Long Beach City Council
November 1, 2022

18.40.550 – Add CBC Section 2307.2—Wood-frame shear walls.

Section 2307.2 is added to the California Building Code to read as follows:

2307.2 Wood -frame shear walls. Wood -frame shear walls shall be designed and constructed in accordance with Section 2306.3 as applicable.

18.40.560 – Amend CBC Table 2308.6.1—Wall bracing requirements.

Table 2308.6.1 of the California Building Code is amended to read as follows:

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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18.40.570 – Amend CBC Section 2308.6.5.1 and Figure 2308.6.5.1—Alternate braced wall (ABW).

Section 2308.6.5.1 and Figure 2308.6.5.1 of the California Building Code are amended to read as follows:

MAXIMUM SEISMIC STORY SPACING OF DESIGN CONDITION (SEE BRACED CATEGORY SECTION 2308.2) WALL LINES □ El§
35' - r:f'
AandB
a§
35'- 0"
§
35' - 0"
B
35'- 0"
C
B
35' - 0"
!....!W!
DandE 25' - 0"
For SI: I inch = 25.4 mm, I foot = 304.8 mm.

NP = Not Permitted.

TABLE 2308.6.1•

WALL BRACING REQUIREMENTS

BRACED PANEL LOCATION ,
SPACING (O.C.) AND MINIMUM PERCENTA GE (X)
Bracing method'
LIB DWB, WSP SFB, PBS, PCP, HPS, GB' ·•
Each end and Each end and .:s; 25'- r:f' o.c. Each end and.:,; 25'- 0" o.c. .:s; 25'- 0" o.c.

Each end and Each endand.:s; 25'- r:f' o.c. Each end and.:,; 25'- 0" o.c. .:s; 25'- 0" o.c.

NP Each endand.:s; 25'- r:f' o.c. Each end and~ 25'- 0" o.c.

NP Each end and.:,; 25'- r:f' o.c. Each end and~ 25'- 0" o.c.

Each end and~ 25' - r:f' o.c. Each end and~ 25'- 0" o.c.

NP (minimum 25% of wall (minimum 25% of wall
length )' length )'
Sv, < 0.50: Each end and~ Sm < 0.50: Each end and .:s;
25'- r:f' o.c. (minimum 21 % 25'- 0" o.c. (minimum 43%
of wall length )' of wall length )'

0.5 !:'.:SD, < 0.75: Each end 0.5!:'.:Sv, <0.75: Each end and!:'.: 25' - 0" O.C, (mini - and.:::;25'- r:f' o.c. (minimum mum 32% of wall length )' 59% of wall length )'
NP

0.75.:s;Sns !:'.:l.00: Each end 0.75 .:s;Svs .:S: 1.00: Each end and!:'.: 25'- 0" o.c. (mini- and.:::;25'-r:f' o.c. (minimum mum 37% of wall length)' 75% of wall length )
Sm > 1.00: Each end and!:'.: Sm > 1.00: Each end and!:'.:
25'- r:f' o.c. (minimum48% 25'- 0" o.c. (minim um
of wall length) ' 100% of wall length) '
a. This table specifies minimum requirements for braced wall panels along interior or exterior braced wall lines. b. See Section 2308.6.3 for full description of bracing methods. c. For Method GB, gypsum wallboard applied to framing supports that are spaced at 16 inches on center. d. The required lengths shall be doubled for gypsum board applied to only one face of a braced wall panel.

MAXIMUM DISTANCE

OF BRACED WALL

PANELS FROM EACH

END OF BRACED

WALL LINE
12'- (f'
12'- (f'
12'- (f'
12'- (f'
12'- (f'
8'- 0"
e. Percentage shown repre sents the minimum amount of bracing required along the building length (or wall length if the structure has an irregular shape). [ DWB. SFB. PBS. and HPS wall braces are not permitted in Seismic Design Catergor ies D or E. !!- Minimum length of panel bracing of one face of the wall for WSP sheathing shall be at least 4'-0" long or both faces of the wall for GB or PCP sheathing shall be at least 8'-0" long· hlw ratio shall not exceed 2: I. Wall framing to wh ich sheathing used for bracing is applied shall be nominal 2 inch wide [actual I 1/2 inch /38 mm} or larger members and spaced a maximum of 16 inches on center. Braced wall panel construction types shall not be mjxed wjthjn a braced wall li ne b.. WSP sheathing shall be a minimum of 15/32" thick nailed with 8d common placed 3/8 inches from panel edges and spaced not more than 6 inches on center and 12 inches on center along intermediate framing members.

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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 ma nufacturer’s recommendations. The ABW shall be supported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door openings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.

Where the ABW is installed at the first story of two-story buildings, the wood structural panel sheathing shall be provided on both faces, three anchor bolts shall be placed at one -quarter points and tie-down device uplift capacity shall be not less than 3,000 pounds (13 344 N).

18.40.580 – Amend CBC Section 2308.6.5.2 and Figure 2308.6.5.2—Portal frame with hold-downs (PFH).

Section 2308.6.5.2 and Figure 2308.6.5.2 of the California Building Code are amended to read as follows:

2308.6.5.2 Portal frame with hold -downs (PFH). A PFH shall be construc ted 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 st ructural panel sheath ing nailed with 8d common or f-I MIN. 3/a" THICK WOOD a

STRUCT URAL PANEL -
~ SHEATH ING ON ONE FACE
I
~ STUDS REQU IRED ____ J
9 0 STUDS UNDER HEADER

REQUIRED

HOLD-DOWN PER SECT ION
2308 .6.5 .1
For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm.

FOR PANEL SPLICE (IF NEEDED ) ADJOIN ING PANEL

EDGES SHALL MEET OVER AND BE FASTENED TO

COMMON FRAMING
8d COMON GlR CP,WANl~!.E) BGlX NAILS AT 6" O.C .

AT PANEL EDGE S FOR SINGLE STORY AND AT 4" O.C.

AT PANEL EDGES FOR THE F IRST OF 2 STORI ES
ANCHOR SOL TS PER SEC TION 2308 .6.5.1
MINIMUM RE INFOR CING OF FOUNDA TION, ONE #4
BAR TOP AND BOTTOM OF FOOTING . REINFORCING
SHALL BE LAPPED 4-6 ,Zi INCHES MIN .
a. For structures assigned to Seismic Design Catego ry Dor E sheathed on one face with 15/32-inch-minimwn-thickness Ql. 9 mm) wood structural panel sheathing FIGURE 2308.6.5.1
ALTERNATE BRACED WALL PANEL {ABW)
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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 26 of Table 2304.10.2 shall be permitted to be used. A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing.

One anchor bolt n ot less than 5/8 -inch (15.9 mm) diameter and installed in accordance with Section 2308.3.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).

Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall also have a hold -down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The ho ld-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 con tinuous across the entire length of the braced wall line.

This foundatio n shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12 - inch by 12-inch (305 mm by 305 mm) continuous footing is permitted at door open ings in the braced wall line. This continuous footing shall be reinforced with not less than one No. 4 bar top and bottom.

This reinforcement shall be lapped not less than 24 inches (610 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.

Where a PFH is installed at the first story of two -story buildings, each panel shall have a length of not less than 24 inches (610 mm).

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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18.40.590 – Amend CBC Section 2308.6.8.1—Foundation requirements.

Section 2308.6.8.1 of the California Building Code is amended to read as follows:

2308.6.8.1 Foundation requirements. Braced wall lines shall be supported by continuous foundations.

Exception: For structures with a maximum plan dimension not over 50 feet (15240 mm), continuous foundations are required at exterior walls only for structures assigned to Seismic Design Category A, B or C.

For structures in Seismic Design Categories D and E, exterior braced wall panels shall be in th e same plane vertically with the foundation or the portion of the structure containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.1.1.

18.40.600 – Amend CBC Section 2308.6.9—Attachment of sheathing.

Section 2308.6.9 of the California Building Code is amended to read as follows:

2308.6.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Tables 2308.6.1 or 2304.10.2. Wall sheathing shall not be attached to framing members by adhesives. Staple fasteners in Table 2304.10.2 shall not be used to resist or transfer seismic forces in structures assigned to Seismic Design Category D, E or F.

Exception: Staples may be used to resist or transfer seismic forces when the allowable shear values are substantiated by cyclic testing and approved by the Building Official.

All braced wall panels shall extend to the roof sheathing and shall be attached to parallel roof rafters or blocking above with framing clips (18 gauge minimum) spaced at a maximum of 24 inches (6096 mm)

EXTENT OF HEADER

DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS)

EXTENT OF HEADER

SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)
MIN. 3"x11.25" NET HEADER
r MIN. 1000 LB TIE-DOWN

I-----,-, I DEVICE
6' TO 18'
I, \.__ 1000 lb STRAP OPPOSITE SHEATHING
i FASTEN TOP PLATE TO HEADER WITH TWO
1j ROWS OF 16d SINKER NAILS AT 3" 0 .C, TYP.
! \__FASTEN SHEATHING TO HEADER WITH 8d COMMON
i OR GALVANIZED BOX NAILS IN 3" GR ID PATTERN AS
r1 SHOWN AND 3" O.C. IN ALL FRAM ING (STUDS,
( BLOCK ING AND SILLS) TYP.

I MIN. WIDTH= 16" FOR ONE-STORY STRUCTURES
MIN. WIDTH= 24" FOR USE IN FIRST OF TWO STOR

STRUCTURE S
/ ~MIN 2x4 FRAM ING
I 'ii' MIN. TH ICKNESS WOOD ~

STRUCT URAL PANE L SHEATH ING
Ii ,I
! FOR PANEL SPLICE (IF Ii

NEEDED ) PANEL EDGES
~~1~Ll0 1~~?~~78D11D !
24 IN. OF PORTAL HE IGHT ii
~~i~~~2-~r:~~~NG i
NAILING IS REQUIRED ii
AT EACH PANEL EDGE. Ii
IF 2x4 DOUBLE BLOCK ING ,I
IS USED THE 2x4S MUSJT 1
BE NAILED TOGETHER i
WITH (3) 16d SINKERS j
,...---MIN . DOUBLE 2x4 POST
MIN. 3500 LB T IE-DOWN DEVICE (EMBEDDED INTO
CONCRETE AND NAI LED INTO FRAM ING IN ~MIN . 1000 LB T IE-DOWN

ACCORDANCE WITH MANUFACTURER 'S DEVICE

RECOMMENDAT IONS)
SEE SECT ION 2308 .6.5.2\
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N. a. For structures assigned to Seismic Design Category D or E. sheathed on one face with 15/32-inch-minimwn -thickness (11.9 mm) wood structur al pane l sheathing.

FIGURE 2308.6.5.2

PORTAL FRAME WITH HOLD-DOWNS (PFH)
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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on center with four 8d nails per leg (total eight 8d nails per clip, minimum). Braced wall panels shall be laterally braced at each top corner and at intervals not to exceed 24 inches (6096 mm) along the top plate of discontinuous vertical framing.

18.40.610 – Amend CBC Section 2503.1—Inspection.

Section 2503.1 of the California Building Code is amended to read as follows:

2503.1 Inspection. Lath, gypsum board and gypsum panel products shall be inspected in accordance with Section 18.07.050 of the Long Beach Municipal Code.

18.40.620 – Amend CBC Section 3007.6.1—Access to smokeproof enclosure.

Section 3007.6.1 of the California Building Code is amended to read as follows:

3007.6.1 Access to a smokeproof enclosure. The enclosed fire service elevator lobby shall have direct access from the enclosed elevator lobby to a smokeproof enclosure with an interior exit s tairway or ramp complying with Section 909.20.

Exception: Access to a smokeproof enclosure with an interior exit stairway or ramp shall be permitted to be through a protected path of travel that has a level of fire protection not less than the elevator lobby enclosure. The wall and floor/ceiling assemblies of the protected path shall comply with the requirements of Section 3007.6.2 and doors opening into the protected path shall comply with the requirements of Section 3007.6.3. The protected path shall be separated from the enclosed elevator lobby through an opening protected by a smoke and draft control assembly in accordance Section 716.2.2.1.

18.40.630 – Amend CBC Section 3115—Intermodal shipping containers.

Section 3115 of the California Building Code is amended to read as follows:

SECTION 3115

INTERMODAL SHIPPING CONTAINERS

3115.1 General. The provisions of Section 3115 and other applicable sections of this code shall apply to intermodal shipping containers that are repurposed for use as buildings or structures, or as a part of buildings or structures.

Exceptions:

1. Intermodal sh ipping containers previously approved as existing relocatable buildings complying with Chapter 14 of the California Existing Building Code.

2. Stationary battery storage arrays located in intermodal shipping containers complying with Chapter 12 of the California Fire Code.

3. Intermodal shipping containers that are listed as equipment complying with the standard for equipment, such as air chillers, engine generators, modular data centers, and other similar equipment.

4. Intermodal shipping containers housing or supporting experimental equipment are exempt from the requirements of Section 3115, provided they comply with all of the following:

4.1. Such units will be single stand-alone units supported at grade level and used only for occupancies as specified under Risk Category I in Table 1604.5.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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4.2. Such units are located a minimum of 8 feet (2438 mm) from adjacent structures, and are not connected to a fuel gas system or fuel gas utility.

4.3. In hurricane -prone regions and flood hazard areas, such units are designed in accordance with the applicable provisions of Chapter 16.

5. [HCD] Shipping containers constructed or converted off -site that meet the definition of Factory-built Housing in Health and Safety Code Section 19971 or Commercial Modular(s) as defined in Health and Safety Code Section 18001.8 shall be approved by the Department of Housing and Community Development.

6. Single-unit stand-alone intermodal shippi ng containers used as temporary storage or as construction trailer s 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, offic es, meeting rooms, plan rooms, other administrative or support functions shall not be exempt from Section 3115.

3115.2 Construction documents. The construction documents shall contain information to verify the dimensions and establish the physical properties of the steel components and wood floor components of the intermodal shipping container , in addition to the information required by Chapter 18.05 of the Long Beach Municipal Code and Section 1603.

3115.3 Intermodal shipping container information. Intermodal shipping containers shall bear an existing data plate containing the following information as required by ISO 6346 and verified by an approved agency. A report of the verification process and findings shall be provided to the building owner.

1. Manufacturer’s name or identification number.

2. Date manufactured.

3. Safety approval number.

4. Identification number.

5. Maximum operating gross mass or weight (kg) (lbs).

6. Allowable stacking load for 1.8G (kg) (lbs).

7. Transverse racking test force (Newtons).

8. Valid maintenance examination date.

Where approved by the building official, the markings and existing data plate are permitted to be removed from the intermodal shipping containers before they are repurpo sed for use as buildings or structures or as part of buildings or structures.

3115.4 Protection against decay and termites. Wood structural floors of intermodal shipping containers shall be protected from decay and termites in accordance with the applicab le provisions of Section 2304.12.1.1.

3115.5 Under-floor ventilation. The space between the bottom of the floor joists and the earth under any intermodal shipping container, except spaces occupied by basements and cellars, shall be provided with ventilation in accordance with Section 1202.4.

3115.6 Roof assemblies. Intermodal shipping container roof assemblies shall comply with the applicable requirements of Chapter 15.

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Exception: Single -unit, stand-alone intermodal shipping containers not attached to, o r stacked vertically over, other intermodal shipping containers, buildings or structures.

3115.7 Joints and voids. Joints and voids that create concealed spaces between intermodal shipping containers, that are connected or stacked, at fire-resistance-rated walls, floor or floor/ceiling assemblies and roofs or roof/ceiling assemblies shall be protected by an approved fire -resistant joint system in accordance with Section 715.

3115.8 Structural. Intermodal shipping containers that conform to ISO 1496 -1 and are repurposed for use as buildings or structures, or as a part of buildings or structures, shall be designed in accordance with Chapter 16 and this section.

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.

3115.8.1.1 Anchorage. Intermodal shipping containers shall be anchored to foundations or other supporting structures as necessary to provide a continuous load path for all applicable design and environmental loads in accordance with Chapter 16.

3115.8.1.2 Stacking. Intermodal shipping containers used to support stacked units shall comply with Section 3115.8.4.

3115.8.2 Welds. The 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 designed and constructed in accordance with Chapters 16, 17 and 22.

3115.8.3 Structural design. The structural design of the intermodal shipping containers repurposed for use as a building or structure, or as part of a building or structure, shall comply with Section 3115.8.4 or 3115.8.5.

3115.8.4 Detailed s tructural 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 ani ntermodal sh ipping container 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 Section 2202.

3115.8.4.2 Seismic design para meters. 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 profiled steel panel elements are considered to be the seismic force-resisting system, design and de tailing shall be in accordance with AISI S100 and ASCE 7 , Table 12.2 -1 requirements for steel systems not specifically detailed for seismic resistance, excluding cantilevered column systems.

2. Where all or portions of the profiled steel panel elements are not considered to be part of the seismic force -resisting system, an independent seismic force -resisting system shall be selected and detailed in accordance with ASCE 7 Table 12.2-1.

3. Where all or portions of the profiled steel elements are retained and integrated into a seismic force-resisting system other than as permitted by Section 311 5.8.4.2 Item 1, seismic design parameters shall be developed from testing and analysis in accordance THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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with Section 18.03.060 of the Long Beach Municipal Code 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 profiled steel panel side walls and end walls shall be determined 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 Simplified structural design procedure of single -unit c ontainers. Single -unit intermodal shipping containers conforming to the limitations of Section 311 5.8.5.1 shall be permitted to be designed in accordance with Sections 3115.8.5.2 and 3115.8.5.3.

3115.8.5.1 Limitations. Use of Section 3115.8.5 is subject to all the following limitations:

1. The intermodal shipping container shall be a single-unit, stand-alone unit supported on a foundation and shall not be in contact with or supporting any other shipping container or other structure.

2. The intermodal shipping container’s top and bottom rails, corner castings, and columns or any portion thereof shall not be notched, cut, or removed in any manner.

3. The intermodal shipping container shall be erected in a level and horizontal position with the floor located at the bottom.

4. The intermodal shipping container shall be located in Seismic Design Category A, B, C or D.

3115.8.5.2 Simplified structural design assumptions. Where permitted by Section 311 5.8.5.1, single-unit, stand-alone intermodal shipping containers shall be designed using the following assumptions for the profiled steel panel side walls and end walls:

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.

5. Limits on structural height, hn = 9.5 feet (2900 mm).

3115.8.5.3 Allowable shear value. The allowable shear values for the profiled steel panel side walls (longitudinal) and end wa lls (transverse) for wind design and seismic design using the coefficients of Section 3115.8.5.2 shall be in accordance with Table 311 5.8.5.3, 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 walls or end walls, as shown in Figure 3115.8.5.3(1).

2. Any full height wall length, or portion thereof, less than 4 feet (305 mm) long 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 THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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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 311 5.8.5.3(3). The existing door interlocking mechanism shall not be considered as a component of the required load path.

4. Where openings are made in container walls, floors or roofs for doors, windows and other openings:

4.1. The openings 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 a 6 -inch (152 mm) diameter hole for conduits, pipes, tubes or vents, or not greater than16 square inches (10 322mm 2) for electrical boxes, is permitted for each individual 8 feet length (2438 mm) of lateral force-resisting wall. Penetrations located in walls that are not part of the wall 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.

TABLE 3115.8.5.3

ALLOWABLE SHEAR VALUES FOR PROFILED STEEL PANEL

SIDE WALLS AND END WALLS FOR WIND OR SEISMIC LOADING

CONTAINER
DESIGNATION b

CONTAINER

DIMENSION
(Nominal Length)

CONTAINER

DIMENSION
(Nominal Height)

ALLOWABLE SHEAR VALUES
(PLF) a,c
Side Wall End Wall
1EEE 45 feet (13.7 M) 9.5 feet (2896 mm) 75
843
1EE 8.6 feet (2591 mm)
1AAA
40 feet (12.2 M)

9.5 feet (2896 mm)
84 1AA 8.5 feet (2592 mm)
1A 8.0 feet (2438 mm)
1AX <8.0 feet (2483 mm)
1BBB
30 feet (9.1 M)

9.5 feet (2896 mm)
112 1BB 8.5 feet (2591 mm)
1B 8.0 feet (2438 mm)
1BX <8.0 feet (2438 mm)
1CC
20 feet (9.1 M)

8.5 feet (2591 mm)
168 1C 8.0 feet (2438 mm)
1CX <8.0 feet (2438 mm)
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.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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FIGURE 3115.8.5.3(1)
Bracing Unit Distribution – Maximum Linear Length

FIGURE 3115.8.5.3(2)
Bracing Unit Distribution – Minimum Linear Length

max 1/2 L
0 ]: I
existing existing hole in
top railing corner casting
opening
existing come !:_,..
column
existing fork existing
lift pocket ] r bottom railing
ro ,-, r ,, 'o
L
L = length of wall
~4ft . min
'o- --- --- 0
I
existing existing hole in
top railing corner casting
opening
existing come !:_ +
column
existing fork existing
lift pocket ] r bottom railing
lo ,-, r '7 0
I
I I L
L = length of wall
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

Department of Development Services: Building and Safety Bureau Page 197 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division

FIGURE 3115.8.5.3(3)
Bracing Unit Distribution – Boundary Elements

FIGURE 3115.8.5.3(4)
Bracing Unit Distribution – Penetrating Limitations

18.40.650 – Amend CBC Section G101.3—Flood hazard scope. boundary elemen ts
0 existing vent
0 existing fork
I lift pocket ]
L
existing fork
lift pocket ]
opening
opening
existing hole in
corner casting
existing corner
column
existing
r bottom railing
existing corner
column
existing
r bottom railing
0 0
L = length of wall
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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Section G101.3 of the California Building Code is amended to read as follows:

G101.3 Scope. The provision of this appendix shall apply to all proposed development in a flood hazard area established in Section 1612 of this code, including certain building work exempt from permit under Section 18.04.020 of the Long Beach Municipal Code.

18.40.660 – Amend CBC Section G101.4—Flood hazard violation.

Section G101.4 of the California Building Code is amended to read as follows:

G101.4 Violations. Any violation of a provision of thi s appendix, or failure to comply with a permit or variance issued pursuant to this appendix or any requirement of this appendix, shall be handled in accordance with Chapter 18.09 of the Long Beach Municipal Code.

18.40.670 – Amend CBC Section G101.5—Flood hazard designation of local floodplain administrator.

Section G101.5 of the California Building Code is amended to read as follows:

G101.5 Designation of local floodplain administrator. The Building Official and City Engineer are hereby designated to administer and implement this appendix by granting or denying permits in accordance with its provisions and the Long Beach Municipal Code.

18.40.680 – Add CBC Section G101.6—Flood hazard disclaimer of liability.

Section G101.6 is added to the California Building Code to read as follows:

G101.6 Warning and disclaimer of liability. The degree of flood protection required by this appendix is considered reasonable for regulatory purposes and is based on scientific an d engineering considerations. Larger floods can and will occur on occasion. Flood heights may be increased by manmade or natural causes. This appendix does not imply that land outside areas of special flood hazards or uses permitted within such areas will be free from flooding or flood damages. This appendix shall not create liability on the part of the City of Long Beach, any officer or employee thereof, the State of California, the Federal Insurance Administration, or the Federal Emergency Management Agen cy, for any flood damage that result s from reliance on this appendix or any administrative decision made hereunder.

18.40.690 – Amend CBC Section G103.1—Flood hazard general.

Item 10 of Section G103.1 of the California Building Code is amended to read as follows:

10. Certain building work exempt from permit under Section 18.04.020 of the Long Beach Municipal Code and other buildings and development activities.

18.40.700 – Amend CBC Section G103.2—Flood hazard establishment.

Section G103.2 of the California Building Code is amended to read as follows:

G103.2 Establishment of flood hazard areas. Flood hazard areas are established in Section 1612.3 of this code and by the Federal Insurance Administration of the Federal Emergency Management Agency (FEMA), in a scientific and engineering report entitled "The Flood Insurance Study for the City of Long Beach", dated July 6, 1998, with accompanying Flood Insurance Rate Map (FIRMs), and all subsequent amendments and/or revisions, are hereby adopted by ref erence and declared to be a part of this appendix. This flood insurance study and attendant mapping is the minimum area of applicability of this appendix and may be supplemented by studies for other areas which allow implementation of this appendix and which are recommended to the City Council by the City Engineer. The Flood Insurance THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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Study and FIRMs are on file in the office of the Department of Public Works, 411 West Ocean Boulevard, Long Beach, California 90802.

18.40.710 – Add CBC Section G103.3—Flood hazard interpretation of FIRM boundaries.

Section G103.3 is added to the California Building Code to read as follows:

G103.3 Interpretation of FIRM boundaries. The City Engineer shall make interpretations where needed as to the exact location of the boundaries of flood hazard areas where there appears to be a conflict between a mapped boundary and actual field conditions. The applicant contesting the boundaries shall be given a reasonable opportunity to appeal the interpretation as provided for in Section G106.

18.40.720 – Amend CBC Section G104.3—Flood hazard determination of design flood elevation.

Item 2 of Section G104.3 of the California Building Code is amended to read as follows:

2. Determine the design flood elevation in accordance with accepted hydrologic and hydraulic engineering techniques. Such analyses shall be performed and sealed by a registered design professional. Studies, analyses, and computations shall be submitted in sufficient detail to allow review and approval by the City Engineer. The accuracy of data submitted for such determination shall be the responsibility of the applicant.

18.40.730 – Amend CBC Section G104.5—Flood hazard floodway encroachment.

Section G104.5 of the California Building Code is amended to read as follows:

G104.5 Floodway encroachment. Prior to issuing a permit for any floodway encroachment, including fill, new construction, substantial improvements and other development or land -disturbing activity, the City Engineer shall require submission of a certification, prepared by a registered design professional, along with supporting technical data, demonstrating that such development will not cause any increase of the base flood level.

18.40.740 – Amend CBC Sections G10 4.6 and G10 4.6.1—Flood hazard watercourse alteration and engineering analysis.

Sections G104.6 and G104.6.1 of the California Building Code are amended to read as follows:

G104.6 Watercourse alteration. Prior to issuing of a permit for any alteration or relocation of any watercourse, the City Engineer shall provide notification of the proposal to the appropriate authorities of all adjacent government jurisdictions, as well as the California Department of Water Res ources. A copy of the notification shall be maintained in the permit records and submitted to FEMA.

G104.6.1 Engineering analysis. The City Engineer shall require submission of an engineering analysis, prepared by a registered design professional, demonst rating that the flood -carrying capacity of the altered or relocated portion of the watercourse will not be decreased. Such watercourses shall be maintained in a manner that preserves the channel’s flood-carrying capacity.

18.40.750 – Amend CBC Section G104.7—Flood hazard alterations in coastal areas.

Section G104.7 of the California Building Code are amended to read as follows:

G104.7 Alterations in coastal areas. Prior to issuing a permit for any alteration of sand dunes and mangrove stands in coast hig h-hazard areas and coastal A zones, the City Engineer shall require submission of an engineering analysis, prepared by a registered design professional, demonstrating that the proposed alteration will not increase the potential for flood damage.

18.40.760 – Add CBC Section G104.11—Flood hazard letter of map revision.

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Section G104.11 is added to the California Building Code to read as follows:

G104.11 Letter of Map Revision. Within 6 months of information becoming available or project completion, whichever comes first, the City Engineer shall submit technical or scientific data to FEMA for a Letter of Map Revision pursuant to the requirement of Part 65 and 65.3 of Title 44 of the Code of Federal Regulations.

18.40.770 – Amend CBC Section G105.4—Flood hazard expiration.

Section G105.4 of the California Building Code is amended to read as follows:

G105.4 Expiration. Section 18.04.060 of the Long Beach Municipal Code shall govern when a permit become invalid or expired.

18.40.780 – Amend CBC Section G106.1—Flood hazard general variance.

Section G106.1 of the California Building Code is amended to read as follows:

G106.1 General. The Board of Examiners, Appeals and Condemnation (hereinafter referred to as “board of appeals” in this appendix) established pursuant to Chapter 18.10 of the Long Beach Municipal Code shall hear and decide requests for variances. The board of appeals shall base its determination on technical justifications and has the right to attach such conditions to variances as it deems necessary to further the purposes and objectives of this appendix and Section 1612.

Any person aggrieved by the decision of the board of appeal may, within ten (10) days from the date the aggrieved party is notified in writing of the decision, app eal such decision to the City Council by filing a written notice thereof with the City Clerk. The City Council's decision shall be reduced to writing and shall be served by mail on the aggrieved party within ten (10) days after all evidence has been received by the City Council. Upon consideration of the factors of Section G106.6 and the purposes of this appendix, the City Council may attach such conditions to the granting of variances as it deems necessary to further the purposes of this appendix. The decision of the City Council shall be final.

18.40.790 – Amend CBC Section G106.2—Flood hazard records.

Section G106.2 of the California Building Code is amended to read as follows:

G106.2 Records. The Building Official shall maintain a permanent record of all variance actions, including justification for their issuance. The City Engineer shall report any variances issued in its report submitted to FEMA.

18.40.800 – Amend CBC Section G106.7—Flood hazard conditions for issuance.

Item 5 of Section G106.7 of the California Building Code is amended to read as follows:

5. Notification to the applicant in writing over the signature of the Building Official that the issuance of a variance to construct a structure below the base flood level will result in increased premium rates for flood insurance up to amounts as high as $25 for $100 of insurance coverage, and that such construction below the base flood level increases risks to life and proper ty. Prior to the issuance of a permit, a copy of the notice shall be recorded by the applicant in the Office of the Los Angeles County Recorder and shall be recorded in a manner so that it appears in the chain of title of the affected parcel of land.

18.40.810 – Amend CBC Section G102.1—Flood hazard general definitions.

Section G102.1 of the California Building Code is amended to read as follows:

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.40

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G201.1 General. The following words and terms shall, for the purpose of this appendix, have the meanings shown herein. Refer to Chapter 2 of this code or Chapter 18.02 of the Long Beach Municipal Code for general definitions.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

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CHAPTER 18.41 RESIDENTIAL CODE

18.41.010 – Adoption of California Residential Code.

18.41.020 – Amend CRC Section 201.4—Terms not defined.

18.41.030 – Amend CRC Section R301.1.3.2—Woodframe structures.

18.41.040 – Amend CRC Table R301.2(1) and footnote g—Climatic and Geographic Design Criteria.

18.41.050 – Amend CRC Section R301.2.2.6—Irregular buildings.

18.41.060 – Add CRC Section R301.2.2.11—Anchorage of Mechanical, Electrical, or Plumbing Components and Equipment.

18.41.070 – Amend CRC Section R319.1—Address identification.

18.41.080 – Amend CRC Section R401.1—Application.

18.41.090 – Amend CRC Section R403.1.2—Continuous footing in Seismic Design Categories D0, D1 and D2.

18.41.100 – Amend CRC Section R403.1.3.6—Isolated concrete footings.

18.41.110 – Amend CRC Section R403.1.5—Slope.

18.41.120 – Amend CRC Section R404.2—Wood foundation walls.

18.41.130 – Add CRC Section R503.2.4—Openings in horizontal diaphragms.

18.41.140 – Amend CRC Table R602.3(1)—Fastening schedule.

18.41.150 – Amend CRC Section R602.3.2 and Table R602.3.2—Top plate.

18.41.160 – Amend CRC Table R602.3(2)—Alternate attachments to CRC Table R602.3(1).

18.41.170 – Amend CRC Section R602.10.2.3—Minimum number of braced wall panels.

18.41.180 – Amend CRC Table R602.10.3(3)—Bracing requirements.

18.41.190 – Amend CRC Table R602.10.4—Bracing methods.

18.41.200 – Amend CRC Table R602.10.5—Minimum length of braced wall panels.

18.41.210 – Amend CRC Figure R602.10.6.1—Method ABW: Alternate braced wall panel.

18.41.220 – Amend CRC Figure R602.10.6.2—Method PFH: Portal frame with hold-downs at detached garage door openings.

18.41.230 – Amend CRC Figure R602.10.6.4—Method CS-PF: Continuously sheathed portal frame panel construction.

18.41.240 – Amend CRC Section R606.4.4–Parapet walls.

18.41.250 – Amend CRC Section R606.12.2.2.3—Reinforcement requirements for masonry elements.

18.41.260 – Add CRC Section R803.2.4—Openings in horizontal diaphragms.

18.41.270 – Amend CRC Section R1001.3.1—Vertical reinforcing.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

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CHAPTER 18.41

RESIDENTIAL CODE

18.41.010 – Adoption of California Residential Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Residential Code (herein referred to as the “California Residential Code”).

The California Residential Code is Part 2.5 of the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part is based on the provisions of the 2021 Edition of the International Residential Code ( herein referred to as the “International Residential C ode”) as developed by the International Code Council with necessary California amendments. The following appendices of the California Residential Code are included: Appendices H, Q X, and Z. The following sections, chapters, parts or appendices of the California Residential Code are deleted: Sections R101 through R114 of Chapter 1, Division II; Chapters 11 through 43, Parts IV through VIII; and Appendices A through G, I through P, R through W, and Y.

The adoption of the California Residential Code is subject to the changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Residential Code. A copy of the California Residential Code, printed as code in book form, shall be on file in the Office of the City Clerk.

18.41.020 – Amend CRC Section 201.4—Terms not defined.

Section R201.4 of the California Residential Code is amended to read as follows:

R201.4 Terms not defined. Where terms are not defined through the methods authorized by this section, such terms shall have ordinarily accepted meanings such as the context implies. Webster's Third New International Dictionary of the English Language, Unabridged , shall be considered as providing ordinarily accepted meanings.

18.41.030 – Amend CRC Section R301.1.3.2—Woodframe structures.

Section R301.1.3.2 of the California Residential Code is amended to read as follows:

R301.1.3.2 Woodframe structures. The Building Official shall require construction documents to be approved and stamped by a California licensed architect or e ngineer for all dwellings of woodframe construction more than two stories and basement in height located in Seismic Design Category A, B or C. Notwithstanding other sections the law, the law establishing these provisions is found in Business and Professions Code Section 5537 and 6737.1.

The Building Official shall require construction documents to be approved and stamped by a California licensed architect or engineer for all dwellings of woodframe construction more than one story in height or with a basement located in Seismic Design Category D0, D1, D2 or E.

18.41.040 – Amend CRC Table R301.2 and footnote g—Climatic and Geographic Design Criteria.

Table R301.2 and footnote g of the California Residential Code are amended to read as follows:

TABLE R301.2

CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA

GROUND
SNOW
LOADo

WIND DESIGN SEISMIC
DESIGN

CATEGORY
f

SUBJECT TO DAMAGE

FROM WINTER
DESIGN
TEMP e

ICE BARRIER

UNDERLAYMENT
REQUIRED h
FLOOD
HAZARDSg
AIR

FREEZING
INDEX i
MEAN
ANNUAL
TEMP j
Speed
d
(mph)
Topographic
effects k
Special
wind
region l
Wind-
borne
debris
zone m
Weathering
a
Frost
line
depth b
Termite
c

I I I I I I I I I I I I I I I
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

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Zero 95 No Yes No D2 or E Negligible 12” -
24”
Very
heavy 43 No Yes 0 60

g. The flood hazard map shall include, at a minimum, areas of special flood hazard as identified by the Federal Emergency Management Agency in a scientific and engineering report entitled "The Flood Insurance Study for the City of Long Beach" dated July 6, 19 98, as amended or revised with the accompanying Flood Insurance Rate Map (FIRM) and Flood Boundary and Floodway Map (FBFM) and related supporting data along with any revisions thereto. This flood insurance study and attendant mapping is the minimum area of applicability of this code and may be supplemented by studies for other areas which allow implementation of this code and which are recommended to the City Council by the City Engineer. The Flood Insurance Study and FIRMs are on file in the office of the Department of Public Works, 411 West Ocean Boulevard, Long Beach, California 90802.

18.41.050 – Amend CRC Section R301.2.2.6—Irregular buildings.

Items 1, 3 and 5 of Section R301.2.2.6 of the California Residential Code are amended to read as follows, including the removal of the exception in each of the items:

1. Shear wall or braced wall offsets out of plane. Conditions where exterior shear wall lines or braced wall panels are not in one plane vertically from the foundation to the uppermost story in which they are required.

3. Shear wall or braced wall offsets in plane. Conditions where the end of a braced wall panel occurs over an opening in the wall below.

5. Floor level offset. Conditions where portions of a floor level are vertically offset.

18.41.060 – Add CRC Section R301.2.2.11—Anchorage of Mechanical, Electrical, or Plumbing Components and Equipment.

Section R301.2.2.11 is added to Chapter 3 of the California Residential Code to read as follows:

R301.2.2.11 Anchorage of Mechanical, Electrical, or Plumbing Components and Equipment.

Mechanical, electrical, or plumbing components and equipment shall be anchored to the structure.

Anchorage of the components and equipment shall be designed to resist loads in accordance with the California Building Code and ASCE 7, except where the component is positively attached to the structure and flexible connections are provided between the component and associated ductwork, piping, and conduit; and either

1. The component weighs 400 lb (1,780 N) or less and has a center of mass located 4 ft (1.22 m) or less above the supporting structure; or

2. The component weighs 20 lb (89N) or less or, in the case of a distributed system, 5 lb/ft (73 N/m) or less.

18.41.070 – Amend CRC Section R319.1—Address identification.

Section R319.1 of the California Residential Code is amended to read as follows:

R319.1 Address identification. Buildings and structures shall be provided with an approved address identification and number in accordance with Chapter 18.11 of the Long Beach Municipal Code.

18.41.080 – Amend CRC Section R401.1—Application.

Section R401.1 of the California Residential Code is amended to read as follows:

R401.1 Application. The provisions of this chapter shall control the design and construction of the foundation and foundation spaces for buildings. In addition to the provisions of this chapter, the design and construction of foundations in flood hazard areas as established by Table R301.2 shall meet the provisions of Section R322. Wood foundations shall be designed and installed in accordance with AWC PWF.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

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Exception: The provisions of this chapter shall be permitted to be used for wood foundations only in the following situations:

1. In buildings that have no more than two floors and a roof.

2. When interior basement and foundation walls are constructed at intervals not exce eding 50 feet (15 240 mm).

Wood foundations in Seismic Design Category D 0, D1 or D2 shall not be permitted.

Exception: In non -occupied, single -story, detached storage sheds and similar uses other than carport or garage, provided the gross floor area does not exceed 200 square feet, the plate height does not exceed 12 feet in height above the grade plane at any point, and the maximum roof projection does not exceed 24 inches.

18.41.090 – Amend CRC Section R403.1.2—Continuous footing in Seismic Design Categories D0, D1 and D2.

Section R403.1.2 of the California Residential Code is amended to read as follows:

R403.1.2 Continuous footing in Seismic Design Categories D 0, D1 and D2. Exterior walls of buildings located in Seismic Design Categories D 0, D 1 and D 2 shall be supported by continuous solid or fully grouted masonry or concrete footings. Required interior braced wall panels in buildings located in Seismic Design Categories D0, D1 and D2 shall be supported on continuous foundations.

18.41.100 – Amend CRC Section R403.1.3.6—Isolated concrete footings.

Section R403.1.3.6 of the California Residential Code is amended to read as follows:

R403.1.3.6 Isolated concrete footings. In detached one - and two-family dwellings locat ed in Seismic Design Category A, B or C that are three stories or less in height and constructed with stud bearing walls, plain concrete footings without longitudinal reinforcement supporting walls and isolated plain concrete footings supporting columns or pedestals are permitted.

18.41.110 – Amend CRC Section R403.1.5—Slope.

Section R403.1.5 of the California Residential Code is amended to read as follows:

R403.1.5 Slope. The top surface of footings shall be level. The bottom surface of footings shall b e permitted to have a slope not exceeding one unit vertical in 10 units horizontal (10 -percent slope).

Footings shall be stepped where it is necessary to change the elevation of the top surface of the footing or where the surface of the ground slopes more than one unit vertical in 10 units horizontal (10-percent slope).

For structures located in Seismic Design Categories D 0, D1 or D2, stepped footings shall be reinforced with four 1/2 -inch diameter (12.7 mm) deformed reinforcing bars. Two bars shall be pla ce at the top and bottom of the footings as shown in Figure R403.1.5.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

Department of Development Services: Building and Safety Bureau Page 206 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division

FIGURE R403.1.5

STEPPED FOOTING

18.41.120 – Amend CRC Section R404.2—Wood foundation walls.

Section R404.2 of the California Residential Code is amended to read as follows:

R404.2 Wood foundation walls. Wood foundation walls shall be constructed in accordance with the provisions of Sections R404.2.1 through R404.2.6 and with the details shown in Figures R403.1(2) and R403.1(3). Wood foundation walls shall not be used for structures located in Seismic Design Category D0, D1 or D2.

18.41.130 – Add CRC Section R503.2.4—Openings in horizontal diaphragms.

Section R503.2.4 is added to Chapter 5 of the California Residential Code to read as follows:

R503.2.4 Openings in horizontal diaphragms. Openings in horizontal diaphragms with a dimension perpendicular to the joist that is greater than 4 feet (1.2 m) shall be constructed in accordance with Figure R503.2.4.

R£C:O:Mll.1END: a. > b
b~1'(l
- -~MIN, H'4REIJ:AR(l'OP & BOJ'l'-0.\li
1, -- ( BOTTOM PU.TE (nT.)
··- "•l •· .. , .. I GRADE
·····• .. .. .. ............. ~
STEPPED fOUl\~1•\'fiONS
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

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a. Blockings shall be provided beyond headers.
b. Metal ties not less than 0.058 inch [1.47 mm (16 galvanized gage)] by 1.5 inches (38 mm) wide with eight 16d common nails on each side of the header-joist intersection. The metal ties shall have a minimum yield of 33,000 psi (227 MPa). c. Openings in diaphragms shall be further limited in accordance with Section R301.2.2.2.6.

FIGURE R503.2.4

OPENINGS IN HORIZONTAL DIAPHRAGMS

18.41.140 – Amend CRC Table R602.3(1)—Fastening schedule.

Footnote k is added to Lines 20, 21, 24, 34, 35, 36, and 37 of Table R602.3(1) of the California Residential Code to read as follows:

TABLE R602.3(1)

FASTENING SCHEDULE

ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERa, b, c SPACING AND LOCATION

20 k

1" × 6" sheathing to each bearing
3-8d box (21/2" × 0.113"); or
2-8d common (21/2" × 0.131"); or
2-10d box (3" × 0.128"); or
2 staples, 1" crown, 16 ga., 13/4" long

Face nail

21 k

1" × 8" and wider sheathing to each bearing
3-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
3 staples, 1" crown, 16 ga., 13/4" long

Face nail
Wider than 1" × 8"
4-8d box (21/2" × 0.113"); or
3-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
4 staples, 1" crown, 16 ga., 13/4" long
Floor

24 k

1" × 6" subfloor or less to each joist
3-8d box (21/2" × 0.113"); or
2-8d common (21/2" × 0.131"); or
3-10d box (3" × 0.128"); or
2 staples, 1" crown, 16 ga., 13/4" long

Face nail
METAL TIE 16GA. x 1 112" x 4'-0" MIN., (4 TOTAL)
W/ 16-16d COMMON NAILS AS SHOWN
"OR-
METAL TIE 16GA. x 1 1/2" x (OPENING WIDTH+ 4'-0") MIN., (2 TOTAL) WI 24-l 6d COMMON NAILS
For SI: I inch " 25.4 mm, I fool s 304.S mm.

PLYWOOD SHEATHING
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

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Other wall
sheathingg

34 k 1/2" structural cellulosic fiberboard
sheathing
1 ½" x 0.120” galvanized roofing nail, 7/16" head
diameter, or 11/4" long 16 ga. staple with 7/16" or
1" crown

3 6
35 k 25/32" structural cellulosic
fiberboard sheathing
1 ¾" x 0.120” galvanized roofing nail, 7/16" head
diameter, or 1 ¼" long 16 ga. staple with 7/16" or 1"
crown
3 6
36 k 1/2" gypsum sheathingd
1 ½" x 0.120” galvanized roofing nail, 7/16” head
diameter, or 1¼” long, 16 ga.;
staple galvanized, 11/2" long; 7/16” or 1” crown or
11/4" screws, Type W or S
7 7
37 k 5/8" gypsum sheathingd
1 3/4" x 0.120” galvanized roofing nail, 7/16” head
diameter, or 1¼” long, 16 ga.;
staple galvanized, 1½” long; 7/16” or 1” crown or 1¼”
screws, Type W or S
7 7

k. Use of staples in roof, floor, and braced wall panels shall be prohibited in Seismic Design Category D0, D1, or D2.

18.41.150 – Amend CRC Section R602.3.2 and Table R602.3.2—Top plate.

Exception in Section R602.3.2 and Table R602.3.2 of the California Residential Code are amended to read as follows:

Exception: In other than Seismic Design Category D0, D1 or D2, a single top plate used as an alternative to a double top plate shall comply with the following:

1. The single top plate shall be tied at corners, intersecting walls, and at in-line splices in straight wall lines in accordance with Table R602.3.2.

2. The rafters or joists shall be centered over the studs with a tolerance of not more than 1 inch (25 mm).

3. Omission of the top plate is permitted over head ers where the headers are adequately tied to adjacent wall sections in accordance with Table R602.3.2.

18.41.160 – Amend CRC Table R602.3(2)—Alternate attachments to CRC Table R602.3(1).

Footnote b of Table R602.3(2) of the California Residential Code is amended to read as follows:

b. Staples shall have a minimum crown width of 7/16-inch on diameter except as noted. Use of staples in roof, floor, subfloor, and braced wall panels shall be prohibited in Seismic Design Category D 0, D1, or D2.

18.41.170 – Amend CRC Section R602.10.2.3—Minimum number of braced wall panels.

Section R602.10.2.3 of the California Residential Code is amended to read as follows:

R602.10.2.3 Minimum number of braced wall panels. Braced wall lines with a lengt h of 16 feet (4877 mm) or less shall have not less than two braced wall panels of any length or one braced wall panel equal to 48 inches (1219 mm) or more. Braced wall lines greater than 16 feet (4877 mm) shall have TA8L ll:Eli.12.U
SINGL 'fOP--PLAT SPLIC COMN CTiON O AILS
T'O:P.PLATE SPLiCE LOCATION
CO NIDllflO NI C•lllllllf5 and lrte,~ w;i11i; I lllllttJoinl&• Ill 5-11,algnt W.illlllll SlJ!i;;e plabe lilze MlllhWn n:ans
I
SplOep.1:m site Plllllm11m na11 11
-~ $100, qi Joint ~II $IOI QI JOiin!
S1ructun,,i; l11 SOC A-C 3" X G,• X 0.036" (6) 8d bo:..: I 3' x 12" x 0.036" (12) &! Ix, nl m1l:ze<I ~ieel pll.lte (2 1ff X OJ 13') na[Is galv:in!zed sfecel plale (21l/ X O_I 131 mlls or equl¥.ilrm or <'quhale11l !'or~l': l l11,;1iµ -~ nun, l root :'iij..1.1> mm .

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41 Department of Development Services: Building and Safety Bureau Fire Department: Fire Prevention Bureau

Final Version: 10-12-2022
Department of Public Works: Stormwater Division
not less than two braced wall panels. In Seismic Design Category D 0, D1, or D2, no braced wall panel shall have a contributing length less than 48 inches in length or as required in Section R602.10.3, whichever is greater.

18.41.180 – Amend CRC Table R602.10.3(3)—Bracing re quirements based on Seismic Design Category.

Table R602.10.3(3) of the California Residential Code is amended to read as follows:

TABLE R602.10.3(3)

BRACING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
• WALL HEIGKT = 10 FEET
• 10 PSF FLOOR DEAD LOAD MINIMUM TOTAL LENGTH (FEET) OF BRACEO WALL PANELS • 15 PSF ROOF/CEILING OEAO LOAD REQUIRED ALONG EACH BRACED WALL LINE ·• • BRACED WALL LINE SPACING S 25 FEET
Seismic Braced Wall Method Method Melhods Melhods WSP, Melhods Design Calegory" Story Location Lin Length LIB' GB owe, SFB, PBS, ABW', PFH' CS-WSP, CS-G, (lcet)° PCP, HPS, CS-SFB• and PFG"·' CS-PF
~
10 2. 2. 2. 1.6 1.4
20 5.0 5.0 5.0 3.2 2.7
30 7.5 7 .5 7.5 4.8 4 .1
40 10.0 10.0 10.0 6.4 5.4
50 12.5 12. 12.5 . 0 6 .
10 l!' 4.5 .5 3.0 2.6
~
20 l'\'P 9.0 9.0 6.0 5. 1
30 IP I . 13.5 9.0 7.7 (townhou e · only
40 NI' 18.0 18.0 12.0 10.2
-o 1p 22. 22.5 15.0 12.
10 NP 6.0 6.0 4.5 3.8
·~· 20 'P 12.0 12.0 9.0 7.7
----
lf> I . I .0 I. . 11.5
40 NP 24.0 24.0 18.0 15.3
0 lp . 0 0.0 22 . I . I
~
10 NP 5.6 5.6 1.8 1.6
20 !p 11.0 11 .0 .6 . I
30 KP 16.6 16.6 5.4 4.6
40 NI' 22.0 22.0 7.2 6.1
. 0 l (> 27.6 27.6 9.0 7.7
Q
10 NP NP p 3.8 3.2
20 NP NP l'\P 7.5 6.4
OQ 30 !p p p 11.3 9.6
40 lp p p I .0 12.
50 p p p I . 16.
10 NP NP NP 5.3 4.5
.--:> 20 NP I p p 10.5 9 .0
-
30 p !p p I .8 13.
40 NP NP NP 21.0 17.9
50 ·p p p 26.3 22.
(co111i1111ed )
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41 Department of Development Services: Building and Safety Bureau Fire Department: Fire Prevention Bureau

Final Version: 10-12-2022
Department of Public Works: Stormwater Division
a. Linear interpolation shall be permitted.
b. Interpolation of bracing length between the Sds values associated with the seismic design categories shall be permitted
when a site-specific Sds value is determined in accordance with Section 1613.2 of the California Building Code.
c. Where the braced wall line length is greater than 50 feet, braced wall lines shall be permitted to be divided into shorter segment
s having lengths of 50 feet or less, and the amount of bracing within each segment shall be in accordance w
ith this table.
d. Method LIB shall have gypsum board fastened to not less than one side with nails or screws in accordance with Table R602.3
(1) for exterior sheathing or Table R702.3.5 for interior gypsum board. Spacing of fasteners at panel edges shall not exceed 8
inches.
e. Methods PFG and CS-SFB do not apply in Seismic Design Categories D 0, D1 and D2.

TABLE R602.10.3(3)-<:ontlnued

BRAC ING REQUIREMENTS BASED ON SEISMIC DESIGN CATEGORY
• WALL HEJGHT = 10 FEET
• 10 PSF FLOOR DEAD LOAD MINIMUM TOTAL LENGTH (FEET) OF BRACED WALL PANELS • 15 PSF ROOF/CEILING DEAD LOAD REQUIRED ALONG EACH BRACED WALL LINE.,• • BRACED WALL LINE SPACING S 25 FEET
Seism ic Braced Wall "1olhod Method Methods M thodsWSP , M lhods Design Cetogory• Sto,y Location Lino Leng th Lle4 GB owe, SFB, PBS, ABW', PAi' CS-WSP, CS-G, (feet)' PCP, HPS. CS-SFB• and PFG'·' CS-PF
~
10 NI' 6.0 6.0 2.0 1.7
20 NP 12.0 12.0 4.0 3.4
30 KP 18.0 18.0 6.0 5.1
40 NP 24.0 24.0 8.0 6.8
. 0 p 0.0 30.0 10.0 .5
~
10 NP NP NP 4.5 3.8
e
20 KP NP :,.ip 9.0 7.7
o, 30 NP NP NP 13.5 11.5
40 ,p p p I .0 15.3
0 f> f> i p 2.5 I .I
10 NP :,.ip :,.ip 6.0 5.1
~· 20 p p p 12.0 10.2
.__ 30 )\lj> NP NP 18.0 15.3
40 p :,.JP • p 24.0 20.4
50 ·p :,.ip p 30.0 25.5
10 NP 8.0 8.0 2.5 2.1
20 p 16.0 16.0 5.0 4.3
30 ip 24.0 24.0 7. 6.4
40 NP 32.0 32.0 10.0 8.5
0 p 40.0 40.0 12. 10.6
10 NP NP NP 5.5 4.7
20 NP NP NP 11.0 9.4
30 NP NP NP 16.5 14.0
40 NP NP NP 22.0 18.7
o !ti
50 ,p p I' 27.5 23.4
10 Nf> NP NP NP NP
20 ·p I p p p NP
Three- t ry dwell ing 30 NP NI' NP NP NP
40 NP NP NP NP NP
·o ·p p p p p
10 NP NP NP 7.5 6.4
ripple , al l belo~ 20 NP NP NP 15.0 12.8
on~- o r 1wo-story 30 KP NP KP 22.5 19.1
dw lling 40 NP NP NP 30.0 25.5
50 p I p 7. 1.9
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41 Department of Development Services: Building and Safety Bureau Fire Department: Fire Prevention Bureau

Final Version: 10-12-2022
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f. Methods PFH, PFG and ABW are only permitted on a single story or a first of two stories. g. Where more than one bracing method is used, mixing methods shall be in accordance with Section R602.10.4.1. h. One- and two-family dwellings in Seismic Design Category D2 exceeding two stories shall be designed in accordance with accepted engineering practice.
i. Methods GB and PCP braced wall panel h/w ratio shall not exceed 1:1 in SDC D0, D1 and D2. Methods DWB, SFB, PBS, HPS, and CS-S
FB are not permitted in D0, D1 and D2.

18.41.19 0 – Amend CRC Table R602.10.4—Bracing methods.

Table R602.10.4 of the California Residential Code is amended to read as follows:

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41 Department of Development Services: Building and Safety Bureau Fire Department: Fire Prevention Bureau

Final Version: 10-12-2022
Department of Public Works: Stormwater Division

METHODS , MATERIAL
LLB
Let -in-bracing

MINIMUM THICKNESS
tx4w
approved me
nt 45° 10
fo
TABLE R602.10 .4

BRACING METHODS
FIGURE

CONNECTION CRITERIA '
Fasten rs
Wood: 2- I common nails nr
• d 21//' long x 0.11 "di;, .) nail ·
1ctnl trnp: per mimufacturcr
DWB
1/, • ( I" nominal) for l<i!~rTTTTTrnrni-""i~, 21/1" I n x 0.113" dia.) nail or Dia onal wood board
\ .,.

Wood s1ru 1uml panel
( c cc1ion R604
BV "'
Wood lural
panel , one or
maso1 neer
( cc 0 11
R602. I 0.6.5)
Fil
1ru rural
fiberboard hea1hing
Pll
l'ani clcboard h~athing
cc Sccti n R605)
I' 'I'
Ponlond ccmcn1 pla.~1cr
ma imurn 24" s1ud
p.1cing
'It or In" fo r
m:uimum 16"
rud pa ing
·'/s" or 1/ 2" for
ma, imum 16" tud
spacing
Sec cc1io11 R70 .6
for ma imurn 16N
rud pacing
HP 7/ 1/ for ma imum
f lardl rd panel iding 16" . 1ud spa ing
BW
ltcmaic I roccd w:ill
ee Figure
R602. I 0.6 ... 2
2-13/," long tapl
l/2"x0. I I" nai
pan lcdg

0.131" nai
panel dgc
d common (21/ 2 • x 0.1 I) nnil ·
11/ , " long x 0. 12" dia. (for 1// 1hi k
liemhing) 13// long x 0.1 r dia.
(for t'-/12" 1hick shc111hing)
galvanized roofing n:iil
For '// . 6d ommon
(2" long x 0. 11 3" dia.) nail.:

For 'It -Sd m1110 11 <-'// long x

0.13t "dia . nail
I'// long. 11 gage. 0. 120" dia ..
7/ 1/ di:i. h ad nail or
7/ ." I ng. 16 gage taplcs
1"1-=r,rTTTTTTTirrrr=i- 0.092" dia .. 0.225" din . he, d nail. (co111in11ed)
with length 10 • ommod:11 I'/ N
penetration i1110 1ud
cc ction R602.10 .. I
Per ·1ud
6" edge. 12" field
Vari ·s b fa~, ·ncr
4" ai panel edge · 12" , I
in1em1edi:11e suppon
4" ai bra d wall panel
end po~1 ·
• dgc " field
3" dgc 6" 1cld
6" o .. on all frnming
member,.
4" dg "fi Id
c ·ction
R602. I 0.6.1
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41 Department of Development Services: Building and Safety Bureau Fire Department: Fire Prevention Bureau

Final Version: 10-12-2022
Department of Public Works: Stormwater Division
a. Adhesive attachment of w all sheathing, including Method GB , s hall not be permitted in Seismic Design Categories C, D 0, D1 and D2.
b. Applies to p
anels next to garage door opening where supporti ng gable end wall or roof load only. Shall only be used on one wall of the garage. In Seismic Design Categories D0, D1 and D2, roof covering dead load shall not exceed 3 psf. c. Garage openi
ngs adjacent to a Method CS-G panel shall be pr ovided with a header in accordance with Table R602.7(1). A full-height clear opening shall not be permitted adjacent to a Method CS-G panel. d. Method CS
-SFB does not apply in Seismic Design Categories D0, D1 and D2. e. Method applie
s to detached one- and two- family dwellings in Seismic Design Categories D0 through D2 only. f. Methods GB a
nd PCP braced wall panel h/w ratio shall not exceed 1:1 in SDC D 0, D1 and D2. Methods LIB, DWB, SFB, PBS, HPS, and PFG are not permitted in SDC D0, D1 and D2.
g. Use of stapes in braced
wall panels shall be prohibited in SDC D0, D1 and D2.

18.41.20 0 – Amend CRC Table R602.10.5—Min imum length of braced wall panels.

Table R602.10.5 of the California Residential Code is amended to read as follows:

TABLE R602.10.5

MINIMUM LENGTH OF BRACED WALL PANELS

METHODS , MATERIAL
"8 .r. l'FH
O Ponal frum with hold-~
t4l down
C:
·.:;
E cc
~ PF
·§ Po11al frame at garage
!:!
..!:
-W l'
ontinuously sheathed
wood tn1 turol panel
' -Gb ,<
ontinuou ly h athcd
wood Mructural panel
;1djn nt to garage
opening
.p
Continuou. ly . he::uhed
portal frame
rs•
ontinu u ly shcarh d
stru 111 ml fiberboard
MINIMUP~ THICKNESS
I"
'I "
'I:" or 2·'/!>/ for
maximum 16#
s1ud ·pacing
TABLE R602.10.4-contlnued

BRACING METHODS
CONNECTION CRITERIA•
FIGURE
FastCf'ICIS
e c:clion R60 .10.6.-
See c:c1ion R602. I0.6.

Sec Mclhod -W. P
Sec e 1ion R602.10.6.4
11/ 1" lon x0.1 - "dia.
-r=i====i,...,.,=r-,=;;,.-,. (for 1/ " 1hick ·he. thing) I 1// long x

0.1 • dia. ( for z:s/,; thick hcathing)
•al anizcd· · ling nail
Spicing
c cction
R602. I 0.6.2
C C lion
R602. I 0.6.3
6n cdg • · 12" fi ·Id
arics by fa~1cncr
Sec lc1hod S-\ . P
e c: lion
R602. l 0.6.4
3# edges 6" field
F-Or I: I in h = 25.4 mm, I rooc = 3~. mm, I dc!).l\!C = 0.017 r:id, I pound per ~um-.: rooc = 47.8 /m1, I mile per oour = 0.447 mI.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

Department of Development Services: Building and Safety Bureau Page 214 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.

NP = Not Permitted.
a. Linear interpolation shall be permitted.
b. Use the actual length where it is greater than or equal to the minimum length. c. Maximum header height for PFH is 10 feet in accordance with Figure R602.10.6.2, but wall height shall be permitted to be increased to 12 feet with pony wall.
d. Maximum header height for PFG is 10 feet in accordance with Figure R602.10.6.3, but wall height shall be permitted to be increased to 12 feet with pony wall.

METHOD
(See Table R602.10.4)

MINIMUM
LENGTHa
(inches)

CONTRIBUTING
LENGTH
(inches) Wall Height
8 feet 9 feet 10 feet 11 feet 12 feet
DWB, WSP, SFB, PBS, PCP, HPS, BV-WSP 48 48 48 53 58 Actualb GB 48 48 48 53 58 Double sided = Actual
Single sided = 0.5 × Actual
LIB 55 62 69 NP NP Actualb

ABW
SDC A, B and C, ultimate
design
wind speed < 140 mph

28 32

34 38

42 48 SDC D0, D1 and D2, ultimate
design
wind speed < 140 mph

32 32

34 NP

NP
CS-G 24 27 30 33 36 Actualb

CS-WSP, CS-SFB
Adjacent clear opening height
(inches)

 64 24 27 30 33 36

Actualb
68 26 27 30 33 36
72 27 27 30 33 36
76 30 29 30 33 36
80 32 30 30 33 36
84 35 32 32 33 36
88 38 35 33 33 36
92 43 37 35 35 36
96 48 41 38 36 36
100 — 44 40 38 38
104 — 49 43 40 39
108 — 54 46 43 41
112 — — 50 45 43
116 — — 55 48 45
120 — — 60 52 48
124 — — — 56 51
128 — — — 61 54
132 — — — 66 58
136 — — — — 62
140 — — — — 66
144 — — — — 72
METHOD
(See Table R602.10.4)
Portal header height
8 feet 9 feet 10 feet 11 feet 12 feet
PFH Supporting roof only 24 24 24 Note c Note c 48 Supporting one story and roof 24 24 24 Note c Note c PFG 24 27 30 Note d Note d 1.5 × Actualb
CS-PF SDC A, B and C 16 18 20 Note e Note e 1.5 × Actualb SDC D0, D1 and D2 24 24 24 Note e Note e Actualb

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

Department of Development Services: Building and Safety Bureau Page 215 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division
e. Maximum header height for CS-PF is 10 feet in accordance with Figure R602.10.6.4, but wall height shall be permitted to be increased to 12 feet with pony wall.

18.41.210 – Amend CRC Figure R602.10.6.1—Method ABW: Alternate braced wall panel.

Figure R602.10.6.1 of the California Residential Code is amended to read as follows:

18.41.220 – Amend CRC Figure R602.10.6.2 —Method PFH: Portal frame with hold -downs at detache d garage door openings.

Figure R602.10.6.2 of the California Residential Code is amended to read as follows:

!i: g w
Ji:
.J
z
::
:I
i
0 u
~
Ill
I 15/32" WOOO

S RUCTUWI L PA EL

SHEA THING ON ONE FACE
11/11'4. 2 X4 FR.AA!INGMIN .

DOUBI.JE STUDS REQlJIRED.
(2}HOLD-OOWN OF! (2)STRAP-TYP,E
ANCHO S PER TA R602 10,6 1 (ON
OF EACH SHOWN FORCLARJ TY).

STRAP-TYPE AJ\(;:HORS SI-IALL BE
PER!MIITED TO BE ATTI\.CHE'D OVE'Ft

T HE WOOD STRUCTURAL PAN EL

PAN EUWST BE ATT ACH ED
TO CON~E'T'E FOOTING OR

CONCRETE FOU OA,TION
WAILL C-ONTINUOU$ OVER
0:RACED WALL LINE
(2)1/T DIAJ.11.T!.RANCHOR

BOLTS LOCATEO BETWEEN
1:5- ANU iz- Ut cAt;H !: l'V ot
TH seer ENT
For SI: l irrd1 = 25.4 mm.

PAN L.LENGTH PER
TAIBLE R60210.:i
Fil:GURE R602.10.6.1

TOP PLATE SI-IALL BE CONTINUOUS
OViffi 13:RACED WALL PAN EL

FOR PANEL SPLI CE (IF NEEDED)
A.OJOlf'tNG PANELEDGES SHALL ,IEET
0\/ERAND ee FA$Ter,E1OTO C0,1.0 ON
FRAl.llr«i
80 COMI\ION W,,IL.S@ 6°
O.C. AT PAN E LEDGES. OR SINGIJE
S1iORY AN D @ O.C. PAN EL EDGES
FOR TI-E FIRST OF 2 sro ES
sruos UNDEJ'l MleADER AS REQUI R!. D
81) CO • ~,ON NAil$ 12"
O.C T INTERIOR SUPPORTS
f, IN, FtEINFOiRCING OF FOU.NOATION,
ONE lil4 8AR TO PANO BOTTO!\!, LAP
MRS 24" l'AINIMUM .
r INIM UM OOTING SIZE UNDER
OPENIN,G, m 1.2" X Z'.

MIETHOD1 ABW-A L TERNIATE BRACED WALL PANEL
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

Department of Development Services: Building and Safety Bureau Page 216 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division

18.41.230 – Amend CRC Figure R602.10.6.4—Method CS-PF: Continuously sheathed portal frame panel construction.

Figure R602.10.6.4 of the California Residential Code is amended to read as follows:

HIGHT
I

PONYWAL
~
(}
w
I
i
...J
~
12 i
~
~ :::c
b
- ------ EXTENT OF HEADER WITH DOUBLE PORTAL FRAMES (lV,'O BRACED WALL PANELS)- ' •~: .,.,
2'-18' :FINISHED WIDTI-t OF OPENING
------ FOR OOUBLE PORTAL ----►

FASTEN SHEATHING TO HEADER WITH BD
COMMON OR BOX NAILS IN 3" GRIID

PATTERNAS SHOWN

HEADER TO JACK-STUD STRAP PER TABLE
R602 .10.6.4 ON BOTH SIDES OF OPENING
OPPOSITE SIDE OF SHEA1l'1ING
Ml N, LENGTH OF PANEL PER TABLE R602 .10,6
MIN. (2! 150□ LB STF!AP-"TYPE HOLD-DOvi.NS
(EMBEDDED IITTO CONCRETE AJ.JD NAI D INTO

FRAM ING)
MIN. RE.INFORCING OF FOUNDATION, ONE #4 BAR
TOP ANO BOTTOM OF FOOTING LAP fl.AR.$ 2,4·
MIN,
MI N (1) 11i!" OV,METERAHCHOR 80t.T INSTALLED P R
SECTION R403.1.6 - WITH 3"xYx0 .229 " PlATE 'Mo.SHER
FRO:NT ELEVATION

IF NEEDED, PANEL

SPLICE EDGES SHALL

OCCUROVERAND BE

NAILED TO COMMO N
8 OCKI G IMTHI N TH
MIDDLE 2~· OFll-lE
PORTAL•LEG HEIGHT.

ONE ROW OF 3" O.C.

NAILING IS REQUIRED
IN EACH PANEL EDGE.

TYPICAL PORTAL

FRAME CONSTRUCTION

SECTION
For SI: I inch = _5.4 mm. I foot = 304.8 mm.

FIGlJRE R602.10.6.2

METHOD PFH-POR TAL FRAME WITH HOLD-DOWNS

AT DETACH ED GARAG E O PEN INGS

FASTE TOP

PLATE TO

HEADER WITH
TWO
ROWS OF 160

SINKER NAILS AT
3"0,C, TYP
MIN. '0/ WOOD
STRUCT•URAL
PAN L
StiEATHING
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

Department of Development Services: Building and Safety Bureau Page 217 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division

18.41.240 – Amend CRC Section R606.4.4–Parapet walls.

Section R606.4.4 of the California Residential Code is amended to read as follows:

R606.4.4 Parapet walls. Unreinforced solid masonry parapet walls shall not be less than 8 inches (203 mm) thick and their height shall not exceed four times their thickness. Unreinforced hollow unit masonry parapet walls shall be not less than 8 inches (203 mm) thick, and their height shall not exceed three times their thickness. Masonry parapet walls in areas subject to wind loads of 30 pounds per square foot (1.44 kPa) or located in Seismic Design Category D0, D1 or D2, or on townhouses in Seismic Design Category C shall be reinforced in accordance with Section R606.12.

18.41.250 – Amend CRC Section R606.12.2.2.3—Reinforcement requirements for masonry elements.

Section R606.12.2.2.3 of the California Residential Code is amended to read as follows:

R606.12.2.2.3 Reinforcement requirements for masonry elements. Masonry elements listed in Section R606.12.2.2.2 shall be reinforced in either the horizontal or vertical direction as shown in Figure R606.11(2) and in accordance with the following:

1. Horizontal reinforcement. Horizontal joint reinforcement shall consist of not less than one No. 4 bar spaced not more than 48 inches (1219 mm). Horizontal reinforcement shall be provided within 16 inches (406 mm) of the top and bottom of these masonry elements.

2. Vertical reinforcement. Vertical reinforcement shall consist of not less than one No. 4 bar spaced not more than 48 inches (1219 mm). Vertical reinforcement shall be within 8 inches ( 203 mm) of the ends of masonry walls.

18.41.260 – Add CRC Section R803.2.4—Openings in horizontal diaphragms.

f,,. I am
AGUR Recn .10.$.A
ETKOO CS-PF-CONT I lK)USLY SHEATHED PORTAL FRAME PANEL CONSTAUCTION THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.41

Department of Development Services: Building and Safety Bureau Page 218 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division
Section R803.2.4 is added to Chapter 8 of the California Residential Code to read as follows:

R803.2.4 Openings in horizontal diaphragms. Openings in horizontal diaphragms shall conform with Section R503.2.4.

18.41.270 – Amend CRC Section R1001.3.1—Vertical reinforcing.

Section R1001.3.1 of the California Residential Code is amended to read as follows:

R1001.3.1 Vertical reinforcing. For chimneys up to 40 inches (1016 mm) wide, four No. 4 continuous vertical bars adequately anchored into the concrete foundation shall be placed between wythes of solid masonry or within the cells of hollow unit masonry and grouted in accordance with Section R606. Grout shall be prevented from bonding with the flue liner so that the fl ue liner is free to move with thermal expansion. For chimneys more than 40 inches (1016 mm) wide, two additional No. 4 vertical bars adequately anchored into the concrete foundation shall be provided for each additional flue incorporated into the chimney or for each additional 40 inches (1016 mm) in width or fraction thereof.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.42

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CHAPTER 18.42 ELECTRICAL CODE

18.42.010 – Adoption of California Electrical Code.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.42

Department of Development Services: Building and Safety Bureau Page 220 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division
CHAPTER 18.42

ELECTRICAL CODE

18.42.010 – Adoption of California Electrical Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Electrical Code (herein referred to as the “California Electrical Code”).

The California Electrical Code is Part 3 of the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part is based on the provisions of the 2020 Edition of the National Electrical Code (herein referred to as the “National Electrical Code” ) as developed by the National Fire Protection Association with necessary California amendments. The following annexes of the California Electrical Code are included: Annexes A, B and C. The following articles, chapters or annexes of the California Electrical Code are deleted: Annexes D, E, F, G, H, I and J.

The adoption of the California Electrical Code is subject to the changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Electrical Code. A copy of the California Electrical Code, printed as code in book form, shall be on file in the Office of the City Clerk.

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CHAPTER 18.43 PLUMBING CODE

18.43.010 – Adoption of California Plumbing Code.

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CHAPTER 18.43

PLUMBING CODE

18.43.010 – Adoption of California Plumbing Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Plumbing Code (herein referred to as “California Plumbing Code”). The California Plumbing Code i s Part 5 of the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part is based on the provisions of the 2021 Edition of the Uniform Plumbing Code as developed by the International Association of Plu mbing and Mechanical Officials with necessary California amendments. The following appendices of the California Plumbing Code are included: Appendices A, B, D, H, and I. The following sections, chapters, or appendices of the California Plumbing Code are de leted: Sections 101.0 through 107.2 and Table 104.5 of Chapter 1, Division II; Chapters 13, 15 and 16; and Appendices C, E, F, G, J, K, L, M, and N.

The adoption of the California Plumbing Code is subject to the changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Plumbing Cod e. A copy of the California Plumbing Code, printed as code in book form, shall be on file in the Office of the City Clerk.

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CHAPTER 18.44 MECHANICAL CODE

18.44.010 – Adoption of California Mechanical Code.

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CHAPTER 18.44

MECHANICAL CODE

18.44.010 – Adoption of California Mechanical Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Mechanical Code (herein referred to as the “California Mechanical Code”).

The California Mechanical Code is Part 4 of the C alifornia Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part is based on the provisions of the 2021 Edition of the Uniform Mechanical Code as developed by the International Association of Plumbing and Mechanical Officials with necessary California amendments. The following appendices of the California Mechanical Code are included: Appendices A, B, C, and D. The following sections, chapters or appendices of the California Mechanical Code are deleted: Sections 101.0 through 107.2 and Table 104.5 of Chapter 1, Division II; and Appendices E, F, G, and H.

The adoption of the California Mechanical Code is subject to the changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Mechanical Code. A copy of the California Mechanical Code, printed as code in book form, shall be on file in the Office of the City Clerk.

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CHAPTER 18.45 HOUSING CODE

18.45.010 – Adoption of Uniform Housing Code.

18.45.020 – Application.

18.45.030 – Add UHC Chapter 17—Prohibited uses and maintenance.

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CHAPTER 18.45

HOUSING CODE

18.45.010 – Adoption of Uniform Housing Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 1997 Edition of the Uniform Housing Code (herein referred to as the “Uniform Housing Code”). Adoption and enforcement of the Uniform Housing Code is mandated through the State Housing Law pursuant to Section 17960, Part 1.5, Division 13, of the California Health and Safety Code. Section 17922 of the California Health and Safety Code requires the adoption of the latest edition of the Uniform Housing Code. The Uniform Housing Code was adopted by the California Department of Housing and Community Development as provided for in Section 32, Article 5, Subchapter 1, Division 1, of Title 25 of the California Code of Regulations. The provisions of the Uniform Housing Code were developed by the International Conference of Building Official. The following chapters of the Uniform Housing Code are deleted: Chapters 1, 2, 3, 4, 10, 11, 12, 13, 14, 15 and 16.

The adoption of the Uniform Housing Code is subject to the changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Housing Code. A copy of the Uniform Housing Code, printed as code in book form, shall be on file in the Office of the City Clerk.

18.45.020 – Application.

The provisions of the Uniform Housing Code are applicable to all occupancy groups and uses intended for human habitation.

18.45.030 – Add UHC Chapter 17—Prohibited uses and maintenance.

Chapter 17 is added to the 1997 Edition of the Uniform Housing Code to read as follows:

Chapter 17

PROHIBITED USES AND MAINTENANCE

SECTION 1701 – PROHIBITED USES

A. Cooking. It shall be unlawful for any person to cook or prepare food or to permit another person to cook or prepa re food in any bath, shower, slop sink, toilet room, water closet compartment, any room not designed and intended to be used as a kitchen, or in any other portion of a building in which the cooking or preparation of food is detrimental to the health of the occupants or the proper sanitation of the building.

B. Sleeping. It shall be unlawful for any person to use or to permit another person to use any of the following portions of a building for sleeping purposes:

1. Kitchen, hallway, water closet, bath, cellar, shower compartment or slop sink room.

2. Any other room or place which does not comply with the provisions of this code as a sleeping room or in which sleeping is dangerous to life or health.

SECTION 1702 – MAINTENANCE AND REPAIR

A. Maintenance. Every building shall be maintained in good repair.

B. Roof. The roof of every building shall be kept watertight and all storm or casual water shall be properly drained and conveyed from the roof to a storm drain o r street gutter in accordance with other applicable provisions of this chapter.

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C. Drainage. All portions of a lot about a building, including the yards, areaways, vent shafts, court and passageways, shall be graded and drained to efficiently carry the water away from the building.

D. Surfacing. If the Building Official finds it necessary for the protection of the health and safety of the occupants, or for the proper sanitation of a dwelling, apartment house or hotel, it may require that the yards, areaw ays, vent shafts, court, passageways, or other parts of the lot surrounding the building be graveled, or properly paved and surfaced with concrete, asphalt or similar materials.

E. Painting of room walls and ceilings. The walls and ceilings of every room in a dwelling, apartment house or hotel shall be finished, sealed, coated or covered in an approved manner. Approved materials shall be applied as often as may be necessary to maintain the walls and ceilings in a clean and sanitary condition.

F. Painting of court and shaft walls. Unless built of light -colored materials, the walls of courts and shafts shall be painted in a light color, or shall be whitewashed. The paint or whitewash shall be applied as often as may be necessary to maintain the walls in a light color.

G. Wallpaper. Not more than two (2) thicknesses of wallpaper shall be placed upon any wall, partition, or ceiling of any room in any dwelling, apartment house or hotel. If any wall, partition, or ceiling with two (2) thicknesses of wallpaper in any such room is to be repapered, the old wallpaper shall first be removed. Any wallpaper which has become loose or dilapidated shall be removed and the surface repapered, calcimined or painted.

H. Painting of wallpaper. Paint or calcimine over wallp aper is permissible if the plaster under the wallpaper is in good condition.

I. Screening. Whenever necessary for the health of the occupants, or for the proper sanitation or cleanliness of any building, acceptable mosquito screening shall be provided for each exterior door, window, or other opening in the exterior walls of the buildings.

J. Garbage receptacle compartment. Every residential building shall be provided with facilities adequate for the storing of all garbage and waste, either within an app roved compartment or receptacles. These facilities shall be maintained in a clean and sanitary condition.

K. Fences. All fences shall be maintained in good repair and shall be kept straight, uniform and structurally sound. Wooden fences shall be either painted or stained or otherwise treated or sealed in an approved manner to prevent their becoming a nuisance from weathering or deterioration.

L. Sanitation. Each room, hallway, passageway, stairway, wall, partition, ceiling, floor, skylight, glass window, door carpet, rug, matting, window curtain, water closet, compartment, or room, toilet room, bathroom, slop sink room, washroom, plumbing fixtures, drain, roof, closet, cellar, basement, yard, court, lot and the premises of every building shall be kept in every part clean, sanitary, and free from all accumulation of debris, abandoned or inoperable motor vehicles a nd vehicle parts, filth, rubbish, garbage, rodents, insects and other vermin, excessive vegetation and other offensive matter.

M. Dangerous articles. No article that is dangerous or detrimental to life or to the health of the occupants, including any fee d, hay, straw, excelsior, cotton, paper stock, rags, junk, or any other material that may create a fire hazard, shall be kept, stored or handled in any part of a dwelling, apartment house or hotel, or on the lot on which such building is located.

N. Caretaker. A janitor, housekeeper, or other responsible person shall reside upon the premises and shall have charge of every apartment house in which there are sixteen (16) or more apartments, of every hotel in which there are twelve (12) or more guest rooms, unless the owner of any such apartment house or hotel resides upon said premises. If the owner does not reside upon the premises of any apartment house in which there are more than four (4) but less than sixteen (16) THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.45

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apartments, a notice stating the owner's name and address or the name and address of his or her agent in charge of the apartment house shall be posted in a conspicuous place on the premises.

O. Bedding. In every apartment house or hotel, every part of every bed, including mattress, sheets, blankets, and bedding, shall be kept in a clean, dry and sanitary condition, free from filth, urine or other foul matters, and from the infection of lice, bedbugs or other insects. The bed linen of a bed in a hotel shall be changed at least as often as a new guest occupies the bed.

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CHAPTER 18.46 ENERGY CODE

18.46.010 – Adoption of California Energy Code.

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CHAPTER 18.46

ENERGY CODE

18.46.010 – Adoption of California Energy Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Energy Code (herein referred to as the “California Energy Code”). The California Energy Code is Part 6 of the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part is developed by the California Energy Commission.

The adoption of the California Energy Code and certain provisions of the Long Bea ch Municipal Code shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Energy Code. A copy of the California Energy Code, printed as code in book form, shall be on file in the office of the City Clerk.

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CHAPTER 18.47 GREEN BUILDING STANDARDS CODE

18.47.010 – Adoption of California Green Building Standards Code.

18.47.020 – Amend CALGreen Section 4.106.4.2.1—Multifamily development projects with less than 20 dwelling units; and hotels and motels with less than 20 sleeping units or guest rooms .

18.47.030– Amend CALGreen Section 4.106.4. 2.2—Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more sleeping units or guest rooms.

18.47.040 – Amend CALGreen Sections 4.408.1 through 4.408.5—Construction waste reduction, disposal and recycling.

18.47.050 – Amend CALGreen Section 5.106.5.3—Electric vehicle (EV) charging.

18.47.060 – Amend CALGreen Section 5.303.1—Meters.

18.47.070 – Add CALGreen Section 5.303.1.3—Mixed-use occupancy.

18.47.080 – Amend CALGreen Sections 5.408.1 through 5.408.1.4—Construction waste reduction, disposal and recycling.

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CHAPTER 18.47

GREEN BUILDING STANDARDS CODE

18.47.010 – Adoption.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Green Building Standards Code (herein referred to as “California Green Building Standards Code”). The California Green Building Standards Code is Part 11 of the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. The following appendices of the California Green Building Code are deleted: Appendices A4, A5, and A6.1.

The adoption of the California Green Building Standards Code is subject to the changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Green Building Standards Code. A copy of the California Green Building Standards Code, printed as code in book form, shall be on file in the Office of the City Clerk.

18.47.020 – Amend CALGreen Section 4.106.4.2 .1—Multifamily development projects with less than 20 dwelling units; and hotels and motels with less than 20 sleeping units or guest rooms .

Section 4.106.4.2.1 of the California Green Building Standards Code is amended to read as follows:

4.106.4.2.1 Multifamily development projects with less than 20 dwelling units; and hotels and motels with less than 20 sleeping units or guest rooms. The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to this section.

1. EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes.

The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.

Exceptions:

1. When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number of EV capable spaces.

2. When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable spaces, the number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed.

3. Areas of parking facilities served by parking lifts or parki ng spaces accessible only by automated mechanical car parking systems.

Notes:

a. Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future EV charging.

b. There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are installed for use.

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2. EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more than one parking space is provided for use by a single dwelling unit.

Exception: Areas of parking facilities served by park ing lifts or parking spaces accessible only by automated mechanical car parking systems.

18.47.030 – Amend CALGreen Section 4.106.4. 2.2—Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more sleeping units or guest rooms.

Section 4.106.4.2.2 of the California Green Building Standards Code is amended to read as follows:

4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more sleeping units or guest rooms. The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to this section.

1. EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of par king facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes.

The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code.

Exceptions:

1. When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of parking spaces required by Section 4.106 .4.2.2, Item 3, the number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed over the five (5) percent required.

2. Areas of parking facilities served by parking lifts or parking spaces accessible only b y automated mechanical car parking systems.

Notes:

a. Construction documents shall show locations of future EV spaces.

b. There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are installed for use.

2. EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more than one parking space is provided for use by a single dwelling unit.

Exception: Areas of parking facilities served by parking lifts or parking spaces accessible only by automated mechanical car parking systems.

3. EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE. Where common use parking is provided, at least one EV charger shall be located in the common use parking area and shall be available for use by all residents or guests.

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When low power Level 2 EV charging recept acles or Level 2 EVSE are installed beyond the minimum required, an automatic load management system (ALMS) may be used to reduce the maximum required electrical capacity to each space served by the ALMS. The electrical system and any on -site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall have a minimum capacity of 40 amperes and installed EVSE shall have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum required electrical capacity to the required EV capable spaces.

Exception: Areas of parking facilities served by parking lifts or parking spaces accessible only by automated mechanical car parking systems.

18.47.040 – Amend CALGreen Sections 4.408.1 through 4.408.5—Construction waste reduction, disposal and recycling.

Sections 4.408.1 through 4.408.5 of the California Green Building Standards Code is deleted in its entirety and replaced to read as follows:

4.408.1 General. Covered projects meeting the threshold of Section 18.67.020 of Title 18 of the Long Beach Municipal Code shall comply with Chapter 18.67 Construction Waste Reduction, Disposal and Recycling of Title 18 of the Long Beach Municipal Code.

18.47.050 – Amend CALGreen Section 5.106.5.3—Electric vehicle (EV) charging.

Section 5.106.5.3 of the California Green Building Standards Code is amended to read as follows:

5.106.5.3 Electric vehicle (EV) charging. [N] Construction to provide electric vehicle infrastructure and facilitate electric vehicle charging shall comply with Section 5.106.5.3 and shall be provided in accordance with regulations in the California Building Code and the California Electrical Cod e.

Exceptions:

1. On a case by case basis where the local enforcing agency has determined compliance with this section is not feasible based upon one of the following conditions:

a. Where there is no local utility power.

b. Where the local utility is unable to supply adequate power.

c. Where there is evidence suitable to the local enforcement agency substantiating that additional local utility infrastructure design requirements, directly related to the implementation of Section 5.106.5.3, may adversely impact the construction cost of the project.

2. Areas of parking facilities served by parking lifts or parking spaces accessible only by automated mechanical car parking systems are not required to comply with this code section.

18.47.060 – Amend CALGreen Section 5.303.1—Meters.

Section 5.303.1 of the California Green Building Standards Code is amended to read as follows:

5.303.1 Meters. Separate submeters or metering devices shall be installed for the uses described in Sections 5.303.1.1 through 5.303.1.3.

18.47.070 – Add CALGreen Section 5.303.1.3—Mixed-use occupancy.

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Section 5.303.1.3 is added to Chapter 5 of the California Green Building Standards Code to read as follows:

5.303.1.3 Mixed -use occupancy. In new buildings with mixed-use occupancies, separate metering devices shall be dedicated solely to each residential and nonresidential uses. The plumbing system downstream of the meters for the residential and nonresidential uses shall be independent of the other and not cross-connected.

18.47.080 – Amend C ALGreen Sections 5.408.1 through 5.408.1. 4—Construction waste reduction, disposal and recycling.

Sections 5.408.1through 5.408.1.4 of the California Green Building Standards Code are deleted in its entirety and replaced to read as follows:

5.408.1 General. Covered projects meeting the threshold of Section 18.67.020 of Title 18 of the Long Beach Municipal Code shall comply with Chapt er 18.67 Construction and Demolition Recycling Program of Title 18 of the Long Beach Municipal Code.

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CHAPTER 18.48 FIRE CODE

18.48.010 – Adoption of the California Fire Code.

18.48.020 – CFC Chapter 1, Section 101.1—Title.

18.48.030 – CFC Chapter 1, Section 101.2—Scope.

18.48.040 – CFC Chapter 1, Section 101.2—Scope.

18.48.045 – CFC Chapter 1, Section 103.1—Fire Prevention Bureau.

18.48.050 – CFC Chapter 1, Section 103.2—Appointment.

18.48.060 – CFC Chapter 1, Section 104.3—Right of entry.

18.48.070 – CFC Chapter 1, Section 104.6—Official records.

18.48.080 – CFC Chapter 1, Section 105.1.2—Types of permits.

18.48.090 – CFC Chapter 1, Section 105.1.2—Types of permits.

18.48.100 – CFC Chapter 1, Section 105.2—Application.

18.48.110 – CFC Chapter 1, Section 105.3.1—Expiration.

18.48.120 – CFC Chapter 1, Section 105.5—Required operational permits.

18.48.130 – CFC Chapter 1, Section 105.5—Required operational permits.

18.48.140 – CFC Chapter 1, Section 105.5.18—Flammable and combustible liquids.

18.48.150 – CFC Chapter 1, Section 105.6—Required construction and inspection permits.

18.48.160 – CFC Chapter 1, Section 105.6—Required construction and inspection permits.

18.48.170 – CFC Chapter 1, Section 107—Fees.

18.48.180 – CFC Chapter 1, Section 109.2—Testing and operation.

18.48.190 – CFC Chapter 1, Section 109.6—Overcrowding.

18.48.200 – CFC Chapter 1, Section 112.4—Violation penalties.

18.48.210 – CFC Chapter 1, Section 113.4—Failure to comply.

18.48.220 – CFC Chapter 1—Administration.

18.48.230 – CFC Chapter 2, Section 202—General definitions.

18.48.240 – CFC Chapter 3, Section 307.1.1—Prohibited open burning.

18.48.250 – CFC Chapter 3, Section 307.4.2—General.

18.48.260 – CFC Chapter 3, Section 308.1.6.3—Sky lanterns.

18.48.270 – CFC Chapter 3, Section 312.2—Posts.

18.48.280 – CFC Chapter 4, Section 403.11—Special requirements for public safety.

18.48.290 – CFC Chapter 5, Section 503.2.1—Dimensions.

18.48.300 – CFC Chapter 5, Section 503.2.3—Surface.

18.48.310 – CFC Chapter 5, Section 503.2.4—Turning radius.

18.48.320 – CFC Chapter 5, Section 505.1—Address identification.

18.48.330 – CFC Chapter 5, Section 505.1—Address identification.

18.48.340 – CFC Chapter 5, Section 506.1—Where required.

18.48.350 – CFC Chapter 5, Section 507.2.1—Private fire service mains.

18.48.360 – CFC Chapter 5, Section 507.5—Fire hydrant systems.

18.48.370 – CFC Chapter 5, Section 507.5—Fire hydrant systems.

18.48.380 – CFC Chapter 5, Section 510.5.4—Acceptance test procedures.

18.48.390 – CFC Chapter 5—Fire Service Features.

18.48.400 – CFC Chapter 9, Section 901.4.2—Nonrequired fire protection and life safety systems.

18.48.410 – CFC Chapter 9, Section 901.4—Fire protection and life safety systems.

18.48.420 – CFC Chapter 9, Section 903.1—General.

18.48.430 – CFC Chapter 9, Section 903.2—Where required.

18.48.440 – CFC Chapter 9, Section 903.2.8—Group R.

18.48.450 – CFC Chapter 9, Section 903.3.5—Water supplies.

18.48.460 – CFC Chapter 9, Section 903.3.9—Floor control valves.

18.48.470 – CFC Chapter 9, Section 903.4.1—Monitoring.

18.48.480 – CFC Chapter 9, Section 903.4.2—Alarms.

18.48.490 – CFC Chapter 9, Section 903.4.2—Alarms.

18.48.500 – CFC Chapter 9, Section 903.4—Sprinkler system supervision and alarms

18.48.510 – CFC Chapter 9, Section 905.1—General.

18.48.520 – CFC Chapter 9, Section 905.4 Subsection 1—Location of Class I standpipe hose connection.

18.48.530 – CFC Chapter 9, Section 907.1—General.

18.48.540 – CFC Chapter 9, Section 907.3.1—Duct smoke detectors.

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18.48.550 – CFC Chapter 9, Section 907.3.1 Exception 2—Duct smoke detectors.

18.48.560 – CFC Chapter 9, Section 907—Fire alarm and detection systems.

18.48.570 – CFC Chapter 9, Section 910.3—Smoke and heat vents.

18.48.580 – CFC Chapter 9, Section 910.3—Smoke and heat vents.

18.48.590 – CFC Chapter 9, Section 912.1—Installation.

18.48.600 – CFC Chapter 9, Section 912.2.1—Visible location.

18.48.610 – CFC Chapter 9, Section 912.4—Access.

18.48.620 – CFC Chapter 10, Section 1003—General means of egress.

18.48.630 – CFC Chapter 10, Section 1011.12—Stairway to roof.

18.48.640 – CFC Chapter 23, Section 2303.1.1—Protection of dispensing devices.

18.48.650 – CFC Chapter 23, Section 2306.7.9.2—Vapor-processing systems.

18.48.660 – CFC Chapter 23, Section 2306.7.9.2—Vapor-processing system.

18.48.670 – CFC Chapter 35, Sections 3511 and 3511—Welding and other hot work.

18.48.680 – CFC Chapter 36, Section 3604—Fire protection equipment.

18.48.690 – CFC Chapter 48, Section 4807.1—Fire safety officers.

18.48.700 – CFC Chapter 56, Section 5601.1—Scope.

18.48.710 – CFC Chapter 56, Section 5601.2.4—Financial responsibility.

18.48.720 – CFC Chapter 56, Section 5608—Fireworks display.

18.48.730 – CFC Chapter 57, Section 5705.3.5.2 Subsection 7—Group R occupancies.

18.48.740 – CFC Chapter 61, Section 6101.3—Construction documents.

18.48.750 – CFC Chapter 61, Section 6101—General.

18.48.760 – CFC Chapter 61, Section 6103.2.2—Industrial vehicles and floor maintenance machines.

18.48.770 – CFC Chapter 61, Section 6104.3—Container location.

18.48.780 – CFC Appendix B, Table B105.1(1)—Required fire flow for one- and two-family dwellings, Group R-3 and R-4 buildings and townhomes.

18.48.790 – CFC Appendix B, Table B105.2 —Required fire flow for buildings other than one - and two- family dwellings, Group R-3 and R-4 buildings and townhomes.

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CHAPTER 18.48

FIRE CODE

18.48.010 Adoption of the California Fire Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Fire Code (CFC). The following chapters or sections of the California Fire Code are also included; Chapter 1 Division II Parts 1 and 2, Sections 305, 307, 308, 309, 311.2.1, 311.3, 403.1
, 503 and 510.3. The following chapters or sections of the California Fire Code are deleted; 111, 308.1.4, 308.1.7, 903.4 exceptions 4 and 5, 907.3.1 exception 1 and 913.4 methods 3 and 4. The California Fire Code is Part 9 of the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part is based on the provisions of the 2021 International Fire Code (model code) as developed by the International Code Council with necessary California amendments.

The adoption of the 2022
changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this Title. Such codes and code provisions shall constitute and be known as the Long Beach Fire Code. A copy of the California Fire Code, printed as code in book form, shall be on file in the Office of the City Clerk.

18.48.020 CFC Chapter 1, Section 101.1 Title.

Section 101.1 of Chapter 1 of the California Fire Code is amended to read as follows:
101.1 Title. These regulations shall be known as the Fire Code of the City of Long Beach, hereinafter

18.48.030 CFC Chapter 1, Section 101.2 Scope.

Section 101.2 of Chapter 1 of the California Fire Code is amended by the addition of Subsection 6 to read as follows:

6. The maintenance of fire protection and elimination of fire hazards on vessels moored, anchored, or berthed in waters under the jurisdiction of the City and/or within the boundaries of the Port of Long Beach.

18.48.040 CFC Chapter 1, Section 101.2 Scope.

Section 101.2 of Chapter 1 of the California Fire Code is amended by the addition of Section 101.2.2 to read as follows:
101.2.2 Supplemental rules and regulations. The Fire Code Official is authorized to make and enforce such rules and regulations for the prevention and control of fires, fire hazards and hazardous materials incidents as may be necessary from time to time to carry out the intent of this code. Three certified copies of such rules and regulations shall be filed with the City Clerk and shall take effect immediately thereafter. Additional copies shall be kept in the Fire Prevention Bureau Office. These rules and regulations shall be known as the Fire Prevention Requirements.

18.48.045 CFC Chapter 1, Section 103.1 Fire Prevention Bureau.

Section 103.1 of Chapter 1 of the California Fire Code is amended to read as follows:
-s
103.1 Fire Prevention Bureau. There is established in the City a Department known and designated as the Fire Department. In addition to the duties imposed upon said Department by the City Charter and 1 Edition of the California Fire Code (herein referred to as the "California Fire Code") is subject to the
referred to as "this code."
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other ordinances of the City, the function of the Fire P revention Bureau of Said Department shall be the implementation, administration and enforcement of the provisions of this code.

18.48.050 – CFC Chapter 1, Section 103.2—Appointment.

Section 103.2 of Chapter 1 of the California Fire Code is amended to read as follows:

103.2 Appointment. The Fire Code Official shall be appointed by the Fire Chief.

18.48.060 – CFC Chapter 1, Section 104.3—Right of entry.

Section 104.3 of Chapter 1 of the California Fire Code is amended by the addition of the following paragraph to read as follows:

The Fire Code Official shall have the authority to direct inspection and ensure compliance with the Long Beach Fire Code on all tankers and vessels at anchor or dockside in waters under the jurisdiction of the City and/or within the boundaries of the Port of Long Beach. All vessels shall comply with rules and regulations set forth in federal, State and local codes. Access to vessels shall be maintained at all times while the vessel is at anchor or dockside by use of proper brows or accommodation ladders.

18.48.070 – CFC Chapter 1, Section 104.6—Official records.

Section 104.6 of Chapter 1 of the California Fire Code is amended to read as follows:

104.6 Official records. The Fire Code Official shall keep official records as required by Sections 104.6.1 through 104.6.4. Such official records shall be retained for not less than three years or for as long as the activity to which such records relate remains in existence, unless otherwise provided by other regulations.

18.48.080 – CFC Chapter 1, Section 105.1.2—Types of permits.

Section 105.1.2 of Chapter 1 of the California Fire Code is amended by revising the first sentence to read as follows:

105.1.2 Types of permits. There shall be three types of permits as follows:

18.48.090 – CFC Chapter 1, Section 105.1.2—Types of permits.

Section 105.1.2 of Chapter 1 of the California Fire Code is amended by the addition of Subsection 3 to read as follows:

3. Inspection permit. An inspection permit allows the applicant to construct, enlarge, alter, repair, move, demolish, or change the occupancy of a building or structure, fire access roadways, smoke control systems, high piled storage, hazardous materials when not in “H” occupancies, and special systems as indicated in Section 18.48.160.

18.48.100 – CFC Chapter 1, Section 105.2—Application.

Section 105.2 of Chapter 1 of the California Fire Code is amended by the addition of Sections 105.2.5, 105.2.5.1 and 105.2.5.2 to read as follows:

105.2.5 Declaration of intended use of occupancy. As required by the Fire Code Official, any or all owners of any occupancy may be required to record with the County Recorder of the County of Los Angeles a legal instrument of intended use. This legal instrument shall be called a Declaration of Intended Use, which shall specifically state by occupancy classification designations all intended uses of all portions of the occupancy and may not be modified or withdrawn without the approval of the Fire Code Official. Unapproved changes of occupancy or use can be cause for an immediate hearing before THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.48

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the Building Official and the Fire Code Official or their designees. Such hearing shall be conducted to rule on the revocation of the Certificate of Occupancy and the revocation of all permi ts issued to all owners, tenants, operators and occupants of all portions of the occupancy. The Declaration of Intended Use shall be binding on all present and future owners, tenants, operators and occupants.

105.2.5.1 Existing occupancy modification. Any existing occupancy that is modified in any manner where the modifications exceed 1% of the total floor area of the smallest aggregate individual floor area or tier area in any twelve -month period, shall require the filing of a Declaration of Intended Use.

105.2.5.2 Filing. A certified copy of the recorded Declaration of Intended Use shall be filed with the Building Official and the Fire Code Official before any Certificate of Occupancy and/or any permits are issued to any or all owners, operators or occupants of the occupancy.

18.48.110 – CFC Chapter 1, Section 105.3.1—Expiration.

Section 105.3.1 of Chapter 1 of the California Fire Code is amended to read as follows:

105.3.1 Expiration. An operational permit shall remain in effect until reissued, renewe d or revoked, or for such a period of time as specific in the permit. Construction and inspection permits issued shall be valid for a period of two (2) years from the date after its issuance; provided however that every permit issued shall expire on the ni netieth (90 th) day after its issuance if the work on the site authorized by such permit has not commenced or has not been inspected; or shall expire whenever the Fire Code Official determines the work authorized by such permit has been suspended, discontin ued or abandoned or has not been inspected for a continuous period of ninety (90) days after the time the work has commenced. Permits are not transferrable and any change in occupancy, operation, tenancy or ownership shall require that a new permit be issued.

EXCEPTION: If the holder of any permit issued by the Fire Prevention Bureau presents satisfactory evidence that unusual construction difficulties has prevented work from being started or continued without being suspended, discontinued or abandoned or the work has not been inspected within the ninetieth (90th) day time period or completed within the two -year period of validity, the Fire Code Official may grant extensions of time reasonably necessary because of such difficulties. The extension shall be requested in writing for that purpose with justifiable cause demonstrated.

18.48.120 – CFC Chapter 1, Section 105.5—Required operational permits.

Section 105.5 of Chapter 1 of the California Fire Code is amended to read as follows:

105.5 Required operational permits. The Fire Code Official is authorized to issue operational permits for the operations set forth in Chapter 1, Sections 105.5.1 through 105.5.70.

18.48.130 – CFC Chapter 1, Section 105.5—Required operational permits.

Section 105.5 of Chapter 1 of the California Fire Code is amended by the addition of Sections 105.5.55 through 105.5.69 to read as follows:

105.5.55 Airport, heliport and helistop. An operational permit is required to operate an airport, heliport and helistop.

105.5.56 Bulk storage facility. Above ground bulk storage of flammable and combustible liquids for each 225,000 BBL or major fraction thereof.

105.5.57 Educational occupancy. An operational permit is required to operate any occupancy classified as E-Daycare in all commercial properties and residential properties with more than seven (7) children.

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105.5.58 Emergency responder communication coverage system. An operational permit is required to operate an emergency responder communication coverage system.

105.5.59 General use permit. An operational permit is required to maintain, store, use or handle materials, or to conduct processes which may produce conditions hazardous to life or property, or to install equipment used in connection with such processes, or to carry on any activity which in the opinion of the Fire Code Official may be hazardous to life and property and which is not specifically covered by Section 105.5

105.5.60 High-rise. An operational permit is required to operate any high-rise structure.

105.5.61 Hot air balloon. An operational permit is required to launch any hot air balloon which has its lifting power provided by an open flame device. A plan shall be submitted for approval showing distances from buildings and other possible hazards, as determ ined by the Fire Code Official, before the permit is issued.

105.5.62 Institutional occupancy. An operational permit is required to operate any occupancy classified as an I-2, I-2.1, I-3 or I-4 occupancy.

105.5.63 Marijuana facility. An operational permi t is required to operate a dispensary, cultivation, manufacturing, distribution or similar facility.

105.5.64 Marine service station. An operational permit is required to operate a marine service station.

105.5.65 Public firework display. An operational permit is required to conduct a public firework display.

105.5.66 Radioactive material. An operational permit is required to store or handle radioactive materials.

105.5.67 Recreational fire. An operational permit is required for a recreational fire.

105.5.68 Residential occupancy. An operational permit is required to operate a residential occupancy with three or more units.

105.5.69 Rifle range. An operational permit is required to operate a rifle range.

18.48.140 – CFC Chapter 1, Section 105.5.18—Flammable and combustible liquids.

Section 105.5.18 of Chapter 1 of the California Fire Code is amended by the revision of Subsection (3) to read as follows:

3. To store, handle or use Class II or Class IIIA liquids in excess of 25 gallons (95L) in a building or in excess of 60 gallons (227L) outside a building.

18.48.150 – CFC Chapter 1, Section 105.6—Required construction and inspection permits.

Section 105.6 of Chapter 1 of the California Fire Code is amended to read as follows:

105.6 Required construction and inspection permits. The Fire Code Official is authorized to issue construction and inspection permits for work as set forth in Chapter 1, Sections 105. 6.1 through 105.6.30.

18.48.160 – CFC Chapter 1, Section 105.6—Required construction and inspection permits.

Section 105.6 of Chapter 1 of the California Fire Code is amended by the addition of Sections 105.6.25 through 105.6.30 to read as follows:

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105.6.25 Buildings and structures. An inspection permit is required to construct, enlarge, alter, repair, move, demolish, or change the occupancy of a building or structure.

105.6.26 Automatic sprinkler systems. A construction permit is required for the installation or modification of an automatic sprinkler system, including all interior and exterior piping, valves, or appurtenances. Maintenance performed in accordance with this code is not considered a modification and does not require a permit.

105.6.27 Fire Department emergency access and building emergency egress. A construction permit is required for the construction or modification of a Fi re Department emergency access and building emergency egress.

105.6.28 High piled storage. A construction permit is required for the construction or modification of a high piled storage area inside, or outside of any building or structure.

105.6.29 Hazardous materials, when not in “H” occupancies. A construction permit is required for the installation or modification of a hazardous material, when not in “H” occupancies.

105.6.30 Special systems. A construction permit is required for the construction or modification of vapor recovery systems, dust collection systems, compressed or liquefied gas manifolds, and other special systems requiring Fire Department approvals.

18.48.170 – CFC Chapter 1, Section 107—Fees.

Section 107 of Chapter 1 of the California Fire Code is amended by the addition of Sections 107.7, 107.8 and 107.9 to read as follows:

107.7 Operational permit fees. The fee set forth and established for the particular activity by a resolution of the City Council shall accompany all operational permits required pursuant to the provisions of this code.

107.8 Construction and inspection permit fees. Construction and inspection permit fees shall be paid at the time of the permit issuance. In addition to the permit fee, the applicant shall pay a plan check fee. The fee set forth and established for the particular activity by a resolution of the C ity Council shall accompany all construction and inspection permits required pursuant to the provisions of this code.

107.9 Reinspection fee. When the Fire Code Official or his representative arrives at an occupancy to inspect for compliance with a writt en order or notice and is prevented from making the inspection due to inaccessibility of the area, or finds that compliance with the written order has not been made or other circumstances, or when an inspection is scheduled for operational or construction permits and the permittee is not ready for inspection and does not inform the Fire Code Official or his representative two hours prior to the scheduled inspection, a reinspection fee may be assessed.

18.48.180 – CFC Chapter 1, Section 109.2—Testing and operation.

Section 109.2 of Chapter 1 of the California Fire Code is amended by the addition of Section 109.2.2 to read as follows:

109.2.2 Submission of records. Contractors, engineers, test companies and licensed and/or certified testers who perform ins pection, testing and/or maintenance services on fire protection and life safety systems and equipment within the City of Long Beach are required to electronically submit all compliant and non-compliant reports to the Long Beach Fire Department via a method approved by the Fire Code Official.

18.48.190 – CFC Chapter 1, Section 109.6—Overcrowding.

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Section 109.6 of Chapter 1 of the California Fire Code is amended by the addition of Section 109.6.1 to read as follows:

109.6.1 Occupant count. The supervisor of each place of assembly shall have an effective system to keep count of the number of occupants present in the assembly area. If at any time, the Fire Code Official determines that an accurate count of occupants is not being maintained, the occupancy sh all be cleared until an accurate count can be made.

18.48.200 – CFC Chapter 1, Section 112.4—Violation penalties.

Section 112.4 of Chapter 1 of the California Fire Code is amended to read as follows:

112.4 Violation penalties. Persons who shall violate a provision of this code or shall fail to comply with any of the requirements thereof or who shall erect, install, alter, repair or do work in violation of the approved construction documents or directive of the Fire Code Official, or of a permit or certificate used under the provisions of this code, or who enters a building that has been declared "unsafe" and ordered "evacuated", shall be guilty of a misdemeanor.

A person is guilty of a separate offense each day during which he or she commits, continues, or permits a violation of any provision of, or any order, rule, or regulation made pursuant to, this chapter.

18.48.210 – CFC Chapter 1, Section 113.4—Failure to comply.

Section 113.4 of Chapter 1 of the California Fire Code is amended to read as follows:

113.4 Failure to comply. Any person who shall continue any work after having been served with a stop work order, except suc h work as that person is directed to perform to remove a violation or unsafe condition, shall be guilty of a misdemeanor.

A person is guilty of a separate offense each day during which he or she commits, continues, or permits a violation of any provision of, or any order, rule, or regulation made pursuant to, this chapter.

18.48.220 – CFC Chapter 1—Administration.

Chapter 1 Division II of the California Fire Code is amended by the addition of Section 115 to read as follows:

SECTION 115 – RESPONSIBILITY

115.1 Responsibility for costs. Persons who personally or through another willfully, negligently, or in violation of law set a fire, allow a fire to be set, allow a fire kindled or attended by them to escape from their control, allow any ha zardous materials to escape from their control, neglect to properly comply with any written notice of the Fire Code Official, or willfully or negligently allow the continuation of a violation of this code and amendments thereto are liable for the expenses of fighting the fire, for the expenses of any investigation, or for the expenses incurred during a hazardous materials incident. Such expenses shall be a charge against that person. Such charge shall constitute a debt of such person, and is collectible by the City in the same manner as in the case of an obligation under a contract, expressed or implied and a lien may be attached to the involved property.

115.2 Reporting injuries caused by fires. Any person, firm, corporation, or agency that maintains a hospital, pharmacy, or any other medical or first aid service shall immediately report to the Fire Code Official any person suffering from any fire -related injury. The report shall be made both by telephone and in writing, and shall include the name and address of the injured person, the person’s whereabouts, and the character and extent of the person’s injuries.

18.48.230 – CFC Chapter 2, Section 202—General definitions.

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Section 202 of Chapter 2 of the California Fire Code is amended by adding or revising the following definitions to read as follows:

Boat Yard. A facility for construction, repair, storage, launching, berthing, and fueling of small craft.

Fire Chief. The chief officer of the Fire Department serving the jurisdiction.

Fire Code Official. The fire marshal or his or her designated representatives.

High-rise structure. Every building of any type of construction or occupancy having floors used for human occupancy located more than seventy-five (75) feet above the lowest floor level having building access (see California Building Code, Section 403) or the lowest level of Fire Department vehicle access, whichever is more restrictive, except buildings used as hospitals as defined in Section 1250 of the California Health and Safety Code.

Small Craft. Vessels under sixty-five (65) feet in length.

18.48.240 – CFC Chapter 3, Section 307.1.1—Prohibited open burning.

Section 307.1.1 of Chapter 3 of the California Fire Code is amended to read as follows:

307.1.1 Prohibited open burning. Open burning shall be conducted in accordance with Section 307 and as required by other governing agencies regulating emissions. No person shall conduct open burning for any purposes except:

1. When such fire is set or permission for such fire is given in the performance of the official duty of any Public Safety Officer, and the fire in the opinion of such officer is necessary for the purpose of the prevention of a fire hazard which cannot be abated by any other means or for the purpose of the instruction of public employees in the methods of fighting fire.

2. When such fire is set on property used for industrial or institutional purposes to instruct employees in methods of fighting fire.

3. The Fire Code Official has issued an open burning permit allowing ope n burning for a specific purpose.

18.48.250 – CFC Chapter 3, Section 307.4.2—General.

Section 307.4.2 of Chapter 3 of the California Fire Code is amended by the addition of Section 307.4.2.1 to read as follows:

307.4.2.1 General. Recreational fires shall be in accordance with Section 307. Recreational fires shall not be conducted unless the Fire Code Official has issued a permit allowing such fires. For recreational fires, this permit shall be issued without cost.

18.48.260 – CFC Chapter 3, Section 308.1.6.3—Sky lanterns.

Section 308.1.6.3 of Chapter 3 of the California Fire Code is amended to read as follows:

308.1.6.3 Sky lanterns. A person shall not release or cause to be released a sky lantern.

18.48.270 – CFC Chapter 3, Section 312.2—Posts.

Section 312.2 of Chapter 3 of the California Fire Code is amended by the revision of Subsection (4) and the addition of Subsections (6) and (7) to read as follows:

(4) Set the top of the posts not less than 4 feet above ground.

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(6) Where heavy truck traffic is anticipated guard posts shall be a minimum of 6 inches in diameter, or as required by the Fire Code Official, concrete filled, located not less than 5 feet from the protected object, and have the tops of the posts not less than 4 feet above ground.

(7) Guard posts shall be painted safety yellow.

18.48.280 – CFC Chapter 4, Section 403.11—Special requirements for public safety.

Sections 403.11.3 through 403.11.3.3 of Chapter 4 of the California Fire Code is deleted in its entirety and replaced with Section 403.11.3 to read as follows:

403.11.3 Fire safety officer. When in the opinion of the Fire Code Official, a place of assembly or any other place where people co ngregate, because of the number of persons, or nature of performance, exhibition, display, contest or activity or any other type of activity, and when the Fire Code Official determines it is essential for public safety, the owner, agent, lessee or responsi ble party shall pay for Long Beach Fire Department Fire Safety Officers to be present.

18.48.290 – CFC Chapter 5, Section 503.2.1—Dimensions.

Section 503.2.1 of Chapter 5 of the California Fire Code is amended to read as follows:

503.2.1 Dimensions. Fire apparatus access roads shall have an unobstructed width of not less than 26 feet, and an unobstructed vertical clearance of 15 feet, or as approved by the Fire Code Official.

18.48.300 – CFC Chapter 5, Section 503.2.3—Surface.

Section 503.2.3 of Chapter 5 of the California Fire Code is amended to read as follows:

503.2.3 Surface. Fire apparatus access roads shall be designed and maintained to support the imposed loads of fire apparatus and shall be surfaced so as to provide all -weather d riving capabilities, as approved by the Fire Code Official. Permeable pavers or similar materials and methods shall not be acceptable.

18.48.310 – CFC Chapter 5, Section 503.2.4—Turning radius.

Section 503.2.4 of Chapter 5 of the California Fire Code is amended to read as follows:

503.2.4 Turning radius. Fire apparatus access roads shall have a minimum inside turning radius of 28 feet, or as approved by the Fire Code Official.

18.48.320 – CFC Chapter 5, Section 505.1—Address identification.

Section 505.1 of Chapter 5 of the California Fire Code is amended by the addition of the following sentence to read as follows:

When in the opinion of the Fire Code Official address numbers need to be larger due to building location each character shall be 8 inches in height or larger as required by the Fire Code Official.

18.48.330 – CFC Chapter 5, Section 505.1—Address identification.

Section 505.1 of Chapter 5 of the California Fire Code is amended by the addition of Sections 505.1.1 and 505.1.2 to read as follows:

505.1.1 Rear address numbers. All buildings on the property of the Long Beach Airport, and all multi – tenant buildings within the City, shall be provided with address numbers and/or suite numbers on the rear doors to each tenant space.

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505.1.2 Address illumination. Address numbers on the street or road frontage of the building, shall be internally or externally illuminated. In addition, buildings on the Long Beach Airport property shall have the rear address numbers internally or externally illuminated, in addition to the street or road frontage addresses.

18.48.340 – CFC Chapter 5, Section 506.1—Where required.

Section 506.1 of Chapter 5 of the California Fire Code is amended by the addition of Sections 506.1.3 and 506.1.4 to read as follows:

506.1.3 Identification. When required, keys shall be clearly tagged as to the area and/or location they serve and a minimum of three separate sets shall be located within the key box.

506.1.4 Gates. Vehicular or pedestrian gates obstructing required fire access shall be provided with locking devices and/or over-ride mechanisms, which have been approved by the Fire Code Official.

18.48.350 – CFC Chapter 5, Section 507.2.1—Private fire service mains.

Section 507.2.1 of Chapter 5 of the California Fire Code is amended by the addition of Section 507.2.1.1 to read as follows:

507.2.1.1 Tracer wire. Where nonmetallic pipe or fittings are used in the installation of private fire service mains, tracer wire shall be installed along the pipe and fittings.

18.48.360 – CFC Chapter 5, Section 507.5—Fire hydrant systems.

Section 507.5 of Chapter 5 of the California Fire Code is amended to read as follows:

507.5 Fire hydrant systems. Fire hydrants systems shall comply with Sections 507.5.1 through 507.5.8 and Appendix C or by an approved method.

18.48.370 – CFC Chapter 5, Section 507.5—Fire hydrant systems.

Section 507.5 of Chapter 5 of the California Fire Code is amended by the addition of Sections 507.5.7 and 507.5.8 to read as follows:

507.5.7 Hydrant markers. Fire hydrants shall be identified with blue reflective raised pavement markers within the fire access road, or other means as required by the Fire Code Official.

507.5.8 Painting. Private fire hydrant systems shall have the hydran ts painted with two coats of fire hydrant red.

18.48.380 – CFC Chapter 5, Section 510.5.4—Acceptance test procedures.

Section 510.5.4 of Chapter 5 of the California Fire Code is amended by the addition of Section 510.5.4.1 to read as follows:

510.5.4.1 Acceptance testing. When required by the Fire Code Official , an approved independent test company shall be obtained by the installing contractor to witness and record all acceptance testing. All test results shall be sent to the Fire Code Official.

18.48.390 – CFC Chapter 5—Fire Service Features.

Chapter 5 of the California Fire Code is amended by the addition of Section 511 to read as follows:

SECTION 511 – EMERGENCY HELICOPTER LANDING FACILITY

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511.1 General. Each high -rise building shall have an Emergency Helicopter Landing Facility (EHLF) located on the roof of the building in an area approved by the Fire Department. The landing facility shall be for emergency operations only and installed in accordance with Section 511.

511.2 Approaches. A landing glide slope angle determined by a ratio of eight feet horizontal distance for every one foot of vertical clearance is required. Two such approaches shall be available at least ninety degrees removed from each other.

511.3 Landing and takeoff area. A clear, unobstructed landing and takeoff area is required with a minimum dimension of one hundred feet by one hundred feet and a touchdown area having a minimum dimension of fifty feet by fifty feet.

511.4 Roof perimeter. If the roof has no parapet wall, a substantial fence or safety net shall be provided around the perimeter of the roof in such a manner that it will not restrict or reduce the required landing and takeoff area.

511.5 Wind device. An approved wind-indicating device shall be provided.

511.6 Standpipe. A Class II wet standpipe shall be provided and located in such a manner that it will not restrict or reduce the required landing and takeoff area.

511.7 Marking. The rooftop shall be marked by an emergency marker as required by the Fire Code Official.

511.8 Communication system. An extension of the building’s emergency communication system shall extend to the roof and shall consist of a head set and microphone in a cabinet.

EXCEPTION: Where approved by the Fire Code Official, Fire Prevention Requireme nt 1.1016A Alternate to Emergency Helicopter Landing Facility, shall be used when submitting for a modification to eliminate the EHLF requirement.

18.48.400 – CFC Chapter 9, Section 901.4.2—Nonrequired fire protection and life safety systems.

Section 901.4.2 of Chapter 9 of the California Fire Code is amended to read as follows:

901.4.2 Nonrequired fire protection and life safety systems. Any fire protection and life safety system not required by this code or the California Building Code shall be furnished for complete protection throughout the entire building and meet all requirements of this code and the California Building Code unless a fire wall, with no door or window opening, is constructed per the California Building Code Section 706 to separate the building or fire areas.

18.48.410 – CFC Chapter 9, Section 901.4—Fire protection and life safety systems.

Section 901.4 of Chapter 9 of the California Fire Code is amended by the addition of Section 901. 4.8 to read as follows:

901.4.8 Protection of fire protection systems and equipment. Fire protection systems and equipment subject to possible vehicular damage shall be adequately protected with guard posts in accordance with Section 312 Vehicle Impact Protection, and modifications adopted under this code.

18.48.420 – CFC Chapter 9, Section 903.1—General.

Section 903.1 of Chapter 9 of the California Fire Code is amended by the addition of Sections 903.1.2 and 903.1.3 to read as follows:

903.1.2 Existing buildings. An automatic sprinkler system shall be installed in all existing occupancies as required by this section, if any of the following occurs:

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1. There is a change in occupancy classification to one that would require an automatic sprinkler system per the Fire Code in the new occupancy.

2. The Fire Code Official determines that an automatic sprinkler system is required to provide a minimum level of public safety.

903.1.3 Partial automatic sprinkler systems. Partial automatic sprinkler systems are not allowed. Where automatic sprinkler systems are required to be installed by this section, or by any other sections in this code, or any nationally recognized standards, or are electively installed, the automatic sprinkler system shall be installed throughout the entire building, unless a fire wall, with no door or window openings, is constructed per the California Building Code Section 706 to separate the building or fire areas.

18.48.430 – CFC Chapter 9, Section 903.2—Where required.

Section 903.2 of Chapter 9 of the Californ ia Fire Code is amended by the addition of the following paragraph to read as follows:

All new commercial, industrial and non -residential buildings that require two or more exits or that are greater than 3,000 sq. ft. shall be protected by an automatic sprinkler system.

18.48.440 – CFC Chapter 9, Section 903.2.8—Group R.

Section 903.2.8 of Chapter 9 of the California Fire Code is amended by the addition of the following paragraphs to read as follows:

All new multi-family (3 or more units) residential, hotels, motels and similar buildings shall be protected by an automatic sprinkler system.

All new single-family dwellings and duplexes shall be protected by an automatic sprinkler system.

18.48.450 – CFC Chapter 9, Section 903.3.5—Water supplies.

Section 903.3.5 of Chapter 9 of the California Fire Code is amended by the addition of Section 903.3.5.3 to read as follows:

903.3.5.3 Hydraulic calculations margin. Fire protection system hydraulic calculations shall include a 10 percent safety margin between the available water supply and the required system supply.

18.48.460 – CFC Chapter 9, Section 903.3.9—Floor control valves.

Section 903.3.9 of Chapter 9 of the California Fire Code is amended by the addition of Section 903.3.9.1 to read as follows:

903.3.9.1 Control valves. Fire Sprinkler system floor control valves shall be located within stairway designated as “Number 1”.

18.48.470 – CFC Chapter 9, Section 903.4.1—Monitoring.

Section 903.4.1 of Chapter 9 of the California Fire Code is amended by the addition of Section 903.4.1.1 to read as follows:

903.4.1.1 Signal reporting. All signals shall transmit to the remote annunciator and supervising station with each device’s specific location, type and address.

18.48.480 – CFC Chapter 9, Section 903.4.2—Alarms

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Section 903.4.2 of Chapter 9 of the California Fire Code is amended by the addition of the following sentence to read as follows:

The exterior alarm device shall be a horn and strobe device or a speaker and strobe (for voice evacuation systems), located on the address side of the building, 10 feet above grade with no building obstructions and closest to the location of the fire department connection. This device shall be operable on any alarm.

18.48.490 – CFC Chapter 9, Section 903.4.2—Alarms.

Section 903.4. 2 of Chapter 9 of the California Fire Code is amended by the addition of Section s 903.4.2.1 and 903.4.2.2 to read as follows:

903.4.2.1 Alarms. At least one (1) additional horn and strobe d evice is required on the interior of a building at the main entrance or in a location as approved by the Fire Code Official.

903.4.2.2 Manual pull station. At least one (1) manual pull station is required on the interior of a building at the main entrance or in a location as approved by the Fire Code Official.

18.48.500 – CFC Chapter 9, Section 903.4—Sprinkler system supervision and alarms

Section 903.4 of Chapter 9 of the California Fire Code is amended by the addition of Section 903.4.4 to read as follows:

903.4.4 Remote annunciator. A remote annunciator shall be provided at the main entrance, the first suite in a multi suite building, or in a location as approved by the Fire Code Official. The remote annunciator shall be key operated and have the capability to silence and reset the system, or by other approved means. The visual description shall lock in until the system is reset and shall not be cancelled by the operation of an audible alarm-silencing switch.

18.48.510 – CFC Chapter 9, Section 905.1—General.

Section 905.1 of Chapter 9 of the California Fire Code is amended by the addition of Section 905.1.1 to read as follows:

905.1.1 Design. All standpipe systems, except Class II systems, shall be designed to deliver a minimum of 125 psi at the discharge of all standpipe outlets.

18.48.520 – CFC Chapter 9, Section 905.4 Subsection 1—Location of Class I standpipe hose connections.

Section 905.4 Subsection 1 of Chapter 9 of the California Fire Code is amended to read as follows:

1. In every required stairway, a hose connection shall be provided for each floor level. Hose connection shall be located at the floor landing of each floor, unless otherwise approved by the Fire Code Official. See California Building Code Section 909.20.2.3 fo r additional provisions in smokeproof enclosures.

18.48.530 – CFC Chapter 9, Section 907.1—General.

Section 907.1 of Chapter 9 of the California Fire Code is amended by the addition of Sections 907.1.6 through 907.1.10 to read as follows:

907.1.6 Voluntary. Any fire alarm system not required by this code or the California Building Code shall be furnished for complete protection and meet all requirements of this code and the California Building Code, unless approved by the Fire Code Official.

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907.1.7 Evacuation. Buildings over 3 stories may be required to provide building evacuation based on the floor of alarm, the floor above and the floor below, in lieu of a general alarm, at the discretion of the Fire Code Official.

907.1.8 Control panels. Fire alarm system control panels, including sprinkler monitoring panels, shall be utilized for connecting and supervising fire alarm and/or fire related equipment only. Security or similar devices shall not be connected to a fire alarm or sprinkler monitoring c ontrol panel. The use of control panels capable of this feature is subject to the following:

1. The owner of the facility where the panel is being installed shall provide an original letter, on company letterhead, to the Long Beach Fire Department stating that not now, nor in the future, will security or similar equipment be connected to the fire alarm or sprinkler monitoring control panel.

2. New and/or existing control panels installed after the adoption of this ordinance found to be in violation of thi s requirement shall be subject to corrective action, as determined by the Fire Code Official.

907.1.9 Remote annunciator. A remote annunciator shall be provided at the main entrance, the first suite in a multi suite building, or in a location as approved by the Fire Code Official. The remote annunciator shall have the capability to silence and reset the system via a key located in the Knox box, or other approved means.

907.1.10 Alarms. Where fire alarm systems are installed in non -sprinklered buildings an exterior horn and strobe device shall be installed and located on the address side of the building closest to the location of the remote annunciator.

18.48.540 – CFC Chapter 9, Section 907.3.1—Duct smoke detectors.

Section 907.3.1 of Chapter 9 of the California Fire Code is amended to read as follows:

907.3.1 Duct smoke detectors. Smoke detectors installed in ducts shall be listed for the air velocity, temperature and humidity present in the duct. Duct smoke detectors shall be connected to the building’s fire alarm system or sprinkler monitoring system, when one is installed. Activation of a duct smoke detector shall initiate a visible and audible supervisory signal at a constantly attended location and shall perform the intended fire safety function i n accordance with this code and the California Mechanical Code. Duct smoke detectors shall not be used as a substitute for required open area detection.

18.48.550 – CFC Chapter 9, Section 907.3.1 Exception 2—Duct smoke detectors.

Section 907.3.1 Exception 2 of Chapter 9 of the California Fire Code is amended to read as follows:

2. In occupancies not required to be equipped with a fire alarm or sprinkler monitoring system, actuation of a duct smoke detector shall activate a visible and audible sig nal in an approved location. Duct smoke detector trouble condition shall activate a visible or audible signal in an approved location and shall be identified as an air duct detector trouble.

18.48.560 – CFC Chapter 9, Section 907—Fire alarm and detection systems.

Section 907 of Chapter 9 of the California Fire Code is amended by the addition of Sections 907.11 and 907.12 to read as follows:

907.11 Fire alarm upgrade. All existing multi -family residential, hotels, motels and high -rise buildings shall upgrade the existing fire alarm system to current code, at the time of replacement of the existing non-functioning fire alarm control panel.

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907.12 Firefighter smoke removal system. A natural or mechanical Fire Department approved ventilation system for the removal of products of combustion shall be provided above and below grade on every level, at the discretion of the Fire Code Official, and shall consist of one of the following:

1. Panels or windows in the exterior walls which can be opened remotely from an approved location other than the fire floor. Such venting facilities shall be provided at the rate of twenty square feet per lineal feet of exterior wall in each story and shall be distributed around the perimeter at not more than fifty-foot intervals. Such windows or panels and their controls shall be clearly identified.

Exception: When a complete automatic fire extinguishing system is installed, windows or panels manually openable from within the fire floor or approved fixed tempered glass may be used i n lieu of the remotely operated openable panels and windows. Such windows shall be clearly identified and shall be of the size and spacing called for above.

2. When a complete and approved automatic fire extinguishing system is installed, the mechanical air-handling equipment may be designed to accomplish smoke removal. Under fire conditions, the return and exhaust air shall be moved directly to the outside without recirculation to other sections of the building. The air -handling system shall provide a minimum of one exhaust air change each ten minutes for the area involved. The system shall utilize a firefighter smoke exhaust panel located at the main entrance to the building or as required by the Fire Code Official and shall be permanently labeled “Fire Department Smoke Evacuation Use Only”.

Operation of the system shall be by the use of a Knox key switch.

3. Any other design which will produce equivalent results as approved by the Fire Code Official.

18.48.570 – CFC Chapter 9, Section 910.3—Smoke and heat vents.

Section 910.3 of Chapter 9 of the California Fire Code is amended to read as follows:

910.3 Smoke and heat vents. The design and installat ion of smoke and heat vents shall be in accordance with Sections 910.3.1 through 910.3.6.

18.48.580 – CFC Chapter 9, Section 910.3—Smoke and heat vents.

Section 910.3 of Chapter 9 of the California Fire Code is amended by the addition of Section 910. 3.6 to read as follows:

910.3.6 Sprinklered buildings. Smoke and heat vents fusible links shall be designed at a minimum of 100 degrees above the temperature rating of the fire sprinklers.

18.48.590 – CFC Chapter 9, Section 912.1—Installation.

Section 912.1 of Chapter 9 of the California Fire Code is amended by the addition of Section 912.1.1 to read as follows:

912.1.1 Design. Fire department connections, where required, shall be provided with a minimum number of two (2) 2 -1/2 inch inlets, re gardless of the size of the fire sprinkler system. Where fire protection system demands are in excess of 1,000 gpm a minimum of four (4) 2-1/2 inch inlets shall be provided.

Hazardous locations, high -rise buildings or where fire protection system demands are in excess of 2,000 gpm, a second fire department connection utilizing four (4) 2 -1/2 inch inlets may be required at the discretion of the Fire Code Official.

18.48.600 – CFC Chapter 9, Section 912.2.1—Visible location.

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Section 912.2.1 of Chapter 9 o f the California Fire Code is amended by the addition of the following paragraph to read as follows:

Fire department connections shall be located on the address side of the building or structure and shall be within 150 feet of a public fire hydrant, excep t as required by the California Fire Code Section 507.5.1.1, or as approved by the Fire Code Official.

18.48.610 – CFC Chapter 9, Section 912.4—Access.

Section 912.4 of Chapter 9 of the California Fire Code is amended by the addition of the following paragraph to read as follows:

Fire department connections, where located in landscaping or other similar areas, shall be provided with a minimum 3-foot concrete pad around the fire department connection, and an approved concrete pathway leading to the fire department connection.

18.48.620 – CFC Chapter 10, Section 1003—General means of egress.

Section 1003 of Chapter 10 of the California Fire Code is amended by the addition of Section 1003.8 to read as follows:

1003.8 Protection of means of egress. When the Fire Code Official determines that means of egress require protection from possible vehicular damage, crash posts shall be installed in accordance with Section 312 Vehicle Impact Protection.

18.48.630 – CFC Chapter 10, Section 1011.12—Stairway to roof.

Section 1011.12 of Chapter 10 of the California Fire Code is amended by addition of Sections 1011.12.3 and 1011.12.4 to read as follows:

1011.12.3 Ladder. A fixed ladder shall be provided for access to the hatch or trap door.

1011.12.4 Stairway 1. When a stairway to the roof is required it shall be designated “Stairway 1”.

18.48.640 – CFC Chapter 23, Section 2303.1.1—Protection of dispensing devices.

Section 2303.1.1 of Chapter 23 of the California Fire Code is amended by the addition of the f ollowing paragraph to read as follows:

Dispensing devices shall be protected against physical damage from vehicles by mounting on a concrete island 6 inches or more in height or by other approved methods.

18.48.650 – CFC Chapter 23, Section 2306.7.9.2—Vapor-processing systems.

Section 2306.7.9.2 of Chapter 23 of the California Fire Code is amended to read as follows:

2306.7.9.2 Vapor -processing systems. Vapor -processing systems shall comply with Sections 2306.7.9.2.1 through 2306.7.9.2.10.

18.48.660 – CFC Chapter 23, Section 2306.7.9.2—Vapor-processing system.

Section 2306.7.9.2 of Chapter 23 of the California Fire Code is amended by the addition of Sections 2306.7.9.2.5 through 2306.7.9.2.10 to read as follows:

2306.7.9.2.5 Component design. If a component is likely to contain a flammable vapor/air mixture under operating conditions and can fail in a manner, which could ignite the mixture, the component shall be THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.48

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designed to withstand an internal explosion without failure to the outside and protected to prevent flame propagation to other parts of the system.

2306.7.9.2.6 Fire checks. Approved fire checks or other positive means of automatic isolation of underground storage tanks shall be installed in vapor-return piping to prevent a flashback from reaching the underground tanks. Such devices also shall be installed in all vapor/air piping as close as practical to each burner or group of burners in a vapor incineration unit, and in all vapor-transfer piping as close as practical to refrigeration, absorption or similar types of processing equipment.

2306.7.9.2.7 Vent termination. Vents from vapor-processing units shall not be less than 12 feet above adjacent ground level and not less than 8 feet above the processing unit itself. Vent outlets s hall be directed and located such that flammable vapors will not accumulate, travel to an unsafe location or enter buildings.

2306.7.9.2.8 Electrical equipment. Electrical equipment shall be in accordance with the California Electrical Code.

2306.7.9.2.9 Site control. Fences, bumper posts or other control measures shall be provided where necessary to protect from tampering, trespassing and vehicle traffic. The area within 15 feet of the installed vapor-processing unit shall be kept clear of combustible materials.

2306.7.9.2.10 Maintenance, tests and inspection. Vapor -recovery and vapor -processing equipment shall be subject to periodic maintenance, tests and inspections. Maintenance, tests and inspections set forth in the listing document, or other tests required by the Fire Code Official, shall be the responsibility of the owner or occupant of the premises on which such equipment is located.

Maintenance on vapor -recovery system or vapor -processing equipment shall be performed by the manufacturer of the affected equipment, or an equally qualified person. Written records of maintenance, tests, inspections and the results and recommendations shall be maintained on the premises where the equipment is located, and shall be made available to the Fire Code Official on request.

Incidents involving leaks, fires, explosions, overheating or requiring shutting down equipment, other than for routine maintenance or tests, shall be immediately reported to the Fire Department.

18.48.670 – CFC Chapter 35—Welding and other hot work.

Chapter 35 of the California Fire Code is amended by the addition of Sections 3511 and 3512 to read as follows:

SECTION 3511 – WELDING AND CUTTING ABOARD VESSELS

3511.1 General. No person shall perform any welding or cutting operations aboard any vessel moored or anchored in the waterfront facilities under the jurisdiction of the Long Beach Harbor Department without first complying with the regulations of the Port of Long Beach Tariff and notifying the Fire Department.

3511.2 Conditions. No person shall perform any welding or cutting operations aboard any vessel moored, anchored or in dry -dock or on any waterfront facility within the corporate limits of the City, which are not included and regulated in Section 3510.1 above, at any yacht m oorage, shipyard, boat landing or marina without first notifying and receiving permission from the proper authority as hereinafter defined:

1. Proper authority for a yacht moorage, shipyard, boat landing or marina shall mean the manager or owner. Prior to giving permission to do welding or cutting, a permit shall be obtained from the Fire Department.

2. Proper authority for any area not covered in (1) shall be the Fire Code Official.

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3511.3 Special hazards. Welding or cutting shall be prohibited aboard a ny vessel in congested moorage, except as approved by the Fire Code Official or in an approved shipyard site where adequate fire protection, as approved by the Fire Code Official, is provided. Vessels shall be located in such a manner as to facilitate thei r quick removal in case of fire or other emergency. If an unusual hazard exists which endangers life or property, the Fire Code Official may require sufficient and competent personnel to be immediately available to move the vessel in the event of an emerge ncy.

3511.4 Access. Brows, gangways, ladders or other facilities shall be provided for prompt and easy access to a vessel upon which welding or cutting is being conducted. A Jacob’s ladder or other suitable equipment may be required to be rigged on the of fshore side in such a manner that it can be immediately lowered for a boarding party in the event of an emergency.

3511.5 Prohibitions. Welding and cutting prohibited:

1. Within two hundred feet of any vessel or any transfer apparatus on any waterfront facility while transferring any liquefied petroleum gas, liquefied natural gas, or flammable liquid between such vessel and/or waterfront facility.

2. Within one hundred feet of any vessel or any transfer apparatus on any waterfront facility while transferring any combustible liquid between such vessel and/or waterfront facility.

3511.6 Dangerous conditions. At any time, the General Manager of the Port, the Director of the Marine Division, or their authorized assistants, the Master of the vessel, the Fire Code Official, or any other responsible person is aware of a dangerous condition existing during welding or cutting operations, he/she shall immediately cause such operations to be discontinued. Operations shall not be resumed until the danger is abated, and the Fire Department is satisfied that appropriate safety levels are being provided.

3511.7 Cylinder locations. Compressed gas and liquefied petroleum gas cylinders when being used aboard a vessel shall not be placed below decks or under overhangin g decks except by permission of the Fire Code Official.

3511.8 Acetylene generators. The use of acetylene generators on vessels or waterfront facilities is prohibited.

3511.9 National standards. All welding and cutting operations covered by this section shall also comply with the requirements of other applicable sections of these regulations and with N.F.P.A. No. 303, “Fire Protection Standard for Marinas and Boatyards.”

SECTION 3512 – TESTS AND RECORDS REQUIRED

3512.1 General. Wherever tests are required to determine the safety of welding and cutting operations, records shall be maintained to the satisfaction of the Fire Code Official. Additional tests and inspections shall be required to ensure that safe conditions are maintained and to determine that welding or cutting operations may be conducted with safety under the following conditions:

1. If the work has been delayed for a prolonged period of time.

2. When transfer of ballast or manipulation of valves or closure equipment tends to alter conditions in pipelines, tanks or compartments subject to gas accumulation.

3. If there is removal or disturbance of hatches or separations from adjoining compartments aboard vessels.

4. If vessels or containers are moved from one area to another.

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3512.2 Hazardous conditions. If at any time conditions become hazardous, the person making the test or inspection shall immediately notify the responsible person of the hazard. The responsible person shall immediately cause all operations to stop and remain stopped unt il the hazard is abated, and the Fire Department is satisfied that appropriate safety levels are being provided.

18.48.680 – CFC Chapter 36, Section 3604—Fire protection equipment.

Section 3604 of Chapter 36 of the California Fire Code is amended by the addition of Section 3604.7 to read as follows:

3604.7 Cabinets. Cabinets for the protection of fire protection equipment shall be of non -corrosive materials.

18.48.690 – CFC Chapter 48, Section 4807.1—Fire safety officers.

Section 4807.1 of Chapter 48 of the California Fire Code is amended to read as follows:

4807.1 Where permits are required by the fire code, a requirement for standby fire safety officers shall be determined by the Fire Code Official on a case-by-case basis.

18.48.700 – CFC Chapter 56, Section 5601.1—Scope.

Section 5601.1 of Chapter 56 of the California Fire Code is amended by the addition of Section 5601.1.6 to read as follows:

5601.1.6 Qualifications. The handling and firing of explosives shall be performed only by author ized pyrotechnicians licensed by the State of California, or by employees who are at least 18 years of age under the direct personal supervision of the authorized pyrotechnician.

18.48.710 – CFC Chapter 56, Section 5601.2.4—Financial responsibility.

Section 5601.2.4 of Chapter 56 of the California Fire Code is amended to read as follows:

5601.2.4 Financial responsibility. Before a permit required by Chapter 1, Sections 105. 5.16, 105.5.42 or 105.5.66 is issued, the permittee shall file with the Fire Code Official a certificate of insurance issued by an insurance company authorized to transact business in the State of California. Such certificate shall certify that the operations under the permit are covered by the policy. The insurance coverage shall not be less than One Million Dollars for injury or death of one person, One Million Dollars for injury or death to more than one person and One Million Dollars for damage to property in any one occurrence.

Should the Fire Code Official decide that the activ ities of the permittee should be supervised by employees of the Fire Department, then the permittee shall furnish to the Fire Code Official the original or certified copy of the policy of insurance in the amounts above provided. The City of Long Beach, its officers, agents, employees and volunteers shall be named parties insured under said policy insofar as the activities of such officers and employees pertain to operations of permittee under the permit. The policy of insurance shall be approved by Risk Man agement as to sufficiency and the City Attorney as to form. Upon approval, the policy of insurance will be returned if permittee files a certificate of insurance issued by the insurance carrier. No insurance will be required if the permittee is a public ag ency.

18.48.720 – CFC Chapter 56, Section 5608—Fireworks display.

Section 5608 of Chapter 56 of the California Fire Code is amended by the addition of Sections 5608.2 and 5608.3 to read as follows:

5608.2 Prohibition. Except as hereinafter provided, it shall be unlawful for any person to possess, store, offer for sale, expose for sale, sell at retail, or use or explode any fireworks, provided that the Fire Code Official shall have power to adopt reasonable rules and regulations for the granting of permi ts for supervised public displays of fireworks by a jurisdiction, fair associations, amusement parks, other THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.48

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organizations or for the use of fireworks by artisans in pursuit of their trade. Every such use or display shall be handled by a competent operator approved by the Fire Code Official and shall be of such character and so located, discharged or fired so as, in the opinion of the Fire Code Official after proper investigation, not to be hazardous to property or to endanger any person.

5608.3 Financial responsibility. Before a permit required by Chapter 1, Section 105.6. 66 is issued, the permittee shall file with the Fire Code Official a certificate of insurance issued by an insurance company authorized to transact business in the State of California. Such certificate shall certify that the operations under the permit are covered by the policy. The insurance coverage shall not be less than One Million Dollars for injury or death of one person, One Million Dollars for injury or death to more than one person and One Million Dollars for damage to property in any one occurrence. Should the Fire Code Official decide that the activities of the permittee should be supervised by employees of the Fire Department, then the permittee shall furnish to the Fire Code Of ficial the original or certified copy of the policy of insurance in the amounts above provided. The City of Long Beach, its officers, agents, employees and volunteers shall be named parties insured under said policy insofar as the activities of such officers and employees pertain to operations of permittee under the permit. The policy of insurance shall be approved by Risk Management as to sufficiency and the City Attorney as to form. Upon approval, the policy of insurance will be returned if permittee file s a certificate of insurance issued by the insurance carrier. No insurance will be required if the permittee is a public agency.

18.48.730 – CFC Chapter 57, Section 5705.3.5.2 Subsection 7—Group R occupancies.

Section 5705.3.5.2 Subsection 7 of Chapter 5 7 of the California Fire Code is amended to read as follows:

7. Group R occupancies: Quantities in Group R occupancies and accompanying attached or detached garages shall not exceed that which is necessary for maintenance or equipment operation and shall not exceed five gallons in non -sprinklered building or ten gallons in sprinklered buildings.

Containers shall be listed or approved for the specific product to be stored and shall have an exterior label identifying the product in the container.

18.48.740 – CFC Chapter 61, Section 6101.3—Construction documents.

Section 6101.3 of Chapter 61 of the California Fire Code is amended to read as follows:

6101.3 Construction documents. The installer shall submit construction documents for any single or multi LP-gas container or system installation.

18.48.750 – CFC Chapter 61, Section 6101—General.

Section 6101 of Chapter 61 of the California Fire Code is amended by the addition of Section 6101.4 to read as follows:

6101.4 Inside storage or use. No liquefied petroleum gases of any type or mixture shall be permitted in any occupancy either for sale, use or storage without the approval of the Fire Code Offi cial.

18.48.760 – CFC Chapter 61, Section 6103.2.2—Industrial vehicles and floor maintenance machines.

Section 6103.2.2 of Chapter 61 of the California Fire Code is amended by the addition of Section 6103.2.2.1 to read as follows:

6103.2.2.1 Portable cy linders. The use of portable cylinders of liquefied petroleum gas as motorized equipment fuel in occupancies is limited as follows: Liquefied petroleum gas fuel tanks on motorized equipment are limited to two per vehicle, one in storage and one in use, wit h a combined capacity of all tanks not to exceed fifty pounds. Refilling or exchanging of tanks shall not be permitted within the occupancy and shall be permitted only in approved locations as determined by the Fire Code Official.

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18.48.770 – CFC Chapter 61, Section 6104.3—Container location.

Section 6104.3 of Chapter 61 of the California Fire Code is amended by the addition of Section 6104.3.3 to read as follows:

6104.3.3 Tank orientation. Unless special protection is provided and approved by the Fire Code Official, containers of liquid petroleum gas shall be oriented so that their longitudinal axes do not point toward other liquid petroleum containers, vital process equipment, control rooms, loading stations, flammable liquid storage tanks or required fire access roads.

18.48.780 – CFC Appendix B, Table B105.1(1)—Required fire flow for one- and two-family dwellings, Group R-3 and R-4 buildings and townhouses.

Table B105.1(1) of Appendix B of the California Fire Code is amended to read as follows:

TABLE B105.1(1)
REQUIRED FIRE-FLOW FOR ONE- AND TWO-FAMILY DWELLINGS, GROUP R-3 AND R-4

BUILDINGS AND TOWNHOUSES

FIRE-FLOW

CALCULATION
AREA
(square feet)

AUTOMATIC SPRINKLER SYSTEM
(Design Standard)

MINIMUM FIRE-
FLOW
(gallons per
minute)

FLOW DURATION
(hours)
0-3,600 No automatic sprinkler system 1,000 1
3,601 and greater No automatic sprinkler system Value in Table B105.1(2)
Duration in Table
B105.1(2) at the
required fire-flow rate
0-3,600
Section 903.3.1.3 of the California Fire
Code
or Section 313.3 of the California
Residential Code
1, 000 1
3,601 and greater
Section 903.3.1.3 of the California Fire
Code
or Section 313.3 of the California
Residential Code
1/2 value in Table
B105.1(2) with a
minimum of 1,000
1 For SI: 1 square foot = 0.0929 m². 1 gallon per minute = 3.785 L/m.

18.48.790 – CFC Appendix B, Table B105.2 —Required fire flow for buildings other than one - and two- family dwellings, Group R-3 and R-4 buildings and townhouses.

Table B105.2 of Appendix B of the California Fire Code is amended to read as follows:

TABLE B105.2

REQUIRED FIRE-FLOW FOR BUILDINGS OTHER THAN ONE- AND
TWO-FAMILY DWELLINGS, GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES

AUTOMATIC SPRINKLER
SYSTEM
(Design Standard)

MINIMUM FIRE-FLOW
(gallons per minute)

FLOW DURATION
(hours)
No automatic sprinkler system Value in Table B105.1(2) Duration in Table B105.1(2) Section 903.3.1.1 of the California
Fire Code
50% of the value in Table
B105.1(2) ª
Duration in Table B105.1(2) at the reduced
flow rate
Section 903.3.1.2 of the California
Fire Code
50% of the value in Table
B105.1(2) ᵇ

Duration in Table B105.1(2) at the reduced
flow rate
For SI: 1 gallon per minute = 3.785 L/m.
a. The reduced fire-flow shall be not less than 1,500 gallons per minute b. The reduced fire-flow shall be not less than 1,500 gallons per minute.

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CHAPTER 18.49 EXISTING BUILDING CODE

18.49.010 – Adoption of California Existing Building Code.

18.49.020 – Amend CEBC Section 201.4—Terms not defined.

18.49.025 – Amend CEBC Section 502.5—Existing structural elements carrying lateral load.

18.49.026 – Amend CEBC Section 503.4—Existing structural elements carrying lateral load.

18.49.030 – Amend CEBC Section 506.1—Change of occupancy, compliance.

18.49.040 – Amend CEBC Section 506.1.1—Change of occupancy, change in the character of use.

18.49.050 – Amend CEBC Section 506.4.3—Change of occupancy, seismic loads.

18.49.060 – Amend CEBC Section 1401.2—Moved structures, conformance.

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CHAPTER 18.49

EXISTING BUILDING CODE

18.49.010 – Adoption of California Existing Building Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Existing Building Code (herein referred to as “California Existing Building Code”). The California Existing Building Code is Part 10 of the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part is based on the provisions of the 2021 Edition of the International Existing Building Code (herein referred to as the “International Existing Building Code”) as developed by the International Code Council with necessary California amendments. The following appendix and chapters of the California Existing Building Code are included: Appendix A, Chapters A2, A3, and A4. The following sections, chapters or appendices of the California Existing Building Code are deleted: Sections 101 through 117 of Chapter 1, Division II; Chapters 6 through 14; Appendix A, Chapter A1, Appendices B through D; and Resource A.

The adoption of the California Existing Building Code is subject to the changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Existing Building Code. A copy of the California Existing Building Code, printed as code in book form, shall be on file in the Office of the City Clerk.

18.49.020 – Amend CEBC Section 201.4—Terms not defined.

Section 201.4 of the California Existing Building Code is amended to read as follows:

201.4 Terms not defined. Where terms are not defined through the methods authorized by this section, such terms shall have ordinarily accepted meanings such as the context implies. Webster's Third New International Dictionary of the English Language, Unabridged , shall be considered as providing ordinarily accepted meanings.

18.49.025 – Amend CEBC Section 502.5—Existing structural elements carrying lateral load.

Section 502.5 of the California Existing Building Code is amended to read as follows:

502.5 Existing structural elements carrying lateral load. Where the addition is structurally independent of the existing structure, existing lateral-load carrying structural elements shall be permitted to remain unaltered. Where the addition is not structurally independent of the existing structure, the existing structure and its addition acting together as a single structure shall be shown to meet the requirements of Sections 1609 and 1613 of the California Building Code using full forces. For the purposes of section 502, compliance with ASCE 41, using a Tier 3 procedure and the two -level performance objective in Table 303.3.1 for the applicable risk category, shall be deemed an acceptable procedure to demonstrate compliance with the requirements of Section 1613 of the California Building Code .

Alternative procedures to de monstrate compliance with Sections 16 09 and 1 613 of the California Building Code, as determined by the Building Official, may be used. Where the existing lateral system consists of unreinforced masonry, refer to Appendix A1 or 18.68 of the Long Beach Municipal Code.

Exceptions:

1. Except for unreinforced masonry buildings or structures, a ny existing lateral load-carrying structural element whose demand -capacity ratio with the addition is not more than 10 percent greater than its demand-capacity ratio with the addition ignored shall be permitted to remain unaltered. For purposes of calculating demand-capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with Sections 1609 and 1613 of the California Building Code. For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads, THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.49

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forces and capacities shall account for the cumulative effects of additions and alterations since original construction.

2. Buildings of Group R occupancy with not more than five dwelling units used solely for residential purposes where the existing building and the alteration together comply with the conventional light -frame construction methods of the California Building Code or the provisions of the California Residential Code.

18.49.026 – Amend CEBC Section 503.4—Existing structural elements carrying lateral load.

Section 503.4 of the California Existing Building Code is amended to read as follows:

503.4 Existing structural elements carrying lateral load. Except as permitted by Section 503.13, where the alteration increases design lateral loads results in a prohibited structural irregularity as defined in ASCE 7, or decreases the capacity of any existing lateral load-carrying structural element, the structure of the altered building or structure shall meet the requirements of Sections 1609 and 1613 of the California Bui lding Code. Reduced seismic forces , as determined by the Building Official, shall be permitted provided the reduced seismic load is not less than the original building permitted seismic loads. For the purposes of section 503, compliance with ASCE 41, using a Tier 3 procedure and the two level performance objective in Table 303.3.1 for the applicable risk category, shall be deemed an acceptable procedure to demonstrat e compliance with the requirements of Section 1613 of the California Building Code and using the performance objective in Table 303.3.2 for the applicable ris k category, shall be deemed to meet the requirements of reduced seismic loads. Where the lateral system consists of unreinforced masonry, refer to Appendix A1 or 18.68 of the Long Beach Municipal Code.

Exceptions:

1. Except for unreinforced masonry buildings or structures, any existing lateral load-carrying structural element whose demand -capacity ratio with the alteration is not more than 10 percent greater than its demand-capacity ratio with the alteration ignored shall be permitted to remain unaltered. For purposes of calculating demand-capacity ratios, the demand shall consider applicable load combinations with design lateral loads or forces in accordance with Sections 1609 and 1613 of the California Building Code. Reduced seismic forces shall be permitted. For purposes of this exception, comparisons of demand-capacity ratios and calculation of design lateral loads, forces and capacities shall account for the cumulative effects of additions and alterations since original construction.

2. Buildings of Group R occupancy with not more than five dwelling units used solely for residential purposes where the existing building and the alteration together comply with the conventional light -frame construction methods of the California Building Code or the provisions of the California Residential Code.

18.49.030 – Amend CEBC Section 506.1—Change of occupancy, compliance.

Section 506.1 of the California Existing Building Code is amended to read as follows:

506.1 Compliance . No change shall be made in the use or occupancy of any building unless such building is made to comply with the requirements of the California Building Code for the use or occupancy. Changes in use or occupancy in a building or portion thereof shall be such that the existing building is not less complying with the provisions of this code than the existing building or structure was prior to the change. Subject to the approval of the Building Official, the use or occupancy of existing buildings shall be permitted to be changed and t he building is allowed to be occupied for purposes in other groups without conforming to all of the requirements of this code for those groups, provided the new or proposed use is less hazardous, based on life and fire risk, than the existing use. For the purpose of this section, the order of least hazardous group to highest hazardous group is as follows:

Group U (least hazardous group)
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Groups R-3 and R-3.1
Group S-2
Groups B, C, F, L, M, H and S-1
Groups R-1, R-2, R-2.1 and R-4
Groups A, E and I (highest hazardous group)

Exception: The building or structure need not be made to comply with Chapter 16 of the California Building Code unless required by Section 506.5.

18.49.040 – Amend CEBC Section 506.1.1—Change of occupancy, change in the character of use.

Section 506.1.1 of the California Existing Building Code is amended to read as follows:

506.1.1 Change in the character of use. A change in occupancy with no change of occupancy classification or an increase in occupant load within the same occupancy classification shall not be made to any building or structure that will subject the building or structure to any special provisions of the applicable California codes, without approval of the Building Official. Compliance shall be only as necessary to meet the specific provisions and is not intended to require the entire building be brought into compliance.

18.49.050 – Amend CEBC Section 506.5.3—Change of occupancy, seismic loads.

Section 506.5.3 of the California Existing Building Code is amended to read as follows:

506.5.3 Seismic loads (seismic force -resisting system) . When a change of occup ancy results in a building or structure being assigned to a higher risk category , the change is from a Group S or Group U occupancy to any occupancy other than Group S or Group U, or the change includes Groups A, E or I occupancies in a building or structure constructed prior to January 9, 1934 and is within the scope of Chapter 18.68 of the Long Beach Municipal Code , the building or structure shall satisfy the requirements of Section 1613 of the California Building Code for the risk cate gory assigned to the changed occupancy using full seismic forces.

Exceptions:

1. Where the area of the new occupancy is less than 10 percent of the building area , the occupancy is not changing from Group S or Group U occupancy, and the new occupancy is not assigned to Risk Category IV, compliance with this section is not required. The cumulative effect of occupancy changes over time shall be considered.

2. When a change of use results in a building or structure being reclassified from Risk Category I or II to Risk Category III and the seismic coefficient, SDS, is less than 0.33, compliance with this section is not required.

3. Unreinforced masonry bearing wall buildings assigned to Risk Category III and to Seismic Design Category A or B, shall be permitted to use Appendix Chapter A1 of this code or Chapter

18.68 of the Long Beach Municipal Code.

4. Where the change is from Group S or Group U occupancy and there is no change of risk category, use of reduced seismic forces shall be permitted.

5. Specific seismic detailing requirements of Section 1613 of the California Building Code for a new structure shall not be required to be met where the seismic performance is shown to be equivalent to that of a new structure. A demonstration of equivalence shall consider any irregularities, overstrength, redundancy and appropriate ductility (R-value) of the structure.

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demonstrate compliance with the requirements of Section 1613 of the California Building Code.

Alternative procedures to demonstrate compliance with Section 1613 of the California Building Code, as determined by the Building Official, may be used.

For a change of occupancy from an existing commercial or industrial use to a residential use that does not result in a higher risk category, refer to Section 503 and Chapter 18.63 of the Long Beach Municipal Code for Alternative Building Standards for Adaptive Reuse Projects.

18.49.060 – Amend CEBC Section 1401.2—Moved structures, conformance.

Section 1401.2 of the California Existing Building Code is amended to read as follows:

1401.2 Conformance. The building or structure shall be safe for human occupancy as determined by the California Fire Code and Chapter 18.45 of the Long Beach Municipal Code. Any repair, alteration or change of occupancy undertaken within th e moved building or structure shall comply with the requirement of this code applicable to the work being performed. Buildings or structures moved into or within the City shall comply with the provisions of this code and Chapter 18.60 of the Long Beach Municipal Code for new buildings or structures, whichever is more restrictive . Any field -fabricated elements shall comply with the requirements of the California Building Co de or the California Residential Code as applicable. [HCD 1 & HCD 2] After July 1, 1978, local ordinances or regulations for moved apartment houses and dwellings shall permit the retention of existing materials and methods of construction, provided the apa rtment house or dwelling complies with the building standards for foundations applicable to new construction and does not become or continue to be a substandard building. For additional information, see Health and Safety Code Section 17958.9.

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CHAPTER 18.50 HISTORICAL BUILDING CODE

18.50.010 – Adoption of California Historical Building Code.

18.50.020 – Amend CHBC Section 8-201—Definitions.

18.50.030 – Amend CHBC Section 8-706.1.2—Evaluation and seismic improvement of URM buildings.

18.50.040 – Amend CHBC Section 8-805.1—Existing solid masonry.

18.50.050 – Amend CHBC Section 8-805.2.1—Solid backed stone masonry.

18.50.060 – Amend CHBC Section 8-805.2.3—Testing of stone masonry.

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CHAPTER 18.50

HISTORICAL BUILDING CODE

18.50.010 – Adoption of California Historical Building Code.

The City Council adopts and incorporates by reference as though set forth in full in this chapter the 2022 Edition of the California Historical Building Code (herein referred to as the “California Historical Building Code”). The California Historical Building Code is Part 8 of the California Code of Regulations, Title 24, also referred to as the California Building Standards Code. This part is developed by the State Historical Building Safety Board.

The adoption of the California Historical Building Code is subject to the changes, amendments and modifications to said code as provided in this chapter, and certain provisions of the Long Beach Municipal Code, which shall remain in full force and effect as provided in this title. Such codes and code provisions shall constitute and be known as the Long Beach Historical Building Code. A copy of the California Historical Building Code, printed as code in book form, shall be on file in the Office of the City Clerk.

18.50.020 – Amend CHBC Section 8-201—Definitions.

Section 8-201 of the California Historical Building Code is amended the first paragraph to read as follows:

For the purpose of the CHBC, certain terms and phrases, words and their derivatives shall be construed as specified in the chapter. Additional definitions and/or terms may appear in the various other chapters relative to terms or phrases primarily applicable thereto. Any reference to “authority having jurisdiction” does not necessarily preclude the appellate process of Section 8-104.3.

Where terms are not defined through the methods authorized by this section, such terms shall have ordinarily accepted meanings such as the context implies. Webster's Third New International Dictionary of the English Language, Unabridged, shall be considered as providing ordinarily accepted meanings.

18.50.030 – Amend CHBC Section 8-706.1.2—Evaluation and seismic improvement of URM buildings.

Section 8-706.1.2 of the California Historical Building Code is amended to read as follows:

8-706.1.2 Evaluation and seismic improvements of unreinforced masonry bearing wall buildings shall comply with Chapter 18.68 of the Long Beach Municipal Code, or the California Existing Building Code (CEBC), Appendix A1 2022 Edition if approved by the Building Official, and as modified by the CHBC.

Exceptions:

1. Alternative standards may be used on a case-by-case basis when approved by the Building Official. It shall be permitted to exceed the strength limitation of 100 psi in Chapter 18.68 of the Long Beach M unicipal Code or Section A108.2 of the CEBC when test data and building configuration supports higher values , subject to the approval of the Building Official.

2. CEBC Section A102.2 shall not apply to Qualified Historical Buildings in Risk Category III buildings and other structures whose primary occupancies are public assembly with an occupancy load greater than 300.

18.50.040 – Amend CHBC Section 8-805.1—Existing solid masonry.

Section 8-805.1 of the California Historical Building Code is amended by replacing the reference to the “2010 Edition of the CEBC” to the “2022 Edition of the CEBC”.

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18.50.050 – Amend CHBC Section 8-805.2.1—Solid backed stone masonry.

Section 8-805.2.1 of the California Historical Building Code is amended by replacing the ref erence to the “2009 IEBC” to the “2022 Edition of the CEBC”.

18.50.060 – Amend CHBC Section 8-805.2.3—Testing of stone masonry.

Section 8-805.2.3 of the California Historical Building Code is amended by replacing the reference to the “2010 CEBC” to the “2022 Edition of the CEBC”.

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CHAPTER 18.60 MOVING BUILDINGS

18.60.010 – Definitions.

18.60.020 – Permit—Required.

18.60.030 – Permit—Qualification for issuance.

18.60.040 – Permit—Terms and conditions of issuance.

18.60.050 – Permits—Application—Examination of structure.

18.60.060 – Payment of permit fees.

18.60.070 – Moving notice—Posting—Contents.

18.60.080 – Notice of decision to grant or deny permit.

18.60.090 – Written protests against moving—Hearing.

18.60.100 – Public hearing on protests—Notice.

18.60.110 – Hearing and determination by Council.

18.60.120 – Issuance of permit.

18.60.130 – Bond—Posting required.

18.60.140 – Bond—Conditions.

18.60.150 – Bond—Notice of default to principal and surety.

18.60.160 – Bond—Default—Option of surety.

18.60.170 – Bond—Term.

18.60.180 – Bond—Rights of access to premises.

18.60.190 – Expiration of permit—Extension.

18.60.200 – Fee schedule.

18.60.210 – Route—Approval of Police, Park, and Public Works Departments.

18.60.220 – Applicability of chapter.

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CHAPTER 18.60

MOVING BUILDINGS

18.60.010 – Definitions.

The following terms, as used in this chapter, shall have the signification attached to them in this section unless otherwise clearly apparent from the context:

"Building or structure" means and includes a structure or edifice which is more than ten (10) feet in width or more than twelve (12) feet in length, or which contains more than one hundred twenty (120) square feet of floor area.

"Building and structure mover" is a person who undertakes or offers to undertake, or purports to have the capacity, to move a building or structure, or to do building or structure moving work.

"Building or structure moving work" means and includes the moving of a "building or structure", as defined in Subsection 18.60.010.A, in any horizontal direction, and includes the shoring, raising, or lowering of a building or structure preparatory to the actual moving of the building or structure.

18.60.020 – Permit—Required.

No person shall move a building or structure over, upon or along any street, or from a location on one lot to a location on another lot, or perform any part of such moving work unless the building or structure has first been examined and posted in the manner required in this chapter, and a permit in writing to do so for each and every separate moving operati on has been applied for and obtained from the Building Official. However, any person fully complying with the provisions of this chapter may obtain a permit to move a building or structure to a location outside the City, or to a building or structure mover's yard for storage, or for the severance of a building or structure from real property pursuant to local, State or federal government requirements. In each such instance, no examination, posting or completion bond shall be required, such requirements bein g waived. However, all such requirements shall be fully complied with prior to the removal of each such building or structure from such storage yard or severance location to a location within the City limits. Nothing in this chapter shall be deemed applicable to the moving of a building or structure from one location on a lot to another location on the same lot. See Chapters 18.04 and 18.07.

18.60.030 – Permit—Qualification for issuance.

No moving permit shall be issued to any person unless the applicant therefore holds a valid unrevoked state house and building moving, wrecking contractor's license, and has filed with the City a bond or a liability or indemnity policy of insurance as required by the City for a building or structure mover's license. The provisions of this section shall not, however, be deemed to prohibit any general contractor or owner of any building or structure from obtaining a permit to move such building or structure from one location on a lot or parcel to a different location on the same lot or parcel.

18.60.040 – Permit—Terms and conditions of issuance.

No permit shall be issued to relocate any building or structure which is so constructed or in such condition as to be dangerous; or which is infested with pests or unsanita ry; or which is unfit for human habitation, if it is to be so utilized; or which is so dilapidated, defective, unsightly or in such a condition of deterioration or disrepair that its relocation at the proposed site would cause appreciable harm to or be materially detrimental to the property or improvements in the district within a radius of five hundred (500) feet from the proposed site; or if it is determined that it is detrimental to the future development of the area; or if the proposed use is prohibited by Title 21 Zoning Regulations of this City; or if the building or structure is of a type prohibited at the proposed location by any other law or ordinance; provided, however, that if the condition of the building or structure, in the judgment of the Buil ding Official, admits of practicable and effective repair, the permit may be issued upon condition as provided in this chapter.

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18.60.050 – Permits—Application—Examination of structure.

A. Before a moving permit is issued, the person or persons proposing to do such work shall pay to the City the fees as required in Section 18.60.200 and shall complete an application form furnished by the Building Official and shall set forth such information thereon as the Building Official may reasonably require in order to carry out the purposes of this chapter. Said official shall then cause to be made an examination of the building or structure proposed to be moved, and the location to which it is proposed to move the same, if such location is within the City and if such examination is required by this chapter. The Building Official shall post the building in the manner specified in Section 18.60.070 and the date of this posting shall commence the seven -day period for the filing of a protest by the property owners within a radius of three hundred (300) feet of the relocation site as specified in this chapter.

B. A separate application upon a form furnished by the Building Official must be filed and a separate permit obtained for the moving of each separate building or structure, or portion of a building or structure, except that neither posting, examination fee, nor separate permit will be required when a garage is moved with and under the same permit obtained for the moving of a single -family dwelling, provided the mov ing of the dwelling and garage is completed in one moving operation and such garage and dwelling are to be located on one parcel.

C. The Building Official shall, in granting any moving permit, impose thereon such terms and conditions as it may deem reasonable and proper in accordance with the provisions of this chapter.

D. The terms and conditions upon which each permit is granted shall be written upon the permit, or appended, in writing, thereto.

E. In addition to the posting of the notice, the Buildi ng Official shall mail a copy of the notice to each person indicated upon the records of the County Assessor as being the owner of any property within a radius of three hundred (300) feet of the location to which the building or structure is to be moved.

18.60.060 – Payment of permit fees.

A. Every applicant for a moving permit shall, at the time of application therefore, pay to the City the required permit fees as set forth in Section 18.60.200, and shall complete a permit application upon a form furnish ed by the Building Official, and shall set forth upon the form the size of building or structure, by street and number, and by legal description of both locations, together with the specific route to be traversed by the building or structure in the process of being moved from one location to another. Upon the same form the applicant shall make an affidavit that, in placing the building or structure in its new location, it shall not be in violation of any of the provisions of this chapter, any zoning regulat ions in Title 21 of the Long Beach Municipal Code, or other law or ordinance applicable to such building or structure.

B. No moving permit shall authorize the moving of more than one building or structure or more than one section or portion of any building or structure, or when such building or structure to be moved is cut into two or more sections or portions; except that one moving permit only shall be required for the moving of a single -family dwelling and garage; provided, however, that neither the ga rage nor dwelling is cut into sections for the purpose of moving; and further provided, that the moving of the dwelling and garage is completed in one moving operation.

18.60.070 – Moving notice—Posting—Contents.

A. The moving notices shall be posted by the Building Official and shall be placed conspicuously upon the front and upon the rear of the location to which it is proposed to move a building or structure, and upon the front of the building or structure proposed to be moved. Such notices shall be not less in size than eight (8) inches by ten (10) inches and shall bear, in letters not less than one and THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.60

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one-half (1.5) inches in height, the words "MOVING NOTICE". In addition, such notice shall contain the following information:

1. Name and owner of the building or structure after its relocation;

2. A brief description of the building or structure;

3. Address of the building or structure at its present location;

4. The street and number to which the building or structure is proposed to be moved;

5. The date upon which the building or structure was posted with the notices;

6. The name of the building and structure mover or person who proposes to do the moving work;

7. The name of the Building Official who inspects the building or structure and relocation site.

B. Upon the notice there shall also appear the following:

“Any property owner within a radius of three hundred (300) feet of the relocation site may file a written protest with the Building Official within seven (7) days of the date of the signing and dating of this notice by the Building Official. In the event of such protest, the Board of Examiners, Appeals and Condemnation will set a date at which time they will hold a hearing and either approve the moving of the building or structure, or sustain the protest.”

18.60.080 – Notice of decision to grant or deny permit.

If, after making the examination, the Building Official determines, in accordance with the standards set forth in this chapter, that the application for permit should be denied or should be granted under certain specified conditions, he or she shall notify the applicant of his or her decision by letter, postage prepaid, addressed as shown on the application for permit. If such application i s to be granted under certain conditions, such conditions shall specifically be set forth in such notice. The decision of the Building Official shall be final and conclusive, and such notice shall so state, unless within seven (7) days after the mailing of such notice, the applicant has filed with the Building Official a written appeal from that official's decision, specifying the grounds of such appeal. Any such appeal shall be heard by the Board of Examiners, Appeals and Condemnation as provided hereinafter.

18.60.090 – Written protests against moving—Hearing.

Any property owner within a radius of three hundred (300) feet of the relocation site may file a written protest with the Building Official within seven (7) days of the date of the posting of the m oving notice.

In the event of such protest, the Board of Examiners, Appeals and Condemnation will set a date at which time they will hold a hearing and either approve the moving of the building or structure, or sustain the protest.

18.60.100 – Public hearing on protests—Notice.

If any written protests against the proposed building or structure moving work are filed with the Building Official, and such protests are postmarked on or before the expiration of the seven (7) day posting period, or if the applicant has theretofore filed an appeal from the decision of the Building Official as hereinabove provided, the Building Official shall, within three (3) days following the expiration of the above seven (7) day posting period, present the protest or appe al by the applicant to the Board of Examiners, Appeals and Condemnation at its next regular meeting. The Board of Examiners, Appeals and Condemnation shall set a time for public hearing on such protest, or on such appeal, which time of hearing shall be not less than ten (10) nor more than thirty (30) days from the time the Board of Examiners, Appeals and Condemnation received the protest or appeal. When the time for public hearing has been so set, the Building Official shall mail a notice thereof, postage p repaid, to each THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.60

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person having filed a written protest, at the address, if any, specified thereon. The Building Official shall, in all cases, also send a notice of such hearing by registered mail, postage prepaid, to the applicant, whether or not he has appealed from the decision of the Building Official. Such notice shall also be sent to the applicant's representative if one has been specified. Such notices of public hearing shall be mailed at least five (5) days prior to the date of such hearing.

18.60.110 – Hearing and determination by Board of Examiners, Appeals and Condemnation.

At the time set for public hearing, the Board of Examiners, Appeals and Condemnation shall hear and pass upon the protests filed and the applicant's appeal, if any, from the decision of the Building Official.

Based upon the evidence adduced at such hearing, or as obtained from an examination made by the Board of Examiners, Appeals and Condemnation of the building or structure, proposed route to be traversed and proposed new location, the Board of Examiners, Appeals and Condemnation may direct the Building Official to deny the application or may direct that such permit be granted by the Building Official on the same terms and conditions previously specified by that official or in accordance with such terms and conditions as the Board of Examiners, Appeals and Condemnation may deem proper in the premises; provided, however, that the Board of Examiners, Appeals and Condemnation shall, in arriving at its determination, be governed by the same standards, limitations and norms as are set forth in Section 18.60.040. The Board of Examiners, Appeals and Condemnation shall not, in any event, order the Building Official to grant such permit under any conditions if the same will result in the moving or relocation of any structure which would be a violation of any City, County or State law, or would clearly inconvenience any considerable number of persons, or would violate or disturb the public welfare, safety or peace.

18.60.120 – Issuance of permit.

After the moving notices have been in place seven (7) days, and if the Building Official has written a letter of intent to grant, and if no written protest has been filed with the Building Official against the proposed moving, and if the applicant has not appealed from the decision of the Building Official, a moving permit shall be granted in accordance with the conditions specified by the Building Official, upon the filing of the required bond.

18.60.130 – Bond—Posting required.

Notwithstanding anything to the contrary herein, no moving permit shall be issued unless the applicant first posts with the Building Official a bond or insurance as prescribed in regulations issued by the City Manager pursuant to Section 2.84.040.

18.60.140 – Bond—Conditions.

Every bond posted pursuant to this section shall be conditioned as follows:

A. Each and all of the terms and conditions of the moving permit shall be complied with to the satisfaction of the Building Official;

B. All of the work required to be done pursuant to the terms and conditions of the moving permit shall be fully performed and completed within the time limit specified in Section 18.60.190. The time limit may be extended for good and sufficient cause by the Building Official pursuant to Se ction

18.03.050. No such extension of time shall be valid unless written, and no such extension shall release any surety upon any bond.

18.60.150 – Bond—Notice of default to principal and surety.

A. Whenever the Building Official finds that a default has occurred in the performance of any term or condition of any permit, written notice thereof shall be given to the principal and to the surety on the bond. Such notice shall state the work to be done, the estimated cost thereof, and the period of time deemed by the Building Official to be reasonably necessary for the completion of such work.

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After receipt of such notice, the surety must, within the time therein specified, either cause the required work to be performed or, failing therein, must pay over to the Building Official the estimated cost of doing the work, as set forth in the notice, plus an additional sum equal to twenty-five percent (25%) of the estimated cost. Upon the receipt of such money, the City shall proceed, by such mode as it deems convenient, to cause the required work to be performed and completed, but no liability shall be incurred therein other than for the expenditure of the sum of money in hand therefore.

B. If a cash bond has been posted, notice of default, as provided above, shall be given to the principal, and if compliance is not had within the time specified, the City shall proceed without delay and without further notice of proceedings whatever to use the cash deposit, or any portion of such deposit, to cause the required work t o be done, by contract or otherwise, in the discretion of the City. The balance, if any, of such cash deposit shall, upon the completion of the work, be returned to the depositor, or to his or her successors or assigns, after deducting the cost of the work , plus twenty-five percent (25%) thereof.

18.60.160 – Bond—Default—Option of surety.

When any default has occurred on the part of the principal under the provisions of Section 18.60.150, the surety shall have the option, in lieu of completing the work re quired, to demolish the building or structure, and to clear, clean and restore the site. If the surety defaults, the City shall have the same option.

18.60.170 – Bond—Term.

The term of each bond furnished pursuant to Sections 18.60.130 through 18.60.180 shall commence upon the date of the posting thereof and shall terminate upon the completion, to the satisfaction of the Building Official, of the performance of all of the terms and conditions of the moving permit. Such completion shall be evidenced by a s tatement thereof, signed by the Building Official, a copy of which will be sent to any surety or principal upon request. When a cash bond has been posted, the cash shall be returned to the depositor, or to his or her successors or assigns, upon the termina tion of the bond, except any portion thereof that may have been used or deducted as provided elsewhere in Sections

18.60.130 through 18.60.180.

18.60.180 – Bond—Rights of access to premises.

The Building Official, the surety, and the duly authorized repr esentative of either, shall have access to the premises described in the moving permit for the purpose of inspecting the progress of the work. In the event of any default in the performance of any term or condition of the moving permit with reference to the relocation of a structure, the surety, or any person employed or engaged on its behalf, or the Building Official, or any person employed or engaged on his or her behalf, shall have the right to go upon the premises to complete the required work or to rem ove or demolish the building or structure. It is unlawful for the owner, or his or her representatives, successors or assigns, or any other person, to interfere with or obstruct the ingress to or egress from any such premises of any authorized representative or agent of any surety or of the City engaged in the work of completing, demolishing or removing any building or structure for which a moving permit has been issued, after a default has occurred in the performance of the terms or conditions thereof.

18.60.190 – Expiration of permit—Extension.

Every application for a moving permit issued by the Building Official under the provisions of this chapter shall expire and become null and void at the expiration of a period of ninety (90) days from the date of such application, and every moving permit issued by the Building Official under the provisions of this chapter shall expire and become null and void if the moving work authorized by such permit is not commenced and completed within sixty (60) days from the date of issuance; provided, however, that the Building Official may extend these periods when the moving of any building or structure is impossible or delayed by reason of inclemency of weather, strikes or other causes not within the control of the mover. If for any reason a moving permit or application therefore is rendered null and void under THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.60

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the provisions of this chapter, and the moving work is desired to be done thereafter, a new application shall be made and a permit obtained from the Building Official, and new fees shall be paid.

18.60.200 – Fee schedule.

In addition to any other fee or fees required, a moving permit fee and, when required, an examination and posting fee, shall be paid to the Building Official as set forth in the schedule of fees and charges established by City Council resolution. Examinations and posting fees shall be paid prior to any examination or investigation by the Building Official.

18.60.210 – Route—Approval of Police, Park, and Public Works Departments.

A. Wherever any building or structure is to be moved over or upon a public street or highway within the City, the application therefore shall be submitted to the Police Chief, who shall endorse the approval of the Police Department thereon as to the routes to be trav eled and the hours during which moving operations are to be conducted under the proposed permit. If the routes or hours do not meet with the approval of the Police Department, it shall be the duty of the applicant to alter his or her application to include such routes and hours as will meet the approval of the Police Department.

B. Such application shall also be submitted to the Department of Parks, Recreation and Marine and the designated route to be traveled subject to its approval. Applications may als o be submitted to the Department of Public Works when in the discretion of the Building Official wheel loads for any given route may be deemed excessive. In those instances, the Department of Public Works may require the applicant to submit wheel size, loa d, spacing and any other pertinent information. The Department of Public Works may require modification of the loading or shoring of specific structures or such other precautions as it deems necessary to adequately protect the street and those buildings or structures over which the building or structure will pass.

18.60.220 – Applicability of chapter.

The provisions of this chapter shall not apply to the relocation of buildings or structures to be used by a governmental agency for a governmental purpose.

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CHAPTER 18.62 REPORT ON AVAILABLE OFF-STREET PARKING SPACES UPON RESALE

18.62.010 – Intent and purpose.

18.62.020 – Definitions.

18.62.030 – Report or exemption certificate required.

18.62.040 – Application.

18.62.050 – Inspection.

18.62.060 – Citation.

18.62.070 – Delivery of report.

18.62.080 – Exemption certificate.

18.62.090 – Exclusions.

18.62.100 – Penalties.

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CHAPTER 18.62

REPORT ON AVAILABLE OFF-STREET PARKING SPACES UPON RESALE

18.62.010 – Intent and purpose.

It is the intent of the City Council to assure that all parties to a transaction involving a sale of a residential building within the City of Long Beach within areas designated by Cit y Council as parking -impacted areas are furnished a report on the availability of legally required off -street parking spaces. It is the purpose of this chapter that the requirement of such a report will reduce violations on existing parcels of residential property and will prevent violations in the future.

18.62.020 – Definitions.

"Owner" shall mean any person, co -partnership, association, corporation or fiduciary having legal or equitable title or any interest in any real property.

"Residential building " shall mean any improved real property designed or permitted to be used for dwelling purposes, situated in the City, and shall include the building or structures located on said improved real property.

"Agreement of sale" shall mean any agreement or wri tten instrument which provides that title to any property shall thereafter be transferred from one owner to another owner.

"Common parking" shall mean any parking facility serving more than one (1) dwelling unit with a common entrance and a common exit.

18.62.030 – Report or exemption certificate required.

Upon entering into an agreement of sale or exchange of any residential building in a parking -impacted area, as such an area or areas may be designated from time to time for the purposes of this chapter by resolution of the City Council, unless excluded by Section 18.62.090, the owner or his or her authorized representative shall obtain from the City a report setting forth the legally required off -street parking for such property and a statement as to its availability or lack of availability, or an exemption certificate. The report shall specifically identify any off -street parking spaces which should be used for vehicle parking but are not available for such use because of illegal conversion to another use, or any physical condition which prohibits the use o f such spaces for normal parking of an automobile. Said report or exemption certification shall be valid for a period not to exceed six (6) months from date of issue.

18.62.040 – Application.

Upon application of the owner or his or her authorized agent and accompanied by a fee in or of an amount as set forth in the schedule of fees and charges established by City Council resolution , the Director shall review pertinent City records, cause an on-site inspection of the property as provided by Section 18.62.050, and deliver to the applicant a report on the availability of legally required off -street parking.

18.62.050 – Inspection.

In addition to the information supplied in Section 18.62.040, the Director shall cause a physical inspection of the subject property or, should entry be refused, the Director shall indicate on said report that entry was refused.

18.62.060 – Citation.

The Director shall cite any unlawful condition relating to the use an d maintenance of off-street parking spaces. Such condition shall be brought into compliance within ninety (90) days of said citation, or THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.62

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within sixty (60) days of close of escrow, whichever comes first. If such compliance is not obtained, formal enforcement proceedings shall be prosecuted as provided by law.

18.62.070 – Delivery of report.

The report on the availability of legally required off -street parking prepared pursuant to Section

18.62.030 shall be delivered by the owner or the authorized designate d representative of the owner to the buyer or transferee of the residential building proper to the consummation of the sale or exchange.

The buyer or transferee shall execute a receipt therefore as furnished by the City and said receipt shall be delivered to the Department as evidence of compliance with the provisions of Section 18.62.030.

18.62.080 – Exemption certificate.

The following exceptions shall require an exemption certificate in lieu of the parking availability report:

A. Condominiums, townhomes, apartment buildings and similar buildings whose parking is supplied completely by way of a common parking facility:

B. The first sale of a residential building which has never been occupied;

C. A residential building whereby a review of the records indicates that no parking was ever provided at the site.

18.62.090 – Exclusions.

The provisions of this chapter shall not apply to:

A. Transfers which are required to be preceded by the furnishing to a prospective transferee of a copy of a public report pu rsuant to Section 11018.1 of the California Business and Professions Code;

B. Transfers pursuant to court order, including, but not limited to, transfers ordered by a probate court in administration of an estate, transfers pursuant to a writ of execution, tr ansfers by a trustee in bankruptcy, transfers by eminent domain, or transfers resulting from a decree for specific performance;

C. Transfers to a mortgagee by a mortgagor in default, transfers to a beneficiary of a deed of trust by a trustor in default, transfers by any foreclosure sale after default, transfers by any foreclosure sale under default in an obligation secured by a mortgage, or transfers by sale under a power of sale after a default in an obligation secured by a deed of trust or secured by any ot her instrument containing a power of sale;

D. Transfer by a fiduciary in the course of the administration of a guardianship, conservatorship, or trust;

E. Transfers from one co-owner to one or more co-owners;

F. Transfers made to a spouse, or to a person or pers ons in the lineal, line or consanguinity of one or more of the transferors;

G. Transfers between spouses resulting from a decree of dissolution of a marriage or a decree of legal separation or from a property settlement agreement incidental to such decrees;

H. Transfers by the State Controller in the course of administering the Unclaimed Property Law (Chapter 7 [commencing with Section 1500] of Title 10 of Part 3 of the California Code of Civil Procedure);

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I. Transfers to a governmental entity under eminent domain or threat of eminent domain.

18.62.100 – Penalties.

A. Anyone in violation of the provisions of this chapter shall be guilty of a misdemeanor and upon conviction thereof shall be punishable as provided by the provisions of Section 1.32.010 of the Long Beach Municipal Code.

B. No sale or exchange of residential property shall be invalidated solely because of the failure of any person to comply with any provisions of this chapter unless such failure is an act or omission which would be a valid ground for re scission of such sale or exchange in the absence of this chapter.

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CHAPTER 18.63 ALTERNATIVE BUILDING STANDARDS FOR ADAPTIVE REUSE

PROJECTS

18.63.010 – Purpose.

18.63.020 – Applicability.

18.63.030 – Alternative Building Standards Manual.

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CHAPTER 18.63

ALTERNATIVE BUILDING STANDARDS FOR ADAPTIVE REUSE PROJECTS

18.63.010 – Purpose.

The Adaptive Reuse Ordinance in Title 21 Zoning Regulations expanded the scope of eligible and underutilized buildings or structures that have great potential to be converted into new uses or occupancy that can benefit from relief of parking standards, setbacks and zoning height limitations.

However, key to the success of the Adaptive Reuse Ordinance relies on the ability of the Building Official and Fire Code Official to effectively use their authority to grant code modification or alternative materials, design and methods of construction and equipment to address practical difficulties involved in complying with the strict provisions of the code or consider alternative design or methods not specifically prescribed in the code. Other statutory regulations such as the California Historic Building Code adopted in Chapter 18.50 and the Cali fornia Existing Building Code adopted in Chapter 18.49 , including Sections 17958.11 and 19957 of the California Health and Safety Code, provides the Building Official and Fire Code Official with the ability to consider other alternative building standards. Therefore, the purpose of this chapter is to amend, expand, establish and clarify alternative building standards for the conversion of existing buildings or structures to accommodate new uses or occupancy for other purposes than what it was originally des igned for and still provide reasonable use and safety to the building occupants.

18.63.020 – Applicability.

Projects that meet the definition and applicable requirements of an adaptive reuse project pursuant to Title 21 Zoning Regulations may be permitted to use the alternative building standards of this chapter.

18.63.030 – Alternative Building Standards Manual.

A. Although other chapters or sections of the Long Beach Municipal Code and the most recently adopted edition of the California Building Standards Code are applicable to new construction or a change of use or occupancy, the use of the Alternative Buildin g Standards Manual may be permitted to provide alternative regulations for adaptive reuse projects that meet the applicability requirement of Section 18.63.020.

B. The Building Official and Fire Code Official shall prepare, maintain, and update, as deemed necessary and appropriate, the Alternative Building Standards Manual and shall include technical information and implementation parameters, alternative compliance for technical infeasibility, as well as other rules, requirements and procedures as the City d eems necessary, for implementing the provisions of this chapter.

C. The Building Official and Fire Code Official shall develop, as deemed necessary and appropriate, in cooperation with other City departments and stakeholders, informational bulletins, training manuals and educational materials to assist in the implementation of this chapter.

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CHAPTER 18.64 SANDBLASTING

18.64.010 – Permit—Required.

18.64.020 – Permit—State license required.

18.64.030 – Permit—Separate premises.

18.64.040 – Permit—Application.

18.64.050 – Permit—Inspection fee.

18.64.060 – Notice of sandblasting.

18.64.070 – Dry sandblasting.

18.64.080 – Permitted hours.

18.64.090 – Property protection.

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CHAPTER 18.64

SANDBLASTING

18.64.010 – Permit—Required.

A. No person, firm or corporation shall engage in wet or dry sandblasting of the outside any building or structure in the City without first obtaining a permit to do so from the Building Official.

B. The permit is required for the purpose of placing the City on notice regarding intended sandblasting operations, thus making possible the inspection of sandblasting operations in the City so that sandblasting regulations enacted for the protection of th e health and property of members of the public may effectively be enforced.

18.64.020 – Permit—State license required.

No sandblasting permit shall be issued to any person not licensed or otherwise prohibited by State law from engaging in sandblasting operations.

18.64.030 – Permit—Separate premises.

A separate permit shall be required for each separate premises, court or group of structures to be sandblasted. More than one actual building or structure may be included on a single permit if all the buildings or structures are on one lot or one contiguous parcel of land.

18.64.040 – Permit—Application.

Each application for permit shall contain the following information:

A. The name and address of the person or company applying for the permit;

B. The location of the job;

C. The building or structure or portion thereof to be sandblasted;

D. Such other information as the Building Official shall reasonably require to aid in the proper inspection and enforcement of City sandblasting regulations.

18.64.050 – Permit—Inspection fee.

No sandblasting permit shall be issued prior to the payment of an inspection fee consistent with the fee schedule set forth in Chapter 18.06. No plan examination fee or other type of additional fee described in Chapter 18.06 shall be required.

18.64.060 – Notice of sandblasting.

Any person, firm or corporation conducting sandblasting in the City shall, not less than forty eight (48) hours prior to sandblasting, deliver to each residence or business establishment within o ne hundred (100) feet of all buildings or structures to be sandblasted a written notice stating in substance as follows:

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NOTICE OF SANDBLASTING

On, ____________
(Date or Dates)

20____________, sandblasting will be carried out on the exterior of the building at

(Address of building to be sandblasted)

(Name of company)

whose address is

The sandblasting will be conducted in accordance with Municipal Code Section 18.64.010 et seq., of the City of Long Beach.

____________ ____________
(Name of owner or foreman)

____________ ____________
(Address of owner or foreman)

18.64.070 – Dry sandblasting.

No person, firm or corporation shall engage in "dry" sandblasting in the City in the absence of written special permission from the Building Official, such special permission to be granted only if the particular circumstances of the job make wet sandblasting impractical.

18.64.080 – Permitted hours.

No person, firm or corporation shall engage in sandblasting unless the hours of operation is in accordance with Section 8.80.202 Noise Regulations for Authorized Hours of Operations..

18.64.090 – Property protection.

No person, firm or corporation shall engage in sandblasting without first protecting adjacent property, public street and pedestrian walkway areas by erecting canvas or other suitable barriers sufficient to protect them from the splashing or blowing of sand or water.

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CHAPTER 18.65 DEMOLITION OF HISTORIC LANDMARKS

18.65.010 – Demolition of landmarks prohibited without building permit and funding for replacement structure.

18.65.020 – Appeal to City Council.

18.65.030 – Exception.

18.65.040 – Construction.

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CHAPTER 18.65

DEMOLITION OF HISTORIC LANDMARKS

18.65.010 – Demolition of landmarks prohibited without building permit and funding for replacement structure.

A. No permit to demolish a landmark or contributing structure designated pursuant to Chapter 2.63 may be issued by the Department unless (1) a building permit has been issued for a replacement structure or project for the p roperty involved and (2) the applicant has submitted evidence to the satisfaction of the Cultural Heritage Commission that a financial commitment has been obtained by the applicant to assure the completion of the structure or project.

B. Whenever, following action by the Cultural Heritage Commission pursuant to Subsection

18.65.010.A, a permit to demolish a landmark is either issued or denied by the Department, the Director shall immediately notify the applicant and the Cultural Heritage Commission of such issuance.

18.65.020 – Appeal to City Council.

A. The applicant or any interested person may appeal a decision to issue or withhold a demolition permit by the Director under Section 18.65.010 to the City Council by filing an appeal therefrom with the City Cler k within ten (10) days of notification of the applicant and the Cultural Heritage Commission under Section 18.65.010 of the decision, and no decision shall be final until expiration of that ten-day period. Such appeal shall be set for hearing by the City C ouncil within twenty-one (21) days of filing the appeal, and the applicant shall not be relieved of the requirements of this section until a final decision is rendered by the City Council.

B. On appeal, the City Council shall determine, through factual evide nce, whether unusual and compelling circumstances, including extreme economic hardship to the applicant, exist in the case before it, and if it so finds, it shall act on the appeal in such a way as to result in granting of the permit which is the subject matter of the appeal.

C. Both the applicant and appellant, if different from the applicant, shall be notified by mail to the address of the applicant or appellant as indicated on the permit application or appeal of all hearings and decisions made pursuant to this section.

18.65.030 – Exception.

This chapter shall not apply to any landmark which has been determined by the Fire Code Official and Building Official to be imminently dangerous or to constitute an immediate threat to the public health and safety.

18.65.040 – Construction.

Nothing in this chapter shall be construed to be contrary to or inconsistent with the provisions of Chapter

12.75 (commencing with Section 7060) of Division 7 of Title 1 of the California Government Code, and should any provision of this chapter be contrary to or inconsistent with the provisions of that Chapter

12.75, then the provisions of Chapter 12.75 shall prevail.

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CHAPTER 18.67 CONSTRUCTION AND DEMOLITION RECYCLING PROGRAM

18.67.005 – Purpose.

18.67.010 – Definitions.

18.67.020 – Threshold for covered projects.

18.67.030 – Submission of a waste management plan.

18.67.040 – Waste diversion deposit.

18.67.050 – Administrative fee.

18.67.060 – Review of WMP.

18.67.070 – Compliance with WMP.

18.67.080 – Exemption.

18.67.090 – Appeal.

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CHAPTER 18.67

CONSTRUCTION AND DEMOLITION RECYCLING PROGRAM

18.67.005 – Purpose.

The State of California through its California Integrated Waste Management Act of 1989, Assembly Bill 939 (“AB 939”) requires that each local jurisdiction in the state divert fifty percent (50%) of discarded materials (base year 1990) from landfills by December 31, 2000. Every city and count y, including the City, could face fines up to ten thousand dollars ($10,000) a day for not meeting the mandated goal.

Approximately twenty-two percent (22%) of the City’s solid waste sent to landfills is from construction and demolition activities and the diversion of these materials would have a significant potential for waste reduction and recycling. Reusing and recycling construction demolition materials (“C&D Debris”) is essential to further the City’s efforts to reduce waste and continue to comply with AB 939. C&D Debris was reduction and recycling have been proven to reduce the amount of such material which is landfilled, increase worker safety, and be cost effective. To ensure compliance with this chapter and to ensure those contractors complying with this chapter are not placed at a competitive disadvantage, it is necessary to impose a performance security requirement. (Ordinance ORD -07-0025)

18.67.010 – Definitions.

For the purposes of this chapter, the following definitions shall apply:

"Applicant" means any individual, firm, limited liability company, association, partnership, political subdivision, government agency, municipality, industry, public or private corporation, or any other entity whatsoever who applies to the City for the applicable permits to undertake any construction, demolition, or renovation project within the City.

"Class III landfill" means a landfill that accepts nonhazardous resources such as household, commercial, and industrial waste, resulting from construction, remodeling , repair, and demolition operations. A Class III landfill must have a solid waste facilities permit from the California Integrated Waste Management Board (CIWMB) and is regulated by an enforcement agency (as defined in Public Resources Code Section 40130).

"Construction" means the building of any facility or structure or any portion thereof including any tenant improvements to an existing facility or structure.

"Construction and demolition debris (C and D debris) ” means building materials and solid waste resulting from construction, remodeling, repair, cleanup, or demolition operations that are not hazardous as defined in California Code of Regulations, Title 22, Sections 66261.3, et seq. This term includes, but is not limited to, asphalt, concrete, portland cement concrete, brick, lumber, gypsum wallboard, cardboard, and other associated packaging, roofing material, ceramic tile, carpeting, plastic pipe and steel. The material may be commingled with rock, soil, tre e stumps, and other vegetative matter resulting from land clearing and landscaping for construction or land development projects.

"C and D recycling center" means a facility that receives only C and D material that has been separated for reuse prior to receipt, in which the residual (disposed) amount of waste in the material is less than ten percent (10%) of the average weight of material separated for reuse received by the facility over a one-month period.

"City-sponsored project" means a project constructed by the City or a project receiving fifty percent (50%) or more of its financing from the City.

"Covered project" shall have the meaning set forth in Section 18.67.020.

"Deconstruction" means the careful dismantling of buildings and structures in order to salvage as much material as possible.

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"Demolition" means the decimating, razing, ruining, tearing down or wrecking of any facility, structure, pavement or building, whether in whole or in part, whether interior or exterior.

"Disposal" means the final deposition of construction and demolition or inert material, to a Class III landfill.

"Divert" means to use material for any purpose other than disposal in a landfill or transformation facility.

"Diversion requirement" means the diversion of a percentage of the total construction and demolition debris generated by a project via reuse or recycling, unless the applicant has been granted an exemption pursuant to Section 18.67.070 in which case the diversion requirement shall be the maximum feasible diversion rate established by the Director in relation to the project.

"Enforcement agency (EA)" means an enforcement agency as defined in Public Resources Code Section 40130.

"Inert solids/inert waste" means nonliquid solid resources including, but not limited to, soil and concrete, that do not contain hazardous waste or soluble pollutants at concentrations in excess of water quality objectives established by a regional water board pursuant to Division 7 (Sections 13000, et seq.) of the California Water Code and does not contain significant quantities of decomposable solid resources.

"Project" means any activity which requires an application for a building or demolition permit or any similar permit from the City pursuant to Section 18.67.020.

"Recycling" means the process of collecting, sorting, cleansing, treating, and reconstituting materials for the purpose of using the altered form in the manufacture of a new product. Recycling does not include burning, incinerating, or thermally destroying solid waste.

"Renovation" means any change, addition or modification in an existing structure.

"Reuse" means the use, in the same or similar form as it was produced, of a material which might otherwise be discarded.

"Solid waste" means all putrescible and nonpu trescible solid, semisolid, and liquid wastes, including garbage, trash, refuse, paper, rubbish, ashes, industrial wastes, demolition and construction wastes, abandoned vehicles and parts thereof, discarded home and industrial appliances, dewatered, treate d, or chemically fixed sewage sludge which is not hazardous waste, manure, vegetable or animal solid and semisolid wastes, and other discarded solid and semisolid wastes. "Solid waste" does not include any of the following wastes:

1. Hazardous waste, as defined in Public Resources Code Section 40141;

2. Radioactive waste regulated pursuant to the Radiation Control Law [Chapter 8 (commencing with Section 114960) of Part 9 of Division 104 of the Health and Safety Code];

3. Medical waste regulated pursuant to th e Medical Waste Management Act [Part 14 (commencing with Section 117600) of Division 104 of the Health and Safety Code].

"Waste management plan (WMP)” means a completed waste management plan form, approved by the City for the purpose of compliance with th is chapter, submitted by the applicant for any covered or noncovered project.

"Waste management plan attachments" means a list of permitted haulers, reuse facilitators, disposal and recycling facilities, conversions for mass to weight, and green building material suggestions.

18.67.020 – Threshold for covered projects.

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A. Private projects.

1. The following threshold will apply to projects for which a demolition or building permit is issued after October 1, 2007, but before January 1, 2008: all construction pr ojects the total valuation of which are, or are projected to be, seventy-five thousand dollars ($75,000.00) or greater and all demolition projects of any valuation, ("covered projects") shall be required to divert at least sixty percent (60%) of all projec t-related construction and demolition material in compliance with this chapter.

2. The following threshold will apply to projects for which a demolition or building permit is issued on or after January 1, 2008, but before January 1, 2014: all construction projects the total valuation of which are, or are projected to be, fifty thousand dollars ($50,000.00) or greater and all demolition projects of any valuation, ("covered projects") shall be required to divert at least sixty percent (60%) of al l project-related construction and demolition material in compliance with this chapter.

3. The following threshold will apply to projects for which a demolition or building permit is issued on or after January 1, 2014: all newly constructed buildings, building additions of one thousand (1,000) square feet or greater, and/or building alterations with a permit valuation of $200,000 or above and all demolition projects of any valuation ("covered projects") shall be required to divert at least sixty percent (60%) of all project-related construction and demolition material in compliance with this chapter.

4. The following threshold will apply to projects for which a demolition or building permit is issued on or after January 1, 201 7: (i) all newly constructed buildings or structures ; (ii) residential building or structure additions or alterations where the project increases the building’s or structure’s conditioned area, volume or size ; (iii) nonresidential building or structure additions and alterations whenever a permit is required for work; and (iv) all demolition projects of any valuation (all hereinafter referred to as "covered projects") shall be required to divert at least sixty-five percent (65%) of all project -related construction and demoli tion material in compliance with this chapter.

B. All City-sponsored construction, demolition and renovation projects shall be subject to this chapter, and consequently, shall be considered covered projects.

C. Compliance with this chapter shall be included as a condition of approval on any construction or demolition permit issued for a covered project.

18.67.030 – Submission of a waste management plan.

A. Applicants for construction or demolition permits involving a covered project shall complete and submit a W MP, on a WMP form approved by the City for this purpose, as part of the application packet for the construction or demolition permit. The completed WMP shall indicate all of the following:

1. The estimated volume or weight of the project C and D debris, by m aterial type, to be generated;

2. The maximum volume or weight of such materials that can feasibly be diverted via reuse or recycling. No more than twenty percent (20%) of the sixty-five percent (65%) diversion rate can be achieved through the recycling or reuse of inert materials unless applicant can demonstrate to the satisfaction of the Director that sufficient structural materials do not exist for recycling or that forty-five percent (45%) diversion of total waste through non-inert materials is not feasible.

3. The vendor or facility where the applicant proposes to use to collect or receive that material; and

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4. The estimated volume or weight of C and D debris that will be landfilled in Class III landfills.

B. Calculating volume and weight of material. In estimating the volume or weight of materials identified in the WMP, the applicant shall use the conversion rates approved by the City for this purpose.

C. Deconstruction. In preparing the WMP, applicants for demolition permits involving the remo val of all or part of an existing structure shall consider deconstruction to the maximum extent feasible, and shall make the materials generated thereby available for salvage prior to landfilling.

Deconstruction can be used to meet the sixty-five percent (65%) diversion requirement provided it is accounted for in the WMP.

18.67.040 – Waste diversion deposit.

The project applicant shall submit a waste diversion deposit with the WMP. The amount of the performance security shall be calculated as a percentage of the total project valuation as set forth in the schedule of fees and charges established by City Council resolution, provided, however, that the minimum and maximum fees shall be as set forth in the schedule of fees and charges established by City Council resolution.

18.67.050 – Administrative fee.

The project applicant shall submit an administrative fee with the WMP. The amount of the administrative fee shall be as set forth in the schedule of fees and charges established by City Council resolution.

18.67.060 – Review of WMP.

A. Notwithstanding any other provisions of this title, no building or demolition permit shall be issued for any covered project unless and until the Director has reviewed the WMP. Approval shall not be required, however, where an emergency demolition is required to protect public health or safety.

The Director shall only approve a WMP if he or she first determines that all of the following conditions have been met:

1. The WMP provides all of the information set forth in Section 18.67.030.

2. The WMP indicates that at least sixty-five percent (65%) of all C and D material generated by the project will be diverted or an exemption has been approved pursuant to Section 18.67.080.

3. The applicant has submitted an appropriate waste diversion deposit in compliance with Section

18.67.040.

If the Director determines that these conditions have been met, he or she shall mark the WMP "Approved," return a copy of the WMP to the applicant.

B. If the Director determines that the WMP fails to m eet the conditions specified in Subsection

18.67.060.A, he or she shall either:

1. Return the WMP to the applicant marked "Denied," including a statement of reasons.

2. Return the WMP to the applicant marked "Further Explanation Required."

If the applicant determines during the course of the project that the estimated tonnage of material to be generated and or recovered from the project is substantially different from the WMP, applicant shall submit an addendum to the original WMP.

18.67.070 – Compliance with a WMP.

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A. Within thirty (30) days after the completion of any covered project, the applicant shall submit to the Director documentation that it has met the diversion requirement for the project. Applicant shall provide a summary of efforts used to meet the diversion requirement and also provide the following documentation:

1. Receipts from the vendor or facility which collected or received each material showing the actual weight or volume of that material;

2. Weight slips/count of material salvaged or reused in current project;

3. A copy of the previously approved WMP for the project adding the actual volume or weight of each material diverted and landfilled;

4. Any additional information the applicant believes is relevant to determining its efforts to comply in good faith with this chapter.

B. Weighing of wastes. Applicants shall make reasonable efforts to ensure that all C and D debris diverted or landfilled are measured and recorded using the most accurate method of measurement available. To the extent practical, all C and D debris shall be weighted by measurement on scales.

Such scales shall be in compliance with all State and County regulatory requirements for accuracy and maintenance. For C and D debris for which weighing is not practical due to small size or other considerations, a volumetric measurement shall be used. For conversion of volumetric measurements by weight, the applicant shall use the standardized conversion rates approved by the City for this purpose.

C. The Director shall review the information su bmitted under Subsection 18.67.070.A to determine whether the applicant has complied with the diversion requirement as follows:

1. If the Director determines that the applicant has fully complied with the diversion requirement applicable to the project, he o r she shall cause the full waste diversion deposit to be released to the applicant.

2. If the Director determines that the diversion requirement has not been met, he or she shall return only that portion of the performance security equivalent to the portion of C and D debris actually diverted compared to the portion that should have been diverted according to the WMP. Any portion of the waste diversion deposit not released to the applicant shall be forfeited to the City, and shall be used to further d evelop environmental sustainability efforts within the City. If the Director determines that the applicant has fully failed to comply with the diversion requirement or if the applicant fails to submit the documentation required by Subsection

18.67.070.A within the required time period, then the entire waste diversion deposit shall be forfeited to the City. All forfeited waste diversion deposits shall be used to further develop environmental sustainability efforts within the City.

18.67.080 – Exemption.

A. Application. If an applicant believes it is infeasible to comply with the diversion requirements of this chapter due to the circumstances delineated in this section, the applicant may apply for an exemption at the time that he or she submits the required WMP. Exemptions may be granted based on the following considerations:

1. An emergency situation exists;

2. Contamination by hazardous substances;

3. Low recyclability of specific materials;

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5. Excavated soil and land-clearing debris.

The applicant shall indicate on the WMP the maximum rate of diversion he or she believes is feasible for each material and the specific circumstances that he or she believes make it infeasible to comply with the diversion requirement.

B. Meeting with the Director. The Director shall review the information supplied by the applicant and may meet with the applicant to discuss possible ways of meeting the division requirement. The Director may request that staff from the Department of Public Works Environmental Services Bureau attend this meeting or may require the applicant to request a separate meeting with Department of Public Works Environmental Services Bureau staff. Based on the information supplied by the applicant and, if applicable, Department of Public Works Environmental Services Bureau staff, the Director shall determine whether it is possible for the applicant to meet the division requirement.

C. Granting of exemption. If the Director determines t hat it is infeasible for the applicant to meet the diversion requirement due to unique circumstances, he or she shall determine the maximum feasible diversion rate for each material and shall indicate this rate on the WMP submitted by the applicant. The Di rector shall return a copy of the WMP to the applicant marked "Approved Exemption".

D. Denial of exemption. If the Director determines that it is possible for the applicant to meet the diversion requirement, he or she shall inform the applicant in writing. The applicant shall have thirty (30) days to resubmit a WMP form in full compliance with Section 18.67.030. If the applicant fails to resubmit the WMP, or if the resubmitted WMP does not comply with Section 18.67.030, the Director shall deny the WMP.

18.67.090 – Appeal.

The applicant or any interested person may appeal to a Hearing Officer from any ruling of the Director made pursuant to this chapter in accordance with Section 18.67.070. Notice of any appeal from the ruling of the Director must be filed within ten (10) days of the date that such ruling is made. The decision of the Hearing Officer upon such appeal, relative to any matter within the jurisdiction of the Director, shall be final and shall not be appealable to the City Council or to any other City body or official.

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CHAPTER 18.68 EARTHQUAKE HAZARD REGULATIONS

18.68.010 – Purpose.

18.68.020 – Scope.

18.68.021 – Definitions.

18.68.022 – Symbols and notations.

18.68.023 – General requirements.

18.68.024 – Material requirements.

18.68.025 – Quality control.

18.68.026 – Allowable design values.

18.68.027 – Analysis and design.

18.68.028 – Detailed system design requirements.

18.68.030 – Prima facie hazard grading.

18.68.040 – Special and intermediate hazards.

18.68.050 – Priority and method of grading.

18.68.060 – Calculation of actual lateral force capacity VCAP.

18.68.070 – Hazardous grading and dates of corrective action.

18.68.080 – Hazardous grading subject to change.

18.68.090 – Notice of corrective action.

18.68.100 – Application for order of abatement of nuisance.

18.68.110 – Hearing by Board.

18.68.120 – Appeals to City Council.

18.68.130 – Owner responsibility to demolish structure.

18.68.135 – Landmark structures—Alternatives to demolition.

18.68.140 – Notice of pending order of demolition.

18.68.150 – Owner responsibility to accomplish hazard reduction measures.

18.68.160 – Jurisdiction of Board or Council over certain cases.

18.68.170 – Hearing—Failure of owner to proceed in good faith.

18.68.180 – Notification to owners of buildings four stories or more in height.

18.68.190 – Notice of county recorder.

18.68.200 – Figure No. A-23-1.

18.68.210 – Tables A-23-A through A-23-F.

18.68.220 – Standard No. 24-40, in-place masonry shear tests.

18.68.221 – Standard No. 24-41, tests of anchors in unreinforced masonry walls.

18.68.222 – Standard No. 24-42, pointing of unreinforced masonry walls.

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CHAPTER 18.68

EARTHQUAKE HAZARD REGULATIONS

18.68.010 – Purpose.

The purpose of this chapter is to define a systematic procedure for identifying and assessing earthquake generated hazards associated with certain existing structures within the City and to develop a flexible, yet uniform and prac tical procedure for correcting or reducing those hazards to tolerable hazard levels. It is not the purpose of this chapter to preclude or affect the assessment and abatement, pursuant to existing laws, of other hazards which may involve fire, exit, plumbin g, electrical, and other such problems with existing buildings.

The provisions of this chapter are intended as minimum standards for structural seismic resistance established primarily to reduce the risk of life loss or injury. Compliance with these stand ards will not necessarily prevent loss of life or injury or prevent earthquake damage to rehabilitated buildings.

18.68.020 – Scope.

This chapter shall apply to all Type I, Type II and Type III buildings located within the City and built prior to January 9, 1934.

18.68.021 – Definitions.

For the purpose of this chapter, the following definitions shall apply:

"Collar joint" is the vertical space between adjacent wythes and may contain mortar.

"Crosswall" is a wall that meets the requirements of Subsection 18.68.027.D.3. A crosswall is not a shear wall.

"Crosswall shear capacity" is the length of the crosswall times the allowable shear value, v cL0.

"Diaphragm edge" is the intersection of the horizontal diaphragm and a shear wal l.

"Diaphragm shear capacity" is the depth of the diaphragm times the allowable shear value, v uD.

"Flexible diaphragm" is a diaphragm of wood construction or other construction of similar flexibility.

"Normal wall" is a wall perpendicular to the direction of seismic forces.

"Open front" is an exterior building wall plane on one side only without vertical elements of the lateral force resisting system in one or more stories.

"Pointing" is the partial reconstruction of the bed joints of a URM wall a s defined in Standard No. 24 -

42. (See Section 18.68.222.)

"UBC" is the 1988 Edition of the Uniform Building Code as published by the International Conference of Building Officials.

"UBC standard" is the 1988 Edition of the Uniform Building Code standar d as published by the International Conference of Building Officials.

"Unreinforced masonry bearing wall" is URM wall which provides the vertical support for a floor or roof for which the total superimposed load exceeds one hundred (100) pounds per linea r foot of wall.

"Unreinforced masonry (URM) wall" is a masonry wall in which the area of reinforcing steel is less than twenty five percent (25%) of the minimum required by the UBC for reinforced masonry.

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"Yield story drift" is the lateral displacement of one level relative to the level above or below at which yield stress is first developed in a frame member.

18.68.022 – Symbols and notations.

For the purposes of this chapter, the following symbols and definitions shall apply:

A = Area of unreinforced masonry pier, square inches.

Ab = Area of the bed joints above and below the test specimen for each in place shear test.

Cp = Numerical coefficient as specified in UBC Section 2312(g) and given in UBC Table 23 -P and in Table A-23-A.

D = In plane width dimension of pier, inches, or depth of diaphragm, feet.

DCR = Demand capacity ratio specified in Subsection 18.68.027.D.

Fwx = Force applied to a wall at level x, pounds.

H = Lease clear height of opening on either side of pier, inches.

h/t = Height/thickness ratio of URM wall. Height h is measured between wall anchorage levels, and/or slab on grade.

L = Span of diaphragm between shear walls, or span between shear wall and open front, feet.

Lc = Length of crosswall, feet.

Li = Effective span for an open front building specified in Subsection 18.68.027.D.8, feet.

PD = Superimposed dead load at the top of the pier under consideration, pounds.

PD+L = Actual dead plus live load in place at the time of testing, pounds.

PW = Weight of wall, pounds.

Va = vaA, the allowable shear in any URM pier, pounds.

Vcb = Total shear capacity of crosswalls in the direction of analysis immediately below the dia phragm level being investigated, S vcLo, pounds.

Vca = Total shear capacity of crosswalls in the direction of analysis immediately above the diaphragm level being investigated, S vcLo, pounds.

Vr = Pier rocking shear capacity of any URM wall or wall pier, pounds.

Vwx = Total shear force resisted by a shear wall at the level under consideration, pounds.

Vp = Shear force assigned to a pier on the basis of its relative shear rigidity, pounds.

VS = Shear force assigned to a spandrel on the basis of the shear forces in the adjacent wall piers and tributary dead plus live loads.

Vtest = Load in pounds at incipient cracking for each in-place masonry shear test per Standard No. 24-

40. (See Section 18.68.220.)
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va = Allowable shear stress for unreinforced masonry, psi.

vc = Allowable shear value for a crosswall sheathed with any of the materials given in Tables A -23-C or A-23-D, pounds per foot.

vt = Mortar shear strength as specified in Subsection 18.68.024.C.3.d.

vto = Mortar shear test values as specified in Subsection 18.68.024.C.3.d.

vu = Allowable shear value for a diaphragm sheathed with any of the materials given in Tables A -23- C or A-23-D, pounds per foot.

Σ vuD = Sum of diaphragm shear capacities of both ends of the diaphragm.

ΣΣ vuD = For diaphragms coupled with crosswalls ΣΣ vuD includes the sum of shear capacities of both ends of diaphragms coupled at and above the level under consideration.

Wd = Total dead load tributary to a diaphragm, pounds.

Σ W d = Total dead load tributary to all of the diaphr agms coupled at and above the level under consideration, pounds.

Ww = Total dead load of an unreinforced masonry wall above the level under consideration or above an open front of a building, pounds.

Wwx = Dead load of a URM wall assigned to level x halfway above and below the level under consideration.

18.68.023 – General requirements.

A. General. All buildings shall have a seismic resisting system conforming with UBC Section 2303(b), except as modified by this chapter.

B. Alterations and repairs. Alterations and repairs required to meet the provisions of this chapter shall comply with all o ther applicable requirements of this title unless specifically provided for in this chapter.

C. Requirements for plans. The following construction information shall be included in the plans required by this chapter:

1. Dimensioned floor and roof plans showing existing walls and the size and spacing of floor and roof framing members and sheathing materials. The plans shall indicate all existing and new crosswalls and their materials of construction. The location of the crosswalls and their openings shall be fully dimensioned or drawn to scale on the plans.

2. Dimensioned wall elevations showing openings, piers, wall classes as defined in Subsection

18.68.024.C.3(f), thicknesses, heights, wall shear test locations, and cracks or damaged portions requiring repairs. The general condition of the mortar joints shall be noted and if and where the joints require pointing. Where the exterior face is veneer, the type of veneer, its thickness and its bonding and/or ties to the structural wall masonry shall also be reported.

3. The type of interior wall and ceiling surfaces.

4. The extent and type of existing wall anchorage to floors and roof when utilized in the design.

5. The extent and type of parapet corrections which were previously performed, if any.

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6. Repair details, if any, of cracked or damaged unreinforced masonry walls required to resist forces specified in this chapter.

7. All other plans, sections, and details necessary to delineate required retrofit construction including those items in Section 18.68.028.

18.68.024 – Material requirements.

A. General. All materials permitted by this chapter, including their appropriate allowable design values and those existing configurations of materials specified herein, may be utilized to meet the requirements of this chapter.

B. Existing materials. All existing materials utilized as part of the required force resisting system shall be in sound condition or shall be removed and replaced with new material.

C. Existing unreinforced masonry.

1. General. All unreinforced masonry walls utilized to carry vertical loads or seismic forces parallel and perpendicular to the wall plane shall be tested as specified in this subsection. All masonry that does not meet or exceed the minimum standards established by this chapter shall be removed a nd replaced by new materials or alternatively shall have its structural functions replaced by new materials and anchored to supporting elements.

2. Lay-up of walls. The facing and backing shall be bonded so that not less than ten percent (10%) of the exposed face area is composed of solid headers extending not less than four (4) inches into the backing. The clear distance between adjacent full -length headers shall not exceed twenty-four (24) inches vertically or horizontally. Where the backing consists of two (2) or more wythes, the headers shall extend not less than four (4) inches into the most distant wythe or the backing wythes shall be bonded together with separate headers whose area and spacing conform to the foregoing. Wythes of walls not bonded as described above shall be considered as veneer. Veneer wythes shall not be included in the effective thickness used in calculating the height to thickness and the shear capacity of the wall.

3. Mortar.

a. Tests. The quality of mortar in all masonry walls shall be determined by performing in-place shear tests in accordance with Standard No. 24-40. Alternative methods of testing may be approved by the Building Official.

b. Location of tests. The shear tests shall be taken at locations representative of the mortar conditions throughout the entire building, taking into account variations in workmanship at different building height levels, variations in weathering of the exterior surfaces, and variations in the condition of the interior surfaces due to deterioration caused by leaks and condensation of water and/or by the deleterious effects of other substances contained within the building. The exact test location shall be determined at the building site by the engineer in responsible charge of the structural design work. An accurate record of all such tests and their location in the building shall be recorded and these results shall be submitted to the Building and Safety Bureau for approval as part of the structural analysis.

c. Number of tests. The minimum number of tests per class shall be as follows:

i. At each of both the first and top stories, not less than two (2) tests per wall or line of wall elements providing a common line of resistance to lateral forces.

ii. At each of all other stories, not less than one (1) test per w all or line of wall elements providing a common line of resistance to lateral forces.

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iii. In any case, not less than one (1) test per one thousand five hundred (1,500) square feet of wall surface nor less than a total of eight (8).

d. Minimum quality mortar.

Mortar shear test values, v to, in psi shall be obtained for each in -place shear test in accordance with the following equation:
vto = (Vtest - PD + L)/Ab (024-1)

i. Individual unreinforced masonry walls with consistently less than thirty (30) psi shall be removed or entirely repointed and retested.

ii. The mortar shear strength, v t, is the value in psi that is exceeded by eighty percent (80%) of all of the mortar shear test values, vto.

e. Collar joints. The collar joints shall be inspected at the test locations during each in-place shear test, and estimates of the percentage of the surfaces of adjacent wythes which are covered with mortar shall be reported along with the results of the in-place shear tests.

f. Unreinforced masonry classes. All existing unreinforced masonry shall be categorized into one (1) or more classes based on shear strength, quality of construction, state of repair, deterioration, and weathering. A class shall be characterized by the allowable masonry shear stress determined in accordance with Subsection 18.68.026.B. Classes shall be defined for whole walls, not for small areas of masonry within a wall.

g. Pointing. All deteriorated mortar joints in unreinforced masonry walls shall be pointed according to Standard No. 24 -42. Nothing shall prevent pointing with mortar of all the masonry wall joints before the tests are made.

18.68.025 – Quality control.

A. Pointing. All preparation and mortar pointing shall be done with special inspection.

EXCEPTION: At the discretion of the Building Official, incidental pointing may be performed without special inspection.

B. Masonry shear tests. In-place masonry shear tests shall comply with Standard No. 24-40.

C. Existing wall anchors. Existing wall anchors utilized as all or part of the required tensio n anchors shall be tested in pullout according to Standard No. 24-41. The minimum number of anchors tested shall be four (4) per floor, with two (2) tests at walls with joists framing into the wall and two (2) tests at walls with joists parallel to the wal l, but not less than ten percent (10%) of the total number of existing tension anchors at each level.

D. New bolts. One -fourth (1/4) of all new shear bolts and combined tension and shear bolts in unreinforced masonry walls shall be tested according to Standard No. 24-41.

EXCEPTION: Special inspection may be provided during installation in lieu of testing.

18.68.026 – Allowable design values.

A. Allowable values.

1. Allowable values for existing materials are given in Table A -23-C and for new materials in Table A-23-D.

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2. Allowable values not specified in this chapter shall be as specified elsewhere in this title.

Masonry shear. The allowable unreinforced masonry shear stress, Va, shall be determined for each masonry class from the following equation: va = 0.1vt + 5PD/A (026-1)

The mortar shear test value, v t, shall be determined in accordance with Subsection

18.68.024.C.3, and not exceed one hundred (100) psi for the determination of V a.

The one-third (1/3) increase in allowable values of the Uniform Building Code is not allowed for va.

B. Masonry compression. The one -third (1/3) increase in allowable stress of the Uniform Building Code is allowed.

C. Masonry tension. Unreinforced masonry shall be assumed as having no tensile capacity.

D. Existing tension anchors. The allowable resistance values of the existing anchors shall be forty percent (40%) of the average of the tension tests of existing anchors having the same wall thickness and joist orientation. The one -third (1/3) increase in all owable stress of the Uniform Building Code is not allowed for existing tension anchors.

E. Foundations. For existing foundations new total loads may be increased over existing dead load by twenty-five percent (25%). New total dead load plus live load plus se ismic may be increased over existing dead load plus live load by fifty percent (50%). Higher values may be justified only in conjunction with a geotechnical investigation.

18.68.027 – Analysis and design.

A. General. Except as modified herein, the analysis and design relating to the structural alteration of existing buildings shall be in accordance with this title.

B. Selection of procedure. Buildings shall be analyzed by the general procedure of Subsection

18.68.027.C which is based on UBC Chapter 23 or, when applicable, buildings may be analyzed by the special procedure of Subsection 18.68.027.D.

C. General procedure.

1. Basis for design. The minimum design seismic forces shall be those determined in accordance with the static lateral force procedure of Subsection 18.68.027.C.1 or the dynamic lateral force procedure of Subsection 18.68.027.C.2.

Minimum design lateral forces – static force procedure. Buildings shall be analyzed to resist minimum lateral forces assumed to act nonconcurrently in the direction of each of the main axes of the structure in accordance with the following:

VB = φ ß CW (027-1) where

VB = Design base shear
W = Total seismic dead load of the building
ß = Building type coefficient given in Table A-23-E
φ = Occupancy Load Factor from Table A-23-F
C = 0.059/T2/3
T = Building period, in seconds, of the structure in the direction of consideration

The product of φ ß C need not exceed 0.13. The building period may be calculated in accordance with the 1988 UBC Method A or Method B. The value of C need not exceed 0.13.

The distribution of the design base shear over the height of the building is to be the same as that specified by the 1988 UBC.

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2. Minimum design lateral forces – dynamic force procedure. Dynamic analysis procedures when used to determine the seismic demand on the building shall conform with Chapter 23 of the 1988 UBC. Except where approved situs specific response spectra are developed, ground motions used in the analysis shall be consistent with the October 1988 Seismic Safety Element to the City of Long Beach general plan and applied as follows:

a. If the analysis utilizes the modal superposition spectral response approach, the five percent (5%) damped spectrum for the appropriate soil at the building site shall be us ed as the input ground motions. The response of the building shall be normalized by the ratio of the base shear determined from the equivalent static force approach to the base shear determined from the spectral response approach.

b. If the analysis utilizes a time history (linear elastic or nonlinear) approach, an approved synthetic acceleration time history shall be constructed which is consistent with the five percent (5%) damped spectrum for the appropriate soil at the building site. Such an acceleration time history must have a response spectrum which closely matches the five percent (5%) damped spectrum with no spectral ordinate dipping more than ten percent (10%) below the target spectrum.

3. Lateral forces on elements of structures. Parts or port ions of structures shall be analyzed as required in UBC Chapter 23.

EXCEPTIONS:

a. Unreinforced masonry walls for which height to thickness ratios do not exceed ratios set forth in Table A-23-B need not be analyzed for out-of-plane loading. Unreinforced masonry walls which exceed the allowable h/t ratios of Table A -23-B shall be braced according to Subsection 18.68.028.E.

b. Parapets complying with Subsection 18.68.028.F need not be analyzed for out -of- plane loading.

4. Shear walls (in-plane loading). Shear walls shall comply with Subsection 18.68.027.E.

D. Special procedure.

1. Limits for the application of Subsection 18.68.027.D. The special procedure of this subsection may only be applied to buildings with the following characteristics:

a. Flexible diaphragms at all levels above the base of structure.

b. A maximum of six (6) stories above the base of the building.

c. The vertical elements of the lateral force resisting system shall consist predominately of masonry or concrete shear walls.

d. New vertical e lements of the lateral force resisting system consisting of steel braced frames or special moment resisting frames shall have a maximum overall height-to-length ratio of 1.5 to 1.

e. A minimum of two (2) lines of vertical elements of the lateral force resisting system parallel to each axis of the building except for single story buildings with an open front on one (1) side only. (See Subsection 18.68.027.D.8 for open front buildings.)

2. Lateral forces on elements of structures. With the exception of the diaphr agm provisions in Subsection 18.68.027.D, elements of structures shall comply with Subsection 18.68.027.C.3.

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3. Crosswalls. Crosswalls shall meet the requirements of this subsection.

a. Crosswall definition. A crosswall is a wood-framed wall sheathed with any of the materials described in Tables A -23-C or A-23-D. Spacing of crosswalls shall not exceed forty (40) feet on center measured perpendicular to the direction of consideration, and shall be placed in each story of the building. Crosswalls shall extend the full story height between diaphragms.

EXCEPTIONS:

i. Crosswalls need not be provided at all levels in accordance with Subsection

18.68.027.D.4.b.iv.

ii. Existing crosswalls need not be continuous below a wood diaphragm at/or within four feet of grade provided:

aa. Shear connection requirements of Subsection 18.68.027.D.5 are satisfied at all edges of the diaphragm.

bb. Crosswalls with total shear capacity of 0.08 (W d interconnect the diaphragm to the foundation.

cc. The demand/capacity ratio of the diaphragm between the crosswalls that are continuous to their foundations shall be calculated as:

DCR = [0.33WD + Vca ]/2vuD;lf-.; (027-2)
and DCR shall not exceed 2.5.

b. Crosswall shear capacity. Within any forty (40) feet mea sured along the span of the diaphragm, the sum of the crosswall shear capacities shall be at least thirty percent (30%) of the diaphragm shear capacity of the strongest diaphragm at or above the level under consideration.

c. Existing crosswalls. Existing cro sswalls shall have a length to height ratio between openings of not less than 1.5. Existing crosswall connections to diaphragms need not be investigated as long as the crosswall extends to the framing of the diaphragm above and below.

d. New crosswalls. New crosswall connections to the diaphragm shall develop the crosswall shear capacity. New crosswalls shall have the capacity to resist an overturning moment equal to the crosswall shear capacity times the story height. Crosswall overturning moments need not be cumulative over more than two (2) stories.

e. Other crosswall systems. Other systems such as special moment resisting frames may be used as crosswalls provided that the yield story drift does not exceed one (1) inch in any story.

4. Wood diaphragms.

iii. Acceptable diaphragm span. A diaphragm is acceptable if the point (L, DCR) on Figure A- 23-1, falls within Regions 1, 2, or 3.

iv. Demand-capacity ratios. Demand -capacity ratios shall be calculated for the diaphragm according to the following formulas:

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i. For a diaphragm without qualifying crosswalls at levels immediately above or below:

DCR = 0.33Wd / Σ vuD(027-3)

ii. For a diaphragm in a single-story building with qualifying crosswalls:

DCR = 0.33Wd / Σ vuD + Vcb)(027-4)

iii. For diaphragms in a multi-story building with qualifying crosswalls in all levels:

DCR = 0.33 Wd / Σ vuD + Vcb)(027-5)

DCR shall be calculated at each level for the set of diaphragms at and above the level under consideration.

iv. For a roof diaphragm and the diaphragm directly below if coupled by crosswalls DCR = 0.33( Wd / Σ vuD(027-6)

v. Chords. An analysis for diaphragm flexure need not be made and chords need not be provided.

vi. Collectors. An analysis of diaphragm collector forces shall be made for the transfer of diaphragm edge shears into vertical elements of the lateral force resisting system.

Collector forces may be resisted by new or existing elements.

vii. Diaphragm openings.

viii. Diaphragm forces at corners of openings shall be investigated and shall be developed into the diaphragm by new or existing materials.

ix. In addition to calculating d emand capacity ratios per Subsection 18.68.027.D.4.b, the demand capacity ratio of the portion of the diaphragm adjacent to an opening shall be calculated using the opening dimension as the span.

x. Where an opening occurs in the end quarter of the diaphragm span, the quantity v ud for the demand capacity ratio calculation shall be based on the net depth of the diaphragm.

5. Shear transfer. Diaphragms shall be connected to shear walls with connections capable of developing a minimum force given by the lesser of the following formulas:

V = 0.20CpWd (027-7)
using the Cp values in Table A-23-A, or
V=vuD(027-8)

6. Shear walls (in plane loading) – special procedure.

a. Wall story force. The wall story force distributed to a shear wall at any diaphragm level shall be the lesser value calculated as:

xi. For buildings without crosswalls, F wx = 0.13(Wwx + Wd/2)(027-9) but need not exceed F wx = 0.13Wwx + vuD(027-10)

xii. For buildings with crosswalls in all levels:

Fwx = 0.10(Wwx + Wd/2)(027-11)
but need not exceed
Fwx = 0.10(Wwx + Σ Wd(vuD/ Σ vuD))(027-12)
and need not exceed
Fwx = 0.10Wwx + vuD(027-13)

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b. Wall story shear. The wall story shear shall be the sum of the wall story forces at and above the level of consideration.

Vwx = Σ Fwx (027-14)

c. Shear wall analysis. Shear walls shall comply with Subsection 18.68.027.E.

d. Moment frames. Moment frames used in place of shear walls shall be designed as required in UBC Chapter 23 except that the forces shall be as specified in Subsection

18.68.027.D.6.a and the interstory drift shall be limited to 0.005 except as further limited in Subsection 18.68.027.E.3.b.

7. Out of plane forces – URM walls.

a. Allowable URM wall height to thickness ratios. The provisions of Subsection

18.68.027.C.3 are applicable except the allowable h/t ratios given in Table A -23-B shall be determined from Figure A-23-1 as follows:

i. In Region 1, h/t ratios for "buildings with crosswalls" may be used if qualifying crosswalls are present in all stories.

ii. In Region 2, h/t ratios for "buildings with crosswalls" may be used whether or not qualifying crosswalls are present.

iii. In Region 3, h/t ratios for "all other buildings" shall be used whether or not qualifying crosswalls are present.

b. Walls with diaphragms in different regions. When diaphragms above and below the wall under consideration have DCRs in different regions of Figure A -23-1, the lesser h/t ratio shall be used.

8. Buildings with open fronts. A building with an open front on one (1) side shall have crosswalls parallel to the open front and shall be designed by the following procedure:

a. Effective diaphragm span, L i, for use in Figure No. A -23-1 shall be determined in accordance with the following formula:

Li, = 2[(Ww/Wd) • L + L](027-15)

b. Diaphragm demand/capacity ratio shall be calculated as:

DCR = 0.33(Wd + Ww)/[(vu D) + Vc](027-16)

E. Analysis of vertical elements of the lateral force -resisting system. Applicable to both general procedure and special procedure buildings.

1. Existing URM walls.

a. Flexural rigidity. Flexural components of deflection may be neglected in determining the rigidity of a URM wall.

b. Shear walls with openings. Wall piers shall be analyzed according to the following procedure:

i. For any pier,

aa. The pier shear capacity shall be calculated as:

Va = vaDt(027-17)

bb. The pier rocking shear capacity shall be calculated as:

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Vr = 0.5PDD/H(027-18)

ii. The wall piers at any level are acceptable if they comply with one of the following modes of behavior:
aa. Rocking controlled mode. When the pier rocking shear capacity is less than the pier shear capacity, i.e. V r < Va for each pier in a level, forces in the wall at that level, Vwx, shall be distributed to each pier, Vp, in proportion to PDD/H.

For the wall at that level: Vwx < Vr (027-19)

bb. Shear controlled mode. Where the pier shear capacity is less than the pier rocking capacity, i.e. V a < Vr in at least one pier in a level, forces in the wall at that level, Vwx, shall be distributed to each pier, Vp, in proportion to D/H.

For each pier at that level:

Vp < Va (027-20) and
Vp<Vr. (027-21)
If Vp > Va for each pier and Vp > Vr for one or more piers, omit such piers from the analysis and repeat the procedure for the remaining piers, or strengthen and reanalyze the wall.

iii. Masonry pier tension stress. Unreinforced masonry wall piers need not be analyzed for tension stress.

c. Shear walls without openings. Shear walls without openings shall be analyzed as for walls with openings except that Vr, shall be calculated as follows:

Vr = (0.50PD + 0.25PW)D/H(027-22)

2. Plywood sheathed shear walls. Plywood sheathed shear walls may be u sed to resist lateral loads for buildings with flexible diaphragms analyzed according to provisions of Subsection

18.68.027.C. Plywood sheathed shear walls may not be used to share lateral loads with other materials along the same line of resistance.

3. Combinations of vertical elements.

a. Lateral force distribution. Lateral forces shall be distributed among the vertical resisting elements in proportion to their relative rigidities, except that moment frames shall comply with Subsection 18.68.027.E.3.b.

b. Moment resisting frames. A moment frame shall not be used with a URM wall in a single line of resistance unless the wall has piers that are capable of sustaining rocking in accordance with Subsection 18.68.027.E.1.b and the frames are designed to carry one hundred percent (100%) of the lateral forces and the interstory drift ratio shall be limited to

0.0025.

18.68.028 – Detailed system design requirements.

A. Wall anchorage.

1. Anchor locations. All unreinforced masonry walls shall be anchored at the roof and floor levels as required in Subsections 18.68.027.C or 18.68.27.D. Ceilings with substantial rigidity and abutting masonry walls shall be connected to walls with tension bolts at a maximum anchor spacing of six (6) feet. Ceiling systems with substantial ma ss shall be braced at the perimeter to the roof or floor diaphragms.

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2. Anchor requirements. Anchors shall be tension bolts through the wall as specified in Table No.

A-23-D, or by an approved equivalent at a maximum anchor spacing of six (6) feet. All existing wall anchors shall be secured to the joists to develop the required forces.

3. Minimum wall anchorage. Anchorage of masonry walls to each floor or roof shall resist a minimum force determined by UBC Section 2312 (g) 2 or two hundred (200) pounds per linear foot, whichever is greater, acting normal to the wall at the level of the floor or roof. Existing wall anchors, installed under previous permits, must meet or must be upgraded to meet the requirements of this chapter.

4. Anchors at corners. At the roof and all floor levels, both shear and tension anchors shall be provided within two (2) feet horizontally from the inside of the corners of the walls.

5. Anchors with limited access. When access to the exterior face of the masonry wall is prevented by proximity of an existing building, wall anchors conforming to Item 6b in Table A -23-D may be used.

B. Diaphragm shear transfer. Shear bolt spacing shall have a maximum bolt spacing of six (6) feet.

C. Collectors. Collector elements shall be provided which are cap able of transferring the seismic forces originating in other portions of the building to the element providing the resistance to those forces.

D. Ties and continuity. Ties and continuity shall conform to UBC Section 2312(h)2E.

E. Wall bracing.

1. General. Where a wall height -thickness ratio exceeds the specified limits, the wall may be laterally supported by vertical bracing members per Subsection 18.68.028.E.2 or by reducing the wall height by bracing per Subsection 18.68.028.E.3.

2. Vertical bracin g members. Vertical bracing members shall be attached to floor and roof construction for their design loads independently of required wall anchors. Horizontal spacing of vertical bracing members shall not exceed one -half (1/2) the unsupported height of the wall nor ten (10) feet. Deflection of such bracing members at design loads shall not exceed one - tenth (1/10) of the wall thickness.

3. Intermediate wall bracing. The wall height may be reduced by bracing elements connected to the floor or roof. Horizontal s pacing of the bracing elements and wall anchors shall be as required by design but shall not exceed six (6) feet on center. Bracing elements shall be detailed to minimize the horizontal displacement of the wall by the vertical displacement of the floor or roof.

F. Parapets. Parapets and exterior wall appendages not conforming to this chapter shall be removed or stabilized or braced to ensure that the parapets and appendages remain in their original position.

The maximum height of an unbraced unreinforced mas onry parapet above the lower of either the level of tension anchors or roof sheathing, shall not exceed one and one -half (1½) times the thickness of the parapet wall. If the required parapet height exceeds this maximum height, a bracing system designed for the force factors specified in UBC Table 23-P for walls shall support the top of the parapet. Parapet corrective work must be performed in conjunction with the installation of tension roof anchors.

The minimum height of a parapet above the wall anchor shall be twelve (12) inches.

EXCEPTION: If a reinforced concrete beam is provided at the top of the wall, the minimum height above the wall anchor may be six (6) inches.

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G. Veneer.

1. Unreinforced masonry walls which carry no design loads other than their own weight may be considered as veneer if they are adequately anchored to new supporting elements.

2. Veneer shall be anchored with approved anchor ties, conforming to the required design capacity specified in this title and placed at a maximum spacing of twenty-four (24) inches with a maximum supported area of two (2) square feet.

EXCEPTION: Existing veneer anchor ties may be acceptable provided the ties are in good condition and conform to the following minimum size, maximum spacing and material requirements.

Existing veneer anchor ties shall be corrugated galvanized iron strips not less than one (1) inch in width, eight (8) inches in length and one-sixteenth (1/16) of an inch in thickness or equal and shall be located and laid in every alternate course in the vertical height of the wall at a spacing not to exceed seventeen (17) inches on centers horizontally. As an alternate, such ties may be laid in every fourth course vertically at a spacing not to exceed nine (9) inches on centers horizontally.

3. The location and condition of existing veneer anchor ties shall be verified as follows:

a. An approved testing laboratory shall verify the location and spacing of the ties and shall submit a report to the Building Official for approval as a part of the structural analysis.

b. The veneer in a selected area shall be removed to expose a representative sample of ties (not less than four) for inspection by the Building Official.

H. Truss and beam supports. Where trusses and beams other than rafters or joists are sup ported on masonry, independent secondary columns shall be installed to support vertical loads of the roof or floor members. The loads shall be transmitted down to adequate support.

I. Adjacent buildings.

1. Where elements of adjacent buildings do not have a separation of at least five (5) inches, the allowable height/thickness ratios for "buildings with crosswalls" per Table A -23-B shall not be used in the direction of consideration.

2. Where an exterior URM bearing wall does not have a separation of at least five (5) inches and the diaphragm levels of the adjoining structures differ by more than one and one -half (1½) times the wall thickness, supplemental vertical gravity load carrying members shall be added to support the loads normally carried by the w all and such members shall not be attached to the wall. The loads shall be transmitted down to the foundation.

J. Infill frames.

1. General. In addition to other applicable requirements of this chapter, concrete and steel frames shall comply with the special provisions of this section.

2. Infill walls. All infill walls shall be located and dimensioned on the plans and an appropriate repair defined for any observed areas of distress in the frames or infill walls including spalling, cracking or corrosion. Out of plane forces acting on the infill shall be considered unless it is shown that the infill is tightly grouted to the frame and the h/t ratio between supports is less than sixteen (16).

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3. Buildings with reinforced infill can be designed as shear wall building using the force provisions of the Table A-23-E provided that it is shown by conventional rigidity analyses that the building as retrofitted meets the regularity requirements of the 1988 UBC.

4. Buildings with reinforced infill can be designed as shear wall building using the force provisions of the Table A-23-E provided that it is shown by conventional rigidity analyses that the building as retrofitted meets the regularity requirements of the 1988 UBC.

5. Buildings with reinforced infill can be designed as shear wall building using the force provisions of the Table A-23-E provided that it is shown by conventional rigidity analyses that the building as retrofitted meets the regularity requirements of the 1988 UBC.

6. Wythes of infill walls that occur beyond the confining edges of frame columns and beams shall be anchored as veneer to the frame or the confined portion of the infill wall.

18.68.030 – Prima facie hazard grating.

A. All structures covered by this chapter and constructed before January 9, 1934, shall be inspected and graded in accordance with the provisions set forth in this chapter, such inspection to determine the relative prima facie earthquake hazard associated with same, and graded to establish a priority for subsequent correction. Such buil dings which are three stories or less in height shall be inspected and graded by the Building Official and all others shall be inspected and graded in accordance with Section 18.68.050. Grading shall consist of an evaluation based upon an examination of th e building plans, specifications or reports that are available, a visual inspection and consideration of the occupancy classification and occupant load. The evaluation shall include an analytical evaluation which shall determine the resistance to earthquak e forces of the primary structural system of the structure. The analysis shall be based insofar as possible on the same procedures and assumptions used in seismic design of new buildings, and for purposes of evaluation, shall consist of a comparison of the seismic resistance of the existing building to the seismic resistance required of a new building designed and constructed under the building regulations of the 1970 Uniform Building Code, and otherwise identical to the existing building insofar as locatio n, use, configuration, structural system and materials of construction are concerned. Such comparison can be expressed in terms of a capacity ratio R S defined as follows:

RS = VREQ/VCAP

Where VCAP is the lateral force resistive capacity of a particular existing structure, calculated for the critical mode of failure of a significant portion of the building and V REQ is the required lateral force resistive capacity of the same structure calculated for those specified earthquake conditions set forth in the building regulations of the 1970 Uniform Building Code. For the purposes of assessing the lateral force capacity of existing construction, certain stresses, values and procedures will be established as acceptable, such values to be set forth in a specificatio n entitled "Specifications for Assessing the Capacity of Unreinforced Masonry Buildings, Long Beach Department of Development Services," to be prepared by the Building and Safety Bureau, which specifications may be amended from time to time at the discretion of the Department. Assessment of the capacity ratio RS shall take into account the following elements:

1. Stability of the wall system and vertical framing;

2. Horizontal diaphragm and/or bracing system;

3. Connections;

4. Shear resisting elements;

5. Special hazards, either structural or nonstructural.

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B. In the assignment of a building to a particular hazard grade, the Building Official shall first determine its location on a hazardous index which shall reflect relative degrees of hazard. Such hazardous index shall be established in the specifications entitled "Specifications for Assessing the Capacity of Unreinforced Masonry Buildings, Long Beach Department of Development Services," and shall be a function of the capacity ratio R S as defined in this section, the occupancy classification of the building and an occupancy potential which is a measure of the human exposure in and near the building. Occupancy classification and occupancy potential shall be as set forth in the above - mentioned specifications.

C. Location of a building on the Hazardous Index shall be the determining factor in the assignment of a building to a particular hazard grade. Assignment shall be by the Building Official and shall be in one of the following three hazardous grades if the capacity of the building has been determined to be less than that required under the building regulations of the 1970 Uniform Building Code:

Excessive Hazard Grade I
High Hazard Grade II
Intermediate Hazard Grade III

D. Limits on the Hazardous Index which will determine placement in particular hazard grades shall be as established in the above-mentioned specifications and shall in general limit Excessive Hazard - Grade 1 to approximately ten percent (10%) of the buildings occupying the highest hazards on the Hazardous Index; the High Hazard - Grade II to approximately thirty percent (30%) of the buildings occupying the middle portion of the Hazardous Index; and the Intermediate Hazard - Grade III to approximately sixty percent (60%) of the buildings occupying the lowest hazards on the Hazardous Index.

E. If an assessment results in a capacity virtually equal to that required under the building regulations of the 1970 Uniform Building Code, or if a repair is accomplished to affect conformance with the seismic requirements of the building regulations of the 1970 Uniform Building Code, the building shall be deemed as having no hazards and shall be so classified.

18.68.040 – Special and intermediate hazards.

In addition to evaluation of the primary structura l systems, any structural or nonstructural element of the building, including parapets, ornamentation or other appendages attached to the building or any structural or nonstructural architectural, mechanical or electrical system that is determined by reaso n of lack of attachment, anchorage or condition, to become dangerous to persons in the building or in the vicinity, will be classed as an immediate hazard. Any immediate hazard identified in buildings classified as high or intermediate hazard shall be treated as an excessive hazard and shall be abated under the procedures established for excessive hazard.

18.68.050 – Priority and method of grading.

A. Buildings shall in general be graded on a priority system but in three (3) phases: Phase I shall consist of inspection and grading of all buildings less than four (4) stories in height and within occupancy classifications A, B, C, D and E; Phase II will consist of inspection and grading of all buildings two (2) and three (3) stories in height and classified F, G and H; and Phase III will consist of inspection and grading of all buildings remaining to be graded. Grading of all structures in each phase shall be accomplished insofar as is possible by a date established by the Department, and on that date, owners and interested parties will be promptly notified of the hazard grade in which their building has been placed. Such notification shall give notice to the owner of the hazard grade in which the building is being placed, a procedure to be followed if the owner i s in disagreement with the grading, and that the grade assigned will be recorded with the county recorder after sixty (60) days unless a change in grade has been initiated as set forth in Section 18.68.190.

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to adequately grade the building. Such information and data shall be gathered for the owner at his or her expense by a structural or civil engineer or an architect licensed under the laws of the State and shall be submitted to the Building Official by such dates as he will set consistent with those occupancy classifications established for other buildings a s set forth in this section for Phases I, II and III. Notice to require gathering of such information by the owner shall be substantially in the form set forth in Section 18.68.180. The Building Official shall, after reviewing the information and data submitted, place the building in the appropriate hazard grade and shall promptly notify the owner of the hazard grade in which his or her building has been placed. Failure to provide the Building Official with the required information and data by such establis hed dates will result in placement of the building in Excessive Hazard - Grade I, until such information is submitted and the building is graded in accordance with the provisions of this chapter.

18.68.060 – Calculation of actual lateral force capacity VCAP.

The actual lateral force capacity, V CAP, of a particular structure shall be computed using those values and stresses set forth in specifications entitled "Specifications for Assessing Capacity of Unreinforced Masonry Buildings, Long Beach Department of Building and Safety."

18.68.070 – Hazardous grading and dates of corrective action.

A. Owners of structures that have been graded Excessive Hazard - Grade I will be given notice of the need for corrective action as soon as such grading has been accomplished. Such notification shall take the form of notice of corrective action as set forth in Section 18.68.090.

B. Owners of structures that have been graded High Hazard - Grade II will be notified of the need for corrective action on January 1, 1984, or as soon thereafter as Departmental office procedures will permit. Such notification shall take the form of notice of corrective action as set forth in Section

18.68.090.

C. Owners of structures that have been graded Intermediate Hazard - Grade III will be notified of the need for corrective action on January 1, 1991, or as soon thereafter as Departmental office procedures will permit. Such notification shall take the form of Notice of Corrective Action as set forth in Section 18.68.090.

18.68.080 – Hazardous grading subject to change.

A. Buildings placed in a particular hazardous grade may be changed to a lesser grade if corrective repairs are undertaken and accomplished. Hazardous grading may also be changed when competent engineering data is submitted subs tantiating such a change. Such data may consist of analytical assessments, tests, data substantiating a higher capacity ratio or a modification of use or occupancy potential. Corrective repair plans and/or data substantiating a change in hazardous grading shall be prepared by a structural or civil engineer or architect licensed under the laws of the State to practice said profession. Partial repair designed to correct or strengthen individual and/or critical elements of a building will be permitted provided a suitable plan indicating the method of total and eventual correction and the schedule of expected dates of correction is submitted and the method of eventual correction is approved. Buildings so repaired will be regarded reflecting repairs so accomplished.

B. Complete repair and removal from any hazardous classification will be deemed to have been accomplished when the building has been repaired in accordance with this chapter or with the provisions for repair to remove structures from hazardous classifica tions in the "Specifications for Assessing the Capacity of Unreinforced Masonry Buildings, Long Beach Department of Building and Safety."

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18.68.090 – Notice of corrective action.

After completion of grading, the Building Official shall send to owners o f buildings deemed to be Excessive Hazard - Grade I, a notice of corrective action via certified United States mail. Owners of structures that have been graded High Hazard - Grade II and Intermediate Hazard - Grade III, will be sent such a notice at such t ime as specified in Section 18.68.070. This notice shall be in substantially the following form:

NOTICE OF CORRECTIVE ACTION

PLEASE TAKE NOTICE that an inspection and evaluation of your structure located at:

Indicates that said structure carries an (excessive, high, intermediate) hazard of major damage in the event of earthquake which would endanger the safety of persons and property located in, on or about said structure at the time of such event. Within sixt y (60) days from the date of this notice you shall present to this office a plan of action for reducing the earthquake hazard associated with said structure to an acceptable level.

An extension of the aforesaid sixty (60) day period may be obtained, for good cause shown, by requesting same in writing filed with this office at least seven (7) calendar days prior to the expiration of said sixty (60) day period. Such request shall be accompanied by a written statement of your contemplated action, the accomplishments toward same up to the time of the request, an estimate of the time required to complete the formulation of your proposed plan of action, and the name and address of the engineer, or architect, if any, whom you may have engaged.

In the event your proposed plan of action contemplates repair or some action other than abandonment and demolition, within one hundred twenty (120) calendar days, you shall submit to this office proposed repairs or strengthening measures which will increase the lateral fo rce withstanding capability of the structure to a level commensurate with the acceptable level of earthquake hazard for your prospective use or occupancy. Information as to the magnitude of the lateral force withstanding capability associated with your structure in its present condition, as well as information as to proposed repairs or strengthening measures intended to increase the lateral force withstanding capability, shall be prepared by a structural or civil engineer or architect licensed under the laws of the State of California to practice said profession.

An extension of the aforesaid one hundred twenty (120) days may be granted for good cause shown by requesting same in writing filed with this office at least seven (7) calendar days prior to the e xpiration of the said one hundred twenty (120) day period. Such request shall be accompanied by a written statement explaining the reason for such an extension and an estimate of the date on which plans will be completed, the degree to which plans have alr eady been completed, and other information which will document the fact that work is progressing.

In the event abandonment and demolition is contemplated, a date certain for such abandonment and demolition shall be submitted to the Building Official for evaluation and approval.

A copy of the ordinance, by authority of which this notice is sent, may be obtained from the office of the City Clerk, upon payment of an appropriate fee.

18.68.100 – Application for order of abatement of nuisance.

A. In the event the owner of a structure is notified pursuant to Section 18.68.090 and a plan of action satisfactory to the Building Official is not presented within sixty (60) days after the notice has been mailed or within such extension of time as may have been granted in writing by the Building Official; or if the proposed plan of action, contemplated repair, or some action other than abandonment and demolition, has not been submitted and agreed upon by the Building Official within the one hundred twenty (120) days provided in Section 18.68.090 or within such extension of time as the Building Official may have granted; then the Building Official shall apply in writing THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.68

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to the Board of Examiners, Appeals and Condemnation for an order declaring the structure to be a nuisance and ordering the Certificate of Occupancy to be revoked, or that it be demolished or repaired in a manner satisfactory to the Building Official, all by a date certain. The written application shall set forth in the form of factual allegations all facts which, if proven, are necessary to justify an order of condemnation, including, but not limited to the following:

1. The location and legal description of the structure;

2. A concise calculation sheet indicating the ratio R S for each of the elements of the structural system;

3. The structure's present occupancy;

4. The date upon which the owner of the structure was notified pursuant to Section 18.68.090;

5. A statement as to whether the structure owner has submitted a plan of actio n pursuant to Section 18.68.090;

6. The date certain by which the structure must be repaired or demolished, in the Building Official's opinion, in order to keep the earthquake hazard associated with it at or below the applicable tolerable level.

B. A copy of the written application shall be mailed by certified United States mail to the person to whom the notice of Section 18.68.090 was mailed.

18.68.110 – Hearing by Board.

In the event the Building Official files an application pursuant to Section 18.68.100, he shall set a date and time for a hearing before the Board of Examiners, Appeals and Condemnation in accordance with Section 18.20.130.

18.68.120 – Appeals to City Council.

Whenever the owner of any structure is aggrieved by any final order o f the Board of Examiners, Appeals and Condemnation, dealing with the abatement of a nuisance as provided in this chapter, such owner may within five (5) days of notice of such ruling or act appeal to the City Council as provided in Section 18.20.140.

18.68.130 – Owner responsibility to demolish structure.

In the event the Board of Examiners, Appeals and Condemnation orders a structure demolished, immediately upon the effective date of its order, the structure's owner shall arrange for the vacation and demolition of the structure within sixty (60) days after the Board's order becomes effective, unless such order is modified or reversed by the City Council or is stayed by a court of competent jurisdiction.

Should the structure owner fail to inform the Buildi ng Official within five (5) days after the Board's order becomes effective that such arrangements have been made or should the owner's scheduled demolition not in fact be completed within the aforesaid sixty (60) day period, then the Building Official may arrange for the demolition of the subject structure and impose a lien upon the property for the costs of same.

18.68.135 – Landmark structures – Alternatives to demolition.

Upon receipt of an application for a permit to demolish a landmark building to co mply with the provisions of this chapter, the Building Official shall request the City Clerk to present such application before the City Council at their next scheduled meeting. City Council shall thereupon set a public hearing not less than ten (10) nor more than thirty (30) days from the date the application is presented.

On the date thus fixed, or on the date to which the hearing has been subsequently continued, City THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.68

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Council shall proceed to hear testimony and receive evidence relating to the matter. At the conclusion of the hearing, City Council shall make a determination on the method of abating the earthquake hazardous conditions of the building based upon the estimated comparative costs of seismic rehabilitation and demolition, any financial assistanc e programs that may be available to the owner for rehabilitation, the potential life safety risks involved, or any other pertinent information. Following the hearing, the City Council may order demolition. Alternatively, the City Council may consider (1) ordering the building vacated and secured against unlawful entry, (2) barricading the pedestrian areas surrounding the building subject to hazards from parts of the building dislodged in an earthquake, and/or (3) allowing additional time to strengthen the building. In the event authorization is not granted for a permit to demolish and/or an alternative is ordered, all demolition permit processing fees submitted by the applicant shall be refunded and the applicant shall be deemed relieved of any further responsibility to demolish the structure under this chapter except as may be provided in the alternate permit issued.

18.68.140 – Notice of pending order of demolition.

A. In the event the Board orders the demolition of the subject structure by a date certai n which is three (3) months or more after the effective date of the order, and the order is not modified or reversed by the City Council or is not stayed by a court of competent jurisdiction, the Building Official shall prepare a notice of pending order of demolition and arrange for the recordation of same in the office of the county recorder of Los Angeles County. The notice shall be in substantially the following form:

NOTICE OF PENDING

ORDER OF DEMOLITION

TO WHOM IT MAY CONCERN:

NOTICE IS HEREBY GIVEN that by order of the Board of Examiners, Appeals and Condemnation of the City of Long Beach, State of California, dated ____________, 19____________, that certain structure now standing at
and described generally as
must and shall be demolished on or before ____________ 19____________.

A certified copy of said order may be obtained from the office of the Department of Development Services, Building and Safety Bureau, of the City of Long Beach upon the pa yment of the appropriate fee. If said structure is not demolished in accordance with the aforesaid order, the same may be demolished by the City of Long Beach and the costs therefore assessed as a lien upon the land upon which the structure stood. A lien i n the amount of $____________ in favor of the City of Long Beach is hereby assessed against said property for the costs of recording this notice.

B. The notice shall be recorded under the names of each and every person to whom the notice of Section 18.68.090 was mailed. The structure's owner may pay the recording fees for the aforesaid notice and thereby avoid the imposition of lien for same against the property.

18.68.150 – Owner responsibility to accomplish hazard reduction measures.

In the event the Boar d or the City Council certifies to the validity of any or all of any measures the owner has proposed as a means of reducing the earthquake hazard, and finds that the accomplishment of such measures will reduce the earthquake hazard associated with the structure to or below the applicable tolerable level, it shall order the owner to immediately initiate the accomplishment of such measures and to complete the same within a reasonable time. The Board or the City Council shall designate in its order, based on evidence presented to it during the hearing, that date certain which represents a reasonable time in its opinion for the accomplishment of the proposed measures.

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18.68.160 – Jurisdiction of Board or Council over certain cases.

The Board or the City Council shall retain jurisdiction over cases in which it has approved owner - proposed measures for reducing earthquake hazard until such measures have been timely accomplished. In the event written evidence of the completion of the approved measures is not presented to the Board or the City Council within ten (10) days after the designated date for the completion of such measures shall have passed, the Board or the City Council may revise its decision and order the immediate vacation and demolition of the st ructure. The Board or City Council may consider a time extension for the completion of the proposed measures if, prior to said date, the structure's owner has so applied. Any application for such an extension shall be in writing, setting forth what has act ually been accomplished, what remains to be done, and the reasons for the requested extension. Should the Board or the City Council conclude that good cause has been shown for an extension, it may grant such an extension in writing for a period deemed nece ssary to complete the approved repairs.

18.68.170 – Hearing—Failure of owner to proceed in good faith.

In the event the Building Official or any interested person presents written affidavits to the Board or the City Council indicating the owner is not proceeding in good faith to timely accomplish any measures approved by the Board or the City Council in its original decision and order, the Board or City Council shall, on ten (10) days' written notice mailed via certified United States mail to the owner of the structure, schedule and conduct a hearing on the matter. At such hearing, evidence, oral and written, may be presented as in the original hearing, and if the Board or the City Council is convinced that the owner is not proceeding in good faith to timely carry out its original order, then it shall revoke the order and order instead the immediate vacation and demolition of the structure. Written affidavits shall not, however, be received by the Board or the City Council under this section until at least fifty percent (50%) of the time allowed in its original order has expired.

18.68.180 – Notification to owners of buildings four stories or more in height.

Pursuant to Section 18.68.050, notification shall be sent via certified United States mail to owner s of buildings four (4) stories or more in height, on such dates as are determined in Section 18.68.050.

Such notification shall require the owner to have gathered and submitted to the Building Official information and data relating to the building's capab ilities to withstand earthquake forces in sufficient detail to permit grading of the building in accordance with Section 18.68.030. Such information and data shall be gathered by a structural or civil engineer or architect licensed under the laws of the State.

The notification shall state the date by which the information and data shall be transmitted to the Building Official, and that failure to so transmit shall result in arbitrarily placing the building in the Excessive Hazard – Grade I category.

18.68.190 – Notice of county recorder.

Upon expiration of the sixty (60) day period after notification to owners and interested parties of the hazardous grade in which their building is being placed, all in accordance with Section 18.68.050, and if such hazardo us grading has not been changed or required data substantiating a change has not been submitted as set forth in Section 18.68.080, the Building Official shall prepare and cause to be recorded with the county recorder a certificate stating that the building has been graded and assigned the particular hazardous grade determined under Section 18.68.030. When and if all required repairs are made to the building and it is removed from the hazardous grading, or certain corrective action is taken to change it to a different grade, the Building Official shall cause to be recorded with the county recorder records indicating the removal from said hazardous grading or reflecting the change to the different grade.

18.68.200 – Figure No. A-23-1.

Acceptable diaphragm span is shown in Figure A-23-1.

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18.68.210 – Tables A-23-A through A-23-F.

Force factors and material values are shown in Tables A-23-A through A-23-F.

18.68.220 – Standard No. 24-40, in-place masonry shear tests.

The bed joints of the outer wythe of the masonry shall be tested in shear by laterally displacing a single brick relative to the adjacent bricks in the same wythe. The head joint opposite the loaded end of the test brick shall be carefully excavated and cleared. The brick adjacent to the loaded e nd of the test brick shall be carefully removed by sawing or drilling and excavating to provide space for a hydraulic ram and steel loading blocks. Steel blocks, the size of the end of the brick, shall be used on each end of the ram to distribute the load to the brick. The blocks shall not contact the mortar joints. The load shall be applied horizontally, in the plane of the wythe, until either a crack can be seen or slip occurs.

The strength of the mortar shall be calculated by dividing the load at the first crack or movement of the test brick by the nominal gross area of the sum of the two (2) bed joints.

18.68.221 – Standard No. 24-41, tests of anchors in unreinforced masonry walls.

A. Existing Anchors. The test apparatus shall be supported on the masonry wall at a minimum distance of the wall thickness from the anchor tested. Existing wall anchors shall be given a preload of three hundred (300) pounds prior to establishing a datum for recording elongation. The tension test load reported shall be re corded at one -eighth (1/8) inch relative movement of the anchor and the adjacent masonry surface. Results of all tests shall be reported. The report shall include the test results as related to the wall thickness and joist orientation.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.68

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TABLE NO. A-23-A
HORIZONTAL FORCE FACTOR Cp

CONFIGURATION OF MATERIALS Cp

Roofs with straight or diagonal sheathing and roofing applied directly to the sheathing, or floors with straight tongue and groove sheathing.

0.5 Diagrams with double or multiple layers of Boards with edges offset and blocked plywood systems. 0.74

TABLE NO. A-23-B

ALLOWABLE VALUE OF HEIGHT-THICKNESS RATIO OF

UNREINFORCED MASONRY WALLS

Wall

Types
Buildings with

Crosswalls1
All Other

Buildings
Walls of one-story buildings 162,3 13
540
480
420
J60
300 .,
Ill
Ill
r..
.J 240
i ..

Q, l80 "' e c,, .,
"" i 120 .,
-Q
60 0
FlGURE 0. A--23-1.

ACCEPTABLE DIAPHRAGM SPA
- - - - - - - - - -
- - - - -
-
0--1--2--3--4- 5--6
o. .. nd-Capacity Ra.tic, OCR
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1 Applies to the Special Procedures of Subsection 18.68.027.D only. See Subsection 18.68.027.D.7 for other restrictions. 2 This value of height-to-thickness ratio may be used only where mortar shear tests in accordance with Section 18.68.024 establish a tested mortar shear strength, v t, of not less than one hundred (100) psi or where the tested mortar shear strength, v t, is not less than sixty (60) psi and a visual examination of the collar joint indicates not less than fifty percent (50%) mortar coverage. 3 Where a visual examination of the collar joint indicates not less than fifty percent (50%) mortar coverage and the tested mor tar shear strength, vt, when established in accordance with Section 18.68.024 is greater than thirty (30) psi but less than sixty (60) psi, the allowable height -to-thickness ratio may be determined by linear interpolation between the larger and smaller ratios in direct proportion to the tested mortar shear strength, vt.

TABLE NO. A-23-C

ALLOWABLE VALUES FOR EXISTING MATERIALS

EXISTING MATERIALS OR

CONFIGURATIONS OF MATERIALS1

ALLOWABLE

VALUES

1. HORIZONTAL DIAPHRAMS4
a. Roofs with straight sheathing and roofing applied directly to the sheathing.
100 lbs. per foot for seismic shear
b. Roofs with diagonal sheathing and roofing applied directly to the sheathing.
250 lbs. per foot for seismic shear
c. Floors with straight tongue-and-groove sheathing. 100 lbs. per foot for seismic shear d. Floors with straight sheathing and finished wood flooring with Board edges offset or perpendicular
500 lbs. per foot for seismic shear
e. Floors with diagonal sheathing and finished wood flooring. 600 lbs. per foot for seismic shear

2. CROSSWALLS2,4
a. Plaster on wood or metal lath Per side: 200 lbs. per foot for seismic shear
b. Plaster on gypsum lath 175 lbs. per foot for seismic shear c. Gypsum wall Board, unblocked edges 75 lbs. per foot for seismic shear d. Gypsum wall Board, blocked edges 125 lbs. per foot for seismic shear

3. EXISTING FOOTINGS, WOOD FRAMING, STRUCTURAL

STEEL, AND REINFORCED CONCRETE

a. Plain concrete footings F'c = 1500 psi unless otherwise shown by tests3
b. Douglas fir wood Allowable stress same as No. 1
D.F.3
c. Reinforcing steel ft = 18,000 lbs. per square inch maximum.3
d. Structural steel ft = 20,000 lbs. per square inch
maximum.3
1 Bolts to be tested as specified in Section 18.68.025. 2 Bolts to be (-inch minimum in diameter.
3 Drilling for bolts and dowels shall be done with an electric rotary drill. Impact tools shall not be used for drilling holes or tightening anchors and shear bolt nuts.
4 A one-third increase in allowable stress is not allowed. 5 Stresses given may be increased for combinations of loads as specified in the Uniform Building Code.

First-story wall of multi-story building 16 15
Walls in top story of multi-story buildings 142,3 9
All other walls 16 13
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TABLE A-23-E
β Factors

SYSTEM β
A. URM Bearing Wall Building 1.0
B. Ordinary Steel Moment Frame

1. Without infill (after removal of infill) .065(1)

2. Clay tile infill (3)

3. Unreinforced masonry or concrete infill 0.65(2)

4. Reinforced masonry or concrete infill 0.80(2)
C. Ordinary Concrete Moment Frame

1. Without infill (after removal of infill) 0.65(1)

2. Clay tile infill (3)

3. Unreinforced masonry or concrete infill 0.65(2)

4. Reinforced masonry or concrete infill 0.80(2)

Notes:

Editor's note—
The shear capacity of frame columns adjacent to (1) infill walls shall be capable of resisting story shears using ( = 1.0.

Editor's note—
Where partial infills are used to resist the story (2) shear, the shear capacity of frame columns adjacent to partial infill walls shall be capable of resisting story shears using ( = 1.0.

Editor's note—
Clay tile infill may not be considered for resisting (3) building lateral forces. Hence, if the infill is clay tile, either it needs to be removed and replaced with reinforced concrete or masonry (and a ( of 0.80 utilized) or the infill can remain in place (provided it is protected from becoming a falling hazard) and the frame is qualified with a ( of 0.65.

TABLE A-23-F
φ OCCUPANCY LOAD FACTOR

OCCUPANT LOAD* φ
100 or more 1.25
Less than 100 1.0

editor's note—
the occupant load shall be defined as specified in the * 1985 ubc section 3302(a)

B. Combined shear and tension bolts. Combined shear and tension bolts embedded in unreinforced masonry walls shall be tested using a torque calibrated wrench to the following minimum torques:

½-inch-diameter bolts — 40 foot lbs.
⅝-inch-diameter bolts — 50 foot lbs.
¾-inch-diameter bolts — 60 foot lbs.

All nuts shall be installed over malleable iron or plate washers when bearing on wood and heavy cut washers when bearing on steel.

18.68.222 – Standard No. 24-42, pointing of unreinforced masonry walls.

The old or deteriorated mortar should be cut out, by means of a toothing chisel or nonimpact power tool to a uniform depth of three-fourths-inch, or until sound mortar is reached. Care must be taken not to damage the brick edges. After cutting is completed, remove all loose material with a brush, air, or water stream.

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Mortar mix shall be type "N" or "S" proportions as called for in the construction specifications, preferably as close to the original mortar proportion as possible. Prehydrate pointing mortar to reduce excessive shrinkage. To prehydrate mortar, thoroughly mix all ingredients dry, then mix again, adding only enough water to produce a damp unworkable mix which will retain its form wh en pressed into a ball. After keeping mortar in this dampened condition for one (1) to one and one -half (1½) hours, add sufficient water to bring it to the proper consistency that is somewhat drier than conventional masonry mortar. To ensure good bond, wet the mortar joints thoroughly before applying pointing mortar. The joints should not be visibly wet with free -standing water which must be absorbed into the wall. Pack mortar tightly in thin layers (one -fourth inch maximum) until the joint is filled, then tool to a smooth surface to match original profile.

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CHAPTER 18.69 VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN EXISTING

WOOD FRAME RESIDENTIAL BUILDINGS WITH WEAK CRIPPLE WALLS AND

UNBOLTED SILL PLATES

18.69.010 – General.

18.69.020 – Definitions.

18.69.030 – Structural weaknesses.

18.69.040 – Strengthening requirements.

18.69.050 – Quality control.

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CHAPTER 18.69

VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN EXISTING WOOD FRAME

RESIDENTIAL BUILDINGS WITH WEAK CRIPPLE WALLS AND UNBOLTED SILL PLATES

18.69.010 – General.

A. Purpose. The provisions of this chapter are intended to promote public safety and welfare by reducing the risk of earthquake-induced damage to existing wood-framed residential buildings. The voluntary minimum standards contained in this chapter shall substantially improve the seismic performance of these residential buildings but will not necessarily prevent all earthquake damage.

When fully followed, these standards will strengthen the portion of the structure that is most vulnerable to earthquake damage.

Prior to 1960, most wood frame residential buildings were built with raised wood floors supported by short wood stud walls known as cripple walls. These cripple walls are typically braced with weak seismic materials such as Portland cement plaster or horizontal wood siding. In addition, wood frame buildings built under Building Codes in effect prior to July 1938 were not required to be bolted to their foundations. Recent earthquakes have shown that if a building has weak cripple walls or is unbolted, it may fall off its foundation even in moderate earthquakes.

Fallen buildings have collapsed, caught fire or needed extensive repairs to restore their occupancy.

This chapter sets prescriptive standards for strengthening of under floor enclosures, if permitted by the Building Official, without requiring construction documents prepared by a registered design professional licensed by the State of California. This chapter also provides a design standard for the use of alternate materials or an alternate method of construction in lieu of the prescriptive standards.

Construction documents for strengthening using alternate materials or methods sha ll be prepared by a registered design professional licensed by the State of California.

B. Scope. The provisions of this chapter may be applied to light wood frame Group R occupancies, with no more than four (4) dwelling units when they contain one (1) o r more of the structural weaknesses specified in Section 18.69.030.

The provisions of this chapter do not apply to the buildings or elements thereof listed below. These buildings or elements require analysis by a registered design professional licensed by the State of California in accordance with Chapter 16 of the California Building Code adopted in Chapter 18.40 or other approved standards to determine appropriate strengthening.

1. Buildings with a lateral-force-resisting system using poles or columns embedded in the ground.

2. Cripple walls that exceed four (4) feet in height.

3. Buildings exceeding three (3) stories in height and any three (3) story building with cripple wall studs exceeding fourteen (14) inches in height.

4. Buildings, or portions thereof, constructed on a concrete slab on grade or constructed on o r into a slope steeper than one (1) unit vertical in three (3) units horizontal (33.3% slope).

5. Buildings where the Building Official determines that conditions exist that are beyond the scope of the requirements of this chapter.

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permitted to use alternate building regulations or deviations from this chapter in order to preserve their original or restored architectural elements and features. See California Code of Regulations, Title 24, Part 8 (California Historical Building Code) for these standards.

C. Alternative design procedures. When analysis by a registered design professional is required or provided for a building within the scope of this chapter, such analysis shall be in accordance with all requirements of this code except as provided in this chapter. The design shall provide strengthening for any structural weakness listed in Section 18.69.030 that is at least equivalent to that provided by the prescriptive requirements of this chapter with respect to stre ngth, deflection and capacity. The Building Official may require that sufficient evidence be submitted to substantiate such equivalence. The base shear may be determined in accordance with the following:

V = 0.1375 W(69-1)

Where:

V = the total design lateral force or shear at the base W = the total seismic dead load defined in Section 12.7.2 of ASCE 7-16.

18.69.020 – Definitions.

For the purpose of this chapter, in addition to the applicable definitions, symbols and notations in this code, certain additional terms are defined as follows:

"Adhesive anchor" means a fastener placed in hardened concrete or masonry that derives its ho lding strength from a chemical adhesive compound placed between the wall of the hole and the embedded portion of the anchor.

"Anchor side plate" means a metal plate or plates used to connect a sill plate to the side of a concrete or masonry stem wall.

"Cripple wall" means a wood-framed stud wall extending from the top of the foundation to the underside of the lowest floor framing.

"Expansion anchor" means a mechanical fastener placed in hardened concrete or assembled masonry, designed to expand in a s elf-drilled or pre-drilled hole of a specified size and engage the sides of the hole in one or more locations to develop shear and/or tension resistance to applied loads without grout, adhesive or drypack.

"Perimeter foundation" means a foundation system which is located under the exterior walls of a building.

"Snug-tight" is as tight as an individual can torque a nut on a bolt by hand using a wrench with a ten (10) inch long handle and the point at which the full surface of the plate washer is contacti ng the wood member and slightly indents the wood surface.

"Unreinforced masonry" means and includes adobe, burned clay, concrete or sand -lime brick, hollow clay or concrete block, hollow clay tile, rubble, cut stone, and unburned clay masonry walls in which the area of reinforcement is less than fifty percent (50%) of the minimum steel ratios required for reinforced masonry.

18.69.030 – Structural weaknesses.

A. Sill plates or floor framing which are supported directly on the ground without an approved foundation system.

B. A perimeter foundation system which is constructed of wood posts supported on isolated pad footings.

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C. Perimeter foundation systems that are not continuous.

EXCEPTIONS:

1. Existing single -story exterior walls not exceeding ten (10) feet in length forming an extension of floor area beyond the line of an existing continuous perimeter foundation.

2. Porches, storage rooms and similar spaces not containing fuel burning appliances.

D. A perimeter foundation system which is constructed of unreinforced masonry.

E. Sill plates which are not connected to the foundation or are connected with less than what is required by Subsection 18.69.040.C.1.

F. Cripple walls that are not braced in accordance with the requirements of Subsection 18.69.040.D and Table 69-A.

18.69.040 – Strengthening requirements.

A. General.

1. Scope. The structural weaknesses noted in Section 18.69.030 shall be strengthened in accordance with the requirements of this section. Strengthening work shall be allowed to include both new c onstruction and alteration of existing construction. Except as provided herein, all strengthening work and materials shall comply with the applicable provisions of this code. Alternate methods of strengthening shall be allowed provided such systems are designed by a registered design professional and approved by the Building Official.

2. Condition of existing wood materials. All existing wood materials which will be a part of the strengthening work shall be in a sound condition and free from defects which substantially reduce the capacity of the member. Any wood material found to contain fungus infection shall be removed and replaced with new material. Any wood material found to be infested with insects or to have been infested shall be strengthened or replaced with new materials to provide a net dimension of sound wood at least equal to its undamaged original dimension.

3. Floor joists not parallel to foundations. Floor joists framed perpendicular or at an angle to perimeter foundations shall be restrained by either a nominal two-inch wide continuous rim joist or a nominal two (2) inch wide full depth blocking between alternate joists in one- and two-story buildings, and between each joist in three (3) story buildings. Blocking for multistory buildings must occur at each joist space above a braced cripple wall panel.

Existing connections at the top edge of an existing rim joist or blocking need not be verified.

The bottom edge connection to either the foundation sill plate or top plate of a cripple wall shall be verified unless a supplemental connection is provided. The minimum existing bottom edge connection shall consist of 8d toenails spaced six (6) inches apart for a continuous rim joist or three (3) 8d toenails per block. When this minimum bottom edge c onnection is not present, or is not verified, a supplemental connection shall be provided.

When an existing continuous rim joist or the minimum existing blocking does not occur, new one and one-eighth (1-1/8) inch wood structural panel blocking installed tightly between floor joists and nailed with 10d common nails at four (4) inches on center to the sill or wall top plate shall be provided at the inside face of the cripple wall. In lieu of one and one-eighth (1-1/8) inch wood structural panel blocking, tight-fitting, full or near full depth two (2) inches nominal width lumber blocking shall be allowed provided it does not split during installation. New blocking is not required where it will interfere with vents or plumbing that penetrates the wal l.

4. Floor joists parallel to foundations. Where existing floor joists are parallel to the perimeter foundations, the end joist shall be located over the foundation and, except for required THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.69

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ventilation openings, shall be continuous and in continuous contact with any existing foundation sill plate or top plate of the cripple wall. Existing connections at the top edge connection of the end joist need not be verified; however, the bottom edge connection to either the foundation sill plate or the top plate of a cripple wall shall be verified unless a supplemental connection is provided.

The minimum bottom edge connection shall be 8d toenails spaced six (6) inches apart. If this minimum bottom edge connection is not present or is not verified, a supplemental c onnection shall be provided.

5. Supplemental connections. Supplemental connections shall provide sufficient strength to transfer the seismic forces. Framing anchors of minimum eighteen (18) gage steel and twelve (12) approved fasteners may be considered t o meet this requirement when spaced thirty -two (32) inches on center for one (1) story buildings, twenty-four (24) inches on center for two (2) story buildings and sixteen (16) inches on center for three (3) story buildings.

EXCEPTIONS: A supplemental connection is not required when:

a. The structural wood panel sheathing extends from the sill plate to the rim joist or blocking above.

b. The floor sheathing is nailed directly into the sill or top plate of the cripple wall.

6. Single top plate ties. When a single top plate exists in the cripple wall, all end joints in the top plate shall be tied. Ties shall be connected to each end of the discontinuous top plate and shall be equal to one of the following:

a. Three (3) inch by six (6) inch by 0.036-inch thick galvanized steel and nailed with six (6) 8d nails at each end.

b. One and one-half (1½) inch by twelve (12) inch by 0.058-inch galvanized steel nailed with six (6) 16d nails at each end.

c. Two (2) inch by four (4) inch by twelve (12) inch wood blocking nailed with six (6) 16d nails at each end.

B. Foundations.

1. New perimeter foundations. New perimeter foundations shall be provided for structures with the structural weaknesses noted in Subsections 18.69.030.A and 18.69.030.B. Soil investigations or geotechnical studies are not required for this work unless the building shows signs of excessive settlement or creep.

2. Foundation evaluation by a registered design professional. Partial perimeter foundations or unreinforced masonry fou ndations shall be evaluated by a registered design professional for the force levels noted in Formula (69 -1) of this chapter. Test reports or other substantiating data to determine existing foundation material strengths shall be submitted for review. When approved by the Building Official, these foundation systems may be strengthened in accordance with the recommendations included with the evaluation in lieu of being replaced.

EXCEPTION: In lieu of testing existing foundations to determine material strengt hs and when approved by the Building Official, a new nonperimeter foundation system, designed for the forces noted in Formula (69 -1) of this chapter, may be used to resist all exterior wall lateral forces.

3. Details for new perimeter foundations. All new perimeter foundations shall be continuous and constructed according to the standards for new buildings.

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EXCEPTIONS:

a. When approved by the Building Official, the existing clearance between existing floor joists or girders and existing grade below the floor need not comply with Section 2304.

12.1.1 of the California Building Code adopted in Chapter 18.40. This exception shall not be permitted when buildings are relocated on new foundations.

b. When approved by the Building Official, and when designed b y a registered design professional, partial perimeter foundations may be used in lieu of a continuous perimeter foundation.

C. Foundation sill plate anchorage.

1. Existing perimeter foundations. When the building has an existing continuous perimeter foundation, all perimeter wall sill plates shall be connected to the foundation in accordance with Table 69-A and this section. Anchors shall be installed with the plate washer installed between the nut and the sill plate. The nut shall be tighte ned to a snug -tight condition after curing is complete for adhesive anchors and after expansion wedge engagement for expansion anchors.

The installation of nuts on all anchors shall be subject to verification by the Building Official.

Torque testing shall be performed for twenty percent (20%) of all adhesive or expansion anchors.

Minimum test values shall be thirty (30) foot-pounds for one-half inch (1/2”) and forty (40) foot- pounds for five-eighths inch (5/8”) diameter anchors.

Anchor side plates shall be permitted when conditions prevent anchor installation vertically through the sill plate. Anchor side plates shall be spaced as required for adhesive or expansion anchors but only one anchor side plate is required on individual pieces of sill plate less than thirty-two inches (32”) in length. Wood structural panel shims shall be used on sill plates for single plate anchor side plates when the foundation stem wall is from three -sixteenths inch (3/16”) to three -fourths inch (3/4”) wider than the sill plate. The shim length shall extend a minimum of two inches (2”) past each end of the anchor side plate. Two (2) plate anchor side plates shall be used when the total thickness of the required shim exceeds three -fourths inch (3/4”).

All anchor side plates which use lag or wood screws shall pre -drill the sill plate to prevent splitting as required by Section 12.1 of the 2018 ANSI/AWC NDS.

Lag or wood screws shall be installed in the center of the thickness of the existing sill plate.

Expansion anchors shall not be used in unreinforced masonry or concrete masonry grout of poor quality. Adhesive anchors shall be required when expansion anchors will not tighten to the required torque or their installation causes surface cracking of the foundation wall.

2. Placement of anchors. Anchors shall be placed within twelve inches (12”), but not less than nine inches (9”), from the ends of sill plates and shall be placed near the center of the stud space closest to the required spacing. New sill plates may be installed in pi eces when necessary because of existing conditions.

The minimum length of new sill plate pieces shall be thirty inches (30”).

EXCEPTION: Where physical obstructions such as fireplaces, plumbing or heating ducts interfere with the placement of an anchor, the anchor shall be placed as close to the obstruction as possible, but not less than nine inches (9”) from the end of the plate. Center- to-center spacing of the anchors shall be reduced as necessary to provide the minimum THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.69

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total number of anchors required based on the full length of the wall. Center -to-center spacing shall not be less than twelve inches (12”).

3. New perimeter foundations. Sill plates for new perimeter foundations shall be anchored as required by Section 2308.3.1 of the California Building Code adopted in Chapter 18.40.

D. Cripple wall bracing.

1. General. Exterior cripple walls not exceeding four feet (4’) in height shall use the prescriptive bracing method listed below. Cripple walls more than four feet (4’) in height require analysis by a registered design professional in accordance with Chapter 16 of the California Building Code adopted in Chapter 18.40.

2. Sheathing requirements. Wood structural panel sheathing shall not be less than 15/32 inch thick. When used, plywood panels shall be constructed of five (5) or more plies.

All wood structural panels shall be nailed with 8d common nails spaced four inches (4”) on center at all edges and at twelve inches (12”) on center at each intermediate support with not less than two (2) nails for each stud. Nails shall be driven so that their head or crown is flush with the surface of the sheathing and shall penetrate the supporting member a minimum of one and one-half inch (1-1/2”). When a nail fractures the surface, it shall be left in place and not counted as part of the required nailing. A new 8d nail shall be located within two inches (2”) of the discounted nail and hand-driven flush with the sheathing surface.

EXCEPTION: No. 6 × 1 -½ inch wood screws may be used for sheathing nailing when bracing materials are installed on the interior face of studs and cement plaster or other brittle finishes are on the exterior of the sheathed wall.

All horizontal joints must occur over nominal two inch (2”) by four inch (4”) blocking installed with the nominal four inch (4”) dimension against the face of the plywood. All vertical joints must occur over studs. Vertical joints at adjoining pieces of wood structural panels shall be centered on existing studs such that there is a minimum one-eighth inch (1/8”) between the panels.

Nails shall be placed a minimum of one -half inch (1/2”) from the edges of the existing stud.

When such edge distance cannot be maintained because of the width of the existing stud, a new stud shall be added adjacent to the existing and connected with 16d common nails at eight inches (8”) on center. A minimum of three (3) such nails shall be provided.

3. Distribution and amount of bracing. See Table 69 -A for the distribution and amount of bracing required. Bracing for a building with three (3) or more floor levels above cripple wall studs exceeding fourteen inches (14”) in height must be designed in accordance with Chapter 16 of the California Building Code adopted in Chapter 18.40.

The braced panel must be at least two (2) times the height of the cripple stud wall but not less than forty-eight inches (48”) in width. All panels along a wall shall be nearly equal in length and shall be nearly equally spaced along the length of the wall. Braced panels at ends of walls shall be located as near the end as possible.

Where physical obstructions such as fireplaces, plumbing or heating ducts interfere with the placement of cripple wall bracing, the bracing shall then be placed as close to the obstruction as possible. The total amount of bracing required shall not be reduced because of obstructions, but the required length of bracing need not exceed the length of the wall.

Under floor ventilation openings shall be maintained in accordance with Section 120 2.4 of the California Building Code adopted in Chapter 18.40. Braced panels may include under floor ventilation openings when the height of the solid portion of the panel meets or seventy -five percent (75%) of the height of the cripple stud wall.

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When the minimum amount of bracing prescribed in Table 69 -A cannot be installed due to obstructions along any wall, the bracing must be designed by a registered design professional in accordance with Subsection 18.69.010.C.

4. Stud space ventilation. When bracing materials are installed on the interior face of studs forming an enclosed space between the new bracing and existing exterior finish, each braced stud space must be ventilated. Adequate ventilation and access for future inspection shall be provided by drilling on two inch (2”) to three inch (3”) diameter round hole through the sheathing nearly centered between each stud at the top and bottom of the cripple wall. Such holes should be spaced a minimum of one (1) inch clear from the sill or top plates. In stud spaces containing sill bolts, the hole shall be located on the center line of the sill bolt but not closer than one inch (1”) clear from the nailing edge of the sheathing.

When existing blocking occurs within the stud space, additional ventilation holes shall be placed above and below the blocking or the existing block shall be removed and a new nominal tw o inch (2”) by four inch (4”) block installed with the nominal four inch (4”) dimension against the face of the plywood. For stud heights less than eighteen inches (18”), only one (1) ventilation hole need be provided.

5. Existing under floor ventilation. Existing under floor ventilation shall not be reduced without providing equivalent new ventilation as close to the existing as possible. New sheathing may be installed around existing vent openings in braced panels when the length of the panel is increased a distance equal to the length of the vent opening or one stud space minimum.

EXCEPTION: For residential buildings with a post and pier foundation system where a new continuous perimeter foundation system is being installed, ventilation shal l be provided in accordance with this title.

18.69.050 – Quality control.

A. Inspection by the Department. All work shall be subject to inspection by the Building Official including, but not limited to:

1. Placement and installation of new adhesive or expansion anchors or anchor side plates installed in existing foundations;

2. Placement of required blocking and framing anchors;

3. Installation and nailing of new cripple wall bracing. The torque testing of sill plate anchors per Subsection 18.69.040.C.1 shall be performed by the Building Inspector.

B. Special inspection. Special inspection is not required for sill plate anchors installed in existing foundations regulated by the provisions of this chapter. Any work may be subject to special inspection when required by the Building Official or when so designated by the registered design professional of record.

C. Structural observation. Structural observation is not required for work done under the prescriptive provisions of this chapter. Wh en construction documents for strengthening are prepared by a registered design professional and alternate materials or methods are used, structural observation shall be provided as required in Section 1704.6 of the California Building Code adopted in Chapter

18.40. D. Registered design professional of record's statement. When an alternative design is provided per Subsection 18.69.010.C, the responsible registered design professional of record shall place the following statement on the approved construction document:

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1. "I am responsible for this building's seismic strengthening design for the under floor cripple walls and sill bolting in compliance with the minimum seismic resistance standards of Chapter

18.69 of the Long Beach Municipal Code."

or when applicable:

2. "The registered special inspector, required as a condition of the use of structural design stresses requiring continuous inspection, will be responsible to me.”

TABLE 69-A SILL PLATE ANCHORAGE AND CRIPPLE WALL BRACING 1,2,3

1 Plate washers for use with adhesive or expansion anchors shall be two inches by two inches by three -sixteenths inch for one-half- inch diameter anchors and two and one -half inches by two and one -half inches by one -fourth inch for five -eighths-inch diameter anchors.
2 Existing sill plate anchor bolts shall be permitted to provide all or a portion of the sill plate connection requirement if:

2.1 The anchor bolt is cast in concrete and in sound condition,

2.2 The diameter size and maximum spacing meets or exceeds the requirements of this table,

2.3 A new plate washer conforming to Footnote 1 is installed, and

2.4 The sill plate is connected to a snug-tight condition and torque tested per Subsection 18.69.040.C.1. 3 Anchor side plates shall be permitted when conditions prevent anchor installation vertically through the sill plate.

Number of
Stories
Above
Cripple
Walls
Minimum Sill Plate Connection and
Maximum Spacing
Amount of Wall
Bracing
One Story Adhesive or expansion anchors shall be ½ inch minimum diameter spaced at 6 feet maximum center to center.

Each end and not less
than 50% of the wall
length.

Two Story Adhesive or expansion anchors shall be ½ inch minimum diameter spaced at 4 feet maximum center to center; or ⅝ inch spaced at 6 feet maximum center to center.

Each end and not less
than 70% of the wall
length.

Three Story Adhesive or expansion anchors shall be ½ inch minimum diameter spaced at 2 feet 8 inches maximum center to center; or ⅝ inch minimum diameter spaced at 4 feet maximum center to center.
100% of the wall length.

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CHAPTER 18.70 VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN EXISTING

WOOD FRAME RESIDENTIAL BUILDINGS WITH SOFT, WEAK OR OPEN FRONT WALLS

18.70.010 – Purpose.

18.70.020 – Scope.

18.70.030 – Definitions.

18.70.040 – General requirements for phased construction.

18.70.050 – Analysis and design.

18.70.060 – Materials of construction.

18.70.070 – Required information on construction documents.

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CHAPTER 18.70

VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN EXISTING WOOD FRAME

RESIDENTIAL BUILDINGS WITH SOFT, WEAK OR OPEN FRONT WALLS

18.70.010 – Purpose.

The purpose of this chapter is to promote the public welfare and safety by reducing the risk of death or injury that may result from the effects of earthquakes on existing wood -frame multi -unit residential buildings. The ground motion of the Northridge earthquake caused the loss of human l ife, personal injury and property damage in these types of buildings. This chapter creates minimum standards to strengthen the more vulnerable portions of these structures. When fully followed, these minimum standards will substantially improve the performance of these buildings but will not necessarily prevent all earthquake-related damage.

18.70.020 –Scope.

The provisions of this chapter shall apply to all existing wood frame buildings or portions thereof, designed using the Building Code in effect befo re January 1, 1995, which are used as hotels, lodging houses, congregate residences or apartment houses where:

A. The ground floor portion of the wood frame structure contains parking or other similar open floor space that causes soft, weak or open front wall lines as defined in this chapter and there exists one or more levels above; or

B. The walls of any story or basement of wood construction are laterally braced with nonconforming structural materials as defined in this chapter and there exists two or more levels above.

18.70.030 – Definitions.

Notwithstanding the applicable definitions, symbols and notations in this title, the following definitions shall apply for the purposes of this chapter.

"Apartment house" means any building or portion there of which contains three (3) or more dwelling units, and for the purposes of this chapter, includes residential condominiums.

"Aspect ratio" means the ratio of the height of a wall section to its width.

"Congregate residence" means any building or portion thereof which contains facilities for living, sleeping and sanitation, as required by this code, and may include facilities for eating and cooking, for occupancy by other than a family. A congregate residence may be a shelter, convent, monastery, dormitory, and fraternity or sorority house but does not include jails, hospitals, nursing homes, hotels or lodging houses.

"Cripplewall" means a wood -framed stud wall extending from the top of the foundation wall to the underside of the lowest floor framing.

"Dwelling unit" means any building or portion thereof which contains living facilities, including provisions for sleeping, eating, cooking and sanitation, as required by this code, for not more than one (1) family, or congregate residence for ten (10) or fewer persons.

"Expansion anchor" means an approved mechanical fastener placed in hardened concrete, designed to expand in a self-drilled or pre-drilled hole of a specified size and engage the sides of the hole in one (1) or more locations to develop shear and/or tension resistance to applied loads without grout, adhesive or drypack.

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"Groundfloor" means any floor within the wood frame portion of a building whose elevation is immediately accessible from an adjacent grade by vehicles or pedestrians. The ground floor portion of the structure does not include any level that is completely below adjacent grades.

"Guest room" means any room or rooms used or intended to be used by a guest for sleeping purposes.

Every one hundred (100) square feet of superficial floor area in a congregate residence shall be considered a guest room.

"Hotel" means any building containing six (6) or more guest rooms intended or designed to be used, rented, hired out to be occupied, or which are occupied for sleeping purposes by guests.

"Level" means a story, basement or under floor space of a building with cripple walls exceeding four feet (4’) in height.

"Lodginghouse" means any building or portion thereof containing at least one (1) but not more than five (5) guest rooms where rent is paid in money, goods, labor or otherwise.

"Motel" means a hotel as defined in this chapter.

"Multi-unit residential buildings" means hotels, lodging houses, congregate residences and apartment houses.

"Nonconforming structural materials" means wall bracing materials for seismic loads whose allowable shear value was reduced or whose maximum allowable aspect ratio was decreased since the original building construction. These methods or materials include, but are not limited to cement or gypsum plaster, gypsum wall board, diagonal or let -in bracing, straight or diago nal wood sheathing, particle board and structural wood panels.

"Open frontwall line" means an exterior wall line without vertical elements of the lateral -force-resisting system which requires tributary seismic forces to be resisted by diaphragm rotation or excessive cantilever beyond parallel lines of shear walls. Diaphragms that cantilever more than twenty -five percent (25%) of the distance between lines of lateral -force-resisting elements shall be considered excessive. Exterior exit balconies of six fee t (6’) or less in width shall not be considered excessive cantilevers.

"Retrofit" means an improvement of the lateral-force-resisting system by alteration of existing structural elements or addition of new structural elements.

"Softwall line" means a wall line whose lateral stiffness is less than required by story drift limitations or deformation compatibility requirements of this chapter. In lieu of analysis, this may be defined as a wall line in a story where the story stiffness is less than seventy p ercent (70%) of the story above for the direction under consideration.

"Story strength" means the total strength of all seismic-resisting elements sharing the same story shear in the direction under consideration.

"Wallline" means any length of a wall along a principal axis of the building used to provide resistance to lateral loads. Parallel wall lines separated by less than four feet (4’) shall be considered one wall line for the distribution of loads.

"Weakwall line" means a wall line laterally braced with nonconforming structural materials or a wall line in a story where the story strength is less than eighty percent (80%) of the story above in the direction under consideration.

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18.70.040 – General requirements for phased construction.

When the building contains three (3) or more levels, the work specified in this chapter shall be permitted to be done in the following phases. Work shall start with Phase 1 unless otherwise approved by the Building Official. When the building does not contain the conditions shown in any phase, the sequence of retrofit work shall proceed to the next phase in numerical order.

A. Phase 1 Work. The first phase of the retrofit work shall include the ground floor portion of the wood structure that contains parking or other similar open floor space.

B. Phase 2 Work. The second phase of the retrofit work shall include the walls of any level of wood construction with two (2) or more levels above, which are laterally braced with nonconforming structural materials.

C. Phase 3 Work. The third and final phase of the retrofit work shall include the remaining portions of the building up to, but not including, the top story as specified in Subsection 18.70.050.B.

18.70.050 – Analysis and design.

A. General. Every bui lding within the scope of this chapter shall be analyzed, designed and constructed in conformance with this code except as modified herein. No alteration of the existing lateral-force-resisting or vertical load -carrying system shall reduce the strength or stiffness of the existing structure.

B. Scope. This chapter requires the alteration, repair, replacement or addition of structural elements and their connections to meet the strength and stiffness requirements herein. The lateral load path analysis shall include the resisting elements and connections from the wood diaphragm above any soft, weak or open front wall lines to the foundation soil interface or reinforced concrete slab or masonry wall supporting elements below. The top story of any building need not be analyzed. The lateral load path analysis for added structural elements shall also include evaluation of the allowable soil bearing and lateral pressures in accordance with Section 1803 of the California Building Code adopted in Chapter 18.40.

EXCEPTION: When an open front, weak or soft wall line exists due to parking at the ground level of a two-level building and the parking area is less than twenty percent (20%) of the ground floor level, then only the wall lines in the open, weak or soft directio ns of the enclosed parking area, need comply with the provisions of this chapter.

C. Design base shear. The design base shear shall be seventy -five percent (75%) of that currently required by ASCE 7-16 Section 12.8.1.

D. Vertical distribution of forces. The total seismic force shall be distributed over the height of the structure based on Formula (12.8 -11 and 12.8 -12) in ASCE 7 -16 Section 12.8.3. Distribution of force by story weight shall be permitted for two -story buildings. The value of R used in the d esign of any story shall be less than or equal to the value of R used in the given direction for the story above.

E. Weak story limitation. The structure shall not exceed thirty (30) feet in height or two (2) levels if the lower level strength is less than sixty-five percent (65%) of the story above. Existing walls shall be strengthened as required to comply with this provision unless the weak level can resist a total lateral seismic force of o per Subsection 18.70.050.C times the design force prescribed in Subsection

18.70.050.D. The story strength for each level of all other structures shall be a minimum of eighty percent (80%) of the story above.

F. Story drift limitation. The calculated story drift for each retrofitted level shall not exceed the allowable deformation compatible with all vertical load-resisting elements and 0.005 or 0.04/R times the story height. The calculated story drift shall not be reduced by the effects of horizontal THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.70

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diaphragm stiffness but shall be increased when these effects pro duce rotation. The effects of rotation and soil stiffness shall be included in the calculated story drift when lateral loads are resisted by vertical elements whose required depth of embedment is determined by pole formulas such as Equation (18 -1), (18 -2) and (18 -3) in Section 1807.3.2 of the California Building Code adopted in Chapter 18.40. The coefficient of variation of subgrade reaction used in the deflection calculations shall be provided from an approved geotechnical engineering report or other approved methods.

G. PΔ effects. The requirements of ASCE 7 -16 Section 12.8.7 shall apply except as modified herein.

All framing elements not required by the design to be part of the lateral-force-resisting system shall be investigated and shown to be adequate for vertical load -carrying capacity when displaced o per Subsection 18.70.050.C times the displacements resulting from the required lateral force. The stress analysis of cantilever columns shall use a buckling factor of 2.1 for the direction normal to the axis of the beam.

H. Ties and continuity. All parts of the structure included in the scope of Subsection 18.70.050.B shall be interconnected and the connection shall be capable of resisting the seismic force created by the parts being connected. Any smaller portion of a building shall be tied to the remainder of the building with elements having a strength of 0.1833 times the tributary dead load of the smaller portion.

A positive connection for resisting a horizontal force acting parallel to the member shall be provided for each beam, girder or truss included in the lateral load path. This force shall not be less than

0.08 times the combined tributary dead and live loads or as required by the lateral load path transfer, whichever is greater.

I. Collector elements. Collector e lements shall be provided which can transfer the seismic forces originating in other portions of the building to the elements within the scope of Subsection

18.70.050.B that provide resistance to those forces.

J. Horizontal diaphragms. The analysis of she ar demand or capacity of an existing plywood or diagonally sheathed horizontal diaphragm need not be investigated unless the diaphragm is required to transfer lateral forces from the lateral-resisting elements above the diaphragm to other lateral-force-resisting elements below the diaphragm due to offset in placement of the elements.

Wood diaphragms in structures that support floors or roofs above shall not be allowed to transmit lateral forces by rotation or cantilever. However, rotational effects shall be accounted for when unsymmetric wall stiffness increases shear demands.

EXCEPTION: Diaphragms that cantilever twenty -five percent (25%) or less of the distance between lines of lateral -force-resisting elements from which the diaphragm cantilevers may transmit their shears by cantilever provided that rotational effects on shear walls parallel and perpendicular to the load are accounted for.

K. Shear walls. Shear walls shall have sufficient strength and stiffness to resist the tributary seismic loads and shall conform to the special requirements of this subsection.

1. Gypsum or plaster products. Gypsum or plaster products shall not be used to provide lateral resistance.

2. Wood structural panels.

a. Drift limit. Wood structural panel shear walls shall mee t the story drift limitation of Subsection 18.70.050.F. Conformance to the story drift limitation shall be determined by approved testing or calculation or analogies drawn therefrom and not the use of an aspect ratio. Calculated deflection shall be in acco rdance with Section 2305.3 of the California Building Code adopted in Chapter 18.40 and twenty -five percent (25%) shall be added to account for inelastic action and repetitive loading. Contribution to the deflection from the anchor or tie down slippage shall also be included. The slippage contribution shall include THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.70

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the vertical elongation of the metal, the vertical slippage of the connectors and compression or shrinkage of the wood elements. The vertical slippage shall be multiplied by the aspect ratio and added to the total horizontal deflection. Individual shear panels shall be permitted to exceed the maximum aspect ratio provided the story drift and allowable shear capacities are not exceeded.

b. Openings. Openings are permitted in shear walls if they do not exceed fifty percent (50%) of the height or width of the shear wall. The remaining portion of the shear wall shall be strengthened for the transfer and increase of all shearing forces caused by the opening.

The resulting shear wall shall be analyzed a s a mosaic of shear -resisting elements.

Blocking and steel strapping shall be employed at the corners of the opening to transfer forces from discontinuous boundary elements into adjoining panel elements.

The effects of openings on the stiffness of the shear wall shall be demonstrated to comply with the requirements of Subsection 18.70.050.F. The stiffness shall be calculated using the properties of the different shear elements making up the shear wall or it shall be demonstrated by approved testing. When s hear walls cannot be made to conform to the requirements of this section because of existing openings, the openings shall be relocated or reduced in width to meet the strength and stiffness requirements of the lateral loads.

Relocated and altered openings shall comply with the emergency escape requirements in Chapter 10 of the California Building Code adopted in Chapter 18.40. Relocated and altered openings shall comply with the light and ventilation requirements in Chapter 12 of the California Building Cod e adopted in Chapter 18.40 or Chapter 3 of the California Residential Code adopted in Chapter 18.41 unless otherwise approved by the Building Official.

c. Wood species of framing members. Allowable shear values for wood structural panels shall consider the species of the framing members. When the allowable shear values are based on Douglas Fir -larch framing members and framing members are constructed of other species of lumber, the allowable shear values shall be multiplied by the appropriate factors determined in accordance with Chapter 23 of the California Building Code adopted in Chapter 18.40.

3. Mechanical penetrations. Mechanical penetrations in shear walls that exceed the provisions of Chapter 23 of the California Building Code adopted in Chapter 18.40 or the California Building Code adopted in Chapter 18.40 or the California Residential Code adopted in Chapter 18.41 shall be accounted for in the design or the shear wall shall be analyzed as two separate walls on each side of the penetration.

4. Substitution for three -inch nominal width framing members. Two (2) two -inch nominal width framing members shall be permitted in lieu of any required three -inch nominal width framing member when the existing and new framing member are of equal dimen sions, are connected as required to transfer the in -plane shear between them and the sheathing fasteners are equally divided between them.

5. Hold-down connectors.

a. Expansion anchors in tension. Expansion anchors that provide tension strength by friction resistance shall not be used to connect hold down devices to existing concrete or masonry elements. Expansion anchors shall be permitted to provide tension strength by bearing.

b. Required depth of embedment. The required depth of embedment or edge distance for the anchor used in the hold down connector shall be provided in the concrete or masonry below any plain concrete slab unless satisfactory evidence is submitted to the Building Official that shows that the concrete slab and footings are of monolithic construction.

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c. Required preload of bolted hold -down connectors. Bolted hold down connectors shall be preloaded to reduce slippage of the connector. Preloading shall consist of tightening the nut on the tension anchor after the placement but be fore the tightening of the shear bolts in the panel flange member. The tension anchor shall be tightened until the shear bolts are in firm contact with the edge of the hole nearest the direction of the tension anchor. Hold down connectors with self -jigging bolt standoffs shall be installed in a manner to permit preloading.

18.70.060 – Materials of construction.

A. New materials. All materials approved by this title, including their appropriate allowable stresses and minimum aspect ratios, shall be permitted to meet the requirements of this chapter.

B. Allowable foundation and lateral pressures. Allowable foundation and lateral pressures shall be permitted to use the values from Table 1806.2 of the California Building Code adopted in Chapter

18.40. The coe fficient of variation of subgrade reaction shall be established by an approved geotechnical engineering report or other approved methods when used in the deflection calculations of embedded vertical elements as required in Subsection 18.70.050.F.

C. Existing materials. All existing materials shall be in sound condition and constructed in conformance to this code before they can be used to resist the lateral loads prescribed in this chapter. The verification of existing material conditions and their conform ance to these requirements shall be made by physical observation reports, material testing or record drawings as determined by the responsible registered design professional of record and approved by the Building Official.

1. Horizontal wood diaphragms. Existing horizontal wood diaphragms that require analysis under Subsection 18.70.050.J shall be permitted to use Table A -23-C of Chapter 18.68 this title for their allowable values.

2. Wood structural panel shear walls.

a. Allowable nail slip values. When the required drift calculations of Subsection

18.70.050.K.2.a rely on the lower slip values for common nails or surfaced dry lumber, their use in construction shall be verified by exposure. The use of box nails and unseasoned lumber may be assumed without exposure. The verification of surfaced dry lumber shall be by identification conforming to Chapter 23 of the California Building Code adopted in Chapter 18.40.

b. Reduction for clipped nail heads. When exposed nails do not meet the nominal head sizes required for hand -driven nails in Chapter 23 of the California Building Code adopted in Chapter 18.40, the allowable shear capacity for wood structural panel shear walls shall be proportionately reduced. The reduction shall be a percentage of the reduction in the nail head area below the required nail head area including tolerances.

c. Plywood panel construction. When verification of the existing plywood materials is by use of record drawings alone, the panel construction for plywood shall be assu med to be of three plies.

d. Framing members of other species. When verification of the existing wood material is by use of record drawings, the allowable shear capacity shall be multiplied by the reduction factor of 0.82 for buildings built on or after 1960. Buildings built before this period shall use the reduction factor 0.65. When verification of the existing wood material is by identification in conformance to Chapter 23 of the California Building Code adopted in Chapter 18.40, the allowable shear cap acity shall be determined in accordance with Subsection

18.70.050.K.2.c.

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3. Lumber. When the existing dimensioned lumber is not identified in conformance to Chapter 23 of the California Building Code adopted in Chapter 18.40, the allowable stresses shall be permitted for the structural elements specified below.

Posts and Beams Douglas Fir-larch No. 1
Joists and Rafters Douglas Fir-larch No. 2
Studs, Blocking Hem Fir Stud

4. Structural steel. All existing structural steel shall be permitted to use the allowable stresses for Grade A36. Existing pipe or tube columns shall be assumed to be of minimum wall thickness unless verified by testing or exposure.

5. Strength of concrete. All existing concrete footings shall be permitted to use the allowable stresses for plain concrete with a compressive strength of two thousand (2,000) psi. The strength of existing concrete with a record compressive strength greater than two thousand (2,000) psi shall be verified by testing, record drawings or Department records.

6. Existing sill plate anchorage. Existing cast -in-place anchor bolts shall be permitted to use the allowable service loads for bolts with proper embedment when used for shear resistance to lateral loads.

18.70.070 – Required information on construction documents.

A. General. The construction documents shall show all necessary dimensions and materials for plan review and construction and shall accurately reflect the results of the engineering investigation and design.

B. Existing construction. The construction documents shall show the existing diaphragm and shear wall sheathing and framing materials, fastener type and spacing, diaphragm and shear wall connections, continuity ties, and collector elements. The plans shall also show the portion of the existing materials that needs verification during construction.

C. New construction.

1. Foundation plan elements. The foundation plan shall include the size, type, location and spacing of all anchor bolts with the required depth of embedment, edge and end dist ance; the location and size of all columns for braced or moment frames; referenced details for the connection of braced or moment frames to their footing; and referenced sections for any grade beams and footings.

2. Framing plan elements. The framing plan shall include the width, location and material of shear walls; the width, location and material of frames; references on details for the column-to-beam connectors, beam-to-wall connections, and shear transfers at floor and roof diaphragms; and the required nailing and length for wall top plate splices.

3. Shear wall schedule, notes and details. Shear walls shall have a referenced schedule on the construction documents that includes the correct shear wall capacity in pounds per foot; the required fastener type, length, gauge and head size; and a complete specification for the sheathing material and its thickness. The schedule shall also show the required location of three-inch (3”) nominal or two (2) two -inch (2”) nominal edge members; the spacing of shear transfer elements, such as framing anchors or added sill plate nails; the required hold down THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.70

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with its bolt, screw or nail sizes; and the dimensions, lumber grade and species of the attached framing member.

Notes shall show required edge distance for faste ners on structural wood panels and framing members; required flush nailing at the plywood surface; limits of mechanical penetrations; and the sill plate material assumed in the design. The limits of mechanical penetrations shall also be detailed showing the maximum notching and drilled hole sizes.

4. General notes. General notes shall show the requirements for material testing, special inspection, structural observation and the proper installation of newly added materials.

5. Registered design professional of r ecord's statement. The responsible registered design professional of record shall provide the following statements on the approved construction documents:

a. "I am responsible for designing this building's seismic strengthening in compliance with the minimum seismic resistance standards of Chapter 18.70 of the Long Beach Municipal Code."

and when applicable:

b. "The Registered Special Inspector, required as a condition of the use of structural design stresses requiring continuous inspection, will be responsible to me.” THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.71

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CHAPTER 18.71 VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN EXISTING

REINFORCED CONCRETE BUILDINGS AND CONCRETE FRAME BUILDINGS WITH

MASONRY INFILLS

18.71.010 – Purpose.

18.71.020 – Scope.

18.71.030 – Definitions.

18.71.040 – General requirements.

18.71.050 – Criteria selection.

18.71.060 – Dynamic lateral analysis procedure.

18.71.070 – Equivalent lateral force procedure.

18.71.080 – Simplified analysis procedure.

18.71.090 – Minimum requirements for a limited structural analysis.

18.71.100 – Determination of the stress-strain relationship of existing unreinforced masonry.

18.71.110 – Evaluation of existing structural conditions.

18.71.120 – Materials of construction.

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CHAPTER 18.71

VOLUNTARY EARTHQUAKE HAZARD REDUCTION IN EXISTING REINFORCED

CONCRETE BUILDINGS AND CONCRETE FRAME BUILDINGS WITH MASONRY

INFILLS

18.71.010 – Purpose.

The purpose of this chapter is to promote public safety and welfare by reducing the risk of death or injury that may result from the effects of earthquakes on concrete buildings and concrete frame buildings with masonry infills. The Northridge Earthquake caused widespread damage to these buildings, including some collapses.

The recent Great Hanshin earthquake in Kobe, Japan, also caused several hundred of these buildings to collapse. These nonductile concrete buildings are frequently used in Long Beach for department stores, office buildings, hotels, parking structures and some mid-rise condominiums. Their performance in an earthquake is essential to the life and safety of their occupants and the overall stability of the local economy. This chapter provides voluntary retrofit standards that, when fully fo llowed, will substantially improve the seismic performance of these buildings but will not necessarily prevent all earthquake damage.

18.71.020 – Scope.

The provisions of this chapter may be applied to all buildings designed under Building Codes in effec t prior to January 13, 1976, or built with building permits issued prior to January 13, 1977, having concrete floors and/or concrete roofs supported by reinforced concrete walls or concrete frames and columns, and/or concrete frames with masonry infills.

18.71.030 – Definitions.

For purposes of this chapter, the applicable definitions and notations in Section 1602 of the California Building Code adopted in Chapter 18.40 and the following definition shall apply:

"Masonry infill" means the unreinforced or reinforced masonry wall construction within a reinforced concrete frame.

18.71.040 – General requirements.

When the owner of each building within the scope of this chapter causes an investigation of the existing construction, a structural analysis shall be made of the building by a registered design profession licensed by the State of California.

EXCEPTION: Regular concrete shear wall buildings, of four (4) stories in height and under, may be shown to be in conformance with this chapter by filing a report signed by a registered design profession licensed by the State of California containing the information specified in Section

18.71.090.

18.71.050 – Criteria selection.

A. Basis for analysis. The building shall be analyzed to determine the displacements caused by inertial force effects determined in accordance with the dynamic lateral analysis procedure of Section

18.71.060. The building structural system shall provide a complete load path for resisting the effects of seismic loading. The capacity o f all parts of the structural system shall exceed the demand calculated by the dynamic analysis using the effective stiffnesses determined by a nonlinear analysis of the elements.

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EXCEPTION: Buildings conforming to the requirements of Subsections 18.71.05 0.D.2 and

18.71.050.D.3 may be analyzed using the procedure specified in Sections 18.71.070 and

18.71.080, respectively.

B. Site geology and soil characteristics. In the absence of a soils investigation, the soil site class shall be taken as Type D.

C. Configuration requirements.

1. General. Each structure shall be designated as structurally regular or irregular.

2. Regular structures. Regular structures have no significant physical discontinuities in plan or vertical configuration or in their lateral -force-resisting systems such as the irregular features described below.

a. Irregular structures have significant physical discontinuities in configuration or in their lateral-force-resisting systems. Irregular features include, but are not limited to, those described in Tables 12.3-1 and ASCE 7-16 Section 12.3-2.

b. Structures having one or more of the features listed in Table 12.3-2 of ASCE 7-16 shall be designated as having a vertical irregularity.

EXCEPTION: Where none of the story drift ratios under equivalent lateral forces is greater than 1.3 times the story drift ratio of the story above, the structure may be deemed to not have the structural irregularities of Type 1 or 2 listed in Table 12.3 -2 of ASCE 7 -16. The story drift for this determination shall be calculated including torsional effects.

c. Structures having one (1) or more of the features listed in Table 12.3-1 of ASCE 7-16 shall be designated as having a plan irregularity.

d. Irregular structures conforming to the requirements of Subsection 18.71.050.D and Section

18.71.080 may be considered regular if the plan and vertical irregularities are removed by the addition of lateral load-resisting systems.

D. Selection of lateral analysis procedure.

1. General. Any structure may be analyzed using the dynamic lateral analysis procedures of Section 18.71.060. The equivalent lateral force procedure or the simplified analysis may be used for structures conforming to the requirements on the use of those analyses.

2. Equivalent lateral fo rce. The equivalent lateral force procedure of Section 18.71.070 may be used for regular structures or irregular structures having plan irregularity only of not more than four (4) stories.

3. Simplified analysis. Regular structures of not more than four ( 4) stories conforming to the requirements of Section 18.71.080 may be analyzed for a prescribed strength of their systems and elements.

E. Alternative procedures.

1. General. Alternative lateral analysis procedures using rational analyses based on well - established principles of mechanics may be used in lieu of those prescribed in this chapter when approved by the Building Official.

2. Seismic isolation. Seismic isolation (Chapter 17 of ASCE 7-16, Seismic Design Requirements for Seismically Isolated Structures), energy dissipation and damping systems may be used to reduce story drift when approved by the Building Official. The isolated structure shall comply with the drift requirements of Section 18.71.060.

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18.71.060 – Dynamic lateral analysis procedure.

A. General. Structures shall be analyzed for seismic forces acting concurrently on the orthogonal axes of the structure. The effects of the loading on two orthogonal axes shall be combined by the square root of the sum of the squares (SRSS) methods.

B. Ground motion. The seismic ground motion values shall be determined in accordance with ASCE 7-16 and may be one of the following:

1. The elastic design response spectrum shall be seventy -five percent (75%) of the response spectrum described in ASCE 7-16 Section 11.4.6.

2. A site -specific response spectrum shall be seventy -five percent (75%) of the site -specific response spectrum described in ASCE 7-16 Section 11.4.8.

C. Mathematical model. The three -dimensional mathematical model of the physical structure shall represent the spatial distribution of mass and stiffness of the structure to an extent which is adequate for the calculation of the significant features of its dyn amic response. All concrete and masonry elements shall be included in the model of the physical structure.

EXCEPTION: Concrete or masonry partitions that are adequately isolated from the concrete frame members and the floor above.

Cast-in-place reinforced concrete floors with span-to-depth ratios less than three (3) to one (1) may be idealized as rigid diaphragms. Other floors, including floors constructed of precast elements with or without a reinforced concrete topping in conformance with ASCE 7 -16 Section 12.3.1.3 may be idealized as flexible diaphragms. All other floors not permitted to be idealized as ri gid or flexible diaphragms shall be analyzed considering the effective in -plane stiffness of the diaphragm, including effects of cracking and discontinuity between precast elements, as described in ASCE 7- 16 S ection 12.3.1 . Ramps that interconnect floor levels shall be modeled as having mass appropriately distributed on that element. The lateral stiffness of the ramp may be calculated as having properties based on the uncracked cross section of the slab exclusive of beams and girders.

D. Effective stiffness.

1. General. The effective stiffness of concrete and masonry elements or systems shall be calculated as the secant stiffness of the element or system with due consideration of the effects of tensile cracking and compression strain. The secant stiffness shall be taken from the force - displacement relationship of the element or system. The secant stiffness shall be measured as the slope f rom the origin to the intersection of the force -displacement relationship at the assumed displacement. The force -displacement relationship shall be determined by a nonlinear analysis. The force -displacement analysis shall include the calculation of the displacement at which strength degradation begins.

EXCEPTION: The initial effective moment of inertia of beams and columns in shear wall or infilled frame buildings may be estimated using Table 71 -B. The ratio of effective moment of inertia used for the beams and for the columns shall be verified by Formulas (71-1), (71- 2) and (71-3). The estimates shall be revised if the ratio used exceeds the ratio calculated by more than twenty percent (20%).

(71-1)
WHERE:

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(71-2)
and
(71-3)

2. Infills. The effe ctive stiffness of an infill shall be determined from a nonlinear analysis of the infill and the confining frame. The effect of the infill on the stiffness of the system shall be determined by differencing the force -displacement relationship of the frame -infill system from the frame-only system.

3. Model of infill. The mathematical model of an infilled frame structure shall include the stiffness effects of the infill as a pair of diagonals in the bays of the frame. The diagonals shall be considered as having concrete properties and only axial loads.

Their lines of action shall intersect the beam -column joints. The secant stiffness of the force - displacement relationship, calculated as prescribed in Subsection 18.71.060.D.2, shall be used to determine the effective area of the diagonals. The effective stiffness of the frame shall be determined as specified in Subsection 18.71.060.D.1. Other procedures that provide the same effective stiffness for the combination of infill and frame may be used when approved by the Building Official.

4. Effective stiffness of elements and systems. The effective stiffness shall be determined by an iterative method. The mathematical model using assumed effective stiffness shall be used to calculate dynamic displacements. The effective stiffness of all concrete and masonry elements shall be modified to represent the secant stiffness obtained from the nonlinear force displacement analysis of the element or system at the calculated displacement. A reanalysis of the mathematical model shall be made using the adjusted effective stiffness of existing and supplemental elements and systems until closure of the iterative process is obtained. A difference of ten percent (10%) from the effective stiffness used and that recalc ulated may be assumed to be closure of the iterative process.

E. Description of analysis procedures.

1. Response spectrum analysis. Response spectrum analysis is an elastic dynamic analysis of a structure utilizing the peak dynamic response of all modes having a significant contribution to total structural response. Peak modal responses are calculated using the ordinates of the appropriate response spectrum curve that correspond to the modal periods. Maximum modal contributions are combined in a statistic al manner to obtain an approximate total structural response.

2. Number of modes. The requirement of Subsection 18.71.060.E.1 may be satisfied by demonstrating that for the modes considered, at least ninety percent (90%) of the participating mass of the s tructure is included in the calculation of response for each principal horizontal direction.

3. Combining modes. The peak displacements for each mode shall be combined by recognized methods. Modal interaction effects of three -dimensional models shall be c onsidered when combining modal maxima.

4. Torsion. The three -dimensional analysis shall be considered as including all torsional effects including accidental torsional effects.

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F. Material characteristics. The stress -strain relationship of concrete, maso nry and reinforcement shall be determined by testing or from published data. The procedure for testing and determination of stress-strain values shall be as prescribed in one of the following:

1. Concrete. The compressive strength of existing concrete shall be determined by tests on cores sampled from the structure or may be taken from information given on the construction documents and confirmed by limited testing. A default value of horizontal shear stress may be used in Subsection 18.71.080.E.1 without testing of the compressive strength of the existing concrete.

a. The cutting of cores shall not significantly reduce the strength of the existing structure.

Cores shall not be taken in columns. Existing reinforcement shall not be cut.

b. If the construct ion documents do not specify a minimum compressive strength of the classes of concrete, five (5) cores per story, with a minimum of ten (10) cores, shall be obtained for testing. Exception: If the coefficient of variation of the compressive strength does not exceed fifteen percent (15%), the number of cores per story may be reduced to two (2) and the minimum number of tests reduced to five (5).

c. When the construction documents specify a minimum compressive strength, two (2) cores per story, per class of concrete, shall be taken in the areas where that concrete was to be placed. A minimum of five (5) cores shall be obtained for testing. If a higher strength of concrete was specified for columns than the remainder of the concrete, cores taken in the beams for verification of the specified strength of the beams shall be substituted for tests in the columns. The strength specified for columns may be used in the analyses if the specified compressive strength in the beams is verified.

d. The sampling for the concrete strength tests shall be distributed uniformly in each story. If the building has shear walls, a minimum of fifty percent (50%) of the cores shall be taken from the shear walls. Not more than twenty -five percent (25%) of the required cores shall be taken in floor and roof slabs. The remainder of cores may be taken from the center of beams at mid-span. In concrete frame buildings, seventy -five percent (75%) of the cores shall be taken from the beams.

e. The mean value of the compressive stresses obtained from the core testing for each class of concrete shall be used in the analyses. Values of peak strain that is associated with peak compressive stress may be taken from published data for the nonlinear analyses of reinforced concrete elements.

2. Solid grouted reinforced masonry. The compressive strength of solid grouted concrete block or brick masonry may be taken as two thousand (2,000) psi. The strain associated with peak stress may be taken as 0.0025.

3. Partially grouted masonry. A minimum of fi ve (5) units shall be removed from the walls and tested in conformance with ASTM C90 -14 Specification for Load Bearing Concrete Masonry Units. Compressive strength of the masonry may be determined in accordance with Chapter 21 of the California Building Co de adopted in Chapter 18.40, assuming Type S mortar. The strain associated with peak stress may be taken as 0.0025.

4. Unreinforced masonry.

a. The stress-strain relationship of existing unreinforced masonry shall be determined by in - place cyclic testing. The test procedure shall conform to Section 18.71.100.

b. One (1) stress -strain test per story and a minimum of five (5) tests shall be made in the unreinforced masonry infills. The location of the tests shall be uniformly distributed throughout the building.

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c. The average values of the stress -strain values obtained from testing shall be used in the nonlinear analyses of frame-infill assemblies or in the calculation of the effective diagonal brace that is used in the simplified analysis procedure of Section 18.71.080.

5. Reinforcement. The yield stress of each type of new or existing reinforcement shall be taken from Table 71 -C unless the reinforcement is sampled and tested for yield stress. The axial reinforcement in columns of post -1933 buildings shal l be assumed to be hard grade unless noted otherwise on the construction documents.

6. Combination of concrete and masonry materials. Combinations of masonry and concrete infills shall be assumed to have equal strain. The secant moduli at peak stress of t he masonry and concrete shall be used to determine the effective transformed area of the composite material.

G. Story drift limitation.

1. Definition. Story drift is the displacement of one level relative to the level above or below calculated by the response spectrum analysis using the appropriate effective stiffness.

2. Limitation. The story drift is limited to that displacement that causes any of the following effects:

a. Compressive strain of 0.003 in the frame confining infill or in a shear wall.

b. Compressive strain of 0.004 in a reinforced concrete column unless the engineer can show by published experimental research that the existing confinement reinforcement justifies higher values of strain.

c. Peak strain in masonry infills as determined by experimental data or by physical testing as prescribed in Section 18.71.100.

d. Displacement that was calculated by the nonlinear analysis as when strength degradation of any element began.

EXCEPTION: This subsection may be taken as the displace ment that causes a strength degradation in that line of resistance equal to ten percent (10%) of the sum of the strength of the elements in that line of resistance.

e. A story drift of 0.015 using the dynamic analysis procedure or the forces specified in Section 18.71.070. This limitation shall not supersede the limitations of Subsections

18.71.060.G.2.a through 18.71.060.G.2.d.

H. Compressive strain determination.

1. General. The compressive strain in columns, shear walls and infills may be determined by the nonlinear analysis or a procedure that assumes plane sections remain plane.

2. Axial and flexural loading. The compressive strain shall be determined for combined flexure and axial loading. The flexural moments shall be taken from the re sponse spectrum model for frame or shear wall buildings, and from the substructure model for infill frames. The axial loads shall have the following combination of effects, where L is unreduced live load:

U = 1.0D + 0.3L + 1.0E(71-4)

U = 0.9D - 1.0E(71-5)

I. Shear strength limitation. The required in-plane shear strength of all columns, piers and shear walls shall be the shear associated with the moments induced at the ends of columns or piers and at the THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.71

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base of shear walls by the story displacements. No strength reduction factors shall be used in the determination of strength.

18.71.070 – Equivalent lateral force procedure.

A. General. Structures shall be analyzed for prescribed forces acting concurrently on the orthogonal axes of the building. The effects of the loading on the two (2) orthogonal axes shall be combined as required by Subsection 18.71.060.A.

B. Base Shear for Analysis. The base shear used to determine story drifts shall be determined using seventy-five percent (75%) of the base shear as determined in accordance with ASCE 7-16 Section

12.8.1. Where:

R = 1.4 for concrete frame buildings with masonry infill and all other reinforced concrete buildings.

EXCEPTION: R = 1.0 for single -story buildings. The R value in ASCE 7 -16 Table 12.2-1 for new building design shall not be used for story drift determination.

C. Structure period. The value of T may be determined by either Method A or B as prescribed by ASCE 7-16 Section 12.8.2. The structure period calculated by Method B ne ed not be limited to a percent of the value obtained by Method A.

D. Vertical distribution of forces. The base shear shall be distributed over the height of the structure in conformance with Formula (71-6).

(71-6)

Where:

Cvx = vertical distribution factor to be applied to V to obtain the story force at level x.

k = an exponent related to building period as follows:

For buildings having a period of 0.4 seconds or less,

k = 1.0

For buildings having a period of 2.0 seconds or more,

k = 2.0

For buildings having a period between 0.4 and 2.0 seconds, k may be taken as two (2) or determined by linear interpolation between one (1) and two (2).

E. Horizontal distribution of shear. The effective stiffness of elements shall be used for the horizontal distribution of shear.

F. Horizontal torsional moments. Provision shall be made for increased displacements resulting from horizontal torsion. The effects of torsional moments shall be i ncluded in the determination of the C vx
k
Wxhx
i = n
I
i = l
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effective stiffness of elements and systems. Reinforced concrete floors may be considered as rigid diaphragms.

G. Effective stiffness. The effective stiffness of concrete and masonry elements shall be determined as prescribed in Subsection 18.71.060.D.

H. Material characteristics. Material characteristics shall be determined as prescribed in Subsection

18.71.060.F.

I. Story drift limitations. Story drift limits shall be as prescribed in Subsection 18.71.060.G.

J. Compressive strain determination. Compressive strain shall be determined as prescribed in Subsection 18.71.060.H.

K. Shear strength limitation. The in -plane shear strength shall equal or exceed the shear forces determined as prescribed in Subsection 18.71.060.I.

18.71.080 – Simplified analysis procedure.

A. General. Structures conforming to the requirements of this section may be analyzed for having a required strength by a simplified analysis procedure.

B. Required features of the building. The building shall conform to all the following features, or the building shall be analyzed by the equivalent lateral force procedure or the dynamic lateral force procedure as prescribed by Subsection 18.71.050.D.

1. The lateral-resisting elements of the building shall be reinforced concrete shear walls or frames with solid masonry infills and infills which have openings in the masonry infills not exceeding ten percent (10%) of the gross area of the infill panel which has the opening(s).

2. The effective shear area of reinforced concrete shear walls on each orthogonal axis shall be calculated by passing a horizontal plane through each story level. The height of the plane shall be that height where the area of the shear walls is a minimum.

3. The reinforced concrete elements shall have no visible deterioration of concrete or reinforcement.

4. The vertical elements in the lateral -load-resisting system shall not have significant strength discontinuities; the story strength in any story shall not be less than ninety percent (90%) of the strength of the story above.

5. The lateral-force-resisting elements in all story levels shall form a system that is not subject to significant torsion. Significant torsion is the condition where the distance between the story center of rigidity and the story center of mass is greater than twenty percent (20%) of the width of the structure in the corresponding plan dimension.

6. The minimum ratio of area of reinforcement to gross area of wall in existing reinforced concrete shear walls shall be 0.0015 in both the vertical and horizontal direction or the minimum ratio of axial reinforcement in the columns of frames containing infills shall be 0.01.

7. The ratio of total height to base length of cantilevered or coupled shear walls shall be two (2) or less. The ratio of clear height to in -plane depth of piers in a shear wall shall be two (2) or less. Shear walls or piers having a height to in -plane depth ratio greater than two (2) shall be given an effective shear area of one-half (1/2) their area.

8. All concrete frames with infilled panels conforming to Subsection 18.71.080.B.1 above shall have total height to base length ratios of two (2) to one (1) or less.

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C. Analysis procedure.

1. General. Supplemental elements ma y be added to the existing building to bring the structure into conformance with Subsection 18.71.090.B.

2. Seismic loading. The seismic loading shall be calculated by Subsection 18.71.070.B. The loading of each story level shall be calculated by Formula (71-6) of Subsection 18.71.070.D.

3. Relative rigidities. The relative rigidity of reinforced concrete shear walls may be based on the stiffness of uncracked sections. The relative rigidity of infill panels may be calculated using a common modulus of elas ticity. Use of a combination of infills and reinforced concrete or masonry shear walls on any orthogonal axis is prohibited.

4. Required calculations. The calculations may be limited to computation of loads on the reinforced concrete shear walls or infill ed frame panels that comply with Subsection

18.71.080.B and computation of the drag and tie forces that develop a complete load path. The loads shall include torsional effects.

D. Required strength of systems and elements.

1. The capacity of all parts of the structure shall exceed the demand calculated by use of the loading specified in Section 18.71.070.

2. The strength of infilled frame systems used for lateral load resistance in this section shall be calculated using only the infilled frames that conform to Subsection 18.71.080.B.1.

E. Shear stress limit.

1. The maximum horizontal shear stress in new and existing reinforced concrete shear walls shall not exceed two (f'c)1/2. For the purpose of this chapter, the horizontal shear stress may be taken as eighty (80) psi without testing as required by Subsection 18.71.060.F.1.

2. The in-plane shear stress in any masonry infilled panel shall not exceed thirty (30) psi. The calculation of shear stresses shall use net section area and only the area o f the infilled masonry.

EXCEPTION: The in-plane strength of an infill panel without openings may be calculated by procedures described in published research that were verified by experimental testing and approved by the Building Official.

18.71.090 – Minimum requirements for a limited structural analysis

A. General. Structures conforming to the requirements of this section may be shown to be in conformance with this chapter by submission of the report described in this section.

B. Required features of the building. The building shall conform to all of the following features or the building shall be analyzed as prescribed by Subsection 18.71.050.D.

1. The lateral-load-resisting elements of the building shall be reinforced concrete shear walls.

2. The minimum ratio of area of reinforcement to gross area of the wall shall be 0.0015 in both the vertical and horizontal directions.

3. The reinforced concrete elements shall have no visible deterioration of concrete or reinforcement.

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4. The area of concrete shear walls on each orthogonal axis at the first floor level shall be 1.5% of the area of the first floor of the building, where n is the number of floor and roof levels.

5. The area of the shear walls in all stories above the first floor shall not be more than one hundred percent (100%) or less than eighty percent (80%) of the area of shear walls at the first floor.

6. The concrete shear walls in all stories above the first floor shall be directly above the shear walls at the first floor which are used to calculate the percent of shear wall area to floor area.

7. The wall area must be uniformly distributed such that at least eighty percent (80%) of the wall area used in the calculation is symmetrically placed about the center of the building.

8. The area of the shear walls on each orthogonal axis shall be calculated by passing a horizontal plane through the first story level. The height of the plane shall be that height where the area of the shear walls is a minimum.

9. The ratio of total height to base width of cantilevered or coupled shear walls shall be two (2) or less. The ratio of the clear height to in -plane depth of piers in a shear wall shall be two (2) or less. Shear walls or piers having a height to depth ratio greater than two (2) sha ll be given an effective area of one-half (1/2) of their area.

C. Information required in the report.

1. The report shall include data, sketches, plans and calculations that show conformance with the features given in this section.

2. The registered des ign professional of record shall meet with the representative of the Department at the site to review the report.

18.71.100 – Determination of the stress-strain relationship of existing unreinforced masonry.

A. Scope. This section covers procedures for d etermining the expected compressive modulus, peak strain and peak compressive stress of unreinforced brick masonry used for infills in frame buildings.

B. General procedure. The outer wythe of multiple wythe brick masonry shall be tested by inserting two (2) flat jacks into the mortar joints of the outer wythe. The prism height, the vertical distance between the flat jacks, shall be five (5) bricks high. The test location shall have adequate overburden and/or vertical confinement to resist the flat jack forces.

C. Preparation for the test. Remove a mortar joint at the top and bottom of the test prism by saw cutting or drilling and grinding to a smooth surface. The cuts for inserting the flat jacks shall not have a deviation from parallel of more than three -eighths (3/8) inch. The deviation from parallel shall be measured at the ends of the flat jacks. The width of the saw cut shall not exceed the width of the mortar joint. The length of the saw cut on the face of the wall may exceed the length of the flat jacks by not more than twice the thickness of the outer wythe plus one (1) inch.

D. Required equipment. The flat jacks shall be rectangular or with semicircular ends to mimic the radius of the saw blade used to cut the slot for the flat jack. The length of the flat jack shall be eighteen (18) inches maximum and sixteen (16) inches minimum. This length shall be measured on the longest edge of a flat jack with semicircular ends. The maximum width of the flat jack shall not exceed the average width of the wythe of brick that is loaded. The minimum width of a flat jack shall be three and one -half (3-1/2) inches measured out -to-out of the flat jack. The flat jack shall have a minimum of two (2) ports to allow air in the flat jack to be replaced by hydraulic fluid . The unused port shall be sealed after all the air is forced out of the flat jack. The thickness of the flat jack shall not exceed three quarters (3/4) of the minimum height of the mortar joint. It is recommended that the height of the flat jack be about one-half (1/2) of the width of the slot cut for THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.71

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installation of the flat jack. The remaining space can be filled with steel shim plates having plan dimensions equal to the flat jack.

E. Data acquisition equipment. The strain in the tested prism shall be recorded by gages or similar recording equipment having a minimum range of one ten -thousandth (1/10,000) of an inch. The compressive strain shall be measured on the surface of the prism and shall have a gage length, measured vertically on the face of the prism, of ten (10) inches minimum. The gage points shall be fixed to the wall by drilled-in anchors or by anchors set in epoxy or similar material. The support for the data-recording apparatus shall be isolated from the wall by a minimum of one -sixteenth (1/16) inch so that the gage length used in the calculation of strain can be taken as the measured length between the anchors of the equipment supports. The gaging equipment shall be as close to the face of the prism as possible to minimize the probability of erroneous strain measurements caused by bulging of the prism outward from its original plane.

The compressive strain data shall be measured at a minimum of two (2) points on the vertical face of the prism. These points shall be the one -third points of the length of the flat jacks plus or minus one-half (1/2) inch. As an alternative, the strain may be measured at three (3) points on the face of the prism.

These points shall be spaced at one quarter of the flat jack length plus or minus one-half (1/2) inch.

Horizontal gages at mid -height of the prism may be used to record Poisson strain, but this gage should be considered as recording data secondary in importance to the vertical gages and its placement shall not interfere with placing the vertical gaging as close as possible to the face of the prism.

F. Loading and recording data. The loading shall be applied by hydraulic pumps that add hydraulic fluid to the flat jacks in a controlled method. The application of load shall be incremental and held constant while strains are being recorded. The increasing loading for each cycle of loading shall be divided into a minimum of four (4) equal load increments. The strain shall be recorded at each load step. The decrease in loading shall be divided into a minimum o f two (2) equal unloading increments. Strain shall be recorded on the decreasing load steps. The hydraulic pressure shall be reduced to zero and the permanent strain caused by this cycle of loading shall be recorded. This procedure shall be used for each cycle of loading.

The load applied in each cycle of load shall be determined by estimating the peak compressive stress of the existing brick masonry. The hydraulic pressure needed to cause this peak compressive stress in the prism shall be calculated by a ssuming the area of the loaded prism is equal to the area of the flat jack. A maximum of one -third (1/3) of this pressure, rounded to the nearest twenty -five (25) psi, shall be applied in the specified increments to the peak pressure prescribed for the fir st cycle of loading. After recording the strain data, this pressure shall be reduced in a controlled manner to each of the specified increments for unloading and for recording data. The maximum jack pressure on the subsequent cycles shall be one-half (1/2), two-thirds (2/3), five-sixths (5/6) and estimated peak pressure. If the estimated peak compressive stress is less than the existing peak compressive stress, the cyclic loading and unloading shall continue using increments of increasing pressure equal to those used prior to the application of estimated peak pressure.

All strain data shall be recorded to one ten -thousandth (1/10,000) of an inch. Jack pressure shall be recorded in increments of twenty-five (25) psi pressure.

G. Quality control. The flat jack shall be calibrated before use by placing the flat jack between bearing plates of two (2) inches minimum thickness in a calibrated testing machine. A calibration curve to convert hydraulic pressure in the flat jack to total load shall be prepared and i ncluded in the report of the results of testing. Flat jacks shall be recalibrated after three uses.

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The hydraulic pressure in the flat jacks shall be indicated by a calibrated dial indicator having a subdivision of twenty -five (25) psi or less. The operat or of the hydraulic pump shall use this dial indicator to control the required increments of hydraulic pressure in loading and unloading.

H. Interpretation of the data. The data obtained from the testing required by Subsection

18.71.060.F.4.b shall be averaged both in expected peak compressive stress and the corresponding peak strain. The envelope of the averaged stress-strain relationship of all tests shall be used for the material model of the masonry in the infilled frame. If two (2) strain measurements have been made on the surface of the prism, these strain measurements shall be averaged for determination of the stress -strain relationship for the test. If three (3) strain measurements have been made on the surface of the pri sm, the data recorded by the center gage shall be given a weight of two (2) for preparing the average stress-strain relationship for the test.

18.71.110 – Evaluation of existing structural conditions.

The registered design professional of record shall re port any observed structural conditions and structural damage that, in the registered design professional's judgment, have imminent life -safety effects on the structure and recommend repairs. Evaluations and repairs shall be reviewed and approved by the Department.

18.71.120 – Materials of construction.

A. General. In addition to the seismic analysis required elsewhere in this chapter, the registered design professional responsible for the seismic analysis of the building shall record the information required by this section on the approved construction documents.

B. Information required. The construction documents shall accurately reflect the results of the engineering investigation and design, and show all pertinent dimensions and sizes for plan review and construction. The following shall be provided:

1. The construction documents of the existing construction shall be adequately dimensioned and furnish adequate details in schedules, notes and sections to fully describe the existing building.

The construction documents shall include a foundation plan, floor and roof plans which indicate new work, and existing construction;

2. Elevations of the structural system showing sizes and dimensions;

3. Schedules, sections and details showing rei nforcement of walls, slabs, beams, joists, girders, columns and foundations.

EXCEPTION: If copies of the original construction documents are submitted for information during the plan check, the information required by Subsections 18.71.120.B.1 through

18.71.120.B.3 may be limited to areas of and adjacent to new construction on a complete outline at that level of the building;

4. Sections and details showing attachments and joining of new and existing structures. All reinforcement in the existing structure shall be shown in these sections and details;

5. Specifications and/or general notes fully describing demolition, materials and methods, testing and inspection requirements.

C. Registered design professional of record's statement. The responsible regis tered design professional of record shall state on the approved construction documents the following:

1. "I am responsible for this building's seismic strengthening design in compliance with the minimum seismic resistance standards of Chapter 18.71 of the Long Beach Municipal Code."

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or when applicable:

2. "The registered special inspector, required as a condition of the use of structural design stresses requiring continuous inspection, will be responsible to me.”

TABLE 71-A RATING CLASSIFICATIONS CLASSIFICATION TYPE OF BUILDING

TABLE 71-B INITIAL EFFECTIVE MOMENT OF INERTIA OF CONCRETE MEMBERS

TABLE 71-C ASSUMED YIELD STRESS OF EXISTING REINFORCEMENT

CLASSIIFICATION TYPE OF BUILDING
Group I Essentia l buildings
Group II Buildings with occupant lo ad of 5,000 or more or assembly rooms of 1 ,000 occupant s or more, and mall s as defined elsewhere in the code.

Grnup III 1,000 to 4,999 occupants
Grnup IV 300 to 999 occupants
Group V All other s

MEMBER RANIGE
Rectangufar beams 0.30 - 0.518
T- and L-shaped beam s 0.25 - 0.45 Ig
Columns P > 0.5 Jc' Ag 0.7 - 0.9 lg
Column s P = 0.2 Jc' Ag 0.5 - 0.7 lg
Column s P = - 0.0 5 fc ' Ag 0.3 - 0.5 Ig

TYPE OF REINFO RCEMENT AND ERA ASSUMED YIELD STRESS ,
k3i
Pre- 1940 - Structural and intennediate grade , plain and defonned 45 Pre- 1940 - Twisted and hard grade 55
Post-1940 - Struct ural and intermediate grade 45
Post -1940 - Hard grade 60
ASTM A 615 Grade 40 50
ASTM A 615 Grade 60 70
For SI: 1 ksi = 6. 894 MPa .

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.71

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FIGURE 71-1 RESPONSE SPECTRA SHAPES

1.2 .
o.o

0.0 ,
AVE. RETURN PERIOO-47$ YEARS DAMPING RATI~ 5%
\ \ - STIFF SOIL ( S2 ).
\ \
- SOFT SOIL ( S3 )
\ \
\ \
\ \
~
" " " '--
' i"'-..
~
r-------
:---...
·~ -r--.. r--.. ,.___
--
o.s 1.0 1.5 2.0 2.5 3.0 3,5
PERIOD (Sec)
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.72

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CHAPTER 18.72 VOLUNTARY EARTHQUAKE HAZARD REDUCTIOIN IN EXISTING

REINFORCED CONCRETE AND REINFORCED MASONRY WALL BUILDINGS WITH

FLEXIBLE DIAPHRAGMS

18.72.010 – Purpose.

18.72.020 – Scope.

18.72.030 – Definitions.

18.72.040 – Analysis and design.

18.72.050 – Materials of construction.

18.72.060 – Information required on construction documents.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.72

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CHAPTER 18.72

VOLUNTARY EARTHQUAKE HAZARD REDUCTIOIN IN EXISTING REINFORCED

CONCRETE AND REINFORCED MASONRY WALL BUILDINGS WITH FLEXIBLE

DIAPHRAGMS

18.72.010 – Purpose.

The purpose of this chapter is to promote public safety and welfare by reducing the risk of death or injury that may result from the effects of earthquakes on reinforced concrete and masonry wall buildings with flexible diaphragms designed under the Building Codes in effect prior to January 1, 1995. These buildings are potentially hazardous and prone to significant damage, including possible collapse, in a moderate to major eart hquake. These structures typically shelter large numbers of persons and property for retail, food markets, food distribution centers, warehousing, aerospace, industrial/manufacturing and general business and office use. Their continued use after an earthquake is also essential to the local economy and its post-earthquake recovery.

The provisions of this chapter are minimum standards for structural seismic resistance established primarily to reduce the risk of loss of life or injury on both subject and adj acent properties and will not necessarily prevent all earthquake damage to an existing building which complies with these standards.

This chapter shall not require existing electrical, plumbing, mechanical or fire safety systems to be altered unless they constitute a hazard to life or property.

This chapter provides voluntary retrofit standards for deficient wall anchorage systems on structures that are not subject to the mandatory provisions of Chapter 18.68. When fully followed, these standards will strengthen the portion of the structure that is most vulnerable to earthquake damage.

18.72.020 – Scope.

The voluntary provisions of this chapter shall apply to existing buildings of the following types:

A. Cast-in-place reinforced concrete or masonry wall buildings with flexible diaphragms designed under Building Codes in effect prior to January 1, 1995.

B. Tilt-up concrete wall buildings with flexible diaphragms designed under the Building Codes in effect prior to January 1, 1995, but after J anuary 1, 1976. All existing reinforced masonry or concrete buildings with flexible diaphragms, including tilt -up concrete wall buildings, designed under the Building Code in effect on or after January 1, 1995, shall be designed in conformance with Chapter 16 of the California Building Code adopted in Chapter 18.40.

18.72.030 – Definitions.

For the purposes of this chapter, the applicable definitions in Chapter 2, Section 1602of the California Building Code adopted in Chapter 18.40; Sections 1.2, 3.1.1, 4.1, 5.2, 6.2 and 11.2 of ASCE 7-16, and the following shall apply.

"Anchorage system" means the system of all structural elements and connections which support the concrete or masonry wall in the lateral direction, including diaphragms and subdiaphragms , wall anchorage and continuity or crosstie connectors in subdiaphragms and main diaphragms.

"Commenced construction" means construction pursuant to a valid building permit that has progressed to the point that one of the called inspections as required b y the Department has been made and the work for which the inspection has been called has been judged by the Department to be substantial and has been approved by the Department.

"Existing building" means an erected building for which a legal building per mit and a Certificate of Occupancy have been issued.

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"Flexible diaphragm" means any diaphragm constructed of wood structural panel, diagonal or straight wood sheathing, metal decking without a structural concrete topping, or horizontal rod bracing.

"Historical building" means any building designated or currently in the process of being designated as a historical building by an appropriate federal, State or City jurisdiction.

"Reinforced concrete wall" means a concrete wall which has fifty percent (50% ) or more of the reinforcing steel required for reinforced concrete in Chapter 19 of the California Building Code adopted in Chapter 18.40.

"Reinforced masonry wall" means a masonry wall which has fifty percent (50%) or more of the reinforcing steel required by Section 2106.1 of the California Building Code adopted in Chapter 18.40.

"Retrofit" strengthens or structurally improves the lateral force -resisting system of an existing building by alteration of existing or addition of new structural elements.

"Tilt-up concrete wall" is a form of precast concrete panel construction either cast in the horizontal position at the site and after curing, lifted and moved into place in a vertical position, or cast off -site in a fabricator's shop.

18.72.040 – Analysis and design.

A. Wall panel anchorage. Concrete and masonry walls shall be anchored to all floors and roofs which provide lateral support for the wall. The anchorage shall provide a positive direct connection between the wall and floor or roof construction capable of resisting a horizontal force equal to thirty percent (30%) of the tributary wall weight for all buildings, and forty -five percent (45%) of the tributary wall weight for essential buildings, or a minimum force of two hundred fifty (250) pounds per linear foot of wall, whichever is greater.

The required anchorage shall be based on the tributary wall panel assuming simple supports at floors and roof.

EXCEPTION: An alternate design may be approved by the Building Official when justified by well-established principles of mechanics.

B. Special requirements for wall anchors and continuity ties. The steel elements of the wall anchorage systems and continuity ties shall be designed by the allowable stress design method using a load factor of 1.7. The one -third (1/3) s tress increase permitted by Section 1605. 2 of the California Building Code adopted in Chapter 18.40 shall not be permitted for materials using allowable stress design methods.

The strength design specified in Section 1605 of the California Building Code adopted in Chapter

18.40, using a load factor of 1.43 in lieu of 1.0 for earthquake loading, shall be used for the design of embedment in concrete.

Wall anchors shall be provided to resist out-of-plane forces, independent of existing shear anchors.

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

Expansion anchors are not allowed without special approval of the Building Official. Attaching the edge of plywood sheathing to steel ledgers is not considered as complying with the positive anchoring requirements of the code; and attaching the edge of steel decks to steel ledgers is not THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.72

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considered as providing the positive anchorage of this code unless testing and analysis are performed which establish shear values for the attachment perpendicular to the edge of the deck.

C. Development of anchor loads into the diaphragm. Development of anchor loads into roof and floor diaphragms shall comply with Section 12.11.2.2.3 of ASCE 7-16.

EXCEPTION: If continuously tied girders are present, then the maximum spacing of the continuity ties is the greater of the girder spacing or twenty-four (24) feet.

In wood diaphragms, anchorage shall not be accomplished by use of toenails or nails subject to withdrawal, nor shall wood ledgers, top plates or framing be used in cross -grain bending or cross grain tension. The continuous ties required by Section 12.11.2.2.3 of ASCE 7-16 shall be in addition to the diaphragm sheathing.

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

At reentrant corners, continuity collectors may be required for existing return walls not designed as shear walls, to develop into the diaphragm a force equal to the lesser of the rocking or shear capacity of the return wall, or the tributary shear but not exceeding the capacity of the diaphragm.

Shear anchors for the return wall shall be commensurate with the collector force. If a truss or beam other than rafters or p urlins is supported by the return wall or by a column integral with the return wall, an independent secondary column is required to support the roof or floor members whenever rocking or shear capacity of the return wall is governing.

D. Anchorage at pilas ters. Anchorage of pilasters shall be designed for the tributary wall anchoring load per Subsection 18.72.040.A, considering the wall as a two-way slab. The edge of the two-way slab shall be considered "fixed" when there is continuity at pilasters, and con sidered "pinned" at roof or floor levels. The pilasters or the walls immediately adjacent to the pilasters shall be anchored directly to the roof framing such that the existing vertical anchor bolts at the top of the pilasters are bypassed without causing tension or shear failure at the top of the pilasters.

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

The minimum anchorage at a floor or roof between the pilasters shall be that specified in Subsection

18.72.040.A.

E. Symmetry. Symmetry of connectors in the anchorage system is required. Eccentricity may be allowed when it can be shown that all components of forces are positively resisted and jus tified by calculations or tests.

F. Minimum member size. Wood members used to develop anchorage forces to the diaphragm shall be of minimum three-inch nominal width for new construction and replacement. All such members must be designed for gravity and ea rthquake forces as part of the wall anchorage system. For existing structural members, the allowable stresses shall be without the one -third (1/3) stress increase per Subsection 18.72.040.B.

G. Combination of anchor types. To repair and retrofit existing buildings, a combination of different anchor types of different behavior or stiffness shall not be permitted. The capacity of the new and existing connectors cannot be added.

H. Prohibited anchors. Usage of connectors that were bent or stretched from the intended use shall be prohibited.

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I. Crack and damage repairs, evaluation of existing structural alterations. The registered design professional shall report any observed structural conditions and structural damage that have imminent life-safety effects on the buildings and recommend repairs, including alterations such as openings cut in existing wall panels without a building permit. Evaluations and repairs shall be reviewed and approved by the Department.

J. Miscellaneous. Existing mezzanines relying on the concrete or masonry walls for vertical or lateral support shall be anchored to the walls for the tributary mezzanine load. Walls depending on the mezzanine for lateral support shall be anchored per Subsections 18.72.040.A through 18.72.040.C.

EXCEPTION: Existing mezzanines that have independent lateral and vertical support need not be anchored to the concrete or masonry walls.

Existing interior masonry or concrete walls not designed as shear walls, which extend to the floor above or to the roof diap hragm, shall also be anchored for out -of-plane forces per Subsections

18.72.040.A through 18.72.040.C. In the in -plane direction, the walls may be isolated or shall be developed into the diaphragm for a lateral force equal to the lesser of the rocking or shear capacity of the wall, or the tributary shear but not exceeding the diaphragm capacity.

K. Historical buildings. Qualified historical buildings shall be permitted to use alternate building standards or deviations from this chapter in order to preserve their original or restored architectural elements and features. See California Code of Regulations, Title 24, Part 8 (California Historical Building Code) for these standards

18.72.050 – Materials of construction.

All materials permitted by this title, including their appropriate allowable stresses and those existing configurations of materials specified in Chapter 18.68, may be utilized to meet the requirements of this chapter.

18.72.060 – Information required on construction documents.

A. General. In addition to the seismic analysis required elsewhere in this chapter, the licensed registered design professional responsible for the seismic analysis of the building shall record the information required by this section on the approved construction documents.

B. Information required. The construction documents shall accurately reflect the results of the engineering investigation and design and show all pertinent dimensions and sizes for plan review and construction. The following shall be provided:

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

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

3. Typical concrete or masonry wall sections with wall thickness, height and location of anchors shall be provided.

4. Details shall include the existing and new anchors and the method of development of anchor forces into the diaphragm framing, e xisting and new crossties, existing and new or improved support of the roof, and floor girders at pilasters or walls.

C. Registered design professional of record's statement. The responsible registered design professional of record shall state on the approved construction documents the following:

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1. "I am responsible for this building's seismic strengthening design of the tilt -up concrete wall anchorage system in compliance with the minimum seismic resistance standards of Chapter

18.72 of the Long Beach Municipal Code."

or when applicable:

2. "The Registered Special Inspector, required as a condition of the use of structural design stresses requiring continuous inspection, will be responsible to me.” THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.74

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CHAPTER 18.74 LOW IMPACT DEVELOPMENT STANDARDS

18.74.010 – Purpose.

18.74.020 – Definitions.

18.74.030 – LID requirements and applicability.

18.74.040 – LID plan review.

18.74.050 – LID plan review, permit and Offsite Runoff Mitigation fees.

18.74.060 – LID Best Management Practices Manual.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.74

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CHAPTER 18.74

LOW IMPACT DEVELOPMENT STANDARDS

18.74.010 – Purpose.

The purpose of this chapter is to require the use of low impact development (LID) standards in the planning and construction of development projects. LID standards promote the goal of environmental sustainability by helping improve the quality of receiving waters, protecting the Los Angeles and San Gabriel River watersheds, maintaining natural drainage paths, and pr otecting potable water supplies within the City. The LID objective of controlling and maintaining flow rate is addressed through land development and stormwater management techniques that imitate the natural hydrology (or movement of water) found on the si te. Using site design and best management practices that allow for storage and retention, infiltration, filtering, and flowrate adjustments achieve the goals of LID, advances sustainability and reduces the overall cost of stormwater management. The use of engineered systems, structural devices, and vegetated natural designs distributes stormwater and urban runoff across a development site maximizing the effectiveness of LID.

18.74.020 – Definitions.

“Brownfield” means a piece of industrial or commercial property that is abandoned or underused and often environmentally contaminated, especially one considered as a potential site for redevelopment.

“Development” means any construction to build any new public or private residential projects (whether single-family, multi-unit or planned unit development); new industrial, commercial, retail and other non- residential projects, including public agency projects; new impervious surface area; or mass grading for future construction. It does not include ro utine maintenance to maintain original line and grade, hydraulic capacity, or original purpose of facility, nor does it include emergency construction activities required to immediately protect public health and safety.

“LID Best Management Practices Manu al” means a manual of LID standards and practices for stormwater pollution mitigation, including technical feasibility and implementation parameters, alternative compliance for technical infeasibility, as well as other rules, requirements and procedures as the City deems necessary, for implementing the provisions of this section of the Long Beach Municipal Code.

“Multi-Phased Project” shall mean any Development or Redevelopment implemented over more than one phase and the Site of a Multi-Phased Project shall include any land and water area designed and being used to store, treat or manage stormwater runoff in connection with the Development or Redevelopment, including any tracts, lots, or parcels of real property, whether Developed or not, associated with, functionally connected to, or under common ownership or control with such Development or Redevelopment.

“Offsite Runoff Mitigation Fee” means fee paid to the City for the management of storm water runoff generated from three-quarter (0.75) inch water quality storm in excess of the storm water runoff that is infiltrated, evapotranspired and/or stored for use. The Offsite Runoff Mitigation Fee shall be used by the City to construct or apply towards the construction of an offsite mitigation project within the same sub-watershed that will achieve at least the same level of water quality protection as if all of the runoff was retained on site.

“Redevelopment” means land -disturbing activities that result in the replacement of more than fifty percent (50%) of an existing building, structure or impervious surface area on an already developed site. It does not include routine maintenance to maintain original line and grade, hydraulic capacity, or original purpose of facility, nor does it include emergency construction activities required to immediately protect public health and safety or grinding/overlaying and replacement of existing parking lots.

“Site” means the land or water area where any “facility or activity” is physically located or conducted, including adjacent land use in connection with the facility or activity.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.74

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18.74.030 – LID requirements and applicability.

A. The provisions of this section set forth the requirements for and shall apply to all new Development and Redevelopment projects in the City of Long Beach. The following Development or Redevelopment projects are exempt from the requirements of this chapter:

1. Any Development or Redevelopment projects that creates, adds or replaces less than five hundred (500) square feet of impervious surface area;

2. Any Development or Redevelopment projects involving emergency construction activities required to immediately protect public health and safety;

3. Any Development or Redevelopment projects involving the grinding/overlaying and replacement of existing parking lots;

4. Any Development or Redevelopment projects where land disturbing activities result in the replacement of fifty percent (50%) or less of an existing building, structure or impervious surface area; or

5. Any Development or Redevelopment projects that are technically infeasible pursuant to Subsection 18.74.040.B and comply with Subsection 18.74.040.C; or

6. Any Development or Redevelopment projects that do not require a building permit.

B. LID requirements for new Development or Redevelopment projects:

1. Residential Development of four (4) units or less

a. For new Development less than one (1) acre, or if Redevelopment alters more than fifty percent (50%) of existing buildings, structures or impervious surfaces of an existing developed site, comply with the standards and requirements of this chapter and implement at least two (2) adequately sized LID BMP alternatives from the LID Best Management Practices Manual.

b. For new Development that is one (1) acre and greater, the entire Site shall comply with the standards and requirements of this chapter and the LID Best Management Practices Manual.

2. Residential Developments of five (5) units or more and nonresidential Developments

For new Development, or if Redevelopment alters more than fifty percent (50%) of existing buildings, structures or impervious surfaces of an existing developed site, the entire Site shall comply with the standards and requirements of this chapter and of the LID Best Management Practices Manual.

3. Nonresidential Developments in the Port of Long Beach Harbor District

For new Development or Redevelopment projects located in the Port of Long Beach Harbor District as designated in Title 21 Zoning Regulations, the site shall comply with the LID BMP alternatives set forth in the Port of Long Beach Post -Construction Design Guidance Manual and in the LID Best Management Practices Manual.

C. This chapter shall not apply to those projects for which a building permit application has been filed for and deemed complete by the Building Official prior to February 19, 2013.

18.74.040 – LID plan review.

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A. Compliance with the LID standards of this chapter shall be demonstrated through a LID plan review.

Permit applicant shall be required to submit a LID plan for review to the Building Official. The LID plan shall demonstrate how the project will meet the standards and requirements of this chapt er and of the LID Best Management Practices Manual. A submitted LID plan shall indicate compliance with the following standards:

1. Stormwater runoff will be infiltrated, captured and reused, evapotranspired, and/or treated onsite through stormwater best man agement practices allowed in the LID Best Management Practices Manual.

2. The onsite stormwater management techniques must be properly sized, at a minimum, to infiltrate, evapotranspire, and/or store for use without any storm water runoff leaving the site to the maximum extent feasible, for at least the volume of water produced by a storm event that results from:

a. The volume of runoff produced from a three-quarter (0.75) inch storm event; or

b. The eighty -fifth (85 th) percentile twenty -four (24) hour runoff event determined as the maximized capture stormwater volume for the area using a forty -eight (48) to seventy-two (72) hour draw down time, from the formula recommended in latest edition of the Urban Runoff Quality Management, WEF Manual of Practice No. 23/ASCE Manual of Practice No. 87; or

c. The volume of annual runoff based on unit basin storage water quality volume, to achieve eighty percent (80%) or more volume treatment by the method recommended in the latest edition of the California Stormwater Best Management Practices Handbook – Industrial/Commercial.

B. When the onsite LID requirements are technically infeasible, the infeasibility shall be demonstrated in the submitted LID plan and shall be reviewed in consultat ion with the Building Official. The technical infeasibility may result from conditions that may include, but are not limited to:

1. Locations where seasonal high groundwater is within ten (10) feet of surface grade;

2. Locations within one hundred (100) feet of a groundwater well used for drinking water;

3. Brownfield Development sites or other locations where pollutant mobilization is a documented concern;

4. Locations with potential geotechnical hazards; or

5. Locations with impermeable soil type as indicated in applicable soils and geotechnical reports.

C. If complete onsite compliance of any type is technically infeasible, a Development or Redevelopment project shall be required to comply with, at a minimum, all applicable requirements of Chapter 8.96 in order to maximize onsite compliance. For the remaining runoff that cannot feasibly be managed onsite, one or a combination of the following shall be required:

1. An Offsite Runoff Mitigation Fee pursuant to Subsection 18.74.05 0.B shall be paid to the City of Long Beach’s Stormwater Pollution Abatement Fund for offsite mitigation, as described in the LID Best Management Practices Manual. The funding will be applied towards the construction of an offsite mitigation project(s) wit hin the same sub-watershed that will achieve at least the same level of water quality protection as if all of the runoff was retained onsite.

2. To provide an incentive for onsite management of storm water runoff, Development and Redevelopment projects will receive the following reduction in the Offsite Runoff Mitigation Fee THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.74

Department of Development Services: Building and Safety Bureau Page 360 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division
based on the percentages of storm water runoff that is managed on site through infiltration, evapotranspiration, and/or capture and use:

Stormwater Runoff Managed Onsite Fee Reduction

Between 90% and 99% 75%
Between 75% and 89% 50%
Between 50% and 74% 25%

3. A Multi -Phased Project must design a system acceptable to satisfy these standards and requirements for the entire Site during the first phase and will implement these stand ards and requirements for each phase of Development or Redevelopment projects of the Site during the first phase or prior to commencement of construction of a later phase, to the extent necessary to treat the stormwater from such later phase.

18.74.050 – LID plan review, permit, and Offsite Runoff Mitigation fees.

A. Permit applicants who seeks to engage in new Development or Redevelopment as defined in this chapter by obtaining a building permit shall pay the required plan examination and permit fees as set forth in Chapter 18.06.

B. Permit applicants who seeks to engage in new Development or Redevelopment as defined in this chapter by obtaining a building permit and does not demonstrate complete o nsite compliance as described in the LID Best Management Practices Manual are required to pay an Offsite Runoff Mitigation Fee in the manner and amount as set forth in the schedule of fees and charges established by City Council resolution.

C. Any Development or Redevelopment projects that are exempted from this chapter shall have the option to voluntarily opt in and incorporate into the project the LID requirements of this chapter. In such case, the LID plan review, permit and Offsite Runoff Mitigation fees associated with the project shall be waived.

18.74.060 – LID Best Management Practices Manual.

A. The Building Official shall prepare, maintain, and update, as deemed necessary and appropriate, the LID Best Management Practices Manual to include LID standards and practices and standards for stormwater pollution mitigation. The LID Best Management Practices Manual shall also include technical feasibility and implementation parameters, alternative compliance for technical infeasibility, as well as other rules, requirements and procedures as the City deems necessary, for implementing the provisions of this chapter.

B. The Building Official shall develop, as deemed necessary and appropriate, in cooperation with other City departments and stakeholders, informa tional bulletins, training manuals and educational materials to assist in the implementation of the LID requirements.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.75

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CHAPTER 18.75 GRADING, EXCAVATIONS AND FILLS

18.75.010 – General.

18.75.020 – Definitions.

18.75.030 – Grading bonds in hazardous situations required.

18.75.040 – Excavations.

18.75.050 – Fills.

18.75.060 – Setbacks.

18.75.070 – Drainage and terracing.

18.75.080 – Erosion control.

18.75.090 – Referenced standards.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.75

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CHAPTER 18.75

GRADING, EXCAVATIONS AND FILLS

18.75.010 – General.

A. Scope. The provisions of this chapter apply to grading, excavation and earthwork construction, including fills and embankments. Where conflicts occur between the technical requirements of this chapter and the soils or geotechnical report, the soils or geotechnical report shall govern.

B. Permits required. Except as exempted in Section 18.04.020, no grading shall be performed without first having obtained a permit as required by Section 18.04.010 therefore from the Building Official.

C. Submittal documents. The provisions of Chapter 18.05 shall app ly to the submittal of grading construction documents, including soils and geotechnical reports and any other pertinent technical reports where the Building Official determines that the nature of the work applied for is such that a report is necessary.

D. Inspection. Inspections shall be governed by Chapter 18.07.

E. Flood hazard areas. Unless the applicant has submitted an engineering analysis, prepared in accordance with standard engineering practice by a registered design professional, 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 that are in flood hazard areas established in Section 1612.3 of the California Building Code adopted in Chapter 18.40, Section R322 of the California Residential Code adopted in Chapter 18.41, or in flood hazard areas where design flood elevations are specified but floodways have not been designated.

F. Consent of adjacent property owner. Whenever any excavation or fill requires entry onto adjacent property for any reason, the permit applicant shall obtain the written consent of the adjacent property owner or the owner’s authorized representative, and shall file a copy of said consent with the Building Official before the commencement of such grading work.

In the event contours on adjacent properties are permanently changed, structures or drainage devices are added or modified, and/or the work done req uires a grading permit under Section

18.04.010, a separate permit shall be required for each such affected adjoining property in addition to the consent letter. Furthermore, the adjacent property owner shall acknowledge his or her consent on plans showing such work. The consent letter will not be required if such grading permit is taken out by the adjacent property owner.

G. Safety precaution during grading. If at any stage of work on an excavation or fill the Building Official determines that further work as authorized by an existing permit is likely to endanger any property or public way, the Building Official may require as a condition to allow the work to continue that plans for such work be amended to include adequate safety precautions. Safety precaut ions may include, but shall not be limited to, specifying a flatter exposed slope or construction of additional drainage facilities, berms, terracing, compaction, cribbing, retaining walls or buttress fills, sloughwalls, desilting basins, check dams, benching wire mesh and guniting, rock fences revetment or diversion walls.

No person shall excavate or fill so as to cause falling rocks, soil or debris in any form to fall, roll, slide or flow onto adjoining properties.

18.75.020 – Definitions.

For the purposes of this chapter, the terms, phrases and words listed in this section and their derivatives shall have the indicated meanings.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.75

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“Bench”. A relatively level step excavated into earth material on which fill is to be placed.

“Compaction”. The densification of a fill by mechanical means.

“Cut.” See “excavation”.

“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

“Erosion”. The wearing away of the ground surface as a result of the movement of wind, water or ice.

“Excavation”. The removal of earth material by artificial means, also referred to as a cut.

“Fill”. Deposition of earth materials by artificial means.

“Grade”. The vertical location of the ground surface.

“Grade, existing”. The grade prior to grading.

“Grade, finished”. The grade of the site at the conclusion of all grading efforts.

“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.

“Slope”. An inclined surface, the inclination of which is expressed as a ratio of horizontal distance to vertical distance.

“Terrace”. A relatively level step constructed in the face of a graded slope for drainage and maintenance purposes.

18.75.030 – Grading bonds in hazardous situations required.

The Building Official may require a grading permit surety bond in such form and amounts as may be deemed necessary to assure that the grading work, if not completed in accordance with the approved plans and specifications, will be corrected to eliminate hazardous conditions as determined by the Building Official. The condition of such bond shall be that the p ermit applicant will perform the work authorized by the grading permit issued pursuant to this title in a good and workmanlike manner and to the satisfaction of the Building Official. When a grading permit surety bond is required, it shall comply with provisions Section 2.84.040 and this chapter.

A. Surety bond. Before a permit is issued for (1) excavation or fill of two hundred and fifty (250) cubic yards (191.3 m3) or more of earth or (2) excavation or fill of fifty (50) cubic yards or more of earth that is potentially hazardous, as determined by the Building Official, the owner of the property shall file with the Building Official a bond for the benefit of the City. The bond shall be executed by the owner and a corporate surety authorized to do business in this state as a surety in an amount sufficient to cover the entire project.

EXCEPTION: Upon application by the owner, the Building Official may waive this requirement if:

1. The grading work performed is in compliance with an order issued by the Building Official; or

2. The permit applicant can substantiate, to the satisfaction of the Building Official, that the work under a grading permit will be fully executed.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.75

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B. Cash bond. In lieu of a surety bond, the owner may file a cash bond with the Bui lding Official on the same terms and conditions and in an amount equal to that which would be required in the surety bond. The deposit may be in the form of negotiable United States securities in lieu of cash.

C. Application of bond to adjacent property. Where grading is required on property adjacent to the grading site under permit in order to complete a project satisfactorily, the owner of such adjacent property need not provide an additional grading bond if the original bond is of sufficient amount to include such additional grading.

D. Conditions of the bond. Every bond shall be conditioned such that the owner shall:

1. Comply with all applicable provisions of this title and all other ordinances of the City , or laws and statutes of the State.

2. Comply with all the terms and conditions of the grading permit to the satisfaction of the Building Official.

3. Complete all the work described by the permit, and the plans and specifications relating thereto, within the time limit specified in the permit. Up on application by the permit applicant, the Building Official may, for sufficient cause, extend the time specified in the permit pursuant to Section 18.03.050, but no such extension shall release any surety on the bond.

4. Install temporary erosion contro l devices when required to do so by the provisions of this chapter.

E. Period and termination of bond. The term of each bond shall begin on the date of filing and shall remain in effect until the work is completed to the satisfaction of the Building Official or until replaced by a new bond in the event of a change of ownership. In the event of failure to complete the work and/or failure to comply with all the conditions and terms of the permit, the Building Official may order some or all of the work to be completed to correct any hazardous conditions. The surety executing such bond, or such deposit, shall continue to be firmly bound under a continuing obligation for the payment of all necessary costs and expenses that may be incurred or expended by the City in causing any and all of such required work to be done and that said surety or the depositor assents to any lawful extension of time within which to construct and complete such work.

Such costs shall include an amount equal to the cost to the City of adm inistering the contract and supervising the work required. In the case of a cash bond, the deposit, or any unused portion thereof, shall be refunded to the depositor upon completion of the work to the satisfaction of the Building Official. The Building Off icial may release or exonerate the bond under appropriate conditions when the public health and welfare is not jeopardized.

F. New ownership. In the event of change of ownership during grading, the new owner shall secure a new grading permit and post a new bond to ensure completion of the grading.

G. Amount of bond. The amount for the bond shall be set at the discretion of the Building Official, considering such factors as the size of the site, the amount of earth material in either excavation or fill, drainage requirements, and other protective devices as needed to secure the safety of the site.

H. Installment refunds. When a substantial portion of the required grading work has been completed to the satisfaction of the Building Official, and when the c ompletion of the remaining grading work, site development or planting is delayed, the Building Official may accept the completed portion of the grading work and consent to the proportionate reduction of the bond to an amount estimated to be adequate to ensure completion of the grading work, site development or planting remaining to be performed. Only one such reduction shall be considered for each bond posted.

I. Entry upon premises. The Building Official, the surety company, or their duly authorized representative, shall have access to the premises described in the permit for the purpose of inspecting the progress of the work.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.75

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In the event of default in the performance of any terms or conditions of the permit, the surety or any person employed or engaged in his or her behalf shall have the right to go upon the premises to complete the required work, including the installation of temporary erosion control devices.

Should the permittee or the surety fail to perform the work described by the permit and the pl ans and specifications relating thereto or required by any applicable law, and it is determined by the Building Official that the public health, safety or general welfare is endangered by such failure, the Building Official may enter upon the premises to perform all or any part of such work, including the installation of temporary erosion control devices.

It shall be unlawful for the owner or any other person to interfere with the ingress and egress from such premises of any authorized representative or ag ent of any surety company or the City engaged in the work ordered by the Building Official.

18.75.040 – Excavations.

The slope of cut surfaces shall be no steeper than is safe for the intended use, and shall be no steeper than two (2) units horizontal to one (1) unit vertical (50 -percent slope) unless the owner or authorized agent furnishes a geotechnical report justifying a steeper slope.

EXCEPTIONS:

1. A cut surface shall be permitted to be at a slope of 1.5 units horizontal to one (1) unit vertical (67-percent slope) provided that all of the following are met:

a. It is not intended to support structures or surcharges.

b. It is adequately protected against erosion.

c. It is no more than eight (8) feet (2438 mm) in height.

d. Ground water is not encountered.

e. It is approved by the Building Official.

2. A cut surface in bedrock shall be permitted to be at a slope of one (1) unit horizontal to one (1) unit vertical (100-percent slope).

This section shall not be construed to waive t he requirements of the General Safety Orders of the California Department of Industrial Relations, nor the provisions of Section 832 of the California Civil Code concerning the rights of coterminous owners as to excavations.

18.75.050 – Fills.

A. General. Unless otherwise recommended in the geotechnical report, fills shall comply with the provisions of this section.

B. Surface preparation. The ground surface shall be prepared to receive fill by removing vegetation, topsoil and other unsuitable materia ls, and scarifying the ground to provide a bond with the fill material.

C. Benching. Where existing grade is at a slope steeper than five (5) units horizontal to one (1) unit vertical (20-percent slope) and the depth of the fill exceeds five feet (5’) benching shall be provided in accordance with Figure 18.75.050. A key shall be provided which is at least ten feet (10’) in width and two feet (2’) in depth.

THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.75

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For SI: 1 foot = 304.8 mm.

FIGURE 18.75.050

BENCHING DETAILS

D. Fill material. Fill material shall not include organic, frozen or other deleterious materials. No rock or similar irreducible material greater than twelve inches ( 12”) in any dimension shall be included in fills.

E. Compaction. All fill material shall be compacted to ninety percent (90%) of maximum density as determined by ASTM D 1557, Modified Proctor, in lifts not exceeding twelve inches ( 12”) in depth.

Where cohesionless soil having less than fifteen percent (15%) finer than 0.005 millimeter is used for fill, it shall be compacted to a minimum of ninety -five percent (95%) relative compaction based on maximum dry density. Every fill shall be tested for relative compaction by a soil testing agency approved by the Building Official. A compaction report including a Certificate of Compliance setting forth densities so determined shall be submitted to the Building Official before approval of any fill is given.

F. Maximum slope. The slope of fill surfaces shall be no steeper than is safe for the intended use. Fill slopes steeper than two (2) units horizontal to one (1) unit vertical (50 percent slope) shall be justified by a geotechnical report or engineering data.

18.75.060 – Setbacks.

A. General. Cut and fill slopes shall be set back from the property lines in accordance with this section.

Setback dimensions shall be measured perpendicular to the property line and shall be as shown in Figure 18.75.060, unless substantiating data is submitted justifying reduced setbacks.

TOP OFRLL
-s FT. ( 1 24 mm) OR GREATER
----
[

NATURAL SLOPE
,.,. .... _r-.,.
.... -----­--.,,. .... -- ___ ...
.,.--
~ ... .,, ,.
,- .----J
} 2 FT (610 mnv
KEY _ MII\IIMUt.l
,I
'-1 0 FT (3048 mm) MINIMUM
REMOVE UNSUITJ\Bl..E

MATERIAL
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.75

Department of Development Services: Building and Safety Bureau Page 367 of 393 Fire Department: Fire Prevention Bureau Final Version: 10-12-2022 Department of Public Works: Stormwater Division

For SI: 1 foot = 304.8 mm.

FIGURE 18.75.060

DRAINAGE DIMENSIONS

B. Top of slope. The setback at the top of a cut slope shall not be less than that shown in Figure

18.75.060, or than is required to accommodate any required interceptor drains, whicheve r is greater.

C. Slope protection. Where required to protect adjacent properties at the toe of a slope from adverse effects of the grading, additional protection, approved by the Building Official, shall be included.

Such protection may include but shall not be limited to:

1. Setbacks greater than those required by Figure 18.75.060.

2. Provisions for retaining walls or similar construction.

3. Erosion protection of the fill slopes.

4. Provisions for the control of surface waters.

18.75.070 – Drainage and terracing.

A. General. Unless otherwise recommended by a registered design professional, drainage facilities and terracing shall be provided in accordance with the requirements of this section.

EXCEPTION: Drainage facilities and terracing need not be provided where the ground slope is not steeper than three (3) unit horizontal to one (1) unit vertical (33-percent slope).

B. Terraces. Terraces at least six feet ( 6’) in width shall be established at not more than thirty foot (30’) 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.

HIS but 2 ft (610 mm) minimum
• nd n ed not o 041ed
20 n ( mm) max um
Property
LI
Top of
Slope
H/5 bin 2 (610 mm) min1mum
and need not exc d
10 ft. (3048 mm) ma,clmum
h
l
Propen
ine
I
THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.75

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Where more than two (2) terraces are required, one (1) terrace, located at approximately mid - height, shall be at least twelve feet (12’) in width.

Swales or ditches shall be provided on terraces. They shall have a minimum gradient of twenty (20) unit horizontal to one (1) unit vertical (5% / five percent slope) and shall be paved with concrete not less than three inches (3”) in thickness, or with other materials suitable to the application. They shall have a minimum depth of twelve inches (12”) and a minimum width of five feet (5’).

A single run of swale or ditch shall not collect runoff from a tributary area exceeding thirteen thousand and five hundred (13,500) square feet () (projected) without discharging into a down drain.

C. Interceptor drains. Interceptor drains shall be insta lled along the top of cut slopes receiving drainage from a tributary width greater than forty feet (40’), measured horizontally. They shall have a minimum depth of one foot (1’) and a minimum width of three feet ( 3’). The slope shall be approved by the Building Official, but shall not be less than fifty (50) unit horizontal to one (1) unit vertical (2% / two percent slope). The drain shall be paved with concrete not less than three inches (3”) in thickness, or by other materials suitable to the application. Discharge from the drain shall be accomplished in a manner to prevent erosion and shall be approved by the Building Official.

D. Drainage across property lines. Drainage across property lines shall not be permitted except for drainage that does not exceed that which existed prior to grading. Excess or concentrated drainage shall be contained on site or directed to an approved drainage facility. Erosion of the ground in the area of discharge shall be prevented by installation of nonerosive down drains or other devices.

E. Site drainage. All pads with cut or fill shall slope a minimum of two percent (2%) to an approved drainage device or to a public street. Where used, the drainage device shall be an adequately designed system of catch basins and drain lines that conducts the water to a public street.

EXCEPTION: Where the slope of the underlying natural ground does not exceed three percent (3%) and the compacted fill is less than three feet ( 3’) in depth, the slope of the pad may be reduced to one percent (1%).

F. Drainage around buildings. On all building sites, acceptable drainage devices shall be installed to conduct water around buildings whenever the distance from the building to the top of any slope is less than five feet (5’). Where used, the drainage device shall be an adequately designed system of catch basins and drain lines that conducts the water to a public street.

G. Maintenance of drainage. Drainage in conformance with the provisions of this chapter shall be maintained during and subsequent to construction.

18.75.080 – Erosion control.

A. 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.

EXCEPTION: Erosion control measu res need not be provided on cut slopes not subject to erosion due to the erosion-resistant character of the materials.

Erosion control for the slopes shall be installed as soon as practicable and prior to calling for final inspection.

B. Other devices. Where necessary, check dams, cribbing, riprap or other devices or methods shall be employed to control erosion and provide safety.

18.75.090 – Referenced standards.

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ASTM D1557-12E1 Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort [56,000 ft-lb/ft3 (2,700kN-m/m3)].

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CHAPTER 18.76 STREAMLINED PERMITTING PROCESS FOR ELECTRIC

VEHICLE CHARGING STATIONS

18.76.010 – General.

18.76.020 – Definitions.

18.76.030 – Permit application and submittal.

18.76.040 – Inspection.

18.76.050 – Permitting documentation.

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CHAPTER 18.76

STREAMLINED PERMITTING PROCESS FOR ELECTRIC VEHICLE CHARGING

STATIONS

18.76.010 – General.

A. Purpose. The purpose of this chapter is to promote and encourage the installation and use of electric vehicle charging stations by removing obstacles to, and minimizing the costs of, permitting for charging stations so long as the action their actions does not supersede the Building Of ficial’s authority to identify and address higher priority life -safety situations . Consistent with Section s 65850.7 and 65850.71 of the California Government Code, this chapter creates an expedited and streamlined permitting process for the installation of electric vehicle charging stations.

B. Permits required. Electric vehicle charging stations shall not be installed or used without first having obtained a permit as required by Section 18.04.010.

C. Submittal d ocuments. Submittal documents shall be governed by Chapter 18.05, except as provided in Section 18.76.030.

D. Fee. Fees for electric vehicle charging stations shall be governed by Chapter 18.06.

E. Inspection. Inspections shall be governed by Chapter 18.07.

F. Effective date. This chapter shall apply to all projects for the installation and use of electric vehicle charging stations submitted on or after September 30, 201 6. The applicable time period required by Section 65850.71 of the California Government Code shall apply to all projects for the installation and use of electric vehicle charging stations submitted on or after January 1, 2022.

18.76.020 – Definitions.

Unless otherwise expressly stated, the following words and terms shall, for the purpose of this chapter, have the meanings shown in this section. Where the words or terms are not defined in this section, Chapter 18.02 shall apply.

"Electronic submittal" means the utilization of one or more of the following:

1. E-mail;

2. Internet; or

3. Facsimile.

“Electrical vehicle charging station” or “charging station” or “EVCS” means an electric vehicle charging station as defined by Section 202 of Chapter 2 of the California Green Building Standards Code as adopted in Chapter 18.47 that is designed and built in compliance with Article 625 of the California Electrical Code adopted in Chapter 18.4 2 and delivers electricity from a source outside an electric vehicle into a plug-in electric vehicle.

18.76.030 – Permit application and submittal.

A. Application for permit. An application for a permit shall be governed by Section 18.04.030.

B. Submittal. Application for a permit and supporting documents may be submitted to the Building Official in person, by mail, or by electronic submittal together with all required fees.

C. Electronic signature. The Building Official is authorized to accept an electronic signature on all forms, applications, and other documents in lieu of a wet signature by an applican t.

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D. Action on application. An application for a permit and supporting documents that satisfies the information requirements in the checklist required by Subsection 18.76.050.A, as determined by the Building Official, shall be deemed complete.

Upon confirmation by the Building Official of the application for a permit and supporting documents being complete and meeting the requirements of the checklist, and consistent with this chapter, the Building Official shall administratively approve the applicatio n for a permit and supporting documents and issue the required permit.

Upon receipt of an incomplete application for a permit or supporting documents, the Building Official shall issue a written correction notice detailing all deficiencies in the applica tion for a permit or supporting documents and any additional information required to be eligible for expedited and streamlined permitting in this chapter.

E. Technical review. It is the intent of this chapter to encourage the installation of EVCS by remo ving obstacles to permitting for EVCS provided the action does not supersede the Building Official’s authority to address higher priority life -safety situations. If the Building Official makes a finding based upon substantial evidence that the EVCS could h ave a specific adverse impact upon the public health or safety, the Building Official may require the applicant to apply for a use permit and may not be eligible for expedited and streamlined permitting in this chapter.

F. Validity of permit. The validity of permit shall be governed by Section 18.04.050.

18.76.040 – Inspection.

Inspection by the Building Official and/or Fire Code Official shall conform to the requirements of Chapter

18.07. A consolidated inspection by the Building Official and F ire Code Official may be performed at their discretion.

18.76.050 – Permitting documentation.

A. Checklist. The Building Official is hereby authorized and directed to develop and adopt a checklist of all requirements with which EVCS shall comply to be eligible for expedited and streamlined permitting in this chapter. The checklist shall substantially conform, as deemed necessary and appropriate by the Building Official, to the most current version of the “Zero -Emission Vehicles in California: Community Readiness Guidebook” published by the California Governor's Office of Planning and Research (hereinafter referred to as "Guidebook"). The Building Official is authorized to modify the checklist from time to time due to unique climactic, geological, seismological, topographical or environmental conditions.

B. Other documents. The Building Official shall prepare, maintain, and update, as deemed necessary and appropriate, in cooperation with other City departments and stakeholders, informational bulletins, training manuals and educational materials to assist in the implementation of this chapter.

C. Publicly accessible. The Building Official shall publish the checklist and other documents on a publicly accessible internet website, where possible, or other publicly accessible location.

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CHAPTER 18.77 STREAMLINED PERMITTING PROCESS FOR SOLAR ENERGY

SYSTEMS AND ENERGY STORAGE SYSTEMS

18.77.010 – General.

18.77.020 – Definitions.

18.77.030 – Permit application and submittal.

18.77.040 – Inspection.

18.77.050 – Permitting documentation.

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CHAPTER 18.77

STREAMLINED PERMITTING PROCESS FOR SOLAR ENERGY SYSTEMS AND

ENERGY STORAGE SYSTEMS

18.77.010 – General.

A. Purpose. The purpose of this chapter is to promote and encourage the installation and use of solar energy systems and energy storage systems by limiting obstacles to their use and minimizing the permitting costs of such system. Consistent with Sections 65850.5, 65850.52, 65850.55, 65850.8, and 66015 of the California Government Code, this chapter creates an expedited permitting process for solar energy systems and energy storage systems.

B. Permits required. Solar energy systems and energy storage systems shall not be installed or used without first having obtained a permit as required by Section 18.04.010.

C. Submittal documents. Submittal documents shall be governed by Chapter 18.05, except as provided in Section 18.77.030.

D. Fee. Fees for solar energy systems and energy storage systems shall be governed by Subsections

18.06.010.A or 18.06.020.A in accordance with Section s 65850.55 and 66015 of the California Government Code.

E. Inspection. Inspections shall be governed by Chapter 18.07, except as provided in Secti on

18.77.040.

F. Effective date. This chapter shall apply to projects for the installation and use of solar energy systems submitted on or after September 30, 2015 and energy storage systems submitted on or after September 30, 2023.

18.77.020 – Definitions.

Unless otherwise expressly stated, the following words and terms shall for the purpose of this chapter have the meanings shown in this section. Where the words or terms are not defined in this section, Chapter 18.02 shall apply.

"Electronic submittal'' means the utilization of one or more of the following:

1. E-mail;

2. Internet; or

3. Facsimile.

“Energy storage system” or “ESS” has the same meaning as set forth in the California Residential Code, California Electrical Code, and California Fire Code as adopted in Chapters 18.41, 18.42, and 18.48.

“Residential energy storage system” has the same meaning as set forth in Paragraph (2) of Subdivision (a) of Section 65850.52 of the California Government Code.

“Residential solar energy system” has the same meaning as set forth in Paragraph (3) of Subdivision (a) of Section 65850.52 of the California Government Code.

"Solar energy system" has the same meaning as set forth in the California Building Code, California Residential Code, California Electrical Code, and California Fire Code as adopted in Chapters 18.40,

18.41, 18.42, and 18.48.

18.77.030 – Permit application and submittal.

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A. Application for permit. An application for a permit shall be governed by Section 18.04.030.

B. Submittal. Application for a permit and supporting documents may be submitted to the Building Official in person, by mail, or by electronic submittal together with all required fees.

C. Electronic signature. The Building Official is authorized to accept an electronic signature on all forms, applications, and other documents in lieu of a wet signature by an applicant.

D. Action on application. An application for a permit and supporting do cuments that satisfies the information requirements in the checklist and standard plan, as determined by the Building Official, shall be deemed complete.

Upon confirmation by the Building Official of the application for a permit and supporting documents being complete and meeting the requirements of the checklist and standard plan, and consistent with this chapter, the Building Official shall administratively approve the application for a permit and support documents and issue the required permit.

Upon receipt of an incomplete application for a permit or supporting documents, the Building Official shall issue a written correction notice detailing all deficiencies in the application for a permit or supporting documents and any additional information required to be eligible for expedited permitting in this chapter.

E. Validity of permit. The validity of permit shall be governed by Section 18.04.050. Such permit does not authorize an applicant to connect the solar energy system or energy storage system to the local utility provider's electricity grid. The applicant is responsible for obtaining such approval or permission from the local utility provider.

18.77.040 – Inspection.

A. Number of inspections. Notwithstanding Chapter 18.07 to the contrary, solar energy systems eligible for expedited permitting in this chapter shall only be required to have one inspection by the Building Official and/or Fire Code Official. If the solar energy system fails inspection, a subsequent inspection by the Building Official and/or Fire Code Official is authorized and shall conform to the requirements of Chapter 18.07.

B. Consolidated inspection. A consolidated inspection by the Building Official and Fire Code Official may be performed at their discretion.

18.77.050 – Permitting documentation.

A. Checklist and standard plan. The Building Official is hereby authorized and directed to develop and adopt a checklist and standard plan of all requirements with which solar energy systems or energy storage system shall comply to be eligible for expedited permitting in this chapter. The checklist and standard plan shall substantially conform, as deemed necessary and appropriate by the Building Official, to the checklists and standard plans contained in the most current version of the California Solar Permitting Guidebook as adopted by the Governor's Office of Planning and Research ("Guidebook") or other available resources developed by state agency or department , where appropriate. The Building Official is authorized to modify the checklist and standard plan found in the Guidebook or other available resources due to unique climactic, geological, seismological, or topographical conditions.

B. Other documents. The Building Official shall prepare, maintain, and update. as deemed necessary and appropriate, in cooperation with other City departments and stakeholders, informational bulletins, training manuals and educational materials to assist ln the implementation of this chapter.

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C. Publicly accessible. The Building Official shall publish the checklist, standard plan, and other documents on a publicly accessible internet website, where possible, or other publicly accessible location.

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CHAPTER 18.78 CONSTRUCTION IN THE VICINITY OF ABANDONED OIL WELLS

18.78.010 – Applicability.

18.78.020 – Exemptions.

18.78.030 – Definitions.

18.78.040 – Prerequisites.

18.78.050 – Well Safety Evaluation Submittal requirements.

18.78.060 – Well abandonment request.

18.78.070 – Equivalency abandonment standard.

18.78.080 – Wells not accessible.

18.78.090 – Long-term safety evaluation.

18.78.100 – Above-well head mitigation.

18.78.110 – Leak test request.

18.78.120 – Leak testing.

18.78.130 – Vent cone.

18.78.140 – Horizontal pipes.

18.78.150 – Vent risers.

18.78.160 – Site clean-up.

18.78.170 – Methane mitigation.

18.78.180 – Exposure period.

18.78.200 – Indemnity Agreement.

18.78.210 – Declaration of covenant.

18.78.220 – Notice of well abandonment.

18.78.230 – Fees.

18.78.240 – Post construction protocols.

18.78.250 – Enforcement and violation.

18.78.260 – Site restoration for vacated projects.

18.78.270 – Adoption of administrative rules.

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CHAPTER 18.78

CONSTRUCTION IN THE VICINITY OF ABANDONED OIL WELLS

18.78.010 – Applicability.

All construction activities on a privately -owned parcel or on a tract or parcel containing an abandoned oil/gas well or wells shall meet the requirements of this Chapter. Construction activities on a privately - owned parcel or on a tract or parcel with active or idle wells shall comply with Chapter 18.48 of this Code. Construction projects involving assembly uses, caregiving facilities/hospitals, or schools such as those with an "A," "I," or "E" occupancy classification, as well as all "high rise" occupancy classifications shall meet the current CALGEM standards.

18.78.020 – Exemptions.

Additions or Modifications. Additi ons or modifications to existing structures that are less than fifty (50) percent of the existing floor area of that structure, and which maintain the "Separation Rule" as defined herein are exempt from the provisions of this Chapter.

18.78.030 – Definitions.

Unless otherwise expressly stated herein, the following words and terms shall, for the purpose of this Chapter, have the meaning set forth in this Section. Where the words or terms are not defined in this Section, Chapter 18.02 of this Code shall apply.

A. "Applicant" means a permit applicant, developer, owner, permittee, operator, or a representative of the owner who is applying for a building or grading permit to construct in the vicinity of an abandoned oil/gas well(s);

B. "Close Vicinity" means a well located within the Separation Rule of an abandoned well;

C. "Construction Activity" means construction activity including, but not limited to, grading, paving, and/or structure development;

D. "Geologic Energy Management Division" or "CALGEM" means the State of California agency, or any successor agency, responsible for overseeing the drilling, operation, maintenance, plugging or abandonment of oil, natural gas, or geothermal wells;

E. "Development Coordinator" means the Building Official, or designated representative(s) with the authority to review construction activity in the vicinity of oil/gas wells;

F. "Operator" means any person drilling, maintaining, operating, pumping, or in control of any well;

G. "Peer Review" means a consultant/team pre-approved by the Development Coordinator that is charged with the review of oil/gas well abandonment;

H. "Permittee" means any person or entity seeking to obtain a permit from the City;

I. "Project Boundary" means the entire proposed construction site, parcel or tract, including the entire area of each and every site, parcel, or tract involved;

J. "Qualified Professional" means a petroleum engineer currently registered in the State of California and possessing experience in oil/gas well abandonment;

K. "Separation Rule" means providing ten (10) feet of separation on two sides of the well, fifty (50) feet of separation on the third side of the well, and the remaining side of the well open, with an unobstructed vertical clearance for well service and rig access; THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.78

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A well will meet the Separation Rule if it meets the above definition or if the applicant can demonstrate to the Development Coordinator that the proposed project will maintain appropriate and safe standard/conventional rig access to the well.

18.78.040 – Prerequisites.

Applicants shall complete the following prerequisite items prior to applying for a grading or building permit for construction within the project boundary:

A. Entitlements. Obtain all of the required land use entitlements of Title 21 (Zoning);

B. Identify all active, idle, or abandoned wells within the project boundary and all off -site active, idle, or abandoned wells within one hundred (100) feet of the proposed onsite structure(s);

C. Construction Site Well Review. Complete and submit a Construction Site Well Review (CSWR) Application to CALGEM;

D. Well Safety Evaluation. Prepare a Well Safety Evaluation per Section 18.78.050;

E. Leak test Inspection Request. Submit a leak test inspection request to the De velopment Coordinator per Section 18.78.110.

18.78.050 – Well Safety Evaluation Submittal requirements.

A well safety evaluation report shall be submitted to the Development Coordinator for wells within the project boundary and off -site wells within one hundred (100) feet of any proposed structure(s). The report shall include the following:

A. Well Status Report. A Well Status Report by CALGEM, or any successor agency, must be current to within the last twelve (12) months of formal project submittal to P lan Check and be inclusive of all relevant well work. A duplicate of the entire data package submitted to CALGEM shall also be submitted to the Development Coordinator;

B. Well Exhibit. A Well Exhibit shall be submitted to the Development Coordinator for review. The Well Exhibit shall contain all of the following elements:

1. A Site plan that illustrates all active, idle, or abandoned wells and the location and function of all existing and proposed development, including, but not limited to, paved surface s, auxiliary structures, and occupied structures within the property boundary. Off -site wells within one hundred (100) feet of a proposed structure shall also be shown on the site plan;

2. For wells within the property boundary:

a. Diagram and description of any wells' drill rig accessibility within twenty -four (24) hours of any emergency. Compliance with the Separation Rule shall be clearly shown. If inaccessible within twenty -four (24) hours, a detailed written plan to provide access, including an approximate minimum time when access will be provided, shall also be required;

b. Results of leak testing: Applicants shall perform leak testing in accordance with Section

18.78.110.

C. Oil Well Assessment: An oil well assessment shall be submitted for all wells not abandoned to current CALGEM, or successor agency standards that are located within the project boundary and/or within one hundred (100) feet of a proposed on-site structure. The oil well assessment shall include:

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1. A Well bore diagram for each well;

2. The Well bore diagram shall include:

a. The Well diameter;

b. The Casing and liner specifications and setting depths;

c. All cementing operations, including calculations of cement volumes;

d. Depths of various hydrocarbon zones and fresh-saltwater interfaces; and

e. Any other data required by the Development Coordinator to analyze the current conditions of the well, including casing recovery operations and the presence of debris in the well hole.

D. Off-site wells within one hundred (100) feet of a proposed on-site structure: If information on a well is unavailable, wells shall be considered active in accordance with Chapter 18.48 of the Long Beach Municipal Code.

E. Wells inaccessible by an emergency rig within twenty-four (24) hours will require further evaluation in accordance with Section 18.78.080.

18.78.060 – Well abandonment request.

A. Equivalency Request. An Equivalency Standard Request shall be submitted to the Development Coordinator for wells not abandoned to the current CALGEM standards, and which are affected by Construction Activity. The Request shall include the following:

1. Statement. A written statement setting forth the basis for the request and substantiating any claim of impracticality or hardship, for a Code modification, or a finding of equivalency to the existing Code requirements for any proposed alternative materials, design, or methods of abandonment or equipment utilization;

2. Any additional relevant information regarding the property, including nearby water injection wells, faults, floodplains, tsunami and/or seiche zones, landslide, or seismic consideration(s);

3. Leak test results in accordance with Section 18.78.120;

4. Long-term Safety Evaluation pursuant to Section 18.78.090, for any development proposing to build in close proximity to, or over an abandoned well(s);

5. The Report shall be stamped, signed, and dated by a Qualified Professional.

B. Review. The Development Coordinator shall have the authority to approve the well(s) "as -is", impose conditions in accordance with Section 18.78.220; or approve the Well Abandonment Equivalency request, and allow the well(s) to be abandoned in accordance with this Chapter, or deny the Well Abandonment Equivalency request if the Development Coordina tor is not able to verify the information provided in the report;

C. Wells within the project boundary and unaffected by Construction Activity, which are not abandoned to any approved current or prior CALGEM standard, may be required to undergo review by the Development Coordinator. The Development Coordinator shall have the authority to approve the well(s) "as-is", or approve alternative abandonment methods, or impose appropriate development conditions.

18.78.070 – Equivalency abandonment standard.

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Construction proposed over, or within close proximity to, abandoned wells shall not be permitted unless the Development Coordinator has determined that the well(s) has been abandoned in accordance with CALGEM, or any successor agency's current abandonment standards, or to the City's equivalency standards. Equivalency abandonment requests must be reviewed and approved in accordance with Section 18.78.060 prior to abandonment, and in accordance with the following equivalency standards:

A. A cement plug located at the depth of the last oil/gas zone produced from the well. All perforations shall be plugged with cement, and the plug shall extend at least one hundred (100) feet above the top of a landed liner, the uppermost perforations, the casing cementing poin t, the water shut -off holes, or the oil or gas zone, whichever is higher. If wellbore conditions prevent placement of the plug at the depth of the last zone produced from the well, approximately one hundred (100) feet of cement shall be placed inside and outside of the casing above (but as close as possible to) the last zone produced from the well, but no higher than the base of the fresh water zone;

B. A cement plug located at the depth of the base of the freshwater zone in the well. If there is cement behind the casing across the fresh-saltwater interface, a one hundred (100) foot depth cement plug shall be placed inside the casing across the interface. If the top of the cement behind the casing is below the top of the highest saltwater sands, squeeze -cementing shall be required through perforations to protect the freshwater deposits. In addition, a one hundred (100) foot cement plug shall be placed inside the casing across the fresh-saltwater interface;

C. A cement plug located at the surface. The hole a nd all annuli shall be plugged at the surface with a cement plug extending at least fifty (50) feet from the top of the cut-off well casing;

D. Leak Test. Leak testing shall be performed per Section 18.78.120;

E. Vent Cones. Vent cone(s) shall be installed in accordance with Section 18.78.140;

F. Indemnity Agreement and Declaration of Covenant. The Applicant/Property Owner shall submit and execute an Indemnity Agreement per Section 18.78.200 and a declaration of covenant per Section 18.78.210 to the satisfaction of the City Attorney.

G. Approval for Permit. Upon receipt of the City's approval per Section 18.78.220, the Applicant may obtain the required permit(s) in accordance with the City's Building Code requirements.

18.78.080 – Wells not accessible.

A. Access. Due to the uncertainty of future conditions, Applicants are encouraged to provide rig access when proposing to develop in close proximity to, or over wells;

B. Methane Mitigation. Wells with limited or no access shall be required to provide methane mitigation in accordance with Chapter 18.79 of this Code for construction projects being developed in close proximity to, or over wells, with no or limited rig access;

C. Confirmation. If the City cannot verify the well abandonment to either CAL GEM's current standard or the City's equivalency standard, the well shall be abandoned so that the well passes the leak test and the well shall remain accessible for future testing and no building development shall occur in close proximity to, or over the well.

18.78.090 – Long-term safety evaluation.

A. Purpose. Development projects with structures in close proximity to, or over an abandoned well, shall submit a Long-term safety evaluation;

B. Submittal. The Long-term safety evaluation shall provide a justification for any lack of rig access.

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18.78.100 – Above-well head mitigation.

The Applicant's Qualified Professional shall submit mitigation plans for Development Coordinator review in compliance with the City Standards for the well cone an d vent system. The location of the well(s) and the associated vent piping system shall be noted on the site plan and the foundation plan, in addition to pages dedicated to the well protection system.

18.78.110 – Leak test request.

A leak test request sha ll be submitted to the Development Coordinator setting forth the following in accordance with Building and Safety Bulletin BU-054.

18.78.120 – Leak testing.

Leak testing in accordance with Building and Safety Bulletin BU-054.

18.78.130 – Vent cone.

Shall be installed in accordance with Building and Safety Bulletin BU-054.

18.78.140 – Horizontal pipes.

Shall be installed in accordance with Building and Safety Bulletin BU-054.

18.78.150 – Vent risers.

Vent risers shall be installed in accordance with Building and Safety Bulletin BU-054.

18.78.160 – Site clean-up.

Any potential site cleanup shall be under the direction of City of Long Beach Health Officer or designee, and grading and compaction around the well head shall be per the gra ding permit requirements of the City.

18.78.170 – Methane mitigation.

Building construction projects shall be mitigated in accordance with the requirements of Chapter 18.79 of this Code.

18.78.180 – Exposure period.

A. Exposure period. If an oil well i s abandoned through the City's Equivalency Standards, the associated leak testing is valid for the duration of one (1) year;

B. Significant event. A leak test shall be performed to the satisfaction of the Development Coordinator in accordance with Section 18.78.120 if the site experiences a significant event such as an earthquake, flooding, fire or other natural or manmade events;

C. Project Delay. Construction delays of more than one (1) year will require the owner/operator to perform a leak test pursuant Section 18.78.120;

D. Speculative projects. Proposals to abandon a well in accordance with the City's equivalency process, but without a proposed development, shall be permitted in accordance with this Chapter.

The Indemnity Agreement and Declaration of Covenant shall be recorded with the County Recorder's Office prior to issuance of the Well Abandonment Approval Notice.

18.78.200 – Indemnity Agreement.

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Upon project plan approval, the Applicant shall fully execute and record an "Indemnification for Construction in the Vicinity of Abandoned Oil Well(s)" in a format required by the City and approved by the City Attorney's Office for any wells that do not meet the current (at the time of property development) CALGEM standards for abandonment and/or maintenance accessibility or building separations.

18.78.210 – Declaration of covenant.

Prior to final approval of any grading or building permit for development within the close proximity to, or over a former oil/gas well, the permittee/applicant shall record a declaration of covenant, in a form subject to the review and approval of the City Attorney, putting future owners and occupants on notice of the following: the existence of abandoned oil wells on the site; that the wells within the site have been leak tested and found not to leak based on the date that testing was performed; an acknowledgment that CALGEM may order the re -abandonment of any well should it leak in the future; an acknowledgment that CALGEM does not recommend building over wells; and releasing and indemnifying the City and its various employees and agents for issuing project permits or granting any approvals. The covenant shall run with the land, apply to future owners or successors in interest, and may only be released by the City in writing. The Declaration of Covenant shall be recorded with the County Recorder's Office prior to the issuance of any permits.

18.78.220 – Notice of well abandonment.

A. Well Abandonment Request and Equivalency Standard Review. T he Development Coordinator or designee, including, but not limited to, the City's Peer Review consultant, shall review the Well Safety Evaluation report and other relevant information provided by the applicant for well(s) that are submitted for Well Abandonment Requests and Equivalency Standard considerations in order to determine if the well abandonment is adequate to prevent hydrocarbons from reaching the surface of the well. The determination shall be based on, at a minimum, a review of a history of all work performed on the well, and an independently constructed detailed wellbore diagram showing the current condition of the well;

B. Safety Assessment Letter. The Development Coordinator or designee, including, but not limited to, a Peer Review Consultant, shall provide a Safety Assessment Letter based on provided relevant project documentation to determine if the well(s) abandonment complies with the equivalency abandonment standard;

C. Inspections. Field inspections for the well abandonment will be based on receiving a final CALGEM approval letter for wells that will be abandoned to current CALGEM standards. For a well abandonment that will be submitted through the City's "Equivalency Standards", a certification letter shall be required from the projects Qualified Professional Engineer.

18.78.230 – Fees.

Well Safety Evaluation review fees consisting of peer review, well head inspection, leak test inspection, and Alternate Materials and Methods of Construction fees for oil well abandonment proj ects shall be paid in accordance with the latest Master Fee Resolution and City Schedule of Fees.

18.78.240 – Post construction protocols.

The Owner/Applicant shall be responsible for monitoring and project maintenance.

18.78.250 – Enforcement and violation.

The Building Official is hereby authorized and directed to enforce the provisions of this Chapter in accordance with Section 18.03.020.

18.78.260 – Site restoration for vacated projects.

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Should the developer/applicant decide not to continue site development, all excavations for any well discoveries shall be restored to their original condition prior to well discovery disturbance.

18.78.270 – Adoption of administrative rules.

The City Manager, or designee, is authorized and directed to promptly adopt administrative rules, including but not limited to, Building and Safety Bulletins, supplemental to the provisions of this Ordinance as necessary or appropriate to implement the Ordinance. The provisions of this Ordinance and the rules ad opted by the City Manager, or designee, shall be provided to property owners, developers, potential developers, and other interested members of the public to the widest extent practical. No person shall fail to comply with any such regulation as adopted.

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CHAPTER 18.79 METHANE GAS MITIGATION

18.79.010 – Purpose.

18.79.020 – Scope.

18.79.030 – Definitions.

18.79.040 – Applicability.

18.79.050 – Exemptions.

18.79.060 – Methane soil gas investigation.

18.79.070 – Methane gas mitigation design requirements.

18.79.080 – Operation and maintenance plan.

18.79.090 – Qualified professional project certification.

18.79.100 – Covenant and agreement.

18.79.110 – Reference standards.

18.79.120 – Adoption of administrative rules.

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CHAPTER 18.79

METHANE GAS MITIGATION

18.79.010 – Purpose.

This chapter sets forth the minimum requirements of the City of Long Beach for control of methane gas intrusion emanating from geologic formations. The requirements do not regulate flammable vapor that may originate in and propagate from other sources, which inc lude, but are not limited to, ruptured hazardous material transmission lines, underground atmospheric tanks, or similar installations.

18.79.020 – Scope

The provisions of this chapter shall govern methane gas mitigation systems for all buildings and structures. Additional requirements shall apply as follows:

1. Methane gas mitigation system submittal documents shall be required for any project with a methane gas mitigation system in accordance with Subsection 18.05.030.A Item 8.

2. Methane gas mitigation inspection and plans examination fees shall be required for any project with a methane gas mitigation system in accordance Sections 18.06.010 and 18.06.020.

3. Methane gas mitigation inspections shall be required for any project with a methane gas mitigation system in accordance with Section 18.07.050. A preconstruction meeting shall be scheduled with the Building Official or a duly designated representative prior to installation of the methane gas mitigation system

18.79.030 – Definitions.

The following terms shall have the following meanings, unless otherwise clearly apparent from the context:

"Combustible soil gas" means flammable gas within soil pores.

”Development Projects” means newly constructed buildings or structures, additions to existing buildings or structures, or alterations of fifty (50) percent or greater to the existing foundations, slabs -on-grade, or raised floors of existing buildings or structures.

"Flammable Gas" means a gaseous substance capable of sustai ning combustion or explosion, as defined in the California Fire Code as adopted in Chapter 18.48.

"Gas Membrane Barrier" means a manufactured membrane barrier designed to prevent the transmission of methane with a minimum dry thickness of fifteen (15) mils and a gas transmission rate (GTR) of less than forty (40) milliliters per square meter day (ml/m2-D), when tested in accordance with the American Society for Testing and Materials D1434 standard.

"Methane Gas" means the hydrocarbon substance commonly known as "natural gas," chemical formula CH4. For the purpose of this definition, natural gas from the distribution system of a utility company is exempt and excluded from the scope of this Chapter.

"Methane Gas Detection and Alarm System" means one or more electrical devices capable of continuous monitoring for the presence of methane gas in accordance with Section 18.79. 070. Alarm systems shall consist of audible and visual alarms capable of alerting occupants that a hazardous atmosphere exists.

"Methane Gas Mitigation System" means a collection of building systems designed to mitigate the accumulation of methane gas to less than hazardous levels within a structure. This includes a designed collection system of piping components located beneath a structure to vent combustible soil gas to the THE 2023 PROPOSED AMENDMENTS TO TITLE 18 OF THE LBMC – CHAPTER 18.79

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atmosphere; heating, ventilation, and air conditioning (HVAC) systems to introduce outdoor air into a structure to ventilate accumulated methane; and sensors and alarms to detect concentrations of methane gas, activate HVAC and/or active methane mitigation, and alert occupants to the presence of methane gas.

1. Active Methane Gas Mitigation System: The complete designed piping system originating below a building or structure and terminating above the building or structure with a motorized evacuation device to exhaust accumulated gases;

2. Passive Methane Gas Mitigation System: A non -powered piping system originating below a building and terminating outside of the building using natural air flow for venting accumulated gases.

"Qualified Professional" means a California Registered Professional Civil Engineer, Petroleum Engineer, or Geologist with experience in the design and construction of methane gas mitigation systems.

"Site Design Level " means a designated level assigned to a project site based on the concentration and pressure of methane gas detected during shallow and soil gas probe tes ting or as indicated in Section 18.79.060.

"Soil Gas Investigation" means a scientific investigation performed in accordance with Section

18.79.060 conducted under the direction of a Qualified Professional for the purpose of determining the locations and concentrations of combustible soil gas.

"Subslab Vent Piping" means polyvinyl chloride (PVC), high-density polyethylene (HDPE), acrylonitrile butadiene styrene (ABS), or strip composite perforated piping, or equivalent, with a minimum diameter of three (3) inches.

"Vertical Vent Risers" means cast-iron or galvanized steel piping with a minimum diameter of three (3) inches connecting subslab piping to the atmosphere.

18.79.040 – Applicability.

The methane gas mitigation requirements of this chapter shall be required for all development projects, unless exempted by Section 18.79.050, located in the following areas:

A. All areas overlying petroleum -bearing formations and within the limits of a pe troleum reservoir's boundary, as mapped by the State Geological Energy Management Division (CALGEM, or any successor agency). Properties or parcels which partially fall into the areas described herein are fully subject to the methane gas mitigation measure s required by this Chapter, for the entire property.

B. All areas three hundred (300) feet or less from any active oil or gas well, or one hundred (100) feet or less from any idle and/or abandoned oil or gas well.

C. All areas one thousand (1,000) feet or less from the refuse footprint of any existing or new landfill or disposal site.

D. Where the building official determines a significant hazard exists from methane gas intrusion at any location within the City, the Building Official is authorized to enforce the requirements of chapter

18.79 as required to prevent a potential fire or explosion due to methane gas concentrations.

18.79.050 – Exemptions.

The following development projects are exempt from the provisions of this chapter:

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1. Buildings or structures with permanent natural ventilation, such as but not limited to, open parking structures, carports, patio covers or similar open structures.

2. Buildings or structures with raised foundations providing adequate underfloor ventilation s.

3. Alterations to existing buildings or structures where less than fifty (50) percent of the existing foundations and slabs-on-grade are replaced.

4. Newly constructed buildings or structures accessory to an existing one- or two-family dwelling that are less than fifty (50) percent of the area of the existing one- or two-family dwelling.

5. Addition to existing buildings or structures that are less than fifty (50) percent of the floor area of the existing building or structure.

6. Any development project where methane soil gas testing indicates that methane gas concentrations and pressure s on the project site are less than those required for a Site Design Level I classification in accordance with Section 18.79.060.

18.79.060 – Methane soil gas investigation.

A. Methane soil gas testing shall be required for all development projects located within any area as indicated in Section 18.79.040. Testing shall be in accordance with the policies and criteria established by the Building Official.

Exceptions. Methane soil gas testing is not required for any of the following:

1. One- and two-family dwellings that comply with the Site Design Level I methane gas mitigation system requirements.

2. Any development project that complies with the Site Design Level III methane gas mitigation system requirements.

3. Any development project that complies with Chapter 18 .78 Construction in the Vicinity of Abandoned Oil Wells and Site Design Level III methane gas mitigation system requirements.

B. Methane soil gas investigation shall classify the development project into one of the following Site Design Levels:

Level I: Concentrations of methane soil gas less than fifty -thousand (50,000) ppmv and greater than one-thousand (1,000) parts per million by volume ( ppmv), and measured pressure less than two (2) inches of water column (WC).

Level II: Concentrations of methane gas up to fifty-thousand (50,000) ppmv , and measured pressure greater than two (2 ) inches of water column (WC), or concentrations of methane gas between fifty -thousand (50,000) ppmv and three -hundred thousand (300,000) ppmv, at all pressures.

Level III: Concentrations of methane gas greater than three hundred thousand (300,000) ppmv.

18.79.070 – Methane gas mitigation design requirements.

The development project shall provide a methane gas mitigation system with the required mitigation features indicated in Table 1 of this section.

TABLE 1

METHANE GAS MITIGATION SYSTEM DESIGN REQUIREMENTS

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SITE DESIGN LEVELb
MITIGATION FEATURE REQUIREMENTSa LEVEL I LEVEL II LEVEL III Methane Gas Membrane Barrier X X X
Perforated Subslab Vent Piping X X X
Vertical Vent Risers X X X
Methane Gas Detection System (in-room and vent risers) X X Methane Gas Alarm System X X
Control Panel X X
Mechanical Ventilation X X
Mechanical Subslab Extraction X
Pavement Venting X X
Signs X X X
Conduit or Cable Seal Fittings X X X
Trench Dam X X X

a. Methane gas mitigation features, as required in this Table, shall be designed and detailed in accordance with the policies and criteria established by the Building Official. b. Site Design Level shall be determined by a methane soil gas investigation in accordance with Section

18.79.060.

18.79.080 – Operation and maintenance plan.

An operation and maintenance plan shall be required for development projects with methane mitigation features provided for Site Design Levels II or III. The plan shall be prepared by a Qualified Professional.

Specification for the repair of the methane gas mitigation system s shall be provided to the property owner or authorized agent of the property owner for development projects with mitigation features provided for Site Design Level I.

A. The operation and maintenance plan shall contain the following information:

1. An e mergency response procedure including, but not limited to, an outlined procedure for emergency response to methane gas intrusion , contact information for the Fire Department and other individuals critical during emergency response, and requirements for conspicuous posting of emergency contact information and emergency response procedures.

2. The locations of equipment and components of the methane gas mitigation system, including, but not limited to the control panel, methane gas detection and alarm system components and any other related equipment or components.

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3. Specification for the repair of the methane gas mitigation system.

4. Specification of the required frequency of m ethane gas detection and alarm system testing.

The frequency of testing shall not exceed twelve (12) months.

B. The property owner or authorized agent of the property owner shall be provided with detailed operation and maintenance instructions for the methane gas mitigation system.

C. Testing records shall be maintained by the property owner for a period determined by the Building Official. Such records shall be made available to the Building Official upon request.

18.79.090 – Qualified professional project certification.

After completion of testing of the methane gas mitigation system and prior to final inspection , a final testing report and project certification of the methane gas mitigation system, signed by the Qualified Professional, shall be provided to the Building Official. The project certification shall be provided upon a form prescribed by the Building Official, including a written statement from the Qualified Professional indicating the structure is free from methane gas and can be safely occupied.

18.79.100 – Covenant and agreement.

Prior to the final inspection, the property owner shall file with the Building Official on a form approved by the City Attorney an agreement binding such property owner, heirs and assignees, to maintain and operate the methane gas mitigation system in accordance with the requirements specified on the construction documents approved by the City. Such agreement shall be recorded in the County Recorder's Office.

18.79.110 – Reference Standards.

ASTM D1434-82(2015)E1 – Standard Test Method for Determining Gas Permeability Characteristics of Plastic Film and Sheeting

18.79.120 – Adoption of administrative rules.

The City Manager, or designee, is authorized and directed to promptly adopt administrative rules, which may be in the form of information bulletins, supplemental to the provisions of this chapter as necessary or appropriate to implement th is chapter. The provisions of this chapter and the rules adopted by the City Manager, or designee, shall be provided to property owners, developers, potential developers, and other interested members of the public to the widest extent practical. No person shall fail to comply with any such information bulletin, rule or regulation.

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CHAPTER 18.99 FINDINGS

18.99.010 – Purpose.

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CHAPTER 18.99

FINDINGS

18.99.010 – Purpose.

A. The provisions of this title contain certain changes, deletions, modifications and additions to the 2022 Edition of the California Building Standards Code adopted by the City. Chapters and sections of this title, including the amendments herein, are consid ered amendments to the California Building Standards Code and Appendices. Some of these changes are administrative in nature in that they do not constitute changes, modifications or additions to the California Building Standards Code.

B. Pursuant to Secti ons 17958.5 and 17958.7 of the California Health and Safety Code, the City Council has, by resolution made specific findings of fact and determinations relative to the unique climatic, geological or topographical conditions existing in Long Beach that necessitate amendment to the various applicable California Building Standards Code. A copy of said resolution shall be on file with the office of the City Clerk.

This information is available in alternative format by request at (562) 570 -3807.

For an electronic version of this document, visit our website at longbeach.gov/lbds.

Long Beach Development Services
411 W. Ocean Blvd., 3rd Floor
Long Beach, CA 90802

Visit us at longbeach.gov/lbds
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