Malibu City Council
February 23, 2026

Agenda Item # 5.A.

Council Agenda Report
To: Mayor Silverstein and the Honorable Members of the City Council Prepared by: Jorge Rubalcava, Senior Civil Engineer
Reviewed by: Tatiana Holden, Interim Public Works Director/City Engineer Approved by: Robert DuBoux, Interim City Manager
Date prepared: February 4, 2026 Meeting date: February 23, 2026 Subject: Floodplain Management Ordinance
RECOMMENDED ACTION: 1) After the City Attorney reads the title, introduce on Ordinance No. 533 amending Malibu Municipal Code Chapter 15.20 to make technical amendments to the Floodplain Management Ordinance and finding the same exempt from the California Environmental Quality Act; and 2) Direct staff to schedule second reading and adoption of Ordinance No. 533 for the March 9, 2026 City Council Regular Meeting.

FISCAL IMPACT: There is no fiscal impact associated with the recommended action.

STRATEGIC PLAN IMPLEMENTATION: This item supports the City’s 2025-2028 Strategic Plan. Goal 1: Support Community Rebuilding and Long-Term Recovery.

DISCUSSION: The National Flood Insurance Program (NFIP), administered through the Federal Emergency Management Agency (FEMA), makes federally subsidized flood insurance available in those cities that have adopted floodplain management regulations designed to prevent and mitigate flood damage. In order for City residents to be eligible to purchase the federally subsidized flood insurance, cities must adopt floodplain management regulations which meet or exceed the requirements set forth in Title 44 Part 60 of the Code of Federal Regulations. As a condition of continued eligibility in the NFIP, the City must also administer and enforce those regulations.

Under the NFIP, FEMA generally discourages the placement of septic systems in coastal floodplains. However, FEMA allows such installations when a certified engineer or architect demonstrates, through a city-approved variance, that the floodplain is the only City Council Meeting
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Agenda Item # 5.A.
feasible location due to unique property characteristics such as lot size, geology or proximity to the shoreline.

Under the City’s current process, variance approvals are time-intensive and require a public hearing before the City Council which can significantly delay an applicant’s recovery efforts.

The proposed amendments to Chapter 15.20 are necessary to facilitate timely rebuilding following the January 2025 Palisades Fire, which damaged and destroyed more than 300 coastal properties including seawalls that protect residential septic systems. FEMA considers seawalls to be obstructions within the coastal floodplain. Therefore, the new installation of a seawall would require the approval of a floodplain variance by City Council.

An amendment to Chapter 15.20 includes changes that authorize the City Council to delegate authority to the Public Works Director, acting as the designated Floodplain Administrator, to issue expedited ministerial permits for variances for seawalls solely related to protecting septic systems. This change will streamline the approval process, maintain compliance with FEMA and NFIP requirements, and support efficient rebuilding for fire-impacted property owners.

Changes to Chapter 15.20 establish procedures for the Floodplain Administrator to grant variances to allow seawalls to be constructed for septic systems protection within the FEMA-designated coastal floodplain for the Palisades Fire rebuilds only (see Attachment 2). All other development projects outside of the Palisades Fire burn scar area would require a proposed variance to be approved by City Council. Changes are summarized as follows:
• 15.20.070 – Identifies the Floodplain Administrator as the Public Works Director to grant development permits including variances in accordance with Chapter 15.20. • 15.20.080.A.6 - Defines the Floodplain Administrator’s authority to ensure that variances for septic systems and associated seawall proposals within the Palisades Fire rebuild areas meet specific mandatory FEMA design and construction regulations.
• 15.20.190.B.2.D – States that decisions made by the Floodplain Administrator for variances for septic systems and associated seawalls may be appealed to City Council.
• 15.20.210.A – Establishes an expedited administrative process for issuance of variances for seawalls protecting septic systems associated with the Palisades Fire rebuilds to be i reviewed and approved by the Floodplain Administrator. 2

Agenda Item # 5.A.
• 15.20.210.B - This section outlines the conditions for a variance for seawalls to protect septic systems.
• 15.20.210. B.10 – Prior to the issuance of a Certificate of Occupancy, the applicant shall submit a completed FEMA Elevation Certificate and obtain approval from the Floodplain Administrator.

Staff had numerous meetings with FEMA representatives to develop the proposed variance procedures and confirm that the City’s Floodplain Management Ordinance remains compliant with the NFIP. As a result of these meetings, FEMA has reviewed the proposed amendments and expressed their support.

ATTACHMENTS:
1) Ordinance 533
2) Redlined Exhibit A of Ordinance No. 533
3 Attachment 1
ORDINANCE NO. 533

AN ORDINANCE OF THE CITY OF MALIBU AMENDING MALIBU
MUNICIPAL CODE CHAPTER 15.20 TO MAKE TECHNICAL AMENDMENTS

TO THE FLOODPLAIN MANAGEMENT ORDINANCE AND FINDING THE

SAME EXEMPT FOR THE CALIFORNIA ENVIRONMENTAL QUALITY ACT The City Council of the City of Malibu does ordain as follows:

SECTION 1. Recitals
A. The National Flood Insurance Program (NFIP), administered by the Federal Emergency Management Agency (FEMA), provides federally subsidized flood insurance to property owners in participating communities that adopt and enforce floodplain management regulations meeting or exceeding the requirements of Title 44, Part 60 of the Code of Federal Regulations.

B. City of Malibu’s continued participation in the NFIP is necessary to ensure that City residents remain eligible to purchase federally subsidized flood insurance, and requires the City to administer and enforce floodplain management regulations in compliance with FEMA requirements.

C. FEMA generally discourages the placement of septic systems within coastal floodplains but allows such installations where a registered engineer or architect demonstrates, through a City-approved variance, that the floodplain is the only feasible location due to unique site characteristics, including lot size, geology, or proximity to the shoreline.

D. Under the City of Malibu’s existing floodplain management procedures, approval of variances requires a public hearing before the City Council, which can be time-intensive and may significantly delay rebuilding and recovery efforts.

E. In January 2025, the Palisades Fire damaged or destroyed more than 300 coastal properties, including seawalls that protect residential septic systems, creating an urgent need for timely rebuilding within FEMA-designated coastal floodplains.

F. City of Malibu seeks to facilitate efficient rebuilding for Palisades Fire–impacted properties while maintaining full compliance with FEMA and NFIP requirements.

G. The proposed amendments to Chapter 15.20 authorize the City Council to delegate authority to the Public Works Director, acting as the designated Floodplain Administrator, to issue expedited ministerial permits for variances limited to septic systems and associated seawalls constructed solely to protect the operation of septic systems for Palisades Fire rebuilds.

SECTION 2. California Environmental Quality Act.

The City Council hereby finds that adoption of the Ordinance is exempt from the California Environmental Quality Act ("CEQA") under the Class 7 Categorical Exemption for actions taken to assure protection of natural resources (CEQA Guideline 15307) and the Class 8 exemption for 4 Ordinance No. 533

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protection of the environment (CEQA Guideline 15308). An ordinance for the protection of life and property and protection of the environment is also covered by the common sense exemption that CEQA only applies to projects which have the potential for causing significant effects on the environment. (CEQA Guideline 15061(b)(3).)
SECTION 3. Code Amendment.

Chapter 15.20, entitled, “Floodplain Management”, of the Malibu Municipal Code is hereby amended and restated in its entirety as provided in Exhibit “A” attached hereto and incorporated herein by reference.

SECTION 4. Effective Date.

This ordinance shall take effect 30 days following adoption by the City Council.

SECTION 5. Severability.

Should any provision of this Ordinance be declared by a court of competent jurisdiction to be invalid, the same shall not affect the validity of the Ordinance as a whole or any remaining provisions hereof. The City Council of the City of Malibu hereby declares that it would have adopted this Ordinance despite any partial invalidity of its provisions.

SECTION 6. Certification.

The City Clerk shall certify to the passage and adoption of this Ordinance.

PASSED, APPROVED AND ADOPTED this ____ day of ____ 2026. ____________________________
BRUCE SILVERSTEIN, Mayor
ATTEST:
__________________________________
KELSEY PETTIJOHN, City Clerk
(seal)
Date: _________________________
APPROVED AS TO FORM:
__________________________________
TREVOR RUSIN, Interim City Attorney
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EXHIBIT A
Chapter 15.20.

FLOODPLAIN MANAGEMENT
Sections:

15.20.005 Statutory Authorization

15.20.010 Intent.

15.20.020 Purpose.

15.20.030 Methods of reducing flood losses.

15.20.040 Definitions.

15.20.050 Lands to which this chapter applies.

15.20.060 Establishment of development permit.

15.20.070 Designation of the floodplain administrator.

15.20.080 Duties and responsibilities of the floodplain administrator.

15.20.090 Appeals.

15.20.100 Standards of construction.

15.20.110 Standards for utilities.

15.20.120 Standards for subdivisions.

15.20.130 Standards for manufactured homes and mobile homes.

15.20.140 Standards for recreational vehicles.

15.20.150 Coastal high hazard areas.

15.20.160 Mudslide (i.e., mudflow) prone areas.

15.20.170 Flood-related erosion-prone areas.

15.20.180 Nature of variances.

15.20.190 Appeal board.

15.20.200 Conditions for variances.

15.20.210 Special Variance Provisions for Seawalls to Protect Septic Systems

15.20.005 Statutory Authorization
The Legislature of the State of California has in Government Code Sections 65302, 65560, and 65800 conferred upon local governments the authority to adopt regulations designed to promote the public health, safety, and general welfare of its citizenry. Therefore, the City Council of the City of Malibu of Los Angeles County does hereby adopt the following floodplain management regulations.

15.20.010 Intent.

A. The flood hazard areas of the city are subject to periodic inundation which can result in loss of life and property, health and safety hazards, disruption of commerce and governmental services, extraordinary public expenditures for flood protection and relief, and impairment of the tax base, all of which adversely affect the public health, safety, and general welfare.

B. These flood losses can be caused by uses that are inadequately elevated, floodproofed, or protected from flood damage. The cumulative effect of obstructions in areas of special flood hazards which increase flood heights and velocities can also contribute to the flood loss. 6 Ordinance No. 533

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15.20.020 Purpose.

It is the purpose of this chapter to promote the public health, safety, and general welfare, and to minimize public and private losses due to flood conditions in specific areas by provisions designed to:

A. Protect human life and health;
B. Minimize expenditure of public money for costly flood control projects; C. Minimize the need for rescue and relief efforts associated with flooding and generally undertaken at the expense of the general public; D. Minimize prolonged business interruptions;
E. Minimize damage to public facilities and utilities such as water and gas mains; electric, telephone and sewer lines; and streets and bridges located in areas of special flood hazard; F. Help maintain a stable tax base by providing for the sound use and development of areas of special flood hazard so as to minimize future blighted areas caused by flood damage; G. Ensure that potential buyers and property owners are notified that property is in an area of special flood hazard; and
H. Ensure that those who occupy areas of special flood hazard assume responsibility for their actions.

15.20.030 Methods of reducing flood losses.

To accomplish its purposes, this chapter includes methods and provisions to:

A. Restrict or prohibit uses which are dangerous to health, safety, and property due to water or erosion hazards, or which result in damaging increases in erosion or flood heights or velocities;
B. Require that uses vulnerable to floods, including facilities which serve such uses, be protected against flood damage at the time of initial construction; C. Control the alteration of natural floodplains, stream channels, and natural protective barriers, which help accommodate or channel flood waters; D. Control filling, grading, dredging, and other development which may increase flood damage; and
E. Prevent or regulate the construction of flood barriers which will unnaturally divert flood waters or which may increase flood hazards in other areas.

15.20.040 Definitions.

Unless specifically defined below, words or phrases used in this chapter shall be interpreted so as to give them the meaning they have in common usage and to give this chapter its most reasonable application.
“Accessory Structure” means a structure that is either:

1. Solely for the parking of no more than 2 cars; or

2. A small, low cost shed for limited storage, less than 150 square feet and $1,500 in value.
“Accessory use” means a use which is incidental and subordinate to the principal use of the parcel of land on which it is located.
“Appeal” means a request for a review of the floodplain administrator’s interpretation of any provision of this chapter.
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“Area of shallow flooding” means a designated AO or AH Zone on the Flood Insurance Rate Map (FIRM). The base flood depths range from one to three feet; a clearly defined channel does not exist; the path of flooding is unpredictable and indeterminate; and velocity flow may be evident. Such flooding is characterized by ponding or sheet flow. “Area of special flood-related erosion hazard” is the land within a community which is most likely to be subject to severe flood-related erosion losses. The area may be designated as Zone E on the Flood Insurance Rate Map (FIRM).

Area of Special Flood Hazard. See “Special flood hazard area.” “Base flood” means a flood which has a one percent chance of being equaled or exceeded in any given year (also called the “one hundred (100) year flood”) based on a clear flow. “Base flood” is the term used throughout this chapter.
“Basement” means any area of the building having its floor subgrade, i.e., below ground level on all sides.
“Breakaway walls” are any type of walls, whether solid or lattice, and whether constructed of concrete, masonry, wood, metal, plastic or any other suitable building material which is not part of the structural support of the building and which is designed to break away under abnormally high tides or wave action without causing any damage to the structural integrity of the building on which they are used or any buildings to which they might be carried by flood waters. A breakaway wall shall have a safe design loading resistance of not less than ten (10) and no more than twenty (20) pounds per square foot. Use of breakaway walls must be certified by a registered engineer or architect and shall meet the following conditions:

1. Breakaway wall collapse shall result from a water load less than that which would occur during the base flood; and

2. The elevated portion of the building shall not incur any structural damage due to the effects of wind and water loads acting simultaneously in the event of the base flood. “Building.” See “Structure.”
“Coastal high hazard area” means an area of special flood hazard extending from offshore to the inland limit of a primary frontal dune along an open coast and any other area subject to high velocity wave action from storms or seismic sources. It is an area subject to high velocity waters, including coastal and tidal inundations or tsunamis. The area is designated on a Flood Insurance Rate Map (FIRM) as Zone V1-V30, VE, or V.
“Development” means any manmade change to improved or unimproved real estate, including but not limited to buildings or other structures, mining, dredging, filling, grading, paving, excavation or drilling operations or storage of equipment or materials. “Development permit” means plot plan, site plan or conditional use permit. “Encroachment” means the advance or infringement of uses, plant growth, fill, excavation, buildings, permanent structures or development into a floodplain which may impede or alter the flow capacity of a floodplain.
“Existing mobile home or manufactured home park or subdivision” means a mobile home or manufactured home park or subdivision for which the construction of facilities for servicing the lots on which the manufactured homes are to be affixed (including, at a minimum, the installation of utilities, the construction of streets, and either final site grading or the pouring of concrete pads) is completed before March 28, 1994.
“Expansion to an existing mobile home or manufactured home park or subdivision” means the preparation of additional sites in an existing park by the construction of facilities for servicing 8 Ordinance No. 533

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the lots on which the manufactured homes are to be affixed (including the installation of utilities, the construction of streets, and either final site grading or the pouring of concrete pads). “Flood, flooding, or flood water” means:

1. A general and temporary condition of partial or complete inundation of normally dry land areas from the overflow of inland or tidal waters; the unusual and rapid accumulation or runoff of surface waters from any source; and/or mudslides; and

2. The condition resulting from flood-related erosion, see “Flood-related erosion”. “Flood Insurance Rate Map (FIRM)” means the official map on which the Federal Emergency Management Agency or Federal Insurance Administration has delineated both the areas of special flood hazards and the risk premium zones applicable to the community. “Flood Insurance Study” means the official report provided by the Federal Insurance Administration that includes flood profiles, the Flood Insurance Rate Map, the Flood Boundary and Floodway Map, and the water surface elevation of the base flood. “Floodplain or flood-prone area” means any land area susceptible to being inundated by water from any source, see “Flooding.”
“Floodplain administrator” is the individual appointed to administer and enforce the floodplain management regulations.
“Floodplain management” means the operation of an overall program of corrective and preventive measures for reducing flood damage and preserving and enhancing, where possible, natural resources in the floodplain, including but not limited to emergency preparedness plans, flood control works, floodplain management regulations, and open space plans. “Floodplain management regulations” means this chapter and planning and zoning regulations, subdivision regulations, building codes, health regulations, special purpose ordinances (such as grading and erosion control) and other applications of police power which control development in flood-prone areas. This term describes federal, state or local regulations in any combination thereof which provide standards for preventing and reducing flood loss and damage. “Floodproofing” means any combination of structural and nonstructural additions, changes, or adjustments to structures which reduce or eliminate flood damage to real estate or improved real property, water and sanitary facilities, structures, and their contents. “Flood-related erosion” means the collapse or subsidence of land along the beach or the shore of a lake or other body of water as a result of undermining caused by waves or currents of water exceeding anticipated cyclical levels or suddenly caused by an unusually high water level in a natural body of water, accompanied by a severe storm, or by an unanticipated force of nature, such as a flash flood or an abnormal tidal surge, or by some similarly unusual and unforeseeable event which results in flooding.
“Flood-related erosion area” or “flood-related erosion prone area” means a land area adjoining the beach or the shore of a lake or other body of water, which due to the composition of the shoreline or bank and high water levels or wind-driven currents, is likely to suffer flood-related erosion damage.
“Flood-related erosion area management” means the operation of an overall program of corrective and preventive measures for reducing flood-related erosion damage, including but not limited to emergency preparedness plans, flood-related erosion control works, and floodplain management regulations.
“Fraud and victimization” as related to Sections 15.20.180 through 15.20.200, variances, of this chapter, means that the variance granted must not cause fraud on or victimization of the public. 9 Ordinance No. 533

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In examining this requirement, the city council will consider the fact that every newly constructed building adds to government responsibilities and remains a part of the community for fifty (50) to one-hundred (100) years. Buildings that are permitted to be constructed below the base flood elevation are subject during all those years to increased risk of damage from floods, while future owners of the property and the community as a whole are subject to all the costs, inconvenience, danger, and suffering that those increased flood damages bring. In addition, future owners may purchase the property, unaware that it is subject to potential flood damage, and can be insured only at very high flood insurance rates.
“Functionally dependent use” means a use which cannot perform its intended purpose unless it is located or carried out in close proximity to water. The term includes only docking facilities, port facilities that are necessary for the loading and unloading of cargo or passengers, and ship building and ship repair facilities, and does not include long-term storage or related manufacturing facilities.
“Governing body” is the city council of the city of Malibu. “Hardship” as related to Sections 15.20.180 through 15.20.210, variances, of this chapter means the exceptional hardship that would result from a failure to grant the requested variance. The city requires that the variance be exceptional, unusual, and peculiar to the property involved. Mere economic or financial hardship alone is not exceptional. Inconvenience, aesthetic considerations, physical handicaps, personal preferences, or the disapproval of one’s neighbors likewise cannot, as a rule, qualify as an exceptional hardship. All of these problems can be resolved through other means without granting a variance, even if the alternative is more expensive, or requires the property owner to build elsewhere or put the parcel to a different use than originally intended. “Highest adjacent grade” means the highest natural elevation of the ground surface prior to construction next to the proposed walls of a structure. “Historic structure” means any structure that is:

1. Listed individually in the National Register of Historic Places (a listing maintained by the Department of Interior) or preliminarily determined by the Secretary of the Interior as meeting the requirements for individual listing on the National Register;

2. Certified or preliminarily determined by the Secretary of the Interior as contributing to the historical significance of a registered historic district or a district preliminarily determined by the Secretary to qualify as a registered historic district;

3. Individually listed on a state inventory of historic places in states with historic presentation programs which have been approved by the Secretary of Interior; or

4. Individually listed on a local inventory of historic places in communities with historic preservation programs that have been certified either by an approved state program as determined by the Secretary of the Interior or directly by the Secretary of the Interior in states with approved programs.
“Levee” means a manmade structure, usually an earthen embankment, designed and constructed in accordance with sound engineering practices to contain, control or divert the flow of water so as to provide protection from temporary flooding. “Levee system” means a flood protection system which consists of a levee, or levees, and associated structures, such as closure and drainage devices, which are constructed and operated in accord with sound engineering practices.
“Lowest floor” means the lowest floor of the lowest enclosed area, including basement. An unfinished or flood resistant enclosure, usable solely for parking of vehicles, building access or 10 Ordinance No. 533

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storage in an area other than a basement area (see “Basement”) is not considered a building’s lowest floor, provided that such enclosure is not built so as to render the structure in violation of the applicable non-elevation design requirements of this chapter. (Note: This definition allows attached garages to be built at grade. Below grade garages are not allowed as they are considered to be basements.)
“Manufactured home” means a structure, transportable in one or more sections, which is built on a permanent chassis and is designed for use with or without a permanent foundation when attached to the required utilities. The term “manufactured home” does not include a “recreational vehicle.”
“Manufactured home park or subdivision” means a parcel (or contiguous parcels) of land divided into two or more manufactured home lots for rent or sale. “Mean sea level” means for purposes of the National Flood Insurance Program, the National Geodetic Vertical Datum (NGVD) of 1929, North American Vertical Datum (NAVD) of 1988, or other datum, to which base flood elevations shown on a community’s Flood Insurance Rate Map are referenced.
“New construction,” for floodplain management purposes, means structures for which the start of construction commenced on or after March 28, 1994, and includes any subsequent improvements to such structures.
“New mobile home or manufactured home park or subdivision” means a mobile home or manufactured home park or subdivision for which the construction of facilities for servicing the lots on which the manufactured homes are to be affixed (including at a minimum, the installation of utilities, the construction of streets, and either final site grading or the pouring of concrete pads) is completed on or after March 28, 1994.
“Obstruction” does not include caissons or pilings, but includes, but is not limited to, any dam, wall, wharf, embankment, levee, dike, abutment, protection, excavation, channelization, bridge, conduit, culvert, building, fence, rock, gravel, refuse, fill, structure, vegetation or other material in, along, across or projecting into any watercourse which may alter, impede, retard or change the direction and/or velocity of the flow of water, or due to its location, its propensity to snare or collect debris carried by the flow of water, or its likelihood of being carried downstream. “One-Hundred Year Flood” or “100-year flood.” See “Base flood.” “Primary frontal dune” means a continuous or nearly continuous mound or ridge of sand with relatively steep seaward and landward slopes immediately landward and adjacent to the beach and subject to erosion and overtopping from high tides and waves during major coastal storms. The inland limit of the primary frontal dune occurs at the point where there is a distinct change from a relatively mild slope.
“Principal structure” means a structure used for the principal use of the property on which it is located.
“Public safety and nuisance” as related to Sections 15.20.180 through 15.20.210, variances, of this chapter means that the granting of a variance must not result in anything which is injurious to safety or health of an entire community or neighborhood, or any considerable number of persons, or unlawfully obstructs the free passage or use, in the customary manner, of any navigable lake, or river, bay, stream, canal, or basin.
“Recreational vehicle” means a vehicle which is:

1. Built on a single chassis;
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2. Four hundred (400) square feet or less when measured at the largest horizontal projection;

3. Designed to be self-propelled or permanently towable by a light-duty truck; and

4. Designed primarily not for use as a permanent dwelling but as temporary living quarters for recreational, camping, travel, or seasonal use. “Riverine” means relating to, formed by, or resembling a river (including tributaries), stream, brook, etc.
“Sand dunes” means naturally occurring accumulations of sand in ridges or mounds landward of the beach.
“Sheet Flow Area.” See “Area of shallow flooding.”
“Special flood hazard area (SFHA)” means an area having special flood, mudslide (i.e., mudflow), or flood-related erosion hazards, and shown on a FIRM as Zone A, AO, A1-A30, AE, A99, AH, E, M, V1-V30, VE or V.
“Start of construction” (with reference to substantial improvement and other proposed new development) means the date the building permit was issued, provided the actual start of construction, repair, reconstruction, rehabilitation, addition, placement, or other improvement is within one hundred eighty (180) days from the date of the permit. The “actual start” means either the first placement of permanent construction of a structure on a site, such as the pouring of slab or footings, the installation of piles, the construction of columns, or any work beyond the stage of excavation; or the placement of a manufactured home on a foundation. Permanent construction does not include land preparation, such as clearing, grading, and filling; nor does it include the installation of streets and/or walkways; nor does it include excavation for a basement, footings, piers, or foundations or the erection of temporary forms; nor does it include the installation on the property of accessory buildings, such as garages or sheds not occupied as dwelling units or not part of the main structure. For a substantial improvement, the “actual start of construction” means the first alteration of any wall, ceiling, floor, or other structural part of a building, whether or not that alteration affects the external dimensions of the building. “Structure” means a walled and roofed building that is principally above ground; this includes a gas or liquid storage tank or a manufactured home. “Substantial damage” means damage of any origin sustained by a structure whereby the cost of restoring the structure to its before damaged condition would equal or exceed fifty (50) percent of the market value of the structure before the damage occurred. “Substantial improvement” means any reconstruction, rehabilitation, addition, or other proposed new development of a structure, the cost of which equals or exceeds fifty (50) percent of the market value of the structure before the start of construction of the improvement. This term includes structures which have incurred substantial damage, regardless of the actual repair work performed. The term does not, however, include either:

1. Any project for improvement of a structure to correct existing violations or state or local health, sanitary, or safety code specifications which have been identified by the building official and which are the minimum necessary to assure safe living conditions; or

2. Any alteration of a historic structure; provided that the alteration will not preclude the structure’s continued designation as a historic structure.

V zone. See “Coastal high hazard area.”
“Variance” means a grant of relief from the requirements of this chapter which permits construction in a manner that would otherwise be prohibited by this chapter. 12 Ordinance No. 533

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“Watercourse” means a lake, river, creek, stream, wash, arroyo, channel or other topographic feature on or over which waters flow at least periodically. “Watercourse” includes specifically designated areas in which substantial flood damage may occur. “Water surface elevation” means the height, in relation to the National Geodetic Vertical Datum of 1929, North American Vertical Datum (NAVD) of 1988, or other datum, of floods of various magnitudes and frequencies in the floodplains of coastal or riverine areas.

15.20.050 Lands to which this chapter applies.

This chapter shall apply to all areas of special flood hazard within the jurisdiction of the city.

A. Basis for Establishing Areas of Special Flood Hazard. The areas of special flood hazard identified by the Federal Emergency Management Agency (FEMA) in the Los Angeles County Flood Insurance Study (FIS), dated July 6, 1998, and accompanying Flood Insurance Rate Maps (FIRMs), and all subsequent amendments and/or revisions are adopted by reference and declared to be a part of this chapter. This FIS and attendant mapping is the minimum area of applicability of this chapter and may be supplemented by studies for other areas which allow implementation and which are recommended to the city council by the floodplain administrator.

The FIS and FIRMs are on file at City Hall, public works department.

B. Compliance. No structure or land shall hereafter be constructed, located, extended, converted, or altered without full compliance with the terms of this chapter and other applicable regulations. Violation of the requirements of this chapter (including violations of conditions and safeguards established in connection with conditions of permits issued hereunder) shall constitute a misdemeanor. Nothing herein shall prevent the city council from taking such lawful action as is necessary to prevent or remedy any violation.

C. Applicability. This chapter is not intended to repeal, abrogate, or impair any existing easements, covenants, or deed restrictions. However, where this chapter and another chapter, easement, covenant, or deed restriction conflict or overlap, whichever imposes the more stringent restrictions shall prevail.

D. Interpretation. In the interpretation and application of this chapter, all provisions shall be:

1. Considered as minimum requirements;

2. Liberally construed in favor of the city; and

3. Deemed neither to limit nor repeal any other powers granted under state statutes.

E. Warning and Disclaimer of Liability. The degree of flood protection required by this chapter is considered reasonable for regulatory purposes and is based on scientific and engineering considerations. Larger floods can and will occur on rare occasions. Flood heights may be increased by manmade or natural causes. This chapter does not imply that land outside the areas of special flood hazards or uses permitted within such areas will be free from flooding or flood damages. This chapter shall not create liability on the part of the city, any officer or employee thereof, the state of California, or the Federal Insurance Administration, Federal Emergency Management Agency, for any flood damages that result from reliance on this chapter or any administrative decision lawfully made hereunder.

F. Severability. This chapter and the various parts thereof are declared to be severable.

Should any section of this chapter be declared by the courts to be unconstitutional or invalid, such 13 Ordinance No. 533

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decision shall not affect the validity of the chapter as a whole, or any portion thereof other than the section so declared to be unconstitutional or invalid.

15.20.060 Establishment of development permit.

A development permit shall be obtained before any construction or other development begins within any area of special flood hazard established in Section 15.20.050. Application for a development permit shall be made on forms furnished by the floodplain administrator and may include, but not be limited to: plans in duplicate drawn to scale showing the nature, location, dimensions, and elevation of the area in question; existing or proposed structures, fill, storage of materials, drainage facilities; and the location of the foregoing. Specifically, the following information is required.

A. Proposed elevation in relation to mean sea level, of the lowest floor (including basement) of all structures in Zones AE, AO, Approximate A, and VE, elevation of highest adjacent grade and proposed elevation of lowest floor, including basement, of all structures; or B. Proposed elevation in relation to mean sea level to which any structure will be floodproofed, if required in Section 15.20.100(C)(3); and C. All appropriate certifications listed in Section 15.20.100(C) of this chapter; and D. Description of the extent to which any watercourse will be altered or relocated as a result of proposed development.

E. For a crawl-space foundation, location and total net area of flood vent foundation openings as required in Section 15.20.100 of this ordinance.

F. Description of the extent to which any watercourse will be altered or relocated as a result of proposed development.

15.20.070 Designation of the floodplain administrator.

The Floodplain Administrator shall administer, implement, and enforce this chapter by granting or denying development permits in accord with its provisions. .

15.20.080 Duties and responsibilities of the floodplain administrator.

The duties and responsibilities of the floodplain administrator shall include, but not be limited to the following:

A. Permit Review. Review all development permits to determine that:

1. Permit requirements of this chapter have been satisfied including determination of substantial improvement and substantial damage of existing structures;

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

3. The site is reasonably safe from flooding.

4. The proposed development does not adversely affect the carrying capacity of areas where base flood elevations have been determined but a floodway has not been designated. This means that the cumulative effect of the proposed development when combined with all other existing and anticipated development will not increase the water surface elevation of the base flood more than one foot at any point within the city of Malibu; and

5. All letters of Map Revision (LOMR’s) flood control projects are approved prior to issuance of building permits. Building permits must not be issued based on conditional letters of map revision (CLOMR’s). Approved CLOMR’s allow construction of the proposed flood control project and land preparation as specified in the “start of construction” definition. 14 Ordinance No. 533

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6. The Floodplain Administrator shall have the authority to grant variances for properties within the effective FEMA FIRM coastal high hazard VE Zone flood zone for the construction of new and substantial improvement repairs to seawalls that are specifically intended to protect septic systems from potential wave runup damage and scouring related to the Pacific Palisades Fire rebuild projects. This authority shall be exercised in accordance with Sections 15.20.180 through

15.20.210. The granting of a variance shall be conditional upon the septic system and seawall being the smallest size and their placement as landward as possible, may not be utilized for structural support of the building, minimizes the obstruction to flood flow as much as possible, will not result in increased flood heights to the effective FEMA FIRM, additional threats to public safety, extraordinary public expense, create nuisances, cause fraud or victimization of the public, or conflict with existing local laws or ordinances. The granting of a variance shall be deemed to be the minimum necessary, considering the flood hazard, to afford relief to the property.

B. Development of Substantial Improvement and Substantial Damage Procedures.

1. Using FEMA publication FEMA 213, “Answers to Questions About Substantially Damaged Buildings,” develop detailed procedures for identifying and administering requirements for substantial improvement and substantial damage, to include defining “Market Value.”

2. Assure procedures are coordinated with other departments/divisions and implemented by community staff.

C. Review and Use of Any Other Base Flood Data. When base flood elevation data has not been provided in accordance with Section 15.20.050(B), the floodplain administrator shall obtain, review, and reasonably utilize any base flood elevation and floodway data available from a federal or state agency, or other source, in order to administer Section 15.20.060. Any such information shall be submitted to the city council for adoption prior to its use.

D. Notification of Other Agencies. In alteration or relocation of a watercourse:

1. Notify adjacent communities and the California Department of Water Resources prior to alteration or relocation;

2. Submit evidence of such notification to the Federal Insurance Administration, Federal Emergency Management Agency; and

3. Assure that the flood-carrying capacity within the altered or relocated portion of the watercourse is maintained.

4. Base Flood Elevation changes due to physical alterations:
a. Within 6 months of information becoming available or project completion, whichever comes first, the floodplain administrator shall submit or assure that the permit applicant submits technical or scientific data to FEMA for a Letter of Map Revision (LOMR).
b. All LOMR’s for flood control projects are approved prior to the issuance of building permits. Building Permits must not be issued based on Conditional Letters of Map Revision (CLOMR’s). Approved CLOMR’s allow construction of the proposed flood control project and land preparation as specified in the “start of construction” definition.
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Such submissions are necessary so that upon confirmation of those physical changes affecting flooding conditions, risk premium rates and floodplain management requirements are based on current data.

5. Notify FEMA in writing whenever the corporate boundaries have been modified by annexation or other means and include a copy of a map of the community clearly delineating the new corporate limits.

E. Documentation of Floodplain Development. Obtain and maintain for public inspection and make available as needed the following:

1. Certification required by Section 15.20.100(C)(1) (lowest floor elevations);

2. Certification required by Section 15.20.100(C)(2) (elevation or floodproofing of nonresidential structures);

3. Certification required by Section 15.20.100(C)(3) (wet floodproofing standard);

4. Certification of elevation required by Section 15.20.120(B) (subdivision standards);

5. Certification required by Section 15.20.175(B) (floodway encroachments);

6. Information required by Section 15.20.150(F) (coastal construction standards); and

7. Reports required by Section 15.20.160(D) (mudflow standards); and

8. Maintain a record of all variance actions, including justification for their issuance, and report such variances issued in its biennial report submitted to the Federal Emergency Management Agency
F. Map Determinations. Make interpretations where needed, as to the exact location of the boundaries of the areas of special flood hazard, for example, where there appears to be a conflict between a mapped boundary and actual field conditions. The person contesting the location of the boundary shall be given a reasonable opportunity to appeal the interpretation as provided in Sections 15.20.180 through 15.20.210.

G. Remedial Action. Take action to remedy violations of this chapter as specified in Section 15.20.050(B).

15.20.090 Appeals.

The city council shall hear and decide appeals when it is alleged there is an error in any requirement, decision, or determination made by the floodplain administrator in the enforcement or administration of this chapter.

15.20.100 Standards of construction.

In all areas of special flood hazards the following standards are required:

A. Anchoring.

1. All new construction and substantial improvements shall be adequately anchored to prevent flotation, collapse or lateral movement of the structure resulting from hydrodynamic and hydrostatic loads, including the effects of buoyancy.

2. All mobile homes and manufactured homes shall meet the anchoring standards of Section 15.20.130.

B. Construction Materials and Methods. All new construction and substantial improvement shall be constructed:
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1. With materials and utility equipment resistant to flood damage;

2. Using methods and practices that minimize flood damage;

3. With electrical, heating, ventilation, plumbing and air conditioning equipment and other service facilities that are designed and/or located so as to prevent water from entering or accumulating within the components during conditions of flooding; and if

4. Within Zones AH or AO, so that there are adequate drainage paths around structures on slopes to guide flood waters around and away from proposed structures.

C. Elevation and floodproofing. (See Section 15.20.040, definitions for “new construction,” “substantial damage” and “substantial improvement”.)

1. Residential construction, new or substantial improvement, shall have the lowest floor, including basement;
a. In an AO zone, the lowest floor including basemen shall be elevated above the highest adjacent grade to a height equal to or exceeding the depth number specified in feet on the FIRM by at least one foot, or elevated at least three feet above the highest adjacent grade if no depth number is specified;
b. In a VE zone, the lowest horizontal support member shall be elevated to at least one foot above the base flood elevation, shown on the effective FIRM; c. In all other zones, including Zone AE and the Unnumbered/Approximate Zone A, the lowest floor including basement shall be elevated to at least one foot above the base flood elevation shown on the effective FIRM.

Upon the completion of the structure, the elevation of the lowest floor including basement shall be certified by a registered professional engineer or surveyor, or verified by the building official to be properly elevated. Such certification or verification shall be provided to the floodplain administrator.

2. Nonresidential construction shall either be elevated to conform with subsection (C)(1) of this section or, together with attendant utility and sanitary facilities, a. Be floodproofed below the elevation recommended under subsection (C)(1) so that the structure is watertight with walls substantially impermeable to the passage of water; b. Have structural components capable of resisting hydrostatic and hydrodynamic loads and effects of buoyancy; and
c. Be certified by a registered professional civil engineer or architect that the standards of this subsection are satisfied. Such certification shall be provided to the floodplain administrator.

3. All new construction and substantial improvement with fully enclosed areas below the lowest floor (excluding basements) that are usable solely for parking of vehicles, building access or storage, and which are subject to flooding, shall be designed to automatically equalize hydrostatic flood forces on exterior walls by allowing for the entry and exit of floodwater. Designs for meeting this requirement must exceed the following minimum criteria:
a. Be certified by a registered professional civil engineer or architect; b. Be certified to comply with a local floodproofing standard approved by the Federal Insurance Administration, Federal Emergency Management Agency; or c. Have a minimum of two openings on different sides having a total net area of not less than one square inch for every square foot of enclosed area subject to flooding. The bottom of all openings shall be no higher than one foot above adjacent natural grade. Openings may be 17 Ordinance No. 533

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equipped with screens, louvers, valves or other coverings or devices provided that they permit the automatic entry and exit of floodwater.

4. Manufactured homes and mobile homes shall also meet the standards in Section

15.20.130.

15.20.105 Standards for Garages and low-cost accessory structures A. “Accessory structures” used solely for parking (2 car detached garages or smaller) or limited storage (small, low-cost sheds), as defined in Section 15.20.40 may be constructed such that its floor is below the base flood elevation (BFE), provided the structure is designed and constructed in accordance with the following requirements:

1. Use of the accessory structure must be limited to parking or limited storage;

2. The portions of the accessory structure located below the BFE must be built using flood-resistant materials;

3. The accessory structure must be adequately anchored to prevent flotation, collapse and lateral movement;

4. Any mechanical and utility equipment in the accessory structure must be elevated or floodproofed to or above the BFE;

5. The accessory structure must comply with floodplain encroachment provisions in Section 15.20.150, and

6. The accessory structure must be designed to allow for the automatic entry of flood waters in accordance with Section 15.20.100
B. Detached garages and accessory structures not meeting the above standards must be constructed in accordance with all applicable standards in Section 15.20.100.

15.20.110 Standards for utilities.

A. All new and replacement water supply and sanitary sewage systems shall be designed to minimize or eliminate:

1. Infiltration of flood waters into the systems; and

2. Discharge from the systems into flood waters.

B. On-site waste disposal systems shall be located to avoid impairment to them, or contamination from them during flooding.

15.20.120 Standards for subdivisions.

A. All preliminary subdivision proposals shall identify the special flood hazard area and the elevation of the base flood.

B. All subdivision plans shall provide the elevation of proposed structure(s) and pad(s). If the site is filled above the base flood elevation, the lowest floor, pad elevations, and lowest adjacent 18 Ordinance No. 533

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grade shall be certified by a registered professional engineer or surveyor and provided to the floodplain administrator.

C. All subdivision proposals shall be consistent with the need to minimize flood damage.

D. All subdivision proposals shall have public utilities and facilities such as sewer, gas, electrical and water systems located and constructed to minimize flood damage.

E. All subdivisions shall provide adequate drainage to reduce exposure to flood hazards.

15.20.130 Standards for manufactured homes and mobile homes.

A. All manufactured homes and mobile homes that are placed or substantially improved, within Zones A1-30, AH, AE, V, and VE on the city’s Flood Insurance Rate Map, on sites located.

1. Outside of a manufactured home or mobile home park or subdivision;

2. In a new manufactured home or mobile home park or subdivision;

3. In an expansion to an existing manufactured home or mobile home park or subdivision; or

4. In an existing manufactured home or mobile home park or subdivision on a site upon which a manufactured home or mobile home has incurred substantial damage as the result of a flood; shall be elevated on a permanent foundation such that the lowest floor of the manufactured home or mobile home is elevated to at least one foot above the base flood elevation and be securely anchored to an adequately anchored foundation system to resist flotation collapse and lateral movement.

B. All manufactured homes or mobile homes that are placed or substantially improved on sites located within Zones V1-30, V, and VE on the community’s Flood Insurance Rate Map will meet the requirements of subsection A of this section and Section 15.20.160.

C. All manufactured homes or mobile homes to be placed or substantially improved on sites in an existing manufactured home or mobile home park or subdivision within Zones A1-30, AR, AE, V1-30, V, and VE on the community’s Flood Insurance Rate Map that are not subject to the provisions of subsection A of this section will be elevated so that either the:

1. Lowest floor of the manufactured home or mobile home is at least one foot above the base flood elevation; or

2. Manufactured home or mobile home chassis is supported by reinforced piers or other foundation elements of at least equivalent strength that are no less than thirty-six (36) inches in height above grade and be securely anchored to an adequately anchored foundation system to resist flotation, collapse, and lateral movement.

15.20.140 Standards for recreational vehicles.

A. All recreational vehicles placed on sites within Zones Al-30, AH, AE, V, and VE on the city’s Flood Insurance Rate Map will either:

1. Be on the site for fewer than one hundred eighty (180) consecutive days; 19 Ordinance No. 533

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2. Be fully licensed and ready for highway use. A recreational vehicle is ready for highway use if it is on its wheels or jacking system, is attached to the site only by quick disconnect type utilities and security devices, and has no permanently attached additions; or

3. Meet the permit requirements of Sections 15.20.060 through 15.20.090 of this chapter and the elevation and anchoring requirements for manufactured homes or mobile homes in Section 15.20.130(A).

B. Recreation vehicles placed on sites within Zones V1-30, V, and VE on the city’s Flood Insurance Rate Map will meet the requirements of subsection A of this section and Section

15.20.160.

15.20.150 Coastal high hazard areas.

Within coastal high hazard areas, Zone VE, as established under Section 15.20.050(A), the following standards shall apply.

A. All new construction and substantial improvement shall be elevated on adequately anchored pilings or columns and securely anchored to such pilings or columns so that the lowest horizontal portion of the structural members of the lowest floor (excluding the pilings or columns) is elevated to or above the base flood level. The pile or column foundation and structure attached thereto is anchored to resist flotation, collapse, and lateral movement due to the effects of wind and water loads acting simultaneously on all building components. Water loading values used shall be those associated with the base flood. Wind loading values used shall be those required by the building code.

B. All new construction and substantial improvement shall be located on the landward side of the average mean high tide line.

C. All new construction and substantial improvement shall have the space below the lowest floor free of obstructions or constructed with breakaway walls as defined in Section

15.20.040 of this chapter. Such enclosed space shall not be used for human habitation and will be usable solely for parking of vehicles, building access or storage.

D. Fill shall not be used for structural support of buildings.

E. Manmade alteration of sand dunes which would increase potential flood damage is prohibited.

F. Seawalls designed and constructed for the sole purpose of protecting septic systems from wave runup and scouring shall be subject to the variance requirements defined in Sections

15.20.180 through 15.20.210.

G. The floodplain administrator shall obtain and maintain the following records:

1. Certification by a registered engineer or architect that a proposed structure complies with Section 15.20.160(A);
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2. The elevation (in relation to mean sea level) of the bottom of the lowest structural member of the lowest floor (excluding pilings or columns) of all new and substantially improved structures, and whether such structures contain a basement.

15.20.160 Mudslide (i.e., mudflow) prone areas.

A. The floodplain administrator shall review permits for proposed construction or other development to determine if it is proposed within a mudslide area.

B. Permits shall be reviewed to determine that the proposed site and improvement will be reasonably safe from mudslide hazards. Factors to be considered in making this determination include but are not limited to the:

1. Type and quality of soils;

2. Evidence of ground water or surface water problems;

3. Depth and quality of any fill;

4. Overall slope of the site; and

5. Weight that any proposed development will impose on the slope.

C. Within areas which may have mudslide hazards, the floodplain administrator shall require that:

1. A site investigation and further review be made by persons qualified in geology and soils engineering;

2. The proposed grading, excavation, new construction, and substantial improvement be adequately designed and protected against mudslide damages;

3. The proposed grading, excavations, new construction, and substantial improvement not aggravate the existing hazard by creating either on-site or off-site disturbances; and

4. Drainage, planting, watering, and maintenance not endanger slope stability.

15.20.170 Flood-related erosion-prone areas.

A. The floodplain administrator shall require permits for proposed construction and other development within all flood-related erosion-prone areas as known to the city.

B. Permit applications shall be reviewed to determine whether the proposed site alterations and improvements will be reasonably safe from flood-related erosion and will not cause floodrelated erosion hazards or otherwise aggravate the existing hazard.

C. If a proposed improvement is found to be in the path of flood-related erosion or would increase the erosion hazard, such improvement shall be relocated or adequate protective measures shall be taken to avoid aggravating the existing erosion hazard.

D. Within Zone E on the Flood Insurance Rate Map, a setback is required for all new development from the ocean, lake, bay, riverfront or other body of water to create a safety buffer consisting of a natural vegetative or contour strip. This buffer shall be designated according to the flood-related erosion hazard and erosion rate, in relation to the anticipated useful life of structures, and depending upon the geologic, hydrologic, topographic, and climactic characteristics of the land.

The buffer may be used for suitable open space purposes, such as for agricultural, forestry, outdoor 21 Ordinance No. 533

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recreation and wildlife habitat areas, and for other activities using temporary and portable structures only.

15.20.175 Floodways
Since floodways are an extremely hazardous area due to the velocity of flood waters which carry debris, potential projectiles, and erosion potential, the following provisions apply:

A. Until a regulatory floodway is adopted, no new construction, substantial development, or other development, including fill, shall be permitted within an Approximate/Unnumbered Zone A and in Zones A1-30 and AE, unless it is demonstrated that the cumulative effect of the proposed development, when combined with all other development, will not increase the water surface elevation of the base flood more than 1 foot at any point within the city of Malibu.

B. Within an adopted regulatory floodway, the City of Malibu shall prohibit encroachments, including fill, new construction, substantial improvements, and other development, unless certification by a registered civil engineer is provided demonstrating that the proposed encroachment shall not result in any increase in flood levels during the occurrence of the base flood discharge.

C. If subsections A & B are satisfied, all new construction, substantial improvement, and other proposed new development shall comply with all other applicable flood hazard reduction provisions of Section 15.20.100 to 15.20.170.

15.20.180 Nature of variances.

The variance criteria set forth in this section of the chapter are based on the general principle of zoning law that variances pertain to a piece of property and are not personal in nature. A variance may be granted for a parcel of property with physical characteristics so unusual that complying with the requirements of this chapter would create an exceptional hardship to the applicant or the surrounding property owners. The characteristics must be unique to the property and not be shared by adjacent parcels. The unique characteristic must pertain to the land itself, not to the structure, its inhabitants, or the property owners.

It is the duty of the city council to help protect its citizens from flooding. This need is so compelling and the implications of the cost of insuring a structure built below flood level are so serious that variances from the flood elevation or from other requirements in this chapter are quite rare. .

A variance for the construction or substantial improvement repair to a seawall that is intended only for the protection of a septic system may be issued by the Floodplain Administrator conditional upon the provisions and requirements set out in 15.20.200 and 15.20.210.

15.20.190 Appeal board.

A. In passing upon requests for variances, the city council shall consider all technical evaluations, all relevant factors, standards specified in other sections of this chapter, and the:
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1. Danger that materials may be swept onto other lands to the injury of others;

2. Danger of life and property due to flooding or erosion damage;

3. Susceptibility of the proposed facility and its contents to flood damage and the effect of such damage on the existing individual owner and future owners of the property;

4. Importance of the services provided by the proposed facility to the city;

5. Necessity to the facility of a waterfront location, where applicable;

6. Availability of alternative locations for the proposed use which are not subject to flooding or erosion damage;

7. Compatibility of the proposed use with existing and anticipated development;

8. Relationship of the proposed use to the comprehensive plan and floodplain management program for that area;

9. Safety of access to the property in time of flood for ordinary and emergency vehicles;

10. Expected heights, velocity, duration, rate of rise, and sediment transport of the flood waters expected at the site; and

11. Costs of providing governmental services during and after flood conditions, including maintenance and repair of public utilities and facilities such as sewer, gas, electrical, and water system, and streets and bridges.

B. Any applicant to whom a variance is granted shall be given written notice over the signature of the floodplain administrator that:

1. 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 twenty-five dollars ($25.00) for one hundred dollars ($100.00) of insurance coverage; and

2. Such construction below the base flood level increases risks to life and property. A copy of the notice shall be recorded by the floodplain administrator in the office of the registrar recorder of Los Angeles County and shall be recorded in a manner so that it appears in the chain of title of the affected parcel of land; and
C. The floodplain administrator will maintain a record of all variance actions, including justification for their issuance, and report such variances issued in its biennial report submitted to the Federal Insurance Administration, Federal Emergency Management Agency. .

D. Variances for Septic Systems and Seawalls to Protect Septic Systems.

Decisions made by the Floodplain Administrator under the authority granted in Section 15.20.070 may be appealed directly to the City Council if necessary. Variances granted for seawalls intended specifically to protect septic systems shall be processed on an expedited basis.

15.20.200 Conditions for variances.

A. Generally, variances may be issued for new construction, substantial improvement, and other proposed new development to be erected on a lot of one-half acre or less in size contiguous to and surrounded by lots with existing structures constructed below the base flood level, providing that the procedures of Sections 15.20.060 to 15.20.090 and Sections 15.20.100 to 15.20.180 of this chapter have been fully considered. As the lot size increases beyond one-half acre, the technical justification required for issuing the variance increases. 23 Ordinance No. 533

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B. Variances may be issued for the repair or rehabilitation of “historic structures” (as defined in Section 15.20.040 of this chapter) upon a determination that the proposed repair or rehabilitation will not preclude the structure’s continued designation as a historic structure and the variance is the minimum necessary to preserve the historic character and design of the structure.

C. Variances shall not be issued within any mapped regulatory floodway if any increase in flood levels during the base flood discharge would result.

D. Variances shall only be issued upon a determination that the variance is the minimum necessary considering the flood hazard, to afford relief. “Minimum necessary” means to afford relief with a minimum of deviation from the requirements of this chapter. For example, in the case of variances to an elevation requirement, this means the city council need not grant permission for the applicant to build at grade, or even to whatever elevation the applicant proposes, but only to that elevation which the city council believes will both provide relief and preserve the integrity of this chapter.

E. Variances shall only be issued upon a:

1. Showing of good and sufficient cause pertaining to unusual characteristics of the property;

2. Determination that failure to grant the variance would result in exceptional “hardship” (as defined in Section 15.20.040 of this chapter) to the applicant; and

3. Determination that the granting of a variance will not result in increased flood heights, additional threats to public safety, or extraordinary public expense, create a nuisance (as defined in Section 15.20.040, see “Public safety or nuisance”), cause fraud or victimization (as defined in Section 15.20.040) of the public, or conflict with existing local laws or ordinances.

F. Variances may be issued for new construction, substantial improvement, and other proposed new development necessary for the conduct of a functionally dependent use provided that the provisions of subsections A through E of this section are satisfied and that the structure or other development is protected by methods that minimize flood damages during the base flood and does not result in additional threats to public safety and does not create a public nuisance.

G. Upon consideration of the factors and purposes of this chapter, the city council may attach such conditions to the granting of variances as it deems necessary to further the purposes of this chapter.

15.20.210 Special Variance Provisions for Seawalls to Protect Septic Systems.

A. Expedited Variances.

The construction of new or substantial improvement repairs to seawalls specifically intended to protect septic systems from wave runup and scouring when associated with Pacific Palisades Fire rebuilds are eligible for expedited variances facilitate and timely development permit approvals. To facilitate this, the City Council has authorized the Floodplain Administrator to grant variances on their behalf, solely for septic systems and seawalls that protect the operation of septic systems related to Pacific Palisades Fire rebuild projects.
24 Ordinance No. 533

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B. Conditions for Variances for Seawalls to Protect Septic Systems All conditions for variances defined in Section 15.20.200 shall be met including the following.

1. The applicant has submitted a completed “City of Malibu Floodplain Variance for Septic System Seawalls” application for review and approval by the Floodplain Administrator, prior to the commencement of any construction activity on the property.

2. The septic system and seawall shall be designed and certified by a registered engineer or architect.

3. The design and construction or repair of the seawall will not result in any increase to the effective FEMA FIRM coastal high hazard V/ VE Zone flood heights to the property or to surrounding properties.

4. The septic system and seawall shall be the smallest size and their placement as landward as possible.

5. The design and construction of the seawall may not be utilized for structural support of the building.

6. The design and construction of the seawall shall minimize the obstruction to flood flow as much as possible,

7. The septic system and seawall must comply with all the following regulatory requirements:

7.1 The location of the septic system and seawall shall comply with the NFIP development requirements of the FEMA flood zone as shown on the effective Flood Insurance Rate Map and Flood Insurance Study.

7.2 Meet all applicable federal, state, and local safety requirements, ordinances and building regulations.

7.3 Comply with all applicable provisions of Chapter 15 – Building and Construction of the Municipal Code, including but not limited to floodplain management regulations, construction standards, and development permitting requirements.

8. The Floodplain Administrator has determined that granting of the variance is the minimum necessary, considering the flood hazard, to afford relief to the property.

9. All approved variances under 15.20.210 must be recorded with the Los Angeles County Recorder’s Office and include a notarized acknowledgment by the property owner. The recorded document shall indicate that the variance pertains only to the property, is granted specifically for the construction or substantial improvement repairs to the septic system seawall only and does not constitute an exemption from future floodplain management regulations.

10. Prior to the issuance of a Certificate of Occupancy, the applicant shall submit a completed FEMA Elevation Certificate and obtain approval from the Floodplain Administrator. 25 Attachment 2
Quality Code Data 3/13/2019, Page 1
Chapter 15.20.

FLOODPLAIN MANAGEMENT
Sections:

15.20.005 Statutory Authorization

15.20.010 Intent.

15.20.020 Purpose.

15.20.030 Methods of reducing flood losses.

15.20.040 Definitions.

15.20.050 Lands to which this chapter applies.

15.20.060 Establishment of development permit.

15.20.070 Designation of the floodplain administrator.

15.20.080 Duties and responsibilities of the floodplain administrator.

15.20.090 Appeals.

15.20.100 Standards of construction.

15.20.110 Standards for utilities.

15.20.120 Standards for subdivisions.

15.20.130 Standards for manufactured homes and mobilehomes.

15.20.140 Standards for recreational vehicles.

15.20.150 Coastal high hazard areas.

15.20.160 Mudslide (i.e., mudflow) prone areas.

15.20.170 Flood-related erosion-prone areas.

15.20.180 Nature of variances.

15.20.190 Appeal board.

15.20.200 Conditions for variances.

15.20.210 Special Variance Provisions for Seawalls to Protect Septic Systems

15.20.005 Statutory Authorization
The Legislature of the State of California has in Government Code Sections 65302, 65560, and 65800 conferred upon local governments the authority to adopt regulations designed to promote the public health, safety, and general welfare of its citizenry. Therefore, the City Council of the City of Malibu of Los Angeles County does hereby adopt the following floodplain management regulations.

15.20.010 Intent.

A. The flood hazard areas of the city are subject to periodic inundation which can result in loss of life and property, health and safety hazards, disruption of commerce and governmental services, extraordinary public expenditures for flood protection and relief, and impairment of the tax base, all of which adversely affect the public health, safety, and general welfare.

B. These flood losses can be caused by uses that are inadequately elevated, floodproofed, or protected from flood damage. The cumulative effect of obstructions in areas of special flood hazards which increase flood heights and velocities can also contribute to the flood loss. 26 Attachment 2
Quality Code Data 3/13/2019, Page 2

15.20.020 Purpose.

It is the purpose of this chapter to promote the public health, safety, and general welfare, and to minimize public and private losses due to flood conditions in specific areas by provisions designed to:

A. Protect human life and health;
B. Minimize expenditure of public money for costly flood control projects; C. Minimize the need for rescue and relief efforts associated with flooding and generally undertaken at the expense of the general public;
D. Minimize prolonged business interruptions;
E. Minimize damage to public facilities and utilities such as water and gas mains; electric, telephone and sewer lines; and streets and bridges located in areas of special flood hazard; F. Help maintain a stable tax base by providing for the sound use and development of areas of special flood hazard so as to minimize future blighted areas caused by flood damage; G. Ensure that potential buyers and property owners are notified that property is in an area of special flood hazard; and
H. Ensure that those who occupy areas of special flood hazard assume responsibility for their actions. (

15.20.030 Methods of reducing flood losses.

To accomplish its purposes, this chapter includes methods and provisions to:

A. Restrict or prohibit uses which are dangerous to health, safety, and property due to water or erosion hazards, or which result in damaging increases in erosion or flood heights or velocities; B. Require that uses vulnerable to floods, including facilities which serve such uses, be protected against flood damage at the time of initial construction; C. Control the alteration of natural floodplains, stream channels, and natural protective barriers, which help accommodate or channel flood waters;
D. Control filling, grading, dredging, and other development which may increase flood damage; and
E. Prevent or regulate the construction of flood barriers which will unnaturally divert flood waters or which may increase flood hazards in other areas.

15.20.040 Definitions.

Unless specifically defined below, words or phrases used in this chapter shall be interpreted so as to give them the meaning they have in common usage and to give this chapter its most reasonable application.

“Accessory Structure” means a structure that is either:

1. Solely for the parking of no more than 2 cars; or

2. A small, low cost shed for limited storage, less than 150 square feet and $1,500 in value. “Accessory use” means a use which is incidental and subordinate to the principal use of the parcel of land on which it is located.
“Appeal” means a request for a review of the floodplain administrator’s interpretation of any provision of this chapter.
“Area of shallow flooding” means a designated AO or AH Zone on the Flood Insurance Rate Map (FIRM). The base flood depths range from one to three feet; a clearly defined channel does not exist; the path of flooding is unpredictable and indeterminate; and velocity flow may be evident. Such flooding is characterized by ponding or sheet flow.
27 Attachment 2
Quality Code Data 3/13/2019, Page 3
“Area of special flood-related erosion hazard” is the land within a community which is most likely to be subject to severe flood-related erosion losses. The area may be designated as Zone E on the Flood Insurance Rate Map (FIRM).

Area of Special Flood Hazard. See “Special flood hazard area.” “Base flood” means a flood which has a one percent chance of being equaled or exceeded in any given year (also called the “one hundred (100) year flood”) based on a clear flow. “Base flood” is the term used throughout this chapter.
“Basement” means any area of the building having its floor subgrade, i.e., below ground level on all sides.
“Breakaway walls” are any type of walls, whether solid or lattice, and whether constructed of concrete, masonry, wood, metal, plastic or any other suitable building material which is not part of the structural support of the building and which is designed to break away under abnormally high tides or wave action without causing any damage to the structural integrity of the building on which they are used or any buildings to which they might be carried by flood waters. A breakaway wall shall have a safe design loading resistance of not less than ten (10) and no more than twenty (20) pounds per square foot. Use of breakaway walls must be certified by a registered engineer or architect and shall meet the following conditions:

1. Breakaway wall collapse shall result from a water load less than that which would occur during the base flood; and

2. The elevated portion of the building shall not incur any structural damage due to the effects of wind and water loads acting simultaneously in the event of the base flood. “Building.” See “Structure.”
“Coastal high hazard area” means an area of special flood hazard extending from offshore to the inland limit of a primary frontal dune along an open coast and any other area subject to high velocity wave action from storms or seismic sources. It is an area subject to high velocity waters, including coastal and tidal inundations or tsunamis. The area is designated on a Flood Insurance Rate Map (FIRM) as Zone V1-V30, VE, or V.
“Development” means any manmade change to improved or unimproved real estate, including but not limited to buildings or other structures, mining, dredging, filling, grading, paving, excavation or drilling operations or storage of equipment or materials.
“Development permit” means plot plan, site plan or conditional use permit. “Encroachment” means the advance or infringement of uses, plant growth, fill, excavation, buildings, permanent structures or development into a floodplain which may impede or alter the flow capacity of a floodplain.
“Existing mobilehome or manufactured home park or subdivision” means a mobilehome or manufactured home park or subdivision for which the construction of facilities for servicing the lots on which the manufactured homes are to be affixed (including, at a minimum, the installation of utilities, the construction of streets, and either final site grading or the pouring of concrete pads) is completed before March 28, 1994. “Expansion to an existing mobilehome or manufactured home park or subdivision” means the preparation of additional sites in an existing park by the construction of facilities for servicing the lots on which the manufactured homes are to be affixed (including the installation of utilities, the construction of streets, and either final site grading or the pouring of concrete pads). “Flood, flooding, or flood water” means:

1. A general and temporary condition of partial or complete inundation of normally dry land areas from the overflow of inland or tidal waters; the unusual and rapid accumulation or runoff of surface waters from any source; and/or mudslides; and

2. The condition resulting from flood-related erosion, see “Flood-related erosion”. 28 Attachment 2
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“Flood Insurance Rate Map (FIRM)” means the official map on which the Federal Emergency Management Agency or Federal Insurance Administration has delineated both the areas of special flood hazards and the risk premium zones applicable to the community. “Flood Insurance Study” means the official report provided by the Federal Insurance Administration that includes flood profiles, the Flood Insurance Rate Map, the Flood Boundary and Floodway Map, and the water surface elevation of the base flood.
“Floodplain or flood-prone area” means any land area susceptible to being inundated by water from any source, see “Flooding.”
“Floodplain administrator” is the individual appointed to administer and enforce the floodplain management regulations.
“Floodplain management” means the operation of an overall program of corrective and preventive measures for reducing flood damage and preserving and enhancing, where possible, natural resources in the floodplain, including but not limited to emergency preparedness plans, flood control works, floodplain management regulations, and open space plans.
“Floodplain management regulations” means this chapter and planning and zoning regulations, subdivision regulations, building codes, health regulations, special purpose ordinances (such as grading and erosion control) and other applications of police power which control development in flood-prone areas.

This term describes federal, state or local regulations in any combination thereof which provide standards for preventing and reducing flood loss and damage.
“Floodproofing” means any combination of structural and nonstructural additions, changes, or adjustments to structures which reduce or eliminate flood damage to real estate or improved real property, water and sanitary facilities, structures, and their contents. “Flood-related erosion” means the collapse or subsidence of land along the beach or the shore of a lake or other body of water as a result of undermining caused by waves or currents of water exceeding anticipated cyclical levels or suddenly caused by an unusually high water level in a natural body of water, accompanied by a severe storm, or by an unanticipated force of nature, such as a flash flood or an abnormal tidal surge, or by some similarly unusual and unforeseeable event which results in flooding. “Flood-related erosion area” or “flood-related erosion prone area” means a land area adjoining the beach or the shore of a lake or other body of water, which due to the composition of the shoreline or bank and high water levels or wind-driven currents, is likely to suffer flood-related erosion damage. “Flood-related erosion area management” means the operation of an overall program of corrective and preventive measures for reducing flood-related erosion damage, including but not limited to emergency preparedness plans, flood-related erosion control works, and floodplain management regulations. “Fraud and victimization” as related to Sections 15.20.180 through 15.20.200, variances, of this chapter, means that the variance granted must not cause fraud on or victimization of the public. In examining this requirement, the city council will consider the fact that every newly constructed building adds to government responsibilities and remains a part of the community for fifty (50) to one-hundred (100) years. Buildings that are permitted to be constructed below the base flood elevation are subject during all those years to increased risk of damage from floods, while future owners of the property and the community as a whole are subject to all the costs, inconvenience, danger, and suffering that those increased flood damages bring. In addition, future owners may purchase the property, unaware that it is subject to potential flood damage, and can be insured only at very high flood insurance rates. “Functionally dependent use” means a use which cannot perform its intended purpose unless it is located or carried out in close proximity to water. The term includes only docking facilities, port facilities that are necessary for the loading and unloading of cargo or passengers, and ship building and ship repair facilities, and does not include long-term storage or related manufacturing facilities. 29 Attachment 2
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“Governing body” is the city council of the city of Malibu. “Hardship” as related to Sections 15.20.180 through 15.20.210, variances, of this chapter means the exceptional hardship that would result from a failure to grant the requested variance. The city requires that the variance be exceptional, unusual, and peculiar to the property involved. Mere economic or financial hardship alone is not exceptional. Inconvenience, aesthetic considerations, physical handicaps, personal preferences, or the disapproval of one’s neighbors likewise cannot, as a rule, qualify as an exceptional hardship. All of these problems can be resolved through other means without granting a variance, even if the alternative is more expensive, or requires the property owner to build elsewhere or put the parcel to a different use than originally intended.
“Highest adjacent grade” means the highest natural elevation of the ground surface prior to construction next to the proposed walls of a structure. “Historic structure” means any structure that is:

1. Listed individually in the National Register of Historic Places (a listing maintained by the Department of Interior) or preliminarily determined by the Secretary of the Interior as meeting the requirements for individual listing on the National Register;

2. Certified or preliminarily determined by the Secretary of the Interior as contributing to the historical significance of a registered historic district or a district preliminarily determined by the Secretary to qualify as a registered historic district;

3. Individually listed on a state inventory of historic places in states with historic presentation programs which have been approved by the Secretary of Interior; or

4. Individually listed on a local inventory of historic places in communities with historic preservation programs that have been certified either by an approved state program as determined by the Secretary of the Interior or directly by the Secretary of the Interior in states with approved programs. “Levee” means a manmade structure, usually an earthen embankment, designed and constructed in accordance with sound engineering practices to contain, control or divert the flow of water so as to provide protection from temporary flooding.
“Levee system” means a flood protection system which consists of a levee, or levees, and associated structures, such as closure and drainage devices, which are constructed and operated in accord with sound engineering practices.
“Lowest floor” means the lowest floor of the lowest enclosed area, including basement. An unfinished or flood resistant enclosure, usable solely for parking of vehicles, building access or storage in an area other than a basement area (see “Basement”) is not considered a building’s lowest floor, provided that such enclosure is not built so as to render the structure in violation of the applicable non-elevation design requirements of this chapter. (Note: This definition allows attached garages to be built at grade. Below grade garages are not allowed as they are considered to be basements.) “Manufactured home” means a structure, transportable in one or more sections, which is built on a permanent chassis and is designed for use with or without a permanent foundation when attached to the required utilities. The term “manufactured home” does not include a “recreational vehicle.” “Manufactured home park or subdivision” means a parcel (or contiguous parcels) of land divided into two or more manufactured home lots for rent or sale.
“Mean sea level” means for purposes of the National Flood Insurance Program, the National Geodetic Vertical Datum (NGVD) of 1929, North American Vertical Datum (NAVD) of 1988, or other datum, to which base flood elevations shown on a community’s Flood Insurance Rate Map are referenced. “New construction,” for floodplain management purposes, means structures for which the start of construction commenced on or after March 28, 1994, and includes any subsequent improvements to such structures.
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“New mobilehome or manufactured home park or subdivision” means a mobilehome or manufactured home park or subdivision for which the construction of facilities for servicing the lots on which the manufactured homes are to be affixed (including at a minimum, the installation of utilities, the construction of streets, and either final site grading or the pouring of concrete pads) is completed on or after March 28, 1994.
“Obstruction” does not include caissons or pilings, but includes, but is not limited to, any dam, wall, wharf, embankment, levee, dike, abutment, protection, excavation, channelization, bridge, conduit, culvert, building, fence, rock, gravel, refuse, fill, structure, vegetation or other material in, along, across or projecting into any watercourse which may alter, impede, retard or change the direction and/or velocity of the flow of water, or due to its location, its propensity to snare or collect debris carried by the flow of water, or its likelihood of being carried downstream.
“One-Hundred Year Flood” or “100-year flood.” See “Base flood.” “Primary frontal dune” means a continuous or nearly continuous mound or ridge of sand with relatively steep seaward and landward slopes immediately landward and adjacent to the beach and subject to erosion and overtopping from high tides and waves during major coastal storms. The inland limit of the primary frontal dune occurs at the point where there is a distinct change from a relatively mild slope. “Principal structure” means a structure used for the principal use of the property on which it is located. “Public safety and nuisance” as related to Sections 15.20.180 through 15.20.210, variances, of this chapter means that the granting of a variance must not result in anything which is injurious to safety or health of an entire community or neighborhood, or any considerable number of persons, or unlawfully obstructs the free passage or use, in the customary manner, of any navigable lake, or river, bay, stream, canal, or basin.
“Recreational vehicle” means a vehicle which is:

1. Built on a single chassis;

2. Four hundred (400) square feet or less when measured at the largest horizontal projection;

3. Designed to be self-propelled or permanently towable by a light-duty truck; and

4. Designed primarily not for use as a permanent dwelling but as temporary living quarters for recreational, camping, travel, or seasonal use.
“Riverine” means relating to, formed by, or resembling a river (including tributaries), stream, brook, etc.
“Sand dunes” means naturally occurring accumulations of sand in ridges or mounds landward of the beach.
“Sheet Flow Area.” See “Area of shallow flooding.”
“Special flood hazard area (SFHA)” means an area having special flood, mudslide (i.e., mudflow), or flood-related erosion hazards, and shown on a FIRM as Zone A, AO, A1-A30, AE, A99, AH, E, M, V1- V30, VE or V.
“Start of construction” (with reference to substantial improvement and other proposed new development) means the date the building permit was issued, provided the actual start of construction, repair, reconstruction, rehabilitation, addition, placement, or other improvement is within one hundred eighty (180) days from the date of the permit. The “actual start” means either the first placement of permanent construction of a structure on a site, such as the pouring of slab or footings, the installation of piles, the construction of columns, or any work beyond the stage of excavation; or the placement of a manufactured home on a foundation. Permanent construction does not include land preparation, such as clearing, grading, and filling; nor does it include the installation of streets and/or walkways; nor does it include excavation for a basement, footings, piers, or foundations or the erection of temporary forms; nor does it include the installation on the property of accessory buildings, such as garages or sheds not occupied 31 Attachment 2
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as dwelling units or not part of the main structure. For a substantial improvement, the “actual start of construction” means the first alteration of any wall, ceiling, floor, or other structural part of a building, whether or not that alteration affects the external dimensions of the building. “Structure” means a walled and roofed building that is principally above ground; this includes a gas or liquid storage tank or a manufactured home.
“Substantial damage” means damage of any origin sustained by a structure whereby the cost of restoring the structure to its before damaged condition would equal or exceed fifty (50) percent of the market value of the structure before the damage occurred. “Substantial improvement” means any reconstruction, rehabilitation, addition, or other proposed new development of a structure, the cost of which equals or exceeds fifty (50) percent of the market value of the structure before the start of construction of the improvement. This term includes structures which have incurred substantial damage, regardless of the actual repair work performed. The term does not, however, include either:

1. Any project for improvement of a structure to correct existing violations or state or local health, sanitary, or safety code specifications which have been identified by the building official and which are the minimum necessary to assure safe living conditions; or

2. Any alteration of a historic structure; provided that the alteration will not preclude the structure’s continued designation as a historic structure.

V zone. See “Coastal high hazard area.”
“Variance” means a grant of relief from the requirements of this chapter which permits construction in a manner that would otherwise be prohibited by this chapter. “Watercourse” means a lake, river, creek, stream, wash, arroyo, channel or other topographic feature on or over which waters flow at least periodically. “Watercourse” includes specifically designated areas in which substantial flood damage may occur.
“Water surface elevation” means the height, in relation to the National Geodetic Vertical Datum of 1929, North American Vertical Datum (NAVD) of 1988, or other datum, of floods of various magnitudes and frequencies in the floodplains of coastal or riverine areas.

15.20.050 Lands to which this chapter applies.

This chapter shall apply to all areas of special flood hazard within the jurisdiction of the city.

A. Basis for Establishing Areas of Special Flood Hazard. The areas of special flood hazard identified by the Federal Emergency Management Agency (FEMA) in the Los Angeles County Flood Insurance Study (FIS), dated July 6, 1998, and accompanying Flood Insurance Rate Maps (FIRMs), and all subsequent amendments and/or revisions are adopted by reference and declared to be a part of this chapter.

This FIS and attendant mapping is the minimum area of applicability of this chapter and may be supplemented by studies for other areas which allow implementation and which are recommended to the city council by the floodplain administrator. The FIS and FIRMs are on file at City Hall, public works department.

B. Compliance. No structure or land shall hereafter be constructed, located, extended, converted, or altered without full compliance with the terms of this chapter and other applicable regulations. Violation of the requirements of this chapter (including violations of conditions and safeguards established in connection with conditions of permits issued hereunder) shall constitute a misdemeanor. Nothing herein shall prevent the city council from taking such lawful action as is necessary to prevent or remedy any violation.
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C. Applicability. This chapter is not intended to repeal, abrogate, or impair any existing easements, covenants, or deed restrictions. However, where this chapter and another chapter, easement, covenant, or deed restriction conflict or overlap, whichever imposes the more stringent restrictions shall prevail.

D. Interpretation. In the interpretation and application of this chapter, all provisions shall be:

1. Considered as minimum requirements;

2. Liberally construed in favor of the city; and

3. Deemed neither to limit nor repeal any other powers granted under state statutes.

E. Warning and Disclaimer of Liability. The degree of flood protection required by this chapter is considered reasonable for regulatory purposes and is based on scientific and engineering considerations.

Larger floods can and will occur on rare occasions. Flood heights may be increased by manmade or natural causes. This chapter does not imply that land outside the areas of special flood hazards or uses permitted within such areas will be free from flooding or flood damages. This chapter shall not create liability on the part of the city, any officer or employee thereof, the state of California, or the Federal Insurance Administration, Federal Emergency Management Agency, for any flood damages that result from reliance on this chapter or any administrative decision lawfully made hereunder.

F. Severability. This chapter and the various parts thereof are declared to be severable. Should any section of this chapter be declared by the courts to be unconstitutional or invalid, such decision shall not affect the validity of the chapter as a whole, or any portion thereof other than the section so declared to be unconstitutional or invalid.

15.20.060 Establishment of development permit.

A development permit shall be obtained before any construction or other development begins within any area of special flood hazard established in Section 15.20.050. Application for a development permit shall be made on forms furnished by the floodplain administrator and may include, but not be limited to:
plans in duplicate drawn to scale showing the nature, location, dimensions, and elevation of the area in question; existing or proposed structures, fill, storage of materials, drainage facilities; and the location of the foregoing. Specifically, the following information is required.

A. Proposed elevation in relation to mean sea level, of the lowest floor (including basement) of all structures in Zones AE, AO, Approximate A, and VE, elevation of highest adjacent grade and proposed elevation of lowest floor, including basement, of all structures; or B. Proposed elevation in relation to mean sea level to which any structure will be floodproofed, if required in Section 15.20.100(C)(3); and
C. All appropriate certifications listed in Section 15.20.100(C) of this chapter; and D. Description of the extent to which any watercourse will be altered or relocated as a result of proposed development.

E. For a crawl-space foundation, location and total net area of flood vent foundation openings as required in Section 15.20.100 of this ordinance.

F. Description of the extent to which any watercourse will be altered or relocated as a result of proposed development.

15.20.070 Designation of the floodplain administrator.

The Floodplain Administrator shall administer, implement, and enforce this chapter by granting or denying development permits in accord with its provisions. 33 Attachment 2
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15.20.080 Duties and responsibilities of the floodplain administrator.

The duties and responsibilities of the floodplain administrator shall include, but not be limited to the following:

A. Permit Review. Review all development permits to determine that:

1. Permit requirements of this chapter have been satisfied including determination of substantial improvement and substantial damage of existing structures;

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

3. The site is reasonably safe from flooding.

4. The proposed development does not adversely affect the carrying capacity of areas where base flood elevations have been determined but a floodway has not been designated. This means that the cumulative effect of the proposed development when combined with all other existing and anticipated development will not increase the water surface elevation of the base flood more than one foot at any point within the city of Malibu; and

5. All letters of Map Revision (LOMR’s) flood control projects are approved prior to issuance of building permits. Building permits must not be issued based on conditional letters of map revision (CLOMR’s). Approved CLOMR’s allow construction of the proposed flood control project and land preparation as specified in the “start of construction” definition.

6. The Floodplain Administrator shall have the authority to grant variances for properties within the effective FEMA FIRM coastal high hazard VE Zone flood zone for the construction of new and substantial improvement repairs to seawalls that are specifically intended to protect septic systems from potential wave runup damage and scouring related to the Pacific Palisades Fire rebuild projects. This authority shall be exercised in accordance with Sections 15.20.180 through

15.20.210. The granting of a variance shall be conditional upon the septic system and seawall being the smallest size and their placement as landward as possible, may not be utilized for structural support of the building, minimizes the obstruction to flood flow as much as possible, will not result in increased flood heights to the effective FEMA FIRM, additional threats to public safety, extraordinary public expense, create nuisances, cause fraud or victimization of the public, or conflict with existing local laws or ordinances. The granting of a variance shall be deemed to be the minimum necessary, considering the flood hazard, to afford relief to the property.

B. Development of Substantial Improvement and Substantial Damage Procedures.

1. Using FEMA publication FEMA 213, “Answers to Questions About Substantially Damaged Buildings,” develop detailed procedures for identifying and administering requirements for substantial improvement and substantial damage, to include defining “Market Value.”

2. Assure procedures are coordinated with other departments/divisions and implemented by community staff.

C. Review and Use of Any Other Base Flood Data. When base flood elevation data has not been provided in accordance with Section 15.20.050(B), the floodplain administrator shall obtain, review, and reasonably utilize any base flood elevation and floodway data available from a federal or state agency, or other source, in order to administer Section 15.20.060. Any such information shall be submitted to the city council for adoption prior to its use.

D. Notification of Other Agencies. In alteration or relocation of a watercourse:

1. Notify adjacent communities and the California Department of Water Resources prior to alteration or relocation;
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2. Submit evidence of such notification to the Federal Insurance Administration, Federal Emergency Management Agency; and

3. Assure that the flood-carrying capacity within the altered or relocated portion of the watercourse is maintained.

4. Base Flood Elevation changes due to physical alterations:
a. Within 6 months of information becoming available or project completion, whichever comes first, the floodplain administrator shall submit or assure that the permit applicant submits technical or scientific data to FEMA for a Letter of Map Revision (LOMR). b. All LOMR’s for flood control projects are approved prior to the issuance of building permits. Building Permits must not be issued based on Conditional Letters of Map Revision (CLOMR’s). Approved CLOMR’s allow construction of the proposed flood control project and land preparation as specified in the “start of construction” definition.

Such submissions are necessary so that upon confirmation of those physical changes affecting flooding conditions, risk premium rates and floodplain management requirements are based on current data.

5. Notify FEMA in writing whenever the corporate boundaries have been modified by annexation or other means and include a copy of a map of the community clearly delineating the new corporate limits.

E. Documentation of Floodplain Development. Obtain and maintain for public inspection and make available as needed the following:

1. Certification required by Section 15.20.100(C)(1) (lowest floor elevations);

2. Certification required by Section 15.20.100(C)(2) (elevation or floodproofing of nonresidential structures);

3. Certification required by Section 15.20.100(C)(3) (wet floodproofing standard);

4. Certification of elevation required by Section 15.20.120(B) (subdivision standards);

5. Certification required by Section 15.20.175(B) (floodway encroachments);

6. Information required by Section 15.20.150(F) (coastal construction standards); and

7. Reports required by Section 15.20.160(D) (mudflow standards); and

8. Maintain a record of all variance actions, including justification for their issuance, and report such variances issued in its biennial report submitted to the Federal Emergency Management Agency
F. Map Determinations. Make interpretations where needed, as to the exact location of the boundaries of the areas of special flood hazard, for example, where there appears to be a conflict between a mapped boundary and actual field conditions. The person contesting the location of the boundary shall be given a reasonable opportunity to appeal the interpretation as provided in Sections 15.20.180 through

15.20.210.

G. Remedial Action. Take action to remedy violations of this chapter as specified in Section

15.20.050(B).

15.20.090 Appeals.

The city council shall hear and decide appeals when it is alleged there is an error in any requirement, decision, or determination made by the floodplain administrator in the enforcement or administration of this chapter.
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15.20.100 Standards of construction.

In all areas of special flood hazards the following standards are required:

A. Anchoring.

1. All new construction and substantial improvements shall be adequately anchored to prevent flotation, collapse or lateral movement of the structure resulting from hydrodynamic and hydrostatic loads, including the effects of buoyancy.

2. All mobilehomes and manufactured homes shall meet the anchoring standards of Section

15.20.130.

B. Construction Materials and Methods. All new construction and substantial improvement shall be constructed:

1. With materials and utility equipment resistant to flood damage;

2. Using methods and practices that minimize flood damage;

3. With electrical, heating, ventilation, plumbing and air conditioning equipment and other service facilities that are designed and/or located so as to prevent water from entering or accumulating within the components during conditions of flooding; and if

4. Within Zones AH or AO, so that there are adequate drainage paths around structures on slopes to guide flood waters around and away from proposed structures.

C. Elevation and floodproofing. (See Section 15.20.040, definitions for “new construction,” “substantial damage” and “substantial improvement”.)

1. Residential construction, new or substantial improvement, shall have the lowest floor, including basement;
a. In an AO zone, the lowest floor including basemen shall be elevated above the highest adjacent grade to a height equal to or exceeding the depth number specified in feet on the FIRM by at least one foot, or elevated at least three feet above the highest adjacent grade if no depth number is specified; b. In a VE zone, the lowest horizontal support member shall be elevated to at least one foot above the base flood elevation, shown on the effective FIRM;
c. In all other zones, including Zone AE and the Unnumbered/Approximate Zone A, the lowest floor including basement shall be elevated to at least one foot above the base flood elevation shown on the effective FIRM.

Upon the completion of the structure, the elevation of the lowest floor including basement shall be certified by a registered professional engineer or surveyor, or verified by the building official to be properly elevated. Such certification or verification shall be provided to the floodplain administrator.

2. Nonresidential construction shall either be elevated to conform with subsection (C)(1) of this section or, together with attendant utility and sanitary facilities, a. Be floodproofed below the elevation recommended under subsection (C)(1) so that the structure is watertight with walls substantially impermeable to the passage of water; b. Have structural components capable of resisting hydrostatic and hydrodynamic loads and effects of buoyancy; and
c. Be certified by a registered professional civil engineer or architect that the standards of this subsection are satisfied. Such certification shall be provided to the floodplain administrator.

3. All new construction and substantial improvement with fully enclosed areas below the lowest floor (excluding basements) that are usable solely for parking of vehicles, building access or storage, and 36 Attachment 2
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which are subject to flooding, shall be designed to automatically equalize hydrostatic flood forces on exterior walls by allowing for the entry and exit of floodwater. Designs for meeting this requirement must exceed the following minimum criteria:
a. Be certified by a registered professional civil engineer or architect; b. Be certified to comply with a local floodproofing standard approved by the Federal Insurance Administration, Federal Emergency Management Agency; or c. Have a minimum of two openings on different sides having a total net area of not less than one square inch for every square foot of enclosed area subject to flooding. The bottom of all openings shall be no higher than one foot above adjacent natural grade. Openings may be equipped with screens, louvers, valves or other coverings or devices provided that they permit the automatic entry and exit of floodwater.

4. Manufactured homes and mobilehomes shall also meet the standards in Section 15.20.130.

15.20.105 Standards for Garages and low-cost accessory structures A. “Accessory structures” used solely for parking (2 car detached garages or smaller) or limited storage (small, low-cost sheds), as defined in Section 15.20.40 may be constructed such that its floor is below the base flood elevation (BFE), provided the structure is designed and constructed in accordance with the following requirements:

1. Use of the accessory structure must be limited to parking or limited storage;

2. The portions of the accessory structure located below the BFE must be built using flood-resistant materials;

3. The accessory structure must be adequately anchored to prevent flotation, collapse and lateral movement;

4. Any mechanical and utility equipment in the accessory structure must be elevated or floodproofed to or above the BFE;

5. The accessory structure must comply with floodplain encroachment provisions in Section 15.20.150, and

6. The accessory structure must be designed to allow for the automatic entry of flood waters in accordance with Section 15.20.100
B. Detached garages and accessory structures not meeting the above standards must be constructed in accordance with all applicable standards in Section 15.20.100.

15.20.110 Standards for utilities.

A. All new and replacement water supply and sanitary sewage systems shall be designed to minimize or eliminate:

1. Infiltration of flood waters into the systems; and

2. Discharge from the systems into flood waters.

B. On-site waste disposal systems shall be located to avoid impairment to them, or contamination from them during flooding.
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15.20.120 Standards for subdivisions.

A. All preliminary subdivision proposals shall identify the special flood hazard area and the elevation of the base flood.

B. All subdivision plans shall provide the elevation of proposed structure(s) and pad(s). If the site is filled above the base flood elevation, the lowest floor, pad elevations, and lowest adjacent grade shall be certified by a registered professional engineer or surveyor and provided to the floodplain administrator.

C. All subdivision proposals shall be consistent with the need to minimize flood damage.

D. All subdivision proposals shall have public utilities and facilities such as sewer, gas, electrical and water systems located and constructed to minimize flood damage.

E. All subdivisions shall provide adequate drainage to reduce exposure to flood hazards.

15.20.130 Standards for manufactured homes and mobilehomes.

A. All manufactured homes and mobilehomes that are placed or substantially improved, within Zones A1-30, AH, AE, V, and VE on the city’s Flood Insurance Rate Map, on sites located.

1. Outside of a manufactured home or mobilehome park or subdivision;

2. In a new manufactured home or mobilehome park or subdivision;

3. In an expansion to an existing manufactured home or mobilehome park or subdivision; or

4. In an existing manufactured home or mobilehome park or subdivision on a site upon which a manufactured home or mobilehome has incurred substantial damage as the result of a flood; shall be elevated on a permanent foundation such that the lowest floor of the manufactured home or mobilehome is elevated to at least one foot above the base flood elevation and be securely anchored to an adequately anchored foundation system to resist flotation collapse and lateral movement.

B. All manufactured homes or mobilehomes that are placed or substantially improved on sites located within Zones V1-30, V, and VE on the community’s Flood Insurance Rate Map will meet the requirements of subsection A of this section and Section 15.20.160.

C. All manufactured homes or mobilehomes to be placed or substantially improved on sites in an existing manufactured home or mobilehome park or subdivision within Zones A1-30, AR, AE, V1-30, V, and VE on the community’s Flood Insurance Rate Map that are not subject to the provisions of subsection A of this section will be elevated so that either the:

1. Lowest floor of the manufactured home or mobilehome is at least one foot above the base flood elevation; or

2. Manufactured home or mobilehome chassis is supported by reinforced piers or other foundation elements of at least equivalent strength that are no less than thirty-six (36) inches in height above grade and be securely anchored to an adequately anchored foundation system to resist flotation, collapse, and lateral movement.

15.20.140 Standards for recreational vehicles.

A. All recreational vehicles placed on sites within Zones Al-30, AH, AE, V, and VE on the city’s Flood Insurance Rate Map will either:

1. Be on the site for fewer than one hundred eighty (180) consecutive days; 38 Attachment 2
Quality Code Data 3/13/2019, Page 14

2. Be fully licensed and ready for highway use. A recreational vehicle is ready for highway use if it is on its wheels or jacking system, is attached to the site only by quick disconnect type utilities and security devices, and has no permanently attached additions; or

3. Meet the permit requirements of Sections 15.20.060 through 15.20.090 of this chapter and the elevation and anchoring requirements for manufactured homes or mobilehomes in Section 15.20.130(A).

B. Recreation vehicles placed on sites within Zones V1-30, V, and VE on the city’s Flood Insurance Rate Map will meet the requirements of subsection A of this section and Section 15.20.160.

15.20.150 Coastal high hazard areas.

Within coastal high hazard areas, Zone VE, as established under Section 15.20.050(A), the following standards shall apply.

A. All new construction and substantial improvement shall be elevated on adequately anchored pilings or columns and securely anchored to such pilings or columns so that the lowest horizontal portion of the structural members of the lowest floor (excluding the pilings or columns) is elevated to or above the base flood level. The pile or column foundation and structure attached thereto is anchored to resist flotation, collapse, and lateral movement due to the effects of wind and water loads acting simultaneously on all building components. Water loading values used shall be those associated with the base flood. Wind loading values used shall be those required by the building code.

B. All new construction and substantial improvement shall be located on the landward side of the average mean high tide line.

C. All new construction and substantial improvement shall have the space below the lowest floor free of obstructions or constructed with breakaway walls as defined in Section 15.20.040 of this chapter.

Such enclosed space shall not be used for human habitation and will be usable solely for parking of vehicles, building access or storage.

D. Fill shall not be used for structural support of buildings.

E. Manmade alteration of sand dunes which would increase potential flood damage is prohibited.

F. Seawalls designed and constructed for the sole purpose of protecting septic systems from wave runup and scouring shall be subject to the variance requirements defined in Sections 15.20.180 through 15.20.210.

G. The floodplain administrator shall obtain and maintain the following records:

1. Certification by a registered engineer or architect that a proposed structure complies with Section 15.20.160(A);

2. The elevation (in relation to mean sea level) of the bottom of the lowest structural member of the lowest floor (excluding pilings or columns) of all new and substantially improved structures, and whether such structures contain a basement.

15.20.160 Mudslide (i.e., mudflow) prone areas.

A. The floodplain administrator shall review permits for proposed construction or other development to determine if it is proposed within a mudslide area.
39 Attachment 2
Quality Code Data 3/13/2019, Page 15
B. Permits shall be reviewed to determine that the proposed site and improvement will be reasonably safe from mudslide hazards. Factors to be considered in making this determination include but are not limited to the:

1. Type and quality of soils;

2. Evidence of ground water or surface water problems;

3. Depth and quality of any fill;

4. Overall slope of the site; and

5. Weight that any proposed development will impose on the slope.

C. Within areas which may have mudslide hazards, the floodplain administrator shall require that:

1. A site investigation and further review be made by persons qualified in geology and soils engineering;

2. The proposed grading, excavation, new construction, and substantial improvement be adequately designed and protected against mudslide damages;

3. The proposed grading, excavations, new construction, and substantial improvement not aggravate the existing hazard by creating either on-site or off-site disturbances; and

4. Drainage, planting, watering, and maintenance not endanger slope stability.

15.20.170 Flood-related erosion-prone areas.

A. The floodplain administrator shall require permits for proposed construction and other development within all flood-related erosion-prone areas as known to the city.

B. Permit applications shall be reviewed to determine whether the proposed site alterations and improvements will be reasonably safe from flood-related erosion and will not cause flood-related erosion hazards or otherwise aggravate the existing hazard.

C. If a proposed improvement is found to be in the path of flood-related erosion or would increase the erosion hazard, such improvement shall be relocated or adequate protective measures shall be taken to avoid aggravating the existing erosion hazard.

D. Within Zone E on the Flood Insurance Rate Map, a setback is required for all new development from the ocean, lake, bay, riverfront or other body of water to create a safety buffer consisting of a natural vegetative or contour strip. This buffer shall be designated according to the flood-related erosion hazard and erosion rate, in relation to the anticipated useful life of structures, and depending upon the geologic, hydrologic, topographic, and climactic characteristics of the land. The buffer may be used for suitable open space purposes, such as for agricultural, forestry, outdoor recreation and wildlife habitat areas, and for other activities using temporary and portable structures only.

15.20.175 Floodways
Since floodways are an extremely hazardous area due to the velocity of flood waters which carry debris, potential projectiles, and erosion potential, the following provisions apply:

A. Until a regulatory floodway is adopted, no new construction, substantial development, or other development, including fill, shall be permitted within an Approximate/Unnumbered Zone A and in Zones A1-30 and AE, unless it is demonstrated that the cumulative effect of the proposed 40 Attachment 2
Quality Code Data 3/13/2019, Page 16
development, when combined with all other development, will not increase the water surface elevation of the base flood more than 1 foot at any point within the city of Malibu.

B. Within an adopted regulatory floodway, the City of Malibu shall prohibit encroachments, including fill, new construction, substantial improvements, and other development, unless certification by a registered civil engineer is provided demonstrating that the proposed encroachment shall not result in any increase in flood levels during the occurrence of the base flood discharge.

C. If subsections A & B are satisfied, all new construction, substantial improvement, and other proposed new development shall comply with all other applicable flood hazard reduction provisions of Section 15.20.100 to 15.20.170.

15.20.180 Nature of variances.

The variance criteria set forth in this section of the chapter are based on the general principle of zoning law that variances pertain to a piece of property and are not personal in nature. A variance may be granted for a parcel of property with physical characteristics so unusual that complying with the requirements of this chapter would create an exceptional hardship to the applicant or the surrounding property owners. The characteristics must be unique to the property and not be shared by adjacent parcels. The unique characteristic must pertain to the land itself, not to the structure, its inhabitants, or the property owners.

It is the duty of the city council to help protect its citizens from flooding. This need is so compelling and the implications of the cost of insuring a structure built below flood level are so serious that variances from the flood elevation or from other requirements in this chapter are quite rare.

A variance for the construction or substantial improvement repair to a seawall that is intended only for the protection of a septic system may be issued by the Floodplain Administrator conditional upon the provisions and requirements set out in 15.20.200 and 15.20.210.

15.20.190 Appeal board.

A. In passing upon requests for variances, the city council shall consider all technical evaluations, all relevant factors, standards specified in other sections of this chapter, and the:

1. Danger that materials may be swept onto other lands to the injury of others;

2. Danger of life and property due to flooding or erosion damage;

3. Susceptibility of the proposed facility and its contents to flood damage and the effect of such damage on the existing individual owner and future owners of the property;

4. Importance of the services provided by the proposed facility to the city;

5. Necessity to the facility of a waterfront location, where applicable;

6. Availability of alternative locations for the proposed use which are not subject to flooding or erosion damage;

7. Compatibility of the proposed use with existing and anticipated development;

8. Relationship of the proposed use to the comprehensive plan and floodplain management program for that area;

9. Safety of access to the property in time of flood for ordinary and emergency vehicles;

10. Expected heights, velocity, duration, rate of rise, and sediment transport of the flood waters expected at the site; and
41 Attachment 2
Quality Code Data 3/13/2019, Page 17

11. Costs of providing governmental services during and after flood conditions, including maintenance and repair of public utilities and facilities such as sewer, gas, electrical, and water system, and streets and bridges.

B. Any applicant to whom a variance is granted shall be given written notice over the signature of the floodplain administrator that:

1. 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 twenty-five dollars ($25.00) for one hundred dollars ($100.00) of insurance coverage; and

2. Such construction below the base flood level increases risks to life and property. A copy of the notice shall be recorded by the floodplain administrator in the office of the registrar recorder of Los Angeles County and shall be recorded in a manner so that it appears in the chain of title of the affected parcel of land; and
C. The floodplain administrator will maintain a record of all variance actions, including justification for their issuance, and report such variances issued in its biennial report submitted to the Federal Insurance Administration, Federal Emergency Management Agency.

D. Variances for Septic Systems and Seawalls to Protect Septic Systems.

Decisions made by the Floodplain Administrator under the authority granted in Section 15.20.070 may be appealed directly to the City Council if necessary. Variances granted for seawalls intended specifically to protect septic systems shall be processed on an expedited basis.

15.20.200 Conditions for variances.

A. Generally, variances may be issued for new construction, substantial improvement, and other proposed new development to be erected on a lot of one-half acre or less in size contiguous to and surrounded by lots with existing structures constructed below the base flood level, providing that the procedures of Sections 15.20.060 to 15.20.090 and Sections 15.20.100 to 15.20.180 of this chapter have been fully considered. As the lot size increases beyond one-half acre, the technical justification required for issuing the variance increases.

B. Variances may be issued for the repair or rehabilitation of “historic structures” (as defined in Section 15.20.040 of this chapter) upon a determination that the proposed repair or rehabilitation will not preclude the structure’s continued designation as a historic structure and the variance is the minimum necessary to preserve the historic character and design of the structure.

C. Variances shall not be issued within any mapped regulatory floodway if any increase in flood levels during the base flood discharge would result.

D. Variances shall only be issued upon a determination that the variance is the minimum necessary considering the flood hazard, to afford relief. “Minimum necessary” means to afford relief with a minimum of deviation from the requirements of this chapter. For example, in the case of variances to an elevation requirement, this means the city council need not grant permission for the applicant to build at grade, or even to whatever elevation the applicant proposes, but only to that elevation which the city council believes will both provide relief and preserve the integrity of this chapter. 42 Attachment 2
Quality Code Data 3/13/2019, Page 18
E. Variances shall only be issued upon a:

1. Showing of good and sufficient cause pertaining to unusual characteristics of the property;

2. Determination that failure to grant the variance would result in exceptional “hardship” (as defined in Section 15.20.040 of this chapter) to the applicant; and

3. Determination that the granting of a variance will not result in increased flood heights, additional threats to public safety, or extraordinary public expense, create a nuisance (as defined in Section 15.20.040, see “Public safety or nuisance”), cause fraud or victimization (as defined in Section 15.20.040) of the public, or conflict with existing local laws or ordinances.

F. Variances may be issued for new construction, substantial improvement, and other proposed new development necessary for the conduct of a functionally dependent use provided that the provisions of subsections A through E of this section are satisfied and that the structure or other development is protected by methods that minimize flood damages during the base flood and does not result in additional threats to public safety and does not create a public nuisance.

G. Upon consideration of the factors and purposes of this chapter, the city council may attach such conditions to the granting of variances as it deems necessary to further the purposes of this chapter.

15.20.210 Special Variance Provisions for Seawalls to Protect Septic Systems.

A. Expedited Variances.

The construction of new or substantial improvement repairs to seawalls specifically intended to protect septic systems from wave runup and scouring when associated with Pacific Palisades Fire rebuilds are eligible for expedited variances facilitate and timely development permit approvals. To facilitate this, the City Council has authorized the Floodplain Administrator to grant variances on their behalf, solely for septic systems and seawalls that protect the operation of septic systems related to Pacific Palisades Fire rebuild projects.

B. Conditions for Variances for Seawalls to Protect Septic Systems All conditions for variances defined in Section 15.20.200 shall be met including the following.

1. The applicant has submitted a completed “City of Malibu Floodplain Variance for Septic System Seawalls” application for review and approval by the Floodplain Administrator, prior to the commencement of any construction activity on the property.

2. The septic system and seawall shall be designed and certified by a registered engineer or architect.

3. The design and construction or repair of the seawall will not result in any increase to the effective FEMA FIRM coastal high hazard V/ VE Zone flood heights to the property or to surrounding properties.

4. The septic system and seawall shall be the smallest size and their placement as landward as possible.

5. The design and construction of the seawall may not be utilized for structural support of the building.

6. The design and construction of the seawall shall minimize the obstruction to flood flow as much as possible,

7. The septic system and seawall must comply with all the following regulatory requirements:
43 Attachment 2
Quality Code Data 3/13/2019, Page 19

7.1 The location of the septic system and seawall shall comply with the NFIP development requirements of the FEMA flood zone as shown on the effective Flood Insurance Rate Map and Flood Insurance Study.

7.2 Meet all applicable federal, state, and local safety requirements, ordinances and building regulations.

7.3 Comply with all applicable provisions of Chapter 15 – Building and Construction of the Municipal Code, including but not limited to floodplain management regulations, construction standards, and development permitting requirements.

8. The Floodplain Administrator has determined that granting of the variance is the minimum necessary, considering the flood hazard, to afford relief to the property.

9. All approved variances under 15.20.210 must be recorded with the Los Angeles County Recorder’s Office and include a notarized acknowledgment by the property owner. The recorded document shall indicate that the variance pertains only to the property, is granted specifically for the construction or substantial improvement repairs to the septic system seawall only and does not constitute an exemption from future floodplain management regulations.

10. Prior to the issuance of a Certificate of Occupancy, the applicant shall submit a completed FEMA Elevation Certificate and obtain approval from the Floodplain Administrator. ,
44

Agenda Item # 6.A.

Council Agenda Report
To: Mayor Silverstein and the Honorable Members of the City Council Prepared by: Tatiana Holden, Interim Public Works Director/City Engineer Approved by: Rob DuBoux, Interim City Manager
Date prepared: February 9, 2026 Meeting date: February 23, 2026 Subject: PCH Wastewater Project Update
RECOMMENDED ACTION: 1) Receive an update on the preliminary design report for the Pacific Coast Highway (PCH) Wastewater project; 2) Provide direction regarding the project final design, funding, and implementation.

FISCAL IMPACT: There is no fiscal impact associated with the recommended action at this time. The preliminary design work is being completed under the existing amendment with Woodard & Curran. The proposed project is estimated at $125,153,000. If the City Council elects to implement this project, staff will proceed with a financial plan that includes a Clean Water State Revolving Fund and assessment district and will provide updates and final funding approvals to Council.

Item Estimated Costs
Construction $106,062,000
Design/Permitting $10,606,000
Construction Management $8,485,000
Total Estimated Costs $125,153,000
STRATEGIC PRIORITY: This item supports the City’s 2025-2028 Strategic Plan. Goal 1:

Support Community Rebuilding and Long-Term Recovery.

DISCUSSION: On August 11, 2025, the City Council received an update on the progress of preliminary design and meetings with the project stakeholders. At the direction of the Council, staff and the consultant continued meeting with Ad Hoc Committee, coordinating with partner agencies, and working on the preliminary design report. Staff has also continued researching the interim septic repairs/replacements options for the properties in which septic systems were damaged by the Palisades Fire.

City Council Meeting
02-23-26
Item

6.A.
1

Agenda Item # 6.A.

The Draft Preliminary Design Report was distributed to Ad Hoc Committee in November 2025 for review and comments. The Final Preliminary Design Report incorporated responses to the Committee’s comments and was completed on February 9, 2026. The report evaluates the required sewer collection system facilities on PCH and provides an overview of the project estimated implementation cost and proposed schedule.

Sewer collection system facilities were designed based on division of the project area into five sewer shed areas established by the existing creek crossing along PCH and include:
• Ten lift stations;
• Eighteen gravity sewer segments;
• Near 20,000 linear feet of force mains;
• Five significant crossings.

Preliminary cost estimate reaffirmed the original assumption of $125,153,000. This cost includes final design, permitting and construction cost with 40% contingency. The estimated project implementation schedule spans approximately 54 months assuming the funding is secured in early 2026 and no major issues are discovered during final design phase or construction.

Per direction of the Council, staff conducted additional research on costs of the replacement of damaged Onsite Wastewater Treatment System (OWTS) and replacement or constructing a new seawall to protect the OWTS for the affected by the Palisades Fire waterfront properties. With certain assumptions being made and based on the information provided by local coastal engineering consultants, the costs for replacing a OWTS and constructing a new seawall are expected to vary between $625,000 and $1,525,000. For all of the “Rebuild” residential properties, the total approximate construction costs for installing OWTS and constructing seawalls could amount to approximately $278,735,000.

Public Works and Community Development departments are working on developing strategies to assist property owners in implementing interim solutions until a connection to the sewer is available. This effort is part of rebuilding and recovery efforts for the community. Continued coordination with the stakeholders is necessary for this project, including a continued discussion with the Los Angeles Regional Water Quality Control Board (Regional Board) regarding interim solutions for the property owners until the project is completed.

The City is actively pursuing funding opportunities for this Project including Clean Water State Revolving Fund (SRF) financing. SRF is a federal-state partnership that provides low-interest loans and grants to support wastewater treatment projects. In addition, the formation of an Assessment District is a critical component of Malibu’s wastewater infrastructure financing and is a prerequisite for initiating construction. The Assessment 2

Agenda Item # 6.A.

District will also ensure that the City is equitably distributing costs among property owners who will benefit from the new sewer system. There are other finding strategies, such as disaster recovery districts and other grants staff is actively investigating. However, the funding strategy including obtaining an SRF low interest loan along with an assessment district has been a successful strategy in past projects and can be used for this project also.

Staff recommends the City Council provide direction to staff regarding the implementation of this project.

ATTACHMENTS: Preliminary Design Report - City of Malibu Wastewater Collection System on Pacific Coast Highway to LASAN Connection
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City of Malibu 1 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

PRELIMINARY DESIGN REPORT
TO: Rob DuBoux and Tatiana Holden | City of Malibu
PREPARED BY: Romy Sharafi, Justin Kraetsch, Matt Elsner, Brian Ling | Woodard & Curran REVIEWED BY: Scott Goldman and Mike Matson | Woodard & Curran DATE: February 9, 2026
RE: City of Malibu Wastewater Collection System on Pacific Coast Highway to LASAN Connection

1. INTRODUCTION AND BACKGROUND
The City of Malibu (City) and surrounding areas were significantly impacted by the Palisades Fire that began January 7, 2025 in the Santa Monica Mountains. The fires caused severe damage and destruction to residential and commercial properties, particularly areas near Sunset Mesa and in eastern Malibu. Amidst the process of rebuilding on the affected properties, the City is working with state and local agencies to determine the feasibility of constructing a new wastewater sewer collection system that would serve the waterfront properties along Pacific Coast Highway (PCH) within the areas of the City affected by the Palisades Fire. The new sewer collection system would replace the existing onsite wastewater disposal systems (OWDS) for these properties, which consist primarily of septic tanks and leach fields, and require seawalls for protection. The City has initiated the Wastewater Collection System on PCH to Los Angeles Sanitation & Environment (LASAN) Project (Project) to perform initial facilities planning and evaluate the feasibility of the new collection system.

The segment of PCH under evaluation (Project Area) is shown in Figure 1, which spans approximately 5.5 miles between the intersection of Carbon Beach Terrace and PCH at the west end and the intersection of Getty Villa Drive and PCH on the east end. The new sewer collection system for the Project area would connect to an existing LASAN sewer manhole located at the east end of the Project area, and ultimately flow to the Hyperion Water Reclamation Plant (HWRP) for treatment. Converting the waterfront properties impacted by the fires within the Project area from their existing septic systems to a centralized wastewater collection and treatment system could potentially reduce the reconstruction and long-term maintenance costs.

The City contracted Woodard & Curran (W&C) to perform initial facilities planning and preliminary engineering design work for the proposed wastewater collection system.

Attachment 1
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City of Malibu 2 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 1: PROJECT AREA
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City of Malibu 3 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

1.1 Objectives
This Preliminary Design Report (PDR) evaluates the required sewer collection system facilities on PCH to serve the affected properties and provides an overview of the Project implementation cost and schedule.

The purpose of this PDR is to:
• Estimate the sewershed flows based on the parcels to be connected to the new sewer collection system within the Project area.
• Determine the size and preliminary locations of gravity sewers, lift stations, and force mains required to connect the parcels and convey sewage to the LASAN wastewater collection system. • Identify significant crossings for the sewer system along PCH and evaluate constructability. • Provide a preliminary capital cost estimate for the Project. • Provide a preliminary Project implementation schedule.

1.2 Organization
This PDR is organized as follows:

1. INTRODUCTION AND BACKGROUND ............................................................................................. 1

2. SEWER COLLECTION SYSTEM FLOWS AND LOADS ........................................................................ 3

3. SEWER COLLECTION SYSTEM DESIGN APPROACH AND CRITERIA .............................................. 9

4. CONSTRUCTION METHODS............................................................................................................20

5. SEWER COLLECTION SYSTEM FACILITIES ......................................................................................24

6. PROPOSED PROJECT SUMMARY AND IMPLEMENTATION .........................................................52

7. REFERENCES .....................................................................................................................................60 APPENDIX A – MASTER PARCEL DATA LIST
APPENDIX B – PRELIMINARY SEWER SYSTEM PROFILE
APPENDIX C – PRELIMINARY SEWER SYSTEM ALIGNMENT FIGURES APPENDIX D – PLANNING-LEVEL PROJECT CAPITAL COST ESTIMATE

2. SEWER COLLECTION SYSTEM FLOWS AND LOADS
The purpose of this section is to present the estimated wastewater flowrates generated from the properties within the Project area that will form the design basis for the City’s proposed sewer collection system.

2.1 Basis of Design Flow and Load Estimation
The anticipated wastewater flows for the Project were estimated for each parcel based on its land use category (e.g., residential, general commercial, retail, restaurant, or public open space). This analysis used the daily wastewater production assumptions that have been previously approved by the City as part of their Civic Center Water Treatment Facility Phase 1 and Phase 2 Projects (CCWTF Project), which are generally consistent with current data from other agencies. These daily wastewater production assumptions are provided in Table 1. During the subsequent final design phase, the City will evaluate estimating 6 FINAL
City of Malibu 4 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 residential wastewater flows based on building square footage rather than number of bedrooms prior to the formation of an assessment district.

TABLE 1: SUMMARY OF ESTIMATED AVERAGE DAILY WASTEWATER FLOW PRODUCTIONS FOR

EACH PARCEL TYPE FROM CCWTF PROJECT
Category Value Unit
Residential Parcels
Per Capita Indoor Water Use 70 gal per person per day
Number of People per Bedroom
1st Bedroom (Master) 2 people
Additional Bedrooms 1 person per room
Average Daily Flow Estimates:
1-Bedroom Residence 140 gpd
2-Bedroom Residence 210 gpd
3-Bedroom Residence 280 gpd
4-Bedroom Residence 350 gpd
5-Bedroom Residence 420 gpd
6-Bedroom Residence 490 gpd
7-Bedroom Residence 560 gpd
8-Bedroom Residence 630 gpd
9-Bedroom Residence 700 gpd
10-Bedroom Residence 770 gpd
11-Bedroom Residence 840 gpd
12-Bedroom Residence 910 gpd
13-Bedroom Residence 980 gpd
14-Bedroom Residence 1050 gpd
Commercial Parcels
FAR 0.15 floor-to-area ratio
Commercial (general) 0.022 gpd/sf (retail)

0.675 gpd/sf (restaurant)
20% Percentage of Restaurant
80% Percentage of Retail

0.1523 gpd/sf
Retail 2,500 sf
4 employees
10 gpd/employee
40 gpd
4 parking spaces
7 FINAL
City of Malibu 5 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 Category Value Unit
2 gpd/parking space

8.0 gpd
48 gpd

0.02 gpd/sf
Restaurant: 300 customers on average per day

9.0 gal per customer per day
2,700 gpd
4,000 sf (includes kitchen)

0.675 gpd/sf
Public Open Space Parcel (With Facilities)
Average Daily Flow Estimate: 2,000 gpd
GIS data for the waterfront parcels within the Project area were provided by the City in May 2025. The GIS data included tabular data for each parcel consisting of address, parcel type (residential, commercial, or public open space), number of bedrooms/bathrooms, etc. Using these data, the total average daily wastewater flow (ADWF) production was estimated for each parcel based on parcel type and the parcel type’s assumed daily wastewater flow production shown in Table 1. The ADWF estimates for each parcel type more closely represent maximum month flows in order to capture the average daily flows during the summer months when the properties within the Project area are most populated throughout the year. The approximately 25 vacant residential and commercial parcels located within the Project area were not allocated potential future flow.

The timeframe in which the waterfront properties in the Project area could connect to the new sewer collection system will be impacted by the rebuilding efforts for each property. Recent aerial imagery was used to estimate the number of properties within the Project area that were and weren’t destroyed by the wildfires. If the aerial imagery showed an existing building structure(s) remaining on a property, then it was assumed that the property does not have to be rebuilt and could be connected to the new sewer system as soon as it was operational. These properties were categorized as “Existing”. The properties that were destroyed by the wildfires based on aerial imagery were categorized as “Rebuild”. Based on a review of the aerial imagery, approximately 67% of the residential parcels and 40% of the commercial parcels were destroyed by the wildfires. It is possible that some of the “Existing” properties (i.e., not destroyed by wildfires) may have experienced enough fire/smoke damage to trigger significant rebuilding, even though the existing structure(s) largely remain standing. The number of “Existing” and “Rebuild” properties will be refined during the subsequent design phase as the City continues to gather more information on each property.

A summary of the total number of parcels and estimated wastewater flow production for the Project area is provided in Table 2. A 10% safety factor was applied to the total ADWF production estimates to account for potential changes in building square footages and bedroom counts in the rebuilt homes compared to existing. The flow estimates will be continuously refined throughout the subsequent design phase.

Maximum daily flows were estimated by applying a peaking factor of 1.50 to the ADWF. Peak hourly flows were estimated by applying a peaking factor of 3.50 to the ADWF, which was intended to capture the extreme diurnal peaks during periods of highest discharge activity within the residential and commercial properties. Refer to Appendix A for more detailed data of each parcel within the Project area. 8 FINAL
City of Malibu 6 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 The wastewater flow projections presented in Table 2 were used to estimate the design flows for the newer sewer collection system.

TABLE 2: TOTAL WASTEWATER FLOW ESTIMATES BY PARCEL TYPE Type1 Timeframe2 No. of
Parcels
ADWF3
(gpd)
Max Day Flow
(gpd)
Peak Hour
Flow (gpm)
Residential Existing 146 39,886 59,829 97
Residential Rebuild 294 85,932 128,898 209
Commercial Existing 6 4,482 6,723 11
Commercial Rebuild 4 2,126 3,189 5
Public Open Space Existing 14 2,200 3,300 5
Public Open Space Rebuild 0 0 0 0
Total - Existing 166 46,568 69,852 113
Total - Rebuild 298 88,058 132,087 214
Total 464 134,626 201,939 327
Notes:

1. Residential and commercial parcel counts include vacant parcels and developed parcels with no flow contributions (e.g. parking lots).

2. “Existing” refers to properties that were not destroyed by the fires based on visual check of aerial imagery. “Rebuild” refers to properties that were destroyed by the fires and will be rebuilt to match existing number of bedrooms/bathrooms.

3. The ADWF values include a 10% safety factor that was applied to the flow production assumptions presented in Table 1.

The total loading of solids, organics, and nutrients was estimated using the 2020 CCWTF Phase 2 Design criteria and are summarized in Table 3.

TABLE 3: TOTAL ESTIMATES OF SOLIDS, ORGANICS, AND NUTRIENT LOADS Parameter Concentration1
(mg/L)
Average Day
Loading
(lb/day)
Max Day
Loading2
(lb/day)
BOD 373 419 796
TSS 336 377 717
Ammonia 37 42 79
TKN 55 62 117
Notes:

1. Parameter concentrations taken from CCWTF Phase 2 loading design criteria.

2. Maximum daily loading estimated using peaking factor of 1.90 on the ADWF to match design criteria for CCWTF Phase 2.
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City of Malibu 7 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

2.2 Sewershed Area Delineation
The proposed collection system was divided into five sewersheds based on the creeks crossing PCH within the Project area. The sewershed areas are bound by the following creek crossings and roads, numbered from the upstream/westernmost sewershed to the downstream/easternmost sewershed:
• Area 1: Upstream terminus near Carbon Beach Terrace to the Carbon (Coal) Creek crossing • Area 2: Carbon (Coal) Creek crossing to the Las Flores Creek crossing • Area 3: Las Flores Creek crossing to the Big Rock Creek crossing • Area 4: Big Rock Creek crossing to the Peña Creek crossing • Area 5: Peña Creek crossing to the LASAN sewer connection at the Pacific Coast Highway and Coastline Drive intersection
A map of the five sewershed areas is shown in Figure 2. 10 FINAL
City of Malibu 8 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 2: SEWERSHED AREAS MAP
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City of Malibu 9 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

2.3 Estimated Collection System Flows and Loads by Sewershed Area The total projected wastewater flow estimates for each sewershed were estimated based on the parcels located in each sewershed and their wastewater flow production assumptions described in Section 2.1. The estimated design flows for each sewershed area are listed in Table 4.

TABLE 4: TOTAL WASTEWATER FLOW ESTIMATES BY SEWERSHED AREA (WEST [UPSTREAM] TO EAST [DOWNSTREAM]) AND EXISTING VS. REBUILD TIMEFRAMES FOR PROPERTIES Area Timeframe1 No. of
Parcels ADWF (gpd) Max Day Flow(gpd)
Peak Hour Flow
(gpm)
Area 1 Existing 21 8,085 12,128 20
Area 1 Rebuild 35 11,011 16,517 27
Area 1 Total 56 19,096 28,644 46
Area 2 Existing 22 4,459 6,688 11
Area 2 Rebuild 57 18,283 27,425 44
Area 2 Total 79 22,742 34,113 55
Area 3 Existing 69 22,372 33,558 54
Area 3 Rebuild 118 34,586 51,879 84
Area 3 Total 187 56,958 85,437 138
Area 4 Existing 37 5,005 7,508 12
Area 4 Rebuild 12 2,926 4,389 7
Area 4 Total 49 7,931 11,897 19
Area 5 Existing 17 6,647 9,971 16
Area 5 Rebuild 76 21,252 31,878 52
Area 5 Total 93 27,899 41,849 68
Total 464 134,626 201,939 327
Notes:

1. “Existing” timeframe refers to properties that were not destroyed by the fires based on visual check of aerial imagery. “Rebuild” timeframe refers to properties that were destroyed by the fires and will be rebuilt.

W&C assumed rebuilds will match their existing number of bedrooms for the purpose of flow estimation.

3. SEWER COLLECTION SYSTEM DESIGN APPROACH AND CRITERIA The purpose of this Section is to present the existing conditions information gathered and the subsequent design criteria based on the flows and loads for the proposed sewer collection system.

3.1 Existing Conditions Investigations Summary
Information on the existing conditions within the Project area was gathered and used to configure the preliminary layout of a new sanitary sewer system. The following sections describe the information obtained, including existing utility data and geotechnical information. 12 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

3.1.1 Existing Utility Research
W&C submitted an Underground Service Alert (USA) design inquiry, which generated a list of agencies with utility infrastructure within the project area. Each utility owner was contacted via a letter describing the nature of the project and requested documentation of existing utilities or assets within the Project area. The City also provided data on their existing utilities through record drawings and atlas maps. A summary of the utility entities that were contacted and their available data is presented in Table 5.

The existing utility data were used to determine the approximate horizontal alignments of existing utilities in proximity to the proposed sewer alignment. The utility data were also used to determine vertical information such approximate depths of existing culverts and creek crossings, as well as the invert elevations at the existing LASAN sewer manhole that would serve as the terminal connection for the proposed sewer collection system.

W&C also requested information from the utility owners on any utility construction projects planned for the future. The majority of utility owners did not provide information on utilities that were planned to be constructed in the future. Caltrans and SCE have been relocating existing overhead electrical and telecommunications facilities underground along PCH and is expected to complete work by March 2026, although no plans have been provided to W&C as of this writing. California State Parks and County of Los Angeles Department of Beaches and Harbors provided information on their planned Topanga Lagoon Restoration and Bridge Replacement Project, which they are working on with Caltrans and is currently in the design phase. W&C and the City conducted a meeting with these entities on October 8, 2025, to discuss the proposed Project sewer pipeline through the Topanga Creek Bridge and coordinate between projects.

The proposed sewer pipeline will cross through this new bridge as presented in Section 5.5.2. 13 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 TABLE 5: EXISTING UTILITY OWNERS SUMMARY IN PROJECT AREA Utility/Agency Utility Type Information and Response Status AT&T Communications Utility data provided. Facilities are located in the Project area.

CableCom Communications Utility data provided. Facilities are located in the Project area.

City of Los Angeles Electric Utility data provided. Received street lightning data.

Crown Castle Communications Utility data provided. Facilities are located in the Project area.

Los Angeles County
Department of Public
Works (LACDPW)
Water, Highways/
Bridges, Storm
Drains
Utility data provided. 30-inch water transmission pipeline located along PCH.

Los Angeles County
Sanitation District
(LACSD)
Sewer Utility data provided. Facilities are located at eastern end of the Project area.

LASAN Sewer Utility data provided. Facilities are located at eastern end of the Project area.

Los Angeles
Department of Water
and Power (LADWP)
Water No utilities in Project area.

MCI (Verizon
Business) Communications No utility data received during investigation period.

Caltrans Highways/
Bridges
As-builts provided for PCH roadways and bridges in the
Project area. GIS basemap of PCH surface elevation
provided for the Project area.

City of Malibu Traffic Utility data provided. Facilities are located in the Project area.

Airtouch (Verizon) Communications No utilities in the Project area.

California State Parks Water
Utility data provided. Facilities are located in the Project area. Proposed plans for new bridge construction and
lagoon restoration provided.

Southern California
Edison (SCE) Electric Utility data provided. Underground and overhead electrical facilities located along PCH.

Southern California
Gas (SoCal Gas) Gas Utility data provided. Facilities are located in the Project area.

Cingular Communications No utilities in the Project area.

Frontier Communications Utility data provided. Facilities are located in the Project area.

Las Virgenes
Municipal Water
District
Water No utilities in the Project area.

Spectrum Communications Utility data provided. Facilities are located in the Project area.
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

3.1.2 Topographic Survey Data and Mapping
No survey of the project area was conducted for this stage of conceptual engineering work. Locations and depths of existing surface and subsurface facilities were instead determined using the utility data received, described in Section 3.1.1. Included in the data received was a MicroStation DGN file provided by Caltrans, which contained elevation contours of the road surface along the PCH and an elevation profile generated along the centerline alignment of the PCH within the Project area. This information, as well as aerial and street view information from Google Earth, was used to horizontally and vertically map the proposed sewer alignment.

3.1.3 Geotechnical Information
No geotechnical investigations were completed as part of this Project. W&C reviewed soil information found in bridge and utility record drawings along PCH and historical geotechnical reports that were prepared for five waterfront properties on PCH within the Project area. The record drawings with soil information were dated between approximately 1960 and 1980. The historical geotechnical reports were dated between 2008 and 2019.

W&C also reviewed California Geological Survey Special Report 243, which analyzed landslide hazards along the PCH including the Project Area. The report was prepared by Caltrans and the California Geological Survey in 2017. Multiple hillside areas adjacent to the PCH between Big Rock Drive and Coastline Drive were identified in the report as regions of active or historic landslide activity. Impacts of this classification to the Project alignment and recommended construction methods will be further evaluated during the final design phase.

In general, the historical geotechnical information reviewed by W&C indicate the subsurface geotechnical conditions along PCH consist of artificial fill, beach sand deposits, alluvium, and underlying bedrock. Beach sand deposits were found beneath the artificial fill in the majority of the historical borehole locations. The beach sands were described as loose to very dense poorly graded sand, silty sand, and gravely sand to depths ranging from approximately 8 to 20 feet deep. Cobbles were found within the beach deposits in many of the boreholes. In general, the beach sand deposits extended deeper in the boreholes located on the waterfront properties compared to those within PCH. Underneath the beach sands, alluvium consisting of medium stiff to very stiff silty clay and clayey silt, as well as medium dense to very dense silty sand and clayey sand, were encountered. The historical geotechnical boreholes on PCH adjacent to the creek crossings encountered soils generally consisting of loose to firm sandy clay and clayey sand with gravel and cobbles up to approximately 20 to 30-foot depths. Bedrock was primarily found in the boreholes located on the waterfront properties at depths ranging from approximately 16 feet to 30 feet deep. The majority of the historical boreholes drilled on PCH did not encounter bedrock shallower than 30 feet below the ground surface.

Groundwater was encountered in all of the historical boreholes located on the waterfront properties, with depths ranging from approximately 7 to 20 feet deep and tidally influenced. Groundwater was encountered in the historical boreholes located on PCH at depths ranging from approximately 10 to 30 feet deep. It should be noted that the groundwater levels measured during boring operations typically do not represent normal conditions due to the pressure exerted from the drilling process. It is recommended that temporary groundwater monitoring wells be constructed during the design phase to measure groundwater levels monthly or more over a 12-month period.

The historical geotechnical data were used to identify the general soil conditions and approximate the bedrock depths along the alignment of the proposed sewer. This information was also used to establish maximum excavation depth constraints and to evaluate suitable trenchless construction methods and help 15 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 identify segments of the proposed alignment eligible for trenchless construction as described in Section

4.2. A geotechnical investigation should be performed at the beginning of the subsequent design phase.

Recommended field exploration includes borings and CPTs every lift station and trenchless launch and reception shaft, and at a maximum spacing of approximately 1,000 feet. Long trenchless installations should also include borings along the bore path at intervals of approximately 500 feet.

3.2 Gravity Sewer and Lift Station Locating and Sizing Approach The layout of a proposed sanitary sewer system was developed based on the existing utility and elevation data described in Section 3.1 and the design criteria presented in Section 3.4. The horizontal alignment of the sewer system was established to provide a minimum clearance of 10 feet from the existing potable water pipelines, with special attention given to the existing LACDPW 30-inch water transmission main located along the south side of PCH. Alternative separation criteria to reduce the minimum clearance between the proposed sewer system and existing 30-inch water line in accordance with California State Water Resources Control Board requirements will be investigated during the final design phase. The target minimum horizontal clearances from all other existing buried utilities is approximately four feet for sewer pipelines less than eight feet deep and approximately six feet for sewer pipelines deeper than eight feet. To avoid the existing buried utilities, the proposed gravity sewer and forcemain segments should be installed on PCH approximately five to 16 feet south (waterfront side) of the highway centerline. The proposed lift station wetwells and valve vaults would be located in the approximately 12-foot wide painted median adjacent to the sewer pipelines to allow for maintenance access while minimizing traffic impacts on PCH.

The vertical alignment of the proposed sewer system was established using minimum cover depths and slopes that comply with the design criteria established by the City as part of their CCWTF Project (see Section 3.4). The gravity sewer segments would be installed along the PCH frontage of the waterfront properties that will connect to the sewer system via private laterals. The City will construct the sewer laterals up to the right-of-way boundary and establish the point of connection for the property owners to connect their private laterals. The minimum depths of cover for the gravity sewer segment and sewer laterals is six feet and four feet, respectively. The minimum depth of cover for the laterals is measured at the property line. A typical cross section of the proposed sewers and existing subsurface utilities along the PCH is shown in Figure 3.
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 3: PCH CROSS SECTION
Due to the varying grade of PCH along the sewer alignment, the proposed lift stations would be located at local low points to avoid deep trenching and keep the proposed improvements above the approximate bedrock depth based on the historical geotechnical investigations. The pressurized sewer force mains would convey flow east (i.e., downstream) from the lift stations and across existing creeks, bridges, and large box culverts. The proposed lift stations would operate in a daisy-chain type of system, which involves each lift station conveying the flow from the previous lift station(s). A preliminary profile of the proposed sewer system is included in Appendix B.

W&C performed an analysis of varying maximum excavation depths and number of lift stations to find a solution that limits the number of lift stations without requiring deep trenching through bedrock and expensive dewatering. This analysis included estimating the number of lift stations with maximum excavation and trenching depths of 15 feet, 17 feet, and 20 feet. The analysis concluded that 13 lift stations would be required with a maximum excavation depth of 15 feet, while 10 lift stations would be required when the maximum excavation depth is 17 feet and 20 feet. There was no difference in the number of lift stations between 17 feet and 20 feet maximum excavation depths. Based on this analysis, the recommendation was to move forward with a maximum excavation depth of 17 feet and 10 lift stations.

The proposed sanitary sewer system was sized according to the estimated parcel flows described in Section

2.3 and the design criteria presented in Section 3.4. Gravity sewer segments were identified as either cumulative segments that receive flow from upstream sewer segments, or isolated segments that only receive flow from their direct lateral connections. Estimated peak hourly flows for these segments were tested against flow depth requirements via Manning’s equation calculations to calculate minimum pipe size.

Peak flows for proposed lift stations and forcemain segments were estimated by applying a peaking factor of 5.0 to the ADWF that each lift station will receive. Hydraulic calculations using these peak flows were 17 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 performed to size the proposed lift stations and forcemains. Estimated parameters for each gravity sewer segment and lift station are presented within their corresponding sewershed area in Section 5.

3.3 Sewer Lift Station Design and Operation
The Project will utilize pre-package sewer lift stations that generally consist of a below-grade HDPE or fiberglass manhole outfitted with non-clog submersible pumps, a controls system with level sensors, pipe connections, an access ladder, railings to remove and install pumps, an air vent connection, and a manhole access cover. The bottom of the manhole serves as the pump chamber with a conical shape to promote good suction hydraulics and reduce solids accumulation. The pre-package lift station also includes a separate HDPE or fiberglass vault that houses the valves on the individual pump discharge pipes. The individual pump discharge pipes enter the vault on one end and a single combined discharge header pipeline exits the vault on the opposite end. The buried manhole and valve vault will be traffic rated because of their proposed locations within PCH (see Section 5). A graphic of a typical pre-packaged lift station is shown in Figure 4. A street view image of the City’s existing Bluffs Park sewer pre-packaged lift station is shown in Figure 5. Vacuum sewer systems and Septic Tank Effluent Pumping (STEP) sewer systems are not recommended for this collection system on PCH due to their unreliability and historical operational and maintenance challenges.
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 4: EXAMPLE PACKAGED LIFT STATION (COURTESY OF XYLEM/FLYGT) 19 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 5: EXISTING SEWER LIFT STATION AT MALIBU BLUFFS PARK The City’s existing sewer lift station facilities utilize non-clog submersible pumps. This pump type is recommended over grinder-style pumps for the Project due to their operation and maintenance benefits and to maintain consistency with their existing sewage pumping facilities. The lift station pumps will operate in duty/standby configuration. Standard non-clog submersible pumps in raw sewage applications can encounter considerable rags that may trigger a pump shutdown and initiate a reversal cycle to remove the rags. The controls system would put the standby pump in operation while the duty pump is in a reversal cycle for de-ragging. Two standby pumps are recommended for the Project lift stations so that one standby pump is always ready for operation when the duty pump enters a reversal cycle for de-ragging and a second standby pump is always available when one pump is offline for an extended period of time. This approach will provide an additional layer of security for the collection system in the event of a prolonged pump failure.

In the subsequent design phase, non-clog submersible pumps with special impellers that significantly reduce ragging risks should be considered in order to eliminate a second standby pump, which will reduce the diameter of the pumping wetwell manhole and potentially reduce construction costs. This includes the Flygt N-Technology non-clog submersible pumps, which are more expensive than standard non-clog pumps offered by several manufacturers. For the purposes of this TM, the lift stations will include standard non-clog submersible wastewater pumps with two standbys.

Each lift station will include an aboveground passive air vent with activated carbon for remove odors and aboveground electrical equipment. Typical electrical equipment for sewer lift stations will consist of a metering/breaker panel that receives power from SCE, a control panel, an emergency standby generator, and an automatic transfer switch panel. The three panels would be located side-by-side on a single concrete slab with typical dimensions 3 feet wide by 10 feet long. The standby generator would be located on an adjacent standalone slab with typical dimensions 6 feet wide by 11 feet long. An emergency standby generator is required for the lift stations in order to maintain conveyance capabilities and prevent a sewage overflow event during a prolonged power outage. If no permanent standby generator is provided at a lift 20 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 station site, then the City would have to mobilize a portable standby generator during a power outage and connect it to the automatic transfer switch. For the purposes of this TM and cost estimating, an emergency diesel standby generator was provided for each lift station as presented in Section 5. Alternative standby power options should be considered for each lift station site during the next design phase. An alternative approach to standby power that may be considered for the lower flow lift stations is constructing an overflow wetwell next to the lift station that can store flow for up to 24 hours, which will provide time for electricity to be restored and mobilize a vactor truck.

A photo of the electrical panels and standby generator for the City’s existing Bluffs Park sewer packaged lift station is shown in Figure 6.

FIGURE 6: ELECTRICAL PANELS AND STANDBY GENERATOR FOR EXISTING SEWER LIFT STATION

AT MALIBU BLUFFS PARK
The aboveground electrical equipment must be located out of the roadway and protected from vehicles, pedestrians, and any other hazards such as landslides. They should also be located in areas that are easily and safely accessible by operators, such as parking lots, outside of the paved roadway behind safety guard rails and bollards, behind pedestrian sidewalks, etc. Electrical equipment located along the northern bluffs on PCH should be protected with a retaining wall and account for potential debris and landslide activity.

The majority of the electrical equipment will likely be located on private properties outside of Caltrans rightof-way. Private property acquisitions should be investigated further during the next design phase in order to finalize the location for each set of electrical equipment.

3.4 Sewer Collection System Design Criteria
The design criteria for the proposed sewer collection facilities are provided in Table 6. 21 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 TABLE 6: SEWER COLLECTION SYSTEM DESIGN CRITERIA
Parameter Criteria
Gravity Sewer Mains1
Pipe Material HDPE DR17 (PE 4710 and AWWA C906)
Pipe Joints Fused
Minimum Nominal Diameter 8-inches (nominal)
Minimum Slope
Pipe Diameter
8-inch
10-inch
12-inch
15-inch
Slope (feet/feet)

0.0040

0.0028

0.0022

0.0016
Maximum Depth of Flow, d/D 0.5 for diameters < 12-inches

0.75 for diameters ≥ 12-inches
Minimum Depth of Cover
(Ground surface to top of pipe)
6 feet
Minimum Velocity, avg. flow2 2.0 feet/second
Maximum Velocity 8.0 feet/second
Sewer Forcemains
1 Pipe Materials HDPE DR17 (PE 4710 and AWWA C906)
Pipe Joints, HDPE Fused
Minimum Nominal Diameter 3-inches (nominal)
Forcemain Velocity
Desired velocity = 3.0 fps
Minimum velocity = 2.0 fps
Maximum velocity = 6.0 fps
Minimum Depth of Cover
(Ground surface to top of pipe)
42 inches
Casing Material (Trenchless Only) Steel (ASTM A252)
Minimum Casing Nominal Diameter 8-inches (nominal)
Sewer Laterals3
Pipe Material HDPE DR17 (PE 4710 and AWWA C906)
Pipe Joints Fused
Minimum Diameter Single Family Home = 4 inches
All others = 6 inches
Minimum Depth of Cover 4 feet at property line
Location Minimum 5 feet clear of neighboring property line Manholes1
Locations
All changes in pipe size, slope, end of pipe, gravity
sewer junctions, connections to ≥6-inch laterals,
forcemain transition to gravity
Maximum Spacing 500 feet
Elevation Drop Change of direction less than 45°: 0.10 feet Change of direction greater than 45°: 0.20 feet
Size
Depth
5 > X ≥ 12 ft
12 > X ≥ 16 ft
> 16 ft
Barrel Dia.
48 inches
60 inches
72 inches
Cover Dia.
24 inches
30 inches
36 inches
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 Parameter Criteria
Type
Cast-in-place manhole base, precast concrete barrels,
and eccentric cones with water-tight sealant at all
joints. Comply with ASTM C478.

Notes:

1. Sewer design criteria matches the criteria established as part of the City’s CCWTF Project.

2. Criteria for minimum gravity pipe diameter supersedes the criteria for minimum average flow velocity for this project.

3. Construction of sewer laterals on private properties must comply with the City’s Building Sanitary Sewer Lateral Construction Guidelines, City Plumbing Code, and City Building Code.

4. CONSTRUCTION METHODS
The proposed sewer collection system on Pacific Coast Highway will be constructed using a combination of open-cut and trenchless construction methods. A description of each of these construction methods is provided in this section.

4.1 Open-Cut Trenching
Open cut is a traditional pipeline construction method most commonly used for pipeline installation and includes trench excavation, placement of new bedding, installation of the new pipeline, backfill and compaction, and surface restoration. This method will be used for installation of the gravity sewer and forcemain pipelines throughout the majority of the Project alignment, including the sewer laterals up to Caltrans right-of-way. The benefits of open cut construction include full access to the trench in which the new pipeline is to be installed to ensure that alignment and slope are precise. The drawbacks of open cut construction include disturbance to the local community, noise and traffic impacts, significant permitting requirements when constructing in sensitive environments, and potential impacts to existing utilities if exposed during excavation.

4.2 Trenchless Construction
The trenchless construction methods considered for the Project include pilot-tube guided auger boring (PTGAB), pilot-tube guided pipe ramming, and horizontal directional drill (HDD). Microtunneling was not considered for this Project because it is better suited for installations of at least 36 inches in diameter.

4.2.1 Pilot-Tube Guided Auger Boring
PTGAB is a modification of traditional auger boring and is one of the many trenchless technologies involving jacking or boring below grade. This method avoids the disruption of open cut construction in environmentally sensitive areas or other locations where open cut is not practical, such as creek crossings.

Traditional auger boring (sometimes called jack and bore) is a tunneling construction method that forms a cased borehole between a jacking shaft and a receiving shaft by means of a rotating open-faced cutting head. Soil is excavated at the face by the cutting head and transported back to the jacking shaft by helical wound auger flights rotating inside a steel casing that is simultaneously jacked into place. The process is typically limited to installing casings with a maximum diameter of 84-inches and maximum drive lengths of 350 to 500 feet due to torque and steering limitations. Traditional auger boring is unsteered and susceptible to deviation from line and grade depending on various factors. A deviation from line and grade of one to two percent can be expected, though it may increase or decrease based on the results of the geotechnical investigation. While certain equipment modifications and installation procedures could be made to traditional auger boring equipment (water levels, steering wings, etc.) to improve the accuracy of the drive, 23 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 it is not recommended for this Project due to the potential for high groundwater and loose soils susceptible to running behavior. PTGAB is recommended instead.

PTGAB is an optically guided boring technique that involves driving a pilot tube along the desired path of the product pipe to establish the target line and grade. Pilot tubes are approximately 4 to 5-inch diameter steel tubes that are advanced along the alignment from the jacking shaft to the receiving shaft. The lead end of the pipe is a slanted head that tends to push the pipe toward the leading point of the slanted face (Figure 7). The pilot tubes are guided by theodolite-monitoring target system that allows the contractor to steer the head of the pilot tube such that it remains at the desired line and grade. Steering is achieved by continually rotating the pilot tube so that its slanted head always points toward the center of the desired pathway. See Figure 8 for the pilot guiding system components.

FIGURE 7: LEAD END OF A PILOT TUBE FIGURE 8: PILOT GUIDING SYSTEM

COMPONENTS
Upon completion of pilot tube installation, the leading edge of the steel casing is connected to the back end of the pilot tube using a transition piece (Figure 9). The steel casing is pushed forward using hydraulic jacks from the jacking shaft. As the steel casing is jacked forward, augers inside the steel casing remove soil and transports the soil to the jacking shaft. Segments of the pilot tube are removed from the receiving shaft as segments of auger and casing are jacked from the jacking shaft. As soon as the casing reaches the receiving shaft, the augers are pulled back to the jacking shaft and the empty casing is ready for the sewer pipe to be slide inside the casing.

FIGURE 9: PILOT TUBE/AUGER TRANSITION PIECE
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 PTGAB does not require as large a surface work area as is required by other trenchless installation methods such as HDD. However, PTGAB has limited capabilities in high groundwater (greater than about 5-feet of groundwater head) and/or within non-cohesive granular soils. PTGAB is favorable above groundwater, and when in soft to medium-stiff clays and silts where less than about 5 feet below groundwater. A steel casing is usually installed with this method and the carrier (i.e., sewer) pipeline is then pulled into the casing. Casing spacers are installed on the pipeline to establish its elevation and protect it from abrasion while it is pulled/pushed through the casing.

The length and width of the launch pits vary based on contractor’s preferences, equipment selection, and steel casing segment lengths between welded joints. A typical launch pit is approximately 30 feet long by 12 feet wide. A typical reception pit size is 10-foot diameter, but could be as small as 8-foot diameter, or rectangular instead of circular. These dimensions for launch and reception pits were used for this TM.

PTGAB is a viable trenchless construction method for this Project based on the soils and groundwater information that were made available to W&C. If groundwater levels are below the bore hole, this method would be recommended for crossing underneath the creeks and drainage structures (see Section 5). PTGAB is also a viable option for constructing the proposed sewer facilities on Pacific Coast Highway where there is at least 400 feet of no sewer lateral connections. This includes approximately 1,500 feet of 4-inch sewer forcemain in sewershed area 3 west of the Peña Creek bridge crossing and approximately 4,000 feet of 6- inch sewer forcemain between the Topanga Beach bridge and the LASAN manhole connection. This method will be further evaluated on this Project during the design phase when additional geotechnical information has been obtained.

4.2.2 Pilot-Tube Guided Pipe Ramming
Pipe ramming is a non-steerable trenchless installation method that involves driving an open-ended casing or pipe through the ground using a percussive hammer. The hammer is attached to the open-ended casing or pipe with an adapter. Spoils are typically removed from the pipe after it is fully driven in place with the use of augers, jetting, or compressed air. If internal friction must be reduced during installation, spoil removal can be done in intervals. This method is used for installations ranging from 8 to 144 inches in diameter and maximum installation lengths of up to 300 feet for smaller diameters in favorable soils due to limitations with handling forces from the percussive hammer. Pipe ramming is favored for horizontal installations underneath roadways and railroads because it minimizes the risk of settlement. With this method, a steel casing is recommended because HDPE pipe cannot withstand the forces from the percussive hammer.

Similar to traditional auger boring, the primary limitation of pipe ramming is maintaining the correct alignment of the new construction below ground. A pilot tube method can be used for applications where it is critical to minimize deviation from line and grade. The pilot-tube installation process is identical to what is described in the PTGAB Section 5.2.1. For this Project, the pilot-tube method is recommended where pipe ramming may be utilized to ensure accurate line and grade installation.

This method is more favorable than PTGAB for installations in loose soils and high groundwater. Based on the available soils and groundwater information, pilot-tube guided pipe ramming may be recommended over PTGAB for crossing underneath the creeks and drainage structures described in Section 5. This method will be further evaluated on this Project during the design phase when additional geotechnical information has been obtained.
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

4.2.3 Horizontal Directional Drilling
HDD is a trenchless pipeline construction method that is conducted in three stages. The first stage consists of directional drilling a small diameter pilot hole with pressurized drilling fluid along the pre-established design alignment. The second stage involves enlarging the pilot hole through successive passes with a reaming assembly. Once the hole is reamed to the final size (typically 12 inches larger than the product pipe’s outer diameter), the third stage involves pulling the fully assembled product pipe into the bore hole in one continuous operation. This process is referred to as the pullback operation, and the pipeline is installed along a gradual circular arc. A schematic depicting the HDD process is shown in Figure 10.

All stages of the HDD process involve pumping a bentonite-based, environmentally safe drilling fluid into the borehole through the drill rods. The drilling fluid travels back to the surface within the annular space between the drill rods and surrounding native material. The drilling fluid maintains borehole stability, removes cuttings, and cools the drilling tools. A common risk associated with HDD is release of drilling fluid to the ground surface, which is referred to as an inadvertent return (IR) or “frac-out”. This may occur when the downhole drill fluid pressure exceeds the confining capability of the surrounding soil, or if zones of weakness or previous disturbance are present (e.g., existing utilities, utility poles, deep foundations, cracks in the ground). Drilling fluid and drilling fluid additives are chemically inert, biodegradable, and non-toxic.

However, the occurrence of a frac-out typically requires cleanup, may result in surface heave or settlement, and may result in borehole instability (e.g., collapse, squeezing).

HDD is most commonly used for utility and pipe installations typically 36 inches and less, with installation lengths ranging from approximately 500 to 3,500 feet. However, larger pipe diameters (up to 60-inch) and longer installations (up to 12,000 feet) are technically viable, provided the appropriate equipment is used, and the pipe is designed to withstand the installation loads. Typical work hours for HDD installations of this size range 10 to 12 hours per day, 5 to 6 days per week depending on the contractor performing the work, traffic control and residential restrictions (if applicable), and the size of the company. Several pipe materials are suitable for use with HDD, including steel, ductile iron, HDPE and fusible PVC. In each case the pipe/duct needs to be designed to withstand the short-term installation (pullback) loads, and the long-term external loads. Typically, controlling loads for design are applied during construction.

The HDD entry area needs to be of sufficient size to permit staging of the HDD drill, entry pit, drill fluid reclaimer, drill rods and tools, supplies, spoils, contractor parking, and a steering container or trailer. The workspace arrangement will vary by contractor, equipment size, and available space. The HDD exit area needs to be large enough support activities around the exit pit and provide suitable space for assembly of the product pipe. It is generally preferred that the pipe is fully assembled prior to the pullback installation.

Assembling the pipe in sections may be an option, however this will add time to the pullback to weld joints during which the pipe will be stationary, increasing the risk of the pipe becoming stuck and/or excessive loads being exerted on the pipe once pullback recommences.

HDD is applicable in a wide range of soils and is appropriate for use in areas of high groundwater. HDD is not recommended for installation in the presence of large cobbles or boulders. Based on the available geotechnical information, cobbles and boulders are not expected in the Project area.

For this Project, HDD should only be considered for installing the standalone sewer forcemain segments.

This includes approximately 1,500 feet of 4-inch sewer forcemain in sewershed area 3 west of the Peña Creek bridge crossing and approximately 4,000 feet of 6-inch sewer forcemain between the Topanga Beach bridge and the LASAN manhole connection. However, HDD may not be practical due to the limited available workspace and laydown areas along Pacific Coast Highway. This will be further evaluated for this Project during the design phase.
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 10: HDD SCHEMATIC

5. SEWER COLLECTION SYSTEM FACILITIES
The Project area was divided into five sewershed areas based on the existing creek crossings along PCH as discussed in Section 2.2. A total of ten lift stations and eighteen gravity sewer segments were proposed across the five areas based on the existing topography to make up the proposed sewer collection system, 27 FINAL
City of Malibu 25 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 as shown on the profile in Appendix B and in the sections below. Each lift station and gravity sewer segment is numbered sequentially from west (upstream) to east (downstream). The details for the gravity sewer segments, lift stations, and forcemain segments in each sewershed area are presented in this Section.

This preliminary concepts for constructing the proposed sewer pipelines across the bridges, creeks, and other major drainage facilities along PCH are also presented in this Section. These significant crossings include the Carbon (Coal) Canyon Creek bridge in Sewershed Area 1, Las Flores Creek bridge in Sewershed Area 2, Peña Creek bridge in Sewershed Area 4, Tuna Canyon Creek box culvert in Sewershed Area 5, and the Topanga Creek bridge in Sewershed Area 5. There are several other storm drainage crossings along PCH that are not discussed in this section because, based on the as-built elevation data, they do not require special considerations for construction (i.e., trenchless construction or bridge cell crossing). All existing utility and structure elevations must be confirmed during the subsequent design phase.

5.1 Sewershed Area 1
Sewershed Area 1 (Area 1) consists of the western-most portion of the proposed sewer collection system that spans PCH between Carbon Beach Terrace and the Carbon Canyon Creek bridge crossing. The proposed sewer collection facilities in Area 1 include gravity sewer segments (Gravity Segment) No. 1 and No. 2 and Lift Station No. 1. Gravity Segment No. 1 consists of approximately 1,550 linear feet of 8-inch HDPE sewer piping that will receive flow from 24 properties. Gravity Segment No. 2 consists of approximately 1,740 linear feet of 8-inch HDPE sewer piping that will receive flow from 32 properties. The preliminary design parameters for Gravity Segment Nos. 1 and 2 are provided in Table 7. These two gravity sewer segments converge at Lift Station No. 1. Refer to Appendix C for the preliminary sewer collection system alignment figures.

TABLE 7: SEWERSHED AREA 1 GRAVITY SEWER SEGMENTS
Segment
No.

Isolated or
Cumulative
Segment
Cumulative
ADWF
(gpm)
Cumulative
PHF (gpm)
Pipe
Diameter
(in)
Peak Hour
Flow Depth
(d/D)
Average
Flow
Velocity
(fps)
Peak
Flow
Velocity
(fps)
1 Isolated 5 19 8 0.13 1.041 1.56
2 Isolated 8 28 8 0.16 1.211 1.76
Note:

1. The minimum gravity sewer pipe diameter criterion of 8 inches (nominal) supersedes the minimum average flow velocity criterion of 2.0 ft/s for gravity sewers. See Table 6 for all gravity sewer design criteria.

Lift Station No. 1 is located in the middle of Area 1 approximately 1,330 feet west of Carbon Canyon Road.

It will receive flow from Gravity Segment No. 1 to the west and Gravity Segment No. 2 to the east. The lift station would include three 1.5-horsepower (hp) non-clog submersible pumps operating in a 1-duty and 2- standby configuration. It would pump flows through an approximately 1,900-foot long 3-inch diameter HDPE forcemain to the east across the Carbon Canyon Creek bridge (see Section 5.1.1) and discharge into the upstream gravity sewer manhole in Sewershed Area 2. The majority of the forcemain alignment would be constructed in a shared trench with Gravity Segment No. 2. The preliminary design parameters for Lift Station No. 1 are provided in Table 8.
28 FINAL
City of Malibu 26 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 TABLE 8: SEWERSHED AREA 1 LIFT STATION
Lift
Station
No.

Cumulative
ADWF
(gpm)
Design
Flow1
(gpm)
No. of Pumps
(Duty +
Standby)
TDH
(ft)
Motor
Size
(hp)
Min. Wetwell
Operating
Volume (gal)
Forcemain
Diameter
(in)
1 13 66 1+2 41 1.50 124 3
Note:

1. Design flow is based on the ADWF with a peaking factor of 5.

The Lift Station No. 1 belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH. The aboveground electrical equipment should be located behind the northern or southern sidewalk on PCH and protected from vehicular and pedestrian traffic. The recommended location is behind the northern sidewalk within a landscaped area that abuts the 22029 PCH property. An easement may be required depending on the final location of the equipment. A site plan with the preliminary location of Lift Station No. 1 is shown in Figure 11, along with the approximate locations of existing utilities, proposed gravity and forcemain sewer segments, and the lift station electrical equipment. 29 FINAL
City of Malibu 27 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 11: LIFT STATION NO. 1 SITE PLAN
30 FINAL
City of Malibu 28 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

5.1.1 Carbon Canyon Creek Bridge Crossing
The 3-inch HDPE sewer forcemain pipeline from Lift Station No. 1 must cross the Carbon Canyon Creek bridge at the eastern edge of Area 1. Caltrans constructed the original bridge structure in 1925 and widened it to its current extents in 1949. It was originally titled the Coal Canyon Creek bridge, but is now referred to as Carbon Canyon Creek Bridge. It is an approximately 23-foot wide by 110-foot long concrete bridge with a 20-foot wide single span slab supported by two 16-inch wide abutments and wingwalls. The total height of the bridge at the centerline of PCH is approximately 13.5 feet, as measured from the top of the deck slab to the bottom of the abutment footings. The existing water, gas, and telephone utilities cross the bridge on the north and south ends outside of the limits of PCH and Caltrans right-of-way.

There are two options for constructing the proposed 3-inch sewer forcemain across this bridge:

2. Tunnel underneath the bridge abutments using the trenchless PTGAB or pilot-tube guided pipe ramming method. HDD is not recommended for this crossing due to the required depth and shorter length. See Section 4.2 for more information on these trenchless installation methods.

3. Core through the bridge abutments and anchor the pipe to the underside of the concrete deck slab.

The trenchless installation option (Option 1) has been assumed for the purpose of this analysis. Option 2 should be considered and discussed with Caltrans during the design phase and a cost comparison should be performed. The trenchless installation process for both the PTGAB and pilot-tube guided ramming methods would consist of constructing a launch pit and reception pit located on each side of the bridge with sufficient clearance between the pits and bridge abutments. An 8-inch steel casing would then be installed between the pits and the 3-inch HDPE forcemain would be installed through the casing. The total length of the trenchless installation is approximately 200 feet, which assumes the edges of the launch and reception pits are located approximately 75 feet from the bridge abutments. The pits would be located within the 12-foot wide median where there is sufficient clearance from existing underground utilities. See Figure 12 for an overview of the trenchless crossing underneath the bridge.

The depth of the launch and reception pits is determined by the design elevation of the pipeline. The vertical clearance between the bottom of the bridge abutment footings and top of the 8-inch steel casing should be a minimum of 2 feet. With the total bridge height of approximately 13.5 feet, a vertical clearance 2 feet to the top of the 8-inch steel casing, and approximately 3 feet between the center of the borehole and bottom of the pits, the total depth of the launch and reception pits will be approximately 19 feet. Dewatering requirements will vary based on the season, but it may be required during the summer months for the final few feet of the excavation. Watertight shoring will be required below the groundwater level. 31 FINAL
City of Malibu 29 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 12: CARBON CREEK BRIDGE CROSSING CONCEPT

5.2 Sewershed Area 2
Sewershed Area 2 (Area 2) spans PCH between the Carbon Creek crossing and the Las Flores Creek crossing.

The proposed sewer collection facilities in Area 2 include Gravity Segment Nos. 3 and 4 and Lift Station No.

2. Gravity Segment No. 3 consists of approximately 1,720 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from Lift Station No. 1 and 29 properties. Gravity Segment No. 4 consists of approximately 2,000 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from 49 properties. The preliminary design parameters for Gravity Segment Nos. 3 and 4 are provided in Table 9.

These two gravity sewer segments converge at Lift Station No. 2. Refer to Appendix C for the preliminary sewer collection system alignment figures.
32 FINAL
City of Malibu 30 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 TABLE 9: SEWERSHED AREA 2 GRAVITY SEWER SEGMENTS
Segment
No.

Isolated or
Cumulative
Segment
Cumulative
ADWF
(gpm)
Cumulative
PHF (gpm)
Pipe
Diameter
(in)
Peak Hour
Flow Depth
(d/D)
Average
Flow
Velocity
(fps)
Peak Flow
Velocity
(fps)
3 Cumulative 20 68 8 0.24 1.611 2.31
4 Isolated 10 33 8 0.17 1.301 1.85
Note:

1. The minimum gravity sewer pipe diameter criterion of 8 inches (nominal) supersedes the minimum average flow velocity criterion of 2.0 ft/s for gravity sewers. See Table 6 for all gravity sewer design criteria.

Lift Station No. 2 is located in the middle of Area 2 approximately 2,200 feet east of Carbon Canyon Road.

It will receive flow from Gravity Segment No. 3 to the west and Gravity Segment No. 4 to the east. The lift station would include three 4-hp non-clog submersible pumps operating in a 1-duty and 2-standby configuration. It would pump flows through an approximately 2,260-foot long 4-inch diameter HDPE forcemain to the east across the Las Flores Creek bridge (see Section 5.2.1) and discharge into the upstream gravity sewer manhole in Sewershed Area 3. The majority of the forcemain alignment would be constructed in a shared trench with Gravity Segment No. 4. The preliminary design parameters for Lift Station No. 2 are provided in Table 10.

TABLE 10: SEWERSHED AREA 2 LIFT STATION
Lift
Station
No.

Cumulative
ADWF
(gpm)
Design
Flow1
(gpm)
No. of Pumps
(Duty +
Standby)
TDH
(ft)
Motor
Size
(hp)
Min. Wetwell
Operating
Volume (gal)
Forcemain
Diameter
(in)
2 29 145 1+2 53 4 272 4
Note:

1. Design flow is based on the ADWF with a peaking factor of 5.

The Lift Station No. 2 belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH. The aboveground electrical equipment must be located out of the northern or southern sidewalk on PCH and protected from vehicular and pedestrian traffic. The edge of the building structures on the south side of PCH in the vicinity of Lift Station No. 2 are located within a couple feet of the back of sidewalk, which provides no room for the electrical equipment. There is significantly more setback on the north side of PCH between the back of sidewalk and building structures, with landscaped areas located between driveways. The electrical equipment would have to be located within one of the landscaped areas and encroach onto private property, thus requiring an easement from the homeowner. A site plan with the preliminary location of Lift Station No. 2 is shown in Figure 13, along with the approximate locations of existing utilities, proposed gravity and forcemain segments, and lift station electrical equipment.
33 FINAL
City of Malibu 31 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 13: LIFT STATION NO. 2 SITE PLAN
34 FINAL
City of Malibu 32 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

5.2.1 Las Flores Creek Bridge Crossing
The 4-inch HDPE sewer forcemain pipeline from Lift Station No. 2 must cross the Las Flores Creek bridge at the eastern end of Area 2. Caltrans constructed the original bridge structure in 1926 and widened it to its current extents in 1931. It is an approximately 52-foot wide by 77-foot long concrete bridge with a T-beam concrete deck slab supported by two abutments and a center pier wall. The total height of the bridge at the centerline of PCH is approximately 18 feet, as measured from the top of the deck slab to the bottom of the abutment and pier footings. The existing water, gas, and telephone utilities cross the bridge on the north and south ends on pipe supports outside of the limits of PCH and Caltrans right-of-way.

There are two options for constructing the proposed 4-inch sewer forcemain across this bridge:

1. Tunnel underneath the bridge abutments using the trenchless PTGAB or pilot-tube guided pipe ramming method. HDD is not recommended for this crossing due to the required depth and shorter length. See Section 4.2 for more information on these trenchless installation methods.

2. Core through the bridge abutments and pier wall and anchor the pipe to the underside of the concrete deck slab between the T-beams.

The trenchless installation option (Option 1) has been assumed for the purpose of this analysis. Option 2 should be considered and discussed with Caltrans during the design phase and a cost comparison should be performed. The trenchless installation process for both the PTGAB and pilot-tube guided ramming methods would consist of constructing a launch pit and reception pit located on each side of the bridge with sufficient clearance between the pits and bridge abutments. A 10-inch steel casing would then be installed between the pits and the 4-inch HDPE forcemain would be installed through the casing. The total length of the trenchless installation is approximately 560 feet. The launch and reception pits would be located west of the Rambla Pacifico Street x PCH intersection and east of the Las Flores Canyon Road x PCH intersection to keep the work zones out of these busy intersections. The pits would be located within the 12-foot wide medians where there is sufficient clearance from existing underground utilities. See Figure 14 for an overview of the trenchless crossing underneath the bridge.

The depth of the launch and reception pits is determined by the design elevation of the pipeline. The vertical clearance between the bottom of the bridge abutment footings and top of the 10-inch steel casing should be a minimum of 2 feet. With the total bridge height of approximately 18 feet, a vertical clearance 2 feet to the top of the 10-inch steel casing, and approximately 3 feet between the center of the borehole and bottom of the pits, the total depth of the launch and reception pits will be approximately 24 feet. Dewatering requirements will vary based on the season, but it will likely be required during the summer months for the final few feet of the excavation. Watertight shoring will be required below the groundwater level. 35 FINAL
City of Malibu 33 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 14: LAS FLORES CREEK BRIDGE CROSSING CONCEPT

5.3 Sewershed Area 3
Sewershed Area 3 (Area 3) spans PCH between the Las Flores Creek crossing to the Big Rock Creek crossing.

The proposed sewer collection facilities in Area 3 include Gravity Segment Nos. 5 through 13 and Lift Station Nos. 3 through 6. The lift stations are located at the local low points along PCH within this area. Each lift station receives flow from two gravity sewer segments and conveys flow to the next lift station. Refer to Appendix C for the preliminary sewer collection system alignment figures.

Gravity Segment No. 5 consists of approximately 200 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from Lift Station No. 2 and one lateral connection from the Duke’s Malibu restaurant.

Gravity Segment No. 6 consists of approximately 1,670 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from 35 properties. The preliminary design parameters for Gravity Segment Nos. 5 and 6 are provided in Table 11. These two gravity sewer segments converge at Lift Station No. 3.

Lift Station No. 3 is located approximately 400 feet east of Las Flores Canyon Road. It will receive flow from Gravity Segment No. 5 to the west and Gravity Segment No. 6 to the east. The belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH. The lift station would include three 8-hp non-clog submersible pumps operating in a 1-duty and 2-standby configuration. It would pump flows through an approximately 1,670-foot long 4-inch diameter HDPE forcemain to the east in a shared trench with Gravity Segment No. 6 and discharge into the upstream manhole on Gravity Segment No. 7. The proposed location for the aboveground electrical equipment is at the eastern edge of the parking lot for Duke’s Malibu Restaurant near their existing OWDS. None of their current parking spots would be impacted. An easement would be required to locate the equipment on 36 FINAL
City of Malibu 34 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 private property. The preliminary design parameters for Lift Station No. 3 are provided in Table 12 and a site plan of the lift station is shown in Figure 15.

Gravity Segment No. 7 in Area 3 consists of approximately 750 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from Lift Station No. 3 and 20 properties. Gravity Sewer No. 8 consists of approximately 550 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from 16 properties. The preliminary design parameters for Gravity Segment Nos. 7 and 8 are provided in Table 11.

These two gravity sewer segments converge at Lift Station No. 4.

Lift Station No. 4 is located approximately 2,800 feet east of Las Flores Canyon Road. It will receive flow from Gravity Segment No. 7 to the west and Gravity Segment No. 8 to the east. The belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH across from 20770 PCH. The lift station would include three 5-hp non-clog submersible pumps operating in a 1-duty and 2-standby configuration and pump flows through an approximately 550-foot long 4-inch diameter HDPE forcemain to the east in a shared trench with Gravity Segment No. 8. The forcemain would discharge into the upstream manhole on Gravity Segment No. 9. The proposed location for the aboveground electrical equipment is on the northern side of PCH and will require a retaining wall to construct the equipment within the slope. An easement will be required to install the equipment on private property. The preliminary design parameters for Lift Station No. 4 are provided in Table 12 and a site plan of the lift station is shown in Figure 16.

Gravity Segment No. 9 in Area 3 consists of approximately 1,220 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from Lift Station No. 4 and 44 properties. Gravity Sewer No. 10 consists of approximately 1,620 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from 28 properties. The preliminary design parameters for Gravity Segment Nos. 9 and 10 are provided in Table 11.

These two gravity sewer segments converge at Lift Station No. 5.

Lift Station No. 5 is located approximately 4,070 feet west of Big Rock Drive. It will receive flow from Gravity Segment No. 9 to the west and Gravity Segment No. 10 to the east. The belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH across from 20530 PCH.

The lift station would include three 6-hp non-clog submersible pumps operating in a 1-duty and 2-standby configuration and pump flows through an approximately 1,630-foot long 6-inch diameter HDPE forcemain to the east in a shared trench with Gravity Segment No. 10. The forcemain would discharge into the upstream manhole on Gravity Segment No. 11. The proposed location for the aboveground electrical equipment is on the southern side of PCH adjacent to the public access point at Big Rock. An easement will be required to install the equipment on private property. The preliminary design parameters for Lift Station No. 5 are provided in Table 12 and a site plan of the lift station is shown in Figure 17.

Gravity Segment No. 11 in Area 3 consists of approximately 1,370 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from Lift Station No. 5 and 20 properties. Gravity Sewer No. 12 consists of approximately 820 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from 17 properties. The preliminary design parameters for Gravity Segment Nos. 11 and 12 are provided in Table

11. These two gravity sewer segments converge at Lift Station No. 6.

Lift Station No. 6 is located approximately 1,090 feet west of Big Rock Drive. It will receive flow from Gravity Segment No. 11 to the west and Gravity Segment No. 12 to the east. The belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH across from 20048 PCH. The lift station would include three 4-hp non-clog submersible pumps operating in a 1-duty and 2- standby configuration and pump flows through an approximately 830-foot long 6-inch diameter HDPE forcemain to the east in a shared trench with Gravity Segment No. 12. The forcemain would discharge into 37 FINAL
City of Malibu 35 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 the upstream manhole on Gravity Segment No. 13. The proposed location for the aboveground electrical equipment is on the northern side of PCH and will require a retaining wall to construct the equipment against the slope. An easement may be required depending on the final location. An alternative location on the south side in front of the vacant parcel 20108 PCH should be evaluated during the next design phase.

The preliminary design parameters for Lift Station No. 6 are provided in Table 12 and a site plan of the lift station is shown in Figure 18.

Gravity Segment No. 13 begins in Area 3 and terminates at Lift Station No. 7 in Area 4. It consists of approximately 790 linear feet of 8-inch HDPE sewer piping that will receive flow from Lift Station No. 6 and 16 properties. The gravity sewer segment crosses over the Big Rock Creek box culvert, which is a 6-foot by 4-foot concrete box culvert with a depth of cover of approximately 9 feet. Therefore, the 8-inch gravity sewer can cross above it via open-cut trenching. Refer to Section 5.4 for a description of Area 4 and Lift Station No. 7.

TABLE 11: SEWERSHED AREA 3 GRAVITY SEWER SEGMENTS
Segment
No.

Isolated or
Cumulative
Segment
Cumulative
ADWF
(gpm)
Cumulative
PHF (gpm)
Diameter
(in)
Peak Flow
Depth
(d/D)
Average
Flow
Velocity
(fps)
Peak Flow
Velocity
(fps)
5 Cumulative 31 109 8 0.31 1.821 2.62
6 Isolated 7 24 8 0.12 1.511 2.19
7 Cumulative 42 147 8 0.23 3.66 5.30
8 Isolated 3 9 8 0.06 1.561 2.20
9 Cumulative 54 190 8 0.35 2.69 3.86
10 Isolated 6 22 8 0.12 1.361 2.01
11 Cumulative 65 226 8 0.46 2.72 3.21
12 Isolated 3 11 8 0.10 0.891 1.32
13 Cumulative 71 247 8 0.41 2.86 4.05
Note:

1. The minimum gravity sewer pipe diameter criterion of 8 inches (nominal) supersedes the minimum average flow velocity criterion of 2.0 ft/s for gravity sewers. See Table 6 for all gravity sewer design criteria.

TABLE 12: SEWERSHED AREA 3 LIFT STATIONS
Lift
Station
No.

Cumulative
ADWF
(gpm)
Design
Flow1
(gpm)
No. of Pumps
(Duty +
Standby)
TDH
(ft)
Motor
Size
(hp)
Min. Wetwell
Operating
Volume (gal)
Forcemain
Diameter
(in)
3 38 190 1+2 75 8 354 4
4 45 223 1+2 39 5 422 4
5 60 302 1+2 34 6 558 6
6 68 339 1+2 21 4 638 6
Note:

1. Design flow is based on the ADWF with a peaking factor of 5. 38 FINAL
City of Malibu 36 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 15: LIFT STATION NO. 3 SITE PLAN
39 FINAL
City of Malibu 37 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 16: LIFT STATION NO. 4 SITE PLAN
40 FINAL
City of Malibu 38 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 17: LIFT STATION NO. 5 SITE PLAN
41 FINAL
City of Malibu 39 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 18: LIFT STATION NO. 6 SITE PLAN
42 FINAL
City of Malibu 40 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

5.4 Sewershed Area 4
Sewershed Area 4 (Area 4) spans PCH between the Big Rock Creek crossing and the Peña Creek Bridge crossing. The proposed sewer collection facilities in Area 4 include Gravity Segment No. 14 and Lift Station No. 7. A portion of Gravity Segment No. 13 is also located in Area 4, as described in the previous Section

5.3. Gravity Segment No. 14 consists of approximately 1,600 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from 26 properties and discharge into Lift Station No. 7. The preliminary design parameters for Gravity Segment No. 4 are provided in Table 13. The eastern half of Area 4, between 19562 PCH and Peña Road, consists of Las Tunas Beach properties that do not have any wastewater producing facilities. Therefore, no gravity sewer collection facilities are required along this stretch.

TABLE 13: SEWERSHED AREA 4 GRAVITY SEWER SEGMENT
Segment
No.

Isolated or
Cumulative
Segment
Cumulative
ADWF
(gpm)
Cumulative
PHF (gpm)
Diameter
(in)
Peak Hour
Flow Depth
(d/D)
Average
Flow
Velocity
(fps)
Peak Flow
Velocity
(fps)
14 Isolated 3 11 8 0.09 1.05
1 1.55
Note:

1. The minimum gravity sewer pipe diameter criterion of 8 inches (nominal) supersedes the minimum average flow velocity criterion of 2.0 ft/s for gravity sewers. See Table 6 for all gravity sewer design criteria.

Lift Station No. 7 is located in the western part of Area 4 approximately 500 feet east of Big Rock Drive. It will receive flow from Gravity Segment No. 13 to the west and Gravity Segment No. 14 to the east. The belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH. The lift station would include three 12-hp non-clog submersible pumps operating in a 1- duty and 2-standby configuration. It would pump flows through an approximately 3,340-foot long 6-inch diameter HDPE forcemain to the east across the Peña Creek bridge and discharge into the upstream gravity sewer manhole in Sewershed Area 5. Approximately 40% of the forcemain alignment would be constructed in a shared trench with Gravity Segment No. 14. The reminder of the alignment would be constructed in a standalone trench up to the trenchless Peña Creek Bridge crossing (see Section 5.4.1). The proposed location for the aboveground electrical equipment is on the public open space property adjacent to 19812 PCH which consists of a small park with a bench and trash cans. The preliminary design parameters for Lift Station No. 7 are provided in Table 14 and a site plan of the lift station is shown in Figure 19.

TABLE 14: SEWERSHED AREA 4 LIFT STATION
Lift
Station
No.

Cumulative
ADWF
(gpm)
Design
Flow1
(gpm)
No. of Pumps
(Duty +
Standby)
TDH
(ft)
Motor
Size
(hp)
Min. Wetwell
Operating
Volume (gal)
Forcemain
Diameter
(in)
7 74 370 1+2 60 12 694 6
Note:

1. Design flow is based on the ADWF with a peaking factor of 5. 43 FINAL
City of Malibu 41 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 19: LIFT STATION NO. 7 SITE PLAN
44 FINAL
City of Malibu 42 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

5.4.1 Peña Creek Bridge Crossing
The 6-inch HDPE sewer forcemain pipeline from Lift Station No. 4 must cross the Peña Creek bridge at the eastern end of Area 4. Caltrans constructed the bridge in 1940. It is an approximately 23-foot wide by 90- foot long concrete bridge with a 20-foot wide single span slab supported by two abutments and wingwalls.

The total height of the bridge at the centerline of PCH is approximately 20 feet, as measured from the top of the deck slab to the bottom of the abutment footings. The existing water, gas, and telephone utilities cross the bridge on the north and south ends on pipe supports outside of the limits of PCH and Caltrans right-of-way.

There are two options for constructing the proposed 6-inch sewer forcemain across this bridge:

1. Tunnel underneath the bridge abutments using the trenchless PTGAB or pilot-tube guided pipe ramming method. HDD is not recommended for this crossing due to the required depth and shorter length. See Section 4.2 for more information on these trenchless installation methods.

2. Core through the bridge abutments and anchor the pipe to the underside of the concrete deck slab.

The trenchless installation option (Option 1) has been assumed for the purpose of this analysis. Option 2 should be considered and discussed with Caltrans during the design phase and a cost comparison should be performed. The trenchless installation process for both the PTGAB and pilot-tube guided ramming methods would consist of constructing a launch pit and reception pit located on each side of the bridge with sufficient clearance between the pits and bridge abutments. A 12-inch steel casing would then be installed between the pits and the 6-inch HDPE forcemain would be installed through the casing. The total length of the trenchless installation is approximately 200 feet. The launch pit would be located west of the Peña Road entrance and the reception pit would be located approximately 75 feet east of the bridge. The pits would be located within the 12-foot wide medians where there is sufficient clearance from existing underground utilities. See Figure 20 for an overview of the trenchless crossing underneath the bridge.

The depth of the launch and reception pits is determined by the design elevation of the pipeline. The vertical clearance between the bottom of the bridge abutment footings and top of the 12-inch steel casing should be a minimum of 2 feet. With the total bridge height of approximately 20 feet, a vertical clearance 2 feet to the top of the 12-inch steel casing, and approximately 3 feet between the center of the borehole and bottom of the pits, the total depth of the launch and reception pits will be approximately 25 feet. Dewatering requirements will vary based on the season, but it will likely be required during the summer months for the final few feet of the excavation. Watertight shoring will be required below the groundwater level. 45 FINAL
City of Malibu 43 Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 20: PEÑA CREEK BRIDGE CROSSING CONCEPT

5.5 Sewershed Area 5
Sewershed Area 5 (Area 5) consists of the eastern-most portion of the proposed sewer collection system that spans PCH between the Peña Creek Bridge crossing and the downstream connection to the LASAN sewer collection system in the intersection of PCH and Coastline Drive. The LASAN sewer connection is described in Section 5.6. The proposed sewer collection facilities in Area 5 include Gravity Segment Nos. 15 through 18 and Lift Station Nos. 8 through 10.

Gravity Segment No. 15 consists of approximately 1,230 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from Lift Station No. 7 and 42 properties. Gravity Segment No. 16 consists of approximately 880 linear feet of 8-inch HDPE sewer piping that will receive and convey flow from 26 properties. The preliminary design parameters for Gravity Segment Nos. 15 and 16 are provided in Table

15. These two gravity sewer segments converge at Lift Station No. 8.

Lift Station No. 8 is located approximately 940 feet west of Tuna Canyon Road. It will receive flow from Gravity Segment No. 15 to the west and Gravity Segment No. 16 to the east. The belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH. The lift station would include three 7-hp non-clog submersible pumps operating in a 1-duty and 2-standby configuration. It would pump flows through an approximately 1,200-foot long 6-inch diameter HDPE forcemain to the east and discharge into the upstream manhole on Gravity Segment No. 17. The forcemain will cross underneath the large Tuna Canyon Creek box culvert, as described in Section 5.5.1. The proposed location for the aboveground electrical equipment is on the northern side of PCH within the existing dirt shoulder and will require a retaining wall to construct the equipment against the slope. An easement may be required depending on the final location. The preliminary design parameters for Lift Station No. 8 are provided in Table 16 and a site plan of the lift station is shown in Figure 21. 46 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 Gravity Segment No. 17 consists of approximately 270 linear feet of 10-inch HDPE sewer that will receive and convey flow from Lift Station No. 8 and seven properties. Gravity Segment No. 18, the final gravity sewer segment for the proposed collection system, consists of approximately 1,270 linear feet of 8-inch HDPE sewer that will receive and convey flow from 26 properties. The preliminary design parameters for Gravity Segment Nos. 17 and 18 are provided in Table 15. These two gravity sewer segments converge at Lift Station No. 9.

Lift Station No. 9 is located approximately 150 feet east of Tuna Canyon Road. It will receive flow from Gravity Segment No. 17 to the west and Gravity Segment No. 18 to the east. The belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH. The lift station would include three 15-hp non-clog submersible pumps operating in a 1-duty and 2-standby configuration. It would pump flows through an approximately 2,100-foot long 6-inch diameter HDPE forcemain to the east and discharge directly into Lift Station No. 10. The forcemain will be installed through a new Caltrans Topanga Creek Bridge that is currently in the design phase, as described in Section 5.5.2.

The proposed location for the aboveground electrical equipment is within a dirt area on the northern side of PCH next to an existing aboveground LACDPW water facility. An easement may be required. The preliminary design parameters for Lift Station No. 9 are provided in Table 16 and a site plan of the lift station is shown in Figure 22.

Lift Station No. 10 is located in front of the Topanga State Beach parking lot approximately 830 feet west of Topanga Canyon Boulevard. The purpose of Lift Station No. 10 is to provide a point of connection for the County of Los Angeles Department of Beaches and Harbors’ public restroom facility at Topanga Beach.

The lift station could also serve as a point of connection for the planned redevelopments in the CA State Parks property located directly across from the Topanga State Beach on the north side of PCH. The belowground wetwell manhole and valve vault would be constructed under the painted median in the center of PCH. The proposed location for the aboveground electrical equipment is in the parking lot of the CA State Parks property on the north side of PCH. An alternative location is in the Topanga Beach parking lot next to the existing OWDS, which would be demolished if they connected their sewer lateral from their restroom facility to Lift Station No. 10. An easement may be required depending on the final location of the equipment. The lift station would include three 4-hp non-clog submersible pumps operating in a 2-duty and 1-standby configuration. It would pump flows through an approximately 4,560-foot long 6-inch diameter HDPE forcemain to the east and discharge into the transition manhole immediately upstream of the LASAN sewer connection (see Section 5.6). The preliminary design parameters for Lift Station No. 9 are provided in Table 16 and a site plan of the lift station is shown in Figure 23. If the County of Los Angeles Department of Beaches and Harbors and CA State Parks decide not to connect their facilities to the City’s proposed sewer collection system, then Lift Station No. 10 would not be required and should be removed from the Project. The forcemain from Lift Station No. 9 would continue to the LASAN sewer connection. The City will continue their on-going coordination with the County and City throughout the next design phase. 47 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 TABLE 15: SEWERSHED AREA 5 GRAVITY SEWER SEGMENTS
Segment
No.

Isolated or
Cumulative
Segment
Cumulative
ADWF
(gpm)
Cumulative
PHF (gpm)
Diameter
(in)
Peak Hour
Flow Depth
(d/D)
Average
Flow
Velocity
(fps)
Peak Flow
Velocity
(fps)
15 Cumulative 80 281 8 0.49 2.59 3.65
16 Isolated 5 17 8 0.12 1.091 1.58
17 Cumulative 87 303 10 0.37 2.61 3.73
18 Isolated 5 19 8 0.10 1.481 2.21
Note:

1. The minimum gravity sewer pipe diameter criterion of 8 inches (nominal) supersedes the minimum average flow velocity criterion of 2.0 ft/s for gravity sewers. See Table 6 for all gravity sewer design criteria.

TABLE 16: SEWERSHED AREA 5 LIFT STATIONS
Lift
Station
No.

Cumulative
ADWF
(gpm)
Design
Flow1
(gpm)
No. of Pumps
(Duty +
Standby)
TDH
(ft)
Motor
Size
(hp)
Min. Wetwell
Operating
Volume (gal)
Forcemain
Diameter
(in)
8 85 426 1+2 29 7 797 6
9 92 460 1+2 61 15 863 6
10 93 467 2+1 31 4 872 6
Note:

1. Design flow is based on the ADWF with a peaking factor of 5. 48 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 21: LIFT STATION NO. 8 SITE PLAN
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 22: LIFT STATION NO. 9 SITE PLAN
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 23: LIFT STATION NO. 10 SITE PLAN
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

5.5.1 Tuna Canyon Creek Box Culvert Crossing
The 6-inch HDPE sewer forcemain pipeline from Lift Station No. 8 must cross the Tuna Canyon Creek box culvert, which is a 10-foot x 10-foot concrete box culvert that conveys the Tuna Canyon Creek flows underneath PCH. Based on available record drawings, the top of the box culvert is approximately two feet below grade and the bottom of it is approximately 14 feet below grade. Due to the limited cover above the culvert, the forcemain will tunnel underneath it using the trenchless PTGAB or pilot-tube guided pipe ramming method. HDD is not recommended for this crossing due to the required depth and shorter length.

See Section 5.2 for more information on these trenchless installation methods.

The trenchless installation process for both the PTGAB and pilot-tube guided ramming methods would consist of constructing a launch pit and reception pit located on each side of the culvert. A 12-inch steel casing would then be installed between the pits and the 6-inch HDPE forcemain would be installed through the casing. The total length of the trenchless installation is approximately 220 feet, which would keep the work zones out of the Tuna Canyon Road and PCH intersection. The pits would be located within the 12- foot wide medians where there is sufficient clearance from existing underground utilities. See Figure 24 for an overview of the trenchless crossing underneath the culvert The depth of the launch and reception pits is determined by the design elevation of the pipeline. The vertical clearance between the bottom of the culvert and top of the 12-inch steel casing should be a minimum of 2 feet. With the bottom of the box culvert approximately 14 feet below grade, a minimum vertical clearance 2 feet to the top of the 12-inch steel casing, and approximately 3 feet between the center of the borehole and bottom of the pits, the total depth of the launch and reception pits will be approximately 19 feet.

Dewatering requirements will vary based on the season, but it will likely be required during the summer months for the final few feet of the excavation. Watertight shoring will be required below the groundwater.

FIGURE 24: TUNA CANYON CREEK BOX CULVERT CROSSING CONCEPT 52 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

5.5.2 Topanga Creek Bridge Crossing
The 6-inch HDPE sewer forcemain pipeline from Lift Station No. 9 must cross the Topanga Creek bridge.

The current bridge structure was constructed in 1933 and is approximately 79 feet wide by 88 feet long. The concrete bridge is supported by a deep foundation system consisting of piles that are spaced approximately 3 feet apart under the abutments and center pier and 12 feet apart under the wingwalls. Caltrans, CA State Parks, County of Los Angeles Department of Beaches and Harbors, and the Resource Conservation District of the Santa Monica Mountains, are currently in the design phase of their Topanga Lagoon Restoration and Bridge Replacement Project. This project will replace the existing bridge with an approximately 440-foot long by 128-foot wide concrete box girder bridge. The City and W&C held a meeting with Caltrans, CA State Parks, and the other project participants on October 8, 2025, to discuss their project details and coordinate schedules with the City’s Project.

During the October 8, 2025 meeting, W&C proposed reserving one of the available bridge cells within the new concrete box girder bridge for the City’s forcemain. According to a cross-section of the new bridge provided by Caltrans, each bridge cell will be approximately 10 feet wide by 8 feet tall. The 6-inch forcemain would be installed within a continuous 12-inch diameter welded steel casing that spans the full length of the bridge plus the approach slabs. The steel casing would be constructed with the bridge so the City’s sewer contractor would not have to core through any part of the bridge structure or trench through the approach slabs when the sewer pipeline is being installed. Caltrans provided preliminary approval for allowing the City’s sewer pipeline through their new bridge during the October 8th meeting and indicated their preferred bridge cell. See Figure 25 for a cross-section of the new bridge currently in design with the preliminary location of the 6-inch sewer forcemain inside the 12-inch steel casing.

FIGURE 25: CROSS-SECTION OF NEW TOPANGA BEACH BRIDGE WITH SEWER FORCEMAIN The current timeline for the Topanga Lagoon Restoration and Bridge Replacement Project is to finalize the design by the end of 2026 and start construction in 2028 after the Olympics have concluded in the Los Angeles area. The City and their consultant for the subsequent engineering design phase will coordinate with Caltrans, CA State Parks, County of Los Angeles Department of Beaches and Harbors, and the Resource Conservation District of the Santa Monica Mountains throughout 2026 to share the latest design developments and updates to the construction timelines. As stated in this TM, the City’s goal is to construct their new sewer collection system as quickly as possible so the property owners can complete their 53 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 construction rebuilds and connect to the sewer system. The City will work with Caltrans and the appropriate entities to develop and approve a temporary sewer forcemain crossing across Topanga Creek if their sewer system must be operational before the new Topanga Beach bridge has finished construction. For the purposes of this TM and the cost estimate presented in Section 7.1, it is assumed the new Topanga Creek bridge will be constructed before the sewer system must be constructed in this area and made operational.

Trenchless construction options to construct the City sewer pipeline under Topanga Creek, similar to the other creeks, will be evaluated during the final design phase in the event that the pipeline cannot be routed through the proposed Topanga Creek bridge cell.

5.6 LASAN Sewer Connection
The City’s 6-inch HDPE sewer force main from Lift Station No. 10 will connect to LASAN’s existing sewer collection system at an existing manhole located on PCH approximately 100 feet east of Coastline Drive.

According to LASAN’s Record Drawing Plan No. D-19206 (dated March 4, 1975), this existing sewer manhole is a shallow brick manhole structure with an interior depth of approximately 3.15 feet as measured from the rim elevation to the outlet sewer invert elevation. It currently has an active 8-inch vitrified clay pipe (VCP) inlet sewer from the north, an active 10-inch VCP outlet sewer to the east, and a capped 10-inch VCP inlet sewer stub-out to the west. The capped 10-inch VCP inlet sewer stub-out will serve as the City’s point of connection to LASAN’s collection system.

The City’s pressurized sewer force main will transition to a gravity sewer in accordance with LASAN’s requirements before connecting to the existing manhole. This transition will be accomplished with by constructing a new shallow concrete manhole approximately eight feet from the existing manhole. The City’s 6-inch HDPE sewer force main will connect to the new shallow manhole and transition to a 10-inch VCP gravity outlet sewer. This transition will reduce the flow velocity and prevent turbulent conditions in LASAN’s manhole. The 6-inch HDPE sewer force main will be installed with two 45-degree vertical elbows immediately before connecting to the manhole to keep the upstream pipe full at all times. The City’s shallow manhole will consist of a 48-inch inside diameter precast concrete manhole base, barrel section, and a flat top slab with an opening for a 30-inch pressure-type manhole frame and cover. A pressure-type manhole frame and cover is recommended for shallow manholes as protection from potential surcharging events. A detail of the LASAN sewer manhole connection is provided in Figure 26. 54 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 26: LASAN SEWER MANHOLE CONNECTION
The City and W&C conducted a meeting with LASAN on June 23, 2025, to discuss the Project flows and loads, the proposed connection to their existing sewer collection system, and the process to obtain approval from LASAN for the sewer connection. The application process begins with the City submitting a formal Request for Wastewater Service letter to LASAN. The letter should include the projected wastewater flows 55 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 and loads that would be conveyed through LASAN’s sewer system and ultimately treated at their HWRP.

W&C sent the projected flows and loads to the City on June 27th for the development of the Request for Wastewater Service letter. Following the letter, the second submittal consists of a Technical Memorandum that documents the design and construction details for the LASAN sewer system connection, including the location of the existing manhole connection, design drawing(s) of the connection that adheres to LASAN’s standards, flow and load characteristics, flow metering, and construction timeline. LASAN will begin their capacity evaluation after receipt of this Technical Memorandum to confirm their existing collection system downstream of the connection point has sufficient available capacity, or if upgrades would be required.

LASAN informed the City and W&C during the June 23rd meeting that there are no capacity concerns at HWRP.

After LASAN has approved the design of the existing sewer connection, the City would then work with LASAN’s contracting department to execute the service agreement. According to LASAN, the average timeline for this contracting process is approximately 12 to 18 months. The Technical Memorandum should be submitted to LASAN at the beginning of the subsequent design phase.

6. PROPOSED PROJECT SUMMARY AND IMPLEMENTATION

6.1 Project Summary
The proposed Project consists of constructing a new wastewater sewer collection system on PCH to serve the waterfront properties in the City of Malibu that were affected by the Palisades Fire in January 2025.

These properties would connect to the new sewer collection system as part of their rebuilds in lieu of constructing a new OWDS and a seawall to protect the OWDS. The sewer collection would span approximately 5.5 miles on PCH between the intersection with Carbon Beach Terrace on the west end and intersection with Coastline Drive on the east end, where it will connect to an existing LASAN sewer manhole and ultimately flow to the HWRP for treatment. Refer to Appendix B for a preliminary profile of the entire sewer collection system alignment. Refer to Appendix C for figures of the entire sewer collection system alignment.

In total, the proposed Project sewer collection system will consist of the following improvements:
• Construct approximately 21,000 linear feet of 8-inch HDPE gravity sewer. • Construct approximately 270 linear feet of 10-inch HDPE gravity sewer. • Construct approximately 1,900 linear feet of 3-inch HDPE force main. • Construct approximately 4,500 linear feet of 4-inch HDPE force main. • Construct approximately 13,400 linear feet of 6-inch HDPE force main. • Construct approximately 11,000 linear feet of HDPE sewer laterals up to each property line for property owner connection.
• Construct 4-inch and 6-inch HDPE sewer force mains across five major creek and bridge crossings. • Construct approximately 53 sanitary sewer manholes.
• Construct 10 sewer lift stations.

6.2 Capital Cost Estimate
A planning-level capital cost estimate was prepared for the design, permitting, and construction of the proposed Project. The estimate is consistent with Class 4 estimates as defined by the Association for the 56 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 Advancement of Cost Engineering (AACE) International publication 56R-08 (+30% to -20% expected accuracy range). The estimate was based on unit costs sourced from the 2024 RS Means Heavy Construction Cost Data handbook, recent bid tabulations from sewer construction projects in California, manufacturer quotes for pipe materials and equipment, and historical construction cost estimates and cost data. The construction costs are reported in October 2025 dollars. The corresponding cost index benchmark is the Engineering News Record Construction Cost Index for the Los Angeles area (ENRLA CCI) for October 2025, which is 15994.21.

The following notes and assumptions were used in calculating the capital cost estimate for the proposed Project:
• All proposed sewer pipelines would be constructed using open-cut trenching, except for the bridge and creek crossings described in Section 5.
• Dewatering would be required for all open-cut trenching and at the trenchless launch and reception pits. Without additional geotechnical and groundwater level information, W&C assumed groundwater levels would be found approximately 8 feet below grade along the entire alignment.

Dewatering costs assumed that dewatering wells be operational for 700 feet at a time with each well spaced approximately 75 feet apart. Total dewatering duration would be approximately 12 months.
• An average pipeline installation rate of 70 feet per day was assumed for traffic control costs. • A lump sum cost for mobilization and demobilization was assumed to be equal to 10% of the summation of all other raw construction totals.
• A lump sum cost for NPDES permit and stormwater pollution prevention plan compliance was assumed to be equal to 2% of the summation of all other raw construction totals. • A 40% contingency was applied to the raw construction cost subtotal. • A 4% annual contingency was applied to the raw construction cost subtotal to account for cost increases at the mid-point of construction (Q4 2028).
• A 10% markup was added to the total construction cost to account for soft costs for engineering, design, permitting, and environmental.
• An 8% markup was added to the total construction costs to account for soft costs during the construction phase for construction management and inspection.

The planning-level capital cost estimate for the proposed Project is summarized in Table 17. See Appendix D for the full detailed capital cost estimate.
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 TABLE 17: PLANNING-LEVEL PROJECT CAPITAL COST ESTIMATE
Description Total Cost
Sewer Pipeline & Manhole Installations, Total $40,378,000 Bridge and Creek Crossings, Total $3,938,000
Lift Stations, Total $9,612,000
Mobilization and Demobilization (10%) $5,393,000
NPDES Permit Compliance and SWPPP (2%) $1,079,000
Raw Construction Cost Subtotal $60,400,000
Bonds and Insurance (2%) $1,208,000
Contractor Profit (15%) $9,060,000
Contingency (40%) $24,160,000
Cost Escalation to Midpoint of Construction (Dec. 2028, 4% Annual; 12% Total) $11,234,000
Total Construction Cost $106,062,000
Engineering / Design / Permitting / Environmental (10%) $10,606,000 Construction Management / Inspection (8%) $8,485,000
Total Project Capital Cost $125,153,000
As previously mentioned, the waterfront properties that were affected by the Palisades Fire in the Project area would connect to the proposed sewer collection system instead of replacing their damaged OWDS, and replacing or constructing a new seawall to protect the OWDS, as part of their rebuilds. The City directed Woodard & Curran to provide a high-level cost comparison between replacing the OWDS and seawalls and constructing the proposed sewer collection system. It was not in Woodard & Curran’s scope of work to evaluate or design OWDS and seawalls for these properties. However, for the purpose of providing a cost comparison in this report, the City provided the following construction cost assumptions based on a contractor’s estimate to construct a new 140-foot-long seawall that amounted to approximately $10,000 per linear foot for a property in dry sand beach conditions and their consultations with Pacific Engineering Group:
• Approximate OWDS replacement cost = $125,000.
• Approximate construction cost for seawalls in wet sand beach areas = $12,000 - $14,000 per linear foot of seawall.
• Approximate construction cost for seawalls in dry sand beach areas = $8,000 - $10,000 per linear foot of seawall.
• The majority of the waterfront residential properties located east of 20718 Pacific Coast Highway are in wet sand beach conditions and the majority of the waterfront residential properties located west of 20718 Pacific Coast Highway are in dry sand beach conditions. This equates to 160 residential properties in wet sand beach conditions and 129 residential properties in dry sand beach areas.
• Typical property width is 50 feet.
• Approximately 50% of the properties will require a sidewall that wraps around the sides of the property, referred to herein as side seawalls. Typical side seawall length is 50 feet. 58 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 • A portion of the properties may only need repairs to their existing OWDS and seawalls instead of full replacements. Woodard & Curran assumed approximately 10% of the designated “Rebuild” properties will require repairs instead of full replacement.

A summary of the approximate construction costs for property owners to replace their seawalls and OWDS using the assumptions provided by the City is presented in Table 18.

TABLE 18: APPROXIMATE CONSTRUCTION COSTS FOR REPLACEMENT OF SEAWALLS AND OWDS (SEE NOTE 1)
Description Value1
Seawalls
Typical Property Width (feet) 50
New Seawall in Dry Sand Beach Areas ($/LF) $8,000 - $10,000 New Seawall in Wet Sand Beach Areas ($/LF) $12,000 - $14,000 Typical Side Seawall Length (feet) 50
% of Properties that Require Side Seawalls2 50%
Total Approx. Cost of a New Seawall in Dry Sand Beach Areas with Side Seawalls $1,000,000
without Side Seawalls $500,000
Total Approx. Cost of a New Seawall in Wet Sand Beach Areas with Side Seawalls $1,400,000
without Side Seawalls $700,000
No. of Residential "Rebuild" Properties in Dry Sand Beach Conditions3 129 No. of Residential "Rebuild" Properties in Wet Sand Beach Conditions3 160 % of "Rebuild" Properties that Require Existing Seawall Repairs 10% Existing Seawall Repair (No Replacement) $150,000
OWDS (Septic Systems)
OWDS Replacement (Typical, Each "Rebuild" Property) $125,000 Total Approx. Construction Cost for Seawalls and OWDS in Project Area (Replacements and Repairs) $278,735,000
Notes:

1. All construction cost assumptions for OWDS and seawalls were provided by the City based on a contractor's construction estimate of approx. $10,000/LF for a new 140 LF seawall in dry sand beach conditions and their consultations with the Pacific Engineering Group. Woodard & Curran did not evaluate specific OWDS and seawall requirements for the properties as part of this Project.

2. It was assumed that approx. 50% of the properties will require a seawall that wraps around both sides of their property (i.e., a side seawall).

3. It was assumed that a majority of the waterfront residential properties located east of 20718 Pacific Coast Highway are in wet sand beach conditions and the majority of the waterfront residential properties located west of 20718 Pacific Coast Highway are in dry sand beach conditions.

As shown in Table 18, the approximate high-level construction cost for the residential property owners to replace their OWDS and reconstruct their seawall as part of their rebuilds may vary between $1,000,000 and $1,400,000 if the seawall must wrap around the sides of the property or between $500,000 and $700,000 if the seawall does not wrap around the sides of the property. These estimates would be higher for properties that exceed the typical lengths that were assumed for these calculations per Table 18. Taking into account 59 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 all of the designated “Rebuild” residential properties, the total approximate construction cost for all seawall and OWDS improvements may amount to approximately $278,735,000. This total cost is approximately 123% higher than the total capital cost for the proposed sewer collection system (see Table 17).

6.3 Permitting
As a result of the Governor’s Executive Order N-14-25 issued on January 12, 2025, permitting requirements under the California Coastal Act (Division 20 of the Public Resources Code, commencing with Section 30000) are suspended for rebuilding efforts. This executive order waives the CEQA and Coastal Act requirements.

Therefore, this Project is exempt from CEQA and CDP requirements.

Woodard & Curran has determined a preliminary list of permits anticipated to be required to construct and operate the proposed facility. The preliminary list of potential permits includes:
• Caltrans Encroachment Permit
• Construction General Permit for Stormwater
• Cal/OSHA Tunneling Permit
Refer to Section 5.6 for a description of the requirements to obtain a sewer service agreement from LASAN.

Other potential permits that may be required but are not described below include an agreement with the California Department of Fish and Wildlife for any trenchless creek crossings and a dewatering discharge permit from the Regional Water Quality Control Board.

6.3.1 Caltrans Encroachment Permit
The City has held preliminary discussions with Caltrans to understand the requirements and constraints. The Caltrans Encroachment Permit may be required after the 30% design plans are submitted to the City. In addition, Caltrans will require a comprehensive traffic management plan to be furnished during design and permitting phase. The construction contractor will be required to obtain this permit and comply with its requirements.

6.3.2 Construction General Permit for Stormwater
Order No. WQ 2022-0057-DWQ, NPDES Permit No. CAS000002, The National Pollutant Discharge Elimination System (NPDES) General Permit for Stormwater Discharges Associated with Construction and Land Disturbance Activities (General Permit) covers construction projects that include construction or land disturbance activities that result in a disturbance of one or more acres, or less than one acre but are part of a larger common plan of development or sale that totals one or more acres of land disturbance. This permit also protects the receiving water’s beneficial uses from construction site pollutants.

Construction activities of this site have the potential to increase erosion and sediment transport and thus must abide by permit requirements.

6.3.3 Cal/OSHA Excavation Tunneling Permit
The construction contractor will be required to have an excavation tunneling permit issued by Cal/OSHA if the construction includes a trench or an excavation 5 feet or deeper in which any person will be required to descend. Pipelines, lift stations, and trenchless boring and receiving pits are expected to involve excavations 5 feet or deeper. The permit should be obtained during the design process and conditions of this permit should be included in the project Bid Documents.
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

6.4 Project Implementation Schedule
The project schedule spans approximately 54 months from preliminary design phase through construction phase, targeting completion by December 2029. These phases are outlined in Figure 27. An alternative design-build approach could potentially save up to nine months, as it would streamline procurement and construction phases.

The City is actively pursuing funding opportunities for this Project including State Revolving Fund (SRF) financing. The Clean Water SRF (CWSRF) is a federal-state partnership that provides low-interest loans and grants to support wastewater treatment projects. In addition, the formation of an Assessment District is a critical component of Malibu’s wastewater infrastructure financing and is a prerequisite for initiating construction. The Assessment District will also ensure that the City is equitably distributing costs among property owners who will benefit from the sewer system. 61 FINAL
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 FIGURE 27: PROJECT IMPLEMENTATION SCHEDULE
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026

7. REFERENCES
Los Angeles Sanitation and Environment, 1975. Record Drawing Plan No. D-19206. March 4, 1975.

Malibu, City of, 2018. Building Sanitary Sewer Lateral Construction Guidelines – Civic Center Water Treatment Facility Phase I. 2018.

Malibu, City of, 2021. Building Sanitary Sewer Lateral Construction Guidelines – Civic Center Water Treatment Facility Phase II. 2021.

Woodard & Curran, 2020. Alternative Analysis of Civic Center Water Treatment Facility Phase 2 Expansion – Wastewater Collection System. May 2020.
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Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 APPENDIX A – MASTER PARCEL DATA LIST
64 Table A-1: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4451006012 22258 Residential Single Residence 3 2316 280 Existing Area 1 4451006013 22254 Residential Single Residence 4 3841 350 Existing Area 1 4451006015 22244 Residential Single Residence 3 3866 280 Rebuild Area 1 4451006014 22244 Residential Residential - Vacant 0 0 0 Rebuild Area 1 Vacant land part of 22244 property. 4451006016 22240 Residential Single Residence 3 4406 280 Rebuild Area 1 4451006017 22234 Residential Single Residence 4 4613 350 Rebuild Area 1 4451006041 22210 Residential Single Residence 6 4645 490 Existing Area 1 4451006034 22208 Residential Single Residence 4 4487 350 Existing Area 1 4451006022 22202 Residential Single Residence 4 3284 350 Existing Area 1 4451006023 22170 Residential Single Residence 2 1660 210 Existing Area 1 4451006024 22164 Residential Single Residence 3 1531 280 Existing Area 1 4451006025 22160 Residential Single Residence 4 4036 350 Existing Area 1 4451006026 22150 Residential Single Residence 3 4885 280 Existing Area 1 4451006027 22148 Residential Single Residence 2 4285 210 Existing Area 1 4451006038 22140 Residential Single Residence 5 7715 420 Existing Area 1 4451006039 22108 Residential Residential - Vacant 4 2279 350 Rebuild Area 1 Nonvacant land part of 22108 property. 4451006035 22108 Residential Single Residence 1 1678 140 Rebuild Area 1 4451005007 22102 Residential Single Residence 1 3764 140 Rebuild Area 1 4451005008 22070 Residential Single Residence 4 3552 350 Rebuild Area 1 4451005009 22068 Residential Single Residence 4 3215 350 Rebuild Area 1 4451005010 22062 Residential Single Residence 3 1425 280 Rebuild Area 1 4451005011 22058 Residential Single Residence 4 2972 350 Rebuild Area 1 4451005012 22050 Residential Single Residence 2 1473 210 Rebuild Area 1 4451005013 22048 Residential Single Residence 4 2680 350 Rebuild Area 1 4451005034 22040 Residential Single Residence 5 5619 420 Existing Area 1 4451005016 22038 Residential Single Residence 3 3132 280 Rebuild Area 1 4451005017 22030 Residential Single Residence 3 3478 280 Rebuild Area 1 4451005018 22028 Residential Single Residence 3 2492 280 Rebuild Area 1 4451005019 22024 Residential Single Residence 3 3317 280 Rebuild Area 1 4451005020 22020 Residential Single Residence 5 3537 420 Rebuild Area 1 4451005021 22012 Residential Single Residence 4 5326 350 Rebuild Area 1 4451005036 22008 Residential Single Residence 6 5256 490 Existing Area 1 4451005024 21970 Residential Single Residence 4 5076 350 Existing Area 1 4451005035 21958 Residential Single Residence 5 4834 420 Existing Area 1 4451005027 21950 Residential Single Residence 3 4412 280 Existing Area 1 4451005028 21942 Residential Single Residence 4 1873 350 Existing Area 1 4451005029 21938 Residential Single Residence 4 3056 350 Existing Area 1 4451005030 21934 Residential Single Residence 4 2624 350 Existing Area 1 4451005031 21932 Residential Single Residence 4 2644 350 Existing Area 1 4451005032 21928 Residential Single Residence 3 2363 280 Rebuild Area 1 4451005033 21922 Residential Single Residence 3 3068 280 Rebuild Area 1 Page A-1
65 Table A-2: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4451004010 21920 Residential Single Residence 3 2706 280 Rebuild Area 1 4451004011 21916 Residential Single Residence 3 1792 280 Rebuild Area 1 4451004012 21910 Residential Single Residence 4 3422 350 Rebuild Area 1 4451004013 21906 Residential Single Residence 4 2638 350 Rebuild Area 1 4451004014 21900 Residential Single Residence 5 2855 420 Rebuild Area 1 4451004015 21854 Residential Single Residence 3 2042 280 Rebuild Area 1 4451004016 21848 Residential Single Residence 2 3016 210 Rebuild Area 1 4451004017 21844 Residential Single Residence 3 1765 280 Rebuild Area 1 4451004018 21840 Residential Single Residence 3 1421 280 Rebuild Area 1 4451004019 21836 Residential Single Residence 4 2585 350 Rebuild Area 1 4451004020 21830 Residential Single Residence 2 4177 210 Rebuild Area 1 4451004021 21822 Residential Single Residence 5 5658 420 Rebuild Area 1 4451004022 21818 Residential Single Residence 2 1748 210 Rebuild Area 1 4451004023 21812 Residential Single Residence 2 3163 210 Rebuild Area 1 4451004024 21808 Residential Single Residence 5 9508 420 Existing Area 1 4451004032 21808 Residential Residential - Vacant 0 0 0 Existing Area 2 Carbon Creek outfall. 4451004026 21756 Residential Single Residence 3 4424 280 Existing Area 2 4451004027 21750 Residential Single Residence 3 2592 280 Existing Area 2 4451004028 21746 Residential Single Residence 2 1244 210 Existing Area 2 4451004900 21700 Public Open Space Residential - Vacant 0 0 0 Existing Area 2 Carbon La Costa Beach. 4451003020 21660 Residential Single Residence 3 2844 280 Existing Area 2 4451003900 21660 Residential Residential - Vacant 0 0 0 Existing Area 2 Beach (vacant land). 4451003021 21658 Residential Single Residence 3 2582 280 Existing Area 2 4451003022 21650 Residential Single Residence 3 3084 280 Existing Area 2 4451003023 21644 Residential Single Residence 3 2095 280 Rebuild Area 2 4451003024 21640 Residential Single Residence 3 2298 280 Rebuild Area 2 4451003025 21634 Residential Single Residence 4 2645 350 Rebuild Area 2 4451003026 21632 Residential Two Residential Units 2 2478 210 Rebuild Area 2 Does not appear to be multidwelling. 4451003027 21628 Residential Single Residence 3 3229 280 Rebuild Area 2 4451003028 21624 Residential Single Residence 3 1865 280 Rebuild Area 2 4451003032 21622 Residential Single Residence 3 3014 280 Rebuild Area 2 4451003031 21614 Residential Single Residence 4 5131 350 Rebuild Area 2 4451002006 21606 Residential Single Residence 4 3763 350 Rebuild Area 2 4451002007 21602 Residential Single Residence 8 4661 630 Rebuild Area 2 4451002008 21562 Residential Single Residence 2 1704 210 Rebuild Area 2 4451002009 21558 Residential Single Residence 3 2073 280 Rebuild Area 2 4451002010 21554 Residential Single Residence 1 3218 140 Rebuild Area 2 4451002011 21550 Residential Single Residence 5 2392 420 Rebuild Area 2 4451002012 21546 Residential Single Residence 2 1582 210 Rebuild Area 2 4451002013 21544 Residential Single Residence 2 1486 210 Rebuild Area 2 4451002014 21540 Residential Single Residence 4 2423 350 Rebuild Area 2 Page A-2
66 Table A-3: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4451002033 21536 Residential Single Residence 7 8195 560 Rebuild Area 2 4451002017 21528 Residential Single Residence 5 6851 420 Rebuild Area 2 4451002018 21520 Residential Single Residence 2 4300 210 Rebuild Area 2 4451002019 21516 Residential Single Residence 3 3296 280 Rebuild Area 2 4451002020 21510 Residential Single Residence 4 1942 350 Rebuild Area 2 4451002021 21506 Residential Single Residence 4 2170 350 Rebuild Area 2 4451002022 21500 Residential Single Residence 3 2704 280 Rebuild Area 2 4451002023 21468 Residential Single Residence 3 3647 280 Rebuild Area 2 4451002024 21462 Residential Single Residence 3 3093 280 Rebuild Area 2 4451002025 21460 Residential Single Residence 3 2980 280 Rebuild Area 2 4451002026 21434 Commercial Club, lodge, hall 0 1124 171 Rebuild Area 2 Malibu La Costa Beach Club. 4451002027 21424 Residential Single Residence 2 1054 210 Rebuild Area 2 4451002028 21422 Residential Single Residence 2 1504 210 Rebuild Area 2 4451002029 21416 Residential Single Residence 1 948 140 Rebuild Area 2 4451002030 21414 Residential Single Residence 4 2212 350 Rebuild Area 2 4451002031 21408 Residential Single Residence 4 2984 350 Rebuild Area 2 4451002032 21404 Residential Single Residence 2 2720 210 Rebuild Area 2 4451001004 21400 Residential Single Residence 3 1872 280 Rebuild Area 2 4451001005 21368 Residential Single Residence 3 2344 280 Rebuild Area 2 4451001006 21366 Residential Single Residence 3 1768 280 Rebuild Area 2 4451001007 21360 Residential Single Residence 2 1828 210 Rebuild Area 2 4451001008 21358 Residential Single Residence 5 2544 420 Rebuild Area 2 4451001009 21348 Residential Single Residence 7 6947 560 Rebuild Area 2 4451001010 21344 Residential Single Residence 3 3199 280 Rebuild Area 2 4451001011 21340 Residential Single Residence 3 3136 280 Rebuild Area 2 4451001012 21336 Residential Single Residence 3 2448 280 Rebuild Area 2 4451001013 21332 Residential Single Residence 3 2166 280 Rebuild Area 2 4451001014 21330 Residential Single Residence 3 2695 280 Rebuild Area 2 4451001015 21324 Residential Single Residence 3 3177 280 Rebuild Area 2 4451001016 21322 Residential Single Residence 3 3035 280 Rebuild Area 2 4451001017 21316 Residential Single Residence 2 2791 210 Rebuild Area 2 4451001018 21314 Residential Single Residence 3 2989 280 Rebuild Area 2 4451001019 21310 Residential Single Residence 2 3056 210 Rebuild Area 2 4451001020 21306 Residential Single Residence 2 1628 210 Rebuild Area 2 4451001021 21300 Residential Single Residence 3 2096 280 Rebuild Area 2 4451001022 21250 Residential Single Residence 3 2570 280 Rebuild Area 2 4451001023 21246 Residential Single Residence 3 1929 280 Rebuild Area 2 4451001024 21244 Residential Single Residence 2 1483 210 Rebuild Area 2 4451001025 21240 Residential Single Residence 3 2295 280 Rebuild Area 2 4451001026 21236 Residential Single Residence 4 2902 350 Rebuild Area 2 4451001030 21228 Residential Single Residence - Condo 2 1403 210 Existing Area 2 Page A-3
67 Table A-4: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4451001031 21226 Residential Single Residence - Condo 2 1889 210 Existing Area 2 4451001032 21224 Residential Single Residence - Condo 1 1232 140 Existing Area 2 4451001033 21222 Residential Single Residence - Condo 1 1244 140 Existing Area 2 4451001034 21220 Residential Single Residence - Condo 2 1570 210 Existing Area 2 4451001035 21218 Residential Single Residence - Condo 2 1570 210 Existing Area 2 4451001029 21216 Commercial Service Station 0 1795 273 Existing Area 2 Malibu Mart and Mobil Gas Station. 4451001036 21214 Residential Single Residence - Condo 2 1570 210 Existing Area 2 4451001037 21212 Residential Single Residence - Condo 2 1570 210 Existing Area 2 4451001038 21210 Residential Single Residence - Condo 2 1570 210 Existing Area 2 4451001039 21208 Residential Single Residence - Condo 2 1570 210 Existing Area 2 4451001040 21206 Residential Single Residence - Condo 2 1916 210 Existing Area 2 4451001041 21202 Commercial Commercial - Vacant 0 0 0 Existing Area 2 Vacant lot. 4451001042 21200 Commercial Commercial - Vacant 0 0 0 Existing Area 3 Las Flores Creek outfall. 4450010028 21150 Commercial Restaurant 0 18637 2838 Existing Area 3 Duke's Restaurant. 4450010027 21150 Commercial Parking lot 0 7000 0 Existing Area 3 Parking lot for Duke's. 4450010026 21122 Residential Three Residential Units 0 1440 0 Existing Area 3 Vacant land part of 21116 property. Adjusted bedroom count to 0. 4450010025 21116 Residential Single Residence 2 927 210 Existing Area 3 4450010024 21110 Residential Single Residence 3 1406 280 Existing Area 3 4450010023 21106 Residential Residential - Vacant 4 0 350 Existing Area 3 Nonvacant property. Adjusted bedroom count to 4. 4450010022 21100 Residential Two Residential Units 4 0 350 Existing Area 3 Nonvacant property. Adjusted bedroom count to 4. 4450010021 21070 Residential Two Residential Units 2 1928 210 Existing Area 3 4450010031 21066 Residential Single Residence - Condo 3 1744 280 Existing Area 3 4450010030 21064 Residential Single Residence - Condo 2 1125 210 Existing Area 3 4450010019 21062 Residential Single Residence 3 1514 280 Existing Area 3 4450010018 21056 Residential Single Residence 2 1848 210 Existing Area 3 4450010017 21048 Residential Two Residential Units 2 1496 210 Existing Area 3 4450009030 21036 Residential Single Residence 0 202 0 Existing Area 3 Vacant land part of 21036 property. 4450009029 21036 Residential Single Residence 5 1643 420 Existing Area 3 4450009028 21030 Residential Single Residence 3 1198 280 Existing Area 3 4450009027 21026 Residential Single Residence 5 3072 420 Existing Area 3 4450009026 21022 Residential Single Residence 6 3998 490 Existing Area 3 4450009025 21016 Residential Single Residence 2 2462 210 Existing Area 3 4450009024 21010 Residential Single Residence 3 1522 280 Rebuild Area 3 4450009023 21006 Residential Single Residence 2 989 210 Rebuild Area 3 4450009022 21000 Residential Single Residence 2 3470 210 Rebuild Area 3 4450009021 20966 Residential Two Residential Units 3 1460 280 Rebuild Area 3 4450009020 20962 Residential Single Residence 2 1957 210 Rebuild Area 3 4450009019 20958 Residential Two Residential Units 3 2342 280 Rebuild Area 3 4450009018 20954 Residential Single Residence 2 1723 210 Rebuild Area 3 4450009033 20946 Residential Single Residence 3 2865 280 Rebuild Area 3 4450009032 20944 Residential Single Residence 3 2865 280 Rebuild Area 3 Page A-4
68 Table A-5: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4450009016 20942 Residential Two Residential Units 3 1002 280 Rebuild Area 3 4450009015 20940 Residential Single Residence 3 2048 280 Rebuild Area 3 4450008055 20932 Residential Single Residence 3 2400 280 Rebuild Area 3 4450008054 20928 Residential Single Residence 2 1975 210 Rebuild Area 3 4450008053 20920 Residential Single Residence 2 1207 210 Rebuild Area 3 4450008052 20914 Residential Single Residence 3 908 280 Rebuild Area 3 4450008051 20910 Residential Two Residential Units 2 1514 210 Rebuild Area 3 4450008050 20906 Residential Single Residence 2 2523 210 Rebuild Area 3 4450008049 20900 Residential Single Residence 4 3121 350 Rebuild Area 3 4450008048 20866 Residential Two Residential Units 2 1628 210 Rebuild Area 3 4450008047 20862 Residential Single Residence 3 1930 280 Rebuild Area 3 4450008046 20858 Residential Single Residence 3 1808 280 Existing Area 3 4450008045 20852 Residential Two Residential Units 3 1136 280 Rebuild Area 3 4450008044 20848 Residential Single Residence 3 2144 280 Rebuild Area 3 4450008043 20842 Residential Two Residential Units 4 1824 350 Rebuild Area 3 Does not appear to be multidwelling. 4450008042 20840 Residential Two Residential Units 4 2440 350 Rebuild Area 3 Does not appear to be multidwelling. Adjusted bedroom count to 4. 4450008041 20838 Residential Single Residence 4 0 350 Rebuild Area 3 Nonvacant property. Adjusted bedroom count to 4. 4450008040 20836 Residential Single Residence 2 1379 210 Rebuild Area 3 4450008039 20832 Residential Single Residence 2 1568 210 Rebuild Area 3 4450008038 20830 Residential Single Residence 3 1478 280 Rebuild Area 3 4450008037 20828 Residential Single Residence 2 1798 210 Rebuild Area 3 4450008036 20826 Residential Single Residence 2 1615 210 Rebuild Area 3 4450008035 20820 Residential Single Residence 2 2514 210 Rebuild Area 3 4450008034 20816 Residential Single Residence 1 1250 140 Rebuild Area 3 4450007024 20812 Residential Single Residence 2 1080 210 Rebuild Area 3 4450007025 20810 Residential Two Residential Units 3 1123 280 Rebuild Area 3 Does not appear to be multidwelling. Adjusted bedroom count to 3. 4450007026 20806 Residential Two Residential Units 5 2328 420 Rebuild Area 3 4450007027 20802 Residential Single Residence 3 1896 280 Rebuild Area 3 4450007040 20770 Residential Single Residence - Condo 1 1460 140 Rebuild Area 3 4450007039 20766 Residential Single Residence - Condo 1 1444 140 Rebuild Area 3 4450007029 20762 Residential Single Residence 1 952 140 Existing Area 3 4450007030 20758 Residential Single Residence 3 3836 280 Existing Area 3 4450007031 20752 Residential Single Residence 1 1916 140 Existing Area 3 4450007032 20748 Residential Single Residence 3 2441 280 Existing Area 3 4450007033 20742 Residential Residential - Vacant 0 0 0 Existing Area 3 4450007034 20738 Residential Three Residential Units 3 2177 280 Existing Area 3 4450007043 20732 Residential Single Residence 4 3639 350 Existing Area 3 4450007042 20726 Residential Single Residence 4 3426 350 Existing Area 3 4450007037 20722 Residential Single Residence 4 3364 350 Existing Area 3 4450006067 20718 Residential Single Residence - Condo 2 1006 210 Existing Area 3 4450006065 20718 Residential Single Residence - Condo 1 692 140 Existing Area 3 Page A-5
69 Table A-6: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4450006068 20718 Residential Single Residence - Condo 1 692 140 Existing Area 3 4450006064 20718 Residential Single Residence - Condo 2 1156 210 Existing Area 3 4450006069 20718 Residential Single Residence - Condo 2 865 210 Existing Area 3 4450006066 20718 Residential Single Residence - Condo 2 877 210 Existing Area 3 4450006042 20710 Residential Five plus Residential Units 16 8058 1190 Existing Area 3 4450006041 20700 Residential Five plus Residential Units 8 4661 630 Existing Area 3 4450006070 20656 Residential Five plus Residential Units 10 6076 770 Existing Area 3 4450006039 20648 Residential Four Residential Units 4 2434 350 Existing Area 3 4450006038 20644 Residential Two Residential Units 3 1510 280 Existing Area 3 4450006052 20638 Residential Single Residence - Condo 1 576 140 Existing Area 3 4450006054 20638 Residential Single Residence - Condo 1 576 140 Existing Area 3 4450006050 20638 Residential Single Residence - Condo 1 594 140 Existing Area 3 4450006044 20638 Residential Single Residence - Condo 1 552 140 Existing Area 3 4450006049 20638 Residential Single Residence - Condo 1 647 140 Existing Area 3 4450006045 20638 Residential Single Residence - Condo 1 576 140 Existing Area 3 4450006053 20638 Residential Single Residence - Condo 1 576 140 Existing Area 3 4450006048 20638 Residential Single Residence - Condo 1 576 140 Existing Area 3 4450006051 20638 Residential Single Residence - Condo 1 576 140 Existing Area 3 4450006046 20638 Residential Single Residence - Condo 1 576 140 Existing Area 3 4450006047 20638 Residential Single Residence - Condo 2 1152 210 Existing Area 3 4450006037 20630 Residential Single Residence 3 2526 280 Existing Area 3 4450006055 20624 Residential Single Residence 3 2632 280 Rebuild Area 3 4450005040 20620 Residential Four Residential Units 6 3360 490 Rebuild Area 3 4450005074 20616 Residential Single Residence 3 1764 280 Rebuild Area 3 4450005075 20614 Residential Single Residence 3 2020 280 Rebuild Area 3 4450005058 20612 Residential Single Residence - Condo 3 1760 280 Rebuild Area 3 4450005059 20610 Residential Single Residence - Condo 3 1760 280 Rebuild Area 3 4450005082 20608 Residential Single Residence 3 2036 280 Rebuild Area 3 4450005083 20606 Residential Single Residence 3 1764 280 Rebuild Area 3 4450005060 20604 Residential Single Residence - Condo 3 1760 280 Rebuild Area 3 4450005061 20602 Residential Single Residence - Condo 3 1760 280 Rebuild Area 3 4450005076 20600 Residential Single Residence 3 1765 280 Rebuild Area 3 4450005077 20562 Residential Single Residence 3 1765 280 Rebuild Area 3 4450005062 20560 Residential Single Residence - Condo 3 2032 280 Rebuild Area 3 4450005063 20558 Residential Single Residence - Condo 3 1886 280 Rebuild Area 3 4450005078 20556 Residential Single Residence 2 2126 210 Rebuild Area 3 4450005079 20554 Residential Single Residence 2 1982 210 Rebuild Area 3 4450005024 20550 Residential Two Residential Units 6 3520 490 Rebuild Area 3 4450005080 20548 Residential Single Residence 3 1765 280 Rebuild Area 3 4450005081 20546 Residential Single Residence 3 2061 280 Rebuild Area 3 4450005041 20542 Residential Residential - Vacant 0 0 0 Rebuild Area 3 Page A-6
70 Table A-7: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4450005068 20540 Residential Single Residence - Condo 3 1853 280 Rebuild Area 3 4450005069 20538 Residential Single Residence - Condo 3 1853 280 Rebuild Area 3 4450005042 20536 Residential Single Residence 3 1853 280 Rebuild Area 3 4450005043 20534 Residential Single Residence 3 1853 280 Rebuild Area 3 4450005066 20532 Residential Single Residence - Condo 3 2006 280 Rebuild Area 3 4450005067 20530 Residential Single Residence - Condo 3 2006 280 Rebuild Area 3 4450005064 20526 Residential Signle Residence 3 2060 280 Rebuild Area 3 4450005065 20524 Residential Single Residence - Condo 3 1853 280 Rebuild Area 3 4450005070 20522 Residential Single Residence - Condo 3 1853 280 Rebuild Area 3 4450005071 20520 Residential Single Residence - Condo 3 1853 280 Rebuild Area 3 4450005086 20516 Residential Single Residence 6 3706 490 Rebuild Area 3 4450005048 20466 Residential Single Residence - Condo 3 1483 280 Existing Area 3 4450005049 20464 Residential Single Residence - Condo 3 1483 280 Existing Area 3 4450005050 20462 Residential Single Residence - Condo 3 1750 280 Existing Area 3 4450005051 20460 Residential Single Residence - Condo 3 1750 280 Existing Area 3 4450005072 20458 Residential Single Residence 3 1490 280 Existing Area 3 4450005073 20456 Residential Single Residence 3 1490 280 Existing Area 3 4450005052 20454 Residential Single Residence - Condo 3 1507 280 Existing Area 3 4450005053 20452 Residential Single Residence - Condo 3 1507 280 Existing Area 3 4450005054 20450 Residential Single Residence - Condo 3 1490 280 Existing Area 3 4450005055 20448 Residential Single Residence - Condo 3 1490 280 Existing Area 3 4450005056 20446 Residential Single Residence - Condo 3 1490 280 Existing Area 3 4450005057 20444 Residential Single Residence - Condo 3 1490 280 Existing Area 3 4450005084 20442 Residential Single Residence 2 1653 210 Existing Area 3 4450005085 20440 Residential Single Residence 3 1507 280 Existing Area 3 4450005046 20438 Residential Single Residence - Condo 3 1490 280 Existing Area 3 4450005047 20436 Residential Single Residence - Condo 3 1490 280 Existing Area 3 4450004028 20422 Residential Parking lot 0 6600 0 Rebuild Area 3 Parking lot. 4450004029 20356 Commercial Restaurant 0 4236 645 Rebuild Area 3 Moonshadows Restaurant property. 4450004030 20356 Residential Parking lot 0 1000 0 Rebuild Area 3 Moonshadows Restaurant property. 4450004031 20330 Residential Five plus Residential Units 6 3684 490 Rebuild Area 3 4450004032 20320 Residential Motel 3 1740 280 Rebuild Area 3 4450004033 20314 Residential Four Residential Units 3 1680 280 Rebuild Area 3 4450004034 20308 Commercial Motel 4 2300 350 Rebuild Area 3 4450004035 20300 Residential Three Residential Units 3 1800 280 Rebuild Area 3 4450004036 20288 Residential Four Residential Units 6 4517 490 Rebuild Area 3 4450003010 20228 Residential Single Residence 2 1198 210 Rebuild Area 3 4450003011 20224 Residential Single Residence 2 1198 210 Rebuild Area 3 4450003012 20222 Residential Residential - Vacant 0 0 0 Rebuild Area 3 Beach (vacant land) adjacent to 20218 property. 4450003013 20218 Residential Single Residence 2 1198 210 Rebuild Area 3 4450003014 20214 Residential Single Residence 2 1198 210 Rebuild Area 3 Page A-7
71 Table A-8: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4450003015 20212 Residential Single Residence 2 1198 210 Rebuild Area 3 4450003016 20202 Commercial Motel 10 5031 766 Rebuild Area 3 4450003017 20152 Residential Two Residential Units 2 2221 210 Rebuild Area 3 4450003018 20140 Residential Two Residential Units 3 2517 280 Rebuild Area 3 Does not appear to be multidwelling. 4450002037 20136 Residential Single Residence 2 1427 210 Rebuild Area 3 4450002038 20132 Residential Single Residence 2 841 210 Rebuild Area 3 4450002039 20124 Residential Three Residential Units 4 1937 350 Rebuild Area 3 Does not appear to be multidwelling. 4450002040 20120 Residential Three Residential Units 3 2478 280 Rebuild Area 3 4450002041 20112 Residential Two Residential Units 2 1881 210 Rebuild Area 3 4450002042 20108 Residential Residential - Vacant 0 0 0 Rebuild Area 3 Beach (vacant land) adjacent to 20102 property. 4450002043 20102 Residential Single Residence 3 2666 280 Rebuild Area 3 4450002044 20062 Residential Two Residential Units 4 1806 350 Rebuild Area 3 4450002045 20058 Residential Two Residential Units 4 1932 350 Rebuild Area 3 4450002046 20054 Residential Two Residential Units 4 1806 350 Rebuild Area 3 4450002047 20048 Residential Single Residence 3 1532 280 Rebuild Area 3 4450002048 20044 Residential Two Residential Units 3 1533 280 Rebuild Area 3 4450002049 20038 Residential Two Residential Units 2 2857 210 Rebuild Area 3 Does not appear to be multidwelling. 4450002050 20032 Residential Single Residence 4 2758 350 Rebuild Area 3 4450002051 20026 Residential Single Residence 4 2350 350 Rebuild Area 3 4450002052 20020 Residential Single Residence 4 777 350 Rebuild Area 3 Nonvacant property. Adjusted bedroom count to 4. 4450002053 20016 Residential Single Residence 2 1994 210 Rebuild Area 3 4450001041 20010 Residential Two Residential Units 2 1543 210 Rebuild Area 3 Does not appear to be multidwelling. 4450001042 20006 Residential Four Residential Units 4 2318 350 Rebuild Area 3 4450001024 20000 Residential Single Residence 1 1917 140 Rebuild Area 3 4450001025 19958 Residential Two Residential Units 4 1272 350 Rebuild Area 3 Nonvacant property. Adjusted bedroom count to 4. 4450001026 19954 Residential Single Residence 2 1107 210 Rebuild Area 3 4450001027 19950 Residential Single Residence 3 4836 280 Rebuild Area 3 4450001044 19950 Residential Residential - Vacant 0 0 0 Rebuild Area 3 Beach (vacant land). 4450001031 19936 Residential Single Residence 3 3680 280 Rebuild Area 3 4450001045 19936 Residential Residential - Vacant 0 0 0 Rebuild Area 3 Beach (vacant land). 4450001032 19932 Residential Two Residential Units 3 1893 280 Rebuild Area 3 4450001033 19926 Residential Two Residential Units 4 2486 350 Rebuild Area 3 4450001034 19922 Residential Two Residential Units 4 2032 350 Rebuild Area 3 4450001035 19916 Residential Two Residential Units 2 2212 210 Rebuild Area 3 4450001036 19912 Residential Single Residence 2 1754 210 Rebuild Area 3 4450001037 19906 Residential Two Residential Units 2 1308 210 Rebuild Area 4 Does not appear to be multidwelling. 4450001038 19902 Residential Two Residential Units 2 1754 210 Rebuild Area 4 Does not appear to be multidwelling. 4450001900 19900 Residential Single Residence 1 543 140 Rebuild Area 4 4450001902 19862 Residential Residential - Vacant 0 0 0 Rebuild Area 4 Beach (vacant land). 4449008001 19858 Residential Single Residence 4 2501 350 Rebuild Area 4 4449008002 19854 Residential Single Residence 1 1836 140 Rebuild Area 4 Page A-8
72 Table A-9: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4449008003 19850 Residential Two Residential Units 2 1386 210 Rebuild Area 4 4449008004 19848 Residential Two Residential Units 4 1386 350 Rebuild Area 4 4449008005 19846 Residential Two Residential Units 4 1906 350 Rebuild Area 4 Does not appear to be multidwelling. 4449008006 19834 Residential Three Residential Units 3 2243 280 Rebuild Area 4 4449008007 19830 Residential Single Residence 2 1775 210 Rebuild Area 4 4449008008 19824 Residential Single Residence 3 2660 280 Existing Area 4 4449008009 19820 Residential Two Residential Units 4 1612 350 Existing Area 4 4449008010 19816 Residential Two Residential Units 4 1738 350 Existing Area 4 Does not appear to be multidwelling. 4449008011 19812 Residential Single Residence 3 2321 280 Existing Area 4 4449008900 19812 Residential Five plus Residential Units 0 0 0 Existing Area 4 Beach (vacant land). 4449008012 19768 Residential Residential - Vacant 0 0 0 Existing Area 4 Beach (vacant land). 4449008013 19750 Residential Residential - Vacant 0 0 0 Existing Area 4 Beach (vacant land). 4449008014 19742 Residential Four Residential Units 4 2766 350 Existing Area 4 4449008015 19734 Residential Single Residence 3 3179 280 Existing Area 4 4449007001 19728 Residential Single Residence 2 1680 210 Existing Area 4 4449007002 19722 Residential Single Residence 3 1424 280 Existing Area 4 4449007003 19718 Residential Single Residence 4 2236 350 Existing Area 4 4449007004 19710 Residential Single Residence 2 2014 210 Existing Area 4 4449007005 19706 Residential Single Residence 3 1937 280 Existing Area 4 4449007006 19702 Residential Single Residence 2 2411 210 Existing Area 4 4449007007 19688 Residential Residential - Vacant 0 0 0 Existing Area 4 Vacant land adjacent to 19640 property. 4449007008 19640 Residential Single Residence 4 3072 350 Existing Area 4 4449007009 19632 Residential Single Residence 4 3187 350 Existing Area 4 4449007011 19620 Residential Single Residence 1 1719 140 Existing Area 4 4449007010 19620 Residential Residential - Vacant 0 0 0 Existing Area 4 Vacant land part of 19620 property. 4449007900 19602 Residential Residential - Vacant 0 0 0 Existing Area 4 Beach (vacant land). 4449007901 19600 Residential Residential - Vacant 0 0 0 Existing Area 4 Beach (vacant land). 4449007902 19598 Residential Residential - Vacant 0 0 0 Existing Area 4 Beach (vacant land). 4449007903 19596 Residential Residential - Vacant 0 0 0 Existing Area 4 Beach (vacant land). 4449007904 19594 Residential Residential - Vacant 0 0 0 Existing Area 4 Beach (vacant land). 4449006001 19562 Residential Single Residence 3 1874 280 Existing Area 4 4449006902 19562 Residential Residential - Vacant 0 0 0 Existing Area 4 Beach (vacant land). 4449006901 19562 Public Open Space Three Residential Units 0 0 0 Existing Area 4 Beach (vacant land). 4449005906 19444 Public Open Space Government owned 0 0 0 Existing Area 4 Las Tunas State Beach. 4449005903 19444 Public Open Space Government owned 0 0 0 Existing Area 4 Las Tunas State Beach. 4449005901 19444 Public Open Space Government owned 0 0 0 Existing Area 4 Las Tunas State Beach. 4449005907 19444 Public Open Space Government owned 0 0 0 Existing Area 4 Las Tunas State Beach. 4449005905 19444 Public Open Space Government owned 0 0 0 Existing Area 4 Las Tunas State Beach. 4449005902 19444 Public Open Space Government owned 0 0 0 Existing Area 4 Las Tunas State Beach. 4449005904 19444 Public Open Space Government owned 0 0 0 Existing Area 4 Las Tunas State Beach. 4449005908 19444 Residential Residential - Vacant 0 0 0 Existing Area 4 Las Tunas State Beach.

Page A-9
73 Table A-10: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4449006900 19444 Public Open Space Government Owned 0 0 0 Existing Area 4 Las Tunas State Beach. 4449005009 19324 Residential Single Residence 2 920 210 Rebuild Area 4 4449005900 19324 Public Open Space Government Owned 0 0 0 Existing Area 5 Pena Creek outfall. 4449005019 19320 Residential Three Residential Units 3 2240 280 Rebuild Area 5 Does not appear to be multidwelling. 4449005013 19310 Residential Single Residence 2 1191 210 Rebuild Area 5 4449005014 19308 Residential Single Residence 2 1191 210 Rebuild Area 5 4449005015 19306 Residential Single Residence 3 1799 280 Rebuild Area 5 4449005016 19302 Residential Single Residence 3 1684 280 Rebuild Area 5 4449005017 19300 Residential Single Residence 1 1978 140 Rebuild Area 5 4449005018 19264 Residential Single Residence 4 2442 350 Rebuild Area 5 4449004001 19260 Residential Single Residence 2 1836 210 Rebuild Area 5 4449004002 19256 Residential Single Residence 2 2459 210 Rebuild Area 5 4449004003 19252 Residential Single Residence 4 2653 350 Rebuild Area 5 4449004045 19240 Residential Single Residence 4 2957 350 Rebuild Area 5 4449004046 19238 Residential Residential - Vacant 2 1190 210 Rebuild Area 5 Nonvacant property. 4449004047 19236 Residential Residential - Vacant 2 1311 210 Rebuild Area 5 Nonvacant property. 4449004048 19232 Residential Single Residence 3 2005 280 Rebuild Area 5 4449004049 19228 Residential Residential - Vacant 3 2126 280 Rebuild Area 5 Nonvacant property. 4449004050 19222 Residential Single Residence 4 3264 350 Rebuild Area 5 4449004051 19220 Residential Single Residence 3 2576 280 Rebuild Area 5 4449004053 19214 Residential Single Residence 2 1370 210 Rebuild Area 5 4449004052 19214 Residential Residential - Vacant 2 2446 210 Rebuild Area 5 Nonvacant property. 4449004054 19210 Residential Single Residence 3 2048 280 Rebuild Area 5 4449004055 19206 Residential Single Residence 2 714 210 Rebuild Area 5 4449004056 19204 Residential Single Residence 1 949 140 Rebuild Area 5 4449004057 19200 Residential Single Residence 3 1012 280 Rebuild Area 5 4449004058 19158 Residential Single Residence 3 2429 280 Rebuild Area 5 4449004059 19154 Residential Single Residence 3 2479 280 Rebuild Area 5 4449004060 19150 Residential Single Residence 2 1652 210 Rebuild Area 5 4449004063 19140 Residential Single Residence 3 1203 280 Rebuild Area 5 4449004064 19136 Residential Single Residence 3 1203 280 Rebuild Area 5 4449003056 19130 Residential Five plus Residential Units 8 6432 630 Rebuild Area 5 4449003057 19126 Residential Single Residence 5 2022 420 Rebuild Area 5 4449003058 19124 Residential Single Residence 3 2869 280 Rebuild Area 5 4449003059 19118 Residential Single Residence 4 3085 350 Rebuild Area 5 4449003005 19112 Residential Single Residence 4 1335 350 Rebuild Area 5 4449003060 19110 Residential Single Residence 2 1107 210 Rebuild Area 5 4449003061 19108 Residential Single Residence 2 2165 210 Rebuild Area 5 4449003062 19100 Residential Single Residence 3 3529 280 Rebuild Area 5 4449003063 19068 Residential Single Residence 3 2337 280 Rebuild Area 5 4449003064 19064 Residential Single Residence 3 1952 280 Rebuild Area 5 Page A-10
74 Table A-11: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4449003065 19062 Residential Single Residence 2 2168 210 Rebuild Area 5 4449003066 19056 Residential Residential - Vacant 2 1900 210 Rebuild Area 5 Nonvacant property. 4449003067 19054 Residential Single Residence 3 2174 280 Rebuild Area 5 4449003068 19052 Residential Single Residence 3 1224 280 Rebuild Area 5 4449003069 19050 Residential Residential - Vacant 1 576 140 Rebuild Area 5 Nonvacant property. 4449003019 19046 Residential Sincle Residence - Condo 2 1185 210 Rebuild Area 5 4449003018 19044 Residential Sincle Residence - Condo 2 1283 210 Rebuild Area 5 4449003017 19042 Residential Sincle Residence - Condo 2 1282 210 Rebuild Area 5 4449003071 19040 Residential Residential - Vacant 2 2068 210 Rebuild Area 5 Nonvacant property. 4449003070 19040 Residential Residential - Vacant 2 2218 210 Rebuild Area 5 Nonvacant property. 4449003072 19034 Residential Residential - Vacant 3 1502 280 Rebuild Area 5 Nonvacant property. 4449003073 19028 Residential Residential - Vacant 2 814 210 Rebuild Area 5 Nonvacant property. 4449003074 19028 Residential Residential - Vacant 2 852 210 Rebuild Area 5 Nonvacant property. 4449003075 19024 Residential Residential - Vacant 2 1861 210 Rebuild Area 5 Nonvacant property. 4449003076 19020 Residential Residential - Vacant 2 1461 210 Rebuild Area 5 Nonvacant property. 4449003077 19016 Residential Residential - Vacant 4 2315 350 Rebuild Area 5 Nonvacant property. 4449003078 19014 Residential Single Residence 1 744 140 Rebuild Area 5 4449003079 19010 Residential Single Residence 2 4001 210 Rebuild Area 5 4449002040 19000 Residential Single Residence 1 1296 140 Existing Area 5 4449002022 18980 Residential Sincle Residence - Condo 4 2991 350 Existing Area 5 4449002021 18970 Residential Sincle Residence - Condo 3 2214 280 Existing Area 5 4449002041 18964 Residential Single Residence 2 1269 210 Existing Area 5 4449002042 18960 Residential Single Residence 2 820 210 Existing Area 5 4449002043 18954 Residential Single Residence 4 0 350 Existing Area 5 Nonvacant property. Adjusted bedroom count to 4. 4449002044 18948 Residential Single Residence 3 2141 280 Existing Area 5 4449002045 18942 Residential Single Residence 3 1360 280 Rebuild Area 5 4449002046 18936 Residential Single Residence 3 1300 280 Rebuild Area 5 4449002009 18930 Residential Residential - Vacant 0 0 0 Rebuild Area 5 4449002047 18930 Residential Single Residence 2 1966 210 Rebuild Area 5 4449002048 18928 Residential Single Residence 1 983 140 Rebuild Area 5 4449002049 18926 Residential Single Residence 2 1753 210 Rebuild Area 5 4449002050 18922 Residential Single Residence 4 1686 350 Rebuild Area 5 4449002051 18918 Residential Single Residence 5 2252 420 Rebuild Area 5 4449002052 18914 Residential Single Residence 3 1942 280 Rebuild Area 5 4449002053 18912 Residential Single Residence 2 2672 210 Rebuild Area 5 4449002054 18908 Residential Single Residence 3 2373 280 Rebuild Area 5 4449002056 18904 Residential Single Residence 0 0 0 Rebuild Area 5 Vacant property. 4449002055 18904 Residential Single Residence 4 5380 350 Rebuild Area 5 Nonvacant property. Adjusted bedroom count to 4. 4449001024 18888 Residential Single Residence 1 630 140 Rebuild Area 5 4449001022 18878 Residential Residential - Vacant 4 0 350 Rebuild Area 5 Nonvacant property. Adjusted bedroom count to 4. 4449001019 18862 Residential Single Residence 2 4250 210 Rebuild Area 5 Page A-11
75 Table A-12: Existing Parcel Data and Sewer ADWF Estimation Parcel APN
House
Address
No.

Parcel Type
Land Use Code
Description
Total No. of
Bedrooms
Total
Building
Area (sq. ft.)
ADWF
(gpd)
Timeframe
Sewershed
Area
W&C Notes
4449001018 18862 Residential Single Residence 2 1126 210 Rebuild Area 5 4449001020 18860 Residential Single Residence 2 3896 210 Existing Area 5 4449001007 18856 Residential Single Residence 5 3351 420 Rebuild Area 5 4449001009 18850 Residential Single Residence 3 2553 280 Rebuild Area 5 4449001010 18842 Residential Single Residence 3 1575 280 Rebuild Area 5 4449001011 18834 Residential Single Residence 3 2716 280 Existing Area 5 4449001012 18830 Residential Single Residence 4 2256 350 Existing Area 5 4449001013 18824 Residential Single Residence 3 3461 280 Existing Area 5 4449001016 18820 Commercial Store and office 0 6322 963 Existing Area 5 4449001014 18814 Residential Single Residence 1 2120 140 Existing Area 5 4448001900 18700 Public Open Space Beach 0 0 2000 Existing Area 5 Topanga State Beach. 4443001901 18552 Public Open Space Beach 0 0 0 Existing Area 5 Beach (vacant land). 4443001900 18552 Public Open Space Beach 0 0 0 Existing Area 5 Beach (vacant land).

Page A-12
76 FINAL
City of Malibu Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 APPENDIX B – PRELIMINARY SEWER SYSTEM PROFILE
77 -10-505101520253035404550550+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00 67+00 68+00 69+00 70+00 71+00 72+00 73+00 74+00 75+00 BAR SCALE CHECK GRAPHIC SCALE BEFORE USING 150' 0 150' 300' 1" = 150' PCH PROFILES SCALE: 1"=150' HORIZ 1"=10' VERT CARBON BEACH TERRACE 152025303540455055100500-5-10 152025303540455055100500-5-10 152025303540455055100500-5-10 CARBON

CANYON ROAD

CARBON (COAL)

CREEK CROSSING
RAMBLA
VISTA
RAMBLA

PACIFICO ST

LAS FLORES

CANYON ROAD

LAS FLORES

CREEK CROSSING

MATCHLINE SEE BOTTOM LEFT

MATCHLINE SEE TOP RIGHT
MATCHLINE SEE NEXT SHEET AREA 1 AREA 2 AREA 1 AREA 2 Area 1: From the upstream terminus to the Carbon (Coal) Creek Crossing Area 2: From the Carbon (Coal) Creek crossing to the Las Flores Creek Crossing Area 3: From the Las Flores Creek crossing to the Big Rock Creek Crossing Area 4: From the Big Rock Creek crossing to the Pena Creek crossing Area 5: From the Pena Creek crossing to the LASAN sewer connection at Coastline Drive ASSUMED TOP OF BEDROCK EXISTING ROAD SURFACE LIFT STATION NO. 1 GRAVITY SEWER SEGMENT NO. 1 ASSUMED TOP OF BEDROCK EXISTING ROAD SURFACE GRAVITY SEWER SEGMENT NO. 2 GRAVITY SEWER SEGMENT NO. 3 GRAVITY SEWER SEGMENT NO. 4 CARBON CANYON ROAD CARBON (COAL) CREEK CROSSING RAMBLA VISTA LIFT STATION NO. 2 NOTES: 1. EXISTING CREEKS AND FORCE MAIN CROSSINGS ARE SHOWN SCHEMATICALLY. REFER TO SECTION 6 OF TECHNICAL MEMORANDUM FOR DETAILS. 2. PROPOSED IMPROVEMENTS SHOWN ON THE PROFILES ARE ENLARGED FOR VISUAL PURPOSES AND ARE NOT TO SCALE. 3. PROPOSED FORCE MAIN APPURTENANCES ARE NOT SHOWN. INTERMEDIATE MANHOLES FOR THE PROPOSED GRAVITY SEWERS ARE NOT SHOWN EXCEPT AT CHANGES IN VERTICAL SLOPE. LEGEND GRAVITY SEWER FORCE MAIN GRAVITY SEWER MH FORCE MAIN DISCHARGE MH LIFT STATION TOP OF BEDROCK DEPTH PER BORING FROM 2008 GEOTECH STUDY AT HOUSE NUMBER 21528 NO BEDROCK ENCOUNTERED WITHIN 25 FT DEPTH PER BORING FROM 1962 LACDPW 30" W 78 72+00 73+00 74+00 75+00 76+00 77+00 78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00 88+00 89+00 90+00 91+00 92+00 93+00 94+00 95+00 96+00 97+00 98+00 99+00 100+00 101+00 102+00 103+00 104+00 105+00 106+00 107+00 108+00 109+00 110+00 111+00 112+00 113+00 114+00 115+00 116+00 117+00 118+00 117+00 118+00 119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00 128+00 129+00 130+00 131+00 132+00 133+00 134+00 135+00 136+00 137+00 138+00 139+00 140+00 141+00 142+00 143+00 144+00 145+00 146+00 147+00 148+00 149+00 150+00 151+00 152+00 153+00 154+00 155+00 156+00 157+00 158+00 159+00 160+00 161+00 162+00 BAR SCALE CHECK GRAPHIC SCALE BEFORE USING 150' 0 150' 300' 1" = 150' PCH PROFILES SCALE: 1"=150' HORIZ 1"=10' VERT 152025303540455055100500-5-10

MATCHLINE SEE PREVIOUS SHEET

MATCHLINE SEE BOTTOM LEFT

MATCHLINE SEE TOP RIGHT
MATCHLINE SEE NEXT SHEET BIG ROCK DR BIG ROCK CREEK CROSSING AREA 3 AREA 3 152025303540455055100500-5-10 152025303540455055100500-5-10 152025303540455055100500-5-10152025303540455055100500-5-10 ASSUMED TOP OF BEDROCK EXISTING ROAD SURFACE ASSUMED TOP OF BEDROCK EXISTING ROAD SURFACE EXISTING 6'x4' RCB GRAVITY SEWER SEGMENT NO. 5 GRAVITY SEWER SEGMENT NO. 7 GRAVITY SEWER SEGMENT NO. 8 GRAVITY SEWER SEGMENT NO. 9 GRAVITY SEWER SEGMENT NO. 10 GRAVITY SEWER SEGMENT NO. 11 GRAVITY SEWER SEGMENT NO. 12 RAMBLA PACIFICO ST LAS FLORES CANYON ROAD LAS FLORES CREEK CROSSINGLIFT STATION NO. 3 GRAVITY SEWER SEGMENT NO. 6 LIFT STATION NO. 4 LIFT STATION NO. 5 LIFT STATION NO. 6 GRAVITY SEWER SEGMENT NO. 13 Area 1: From the upstream terminus to the Carbon (Coal) Creek Crossing Area 2: From the Carbon (Coal) Creek crossing to the Las Flores Creek Crossing Area 3: From the Las Flores Creek crossing to the Big Rock Creek Crossing Area 4: From the Big Rock Creek crossing to the Pena Creek crossing Area 5: From the Pena Creek crossing to the LASAN sewer connection at Coastline Drive LEGEND GRAVITY SEWER FORCE MAIN GRAVITY SEWER MH FORCE MAIN DISCHARGE MH LIFT STATION TOP OF BEDROCK DEPTH PER BORING FROM 2019 GEOTECH STUDY AT HOUSE NUMBER 20762 NOTES: 1. EXISTING CREEKS AND FORCE MAIN CROSSINGS ARE SHOWN SCHEMATICALLY. REFER TO SECTION 6 OF TECHNICAL MEMORANDUM FOR DETAILS. 2. PROPOSED IMPROVEMENTS SHOWN ON THE PROFILES ARE ENLARGED FOR VISUAL PURPOSES AND ARE NOT TO SCALE. 3. PROPOSED FORCE MAIN APPURTENANCES ARE NOT SHOWN. INTERMEDIATE MANHOLES FOR THE PROPOSED GRAVITY SEWERS ARE NOT SHOWN EXCEPT AT CHANGES IN VERTICAL SLOPE. 79 157+00 158+00 159+00 160+00 161+00 162+00 163+00 164+00 165+00 166+00 167+00 168+00 169+00 170+00 171+00 172+00 173+00 174+00 175+00 176+00 177+00 178+00 179+00 180+00 181+00 182+00 183+00 184+00 185+00 186+00 187+00 188+00 189+00 190+00 191+00 192+00 193+00 194+00 195+00 196+00 197+00 198+00 199+00 200+00 201+00 202+00 195+00 196+00 197+00 198+00 199+00 200+00 201+00 202+00 203+00 204+00 205+00 206+00 207+00 208+00 209+00 210+00 211+00 212+00 213+00 214+00 215+00 216+00 217+00 218+00 219+00 220+00 221+00 222+00 223+00 224+00 225+00 226+00 227+00 228+00 229+00 230+00 231+00 232+00 233+00 234+00 235+00 236+00 237+00 238+00 239+00 240+00 241+00 BAR SCALE CHECK GRAPHIC SCALE BEFORE USING 150' 0 150' 300' 1" = 150' PCH PROFILES SCALE: 1"=150' HORIZ 1"=10' VERT BIG ROCK DR BIG ROCK CREEK CROSSING MATCHLINE SEE PREVIOUS SHEET AREA 3 152025303540455055100500-5-10 152025303540455055100500-5-10 152025303540455055100500-5-10 152025303540455055100500-5-10 AREA 4

MATCHLINE SEE BOTTOM LEFT PENA RD PENA CREEK CROSSING
MATCHLINE SEE TOP RIGHT AREA 5 AREA 5 TUNA CANYON RD TUNA CANYON CREEK CROSSING AREA 5 TOPANGA CREEK CROSSING MATCHLINE SEE NEXT SHEET ASSUMED TOP OF BEDROCK EXISTING ROAD SURFACE APPROX TOP OF BEDROCK EXISTING ROAD SURFACE GRAVITY SEWER SEGMENT NO. 13 GRAVITY SEWER SEGMENT NO. 14 GRAVITY SEWER SEGMENT NO. 15 GRAVITY SEWER SEGMENT NO. 16 GRAVITY SEWER SEGMENT NO. 18 BEACH NO GRAVITY SEWER REQUIRED PENA RD PENA CREEK CROSSING LIFT STATION NO. 7 LIFT STATION NO. 8 GRAVITY SEWER SEGMENT NO. 17 LIFT STATION NO. 9 BEACH NO GRAVITY SEWER REQUIRED Area 1: From the upstream terminus to the Carbon (Coal) Creek Crossing Area 2: From the Carbon (Coal) Creek crossing to the Las Flores Creek Crossing Area 3: From the Las Flores Creek crossing to the Big Rock Creek Crossing Area 4: From the Big Rock Creek crossing to the Pena Creek crossing Area 5: From the Pena Creek crossing to the LASAN sewer connection at Coastline Drive LEGEND GRAVITY SEWER FORCE MAIN GRAVITY SEWER MH FORCE MAIN DISCHARGE MH LIFT STATION TOP OF BEDROCK DEPTH PER BORING FROM 2017 GEOTECH STUDY AT HOUSE NUMBER 19688 TOP OF BEDROCK DEPTH PER BORING FROM 2015 GEOTECH STUDY AT HOUSE NUMBER 19232 TOP OF BEDROCK DEPTH PER BORING FROM 2010 GEOTECH STUDY AT HOUSE NUMBER 18868 NOTES: 1. EXISTING CREEKS AND FORCE MAIN CROSSINGS ARE SHOWN SCHEMATICALLY. REFER TO SECTION 6 OF TECHNICAL MEMORANDUM FOR DETAILS. 2. PROPOSED IMPROVEMENTS SHOWN ON THE PROFILES ARE ENLARGED FOR VISUAL PURPOSES AND ARE NOT TO SCALE. 3. PROPOSED FORCE MAIN APPURTENANCES ARE NOT SHOWN. INTERMEDIATE MANHOLES FOR THE PROPOSED GRAVITY SEWERS ARE NOT SHOWN EXCEPT AT CHANGES IN VERTICAL SLOPE. EXISTING 10'x10' RCB NO BEDROCK ENCOUNTERED WITHIN 35 FT DEPTH PER BORING FROM 1962 LACDPW 30" W CONSTRUCTION NO BEDROCK ENCOUNTERED WITHIN 55 FT DEPTH PER BORING FROM 1962 LACDPW 30" W CONSTRUCTION NO BEDROCK ASSUMED WITHIN 25 FT DEPTH BELOW TUNA CANYON CREEK CROSSING 80 239+00 240+00 241+00 242+00 243+00 244+00 245+00 246+00 247+00 248+00 249+00 250+00 251+00 252+00 253+00 254+00 255+00 256+00 257+00 258+00 259+00 260+00 261+00 262+00 263+00 264+00 265+00 266+00 267+00 268+00 269+00 270+00 271+00 272+00 273+00 274+00 275+00 276+00 277+00 278+00 279+00 280+00 281+00 282+00 283+00 284+00 280+00 281+00 282+00 283+00 284+00 285+00 286+00 287+00 288+00 289+00 290+00 291+00 292+00 BAR SCALE CHECK GRAPHIC SCALE BEFORE USING 150' 0 150' 300' 1" = 150' PCH PROFILES SCALE: 1"=150' HORIZ 1"=10' VERT NOTES: 1. EXISTING CREEKS AND FORCE MAIN CROSSINGS ARE SHOWN SCHEMATICALLY. REFER TO SECTION 6 OF TECHNICAL MEMORANDUM FOR DETAILS. 2. PROPOSED IMPROVEMENTS SHOWN ON THE PROFILES ARE ENLARGED FOR VISUAL PURPOSES AND ARE NOT TO SCALE. 3. PROPOSED FORCE MAIN APPURTENANCES ARE NOT SHOWN. INTERMEDIATE MANHOLES FOR THE PROPOSED GRAVITY SEWERS ARE NOT SHOWN EXCEPT AT CHANGES IN VERTICAL SLOPE.

4. REFER TO SECTION 5.6 OF TECHNICAL MEMORANDUM FOR CONNECTION TOLASAN MH DETAILS. 152025303540455055100500-5-10

TOPANGA CREEK

CROSSING
MATCHLINE SEE PREVIOUS SHEET 152025303540455055100500-5-10 152025303540455055100500-5-10 152025303540455055100500-5-10 AREA 5 TOPANGA CANYON BLVD (HWY 27) COASTLINE DR GETTY VILLA DR

MATCHLINE SEE BOTTOM LEFT
MATCHLINE SEE TOP RIGHT AREA 5 CONNECT TO EX. LASAN MH SEE NOTE 4 ASSUMED TOP OF BEDROCK EXISTING ROAD SURFACE ASSUMED TOP OF BEDROCK EXISTING ROAD SURFACE LIFT STATION NO. 10 PRIVATE SEWER FM FROM TOPANGA STATE BEACH PROPERTY (BY OTHERS) TO CONNECT TO LIFT STATION NO. 10 Area 1: From the upstream terminus to the Carbon (Coal) Creek Crossing Area 2: From the Carbon (Coal) Creek crossing to the Las Flores Creek Crossing Area 3: From the Las Flores Creek crossing to the Big Rock Creek Crossing Area 4: From the Big Rock Creek crossing to the Pena Creek crossing Area 5: From the Pena Creek crossing to the LASAN sewer connection at Coastline Drive LEGEND GRAVITY SEWER FORCE MAIN GRAVITY SEWER MH FORCE MAIN DISCHARGE MH LIFT STATION BEACH NO GRAVITY SEWER REQUIRED BEACH NO GRAVITY SEWER REQUIRED RESTAURANT OUTSIDE CITY LIMITS NO GRAVITY SEWER REQUIRED BEACH NO GRAVITY SEWER REQUIRED 81 FINAL
City of Malibu Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 APPENDIX C – PRELIMINARY SEWER SYSTEM ALIGNMENT FIGURES 82 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS

T T T T T

T T T T T T T T T T T

T T T T T T T T T T T
2"G 2"G 2"G 2"G
8"G 8"G 8"G 8"G 8"G 8"G 8"G
4"W 4"W 4"W 4"W 4"W
12"W
30"W 30"W 30"W 30"W 30"W 30"W T T T T T T T

T T T T T
T
T

T T T T T T T T T

T T T T T T T T T
2"G 2"G
8"G 8"G 8"G 8"G 8"G 8"G
2"G
4"W 4"W 4"W 4"W 4"W 4"W
6"W 6"W
30"W 30"W 30"W 30"W 30"W 30"W 30"W
8"G
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard
& Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE NEXT SHEETMATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:49am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT

OVERVIEW MAP
1 PACIFIC COAST HIGHWAY PACIFIC COAST HIGHWAY
LIFT STATION NO.1 SEE

LIFT STATION SITE PLAN

FOR MORE DETAIL
SEGMENT NO. 1
8" GRAVITY SEWER SEGMENT NO. 1
8" GRAVITY SEWER
SEGMENT NO. 2
8" GRAVITY SEWER CARBON CANYON RD

CARBON BEACH

TERRACE UPSTREAM

TERMINUS
3" SEWER FM 36" SD 8"G8"G 8"G 8"G8"G 8"G
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP) EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP) EXISTING STREET
CENTERLINE MALIBU BEACH MALIBU BEACH 10 ft 10 ft
83 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS 2"G 2"G 2"G 2"G 2"G T T T T T T T T T T T T T T T 4"W
4"W
4"W
4"W
30"W
30"W
30"W
30"W
30"W
30"W
30"W 8"G 8"G 8"G 8"G
8"G 8"G 8"G
© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS 2"G T T T T T T T T T
8"W T
4"W
30"W 8"W 30"W 8"W 30"W 8"W
30"W 30"W
30"W
8"G 8"G 8"G 8"G 8"G
8"G
8"G
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard & Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE NEXT SHEETMATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:49am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT
OVERVIEW MAP 2 MATCHLINE SEE PREVIOUS SHEET PACIFIC COAST HIGHWAY SEGMENT NO. 3
8" GRAVITY SEWER
SEGMENT NO. 2
8" GRAVITY SEWER
3" SEWER FM
2"G 2"G 18" SD 4"W
LIFT STATION NO.2 SEE

LIFT STATION SITE PLAN

FOR MORE DETAIL
4" SEWER FM
SEGMENT NO. 3
8" GRAVITY SEWER
SEGMENT NO. 4
8" GRAVITY SEWER
36" SD 18" SD 18" SD 2"G 2"G

PACIFIC COAST HIGHWAY

SEE CREEK CROSSING

CONCEPT FIGURE

FOR MORE DETAIL

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE CARBON (COAL) CREEK
LA COSTA BEACH RAMBLA VISTA 10 ft 10 ft
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.
84 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T E E 3"W
3"W
3"W
3"W
2"W 4"G 2"W
30"W
30"W
30"W
30"W
30"W
30"W
30"W 8"G 8"G
8"G 8"G 8"G 8"G 8"G 8"W3"G
© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T T 3"W 3"W 3"W
3"W
3"W
3"W
3"W
2"W
2"W 2"G 30"W 2"W 30"W
30"W
30"W
30"W
30"W 30"W 8"G 8"G
8"G
8"G 8"G 8"G
8"G
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard & Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE NEXT SHEETMATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:49am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT
OVERVIEW MAP 3 MATCHLINE SEE PREVIOUS SHEET LAS FLORES CREEK RAMBLA PACIFICO LAS FLORES CANYON ROAD RAMBLA VISTA LIFT STATION NO.3 SEE

LIFT STATION SITE PLAN

FOR MORE DETAIL
SEGMENT NO. 4
8" GRAVITY SEWER
SEGMENT NO. 5
8" GRAVITY SEWER
SEGMENT NO. 6
8" GRAVITY SEWER
4" SEWER FM 24" SD
4" SEWER FM
SEGMENT NO. 6
8" GRAVITY SEWER
SEGMENT NO. 7
8" GRAVITY SEWER 24" SD 36" SD 36" SD 36" SD PACIFIC COAST HIGHWAY PACIFIC COAST HIGHWAY

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE

SEE CREEK CROSSING

CONCEPT FIGURE
FOR MORE DETAIL 10 ft 8 ft 8 ft
4" SEWER FM
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.
85 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T 3"W 3"W 3"W 3"W 3"W 3"W 8"W 8"W 30"W
30"W
30"W
30"W
30"W
30"W
30"W 8"G
8"G 8"G 8"G
8"G 8"G 8"G
© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T T 3"W 3"W 3"W 3"W 3"W 3"W 3"W
8"W 8"W 8"W 8"W 8"W 8"W 8"W
30"W 30"W 30"W 30"W 30"W 30"W 30"W
8"G 8"G 8"G 8"G 8"G 8"G 8"G
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard & Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE NEXT SHEETMATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:49am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT
OVERVIEW MAP 4 MATCHLINE SEE PREVIOUS SHEET
LIFT STATION NO.4 SEE

LIFT STATION SITE PLAN

FOR MORE DETAIL
SEGMENT NO. 7
8" GRAVITY SEWER
SEGMENT NO. 8
8" GRAVITY SEWER
4" SEWER FM PACIFIC COAST HIGHWAY 36" SD2"G 18" SD 24" SD 6' X 4' RCB LIFT STATION NO.5 SEE

LIFT STATION SITE PLAN

FOR MORE DETAIL
SEGMENT NO. 9
8" GRAVITY SEWER
SEGMENT NO. 10
8" GRAVITY SEWER PACIFIC COAST HIGHWAY 36" SD 36" SD 36" SD SEGMENT NO. 9
8" GRAVITY SEWER
6" SEWER FM

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)
10 ft 16 ft 16 ft
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.
86 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T 3"W 3"W 3"W 3"W
3"W
3"W
3"W
3"W
3"W
3"W
8"W 8"W 8"W 30"W 30"W 30"W
30"W
30"W
30"W
8"G 8"G 8"G
8"G 8"G
8"G 8"G
© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T T T T T T T T T T T 3"W 3"W 3"W
3"W
2"W
2"W T T T T T T T T T T 3"W 3"W 30"W 30"W
30"W
30"W
30"W
30"W
30"W
8"G 8"G 8"G 8"G 8"G 8"G 8"G
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard & Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE NEXT SHEETMATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:49am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT
OVERVIEW MAP 5 MATCHLINE SEE PREVIOUS SHEET
SEGMENT NO. 11
8" GRAVITY SEWER
SEGMENT NO. 12
8" GRAVITY SEWER
LIFT STATION NO. 6 SEE

LIFT STATION SITE PLAN
FOR MORE DETAIL 6" SEWER FM
PACIFIC COAST HIGHWAY 24" SD 24" SD 24" SD 30" SD
LIFT STATION NO. 7 SEE

LIFT STATION SITE PLAN

FOR MORE DETAIL
SEGMENT NO. 12
8" GRAVITY SEWER
6" SEWER FM
SEGMENT NO. 13
8" GRAVITY SEWER
SEGMENT NO. 14
8" GRAVITY SEWER
6" SEWER FM 24"SD 24"SD
PACIFIC COAST HIGHWAY BIG ROCK DRIVE 24"SD 36"SD 6' X 4' RCB 2"G

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)
15 ft 15 ft
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.
87 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T T T T T T T T T T T T T 2"W
2"W
2"W
2"W
2"W
2"W
2"W T T T T T T T T T T 2"W
30"W
30"W
30"W
30"W
30"W
30"W
30"W
8"G
8"G 8"G 8"G 8"G
8"G 8"G
© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T T 2"W 2"W 2"W 2"W T T T T T T T 8"W
8"W
30"W 30"W 30"W 30"W
30"W
30"W
30"W
8"G 8"G 8"G 8"G 8"G 8"G 8"G
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard & Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE NEXT SHEETMATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:49am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT
OVERVIEW MAP 6 MATCHLINE SEE PREVIOUS SHEET
6" SEWER FM
SEGMENT NO. 14
8" GRAVITY SEWER PACIFIC COAST HIGHWAY 24"SD 36"SD
6" SEWER FM
SEGMENT NO. 15
8" GRAVITY SEWER 24"SD 36"SD24"SD 6' X 6' RCB

PACIFIC COAST HIGHWAY

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

BIG ROCK BEACH

SEE CREEK CROSSING

CONCEPT FIGURE

FOR MORE DETAIL
LAS TUNAS BEACH PENA CREEK 16 ft 10 ft
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.
88 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T T 4"W 4"W
4"W
4"W
4"W
4"W
30"W
30"W 30"W30"W
30"W
30"W 8"G 8"G 8"G 8"G 8"G 8"G
© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T T 1"W
1"W
1"W
3"W
4"W
4"W
4"W 4"W
4"W
30"W
30"W
30"W
30"W 30"W
30"W
30"W 8"G 8"G 8"G
8"G 8"G 8"G 8"G
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard & Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE NEXT SHEETMATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:49am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT
OVERVIEW MAP 7 MATCHLINE SEE PREVIOUS SHEET
SEGMENT NO. 15
8" GRAVITY SEWER
LIFT STATION NO. 8 SEE

LIFT STATION SITE PLAN

FOR MORE DETAIL
6" SEWER FM
SEGMENT NO. 16
8" GRAVITY SEWER
LIFT STATION NO. 9 SEE

LIFT STATION SITE PLAN

FOR MORE DETAIL
SEGMENT NO. 17
10" GRAVITY SEWER
SEGMENT NO. 18
8" GRAVITY SEWER
6" SEWER FM
6" SEWER FM TUNA CANYON ROAD PACIFIC COAST HIGHWAY
PACIFIC COAST HIGHWAY 24"SD 18"SD24"SD 10' X 10' RCB24"SD 18"SD

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE

TUNA CANYON CREEK

SEE CREEK CROSSING CONCEPT
FIGURE FOR MORE DETAIL 16 ft 15 ft
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.
89 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T

T T T T T T T T
T
T
T
T
1"W
3"W 3"W
3"W
3"W
3"W
2"W 3"W
2"G 2"G
2"G
2"G 2"W
6"W 6"W
T T
2"G
30"W
30"W
30"W 30"W 30"W
30"W
30"WE
8"G 8"G 8"G 8"G 8"G 8"G
8"G
© 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T
T
T
T
T
T
T
T
T
T
T
E
E
E
E
E
E
E
E
E
E
E
T
T
T
T
T
T
T
T
T
T
T
3"W
3"W
3"W
30"W
30"W
30"W
30"W
30"W
30"W
30"W
E
E
E
E
E
E
E
E
E
E
E
8"G
8"G
8"G
8"G
8"G
8"G
8"G
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard
& Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE NEXT SHEETMATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:50am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT

OVERVIEW MAP
8 MATCHLINE SEE PREVIOUS SHEET
LIFT STATION NO. 10 SEE

LIFT STATION SITE PLAN FOR

MORE DETAIL
6" SEWER FM 6" SEWER FM
12"SD
12"SD 8"G
6" SEWER FM

PACIFIC COAST HIGHWAY TOPANGA CANYON ROAD

PACIFIC COAST HIGHWAY

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE

TOPANGA BEACH TOPANGA BEACH

SEE CREEK CROSSING

CONCEPT FIGURE

FOR MORE DETAIL TOPANGA CREEK
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.
90 © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS T T T T T T T T T T T E E E E E E E E E E T T T T T T T T T T T 30"W 30"W 30"W 30"W
30"W
30"W
30"W E E E E E E E E E E 8"G 8"G 8"G
8"G 8"G 8"G 8"G T T T E E T T T 10"SS
10"SS 8"SS 12"W 4"G E 30"W 8"G E 30"W 8"GE
12"SS T T
CHECKED BY:

DESIGNED BY:

DRAWN BY:

JOB NO:

SCALE:

DATE:

THIS DOCUMENT IS THE PROPERTY OF
WOODARD & CURRAN AND ITS CLIENT.

REPRODUCTION OR MODIFICATION WITHOUT
WRITTEN PERMISSION IS PROHIBITED.

DRAWING TITLE:

FILENAME:

DRAWING NO:

Woodard & Curran

REV MM/DD/YY DESCRIPTION
CLIENT INFO:
530 Technology Drive
Irvine, California 92618
949.420.5300 | www.woodardcurran.com

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60'

BAR SCALE

CHECK GRAPHIC SCALE BEFORE USING
60' 0 60' 120'
1" = 60' MATCHLINE SEE BOTTOM LEFT MATCHLINE SEE TOP RIGHT ALIGNMENT DWG.dwg C:\Users\CLAIRE~1.GRI\AppData\Local\Temp\AcPublish_15484\ALIGNMENT DWG.dwg, Oct 24, 2025 - 10:50am CLAIRE.GRIFFITHS 22x34
0011295.00
OCTOBER 2025
1"=60'
BL
CJG
JAK

NOT FOR CONSTRUCTION

CITY OF MALIBU

WASTEWATER COLLECTION

SYSTEM ON PCH TO LASAN

CONNECTION

ALIGNMENT
OVERVIEW MAP 9 MATCHLINE SEE PREVIOUS SHEET
6" SEWER FM 6" SEWER FM

CONNECT TO EX

LASAN SEWER MH
EX 10" SEWER
(LASAN)
EX 12" SEWER
(LASAN) PACIFIC COAST HIGHWAY COASTLINE DRIVE

EXISTING STREET

CENTERLINE

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING RIGHT-OF-WAY
(APPROXIMATE, TYP)

EXISTING STREET

CENTERLINE GETTY VILLA DRIVE
NOTES:

1. PROPOSED SEWER MANHOLES AND LATERALS ARE NOT SHOWN.

2. PROPOSED LIFT STATION ELECTRICAL EQUIPMENT ARE NOT SHOWN. SEE SITE PLANS IN TM SECTION 5.

3. EXISTING UTILITY SERVICES LINES ARE NOT SHOWN.

4. EXISTING RIGHT-OF-WAY BOUNDARIES ARE APPROXIMATE AND SHOULD BE SURVEYED DURING THE DESIGN PHASE.
91 FINAL
City of Malibu Woodard & Curran, Inc.

Wastewater Collection System on Pacific Coast Highway to LASAN Connection January 2026 APPENDIX D – PLANNING-LEVEL PROJECT CAPITAL COST ESTIMATE 92 Appendix D
Date: 10/27/2025
Project Number: 0011295.00
Prepared By: J. Kraetsch
Checked By: ME, MM
Description Quantity Unit Material+ Shipping Material Markup Material Tax Labor/Equip Total Unit Cost Total Cost Pipelines
Open Cut Pipeline (8"SS) 8830 LF $ 30.00 $ 5.40 $ 3.08 $ 1,298.00 $ 1,336.48 $ 11,801,000 Open Cut Pipeline (8"SS + 3"FM) 1740 LF $ 35.80 $ 6.44 $ 3.67 $ 1,398.00 $ 1,443.91 $ 2,512,000 Install 3" FM (HDPE) Inside 8" Steel Casing 150 LF $ 10.80 $ 1.94 $ 1.11 $ 24.00 $ 37.85 $ 6,000 Open Cut Pipeline (8"SS + 4"FM) 4230 LF $ 38.20 $ 6.88 $ 3.92 $ 1,402.00 $ 1,450.99 $ 6,138,000 Install 4" FM (HDPE) Inside 10" Steel Casing 250 LF $ 13.20 $ 2.38 $ 1.35 $ 24.00 $ 40.93 $ 10,000 Open Cut Pipeline (8"SS + 6"FM) 6190 LF $ 46.60 $ 8.39 $ 4.78 $ 1,425.00 $ 1,484.76 $ 9,191,000 Open Cut Pipeline (6"FM) 6290 LF $ 21.60 $ 3.89 $ 2.21 $ 210.00 $ 237.70 $ 1,495,000 Install 6" FM (HDPE) Inside 12" Steel Casing 920 LF $ 21.60 $ 3.89 $ 2.21 $ 25.00 $ 52.70 $ 48,000 Open Cut Pipeline (10"SS) 270 LF $ 50.40 $ 9.07 $ 5.17 $ 1,316.00 $ 1,380.64 $ 373,000 Fittings and Specials Allowance (20% of Pipe Material) 1 LS $ 187,000.00 $ 33,660.00 $ 19,167.50 $ 56,100.00 $ 295,927.50 $ 296,000 Sewer Manholes 53 EA $ 18,000.00 $ 3,240.00 $ 1,845.00 $ 9,000.00 $ 32,085.00 $ 1,701,000 4" Sanitary Sewer Laterals (20 LF Each) 448 EA $ 830.00 $ 149.40 $ 85.08 $ 4,950.00 $ 6,014.48 $ 2,694,000 Traffic Control 412 DAY $ 3,000.00 $ 3,000.00 $ 1,237,000 Dewatering 1 LS $ 1,577,000.00 $ 1,577,000.00 $ 1,577,000 Contractor Potholing 866 EA $1,500 $ 1,500.00 $ 1,299,000 Creek/Bridge CrossingsCarbon (Coal) Creek Bridge Crossing - Trenchless (note 5) Install 8" Steel Casing (200 LF) 1 LS $ 650,000.00 $ 650,000.00 $ 650,000 Las Flores Creek Bridge Crossing - Trenchless (note 5)
Install 10" Steel Casing (500 LF) 1 LS $ 1,066,000.00 $ 1,066,000.00 $ 1,066,000 Pena Creek Bridge Crossing - Trenchless (note 5)
Install 12" Steel Casing (200 LF) 1 LS $ 736,000.00 $ 736,000.00 $ 736,000 Tuna Canyon Creek Box Culvert Crossing - Trenchless (note 5) Install 12" Steel Casing (220 LF) 1 LS $ 672,000.00 $ 672,000.00 $ 672,000 Topanga Creek Bridge Crossing - Install 12" Steel Casing in Bridge Cell (500 LF) 1 LS $ 814,158.00 $ 814,158.00 $ 814,000 Lift StationsPackaged Lift Station and Valve Vault 10 EA $ 317,260.80 $ 57,106.94 $ 32,519.23 $ 79,400.00 $ 486,286.98 $ 4,863,000 Lift Station Electrical 10 EA $ 474,918.00 $ 4,749,000 Aspect: Sewer Collection SystemProject: Malibu Sewer Collection System on PCH to LASAN