Chairperson:
Jay Elbettar, P.E., C.B.O., Building Department Director, City of Newport Beach

Members:
Robert Chang, P.E., C.B.O., Chief Building Official, City of Placentia
Neil Evans, P.E., Van Dorpe & Chou Associates, Inc.
John Gustafson, P.E., C.B.O., Building Official, City of Laguna Beach
Joe Kirkpatrick, S.E., C.B.O., Principal Engineer, City of Irvine
Howard Larnard, Ph.D., C.B.O., Building Official, City of Fountain Valley
Fred Martinez, Building Operations Manager, City of Anaheim
Khanh Nguyen, P.E., C.B.O., Building Official, City of Tustin
Buster Scholl, C.B.O., Building Official, City of Mission Viejo
Eric Tolles, S.E., C.B.O., Chief Building Official, City of Irvine
Tom Van Dorpe, P.E., C.B.O., Van Dorpe & Chou Associates, Inc.

City of Aliso Viejo Buster Scholl
City of Anaheim Julie Seay
City of Costa Mesa Rick Brown
City of Dana Point Ed Chock
City of Fountain Valley Howard Larnard
City of Garden Grove James Martin
City of Irvine Eric Tolles
City of La Habra Sam Ghaly
City of Laguna Beach John Gustafson
City of Laguna Hills Raimar (Ray) Schuller
City of Laguna Niguel Raimar (Ray) Schuller
City of Laguna Woods Scott Fazekas
City of Mission Viejo Buster Scholl
City of Newport Beach Jay Elbettar
City of Placentia Robert Chang
City of Rancho Santa Margarita Raimar (Ray) Schuller
City of Seal Beach Buster Scholl
City of Tustin Khanh Nguyen
City of Westminster Soroosh Rahbari

PRIVATE ENTITIES

1. Charles Abbott & Associates.
2. Van Dorpe & Chou Associates, Inc.

INTRODUCTION

BUILDING CODE AMENDMENTS
1. High Rise Definition
2. Roof Covering 
3. Slab on Grade Construction 
4. Slab on Grade Reinforcement
5. Seismic Provisions for Structural Steel Buildings

MECHANICAL CODE AMENDMENTS

ELECTRICAL CODE AMENDMENTS
1. Aluminum Conductors

PLUMBING CODE AMENDMENTS
1. Non- Metallic Water Supply Pipe
2. Non-Metallic Gas Pipe 

SWIMMING POOL CODE
1. Swimming Pool Code

APPENDICES
1. Building Code Appendices 
2. Mechanical Code Appendices
3. Electrical Code Appendices 
4. Plumbing Code Appendices 

In the interest of promoting consistency in building codes application and reducing regulations while maintaining high safety standards in Orange County, the ICBO Orange Empire Chapter formed a Code Uniformity Committee who developed this document containing 17 amendments.

This accomplishment is due in large part to the dedication and hard work of the committee members and their jurisdictions that realized how the amount and diversity of regulations between jurisdictions impact the construction industry and took the initiative to make a change. This effort was built on the April 1999 document for the 1998 code adoption cycle.

Several new amendments were added to address changes in the seismic provisions that resulted from the 1994 Northridge earthquake. As a result of the Building Standards Commission action on March 2002, the 1997 Uniform Building Code was to be re-adopted for this code cycle. This edition of the model code albeit the 1997 edition does not include changes in the seismic provisions due to the 1994 Northridge earthquake, many of which were included in the State amendments for this adoption already.

These Uniform Amendments are intended to be used as a core document by participating jurisdictions who in turn may add or amend specific requirements related to fire provisions or other local conditions.

We encourage any jurisdiction that did not participate in this program initially and is interested in countywide uniform amendments to join the Orange County Uniformity Program and use this document for their jurisdiction.

1. HIGH RISE DEFINITION

SECTION 403 - SPECIAL PROVISIONS FOR GROUP B OFFICE BUILDINGS AND GROUP R, DIVISION 1 OCCUPANCIES ALL OCCUPANCIES

Section 403.1 is amended to read as follows:

SECTION 403.1 Scope. This section applies to all Group B Office Buildings [For SFM] Group H, Division 8 and Group R, Division 1 Occupancies all occupancies each having floors used for human occupancy located more than 75 feet (22,860mm) 55 feet (16,764 mm) above the lowest level of fire department vehicle access. Such buildings shall be of Type I or Type II-F.R. construction and shall be provided with an approved automatic fire sprinkler system in accordance with Section 403.2.

SECTION 403.1.1 [For SFM] In addition to other applicable requirements of these regulations, the provisions of this section shall apply to every new building of any type of construction or occupancy having floors used for human occupancy located more than 75 feet (22,860mm) 55 feet (16,764 mm) above the lowest level of fire department vehicle access.

EXCEPTIONS:

1.   Hospital as defined in Section 1250 of the Health and Safety Code.

2.  The following structures, while classified as high-rise buildings, shall not be subject to the provisions of this section, but shall conform to all other applicable provisions of this regulation.

2.1 Buildings used exclusively as open parking structures.

2.2 Buildings where all floors above the 55-foot (16,744 mm) level are used exclusively as open parking structures.

2.3 Floors of buildings used exclusively as open parking garages and located above all other floors used for human occupancy.

2.4 Buildings such as power plants, lookout towers, steeples, grain houses and similar structures with non-continuous human occupancy, when so determined by the enforcing official.

2.5 Buildings used exclusively for jails and prisons.

SECTION 1005.3.3.7 PRESSURIZED ENCLOSURES.

Section 1005.3.3.7 is amended to read as follows:

1005.3.3.7 Pressurized enclosure. In a building having a floor level used for human occupancy located more than 75 feet (22860mm) 55 feet (16.674mm) above the lowest level of fire department vehicle access, all required exit enclosures shall be pressurized in accordance with Section 905 and this section. Pressurization shall occur automatically upon activation of an approved fire alarm system.

EXCEPTION: If the building is not equipped with a fire alarm system, pressurization shall be upon activation of a spot-type smoke detector listed for releasing service located within 5 feet (1524 mm) of each vestibule entry.

A controlled relief vent capable of discharging a minimum of 2,500 cubic feet per minute (1180 L/s) of air at the design pressure difference shall be located in the upper portion of such pressurized exit enclosures.

FINDINGS

This Council does hereby expressly find and determine that the amendment set forth in Ordinance No., ___, amending sections 403.1, 403.1.1 and 1005.3.3.7 of Title 24, Part 2 is reasonably necessary because of local climatic, geological or topographic conditions. This expressed finding is supported and based upon the following more specific findings, and determinations:

a. The City of ______________ is located in an area subject to a climatic condition of high winds and low humidity. This combination of events creates an environment, which is conducive to rapidly spreading fires. Control of such fires requires rapid response. Obstacles generated by a strong wind, such as fallen trees, street lights and utility poles, and the requirement to climb 75 feet vertically up flights of stairs will greatly impact the response time to reach an incident scene. Additionally Table 16-G identifies a significant increase in the amount of wind force at 60 feet above the ground. Use of aerial type fire fighting apparatus above this height would place rescue personnel at increased risk of injury.

b. The City of _______________ is located in the middle of the seismically active area identified as Seismic Zone 4. The viability of the public water system would be questionable at best after a major seismic event. This would leave tall buildings vulnerable to uncontrolled fires due to a lack of available water and an inability to pump sufficient quantities of any available water to floors above the 55-foot level. A severe seismic event has the potential to negatively impact any rescue or fire suppression activities because it is likely to create obstacles similar to those indicated under the high wind section above. With the probability of strong aftershocks there exists a need to provide increased protection for anyone on upper floors.

2. ROOF COVERING

Table 15-A is amended to read as follows:

TABLE NO. 15-A MINIMUM ROOF CLASSIFICATION (3)

A - Class A Roofing
B - Class B Roofing
C - Class C Roofing
F.R. – Fire Resistive Construction
H.T. – Heavy Timber Construction
N – No requirements for fire resistance
NR – Nonrated roof coverings
1 HR –1 Hour Rated Construction
- Occupancy not permitted in this type of construction

(1) Buildings which are not more than two stories in height and have not more than 6,000 square feet (557m¹) of projected roof area and where there is a minimum of 10 feet (3,048m) from the extremity of the roof to the property line or assumed property line on all sides except for street fronts may have Class C roof coverings which comply with U.B.C. Standard No. 15-2.

(2) See Section 308.2.2

(3) Nonrated roof coverings may be used on buildings that are not more than two stories in height and have not more than 3,000 square feet (279m²) of projected roof area and where there is a minimum of 10 feet (3,048 mm) from the extremity of the roof to the property line on all sides except for street fronts.

(3) All structures, regardless of occupancy classification, located within the "High Fire Hazard Severity Zone," as defined and periodically modified by the local jurisdiction, shall be provided with a Class "A" or "B" roof system.

(5) Unless otherwise required because of location, Group U, Division 1 roof coverings shall consist of not less than one layer of cap sheet, or built-up roofing consisting of two layers of felt and a surfacing material of 300 pounds per roofing square (14.6 kg/m²) of gravel or other approved surfacing material, or 250 pounds (12.2 kg/m²) of crushed slag.

FINDINGS

This Council does hereby expressly find and determine that the amendments set forth in Ordinance No. _____, deleting Section 1502.3 and amending Table 15-A of said "California Building Standards Code," are reasonable necessary because of local climatic, geological and topographical conditions. This expressed finding is supported and based upon the following more specific findings and determinations:

a. Located within, or immediately contiguous to, the northerly and easterly corporate limits of the City of _______________________ are foothills commonly referred to as the Puente Hills and the Chino Hills (hereinafter collectively referred to "the foothill areas").

b. Significant growths of vegetation of a highly combustible nature.

c. The City of _________________________, including the foothill areas, is geographically located in an area periodically subject to wind conditions of high velocity. Moreover, the topographical conditions of the   foothill areas, and canyons contained therein, tend to accelerate the periodic high velocity winds by means of a venturi effect.

d. The City of __________________________________, including the foothill areas, is located with an area subject to high temperatures coupled with low humidity on a seasonal basis.

e. The use of non-rated or special purpose roofing materials as roof coverings within the City of ____________________ may create an inordinate fire hazard during periods of high velocity winds when fire may spread across building with roof coverings of non-rated combustible materials.

f. Embers from chimneys without spark arresters within the City of ____________________, including the foothill areas, coupled with the climatic, topographical and geographical conditions described herein above may permit the throwing of sparks, embers and cinders upon non-rated and special roofing materials roofs during periods of high velocity winds thereby creating a fire hazard which in turn may spread throughout areas where the roofs of structures are covered with untreated wood shakes and shingle.

Section 1900.4.4 is amended to read as follows:

SECTION 1900.4.4 - Minimum Slab Thickness. The Minimum thickness of concrete floor slabs supported directly on the ground shall not be less than 3 1/2 inches (89 mm). An approved vapor barrier membrane shall be placed under slab floors for human occupancy and supported directly on grade.

Most of Orange County is located above some type of aquifer that is often just a few feet below the surface. In addition, the area is subjected to potentially severe rainstorms during the winter months. Combining these two water sources with the water retention capacity of the area’s expansive soil produces a condition wherein the moisture content of the soil is sufficient to increase the moisture content of concrete in contact with the soil. Concrete has the potential to transfer that moisture to the structure causing structural deterioration unless a moisture barrier is provided.

4. SLAB ON GRADE REINFORCEMENT

Section 1922.10.3 is amended to read as follows:

1922.10 Seismic Requirements for Plain Concrete.

1922.10.1 General. The design and construction of plain concrete components that resist seismic forces shall conform to the requirements of Section 1922, except as modified by this section.

1922.10.2 Seismic Zones 0 and 1. Structural plain concrete members located in Seismic Zones 0 and 1 shall be designed in accordance with the provisions of Sections 1922.1 through 1022.1 through 1922.9.

1922.10.3 Seismic Zones 2, 3 and 4. Structural plain concrete members are not permitted in buildings located in Seismic Zones 2, 3 and 4.

EXCEPTIONS:

1. Footings for buildings of Group R, Division 3 or Group U, Division 1 Occupancy constructed in accordance with Table 18-I-C.

2. Nonstructural slabs supported directly on the ground or by approved structural systems.

2. Post-tensioned slabs-on-grade and topping slabs when supported by approved structural systems.

Due to prevailing expansive soil conditions in Orange County, deleting this exception would require that slabs be reinforced with minimum reinforcement, a typical requirement, specified routinely by soil engineers and used widely by design engineers to mitigate damage due to soil expansion and shrinkage.

The 1994 Northridge earthquake has caused significant unexpected damage to many steel frame buildings. As a result, the State Building Standards Commission took emergency action to remove the existing beam column connection design requirements from the State Building Code and the steel industry and the Federal Emergency Management Agency (FEMA) initiated major research efforts. In 1997, the American Institute of Steel Construction published Seismic Provisions for Structural Steel Buildings, and later published Supplements 1 and 2 to this document. This document is now the principal design criteria for the seismic design of post Northridge earthquake steel buildings.

However, for the State Building Standards Commission did not incorporate these standards into the 2001 State Building Code applicable to local jurisdictions even though the Commission did adopt these requirements for the design of State buildings and hospitals. The State Building Code applicable to local jurisdictions for the next three years does not contain any of the provisions for the seismic design of steel structures that were specifically developed to address the failures of the Northridge earthquake.

In order to provide the public of the jurisdictions of Orange County with a standard of seismic safety benefiting from the latest in codified seismic provisions, and the state of engineering research and practice as it relates to seismic analysis and design, the following provisions are recommended for adoption. The proposed amendments for the seismic design of steel buildings are consistent with amendments proposed by the Los Angeles Regional Uniform Code Program (LARUCP) and Bay Area Uniform Code efforts. These amendments have the support of the Structural Engineers Association of Southern California (SEAOSC), and are consistent with Office of Statewide Health Planning and Development (OSHPD) and Division of State Architect (DSA) provisions as adopted by the State under the 2001 California Building Code.

It is anticipated that these code amendments will be no longer necessary when the State Building Standards Commission adopts a more current building code during the next triennial code adoption process and will be deleted from the Orange County Code Uniformity amendment package.

Section 1612.2.1 is amended to read as follows:

1612.2.1 Basic load combinations. Where Load and Resistance Factor Design (Strength Design) is used, structures and all portions thereof shall resist the most critical effects from the following:

Combinations of factored loads:

1.4D (12-1)

1.2D + 1.6L + 0.5 (L_r or S) (12-2)

1.2D + 1.6 (L_r or S) + (f₁ L or 0.8 W) (12-3)

1.2D + 1.3W + (f₁ L + 0.5 (L_r or S) (12-4)

1.2D + 1.0E + (f₁ L + f₂ S) (12-5)

0.9D ± (1.0E or 1.3W) (12-6)

0.9D ± (1.0ρE_h or 1.3W) (12-6)

f₁ = 1.0 for floors in places of public assembly, for live loads in excess of 100 psf (4.9 kN/m² ), and for garage live load

= 0.5 for other live loads.

f₂ = 0.7 for roof configurations (such as saw tooth) that do not shed snow off the structure.

= 0.2 for other roof configurations.

EXCEPTIONS:

1. Factored load combinations for concrete per Section 1909.2 where load combinations do not include seismic forces.

2. Factored load combinations of this section multiplied by 1.1 for concrete and masonry where load combinations include seismic forces.

3. Where other factored load combinations are specifically required by the provisions of this code.

a. The amendment changes the quantity "E" in Eq. (12-6) to "ρE_h" to avoid reduction of 0.9D by E_. The effect of vertical earthquake ground motion is adequately accounted for in Eq. (12-5). Justification is provided in SEAOC 1999 Blue Book Commentary C101.7.1 (page. 85). This is consistent with OSHPD and DSA amendments.

b. The 1.1 factor for concrete and masonry when applied requires the amount of flexural reinforcement to increase more than the increase for shear. This increase will result in shear walls with undesirable shear-critical behavior. This may cause brittle shear failure in reinforced concrete and masonry shear walls. A corresponding adjustment is required when the Alternate Load-Factor Combination and Strength Reduction Factors in Division VIII is used. This is consistent with OSHPD and DSA amendments.

Local Geological Conditions - Results from studies after the Northridge earthquake.

Section 1629.4.2 of the is amended to read as follows:

1629.4.2. Seismic Zone 4 near-source factor. In Seismic Zone 4, each site shall be assigned a near-source factor in accordance with Table 16-S and the Seismic Source Type set forth in Table 16-U. The value of N_a used in determining C_a need not exceed 1.1 for structures complying with all the following conditions:

1. The soil profile type is S_A, S_B, S_C or S_D.

2. D = 1.0.

3. Except in single-story structures, Group R, Division 3 and Group U, Division 1 Occupancies, moment frame systems designated, as part of the lateral-force-resisting system shall be special moment-resisting frames.

4. The provisions in exceptions to Section 2213.7.5 Sections 9.6a and 9.6b of AISC - Seismic Part I shall not apply, except for columns in one-story buildings or columns at the top story of multistory buildings.

5. None of the following structural irregularities is present: Type 1, 4 or 5 of Table 16-L, and Type 1 or 4 of Table 16-M.

The amendment is needed due to local geologic conditions. The Orange County region is a densely populated area that has buildings constructed over and near a vast and complex network of faults that are believed to be capable of producing future earthquakes similar or greater in size than the 1994 Northridge and the 1971 Sylmar earthquakes. Design provisions developed based on detailed study of the 1994 Northridge earthquake need to be incorporated into the local building codes to assure new buildings, and additions to existing buildings, are designed and constructed in accordance with the scope and objectives of the Uniform Building Code.

Local Geological Conditions - Results from studies after the Northridge Earthquake.

Section 1630.8.2.2 of Title 26 of the California Building Code is amended to read as follows:

1630.8.2.2 Detailing requirements in Seismic Zones 3 and 4. In Seismic Zones 3 and 4, elements supporting discontinuous systems shall meet the following detailing or member limitations:

1. Reinforced concrete or reinforced masonry elements designed primarily as axial-load members shall comply with Section 1921.4.4.5.

2. Reinforced concrete elements designed primarily as flexural members and supporting other than light-frame wood shear wall systems or light-frame steel and wood structural panel shear wall systems shall comply with Sections 1921.3.2 and 1921.3.3. Strength computations for portions of slabs designed as supporting elements shall include only those portions of the slab that comply with the requirements of these Sections.

3. Masonry elements designed primarily as axial-load carrying members shall comply with Sections 2106.1.12.4, Item 1, and 2108.2.6.2.6.

4. Masonry elements designed primarily as flexural members shall comply with Section 2108.2.6.2.5.

5. Steel elements designed primarily as axial-load members shall comply with Sections 2213.5.2 and 2213.5.3. Not Adopted.

6. Steel elements designed primarily as flexural members or trusses shall have bracing for both top and bottom beam flanges or chords at the location of the support of the discontinuous system and shall comply with the requirements of Section 2213.7.1.3. AISC-Seismic Part I, Section 9.4b.

7. Wood elements designed primarily as flexural members shall be provided with lateral bracing or solid blocking at each end of the element and at the connection location(s) of the discontinuous system.

a. It is adopted in AISC-Seismic 97 Part I, Section 8.3 and applicable to all axial loaded members. Redundant.

b. Old section no longer applicable. Replace with provision in the AISC-Seismic.

Local Geological Conditions - Results from studies after the Northridge Earthquake.

Section 2205.3 of the California Building Code is amended to read as follows:

2205.3 Seismic Design Provisions for Structural Steel. Steel structural elements that resist seismic forces shall, in addition to the requirements of Section 2205.2 be designed in accordance with Division IV or V.

Divisions IV and V of Chapter 22 of the California Building Code are deleted in their entirety.

Division IV of Chapter 22 of the California Building Code is added to read as follows:

Division IV – SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS

The following terms that appear in AISC-Seismic shall be taken as indicated in the 1997 Uniform Building Code.

1. Part I, Sec. 1. of the AISC Seismic Provisions is revised as follows:

These provisions are intended for the design and construction of structural steel members and connections in the Seismic Force Resisting Systems in buildings for which the design forces resulting from earthquake motions have been determined on the basis of various levels of energy dissipation in the inelastic range of response. These provisions shall apply to buildings in Seismic Zone 2 with an importance factor I greater than one, in Seismic Zone 3 and 4 or when required by the Engineer of Record.

These provisions shall be applied in conjunction with, Chapter 22, Division II, hereinafter referred to as the LRFD Specification. All members and connections in the Lateral Force Resisting System shall have a design strength as provided in the LRFD Specification to resist load combinations 12-1 through 12-6 (in Chapter 16) and shall meet the requirements in these provisions.

Part I includes a Glossary, which is specifically applicable to this Part, and Appendix S.

Part I, Sec. 4.1. of the AISC Seismic Provisions is revised as follows:

The loads and load combinations shall be those in LRFD Specification Section A4.1 Section 1612.2 except as modified throughout these provisions.

Editorially revise/update table to make it consistent with the adoption of 1997 AISC-Seismic Provisions and the latest Supplements. These provisions are fundamentally updated from previous editions. It has incorporated to the extent possible, most recent findings from the FEMA funded SAC Reports.

FINDINGS

Local Geological Conditions - Results from studies after the Northridge earthquake.

MECHANICAL CODE AMENDMENTS

No amendments are proposed.

Article 110-5 is amended to read as follows:

ARTICLE 110-5 CONDUCTORS Conductors normally used to carry current shall be of copper or of aluminum unless otherwise provided in this Code. Where the conductor material is not specified, the material and the sizes given in this Code shall apply to copper conductors. Where other materials are used, the size shall be changed accordingly. Aluminum conductors of No. 6 or smaller used for branch circuits shall require continuous inspection by an independent testing agency approved by the Building Official for proper torquing of connections at their termination point.

(FPN): For aluminum and copper-clad aluminum conductors, see Section 310-15.

FINDINGS

Aluminum expands and shrinks at a much higher rate than other metals. This property becomes critical for smaller sizes or aluminum conductors, which may break down at termination point in a seismic event causing a fire. Orange County is located in an active seismic area (Seismic Zone 4). The continuous inspection requirement will insure proper installation.

Section 604.1a is amended to read as follows:

SECTION 604.1a [HCD 1 &2] Water pipe and fittings shall be of brass, copper, cast iron, galvanized malleable iron, galvanized wrought iron, galvanized steel, or other approved materials. Asbestos-cement, CPVC, PE or PVC water pipe manufactured to recognized standards may shall be used for cold water distribution systems outside a building. All materials used in the water supply system, except valves and similar devices, shall be of a like material, except where otherwise approved by the Administrative Authority.

FINDINGS

Soils throughout the County posses corrosive properties that reduce the expected usable life of water services when metallic pipes in contact with soils are utilized.

Section 1210.1 is amended to read as follows:

SECTION 1210.1 All pipe used for the installation, extension, alteration, or repair of any gas piping shall be standard weight wrought iron or steel (galvanized or black), yellow brass (containing not more than seventy-five (75) percent copper), or internally tinned or equivalency treated copper of iron pipe size. Approved Poly Ethylene or other non-metallic pipe may shall be used in exterior buried and piping systems.

Soils throughout the County posses corrosive properties that reduce the expected usable life of metallic gas systems when utilized in contact with soil.

1. SWIMMING POOL CODE

This amendment adopts the 1997 Uniform Swimming Pool Spa and Hot Tub Code published by the International Association of Plumbing and Mechanical Offices (IAPMO) as a model code with changes.

__________ Amendment to Section 301 of the Swimming Pool Code. Section 301 of the Swimming Pool Code is amended by adding a Subsection 301.3, and 301.4 as follows:

SECTION 301.3 Waste water from any filter, scum filter, scum gutter, overflow, pool emptying line, or similar apparatus or appurtenance shall discharge into an approved type receptor and subsequently into a public sewer. The flood level rim of such receptor shall be at least six (6) inches above the flood level of the adjacent ground. Each such receptor when permitted to be connected to any part of a drainage system shall be provided with an approved trap with a minimum pipe size of three (3) inches.

SECTION 301.4 Water Clarity. All swimming pool and spa water shall be maintained in a clear condition, which is free of algae, insects, debris, and in a sanitary condition. The floor of the pool shall be clearly visible.

Appendix Chapter 4, Division 1, Section 420 of the Uniform Building Code –

Definitions. Section 420 of Appendix Chapter 4, Division 1, of the Uniform Building Code adopted in Section of this Code is amended by revising the definition for swimming pool as follows:

SWIMMING POOL is any structure intended for swimming or recreational bathing that contains water over 24 inches (610mm) 18 inches (458 mm) deep. This includes in-ground, above ground and on-ground swimming pools; and fixed-in-place wading pools.

Appendix Chapter 4, Division 1, Section 421.1 of the Uniform Building Code – Requirements. Section 421.1, Item 1, of the Uniform Building Code adopted in Section ____________ of this Code is amended to read as follows:

1. The top of the barrier shall be at least 48 inches (1219mm) 60 inches (1524 mm) above grade measured on the side of the barrier, which faces away from the swimming pool. The maximum vertical clearance between grade and the bottom of the barrier shall be 2 inches (51 mm) measured on the side of the barrier, which faces away from the swimming pool. The maximum vertical clearance at the bottom of the barrier may be increased to 4 inches (102 mm) when grade is a solid surface such as a concrete deck, or when the barrier is mounted on the top of the above ground pool structure. When barriers have horizontal members spaced less than 45 inches (1143 mm) apart, the horizontal members shall be placed on the poolside of the barrier. Any decorative design work on the side away from the swimming pool, such as protrusions, indentations or cutouts, which render the barrier easily climbable, is prohibited.

The following California Building Code Appendix Chapters are recommended for adoption. Annotations were made to certain appendices to assist the jurisdictions in deciding on adopting them.

Chapter 3A, Division II - DETENTION & CORRECTIONAL FACILITIES

Chapter 4, Division I - BARRIERS FOR POOLS (Adopt only if you do not adopt a specific ordinance.)

Chapter 10 - BUILDING SECURITY (Adopt only if you do not have a specific ordinance.)

Chapter 12, Division I - INTERIOR ENVIRONMENT

Chapter 12, Division II & IIA - SOUND CONTROL (Adopt only if you do not have a specific ordinance.)

Chapter 15 - REROOFING

Chapter 16, Division II - EARTHQUAKE RECORDING INSTRUMENTATION

Chapter 18 - WATER-PROOFING & DAMP-PROOFING FOUNDATIONS (Adopt for beach cities and those cities close to lakes and rivers.)

Chapter 29 - PLUMBING FIXTURES (This appendix represents an alternate method to table 4-1 of the Plumbing Code and when adopted should be used as another option in determining the required plumbing fixtures. Building officials must evaluate the differences between both codes provisions.)

Chapter 31, Division I - FLOOD RESISTANT CONSTRUCTION

Chapter 31, Division II - MEMBRANE STRUCTURES

Chapter 31, Division III - PATIO COVERS

Chapter 33 - EXCAVATION & GRADING (Adopt only if you do not have a specific ordinance.)

Chapter 34, Division III - REPAIRS TO BUILDINGS & STRUCTURES DAMAGED BY THE OCCURRENCE OF A NATURAL DISASTER

These appendices represent installation standards and guidelines and are recommended for adoption.

3. Electrical Code Appendices

These appendices are informational and appendix C contains conduit and tubing fill tables for conductors and wires and are recommended for adoption.

4. Plumbing Code Appendices

These appendices represent installation standards, sizing of piping, vents, storm water and grease interceptors etc. and are recommended for adoption.

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