Required. Building sewer construction shall conform to the requirements of main line sewers as set forth in Title 20 – Utilities – of the Los Angeles County Code, Division 2 (Sanitary Sewer and Industrial Waste), when either of the following conditions exists:
1. Where the Authority Having Jurisdiction requires such construction because of the character or quantity of the sewage or industrial waste to be discharged.
2. Where the sewer is designed to be, or proposed to be, dedicated to the County of Los Angeles at the present or any future time.
SECTION 15. Table H 101.8 of Appendix H is hereby amended to read as follows:
TABLE H 101.8
LOCATION OF SEWAGE DISPOSAL SYSTEM
MINIMUM HORIZONTAL
DISTANCE BUILDING SEWER SEPTIC
TANK DISPOSAL FIELD SEEPAGE PIT
OR
CESSPOOL
Building or structures1 2 feet 5 feet 8 feet 8 feet
Property line adjoining private
property
Clear2 5 feet 5 feet 8 feet
Water supply wells9 50 feet3 50 feet 100 feet 150 feet
Streams and other bodies of water9 50 feet 50 feet 100 feet7 150 feet7 Trees10 10 feet 10 feet
Seepage pits or cesspools8 5 feet 5 feet 12 feet
Disposal field8 5 feet 4 feet4 5 feet
On-site domestic water service line 1 foots 5 feet 5 feet 5 feet Distribution box 5 feet 5 feet
Pressure public water main 10 feet6 10 feet 10 feet 10 feet
HOA.103795022.3 12
For SI units: 1 foot = 304.8 mm
Notes:
1 Including porches and steps, whether covered or uncovered, breezeways, roofed porte cocheres, roofed patios, carports, covered walks, covered driveways, and similar structures or appurtenances. 2 See Section 312.3.
3 Drainage piping shall clear domestic water supply wells by not less than 50 feet (15 240 mm). This distance shall be permitted to be reduced to not less than 25 feet (7620 mm) where the drainage piping is constructed of materials approved for use within a building.
4 Plus 2 feet (610 mm) for each additional 1 foot (305 mm) of depth in excess of 1 foot (305 mm) below the bottom of the drain line. (See Section H 601.0)
5 See Section 720.0.
6 For parallel construction -- For crossings, approval by the Health Department shall be required. 7 These minimum clear horizontal distances shall also apply between disposal fields, seepage pits, and the mean high-tide line.
8 Where disposal fields, seepage pits, or both are installed in sloping ground, the minimum horizontal distance between any part of the leaching system and ground surface shall be 15 feet (4572 mm). 9 Where special hazards are involved, the distance required shall be increased as may be directed by the Authority Having Jurisdiction.
10 The septic tank and seepage pit shall not be within the protected zone of an oak tree as defined by Section
22.14.150 of Title 22 – Planning and Zoning – of the Los Angeles County Code.
SECTION 16. Table H 201.1(1) of Appendix H is hereby amended to read as follows:
TABLE H 201.1(1)
CAPACITY OF SEPTIC TANKS1, 2, 3, 4, 5
SINGLE-FAMILY
DWELLINGS - NUMBER OF
BEDROOMS
MULTIPLE DWELLING UNITS
OR APARTMENTS - ONE
BEDROOM EACH
OTHER USES: MAXIMUM
FIXTURE UNITS SERVED
PER TABLE 702.1
MINIMUM SEPTIC TANK
CAPACITY
(gallons)
1 or 2 — 15 750
3 — 20 1000
4 2 units 25 1200
5 or 6 3 33 1500
— 4 45 2000
— 5 55 2250
— 6 60 2500
— 7 70 2750
— 8 80 3000
— 9 90 3250
— 10 100 3500
For SI units: 1 gallon = 3.785 L
Notes:
1 Extra bedroom, 150 gallons (568 L) each.
2 Extra dwelling units over 10:250 gallons (946 L) each. 3 Extra fixture units over 100: 25 gallons (94.6 L) per fixture unit. 4 Septic tank sizes in this table include sludge storage capacity and the connection of domestic food waste disposers without further volume increase.
5 Applies to mobile homes not installed in a mobile home park.
HOA.103795022.3 13
SECTION 17. Table H 201.1(2) of Appendix H is hereby amended to read as follows:
TABLE H 201.1(2)
DESIGN CRITERIA OF FIVESIX TYPICAL SOILS
TYPE OF SOIL REQUIRED SQUARE FEET OF
LEACHING
AREA PER 100 GALLONS
MAXIMUM ABSORPTION
CAPACITY IN
GALLONS PER SQUARE FEET
OF
LEACHING AREA FOR A 24
HOUR PERIOD
Coarse sand or gravel 20 5.0
Fine sand 25 4.0
Sandy loam or sandy clay 40 2.5
Sandy clay 60 1.66
Clay with considerable sand or gravel 90 1.1
Clay with small amount of sand or gravel 120 0.8
For SI units: 1 square foot = 0.0929 m2, 1 gallon = 3.785 L, 1 gallon per square foot = 40.7 L/m2 SECTION 18. Table H 201.1(3) of Appendix H is hereby amended to read as follows:
TABLE H 201.1(3)
LEACHING AREA SIZE BASED ON SEPTIC TANK CAPACITY
REQUIRED SQUARE FEET OF LEACHING
AREA
PER 100 GALLONS SEPTIC TANK CAPACITY
(square feet per 100 gallons)
MAXIMUM SEPTIC TANK SIZE ALLOWABLE
(gallons)
20-25 7500
40 5000
60 3500
90 35003000
120 30002500
For SI units: 1 square foot per 100 gallons = 0.000245 m2/L, 1 gallon = 3.785 L SECTION 19. Table H 201.1(4) of Appendix H is hereby amended to read as follows:
HOA.103795022.3 14
TABLE H 201.1(4)
ESTIMATED WASTE SEWAGE FLOW RATES1, 2, 3
TYPE OF OCCUPANCY GALLONS PER DAY
Airports (per employee) 15
Airports (per passenger) 5
Auto washers – check with equipment manufacturer -
Bowling alleys – with snack bar only (per lane) 75
Campground – with central comfort station (per person) 35 Campground – with flush toilets - no showers (per person) 25 Camps (day) – no meals served (per person) 15
Camps (summer and seasonal camps) – (per person) 50
Churches – sanctuary (per seat) 5
Churches – with kitchen waste (per seat) 7
Dance halls – (per person) 5
Factories – no showers (per employee) 25
Factories – with showers (per employee) 35
Factories – with cafeteria (per employee) 5
Hospitals – (per bed) 250
Hospitals – kitchen waste only (per bed) 25
Hospitals – laundry waste only (per bed) 40
Hotels – no kitchen waste (per bed) 60
Institutions – resident (per person) 75
Nursing home – (per person) 125
Rest home – (per person) 125
HOA.103795022.3 15
Laundries – self-service with minimum 10 hours per day
(per wash cyclemachine) 30050
Laundries – commercial check with manufacturer’s
specification -
Motel (per bed space) 50
Motel – with kitchen (per bed space) 60
Offices – (per employee) 20
Parks – mobile homes (per space) 250
Parks (picnic) – with toilets only (per parking space) 20 Parks (recreational vehicles) – without water hook-up
(per space) 75
Parks (recreational vehicles) – with water and sewer
hook-up (per space) 100
Restaurants – cafeteria (per employeeseat) 5020
Restaurants – with toilet waste (per customer) 7
Restaurants – with kitchen waste (per meal) 6
Restaurants – with kitchen waste disposable service
(per meal) 2
Restaurants – with garbage disposal (per meal) 1
Restaurants – with cocktail lounge (per customer) 2
Schools staff and office (per person) 20
Schools – elementary (per student) 15
Schools – intermediate and high (per student) 20
Schools – with gym and showers (per student) 5
Schools – with cafeteria (per student) 3
Schools (boarding) – total waste (per person) 100
Service station – with toilets for 1st bay 1000
Service station – with toilets for each additional bay 500 Stores – (per employee) 20
HOA.103795022.3 16
Stores – with public restrooms (per 10 square feet of
floor space) 1
Swimming pools – (per person) 10
Theaters – auditoriums (per seat) 5
Theaters – with drive-in (per space) 10
For SI units: 1 square foot = 0.0929 m2, 1 gallon per day 3.785 L/day
Notes:
1 Sewage disposal systems sized using the estimated waste/sewage flow rates shall be calculated as follows:
(a) Waste/sewage flow, up to 1500 gallons per day (5678 L/day) Flow x 1.5 = septic tank size
(b) Waste/sewage flow, over 1500 gallons per day (5678 L/day) Flow x 0.75 + 1125 = septic tank size
(c) Secondary system shall be sized for total flow per 24 hours. 21 See Section H 201.1.
32 Because of the many variables encountered, it is not possible to set absolute values for waste/sewage flow rates for all situations. The designer should evaluate each situation and, where figures in this table need modification, they should be made with the concurrence of the Authority Having Jurisdiction.
SECTION 20. Section H 301.1 is hereby amended to read as follows:
H 301.1 General.
. . .
(3) No excavation for a leach line or leach bed shall be located within 5 feet (1524 mm) of thegroundwater table nor to a depth where sewage is capable of contaminatingmay contaminate the underground water stratum that is useable for domestic purposes.
Exception: In areas where the records or data indicate that the groundwaters are grossly degraded, the 5 foot (1524 mm) separation requirement shall be permitted to be reduced by the Authority Having JurisdictionWhen approved by the Authority Having Jurisdiction, this distance may be reduced to 5 feet (1524 mm) from ocean water. The applicant shall supply evidence of groundwater depth to the satisfaction of the Authority Having Jurisdiction.
HOA.103795022.3 17
(4) The minimum effective absorption area in any seepage pit shall be calculated as the excavated sidewall area below the inlet exclusive of any hardpan, rock, clay, or other impervious formations. The minimum required area of porous formation shall be provided in one or more seepage pits. No excavation shall extend within 10 feet (3048 mm) of thegroundwater table nor to a depth where sewage is capable of contaminatingmay contaminate the underground water stratum that is useable for domestic purposes.
Exception: In areas where the records or data indicate that the groundwaters are grossly degraded, the 10 foot (3048 mm) separation requirement shall be permitted to be reduced by the Authority Having JurisdictionWhen approved by the Authority Having Jurisdiction, this distance may be reduced to 5 feet (1524 mm) from ocean water.
. . .
SECTION 21. Section H 401.3 is hereby amended to read as follows:
H 401.3 Absorption Rates. Where a percolation test is required, the proposed system shall have the capability to absorb a quantity of clear water in a 24- hour period equal to at least five times the liquid capacity of the proposed septic tank. nNo private disposal system shall be permitted to serve a building if that test shows the absorption capacity of the soil is less than 0.83 gallons per square foot (gal/ft2) (33.8 L/m2) or more than 5.12 gal/ft2 (208.6 L/m2) of leaching area per 24 hours. Where the percolation test shows an absorption rate greater than 5.12 gal/ft2 (208.6 L/m2) per 24 hours, a private disposal system shall be permitted where the site does not
HOA.103795022.3 18
overlie groundwaters protected for drinking water supplies, a minimum thickness of 2 feet (610 mm) of the native soil below the entire proposed system is replaced by loamy sand, and the system design is based on percolation tests made in the loamy sand.
SECTION 22. Section H 601.5 is hereby amended to read as follows:
H 601.5 Distribution Boxes. Where two or more drain lines are installed, an approved distribution box of sufficient size to receive lateral lines shall be installed at the head of each disposal field. The inverts of outlets shall be level, and the invert of the inlet shall be not less than 1 inch (25.4 mm) above the outlets. Distribution boxes shall be designed to ensure equal flow and shall be installed on a level concrete slab in natural or compacted soil. Distribution boxes shall be coated on the inside with a bituminous coating or other approved method acceptable to the Authority Having Jurisdiction.
SECTION 23. Section H 601.8 is hereby amended to read as follows:
H 601.8 Dosing Tanks. Where the quantity of sewage exceeds the amount that is permitted to be disposed in 500 lineal feet (152.4 m) of leach line, a dosing tank shall be used. Dosing tanks shall be equipped with an automatic siphon or pump that discharges the tank once every 3 or 4 hours. The tank shall have a capacity equal to 60 to 75 percent of the interior capacity of the pipe to be dosed at one time.
Where the total length of pipe exceeds 1000 lineal feet (305 m), the dosing tank shall be provided with two siphons or pumps dosing alternately and each serving one-half of the leach fieldAutomatic syphon or dosing tanks shall be installed when required or as permitted by the Authority Having Jurisdiction.
HOA.103795022.3 19
SECTION 24. Section H 701.2 is hereby amended to read as follows:
H 701.2 Multiple Installations. Multiple seepage pit installations shall be served through an approved distribution box or be connected in series using watertight connection laid on undisturbed or compacted soil. The outlet from the pit shall have. When connected in series, the effluent shall leave each pit through an approved vented leg fitting extending not less than 12 inches (305 mm) below the inlet fittingdownward into such existing pit and having its outlet flow line at least 6 inches below the inlet. All pipe between pits shall be laid with approved watertight joints.
SECTION 25. Section H 1001.1 is hereby amended to read as follows:
H 1001.1 Inspection. Inspection requirements shall comply with the following:
(1) Applicable provisions of Section 105.0104.0 of this cCode and this aAppendix shall be required. Plans shall be required in accordance with Section 103.3102.1 of this cCode.
. . .
(5) Disposal fields and seepage pits shall not be installed in uncompacted fill.
SECTION 26. Section H 1101.6 is hereby added to read as follows:
H 1101.6 Excavation. No excavation for an abandoned sewer or sewage facility shall be left unattended at any time, unless the permittee shall have first provided a suitable and adequate barricade to assure public safety.
HOA.103795022.3 20
SECTION 27. Appendix S is hereby added to read as follows:
APPENDIX S
SOLAR THERMAL ENERGY SYSTEMS
S 1.0 General.
In addition to the requirements of this Appendix, the provisions of this Code and Title 29 – Mechanical Code – of the Los Angeles County Code shall apply to the erection, installation, alteration, relocation, replacement, addition to, use, maintenance and repair of solar thermal energy systems, including, but not limited to, equipment and appliances intended to utilize solar thermal energy for water heating and swimming pool heating.
S 2.0 Definitions.
For the purpose of this Appendix, certain terms, words, phrases, and their derivatives shall be construed as set forth in this Section. Whenever terms are not defined, their ordinary dictionary meaning shall apply.
Absorber. That part of the solar collector that receives the incident radiation energy.
Absorptance. The collecting of heat, measured as percent of total radiation available.
Ambient Temperature. Surrounding temperature.
Aperture. The maximum projected area of a solar collector through which the unconcentrated solar radiant energy is admitted.
HOA.103795022.3 21
Area, Absorber. The total projected heat transfer area from which the absorbed solar irradiation heats the transfer media.
Auxiliary Heating System. Equipment using non-solar energy sources to supplement or back up the output provided by a solar thermal energy system.
Closed Loop System. A system where the fluid is enclosed in a piping system that is not vented to the atmosphere.
Collector. See Solar Collector.
Collector Cover (Glazing). The material covering the aperture to provide thermal and environmental protection.
Collector System. That section of the solar collector system that includes the collector and piping or ducts from the collector to the storage system.
Combustible Liquid. A liquid having a flash point at or above 100°F (38°C).
Combustible liquids shall be divided into the following classifications:
(1) Class II liquids having a flash point above 100°F (38°C) and below 140°F (60°C).
(2) Class IIIA liquids having a flash point at or above 140°F (60°C) and below 200°F (93°C).
(3) Class IIIB liquids having a flash point at or above 200°F (93°C).
The classifications of combustible liquids do not include compressed gases or cryogenic fluids.
HOA.103795022.3 22
Concentrating Solar Collector. A solar collector that uses reflectors, lenses, or other optical elements to concentrate the radiant energy passing through the aperture onto an absorber of which the surface area is smaller than the aperture area.
Design Pressure. The maximum allowable pressure for which a specific part of a system is designed.
Design Temperature. The maximum allowable continuous or intermittent temperature for which a specific part of a solar energy system is designed to operate safely and reliably.
Distribution System. That section of the solar energy system from the storage system to the point of use.
Drainback System. A closed loop system which allows gravity draining of the heat transfer fluid into lower portions of the solar loop under prescribed circumstances.
Draindown (Drainback). An active solar energy system in which the fluid in the solar collector is drained from the solar energy system under prescribed circumstances.
Energy Collector Fluid. That fluid used to transfer energy from the collector to the storage system or point of use.
Energy Storage Fluid (or Media). That fluid (or media) used in the storage container for storing collected energy.
Energy Transfer Fluid. That fluid used within a closed system either from the collector to the storage system or from the storage system to the point of use.
Essentially Nontoxic Transfer Fluid. Fluid generally recognized as safe by the Food and Drug Administration (FDA) as food grade.
HOA.103795022.3 23
External Auxiliary Heating. Auxiliary heating device located outside the storage. The heat is transferred to the storage by direct or indirect charging via a charge loop.
Fail-Safe Freeze Protection. A freeze-protection method that does not rely on the activation or continued operation of any mechanical or electrical component.
Flammable Liquid. Any liquid that has a flash point below 100°F (38°C), and has a vapor pressure not exceeding 40 psi (276 kPa) at 100°F (38°C). Flammable liquids shall be known as Class I liquids and shall be divided into the following classifications:
(1) Class IA liquids having a flash point below 73°F (23°C) and a boiling point below 100°F (38°C).
(2) Class IB liquids having a flash point below 73°F (23°C) and a boiling point at or above 100°F (38°C).
(3) Class IC liquids having a flash point at or above 73°F (23°C) and below 100°F (38°C).
Flash Point. The minimum temperature corrected to a pressure of 14.7 psi (101 kPa) at which a test flame causes the vapors of a portion of the sample to ignite under the conditions specified by the test procedures and apparatus. The flash point of a liquid shall be determined in accordance with ASTM D 56, ASTM D 93, or ASTM D 3278.
HOA.103795022.3 24
Freeze Protection. Any method for protecting solar thermal systems from damage due to freezing conditions where installed in locations where freezing ambient temperature conditions exist.
Heat Exchanger. A device that transfers heat from one medium to another.
Heat Transfer Medium. The medium used to transfer energy from the solar collectors to the thermal storage or load.
Immersed Heat Exchanger. Heat exchanger, which is completely surrounded with the fluid in the storage tank.
Instantaneous Efficiency. The amount of energy removed by the transfer fluid per gross collector area, during a specified time period, divided by the total solar radiation incident on the collector per unit area during the same test period, under steady state or quasi-steady state.
Integral Collector Storage. A solar thermal heating system that uses a solar collector that has all or most of its heat transfer medium inside the collector.
Langelier Saturation Index. A formula used to measure water balance or mineral saturation control of pool, spa, or hot tub water. Total alkalinity, calcium hardness, pH, water temperature, and total dissolved solids are measured, given a factor, and calculated to determine whether water has a tendency to be corrosive or scale forming.
Open Loop System. A system where the fluid is enclosed in a piping system that is vented to the atmosphere.
HOA.103795022.3 25
Out-Gassing. As applied to thermal energy, the thermal process by which materials expel gas.
Passive Solar Systems. As used in these requirements, are solar energy systems that utilize elements of a building, without augmentation by mechanical components such as blowers or pumps, to provide for the collections, storage, or distribution of solar energy for heating, cooling, or both.
Rock Storage. A bin, basement, or other container filled with rock to act as an energy reservoir for a solar energy system.
Solar Collector. A device used to absorb energy from the sun.
Solar Energy System. A configuration of equipment and components to collect, convey, store, and convert the sun's energy for a purpose.
Solar Energy System Components. Any appliance, assembly, device, equipment, or piping used in the conversion of solar energy into thermal energy for service water heating, pool water heating, space heating and cooling, and electrical service.
Solar Thermal Energy System. See Solar Thermal System.
Solar Thermal System. A complete assembly of subsystems which convert solar energy into thermal energy and utilize this energy for service water heating, pool water heating, space heating and cooling purposes.
Storage Temperature. Temperature of the storage medium.
HOA.103795022.3 26
Thermal Energy. The amount of sensible heat energy stored within a material or fluid. The product of the mass, specific thermal capacity, and temperature increase/decrease of the material or fluid. Also known as sensible heat energy.
Thermal Storage. A tank or vessel used in a solar thermal, hydronic, or geothermal system, in which thermal energy is stored.
Thermosiphon. The natural circulation of fluids due to temperature differential.
Total Alkalinity. The sum of all alkaline minerals in the water that is primarily in bicarbonate form, but also as sodium, calcium, magnesium, potassium carbonates, and hydroxides. It is a measure of the water's ability to resist changes in pH.
S 3.0 Permits Required.
It shall be unlawful for a person, firm, or corporation to construct, install, alter, repair, replace, or remodel a solar thermal energy system regulated by this Code or cause the same to be done without first obtaining a separate permit for each separate system or interconnected set of systems as specified in Section 103.0 of this Code.
S 4.0 Plans and Specifications.
Plans, engineering calculations, diagrams, and other data shall be submitted in one or more sets with each application for a permit. Where required by the Authority Having Jurisdiction, the plans, computations, diagrams, specifications, and other data shall be prepared by, and the solar thermal energy system designed by, an engineer, an architect, or both, who shall be licensed by the state to practice as such.
Exception: The submission of plans, calculations, or other data may be waived where the Authority Having Jurisdiction determines that the nature of the work applied
HOA.103795022.3 27
for is such that reviewing of plans is not necessary to obtain compliance within the Code.
S 5.0 Installation.
S 5.1 Listed Appliances. Except as otherwise provided in this Code, the installation of appliances regulated by this Code shall be in accordance with the conditions of the listing. The appliance installer shall leave the manufacturer's installation and operating instructions attached to the appliance. Clearances of listed appliances from combustible materials shall be as specified in the listing or on the rating plate.
S 5.2 Standards. Standards listed or referred to in this Appendix or other provisions of this Code cover materials that will conform to the requirements of this Code, where used in accordance with the limitations prescribed in this Code and their listing. Where a standard covers materials of various grades, weights, quality, or configurations, the portion of the listed standard that is applicable shall be used. Design and materials for special conditions or materials not provided for herein may be permitted as authorized by Section 301.3. A list of standards that appear in specific sections of this Appendix are referenced in Table S 18.1. A list of additional standards, publications, practices, and guides that are not referenced in specific sections of this Appendix appear in Table S 18.2. The documents indicated in Table S 18.2 shall be permitted in accordance with Section 301.3.
S 6.0 Inspection and Testing.
HOA.103795022.3 28
S 6.1 General. Solar thermal energy systems for which a permit is required by this Code shall be inspected by the Authority Having Jurisdiction. No solar thermal energy system or portion thereof shall be covered, concealed, or put into use until it first has been tested, inspected, and approved as prescribed in this Code.
Neither the Authority Having Jurisdiction nor the jurisdiction shall be liable for expense entailed in the removal or replacement of material required to permit inspection. Solar thermal energy systems regulated by this Code shall not be connected to the water, the energy fuel supply, or the sewer system until authorized by the Authority Having Jurisdiction. Installation of a solar thermal energy system shall comply with other parts of this Code, including Section 104.0.
S 6.2 Required Inspection. New solar thermal energy system work and such portions of existing systems as affected by new work, or changes, shall be inspected by the Authority Having Jurisdiction to ensure compliance with the requirements of this Code and to ensure that the installation and construction of the solar thermal energy system is in accordance with approved plans. The Authority Having Jurisdiction shall make the following inspections and other such inspections as necessary. The permittee or the permittee's authorized agent shall be responsible for the scheduling of such inspections as follows:
(1) Underground inspection shall be made after trenches or ditches are excavated and bedded, piping installed, and before backfill is put in place. (2) Rough-in inspection shall be made prior to the installation of wall or ceiling membranes.
HOA.103795022.3 29
(3) Final inspection shall be made upon completion of the installation.
S 6.3 Testing. Solar thermal energy systems shall be tested and approved as required by this Code or the Authority Having Jurisdiction.
S 6.3.1 Piping. The piping of the solar thermal system shall be tested with water, air, a heat transfer medium, or as recommended by the manufacturer's instructions, except that plastic pipe shall not be tested with air. The Authority Having Jurisdiction shall be permitted to require the removal of plugs, etc., to ascertain where the pressure has reached all parts of the system.
S 6.3.2 System Requirements. Prior to the installation of insulation and startup, a solar thermal system, including piping, collectors, heat exchangers, and other related equipment, shall be tested and proved airtight.
S 6.3.2.1 Direct (Open Loop) Systems. Direct (open loop) systems shall be tested under a water pressure not less than one and one-half times the maximum design operating pressure or 150 pounds force per square inch (psi) (1034 kPa), whichever is more. Systems shall withstand the test without leaking for a period of not less than 15 minutes.
S 6.3.2.2 Indirect (Closed Loop) Systems. Indirect (closed loop) systems shall be hydrostatically tested at one and one-half times the maximum designed operating pressure in accordance with the manufacturer's installation instructions.
Systems shall withstand the test without leaking for a period of not less than 15 minutes.
S 6.3.3 Test Pressure for Storage Tanks. The test pressure for storage tanks that are subject to water pressure from utility mains (with or without a pressure
HOA.103795022.3 30
reducing valve) shall be two times the working pressure but not less than 300 psi (2068 kPa).
S 6.3.3.1 Pressure Type. Pressure-type storage tanks exceeding 15 psi (103 kPa) shall be tested in accordance with ASME BPVC Section VIII. Pressure-type storage tanks not exceeding 15 psi (103 kPa) shall be hydrostatically tested at one and one-half times the maximum design operating pressure.
S 6.3.3.2 Atmospheric-Type. Atmospheric-type thermal storage tanks shall be tested by filling with water for a period of 24 hours prior to inspection and shall withstand the test without leaking. No thermal storage tank or portion thereof shall be covered or concealed prior to approval.
S 6.3.4 Connection to Service Utilities. No person shall make connections from a source of energy or fuel to a solar thermal energy system or equipment regulated by this Code and for which a permit is required until approved by the Authority Having Jurisdiction. No person shall make connection from a water-supply line nor shall they connect to a sewer system regulated by this Code and for which a permit is required until approved by the Authority Having Jurisdiction. The Authority Having Jurisdiction shall be permitted to authorize temporary connection of the solar thermal energy system equipment to the source of energy or fuel for the purpose of testing the equipment.
S 7.0 Water Heating Systems.
S 7.1 Solar Water Heating System. Solar water heating systems shall be in accordance with IAPMO S1001.1 or ICC 900/SRCC 300. Where solar collectors
HOA.103795022.3 31
are capable of being isolated from the remainder of the system, a suitable pressure relief valve shall be installed in the isolatable section.
S 7.2 Auxiliary Heating System. An auxiliary heating system shall be installed in conjunction with the solar thermal system and shall be adequate to provide service in the absence of solar thermal energy input. An auxiliary heating system that utilizes electricity as the energy source shall be in accordance with Section S 15.0.
Auxiliary heating systems that utilize solid fuel or fuel gas as the energy source shall be in accordance with Title 29 – Mechanical Code – of the Los Angeles County Code.
S 8.0 Abandonment.
S 8.1 General. An abandoned solar thermal energy system or part thereof shall be disconnected from remaining systems, drained, plugged, and capped in a manner satisfactory to the Authority Having Jurisdiction.
S 8.2 Storage Tank. An underground water storage tank that has been abandoned or discontinued otherwise from use in a solar thermal energy system shall be completely drained and filled with earth, sand, gravel, concrete, or other approved material or removed in a manner satisfactory to the Authority Having Jurisdiction.
S 9.0 Tanks.
S 9.1 Storage Tanks.
S 9.1.1 Plans. Plans for tanks shall be submitted to the Authority Having Jurisdiction for approval, unless listed by an approved listing agency. Such plans shall show dimensions, reinforcing, structural calculations, and such other pertinent data as required by the Authority Having Jurisdiction.
HOA.103795022.3 32
S 9.1.2 Atmospheric Tanks. Atmospheric storage tanks shall be vented to the atmosphere and installed in accordance with the manufacturer's installation instructions.
S 9.1.2.1 Overflow. Gravity tanks shall be installed with an overflow opening of not less than 2 inches in diameter. The openings shall be above ground and installed with a screened return bend.
S 9.1.2.2 Makeup Water. Makeup water from a potable water system to an atmospheric tank shall be protected by an air gap.
S 9.1.2.3 Draining. An overflow shall be provided for an atmospheric tank.
The overflow shall be provided with a means of drainage in accordance with Section 303.0 of this Code. The overflow for an atmospheric tank containing nonpotable water shall be emptied into an approved container.
S 9.1.3 Prefabricated Storage Tanks. Prefabricated tanks shall be listed by an approved agency and labeled.
S 9.1.4 Pressure Vessels. A pressure-type storage tank exceeding an operating pressure of 15 psi (103kPa) shall be constructed in accordance with ASME BPVC Section VIII.1. Fiber-reinforced plastic storage tanks shall be constructed in accordance with ASME BPVC Section X.
S 9.1.5 Devices. Devices attached to or within a tank shall be accessible for repair and replacement.
S 9.1.5.1 Safety Devices. Pressure-type thermal storage tanks shall be installed with a listed combination temperature and pressure relief valve in accordance
HOA.103795022.3 33
with Section S 14.3.1. The temperature setting shall not exceed 210°F (99°C) and the pressure setting shall not exceed 150 percent of the maximum designed operating pressure of the system, or 150 percent of the established normal operating pressure of the piping materials, or the labeled maximum operating pressure of a pressure-type storage tank, whichever is less. The pressure and temperature setting shall not exceed the pressure and temperature rating of the tank or as recommended by the tank manufacturer.
Storage tanks and bottom fed tanks connected to a water heater shall be designed to withstand vacuum induced pressure, or shall be provided with a vacuum relief in accordance with Section S 14.3.4. The vacuum relief valve shall be installed at the top of the tank and shall have an operating pressure not to exceed 200 psi (1379 kPa) and a temperature rating not to exceed 250°F (121°C). The size of such vacuum relief valves shall have a minimum rated capacity for the equipment served. This Section shall not apply to pressurized captive air diaphragm or bladder tanks.
S 9.1.6 Separate Storage Tanks. For installations with separate storage tanks, a pressure relief valve and temperature relief valve or combination thereof shall be installed on both the main storage tank and auxiliary tank.
S 9.1.6.1 Isolation Valves. Storage tanks shall be provided with isolation valves for servicing.
S 9.1.7 Underground Storage Tanks. Tanks shall be permitted to be buried underground where designed and constructed for such installation.
HOA.103795022.3 34
S 9.1.8 Tank Covers. Tank covers shall be structurally designed to withstand anticipated loads and pressures in accordance with the manufacturer’s instructions.
S 9.1.9 Drainage Pan. Where water heater, boiler, or other thermal storage tank is installed in an attic, attic-ceiling assembly, floor-ceiling assembly, or floor subfloor assembly where damage could result from a leaking water heater, boiler or tank, a watertight pan of corrosion-resistant materials shall be installed beneath the water heater, boiler, or tank, with not less than 3/4 of an inch (20 mm) diameter drain to an approved location. Such pan shall be not less than 1 ½ inches (38mm) in depth.
S 9.1.10 Storage Tank Construction and Materials.
S 9.1.10.1 Construction. Storage tanks shall be constructed of durable materials not subject to excessive corrosion or decay and shall be watertight. Each such tank shall be structurally designed to withstand anticipated loads and pressures and shall be installed level and on a solid bed.
S 9.1.10.2 Concrete. The walls and floor of each poured-in-place, concrete tank shall be monolithic. The exterior walls shall be double-formed so as to provide exposure of the exterior walls during the required water test. The compressive strength of a concrete tank wall, top and covers, or floor shall be not less than 2500 poundsforce per square inch (psi) (lb/in2) (1.7236 E+04, kPa). Where required by the Authority Having Jurisdiction, the concrete shall be sulfate resistant (Type V Portland Cement).
S 9.1.10.3 Metal Tanks. Metal tanks shall be welded, riveted and caulked, brazed, bolted, or constructed using a combination of these methods.
HOA.103795022.3 35
S 9.1.10.4 Filler Metal. Filler metal used in brazing shall be non-ferrous metal or an alloy having a melting point above 1000°F (538°C) and below that of the metal joined.
S 9.1.10.5 Insulation. Tank insulation shall have a thermal resistance not less than as shown in Table S 9.1.10.5. The temperature difference shall be calculated as the difference between the design operating temperature of the tank and the temperature of the surrounding air, or soil where the tank is installed underground.
Where such data is not available, a temperature difference of 50°F (28°C) shall be used.
TABLE S 9.1.10.5
TEMPERATURE DIFFERENCE(°F)
THERMAL RESISTANCE
(R)[°F•h•ft2 /(Btu)]
50 6
100 12
150 18
200 24
250 30
For SI units: °C = °F(0.5555556), 1 degree Fahrenheit hour square foot per British thermal unit = [0.176 (m2•K)/W], 1 British thermal unit inch per degree Fahrenheit hour square feet = 0.1441 W/(m•K)* Based on thermal conductivity (k) of 0.20 [(Btu•inch)/(°F•h•ft2)] (0.03 W/(m•K)
S 9.2 Expansion Tanks.
S 9.2.1 Where Required. An expansion tank shall be installed in a solar thermal energy system as a means for controlling increased pressure caused by thermal expansion. Expansion tanks shall be of the closed type and securely fastened to the structure. Tanks shall be rated for the pressure of the system. Supports shall be
HOA.103795022.3 36
capable of carrying twice the weight of the tank filled with water without placing strain on the connecting piping.
Solar thermal energy systems incorporating hot water tanks or fluid relief columns shall be installed to prevent freezing under normal operating conditions.
S 9.2.2 Closed-Type Solar Thermal Energy Systems. Closed-type systems shall have an airtight tank or other approved air cushion that will be consistent with the volume and capacity of the system, and shall be designed for a hydrostatic test pressure of two and one-half times the allowable working pressure of the system.
Expansion tanks for systems designed to operate at more than 30 pounds-force per square inch (psi) (207 kPa) shall comply with ASME BPVC Section VIII.1. Provisions shall be made for draining the tank without emptying the system.
S 9.2.3 Minimum Capacity of Closed-Type Expansion Tanks. The minimum capacity for a gravity-type hot water system expansion tank shall be in accordance with Table S 9.2.3(1). The minimum capacity for a forced-type hot water system expansion tank shall be in accordance with Table S 9.2.3(2) or Equation S
9.2.3(1). The minimum capacity for diaphragm tanks shall be in accordance with Table S 9.2.3(2) or Equation S 9.2.3(2).
Equation S 9.2.3(1)
Vt(forced type) =
Equation S 9.2.3(2)
HOA.103795022.3 37
Vt(diaphram) =
Where:
C1 = 0.00041
C2 = 0.0466
Vt = Minimum volume of expansion tank, gallons (L)
Vs = Volume of system, not including expansion tank, gallons (L) t = Average operating temperature, °F (°C).
Pa = Atmospheric pressure, pounds per square inch (kPa) Pf = Fill pressure, pounds per square inch (kPa)
Po = Maximum operating pressure, pounds per square inch (kPa) For SI units: C1 = 0.000738, C2 = 0.03348, 1 gallon = 3.785 L, °C = (°F-32)/1.8, 1 pound per square inch = 6.8947 kPa
TABLE S 9.2.3(1)
EXPANSION TANK CAPACITIES FOR GRAVITY
HOT WATER SYSTEMS1
INSTALLED EQUIVALENT DIRECT
RADIATION2
(square feet)
TANK CAPACITY
(gallons)
Up to 350 18
Up to 450 21
Up to 650 24
Up to 900 30
Up to 1100 35
Up to 1400 40
Up to 1600 2 to 30
Up to 1800 2 to 30
Up to 2000 2 to 35
Up to 2400 2 to 40
For SI units: 1 gallon = 3.785 L, 1 square foot = 0.0929 m2 Notes:
1 Based on a two-pipe system with an average operating water temperature of 170°F (77°C), using cast-iron column radiation with a heat emission rate of 150 British thermal units per square foot hour [Btu/(ft2•h)] (473 W/m2) equivalent direct radiation. 2 For systems exceeding 2400 square feet (222.9 m2) of installed equivalent direct water radiation, the required capacity of the cushion tank shall be increased on the basis of 1 gallon (4 L) tank capacity per 33 square feet (3.1 m2) of additional equivalent direct radiation.
HOA.103795022.3 38
TABLE S 9.2.3(2)
EXPANSION TANK CAPACITIES FOR FORCED
WATER SYSTEMS1
SYSTEM VOLUME2
(gallons)
TANK CAPACITY
DIAPHRAGM TYPE
(gallons)
TANK CAPACITY
(gallons)
100 9 15
200 17 30
300 25 45
400 33 60
500 42 75
1000 83 150
2000 165 300
For SI units: 1 gallon = 3.785 L
Notes:
1 Based on an average operating water temperature of 195°F (91°C), a fill pressure of 12 psig (83 kPa), and an operating pressure of not more than 30 psig (207 kPa). 2 Includes volume of water in boiler, radiation, and piping, not including expansion tank.
S 10.0 Solar Collectors.
S 10.1 General. Frames and braces exposed to the weather shall be constructed of materials for exterior locations, and protected from corrosion or deterioration, in accordance with the requirements of the Authority Having Jurisdiction.
S 10.1.1 Construction. Collectors shall be designed and constructed to prevent interior condensation, out-gassing, or other processes that will reduce the transmission properties of the glazing, reduce the efficiency of the insulation, or otherwise adversely affect the performance of the collector.
S 10.1.2 Flat Plate Collector Glass. Flat plate collector glass shall be tempered.
HOA.103795022.3 39
S 10.1.3 Plastic. Plastic used in collector and other parts of the solar thermal energy system construction shall be installed in accordance with the manufacturer's installation instructions.
S 10.1.4 Listing. Collectors that are manufactured as a complete component shall be listed or labeled by an approved listing agency in accordance with ICC 901/SRCC 100, UL 1279, or equivalent standard.
S 10.1.5 Air Collectors. Materials exposed within air collectors shall be noncombustible or shall have a flame spread index not to exceed 25 and a smoke developed index not to exceed 50 where tested as a composite product in accordance with ASTM E 84 or UL 723.
S 10.1.5.1 Testing. Materials used within an air collector shall not smoke, smolder, glow, or flame where tested in accordance with ASTM C 411 at temperatures exposed to in service. In no case shall the test temperature be less than 250°F (121°C).
S 10.2 Solar Collector Installation.
S 10.2.1 General. Solar collectors shall be anchored to roof structures or other surfaces in accordance with the manufacturer's installation instructions and Title 26 – Building Code – of Los Angeles County. Collectors shall be mounted to minimize the accumulation of debris. Connecting pipes shall not be used to provide support for a solar collector.
S 10.2.2 Roof Installations. Anchors secured to and through a roofing material shall be made to maintain the water integrity of the roof covering. Roof