HomeMy WebLinkAbout; Agua Hedionda Watershed; Agua Hedionda Watershed Management Plan Part 2; 2008-08-01Agua Hedionda Watershed Management Plan — Final August 2008
Appendix A. Summary of Key Federal, State, and Local
Regulations Appiicable to the Watershed
This appendix reviews the existing and planned environmental regulations relevant to the Agua Hedionda
Watershed Plan goals and objectives. The following types of regulations and policies are summarized:
• Water Quality
• Stormwater Management
• Sediment and Erosion Control
• Stream/Riparian Buffer Protection
• Floodplain Management
• Water Conservation
• Habitat Management
• Watershed Permitting
Most of the regulations discussed in this section relate to how watershed functions are currently being
protected and how functions will be protected in the future. Information on historical stormwater
requirements is also included. The watershed permittiug section provides a brief discussion of potential
permit requirements for projects proposed by the Agua Hedionda Watershed Plan, which wiil be
important to consider during implementation.
Water Quality
�- The USEPA has delegated the authority to develop and administer Clean Water Act programs to the State
of California. Because the State's landscape varies dramatically, the responsibility has been divided
among nine regional water quality control boards (RWQCBs). The State Water Resources Control Board
(SWRCB) is the agency that oversees the nine regional boards. Under the SWRCB, each regional board
acts as a selni-autonomous water quality agency. Each regional board is required to develop a Water
Quality Control Plan, or Basin Plan, that contains water quality criteria for its region. The SWRCB also
develops statewide water quality control plans, including the Ocean Plan and Thermal Plan.
The State of Califonlia has enacted statewide water quality regulations that apply to all regional boards.
The State Antidegradation Policy is one such regulation relevant to the Agua Hedionda watershed. This
policy requires that the condition of high quality waters of the state be maintained to the maximum extent
possible. Under this policy, a discharge cannot be allowed that degrades the condition of high quality
waters, even when the water's condition is of higher quality than necessary to support its beneficial use.
Degradation can only be allowed after analysis has shown that the action would provide a net social,
environmental, and economic benefit. This policy satisfies the federal Clean Water Act antidegradation
policy requirement (40 Code of Federal Regulations (CFR) 131.12). Agua Hedionda Creek and other
waterbodies in the watershed can be defined as high quality waters if they meet the water quality criterion
for a particular constituent.
SWRCB maiutains a 5-year strategic plau that guides state and regional board water resource protection
efforts. As a part of this strategy, each regional board develops a Watershed Management Approach that
is part oi the Integrated Plan for Implementation oi the statewide Watershed Management Initiative
(WMI). The RWQCB's chapter iucludes the prioritization of watersheds for management; through this
prioritization, the RWQCB pians to devote management resources to those watersheds that have strong
stakeholder support for impiementation of watershed management activities (SDRWQCB, 2002).
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Agua Hedionda Watershed Management Plan — Final August 2008
r--,�� Water Quality Control Plan (Basin Plan)
` The Basin Plan designates existing and bene�cial uses of regionai waters to be protected by the plan's
objectives. The RWQCB, whose jurisdiction includes the Agua Hedionda watershed, has developed a
Basin Plan which includes existing and beneficial uses for coastal, inland surface, and ground waters.
The following tables list all existing and beneficial uses assigned to waterbodies in the San Diego Region.
Uses assigned to Agua Hedionda waterbodies are indicated by solid or empty circles within each table; a
solid circle indicates an existing use, and an empty circle indicates a potential use. Existing uses are
defined as uses that have actually occurred since November 28, 1975 or uses for which the water qualiry
and quantity is suitable to allow the use to be attained (SDRWQCB, 2007a).
Existing and beneficial uses are reported for four inland surface waters within the Agua Hedionda
watershed, separated by hydrologic subarea (HSA), as shown in Table A-l. All four waterbodies share
the same beneficial uses, which illclude water supply, recreational, and habitat uses. The lower reaches of
Agua Hedionda Creek (HSA 4.31) also have an existing use of Preservation of Biological Habitats of
Special Significance (BIOL). Agua Hedionda Lagoon falls under Coastal Waters within the Basin Plan,
and Table A-2 lists the existing and beneficial uses far the lagoon, which include most of the coastal
water uses within the Region.
The Basin Plan reports that only a smali portion of the region supplies appreciable quantities of ground
water due to the lack of permeabie geologic formations. Development has impacted most of the ground
waters in the region, and ground water recharge programs will be needed to maintain adequate ground
water table elevations as development progresses. Tabie A-3 reports the beneficial uses for ground water
in the Agua Hedionda watershed. A solid circle indicates an existing use, and an empty circie indicates a
potential use. Most ground waters in the Region are designated MUN or AGR. None of the Agua
Hedionda groundwaters supply water to a lake or stream (FRSH) or supply water to another hydrologic
£ " unit (GWR).
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Agua Hedionda Watershed Management Plan - Final August 2008
�' ' Table A-1. Agua Hedionda Watershed Existing Beneficial Uses for Inland Surface Waters
` __ (taken directly from (SDRWQCB (2007a))
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Waterbody
Agua Hedionda Agua Hedionda Letterbox
Beneficial Use Creek Buena Creek Creek Canyon
Hydrologic Unit Basin Number 4.32 4.32 4.31 4.31
Municipal and Domestic Supply
(MUN) � � � �
Agricultural Supply (AGR) � • � �
Industrial Process Supply
(PROC)
Industrial Service Supply (IND) � � � �
Ground Water Recharge (GWR)
Freshwater Replenishment
(FRSH)
Hydropower Generation (POW)
Contact Water Recreation
(REC1) • � � �
Non-contact Water Recreation
(REC2) � � � �
Warm Freshwater Habitat
(WARM) • � � �
Cold Freshwater Habitat
(COLD)
Wildlife Habitat (WILD) � � � �
Preservation of Biological
Habitats of Special Significance �
(BIOL)
Rare, Threatened, or
Endangered Species (RARE)
Spawning, Reproduction, and/or
Early Development (SPWN)
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Agua Hedionda Watershed Management Plan - Final August 2008
Table A-2. Agua Hedionda Watershed Existing Beneficial Uses for Coastal Waters
` _ (taken directly from SDRWQCB (2007a))
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' Waterbody
Agua Hedionda '
Beneficial Uses Lagoon
Hydrologic Unit Basin Number 4.32
Industrial Service Supply (IND) �
Navigation (NAV)
Contact Water Recreation (REC1) �
Non-contact Water Recreation (REC2) �
Commercial and Sport Fishing (COMM) �
Aquaculture (AQUA) �
Warm Freshwater Habitat (WARM)
Estuarine Habitat (EST) �
Marine Habitat (MAR) �
Wildlife Habitat (WILD) �
Preservation of Biological Habitats of Special Significance (BIOL) �
Rare, Threatened, or Endangered Species (RARE) �
Migration of Aquatic Organisms (MIGR) �
Spawning, Reproduction, and/or Early Development (SPWN) �
Shellfish Harvesting (SHELL) �
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Agua Hedionda Watershed Management Plan — Final August 2008
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' These beneficial uses do not apply westerly of the easterly boundary of the right-of-way of Interstate 5 and this area
is excepted from the sources of drinking water policy. The beneficial uses for the remainder of the hydrologic area
are as shown.
2 These beneficial uses designations apply to the portion of HSA 4.31 bounded on the west by the easterly boundary
of Interstate Highway 5 right-of-way, on the east by the easterly boundary of EI Camino Real, and on the north by a
line extending along the southerly edge of Agua Hedionda Lagoon to the easterly end of the lagoon, thence in an
easterly direction to Evans Point, thence easterly to EI Camino Real along the ridge lines separating Letterbox
Canyon and the area draining to the Marcario Canyon.
3 These beneficial uses apply to the portion of HSA 4.31 tributary to Agua Hedionda Creek downstream from the EI
Camino Real crossing, except lands tributary to Marcario Canyon (located directly southerly of Evans Point, land
directly south of Agua Hedionda Lagoon, and areas west of Interstate Highway 5).
Each regional board is responsible for developing the water quality objectives for its region. The term
"water quality objectives" is used in California to include all narrative and numerical water quality
criteria. Under the State Porter-Cologne Water Quality Act, the regional boards inust use their judgment
to determine water quality objectives that provide for "reasonable protection of beneficial uses and the
prevention of nuisance (CERES, 1996),"
In its Basi11 Plan, the RWQCB specifies numerical and narrative water quality objectives which are
sufficient to protect a water's beneficial uses. Objectives have been set for the following parameters far
Inland Surface Waters, Enclosed Bays and Estuaries, Coastal Lagoons and Ground Waters:
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Table A-3. Agua Hedionda Watershed Beneficial Uses for Ground Waters
(taken directly from SDRWQCB (2007a))
Agua Hedionda Watershed Management Plan — Final August 2008
t
• Agricultural Supply Beneficial Use
• Bacteria - Total and Fecal Coliform
• Biostimulatory Substances
• Chlorides
• Dissolved Oxygen
• Fluoride
• Inorganic Chemicals - Primary
Standards
• Manganese
• Nitrate
• Organic Chemicals - Primary
Standards
• Pesticides
• Radioactivity
• Sediment
• Sulfate
• Temperature
• Toxicity
• Trihalomethanes
• Ammonia, Un-lonized
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• Bacteria - E. Coli and Enterococci
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• Color
• Floating Material
• Hydrogen lon Concentration (pH}
• Iron
• Methylene Blue - Activated Substances
(MBAS)
• Oil and Grease
• Percent Sodium and Adjusted Sodium
Adsorption Ratio
• Phenolic Compounds
• Secondary Drinking Water Standards
• Suspended and Settleable Solids
• Tastes and Odors
• Total Dissolved Solids
• Toxic Pollutants
• Turbidity
For ocean waters, objectives are specified in the separate Ocean aud Therinal Plans; however, the Basin
Plau sets ocean water objectives for dissolved oxygen and hydrogen ion conceutration (pH). The
objectives in the Thermal Plan also apply to bays, estuaries, and other coastal and interstate waterbodies
and are discussed below.
Within their Basin Plans, the regional boards must also specify plans and policies for meeting the
objectives, which include actions to be taken, a timeline for proposed actions, and a plan for evaluating
success with achieving the objectives. The San Diego Basin Plan includes policies for point source
control, waste disposal, dredging, nonpoint source control, remediation of hazardous materials, and total
maximum daily loads (TMDLs). The Basin Plan also specifies the requirements of regional monitoring
programs.
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Agua Hedionda Watershed Management Plan — Final August 2008
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� California Ocean Plan
'°•.. - The Water Quality Control Plan for the Ocean Waters of California, or the Ocean Plan, designates
beneficial and existing uses and prescribes water quality objectives for all ocean waters within
California's jurisdiction. The Ocean Plan includes numeric or non-numeric objectives for bacterial,
physical, chemical, biological, and radioactive constituents (SWRCB, 2005).
California Thermal Plan
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The Water Quality Control Plan for Control of Temperature in the Coastal and Interstate Waters and
Enclosed Bays and Estuaries of California, knowu as the Thermal Plan, regulates the discharge of thermal
and elevated temperature waste into waterbodies. The Thermai Plan outlines specific regulations by type
of waterbody and also includes general regulations to protect beneficial uses from temperature impacts
(SWRCB, 2007).
303(d) List
Waterbodies are placed on the California 303(d) list if the water quality objectives are not mee, indicating
that the existing and beneficial uses of these waterbodies are impaired. Table A-4 lists the impairments
within the Agua Hedionda watershed from the San Diego Region 2006 303(d) list.
Table A-4. RWQCB 2006 Clean Water Act Section 303(d) List of Water Quality Limited
Segments for the Agua Hedionda Watershed (SDRWQCB, 2006)
Waterbody Type Name ° PollutanUStressor
Rivers/Stream Agua Hedionda Creek Manganese
Selenium
Sulfates
Total Dissolved Solids
Rivers/Stream Buena Creek DDT
Nitrate and Nitrite
Phosphate
Estuarine Agua Hedionda �agoon Indicator bacteria
Sedimentation/Siltation
The RWQCB will be developing TMDLs for these impairments. Dischargers of pollutants to Agua
Hedionda Lagoou are currently being required to coilect monitoring data needed for the RWQCB's
TMDL assessment for bacteria and sediment. The schedule for TMDL developmeut for other
coustituents is 2019.
Integrated Regional Water Management Plan
Another regional piaiming effort relating to water quality is the Integrated Regional Water Management
Plan (IRWMP). The passing of Califonlia's Proposition 50 provided state funding for watershed
mauagement projects identified at the regional level. To use the funding, each Region must complete an
IRWMP, which involves the identification of regional priority water management projects. The San
Diego IRWMP was developed jointly by the Cotulty Water Authority, City of San Diego, and County of
San Diego and was adopted by these entities in October and November 2007. The goals of the IRWNIP
were to:
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Agua Hedionda Watershed Management Plan — Final August 2008
1. Optimize water supply reliability.
2. Protect and enhance water quality.
3. Provide stewardship of the Region's naturai resources.
4. Coordinate and integrate water resource management.
The effort identified 162 management opportunities region-wide. During the prioritization, the projects
were placed in 2 tiers: Tier I contains projects that would meet the Proposition 50 funding requirements,
and Tier II contains projects that support the plan's goals but are not likely to meet the Proposition 50
requirements (SDRWMG, 2007).
Urban Runoff and Stormwater Management
Each regional board operates a stonnwater program that issues permits to comply with federal NPDES
requirements. Under the Clean Water Act, the federal NPDES stormwater program requires municipal
separate storm sewer systems (MS4s) designated by the EPA to meet stormwater runoff control
requirements. The SWRCB has issued an MS4 General Permit that applies to all regulated MS4s in the
state. To facilitate compliance with the Statewide Small MS4 General Pennit, the RWQCB is one of
several regionai boards who have issued a regional pernut. In addition to the municipal stormwater
permit, the regional boards also administer a statewide General Construction Permit, which regulates
stormwater discharges from construction sites, and a statewide General Industrial Permit, which regulates
stormwater discharges for specific industrial practices.
Prior to 1990, California did not require local governments to inanage stormwater. To comply with the
federal Clean Water Act Section 402(p) rulemaking and the first statewide general municipal stonnwater
permit, the RWQCB adopted its first regional stormwater permit by Order 90-42 in 1990. The perinit
�` ` required 1oca1 governments to initiate urban runoff and stormwater management programs, eliminate
� illicit discharges, and implement BMPs on existing development. The BMPs that were impiemented on
existing development tended to be source control BMPs, such as street sweeping. Order 90-42 did not
require new development to control and treat stormwater (P. Hammer, San Diego RWQCB, personal
communicatiou, December 1 l, 2007). Prior to 2001, sediment and erosion control requirements were in
place but were not enforced.
With Order 2001-01, the RWQCB updated the MS4 permit iu 2001 to include stormwater control and
treahnent requirements for new development, hereafter referred to as the 2001 Order (SDRWQCB, 2001).
The RWQCB subsequelitly updated the permit in January 2007 by issuing Final Order No. R9-2007-
0001, hereafter referred to as the 2007 Order (SDRWQCB, 2007b). These orders regulate discharges of
urban runoff, defined as:
Urban Runoff— all flows in a storm water conveyance system and consists of the following
components: (1) storm water (wet weather flows) and (2) non-storm water illicit discharges (dry
weather flows) (SDRWQCB (2007b).
The co-permittees were required to comply with most of the order's provisions by January 23, 2008.
However, due to staff reassignments for �re storm recovery efforts, co-permittees were granted an
extension of 60 days for several of the plan updates and the Construction Ordinance update. All co-
permittees have complied with the 2007 Order using general requirements and are working to develop
inore specific requirements within a two-year timefraine.
The MS4 co-permittees within Agua Hedionda watershed are San Diego County and the cities of
Carlsbad, Vista, Oceanside, and San Marcos. Each co-permittee must prepare a written account of its
plan to comply with the overall 2007 Order and incorporate the permit requireinents into their
jurisdiction's stormwater requirements. This written account is entitled the Jurisdictional Urban Runoff
Management Plan (NRMI'). Severai other pians are required under the order, including the Standard
Urban Stormwater Mitigation Plan (SUSMI'), which outlines the structural and nonstructural practices to
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Agua Hedionda Watershed Management Plan — Final August 2008
be used to meet MS4 perinit requirements for new development and significant redevelopment and
'� provides guidelines for the selection, design, implementation, and maintenance of those practices. The
co-permittees will have to update JURMPs and SUSMPs developed under the 2001 Order to comply with
the 2007 Order. All jurisdictions in the Agua Hedionda watershed were required to update their
stormwater plans and requirements by January 23, 2008 although the deadline was extended 60 days
beyond this date due to fire storm damage. All co-permittees have complied with the 2007 Order using
general requirements and are working to develop more specific requirements within a two-year
timeframe. The following sections describe the major requirements of the 2001 Order as well as the
additional requirements of the 2007 Order.
Priority Developments
The pollutaut discharge requireinents outiined in the 2001 and 2007 Orders apply to Priority
Developments, whose characteristics are specified in the order and include most new and redevelopment
above speci�c areas or densities. Under the current and future requirements, new development priority
developments include, but are not limited to, housing subdivisions of 10 or more dwelling units and
commercial and heavy industry developments above one acre. The following developments greater than
5,000 square feet are also considered priority developments: restaurants, retaii gasoline outlets, all
hillside development, and paved areas that will be used for transportation. Development is considered
"hillside" if it is located on erosive soils and on natural soil with slopes equal to or greater than 25
percent. Redevelopment is considered priority development if it creates, adds, or replaces at least 5,000
square feet of impervious surfaces on an already developed site that falls under the same development and
location categories as priority new developinent.
Priority development includes development discharging stormwater to receiving waters of
euvironmentaily sensitive areas (ESAs), including water bodies designated as supporting a RARE
�� beneficial use (supporting rare, threatened or endangered species) and CWA 303(d) impaired water
�. bodies. Agua Hedionda Lagoon qualifies as an ESA since it is desiguated in the Basin Plan as supporting
a RARE beneficial use. Priority development impacting an ESA is defined as:
All development located within or directly adjacent to or discharging directly to an ESA (where
discharges from the development or redevelopment will enter receiviug waters within the ESA),
which either creates 2,500 square feet of impervious surface on a proposed project site or
increases the area of imperviousness of a proposed project site to 10 percent or inore of its
naturally occurring condition. "Directly adjacent" means situated within 200 feet of the ESA.
"Discharging directly to" means outflow from a drainage conveyance system that is composed
entirely of flows from the subject development or redevelopment site, and not commingled with
flows from adjacent lands (SDRWQCB, 2007b).
Pollutants of Concern and Treatment Control BMP Requirenzents
Ail priority developments must employ treatment control BMPs under the 2001 and 2007 orders. The
developer must prepare a stonnwater management plan that details how stormwater will be managed on
the site. The developer must also specify the pollutants of concern. The SUSMP specifies pollutants of
concern for general developinent categories; additional pollutants may be cousidered if a developinent
will discharge to a 303(d)-listed waterbody.
Next, treatment control BMPs are selected to treat the pollutants of concein for a particular developinent.
Each co-permittee's current SUSMP contains a list of treatment BMPs whose pollutant removal
efficiencies are rated according to high, medium, and low pollutant removaL The developer must use a
single BMP or treatment train that addresses each pollutant of concenl with high or mediuln pollutant
reinoval. Low ratings are only allowed if a feasibility analysis shows that high to medium BMPs are not
feasible. Developers must site BMPs as close as possible to the pollutant source unless shared BMPs are
used.
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Hedionda Watershed Managemenf Plan — Final August 2008
As an example of how the regional requirements are applied, Table A-5 shows the BMP selection matrix
from the City of Carlsbad's SUSMP (City of Carlsbad, 2003). Table A-5 designates which BMPs are
expected to provide medium or high pollutant removal efficiencies, and developers are expected to use
this table as a guide in selecting BMPs to comply with treatment requirements. The City of Carlsbad
based its BMP selection matrix on the following references: Guidance Spec�ing Management Measures
for Sources of Nonpoint Pollution in Coastal Waters (USEPA, 1993), National StormwateY Best
Management PYactices Database Version 1.0 developed by the American Society of Civil Engineers
(ASCE) in 2001, and the 2001 Guide for BMP Selection in Urban Developed Areas released by the
ASCE Environmental and Water Resources Institute.
Table A-5. City of Carlsbad Structural Treatment Control BMP Selection Matrix (taken directly
from City of Carisbad (2003))
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Including trenches and porous pavement.
Also known as hydrodynamic devices and baffle boxes.
Hydi�ology Requirements
The following regional hydrology requirements for priority developments are currently in place and will
continue to be in place with the 2007 Order:
i. Volume-based treatment control BMPs shall be designed to initigate (infiltrate, filter, or treat) the
volume of runoff produced from a 24-hour 85th percentile storm event, as determiued from the
Couuty of San Diego's 85th Percentile Precipitation Isopluvial Map,
or
ii. Flow-based treatment control BMI's shall be designed to mitigate (infiltrate, �'ilter, or treat) either:
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' L= Low removal efficiency; M= Medium removal efficiency; H= High removal efficiency; U= Unknown removal
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Agua Hedionda Watershed Management Plan — Final August 2008
a) the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per
hour, for each hour of a storm event
or
b) the maximum flow rate of runoff produced by the 85th percentile hourly rainfall intensity (for
each hour of a storm event), as determined irom the local historical rainfall record,
muitiplied by a factor of two.
In addition to enforcing the current hydrology requirements, the co-permittees must collaborate on the
development of a Hydromodification Plan (HMP) by January 2009. The HMP will specify criteria to
reduce downstream erosion and protect stream habitat. As the HMP is being developed, the co-permittees
were required to develop interim criteria by January 2008 (deadline was extended to March 2008). The
co-permittees have hired consultants to develop both the interim and permanent HMP criteria.
The interim criteria will apply to any development greater than 50 acres that does not drain to a hardened
facility (e.g., concrete channel) leading directly to the ocean. The interim criteria are likely to involve a
tool that calculates the required size of treatment basin based on a site's land use and impervious surface
(D. Hauser, City of Carisbad, personal cominunication, October 19, 2007).
The permanent HMP criteria will apply to all priority developments and will maintain runoff at or near
the pre-developinent peak flow for a continuous range of stonn events (e.g., all events within the 2-yr to
10-yr range). The continuous range of storm events would represent the events during which the greatest,
cumulative erosion impact is likely to occur. This type of requirement has been used in northem
California, and a storm event range of the 2-year to 10-year storms has been applied. Although modeling
is required to determine the appropriate range for southern Califor7lia, a storm event range closer to the 5-
year to 15-year storm may be used since rainfall frequency is lower in southeni California (D. Hauser,
City of Carlsbad, personal coxntnunication, October 19, 2007).
Low Impact Development (LID) RequiNements
The 2007 Order requires priority development projects to use Low Impact Development (LID) techniques
to minimize iinpervious surface and promote infiltratioil. Each priority development must be designed to
minimize connected impervious areas and direct runoff from impervious surface to pervious areas. The
pervious areas inust be designed to treat and infiltrate runoff from impervious areas. For priority
developments with low traffic areas and appropriate soils, a portion of the impervious surface must be
constructed with permeable pavement. In addition to the use of these LID design techniques, developers
are required to implement the following LID BMPs where appiicable and feasible:
• Conserve natural areas
• Minimize width of streets, parking areas, and walkways
• Minimize impervious footprint
• Minimize soil compaction
• Minimize disturbance to natural drainages
The deadline for the incorporation of LID requirements into each co-permittee's SUSMP was January 23,
2008 although the deadline was extended 60 days from this date due to �restorm damage. Ail co-
permittees have complied with the 2007 Order using general requirements and are working to develop
more specific requirements within a two-year timeframe.
Wate�shed UNban Runoff Management Plans (WURMP)
The 2007 Order also requires that the Co-permittees within the Carlsbad watershed collaborate in the
development and implementation of a watershed-based program that addresses urban runoff quality. The
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Agua Hedionda Watershed Management Plan — Final August 2008
rationale for this need is simpie; urban runoff does not follow jurisdictional boundaries, and often traveis
through many jurisdictions while flowing to receiving waters. Therefore, the actions of muitiple
municipalities within a watershed can have a cumulative impact upon shared receiving waters. The
mechanism that the Municipal Pennit uses to require watershed collaboration is the development of the
Watershed Urban Runoff Management Plan (WURMP). The purpose of the WURMP is to identify and
address the highest priority water quality issues/pollutants and their sources in each watershed. In
addition, the Municipal Permit requires that the Co-permittees develop activities that address education,
public participation, and land use planning on a watershed basis. Agua Hedionda is inciuded in the
Carlsbad watershed (more correctly the Carlsbad Hydrologic Unit). The Carlsbad watershed Co-
permittees includes the jurisdictions of Carlsbad, Escondido, Encinitas, Oceanside, San Marcos, Solana
Beach, Vista and the County of San Diego. The original Carlsbad WLJRMP was developed in 2003 and is
currently under revision, due to the RWQCB in March 2008. The lead co-permittee for the Carlsbad
WURMP was Encinitas for the first four years of the program and has recently transferred to the City of
Carlsbad.
Sediment and Erosion Control
Sediment and erosion control requirements were first enfarced under the 2001 Order and similar
requirements will continue to be enforced ullder the 2007 Order. Although sediment and erosion control
requirements were in place with earlier permits, enforcement became stronger after the 2007 Order.
Under both orders, co-permittees must develop a construction program as part of their JLJRMP that
i-educes pollutant discharges irom const�uction sites to the maximum extent practicable (MEP), preveiits
water quality objective exceedances from these discharges, and meets additional requirements. The
regional requirements are in addition to the requirements under the statewide General Construction
Pennit, which outlines inspection requirements, specifies contents of Stonn Water Pollutant Prevention
Plan (SWPPP) to be prepared by the developer, and defines standard practices for stabilization and design
� of BMPs. The co-permittees inust include sediment and erosion control practices in their construction
.:..:: program.
According to the 2001 and 2007 Orders, each co-permittee must evaluate the threat of construction
sources to water quality and develop standards to address these sources, including a minimum set of
construction BMPs. As part of the required BMPs, the following conditions must be minimized to the
MEP: extent of clearing and grading, exposure time of bare soil, and extent of grading during wet periods.
Temporaiy reseeding of disturbed areas must occur as rapidly as possible, and preservation of naturai
hydrologic areas and riparian buffers must be implemented where feasible. Erosion prevention is
required to be used as the most important measure for keeping sediment on site during constructiou, but it
must be used in concert with other methods illciuding sediment controls, slope stabilization, and
permanent revegetation (as early as feasible). Slope stabilization is required on all inactive slopes during
the rainy season and during rain events in the dry season. Slope stabilization on active slopes is required
during all rain events, regardless of the season.
The sediment and erosion control requirements in the 2007 Order are similar to the requirements in the
2001 Order. The major change in 2007 was the addition of a requirement for advanced treatment on
some sites. The 2007 Order requires co-permittees to determine whether a site is an exceptional threat to
water quality; for these desig�lated sites, a developer is required to use advanced treatinent, which
involves mechanical or chemicai means to flocculate and remove suspended sediment from construction
site rulioff prior to discharge.
The Carlsbad sediment and erosion control requirements provide an example of how the cun•ent Sediment
and Erosion Control requirements are implemented by a co-permittee. Under the Carisbad requirements,
self-inspectioil of a construction site must occur daily during rain events and during earth moving in the
wet season. The developer must conduct daily weather forecasting, and self-inspection checklists must be
updated regularly. Inactive areas must be protected aud stabilized. BMPs must be deployed to protect all
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Hedionda Watershed Management Plan — Final
August 2008
exposed areas within 24 hours of a predicted storm event. The City of Carlsbad must preapprove the
` developer's "Weather triggered" plan for protecting disturbed areas during weather events (City of
Carlsbad, 2003).
Riparian Buffer Protection
Riparian areas are generally defined as land that exists between streams and upland areas, usually within
floodplain areas. Developers are sometimes required to preserve riparian areas as water quality protection
buffers within a certain distance of streams, either tenned "riparian" or "streain" buffers. Some
jurisdictions require developers to restore natural vegetation to a riparian buffer area where it has been
previously removed. When left undisturbed in natural vegetation or managed with dense vegetation,
riparian buffers intercept and slow stormwater runoff before it enters the stream and filter poilutants from
stormwater runoff. Riparian vegetation along stream banks also helps protect the stream channel froin
severe erosion and bank failure. Each jurisdiction in the watershed addresses the use of riparian buffers
for stormwater management and flood control, and some require a certain distance from a stream or
wetland to be left undisturbed.
The regional stormwater management requireinents include riparian buffer requirements that apply to all
jurisdictions in the watershed. The 2001 Order requires the implementation of construction site BMPs,
which includes riparian buffers. The 2001 language requires the use of BMPs listed or their equivalents,
while the language for use of ripariali buffers and other construction site BMPs is stronger in the 2007, in
which these BMPs are the minimum required to be implemented at construction sites. Neither one of the
orders specifies a particular width or area for the riparian buffer. The local ordinances do not appear to
provide more specific requirements than the 2001 or 2007 Orders.
Vegetative buffers are among the stormwater BMPs allowed for use in meeting the regional stormwater
�
requirements, and these buffers could include natural vegetation, inanaged grass, or other managed
� vegetation. Under Vista and Oceanside's storinwater site design regulations, vegetative buffer areas are
not specifically required, but "appropriate use of buffer areas" is required by a developer when selecting
site design BMPs. The other jurisdictions allow the use of vegetative buffers as stormwater BMPs, but do
not speci�cally require their use as a stormwater BMP.
Beyond the regional requirements listed above, the City of Carlsbad requires developers to preserve a
minimum 50-foot buffer of riparian habitat and 100-ft buffer for wetlands — measured 100 feet from the
outside edge of the riparian/wetland vegetation — within the City of Carlsbad's coastal, as designated by
the Carlsbad Habitat Management Plan (HMP). A 100-ft buffer is also required for all riparian and
wetlands habitat outside of the Coastal Zone, also measured from the outside edge of the
riparian/wetlands habitat. The coastal zone boundary roughly corresponds with the El Camino Real
corridor within the watershed. The Carlsbad HMP contains additional buffer requirements for specific
habitats (City of Carlsbad, 2004).
The City of Vista requires protection of stream banks and chaimels under Chapter 13 of its inunicipal
code, Storm Water Management and Discharge Control Program. Owners or tenants of property where a
stream exists are not allowed to remove bank vegetation except to remove excessive vegetation that
retards the flow of water. Any necessary removal of vegetation must be done in a manner that
"minimizes the vulnerability of the watercourse to erosion." This chapter also includes a prohibition of
development within 50 feet of the centerline of a stream or 20 feet froin the top of a bank, whichever
distance is greater (City of Vista, 2008). Within this buffer, the city requires a developer to leave existillg
vegetation undisturbed and to revegetate areas without natural vegetation (John Conley, City of Vista,
personal communication to Heather Fisher, June 2008).
The County of San Diego protects riparian and wetland habitat through its Resource Protection Ordinance
(RPO). The RPO restricts impacts to natural resources, including wetlands and wetland buffers. Certain
Q t�rw►,�csi
A-13
Agua Hedionda Watershed Management Plan — Fina! August 2008
permit types are subject to the requirement to prepare Resource Protection Studies under the RPO. The
` RPO defines wetlands as having one ar more of the following characteristics:
1) At least periodically, the land supports a predominance of hydrophytes (plants whose habitat is
water or very wet places),
2) The substratum is predominantly undrained hydric soil, or
3) An ephemeral or perennial stream is present, whose substratum is predominantly non-soil and
such lands contribute substantially to the biological functions or values of wetlands in the
drainage system.
In addition to restricting impacts to wetlands, the RPO requires that a wetland buffer be provided to
further protect the adjacent wetlands. The RPO defines "wetland buffers" as lands that provide a buffer
area of an appropriate size to protect the environmental and functional habitat values of the wetland, or
which are integrally iinportant in supporting the fuli range of the wetland and adj acent upland biological
community. Required buffer widths range from 50 to 200 feet from the edge of the wetland as
appropriate based on the above factors. Where oak woodland occurs adjacent to the wetland, the wetland
buffer shall include the entirety of the oak habitat, not to exceed 200 feet in width (T. Synder, County of
San Diego, personal communication, August 2008).
The City of Oceanside has drafted riparian buffer protection regulations. The draft regulations would
protect designated riparian areas as well as a 50-foot buffer begiruzing at the edge of these designated
areas. An additional 50-foot planning buffer would also be established that allows some recreational uses
but restricts building and other development in the buffer (City of Oceanside, 2004).
For all jurisdictions in the watershed, development is restricted within the floodplain accordiug to
Floodplain Management requirements, as outlined in the next section. The floodplain requirements do
�� not specify that vegetation must be left undisturbed.
Floodplain Management
All municipalities within the Agua Hedionda watershed have floodplain managemezit regulations that
seek to minimize flood hazards as well as flood-related erosion and mudslide hazards. The local
floodplain ordinances designate a floodplain administrator who reviews development plans to ensure
compliance with flood hazard regulations. All muuicipalities have adopted FEMA delineated floodways
and areas of flood-related erosion and mudslide hazards. San Marcos is the only municipality in the
watershed that uses an overlay zone to designate its flood hazard areas. Carlsbad is the only municipality
that requires a special use permit for any development within designated flood, flood-related erosion, or
mudslide hazard areas. Designated flood related erosion or mudslide areas exist within all of the
watershed's municipalities except for the City of Vista; the floodplain management regulations for the
municipalities with these areas have specific regulations for flood-related erosion or mudslide hazards.
The municipal floodplain regulations can be found in the following chapters of each jurisdiction's
municipal code: Carlsbad, Chapter 21.110; Vista, Chapter 16.48; Oceanside, Article IX; and San Marcos,
Chapter 20.76.
Under the municipal floodplain ordinances, the floodplain administrator reviews all development pennits
and verifies that a development will not increase flood hazards in any portion of the municipality and that
the site itseif is reasonably safe froin flooding. The floodplain ordinances contain standards for
coustruction in special flood hazard areas. New residential structures must be buiit at or above the base
flood elevation, with additional requirements varying by residential zone. The administrator also reviews
mud hazards in a proposed development and specifies requiremen�s for mitigating the hazards in the
design of the development. All municipalities that have mudslide hazard areas include specific mudslide
hazard regulations in their floodplain ordinances; mudslide hazard areas exist in all jurisdictioiis except
the City of Vista.
(� rrrRnr�
� -�� A-14
Agua Hedionda Watershed Management Plan — Final August 2008
A"Floodway," or "Regulatory Floodway" is defined as "the channel of a river or other watercourse and
` the adjacent land area that must be reserved in order to discharge the base flood without cumulatively
increasing the water surface elevation more than one (1) foot." Within an adopted regulatory floodway,
all encroachments are prohibited, including fill, new construction, substantial improvements, and other
development. These encroachments are prohibited in all areas of the floodway unless a registered civil
engineer certifies and demonstrates that the proposed encroachment shall not result in an increase in flood
levels during the base flood discharge.
All municipalities that have flood-related erosion-prone areas inciude regulations for flood-related
erosion-prone areas in their floodpiain ordinances; flood-related erosion-prone areas exist in all
jurisdictions except the City of Vista. Permits are required for construction in all designated flood-related
erosion-prone areas and measures must be taken to either relocate a proposed iinprovement or sufficiently
protect against an erosion hazard. Within Zone E on the Flood Insurance Rate Map, all new development
must be setback from the ocean, lake, bay, riverfront or other natural body of water. The setback must
consist of a natural vegetative buffer or contour strip. The buffer inay be used for agricultural, forestry,
outdoor recreation, and other appropriate open space uses. The extent of the setback is determined by an
evaluation of the flood-related erosion hazard and erosion rate, the anticipated "useful life" of the
proposed structure, and the geologic, hydrologic, topographic and climatic characteristics of the site.
San Diego County's floodplain regulations are similar to those enforced by the municipalities in the
watershed. The County's floodway and floodway fringe regulations require development to be set back
from the floodway boundary a distance of 15 percent of the floodway width (but not to exceed 100 feet).
This set back requirement may be increased if the development is within a designated erosion hazard area.
The San Diego floodway regulations can be found under Section 86.604 of the County's Resource
Protection Ordinance. The County recently completed a Floodplain Management Plan in August 2007
(County of San Diego, 2007) which evaluates the County's current flood control policies and
� recommends data collection needs and measures for flood mitigation and prevention. Watershed-specific
�
recommendations focused on the County's inajor watersheds. The County's major watersheds were
selected to include watersheds located completely within incorporated communities or within
undeveloped unmapped areas of eastenl San Diego County; the Agua Hedionda watershed, as well as the
entire Carlsbad Hydrologic Unit, do not ineet these criteria and was not included in the County's major
watersheds
Habitat/Endangered Species/Vegetation
In 1992, the Califonlia Natural Communities Conservation Plailning (NCCP) Act created a voluntary
program in which landowuers, local governments, and other stakeholders can work with the state
government to prioritize land iinportant for species conservation and identify land where development can
occur without severely impacting important habitat. The federal government has a similar program, under
the Endangered Species Act, which requires the preparation of Habitat Conservation Plans (HCPs).
Through these federal and state programs, local govemments can produce plans for conserving
endangered and threatened species habitat and, in the process, obtain federal and state permits for
development. This planiiing process seeks to reduce the need for single-species mitigation while
balancing future development needs with the protection of multiple endangered and threatened species.
In response to the NCCP Act, the San Diego region has developed several multijurisdictional habitat
planning efforts. The Agua Hedionda watershed falls under the jurisdiction of two of these efforts: the
Multiple Habitat Conservation Program and the North County Multiple Species Conservation Subarea
Plan.
Multiple Habitat Conservation Program
Sail Diego Association of Govenlments (SANDAG), the county's regionai planning agency, administers
the Multiple Habitat Conservation Program (MHCP). The goal of the MHCP is to "maintain biodiversity
O ��
A-15
Agua Hedionda Watershed Management Plan — Final August 2008
and ecosystem health in the region while maintaining quality of life and economic growth opportunities."
`_, The program also seeks to create, manage, and monitor an ecosystem reserve in northwestern San Diego
County. The MHCP presides over the seven cities within the MHCP subregion, which include the four
municipalities in the Agua Hedionda watershed: Carisbad, Vista, Oceanside, and San Marcos. These
cities are required to develop individual, citywide subarea plans, termed Habitat Management Plans
(HMPs), detailing specific habitat protection policies that comply with the MHCP plan.
SANDAG has developed and adopted the MHCP plan, which outlines requirements for each citywide
subarea plan. The MHCP plan is based on a biological analysis and a determination of which sensitive
species will be covered under the plan's policies. The plan outlines policies that cover habitat for
sensitive species and also specifies policies for individual species. Compliance with the MHCP plan and
citywide subarea plans is designed to meet habitat mitigation requirements under the Federal Endangered
Species Act as weli as the NCCP Act (SANDAG, 2003).
The City of Carlsbad has developed its Habitat Management Plan for Natural Communities to serve as its
HCP under federal regulations as weil as its HMP under the MHCP requirements (City of Carlsbad,
2004). The other cities in the watershed are currently developing their HMPs.
North Coz�nty Multiple Species Conse��vation Subaf•ea Plan
To meet the requirements of the NCCP ACT, San Diego County passed the Biological Mitigation
Ordinance (BMO), established the Multiple Species Conservation Program (MSCP), and developed a
countywide Multipie Species Conservation Plan (MSCP Plan). The BMO outlines the goals and
objectives of the MSCP and specifies criteria for public and private development projects. It also states
the limits to allowed habitat impact and required mitigation measures for such impacts. The BMO
development design criteria require the preservation of corridors or significant resources by avoiding
developinent in these areas and clustering developinent. Reduction in road standards may aiso be
�� considered as a means to avoid impacts. No land is condemned under this program, but development
�� must conform to the staisdards in the BMO (MSCP, 2007).
The countywide MSCP Plan provides guidance on the preparation of subarea plans for each jurisdiction
within the MSCP Planning Area. Each subarea plan identifies critical habitat for endangered and
threatened species within the San Diego region and provides guidance on land acquisition. The subarea
plans identify land that will provide critical habitat for endangered and threaten species, and federal, state,
and local agencies use the pian to guide land acquisition decisions. The Agua Hedionda watershed
intersects with the North County Subarea, where a draft MSCP plan is projected to be released for public
review by June 2008. This subarea plan will apply to the unincorporated portion of the watershed
(MSCP, 2007).
Water Conservation
Water is provided throughout the watershed by four water agencies:
• Vista Irrigation District
• Carlsbad Municipal Water District
• City of Oceanside
• Vallecitos Water District
The Vista Irrigation District supplies water to the City of Vista and the unincorporated areas of the
watershed. The Carisbad Municipal Water District supplies water to the City of Carlsbad within the
watershed boundaries. City of Oceanside Water District supplies Oceanside's water, and Vallecitos
Water District supplies water to San Marcos.
(�j r.rro►�
t=� A-16
Agua Hedionda Watershed Management Plan — Final August 2008
These agencies purchase their water from the Region's water wholesale agency, the San Diego County
'. Water Authority. Nearly 90 percent of the regions water is imported from three sources: the
Metropolitan Water District of Southern California (MWD), conserved agricultural water from the
Imperial Irrigation District (IID), and conserved water from projects that are lining the All-American and
Coachella Canals. MWD is the largest supplier and derives its water supply from two sources: the
Colorado River and the State Water Project (SDIRWMP, 2007).
The regions' water supplies are currently being strained by an eight-year drought in the Colorado River
Basin, low snowpack in the Sierras, a 2007 court order to reduce water pumping to southern California to
protect the endangered smelt in the San Joaquin-Sacramento River Delta, and agricultural water supply
cutbacks. MWD cut supplies to agricultural users participating in their Interruptible Agricultural Water
Program by 30 percent beginning in January of 2008. (The IAWP program enables agricultural users to
purchase water at reduced rates in exchange for taking a water supply cut before business and residential
users during times of shortage.) The Water Authority and its member agencies are implementing plans
and programs to diversify water supplies and increase long-term water supply reliability. Programs
' id f 'hhI '1 ' d
�
inc u e water trans er wit t e inperia l2�igation District an
supplies from canal lining projects, water conservation, and
developing new local water supplies such as groundwater,
recycled water and seawater desalination (CWA 2008).
In 2005, regional water demand consisted of 58 percent
residential, 29 percent corrunercial and industrial, and 13 percent
agriculture. This is projected to be 62 percent residential, 32
percent cominercial and industrial, and 6 percent agriculture by
2030. Outdoor water use for single family home accounts for as
much as 60 percent of the urban resid�ntial water used in the
region (CWA, 2007). The focus of water conservation efforts in
the region has moved from indoor uses to outdoor uses.
Reduction in outdoor water use can also lead to reduced urban
runoff which transports pollutants to waterways.
On June 4, 2008, California
Governor Arnold Schwarzenegger
signed Executive Order S-06-08
which proclaimed a statewide
drought. The Order takes
immediate action to address a dire
situation`where numerous
California communities are being
forced to mandate water'
conservation or rationing. The7ack
of water has created other
problems,'such as extreme fire
danger due to dry conditions,
economic harm to urban and rural
communities, loss of crops and the
potential to degrade water quality
CWA projections show that implementing existing and proposed in some regions. `
urban water demand (conservation) BMPs would produce water
savings of approximately 108,400 acre-feet/year by the year 2030 within the CWA's service area
(compared to 53,400 acre-feet/year in 2005). These future water conservation savings will be realized
through residential programs (incentives for water saving household appliances, efficiency standards for
water-saving devices installed in new residential construction, landscape savings through water budgets,
large landscape audits) and incentives for irrigation hardware replaceinents (weather-based irrigation
controllers, efficiency irrigation devices, and artificial turf), and commerciaUindust�-ial eff'iciency
incentive programs. Nearly half of the savings will come from landscape/irrigation controls and
compliance with efficiency standards.
In the spring of 2008, CWA drafted a model ordinance for drought response conservation program and
asked its member agencies to adopt the ordinance. The model ordinance outlines voluntary and
mandatory restrictions including commercial and residential landscape irrigation, washing of vehicles,
required repairs of leaks and breaks in irrigation systems, and filling of ornainental pools and fountains.
The model ordinance sets up four levels of increasingly higher deinand reduction targets and associated
water use restrictions that can be implemented by local agencies. The higher stages of the ordinance
inciude mandatory restrictions with accompanying penalties for noncompliance.
The State of Califoniia is planning to enact this inodei water conservation ordinance in 2009.
,�_' Jurisdictions will be given a year to adopt the new ordinance or incorporate it into their regulations. If
jurisdictious do not adopt these regulations by the deadline, the State ordinance will become the over-
(� �rR,►,sai
� -'� A-17
Agua Hedionda Watershed Management Plan — Final August 2008
t riding law. The model ordinance is likely to have more stringent standards for irrigation than current
water conservation efforts in the watershed (Carlos Michelon, San Diego County Water Authority Water
Resources, personal communication to Meleah Ashford, January 2008).
Watershed Project Permitting
Projects proposed in the Agua Hedionda Watershed Plan, depending on the nature of the proposed
activities, may require the following permits (Brown and Caldwell, 2007):
• Coastal Development Permit for construction within the Coastal Zone
• Section 404 Permit fi-om the U.S. Army Corps of Engineers construction impacting to
jurisdictional waters of the U.S.
• 401 Water Quality Certification from the RWQCB for conditions placed in the Section 404
Permit to protect water quality
• Streambed Alteration Agreement from California Department of Fish and Game due to impacts to
jurisdictional wetlands and streambeds
• Local Development Permits (i.e., grading, building or other construction related permits)
Proposed watershed management projects may also require an evaluation under the Califonlia
Environmental Quality Act (CEQA), which requires state and local agencies to evaluate the
environmental impacts of their actions. It a project involves the use of federal funds, an evaluation under
the Natiolial Environmental Policy Act (NEPA) may also be required.
r
��,
(� rerrtwr�ai
� -�� A-18
Hedionda Watershed Management Plan — Final
��:
�= Appendix B. Revisions to �and Acquisition, Buffer Restoration,
and Wetlands Restoration Scoring Methods
Following Tetra Tech (2008a), the WPG provided comments on the screening criteria and the following
updates were made to the prioritization methods.
• Land Acquisition Parcel Scaring
o Erosion hazard metric weight doubled.
o The number of top ranking parcels was increased from 13 to 25.
o A stakeholder priority metric was added that gave a score of 10 to each opportunity that
intersected with a stakeholder recoinmended acquisition site. Opportunities that did not
intersect with a stakeholder priority were given a score of 1. The location of one priority
could not be disclosed to Tetra Tech due to the sensitive nature of the location; for this
priority, all parceis within the coinciding subwatershed were given a score of 10. Since the
land acquisition analysis only considers natural, undisturbed area, only stakeholder priorities
containing natural vegetation were included.
o A total area metric was added that scored opportunities based on the total acres of uatural
area by quartile. The lowest quartile of natural area received a score of 2.5, aud the highest
quartile of natural area received a score of 10.
• Buffer Restoration
o The weight for the Sewer Lines inetric was halved. This change was made because sewer
�'` '� lines impacting riparian areas may be removed in the future. Reinoval or relocation of sewer
. lines may be a management opportunity to coincide with buffer restoration.
• Wetland Restoration
o A mature riparian trees metric was added using the same rules as the buffer restoration
mature riparian trees inetric.
o The weight for the Sewer Lines metric was halved for the same reasoning as the
corresponding buffer restoration inetric.
a��
B-1
Agua Hedionda Watershed Management Plan - Final August 2008
��
(This page left intentionally blank.)
�
B-2
Agua Hedionda Watershed Management Plan - Final August 2008
�,
Appendix C. Stream Restoration Concept Sheets
[� "�
C-1
Agua Hedionda Watershed Management Plan - Final August 2008
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Agua Hedionda Watershed Management Plan - Final August 2008
�� Appendix D. Additional Data Collection and Design for SR-02
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D-1
Agua Hedionda Watershed Management Plan - Final August 2008
�
(This page left intentionally blank.)
�
�
Agua Hedionda Watershed
Restoration Opportunity Site: SR-2
Prepared for:
City of Vista
California
Prepared by:
_ __ _ .. � _
,�
17770 Cartwright Road, Suite 500
Irvine, CA 92614
August 2008
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
z� Table of Contents
Listof Tables .................................................................................................................................. ii
Listof Figures ................................................................................................................................. ii
Appendices..................................................................................................................................... ii
1 Introduction ........................................................................................................................... 1-1
1.1 Site SR-2 .................................................................................................................................................. 1-1
2 Hydrology ............................................................................................................................. 2-1
2.1 Previous Hydrology Reports .................................................................................................................... 2-1
2.2 Review of Data ......................................................................................................................................... 2-1
2.3 Watershed Sediinent Yield ....................................................................................................................... 2-2
3 Hydraulics .............................................................................................................................3-3
3.1 Introduction .............................................................................................................................................. 3 -3
3.2 Model Development ................................................................................................................................. 3-3
3.3 Existing Conditions Results ..................................................................................................................... 3-4
4 Geomorphology and Sediment Transport ............................................................................. 4-5
4.1 Sediinent Transport Modeling .................................................................................................................. 4-5
4.1.1 Sediment Curves ................................................................................................................................ 4-5
4.1.2 SAM Analysis & Results ................................................................................................................... 4-9
5 Design ...................................................................................................................................5-1
5.1 Design Approach ...................................................................................................................................... 5-i
5. l.l Alternative 1— Rock Grade Control .................................................................................................. 5-1
5.1.2 Alternative 2— Newbury Riffles ........................................................................................................ 5-2
5.13 Alternative 3— Gravei Bed Augmentation ........................................................................................ 5-4
5.2 Other Projects in the Study Reach ............................................................................................................ 5-5
5.3 Next Steps ................................................................................................................................................ 5-6
6 References .............................................................................................................................6-1
� ��
i
Agua Hedionda Vt/atershed Restoration Opportunity: SR-2 August 2008
� = List of Tables
Table 2-1 Peak Discharge Comparison ...........................................................................................
Table 3-1 Resistance Values (n-values) ..........................................................................................
Table 3-2 Existing Conditions Hydraulics ......................................................................................
Table 4-1 Sediment Transport Reaches ...........................................................................................
Table 4-2 Sediment Transport Potential ..........................................................................................
Table 5-1 Altemative 1 Concept Plan Costs ...................................................................................
Table 5-2 Alternative 2 Concept Plan Costs ...................................................................................
Table 5-3 Alternative 3 Concept Plan Costs ...................................................................................
...2-1
...3-3
... 3-4
...4-9
...4-9
...5-2
...5-4
... 5-4
List of Figures
Figure1-1 Site SR-2 ...............................................................................................................................1-3
Figure 2-1 Watershed Sediment Yield ....................................................................................................2-2
Figure 4-1 Invert Material Gradation Curve ........................................................................................... 4-7
Figure 4-2 Bank Material Gradation Curve ............................................................................................4-8
Figure 4-3 Average 5-yr Velocity .........................................................................................................4-10
Figure4-4 Average 5-yr Depth .............................................................................................................4-10
Figure 4-5 Average 5-yr Top Width .....................................................................................................4-11
Figure 5-1 Newbury Riffle Typical Plan and Profile ..............................................................................5-3
Figure 5-2 Locations of sewer lines in SR-2 project reach .....................................................................5-5
Appendices
Exhibit 1: Site Map and Features
E�ibit 2: Proposed Design Plan Sheets
Q rerrtw�
I I
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
1 Introduction
As part of the Agua Hedionda Watershed Management Plan (WIVIP, Tetra Tech 2008) opportunities for
stream restoration were identified that would allow for progress towards the goal of watershed restoration
and stream stability. The purpose of this report is to select one of those opporiunities and further develop
the concept by performing additional technical analyses (i.e. hydrology, hydraulics, sediment transport)
and preparing 10% concept level desigus. The opporlunity identiiied as SR-2 from the Agua Hedionda
WMP BioengineeYing Report (Tetra Tech 2008) was selected for further development. It was selected for
the following reasons:
• Adjacent high quality riparian vegetation would be protected by stream stabilization
• Stream erosion is occurring and is a potential contributor to sediinent in the lagoon
• Other projects (sewer upgrades) are in the planning stage which provides partnering opportunities
• There is a project proponent (the City of Vista)
• Land acquisition in uot required (land is owned by City of Vista)
1.1 S�TE SR-2
SR-2 is located along Agua Hedionda creek downstream of the Buena Creek confluence. As presented in
the WMP, restoration at this site would focus on stabilization of the streain bed and banks. The reach
features include a typical pool and riffle morphology, with long shallow pools filling much of the channel
in low flow periods. Rock outcroppings are apparent in some areas, with a particularly large one at the
� upstreain limit of the project site that acts as a natural grade control. Adjaceilt to the stream, is a Buena
� Sanitation District sewerage pump station (Buena Lifi SCaCion). The outflow pipeline f�om the pump
station crosses the creek aud is exposed which acts as a grade control and catches debris from up stream.
The exposed sewer crossing also presents a potential water quality concern should it become damaged.
Just upstream of the sewer crossing is a 60-inch RCP storm drain outlet, which drains a large commercial
area on the hilltop to the south. The Melrose Avenue bridge crosses near the center of the project reach.
The channel is lined with rip rap under the bridge, acting as another grade control structure with little
natural habitat or vegetation. Downstream of Melrose Avenue there is a concrete wall grade control
structure. It is composed of an upstream wall which has failed, and a section 15 feet dowustream which is
damaged and failing. It is assulned that this grade control structure was placed to protect an additionai
sewer crossing. Futher downstream at the lower project site limit is a rock grade control structure. These
stream features are shown on Figure 1.l .
The project reach upstream limit is a large rock outcropping and pool, which iunctions as a natural grade
break and control, and the downstream limit is just downstream of a loose stone grade control. The
upstream limit of the project was selected as it provides a naturally stable reach and changes in the stream
further upstream are unlikely to impact the project. The downstream limit of the project was selected as a
location where there is evidence of inspection and maintenance activities to ensure the stream stability to
protect the upstream sewer crossing. The project is within the City of Vista and on property owned by the
City of Vista. The totallength of the opportunity reach is approximately 2,500 feet.
The most comprehensive curreut data on the state of the channel is found in the October 2007 field suivey
information conducted by members of the team developing the WMP. Field survey of channel conditions
was undertaken fiom September 30 to October 3, 2007 to iamiliarize participating parties with the current
state of the creek. A memorandum of the survey was asselnbled for reference (Memorandum, Tetra Tech
� 2008). Typical channel widths at the project site are approxiinately 10 feet, varying from pool to riffle
'- conditions as bed formations change such as gravel beds and bars to sand beds. Bank heights are
� r�rw►�
1-1
Agua Hed+onda Watershed Restoration Opportunity: SR-2 August 2008
typically 6-10 feet, with steep bank slopes ranging from 1-to-1, to almost vertical. The available
topographic data does not reflect the steep banks and entrenched channel. Additional surveying is
required to refine channel geometry for improved hydraulic analyses and for design of restoration
features. The average channel slope is approximately 0.7%. The channel slope is steeper at the upstream
end of the reach, flattening out in the center of the reach approaching Melrose Bridge, then steeper again
downstream of Melrose Bridge crossing. The channel slope begins to flatten out again at the downstream
end of the reach.
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Agua Hedionda Watershed Restoration Opportunity: SR-2 -- Draft August 2008
2 Hydrology
Site specific hydrology is necessary to support the hydraulic analyses and design development. Available
data was coilected and evaluated for the hydrologic analysis with sufficient detail to provide peak
discharges for a range of event sizes. Previous work was accumulated and compared to determine the
flood frequency curve for the project location. It should be noted that no gages were available in the
watershed; therefore no flood frequency analysis has been performed. Hydrologic data is currently being
collected under the Melrose Bridge through the Regional Stormwater Monitoring Program as part of San
Diego County Municipal Stormwater NPDES Permit, Order No. 2007-001, which can be evaluated for
further study phases.
2.1 PREVIOUS ITYDROLOGY REPORTS
The following reports and data were reviewed to obtain hydrology in%rmation pertaining to the site:
1. "Flood Plain Delineation Study, Agua Hedionda Creek fi�om Downstream of Buena Creek
Confluence to Downstream of Melrose DYive, City of Vista, San Diego County, California",
prepared by SAAD Consultants for the U.S. Army Corps of Engineers, Los Angeles District, June
2002. Hydrology included in this report is based on development of drainage area relationships
using information presented in the 2006 �'EMA Flood Insuf-ance Study.
2. "Flood Insurance Study, San Diego County, California and Incosporated A�°eas", Federal
Emergency Mauagemeut Agency, revised September 2006. Hydrology in this report is based on
rainfail-runoff modeling performed by Nolte & Associates.
3. HEG 1 model obtained from Chang Consultants and associated watershed map obtained from Rick
` Engineering.
2.2 REVIEW OF DATA
The discharge information available from the sources identified above are listed in Table 2-1. In addition
to the available information the discharges downstream of the project site were estimated using the
National Flood Frequency (NFF) Program nationwide urban regression equations and rural regressiou
equations which are assumed to be the upper and lower limits of the flood frequencies.
Table 2-1 Peak Discharge Comparison
Location Drainage Peak Dischar es (cfs) Reference
Area (sq mi) 10- ear 50- ear 100- ear 500- ear
Agua Hedionda 6.30' 1,600 4,800 7,000 15,500 FEMA FIS
Creek at Confluence 9.21 - - 5,481 - Ori inai HEC-1 Model
with Buena Creek 9.30 3,510 5,089 5,555 - HEC-1 Model
Buena Creek at 630 1,880 3,520 4,100 FEMA FIS
Mouth 6.41 2,413 3,530 3,847 - HEC-1 Model
Downstream of 10.67 1,720 5,150 7,510 16,100 SAAD Re ort
Project Site 10.43 3,265 5,192 5,726 - HEG1 Model
10.43 4,050 10,700 14,600 26,000 NFF Urban Regression
E uations
10.43 950 3,340 4,730 11,000 NFF Rural Regression
E uations
1. The 6.30 mi ht be a t o in the FEMA FIS.
t
O TETRATECH,INC.
2-1
Ag�a H¢dlonda Wafershed Restoi-atlon Opportunity.- SR-2 -- O�aR Augus[ 2008
"1'he SAAIJ resW�s show good aE3rcc�ncn� witl� chc Ff?MA FlS which is expccted sivcc they arc both bnscd
n thcsnmc r nfall r off'modcling. Thc r sults also c nipurc wcll wSth thc [ILC-I ��od�l. Al] results
{all within thc�rangc indicnccd by thc NFF urbun enrJ r�al rcgression cquations. Thc SAAIJ valucs wc.rc
a�eragod across many dai� points dcvcLopcd in the wnrershed and arc- assum¢d w represen� the best
cstimatc o£ [low�s �ind w�rc, adoptcd as thc prqic.ct 1]ood trcqucncy cwv�.
2.3 WATERSHED SEDIMENT YIELD
A prcliminary scdiment yicld analysis was perlonned w idcntify sedimer�t convibutiona lo thc walersl�ed.
An a iatysis of thc land u e(oycn syacc v. dcvcloped), slopc (stccp o �iild), and soil typc (crosive or
non-n�osivc) w- madc to catcgorizc thc yiGd potcntialF. '�'hc results are shown in Figure 2-1 bclow and
Sndicatc ihc slgniGcvn� v � abovc U�c proJcci sitc has n hfgh yicld potcntfal. This supports thc a np�ion
scd i�[hc scdimrnt transport a atysis [ha[ transport is limitcd by xhc potcn[ial (i_c. [hc hyd�aulics) oftfic
�cnch'rathcr ihan limitcd bY suPpty.
Oraer.c...�Nc.
Figur¢ 2-'1 Wat¢rSM1ed SetlimenT Yield
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
�r
3 Hvdraulics
3.1 INTRODUCTION
A hydraulic analysis was performed using the U.S. Army Corps of Engineers (COE) HEGGeoRAS and
HEGRAS program. HEGGeoRAS is a GIS extension developed by the COE and ESRI software
company to facilitate the utilization of GIS data and digital elevation models to cut cross sections and
develop data for export to the HEGRAS model. The discharges used in this model were based on the 2-,
5-, 10-, 25- , 50-, and 100-year hydrology developed by the SAAD report discussed in Section 2.
3.2 MODEL DEVELOPMENT
The study reach for the hydraulic analysis extends further upstream and downstream than the limits of the
restoration project reach. This is required for hydraulic inodeling purposes. The study reach extends
2650 feet upstream froin Melrose Bridge, into the downstream liinits of Green Oak Ranch. This is about
150 feet upstream of the Ciry of Vista property line, or 1400 feet upstream from the rock outcrop
demarcating the upstream end of the restoration project. The study reach extends 1700 feet downstream
from Melrose Bridge, approximately 1250 feet downstream from the lower end of the project reach at the
lower rock grade control structure (see E�ibit 1 in the Appendix). The total study reach length is 4500
feet (the project reach is approximately 1850 feet).
Cross sections used in this model were developed from the 2005 Topographic shapefile provided by the
cities of Vista and Carlsbad. The cross sections were cut utilizing HEGGeoRAS. The model using the
� f Topo file was developed from approximately 170 feet upstream of the Green Oak Ranch property
boundaiy to approximately 350 feet downstream of the Dawson Reserve property boundary. Cross
sections were located approximately every 100 feet, with additional sections at bridges and existing
structures within the channel. The HEGGeoRAS model was imported into HEGRAS and a series of
discharges were included to estimate chamiel hydraulics under various flow conditions.
Manning's n-values, a measure of the channel roughness, were estimated in the field utilizing Arcement
& Schneider's "Guide for Selecting Manning's Roughness Coefficients for Natural Channels and Flood
Plains" (USGS, 1989) to be approximately 0.062 for the channel upstreain of Melrose Bridge, 0.035 for
the rip rap channel under Melrose Bridge, and 0.067 far the channel downstream of Melrose bridge. The
bank n-values were set to 0.063 upstream of Melrose Bridge, 0.026 under Melrose Bridge, and 0.068
downstream of Melrose Bridge. Table 31 lays out resistance factors for the model.
Table 3-1 Resistance Values (n-values)
n-Value - Channel
Resistance Factor
XS Irregularity
Channel variation
Obstructions
Vegetation
Bed Base n-value
DS of Under US of
Melrose Melrose Melrose
0.01 0 0.01
0.003 0 0.003
0.015 0.01 0.015
0.01 0 0.005
0.025 0.025 0.025
n-Value - Banks
Resistance Factor DS of Under US of
Melrose Melrose Melrose
XS Irregularity 0.003
Variation (n/a) n/a
Obstructions 0.01
Vegetation 0.03
Bed Base n-value 0.025
0 0.003
n/a n/a
0.001 0.01
0 0.025
0.025 0.025
Meanderin 1.07 1 1.07 Meanderin �/a 1 1 1
TOTAL 0.0674 0.0350 0.0621 TOTAL 0.0680 0.0260 0.0630
OTETRATECH, INC.
3-3
Hedionda Watershed Restoration Opportunity: SR-2
I�:
3.3 EXISTING CONDITIONS RESULTS
An analysis of the HEC-RAS results show that a 5-year storm event is contained in the channel while
larger events escape the channel and are contained on the floodplain. This indicates that the 5-year flow
is the channel-forming or bankfull discharge and is a significant flow in the restoration analysis. The
following table identifies the values for several hydraulic parameters for the 5-year flow and the 100-year
flow. The 100-year flow results are shown because they are a typicai consideration for regional facility
design. Restoration projects typically have a lower design level but it is a conservative assumption to say
that the design parameters will fall within the range presented in the table below.
Table 3-2 Existing Conditions Hydraulics
�,.
€
Reach Avg. Chaunel Flow velocity, Flow depth, Flow width, ft Energy slope,
Dimensions fps ft ft/ft
Width Depth 5 100 5 100 5 100 5 100
�ft� (ft) year year year year year year year year
Reach 1 —
upstream
reach 57 10.0 6.1 9.9 7.7 11.5 41 120 0.0058 0.0038
beginning at
the rock
outcrop
Reach 2 —
includes the 67 9.1 3.5 8.0 8.6 12.5 62 136 0.0033 0.0044
exposed sewer
crossing
Reach 3 —
includes �3 8.2 4.5 7.8 7.3 11.9 64 150 0.0060 0.0039
Melrose
Avenue bridge
Reach 4 —
downstream
reach
including the 63 8.9 4.2 7.1 8.2 14.6 69 151 0.0062 0.0036
failed grade
control
structures
OTETRATECH, �N�. 3-4
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
4 Geomorphology and Sediment Transport
Stream morphology through the SR-2 site is composed of a series of riffles and pools. There is a large
pool at the rock outcropping forming the upstream end of the project site, followed by a gravel riffle.
Other pools tend to form immediately upstream of grade control structures such as an exposed sewer line
near the pump station, at the rip-rap lined channel under the Melrose Bridge overpass, at a concrete wall
control structure downstream of the bridge, and a stone grade control at the downstream end of the project
site. Some of these pools are very long and shallow, forming flat or backwater pools in the channel about
1-2 feet deep. Riffles tend to follow after the pools. Distance between riffles are usually referenced based
on a multiple of the channel widths. In the project reach the channel width is approximately 20 feet. The
riffles begin approximately 3 to 7 channel widths apart. Erosion in the channel occurs at the toe of the
banks, undermining large oak trees and other riparian vegetation which grow on the tops and sides of the
banks. The intensity of the erosion varies from sub-reach to sub-reach, but the trend is universal
throughout the project site. Erosion occurs most significantly in pools where deeper waters directly attack
the exposed steep banlcs and throughout the channel during storm events when the banks are exposed to
higher energy flows. This widespread erosion is the evidence of the channei's natural response to the
hydraulic regime to reach a state of equilibrium. Left unchecked, this natural response will likely lead to
deeper channels that continue to widen as the banks fail. This will cause significant impacts to the
adjacent habitat as well as increasing the sediment load into the channel which can be carried downstream
to the lagoon. A desire to avoid these negative effects leads to the need for grade stabilization throughout
the project site.
4.1 SEDIMENT TRA�ISPORT MODELING
A preliminary investigation of the sediment transport potential of the project reach was performed.
Further development of the design will require a more in-depth analysis; however, early results can be
used as part of the planning process by considering the sediment inovement that is expected through the
site. A design criterion of the project is to develop a channei that can not only carry a certain amount of
flow, but can also carry a certain amount of sediment. In this way the sediment inflow from upstream is
balanced such that minimal maintenance is required. However as with all restoration projects, regular
inspections are also a necessary activity to verify the perfonnance.
4.1.1 Sediment Curves
Information on the sediinent present in the system is required as part of the input to the sediment transport
inodel. Bed (invert) and bank material was characterized at four locations in the SR-2 opportunity. The
characterization locations included 300 ft upstream of the rock outcrop that forms the upper limit of the
project reach (Sites 1i & lb), 100 ft upstream of the sewer line crossing (Sites 2i & 2b), 150 ft upstream
of the failing concrete wall grade control structure (Sites 3i & 3b), and 40 ft upstream of the stone grade
control structure (Sites 4i & 4b). The "i" in the site name indicates it reflects the invert while the "b"
reflects the bank. Soil gradation curves are shown on Figure 4.1 for the bed material and Figure 4.2 for
the bank material at the four sites.
The sediment curves for the bed and bank at each site are similar throughout the study reach. Some
variabiliry cail be expected even at the same location indicating that the sediment is similar throughout the
project site with little variation from the upstream to the downstr•eam limit of the project. A composite
curve of all sites is shown on the sediment curve graphs and is considered to be representative of the
sediment transported through the project reach. This composite curve was used in the sediment analysis.
D TETRATECH� INC.
4-5
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
The material contained in the channel bed includes a fairly even distribution of sands (coarse, medium,
`+ and fine) and fine gravels. While the bank material will contribute to the process, the material %und in
the bed dominates the sediment transport capacity. The bank material includes sand (medium and fine) as
well as silts and clays. The bank inaterial is dominated by the �ne sands. However, the clay portion
provides some measure of stability to the bank.
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Agua Hedionda Watershed Restorafion Opportunity: SR-2 August 2008
`� 4.1.2 SAM Analysis & Results
Sediinent transport analyses were performed using SAM. The SAM Sediment Hydraulic Design Package
is an integrated system of prograins developed through the Flood Damage Reduction and Stream
Restoration Research Program to aid engineers in analyses associated with designing, operating, and
maintaining flood control channels and stream restoration projects (Copeland et. al. 1997). SAM
combines the hydraulic information and the bed material gradation to compute the sediment transport
capacity for a given cross section and a given discharge for a single point in time. A number of sediment
transport functions are available for this calculation. Based on the median size of the bed material and the
channel hydraulics, the Yang D50 equation was selected to assess the sediment transport capacity of the
channel.
The project reach was divided into four reaches and average hydraulic parameters were calculated for
each reach based on the HEC-RAS output. The 5-year flow is largely contained within the chamlei and
was used as the focus of the sediment transport computations. Once the flow escapes the channel, energy
is dissipated on the floodplain and sediment transport capacity is reduced. The 5-year flow occurs at a
frequent enough interval to shape the channel. The following table identifies the reaches used in the
sediment transport and the average hydraulic parameters. These parameters are also shown in Figures 4-3
through 4-5.
Table 4-1 Sediment Transport Reaches
Reach Cross Avg 5-year Avg 5-year Avg 5-year
Sections velocity depth top width
Reach 1— upstream reach beginning at 45-32 6.1 4.1 42
the rock outcrop
Reach 2— includes the exposed sewer 31-22 3.5 4.4 62
crossing
Reach 3— includes Melrose Avenue 21-11 4.5 3.7 64
bridge
Reach 4— downstream reach including 10-0 l 4.2 4.1 69
the failed grade control structures
Based on the hydraulic results from the HEGRAS model, the bed material sediment curves, and the
Yang, D50 sediinent transport equation, the following sediment transport capacities were identified for
each reach. It is important to note that other sediment transport equations provide very different values
far the sediment transport rate. For example using the Laursen (Copeland) equation rather than Yang
D50 provides an estimate that increases by order of magnitude. Further studies can investigate the
transport values. However, the numbers shown in Tabie 4-2 can be used to assess the trends.
Table 4-2 Sediment Transport Potential
Reach 5-year sedimeut transport
(tons/da
Reach 1 170
Reach 2 32
Reach 3 93
Reach 4 71
O TETRATECH�INC.
4-9
Agua Hedionda Wafershed Restoration OppoiYunity: SR-2 August 2008
Figure 4-3 Averag¢ 5-yr Velocity
�
6
5
2
0
O
O
50a '10�0 �5�0 2000 3000 3500 4000 4500 5000
Statlon (N)
4-� a
U 500 i000 i5D0 2000 3000 3500 a0a0 c500 5000
Stanen �iq
Figure 4-4 Average 5-yr OapHi
Agua Hedionda Watershed Restoration OppoiYunify: SR-2 August 200B
Figure 4-5 Av¢rage 5-yr Top Width
izo
ioo
so -
3 so
�n
a
soo �000 ism �oo0 3000 awo a000 asw s000
svanoo (rt)
TM1rsc valucs show d�at �lic uyper proJcci r adi has significant scdin�cnt transport potcntial. Howcvcr
this i stabLc r.ch duc to �hc influcncc o{thc bcd�rock controls and would likcly act as a Vass through
roacl� Loa upslreavn supply. Reach 2 has a lowcr transpon ratc and Gkcly axpcncnccs agerudatfov. This
-csponds [o O�c licld i� cstigaGons which show scdi�ncnt aggradation upstrcam oi'thc cxposcd sewer
lin�c. Rcach 3 �nd 4 havc�similar tra�isV�rt r�ws Ihat are highcr than thosc calculatcd Cor Rcvch 2. Thi
ivdicalcs v potcntial Cor eiusioo clua to thc Inck of suppty Cron� Rcach 2. RcstoraGon altcrnatSvcs will �
providc n bcncr balancc m thc scdimcnt transport ratcs throughout tls projcc� arca in ordcr to nchicvc an
cqui.liL rium statc.
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Agua Hedionda Watershed Restoration Opportunity: SR-2
i
{ 5 Design
5.1 DESIGN APPROACH
Auqust 2008
One goal of the Agua Hedionda Watershed Master Plan is to "Restore watershed functions, including
hydrology, water quality, and habitat, using a balanced approach that minimizes negative impacts". In the
project site SR-2, bank stability is threatened by incision of the invert, and particularly the undermining of
the toe of the banks, leading to failure and increased channel widths. These two processes are inter-
related and are likeiy a symptom of urbanization in which discharges into the creek are increased in both
volume and magnitude, while simultaneously sediment supply is reduced. These processes are further
expiained in the WMP.
While the extent of the current instabilities are likely due to unnatural processes, a certain amount of
channel erosion and movement is part of the natural process. It is helpful to think of the goal as
sustainable erosion rather than coinplete immobility of the channel. In a naturally functioning river, one
banlc tends to erode while another is built up. Riparian habitat may be lost on one bank, but liew growth
is encouraged on the aggrading bank.
The approach to the design of the grade stabilization is to provide overall stabilization to the channel to
support the natural habitat but still allow for sustainable erosion. This study is an early conceptual stage
of the project. Additional work needed is described in the last section as well as part of the altenlative
discussion. While three alternatives for grade stabilization are identified herein, further phases of this
project should allow %r addition brainstonning that could lead to modifications of these alternatives or
new alteniatives.
5.1.1 Alternative 1- Rock Grade Control
Alternative 1 consists of utilizing regularly spaced grade control structures (GCS) composed of very large
rocks (approximately 3-4 foot diameter). These rocks would be placed to naturally form a slope over a
length to inimic the natural riffles of the stream. The slope between the top of a downstreain GCS and the
bottom of the upstreain GCS would be 0%. This will promote the natural developinent of an equilibrium
slope between the two structures. The equilibrium slope is the slope at which a channel neither aggrades
ilor degrades siguificantly over time.
Each GCS would have a drop of 2 feet. This drop height was selected because it is reasonable compared
to the drop seen over the natural grade control reaches and is low enough to allow for acceptable
aesthetics. Stone chosen for the GCS can be selected to match existing rock outcroppings along the
streain. Consideration will need to be given to the location of the upstream rock outcropping, the exposed
sewer line, and the rip-rap lined channel beneath Melrose Bridge, which are static. The drop structures
vary in distance from approximately 150 feet to 500 feet apart. This allows for six drops over the entire
length covering a total elevation change of 10 feet. The proposed structures are designed to mimic the
appearance and function of the natural pools and riffles that exist in the channel (See Exhibit 2 in the
Appendix). There are currently approximately 23 natural riffles within the project reach. GCS's would
be sited in such a way to be incorporated with those natural features.
One benefit to placing a GCS in the channel is that it will provide useful information on the equilibrium
slope that naturally foims in the watershed's streains, facilitating the design of other mitigation or
restoration projects in the watershed. However, grade control structures require significant ground
disturbance to impieinent, both along the banks and irrunediately upstream and downstream of the
structure. Vegetation is typically destroyed in the construction and grading of the terrain surrounding the
`` .. structure, requiring replanting and possibly a long recovery time. This includes not only small shrubs,
O TETRATECH�INC. C'�
J
Agua Hedionda Wafershed Resforation Opportunity: SR-2 August 2008
plants, and aquatic flora, but large trees that currently exist along the banks and are high priorities for
` protection.
The following table identifies the costs associated with the conceptual alternative as described above.
The cost estimate is based on concept plans and should be used for pianning purposes, not capital budget
allocation. The costs are adequate for seeking grant funding, however, appropriate escalation factors
should be applied.
Table 5-1 Alternative 1 Concept Plan Costs
Site SR-2 Alternative 1 Stone Grade Control Structures
Item Units Quantit Unit Price Cost Assum tions
mobilization LS 1 $50,000 $50,000
1 ton select
rock - machine
material for 6 rade stabilizers CY 2778 $135 $375,000 laced
20 trees at each
re lant disturbed area LS 120 $500 $60,000 stabilizer
cut CY 5556 $15 $83,333
fill & com act CY 2778 $5 $13,889 re lace cut
dis osal CY 2778 $20 $55,556 dis ose cut
25% construction contin enc LS 1 25°/a $121,250
construction cost $759,028
desi n & ermittin cost $300,000
total cost $1,059,028
xr r
� The next step in developing this alternative would be to identify specific sites that would be appropriate
for the location of the GCS. The location should consider the vegetation that would be impacted and
what locations will have the least negative impact to the most desirable vegetation. Identification of the
highest value riparian vegetation would assist in these decisions. Based on selected locations, additional
hydraulic analyses should be performed to detennine the impact of the GCSs on water surface elevation.
5.1.2 Alternative 2- Newbury Riffles
Altenlative 2 consists of `Newbury Riffles', a design concept developed by Newbury and Gaboury
(1993). Each riffle structure is placed every 5-7 channel widths apart, impouuding shallow pools of
water. Originally designed for fish passage, a Newbury Riffle is created by placing large diameter
bouiders for the structure crest, followed by smaller support stones behind and in front of the large crest
stones. The riffles will have a steeper (eg. 4:1) sloped upstream face, and a shallow (eg. 20:1) sloped
downstream face. Smaller stone is used to fill the remaining gaps. Figure 5-1 shows a plan and pro�le of
a typical Newbury Riffle taken from the National Engineering Handbook (NRCS, 2007, pg. TS14G-6).
As the structure is composed of various sizes of stone, typically two foot sized angular stones with native
smaller stones used to seal the upstream face, and other small stone to infill spaces along the banlc and
ailow some riparian vegetation to grow, enhancing the natural look and feel of the structure as well as
possibly enhancing it's stability with natural rooting.
Each riffle structure would have an average drop of approximately 2 feet. The average height of the
structure itself is 2 feet. Stone chosen for the riffles can be picked to match existing rock outcroppings
along the stream. Each drop structure is located 200 feet from the next (distance from top of one structure
to top of the next based on 5-7 channel width distance). Consideration will need to be given to the
; location of the upstream rock outcropping, the exposed sewer line, and the rip-rap lined chamiel beneath
O TETRATECH�INC.
5-2
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
�
Melrose Bridge, which are static. The structures are sized based on the existing stream size, which for
site SR-2 is approximately 20 feet wide, and 40 feet long, (See Exhibit 2 in the Appendix).
Advantages of Alternative 2 compared to Alternative 1 are a lower material cost and less disturbance of
the bank (and its vegetation) due to less requirements to key the structure into the bank. Less of a key-in
is required because the structure is designed to allow for some movement of the stone. Long term
stability of the structure may require some maintenance after larger storm discharges to assess the
movement of the riffle structure. Additionally, any large, particularly woody, vegetation that begins to
grow in the structure may need to be removed if it begins to displace the structure's stonework. A failed
Newbury Riffle could release a significant slug of sediment should it fail after having been in place for
sufficient time as to allow the impouuded pools to aggrade.
Figure 5-1 Newbury Riffle Typical Plan and Profile
� :;;
F1eld stone fill
� A . .�._._._._. �
� 4V 1F� 20V;1H
� \ I
Flo�
4V 1H ���4�� � �0� IH � -
0.6 m
Section A-A
�T sha}�ed crest
0.9 m 0.6 m
�' --- Section B—B
'I�pical fieldstone
rifIle plan
and sections
�
The foilowing table identities the costs associated with the conceptual altenlative as described above.
The cost estimate is based on concept plans aud should be used for planning puiposes, not capital budget
allocation.
The next step in developing this alternative would be to identify speciiic sites that would be appropriate
for the location of the Newbury riffles. The location should consider the vegetation that would be
impacted and what locations wiil have the least negative impact to the most desirable vegetation.
Identification of the highest value riparian vegetation would assist in these decisions. Based on selected
locations, additional hydraulic analyses should be performed to determine the impact of the structures on
water surface elevation. Additional infoimation on the performance and maintenance of Newbury riffles
should be reviewed.
OTETRATECH� WC.
5-3
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
Table 5-2 Alternative 2 Concept Plan Costs
Site SR-2 Alternative 2 Stone Newbu Riffles
Item Units Quantit Unit Price Cost Assum tions
mobilization LS 1 $50,000 $50,000
2 ft plus smaller
select rock and extra
material for 9 stone riffles CY 600 $150 $90,000 hand labor
re lant disturbed area LS 45 $500 $22,500 5 trees at each riffle
25°/a construction contin enc LS 1 25% $40,625
construction cost $203,125
desi n & ermittin cost $300,000
total cost $503,125
5.1.3 Alternative 3- Gravel Bed Augmentation
Alternative 3 consists of utilizing large amounts of gravel to raise the invert of the channel along the
project reaches length. The gravel would be sized, so that it does not mobilize during the 5-year or 10-
year discharge. As a preliminary concept, it is proposed that the channel bed be raised 4 feet (see Exhibit
2 in the Appendix). Under existing conditions (no change in the channel bed), the 5-year stoi7n event
begins to overtop the channel and inundate the floodplain. Inundation of the floodplain represents a
natural function that could have a range of benefits to the watershed. There is limited infrastructure in the
floodplain (notable exception is the Buena Pump Station) and connection of the channel and floodplain is
considered a benefit to the riparian habitat. By raising the channel invert flows between the 5-year and 2-
� year storm event would overtop the channel and allow for more frequent inundation of the floodplain.
Biological studies would be required to quantify the benefits of inore frequent inundation, but it is
assumed to be a positive iinpact to the riparian buffer. To simulate natural riffles in the stream channel,
large boulders can be placed in the channel.
Altenzative 3 is a non-traditional erosion control technique. Placing large amounts of gravel into the
stream would have little to no negative impact on adjacent bank vegetation. Bank stabilization would
ininimize further channel failure which causes losses of riparian trees. However, it is likely that aquatic
resources (freshwater clams, frogs, crawfish, etc.) could be negatively impacted by the change in bed
material. Large bouiders could be placed in the channel to simulate riffles and sculpting could be
performed to mimic the deep ponds but that sandy material seen on the bed surface would no longer be
present.
The following table identifies the costs associated with the conceptual alternative as described above.
The cost estimate is based on concept plaus and should be used for planning purposes, not capital budget
allocation.
Table 5-3 Alternative 3 Concept Plan Costs
Site SR-2 Alternative 3 Gravel Bed Au mentation
Item Units Quantit Unit Price Cost Assum tions
mobilization LS 1 $50,000 $50,000
material for ravel CY 8889 $50 $444,444 lus minor fill/cut
25% construction contin enc LS 1 25% $123,611
construction cost $618,056
desi n & ermittin cost $300,000
total cost $918,056
O TETRATECH�INC.
5-4
Agua Hedionda Wate�shed Resto�alion Opportuniry: SR-2 August 2008
A sig�uficant s�ep 9n ihSs altcmaGvc dcvNopmcnt Ss to dalinc thc Smpac�s io f� -strcam aquaGc If£c. Thoac
impacts havo not bccn c sido�cA i i thc dcvGopmcnt oPthis altcrnativc and should bc wcighed agains[
❑ia bencCls of �nini�nal unpacl [o tlie adjacent riparian habifal. Prelimivary hydraulic anatyscs indicu[e
H�at [hc watcr swfacc cicvaGon w mld 1� �- .- substanGally (Lc. on thc ordcr of4'). An a valysis o£thc
inip�ct on adjaccnt infl-asu-uctu�n should bc n�adc. Whilc no residcnccs would bc impacted, adjacevt trails
�d tM1c pu np stution would be impactcd duriug si�;nircam stor�� evems iha� occur on a tairly Gequ nt
basis.
5.2 OTHER PROJECTS IN THE STUDY REACH
As ��tfoncd c. ulicr in thc rcporl, a advantage of thc SR-2 strcain restoration si�c is ifiat tharc a-
oppo�tunitics co�intcgratc a strcam restoration pr jcct with othcr projccts_ Tlic - al ongo�ing and
c s�vo
proposcd upgrades io the sanit2ry sewer ysecm in thir� arca Ihat are induded in the C'ity of Vista and
[3ucnu SvnitaHon �istnct Scwcr Masicr Plan Uptlatc (January 2008). In partiv-ular thc rcplaccn�cnt of tM1c
ductile iron projcct (OIP) forcc main that �vn�s south o£thc crcek as wdl as �hc cnla�gcmcnl oY Ihe I b-inch
PVC p3pe tM1at c- �ses �hc crcek is i cludeci in �hc C'fty plao. Bo�h lines are shown below on the port3on
of' pl¢n shcct 29��I2 from thc �.iTy o{Vista's Maacr Plan_ Por thcsc p� jccc, in particular any
enlargemcvx oCthe J 8'° lins [hat crosses [he crcek, could bc coordinatcd with the stmam reswration
proJcct f� rdcr to pool resourccs, llmit tha nio��bcr ol �luturba�� s to thc crack, und c mbinc permitting
clfor[s. f� a�hould bc � otcd that ihc gradc .aal ili�ation altcrnntivcs iAcncificd i i thc prcccding scctions give
vonsideration to the panicular nced eo stabiline the channel at the I8" cxposed sewer line crossing.
Otkcr pr j�cts tha� wuld bc c mbin d for a largar banalit are buFfcr restoration and wctLaod res�uruHon.
In pmrticular L3uPio� RcstoraGon sitc No. BK-52 and Wctland Acstora[ion sitc No. WR-09 a c both locatcd
a� �hc alow��etrcain enJ ofSR-2. Thcse projec�s are oullincl i� thc WMP in Sectioii 6.22.2 (6uffer
Kcscorstion) and G22.3 CWcticand RcsroruGon). I3oth n�c higl� prionty p jccts.
Figure 5-2 Locations of sew¢r lines in SR-2 project reacli
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O� innrecrv.wc.
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
Within the Agua Hedionda WMP several stormwater retrofit opportunities were identified. One is
located south of the Buena Pumping Station and would provide an opportunity to treat urban runoff from
the commercial / industrial complex to the south before it enters the creek. The possibility of integrating
this project with the stream restoration should be considered.
5.3 NEXT $TEPS
As part of the description of the alternatives, the next steps required for further development of that
alternative had been identified. In addition to those specific project steps consideration should be given to
how this project fits into the larger goal of watershed restoration.
The SR-2 altenlatives will provide channel stability to a distinct and somewhat limited reach of Agua
Hedionda. The upstream and downstream limits of the project were selected based on an attempt to
isolate that reach from other impacts and changes in the stream. A more significant step in restoration of
the watershed would be to consider restoration over a longer reach in order to see a greater impact. Many
factors can contribute to the need to limit the restored reach. These factors often include cost (available
resources) as well as consensus among various owners and stakeholders (a group which often grows as
the project size increases.)
A consideration that could add to the significance of a siligle limited restoration reach is to employ a pilot
project approach in which decisions are made in large part to infonn future decisions for other similar
projects. The spacing of the grade control structures in Alternative 1 is somewhat limited by the need to
allow an equilibrium slope to develop since any prediction of the slope is very difficult and likely to be
unreliable. However, once that slope develops it could be used as a reliable basis for predicting the
equilibriuin slope in other parts of the watershed. A1tenlative 2 employs Newbury Riffles, a type of grade
�' controi for which limited local performance data exists. Careful monitoring of this aiternative — both its
� performance and maintenance needs — would provide inforination to base future decisions on its viability
�# in the watershed. Implementation of Alternative 3 on a limited basis would allow for inonitoring of
aquatic resources and enable future planners to determine if the benefit of no impact to adjacent riparian
buffers outweighs any impacts to the aquatic resources.
Further development of these alternatives would require a number of refinements. These include:
• More detailed channel topography attained by surveying the channel
• Hydrology refinements and the use of specific design flows
• Refine hydraulics with updated topography
• Refine existing sediment transport results
• Preparation of proposed conditions hydraulics and sediment transport results
• Inclusion of improvements to surrounding infrastructure and/or facilities in the design plans
• Survey and identify vegetation at the site to avoid or mitigate potential damage due to restoration
improvements or other infrastructure upgrades.
O TETRATECH.INC.
5-6
Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
6 References
Arcement and Schneider. 1989. Guide for Selecting Manning's Roughness Coefficients for Natural
Channels and Flood Plains. USGS, Water Supply Paper 2339. 1989.
City of Vista. 2008. City of Vista & Buena Sanitaiion District Sewer Master Plan Update. January,
2008.
Copeland, R.R., et. al. 1997. Draft User's Manual foe SAM Hydraulic Design Package for Channeis.
Waterways Experiment Station, USACE, Vicksburg, Mississippi. 1997.
FEMA. 2006. Flood Insurance Study, San Diego County, California and Incorporated Areas. September,
2006.
Newbury and Gaboury. 1993. Stream Analysis and Fish Habitat Design, A Field Manual. Newbury
Hydraulics Ltd. Gibsons, British Columbia, Canada. 1993.
NRCS. 2007. National Engineering Handbook, Technical Suppleinent 14G. August, 2007.
Tetra Tech, Inc. 2008. Agua Hedionda Watershed Management Plan. 2008.
Tetra Tech, Inc. 2008. Agua Hedionda Bioengineering Management and Iinpleinentation Report. May 27,
2008.
Tetra Tech, Inc. 2008. Field Survey Memorandum. October, 2008.
USACE, Los Angeles District. 2002. Flood Plain Delineation Study, Agua Hedionda Creek from
Downstrealn of Buena Creek Confluence to Downstream of Melrose Drive, City of Vista, San Diego
���' " County, California. Prepared by SAAD Consultants. June, 2002.
�
OTETRATECH,INC. �'�
Hedionda Watershed Restoration Opportunity: SR-2
APPENDIX
Exhibit 1: Site Map and Features
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Agua Hedionda Watershed Restoration Opportunity: SR-2 August 2008
APPENDIX
Exhibit 2: Proposed Design Plan Sheets
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SCALE: 1 " = 200'
0 200' 400'
General Notes N o
1. These drawings are based on ��
conceptual designs and are subject -� �
to change based on further analyses ��
and design refinement. a Z
2. The current channel alignment wos .a -o
adopted for this conceptual study, � ��
however realignment may be � 3 c„i °
appropriate after channel has been o o � Q
filled and excavated.
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3. Grade Control Structures are shown �
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and dimensions based on the site �
specific geometry and geomorphology N o0
of each structure location. ' °i.° �
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and design refinement. � Z
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of each structure location. � � �
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Agua Hedionda Watershed Management Plan - Final
,f` Appendix F. SET Retrofit Analysis Supporting Documentation
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F-1
Agua Hedionda Watershed Management Plan - Final August 2008
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F-2
Agua Hedionda Watershed Management Plan — Final August 2008
Benefits of Retrofit Opportunities
In planning BMP retrofit projects, the effectiveness of the BMPs proposed is an important consideration.
The following analysis demonstrates the potential benefits of the five projects located adjacent to the
proposed stream restoration projects. The analysis also gives an indication of the benefits of potential
BMP placement on the publically-owned parcels located in high priority subwatersheds identified earlier.
The annual water quality and annuai hydrology benefits were estimated for each of the BMP retrofit sites
located near the stream restoration reaches. Pre- and post-development loads and runoff were calculated
using the Site Evaluation Tool (SET). The SET was developed for the assessment of development
impacts to water quality at the site level, and has been customized for many locations throughout the
United States (Job et al., 2008). The tool is founded upon sound scientific principles and models, and is
capable of evaluating the impact of development on downstream water quality and the influence of Best
Management Practices (BMPs) on hydrology and poilutant loads. The SET is particularly useful for
assessing various LID techniques for stormwater management.
The SET calculates annual hydrology using the Simple Method (Schueler, 1987), and combines annual
runoff with pollutant event mean concentrations (EMCs) to caiculate pollutant loads. Runoff and loads
are calculated separately far a variety of pervious and impervious land covers. Far the Agua Hedionda
SET, the annual runoff rates and pollutant EMCs were calculated from long term hydrology and pollutant
loading time series generated by the Agua Hedionda LSPC watershed model (Tetra Tech, 2008b),
allowing the Agua Hedionda SET to calculate site scale annual hydrology and loads specific to the
watershed. Runoff and EMC values were calculated for pervious and impervious surfaces for both
residential and commercial land uses.
BMP performance in the SET is estimated using pollutant percent removal rates (Table F-1). The
-�- removai rates for extended dry detention basins and swales were taken from the median removal rates
�t published in the National Pollutant Removal Performance Database, Version 3(Center for Watershed
Protection, 2007). This study suinmarizes nationwide research for several BMP types. BMP
performance in California's arid and semi-arid cliinates may differ somewhat from their results, but this
study is the best available resource with a large enough sample size to estimate median mass-based
pollutant removal. (Note that BMP pei-formance was assessed differently in the LSPC model; the SET
uses a simpler approach to estimate loads on an annual basis, while the LSPC inodei performs a long-tenn
simulation on an hourly timestep, and uses BMP influent/effluent concentration relationships to estimate
removal.) Annual hydrology impacts for extended dry detention basins and swales were estimated from
LSPC model testing of the practices. Porous pavement performance was not reported in the Center for
Watershed Protection database. Collins et al. (2007) report mixed results, as did Bean et al (2007). Bean
et al. report nutrient removal for installations in sandy soils that snpport infiltration, though percent
removai is not reported. The pollutant removal rates reflect best professional judgment of a review of
these studies, but with the caveat that there is a great deal of uncertainty associated with them. Porous
paveinent that supports infiltration is likely to perfonn well if the underlying soils have high infiltration
rates, less well if the soils have poor infiltration rates, and poorly if the installation has an iinpermeable
liner. The porous pavement removal efficiencies are meant to reflect a retrofit installation with some
storage capacity in the bottoln layer, but with poor infiltration. For the rainwater cisterns, 85 perceut of
the total annual rainfall is assumed to be captured and later released onto landscaped areas for irrigation,
and not contribute to annual runoff.
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Agua Hedionda Watershed Management Plan — Final August 2008
�,',_
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Table F-1. BMP PerFormance Assumptions at Retrofit Sites
Following retrofit site selection and SET setup, Tetra Tech delineated the drainage areas for each site
using 2005 aerial imagery, a storm sewer layer, and 2-foot topography lines. The drainage area
delineations shouid be considered approximate since they are based on limited data and were not
determined in the field. Tetra Tech subsequently calculated the areas draining to each BMP for input into
the SET. Percent imperviousness was determined from the 2001 National Land Cover Data (NLCD)
percent impervious layer. NLCD, which is derived from satellite imagery, consists of a pixel grid with a
resolution of 30 meters representing impervious percentage values. As discussed in the Agua Hedionda
Modeling Report (Tetra Tech, 2008b), NLCD may overestimate impervious area in Southern California
landscapes with bare soil (especially beaches and rural areas). However, the pervious areas of the retrofit
drainage areas are mostly well vegetated, so NLCD should provide a general estimate of impervious area.
The impervious estimates appear to correspond well with the building and paved infrastructure seen in the
aerial imagery. Pervious and impervious area for the narrow swale drainage areas was calculated
independently, using the length and width of road and pervious areas.
The predicted annual runoff and pollutant load reductions show a range of water quality and quantity
improvements. Table F-2 shows treatment performance in terms of inches per year of volume reduction
(which is normalized to site area), and site-scale load reduction with appropriate units. The pollutant load
reductions are not normalized by site area; as a result, the reductions tend to be larger for the sites with
greater area. Reparting loads (and not loads per acre) allows the resuits to be interpreted iil terms of
benefits to the larger watersheds to which the sites belong. Note that the underlying loading rates of the
land surfaces affect the outcome (i.e., pervious versus impervious area, residential versus commerciai).
For iiistauce, SW-3 and SW-4a have similar draivage area sizes and treatment, but the fecal coliform load
removed by SW-4a is au order of magnitude larger than for SW-3. The increased removal reflects a
higher underlying fecal coliform loading rate for SW-4a, which is a residential area; SW-3 is a
coirunercial area and has a substantially lower fecal colifonn loading rate. On the other hand, commercial
areas show higher loading rates for nutrients, so SW-3 reinoves lnore nutrient mass than SW-4a.
Table F-2. Annual Pollutant Load Reductions from BMP Retrofits
Retrofit Flow Volume TSS ' Fecal Coliform `
Site (in/yr} (tons/yr) , TN (Ib/yr) TP (Ib/yr) (# k 109/yr)
SW-1 1.20 19.4 92 9.0 386
SW-2 0.54 1.7 16 1.6 14
SW-3 0.43 12.6 43 3.9 174
SW-4a 0.32 19.2 27 1.8 1,514
SW-4b 1.21 4.2 28 1.3 0
SW-5 1.24 1.4 10 0.5 0
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F-4
� Cistern sized to capture 85% of annual runoff from rooftop
Agua Hedionda Watershed Management Plan - Final August 2008
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Appendix H. Implementation Actions
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H-1
Agua Hedionda Watershed Management Plan - Final August 2008
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H-2
Agua Hedionda Watershed Management Plan — Final August 2008
Table H-1. Summary of Top Ranking, High Priority Opportunities by Jurisdiction, Area, and
� Total Cost Estimated
Type Jurisdiction� Total Area or �ength Low Cost Estimate High Cost Estimate
Buffer Restoration Carlsbad 97 acres $7,458,000 $14,530,000
Carlsbad, Vista 4 acres $180,000 $343,000
Unincorporated 16 acres $1,254,000 $2,443,000
Vista 11 acres $845,000 $1,647,000
Land Acquisition Carlsbad 8 acres $563,000 $1,367,000
San Marcos 199 acres $19,772,000 $49,868,000
Unincorporated 180 acres $17,525,000 $44,095,000
Stream Restoration Carlsbad 8,326 feet $3,139,000 $3,139,000
Carlsbad, Oceanside 4,933 feet $1,380,000 $1,380,000
Oceanside 2,237 feet $625,000 $625,000
Unincorporated 3,529 feet $1,097,000 $1,097,000
Vista 12,594 feet $2,986,000 $2,986,000
Vista, Unincorporated 516 feet $1,355,000 $1,355,000
Wetlands Restoration Carlsbad 4 acres $331,000 $976,000
Carlsbad, Oceanside 21 acres $1,593,000 $4,668,000
Carlsbad, Vista 4 acres $151,000 $556,000
Vista 18 acres $1,038,000 $3,382,000
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borders of two jurisdictions. "Unincorporated" refers to opportunities located in the unincorporated
portion of the County of San Diego.
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,1a7,
Agua Hedionda Watershed Management Plan — Final August 2008
Appendix J. Supporting Analysis for LID Scenarios
The analysis of two scenarios representing different levels of LID implementation was conducted to
support the development of watershed management plan recommendations, discussed in Sections 6.1 and
7.4.1. One is based on basic adoption of LID practices as specified by the 2007 Order (called "Basic
LID"), and another based on a higher level of LID implementation (called "Enhanced LID"). The degree
to which LID practices will be required in the future depends on many factors. There is currently some
uncertainty in the Agua Hedionda watershed about future requirements — implementation of pending
TMDLs may include a stormwater management component, with recommendation for specific BMPs to
optimize reductions for target pollutants. Communities may elect to implement LID to varying degrees.
The modeled LID scenarios should not be interpreted as extreines in design, nar should the results be seen
as absolute. Many other scenarios with varying degrees of LID implementation could be conceived, and
pollutant removal performance is based on central tendencies from monitoring studies, but inherently
contains some uncertainty. The scenarios also use generic site assumptions, but in reality each site is
unique and presents its own opportunities for adoption of LID practices.
Assumptions
Assumptions for each of the two scenarios were developed for the following representative land uses as
shown in Table J-1. The sites were conceptualized as a typical unit of land use draining to a peak flow
control structure. For instance, a 10-acre strip shopping center was assumed to be treated by a single peak
control structure. Single family residential developments can be quite large, but it was assumed that 20
acres represents a typical drainage area to a peak control structure. The multi-family and industrial sites
were assumed to be somewhat larger.
Treatment practices at each site were selected based on several criteria — current stoi7nwater management
requirements, physical enviromnent constraints, site-specific feasibility, and cost considerations. The
Basic LID scenario is based on the combined use of vegetated swales (or bioswales) for water quality
treahnent of part of the site, and an extended diy detention basin treating all of the site, providing both
hydrologic control for the 2001/2007 Order requirements, as well as water quality treatment beneiits. The
site assumptions and configurations for the �asic LID scenario are identical to those used in the Agua
Hedionda Watershed Modeling and Geomorphic Analysis Report (Tetra Tech, 2008b) far the same land
uses. The Enhanced LID scenario begins with the Basic LID scenario assumptions, but assumes a higher
level of treatment, balanciug feasibility and cost considerations. For instance, bioretention is not used due
to the uncertainty regarding proper vegetation and potential increased cost if an underdrain system is
� ��
J-1
Table J-1. Basic and Enhanced LlD Scenario Land Use Categories
Agua Hedionda Watershed Management Plan — Finat August 2008
<r =_-. required. Porous pavement was included but not used extensively, again due to uncertainty about
`4 infiltration. Large cisterns for irrigation water were inciuded for the Multi-family and Commercial
classes, where the combination of large roof surface area and centralized irrigation systems are assumed
to make the practice more cost effective. Some of the scenarios assume more significant impervious area
reductions as well. Specific changes implemented in the Enhanced LID scenario include:
• Medium Density Residential — A cluster design is used, grouping the housing units closer
together on smaller lots, and leaving one-third of the site as undeveloped open space. Impervious
area is reduced by decreasing driveway length, sidewalk use, and overall road footprint.
• Multifamily Residential — Impervious area is reduced somewhat by more efficient layout. Porous
pavement is used for all sidewalks. The swales treat a greater proportion of the site. Large
cisterns capture roof runoff, and reuse the water for irrigation.
• Commercial — Porous pavement is used for large fraction of the parking area. Large cisterns
capture roof runoff, and reuse the water for irrigation.
• Industrial — The most challenging site, with layout constraints and little economic incentive for
cisterns for irrigation. Porous pavement parking spaces is assumed (a small fraction of the total
paved surface), and the swales treat a greater proportion of the site.
More detailed information about site layout assumptions for Basic LID and Enhanced LID is shown in
Table J-2 and Table J-3. In the Basic LID scenario, there are two types of drainage areas — one where
runoff is captured by a vegetated swale and then conveyed to an extended dry detention basiu (EDD) for
peak flow control and further water quality treatment, and another where runoff is captured and treated by
the EDD only. The EDD is the same physical basin in both drainage areas, but it is assumed that only
part of the site can reasonably be laid out to drain to a vegetated swale. The table shows the relative
`n percentages in each drainage area type; for instance, swales treat 50 percent of the site for Medium
Density Residential, while for Com�nercial, swales treat only 30 percent of the site. The Commercial site,
at 85 percent impervious area, has limited space for a swale so a smaller percentage was used; on the
other hand, singie-family residentiai sites are more amenable to swale placement, which can be located
adjacent to roads.
The Enhanced LID scenario table shows how adjustments to site design that inerease the use of LID
practices affects the sites' layouts. For instance, the use of a cluster design reduces road area by
compacting the development area, and allows for the addition of undisturbed open space land cover,
which has reduced pollutant loading rates. Note that the use of porous pavement is not listed in the BMP
Treatineilt column, but as a land cover change (i.e., traditional pavement converted to porous pavement).
Porous pavement does not typically receive runoff from adjacent surfaces, so it is modeled as a surface
that provides treatinent to itself. Cistern storage is assumed to be used for irrigation and contribute no
direct surface runoff loads; however, a fraction of annual runoff is assumed to bypass the cisterns when
they fill during large storm events, and the bypassed runoff is conveyed to the EDD.
The site layouts and BMP configurations were then modeled using the Site Evaluation Tool (SET). The
SET was also used to estimate the benefits of the storxnwater BMP retrofit sites as discussed in Appendix
F, and more information about the SET itseif, the developmelit of loading rates froin the LSPC model,
and BMP performance assumptions are discussed there. In addition to calculating annuai runoff and
pollutant loads, the SET provides scoping-level storm event hydrographs for site outflow, and includes an
estimation of BMP influence on the hydrographs. The SET was configured to represent storm event
depths for the Agua Hedionda watershed, and the EDD influence on storm events was modified to
represent 2007 Order requirements.
(�j r�rR,►�
�=� J-2
Agua Hedionda Watershed Management Plan - Final August 2008
,.
�
Table J-2. Basic LlD Scenario Site Configuration
Medium Density Residential (33.8% Impervious)
House
Driveway
Sidewalk
Road
Lawn
Undisturbed Open Space
Total: �
Multi-family Residential (65°/a Impervious)
Site Componen
Building
Sidewaik
Pavement (access, parking)
Lawn
Total
�,s Commercial (85% Impervious)
£
imponent
Building
Pavement
Lawn
Industrial (72% Impervious)
Total
11.2%
6.8%
4.6%
112%
66.2%
0.0%
100.0%
30.0%
5.0%
30.0%
35.0%
100.0%
42.5%
42.5%
15.0°/a
100.0%
Total '
Site Component Percent
Building 48.0%
Pavement 24.0%
Lawn 28.0°/o
Total: 100.0%
*Notes
"Swale � EDD" signifies a drainage area where a vegetated swale conveys treated runoff to an Extended Dry Detention Basin
"EDD Onl�' signifies a drainage area where runoff goes directly to an Extended Dry Detention Basin
�
J-3
Agua Hedionda Watershed Management Plan — Final August 2008
Table J-3. Enhanced LlD Scenario Site Configuration
Medium Density Residential (24.8% Impervious)
House 10.2%
Porous Pavement (patios) 1.0%
Driveway 4.6%
Sidewalk 1.5%
Road 7.5%
Lawn 42.2°/o
Undisturbed Open Space 33.0%
Total: 100.0%
Multi-family Residential (60% Impervious)
Building 30.0%
Porous Pavement (sidewalk) 5.0%
Pavement (access, parking) 25.0%
Lawn 40.0°/o
����� `° Total: 100.0%
�
Commercial (85°/a Impervious)
Site Component Percei
Building 42.5°/a
Pavement 21.3%
Porous Pavement (parking) 21.2%
Lawn 15.0%
Total: 100.0%
Industrial (72% Impervious)
Site Component '- Percei
Building 48.0%
Pavement 18.0%
Porous Pavement (parking) 6.0%
Lawn 28.0%
Total: 100.0%
'Notes
"Swale � EDD" signifies a drainage area where a vegetated swale conveys treated runoff to an Extended Dry Detention Basin
"EDD Only" signifies a drainage area where ru�off goes directly to an Extended Dry Detention Basin
"Cistern � EDD" signifies a drainage area where overflow from a Cistern is conveyed to an Extended Dry Detention Basin
Q r�rRw�rsai
J-4
Agua Hedionda Watershed Management Plan — Final August 2008
� Results
�
`' --' As seen in Tabie J-4 and Table J-5, the Basic LID scenario is projected to significantly reduce sediment
loads by about 60 — 70 percent, and fecal coliform loads by almost 90 percent. However, nutrient load
reductions are considerably less, 35 — 45 percent for nitrogen and 25 — 30 percent for phosphorus. The
Enhanced LID scenario improves sediment removal for some of the land uses, but shows dramatic gains
in nutrient removal — about 50 — 65 percent for nitrogen and 30 — 60 percent for phosphorus.
Most of the removal is accomplished by BMP treatment, but the land cover changes implemented in
Medium Density Residential (decrease in impervious cover and protection of undeveloped open space)
and Multi-family Residential (decrease in impervious cover) also result in load reductions for most of the
parameters (Table J-5). For instauce, in the Medium Density Residential scenarios, the post-developed
load (prior to BMP treatment) for total nitrogen under Basic LID is 71 lb/yr, while the Enhanced LID
scenario is reduced to 541b/yr. This demonstrates the importance of load reduction at the source.
Figure J-1 through Figure J-8 show the estimated hydrographs for each land use and scenario combination
for the 2-yr, 5-yr, and 10-yr 24-hr storm events. The most dramatic differences between the Basic and
Enhanced LID scenarios are seen in the Multi-family Residential and Commercial land use simulations.
Both of the land uses utilized large cisterns, adding significant additional storage volume that mitigates
both the duratiou and peak during the most intense periods of rainfall.
Further discussion of results can be found in Sections 6.1 and '7.41.
Q r�rxw�
J-5
Agua Hedionda Watershed Management Plan - Final August 2008
��~- Table J-4. Predicted Loads for Post-Developed Conditions (before and after treatment) for
� Basic and Enhanced UD Scenarios
�, .
�
� r�rnn�
J-6
Agua Hedionda Watershed Management Plan - Fina! August 2008
r "
a
� '
Table J-5. Percent Reduction of Loads for Basic and Enhanced LlD Scenarios
�
J-7
Hedionda Watershed
Exis[ing
Landus
2-yr 24-hr s[orm (cfs) 9.84
5-yr 24-F�r storm (cfs) 30.46
'10-yr 24-Fir storm (cFs) 4'1.48
30 ��->'f 24-Ff StOfT�
=s
� za
,s
,o
s
mf P/an - Final
�esign
witM1oui BMPs
3t.78
60.87
72.22
n
,o =_r� z<_�� s�o�m�
so
QU
1
r` 30
20
10
O
�� �O-yr 24-M1r storm
60
� 90
20
O
August2008
�
�
�
Figure J-'I. Storm Evant Peak Flow and Hydrographs, Medium Uensity Residential Land Vse,
Basic L/O Scenario
�esi9n
with BMPs
2.]2
20.51
30.83
Qm..w+�u.
Agua Hedionda Wate�shed Managemant P/an - Fina/ August 2008
�
2-yr 24-M1r siorm (cfs)
5-yr 24-M1r storm (cfs)
'1 O-yr 24-hr storm (cfs)
35 �2 �,� 24-M1r storm
30
25
y 20
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s
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O
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20
io
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60
50
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20
10
O
Figure J-2. Storm Event PeaK Flow and HydrograpM1s, Medium �ensity R¢sidential Land Us¢,
Enhanced L/O Sc¢nario
Existing Oesign Oesign
Landuse witliout BMPs with BMPs
9.84 26.64 3.25
30.46 50.'14 20.92
4'1.48 64.18 3'1.96
Q�enwwu�
Agua Hedionda Watershed Managemeni P/an - Fina/ Augus[ 2008
�
2-yr 24-I�r storm (cfs)
5-yr 24-lir siorm (cfs)
10-yr 24-M1r siorm (cfs)
��� 2-yr24-M1rstorm
100 �
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90
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Figure J-3. Siorm Event Peak Flow and HydrograpM1s, Multi-family Residential Land Us¢, Basic
L/O Scenario
Existing �esign �esign
Landu wHhou[ BMPs with BMPS
34JT � '1'12.60 9J8
82.02 'I>T.39 53.90
105.66 210.48 >9.22
/ /�
n -Pos. _,�� aM�
.__
Oerww�su�
Hedionda Watershed Manaqement P/an - Fina/
E
2-yr 24-Iir storm (cfs)
5-yr 24-F�r storm (cfs)
10-y� 24-hr s[orm (cfs)
��� 2-y� 24-h� s[o�m
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ao
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a�
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200 1
�50 �
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�u..
Existing Uesign Design
Landuse wi[bout BMPs wiit� BMPs
34JP 104.52 1.13
82.02 167.T4 25.96
'105.66 '199.92 53.50
-- n __ ___- _�
� �MP
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J
Figure J-4. Storm Event Peak Flow and Hydrographs, MWti-family Residantial Land Use,
Enhanc¢d L/O Sc¢nario
__ Hw��SJ
—Post.wlin BM�
Q.�...�wo�
`
Hedionda Wa[ershed
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2-yr 24-hr s[orm (cfs)
5-yr 24-hr storm (cfs)
t0-yr 24-hr storm (cfs)
� �>o j�zyr za-nr stor...'.
ao II
u 3U �
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50
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y 40
ZO
3nagemen[ P/an — Final
Existing �esign �esign
Landuse without BMPs with BMPs
'1'1.33 40.95 2.33
26.80 64.09 '16.47
34.54 ?4.55 24.53
/ \
�
Figure J-5. Storm Event PeaK Flow and Hytlrograpbs, Commercial Land Usa, Basic L/O Scenario
Q �vwo�
Agua Hedionda Wate�shed Management P/an - Fina/ AugusY 2008
2-yr 24-hr storm (cfs)
S-yr 24-h� siorm (cfs)
10-yr 24-hr storm (cfs)
sa '2-Yr 24-Fr s[orm�-
40
u ZO
l0
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so
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Figure J-6. Skorm Evenk PeaK Flow antl HydrograpF�s, Commercial Lantl Use, Enhanced L/O
Scenario
Exis[ing
Landu
I 1.33 �
26.80
34.54
Design Oesign
witlioui BMPs wiYli BMPs
40.95 0.26
64.09 '1.09
74.55 3.90
0
_r�,m:F..�;r�i.�r�zz�sr���y,s�n
2-yr 24-M1r storm (cfs)
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'10-y� 24-hr storm (cfs)
� 200 i2_y� 24-M1� sto�m.
i5V �
L^ 10p
50
O
I 300 5-yf 24-M1r StOfm
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200
l50
100
50
O
300 � �->'r 24-M1r s[orm
;OD I
y � I
ioo �
i
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Figura J-7. Storm Ev¢nt Peak Flow and Hydrographs, Intlustrial Land Us¢, Basic L/O Sc¢nario
Existing Design �esign
Lantll�5e wiLM1OUt BMPs witM1 BMPs
23.20 '167.77 8.4'I
7'1.89 2]2.8t 48.00
97.]2 307.48 7'1.20
�
Q ��m�
Hedionda Watershed Management P/an — Final
..:
_
2-yr 24-M1r storm (cfs)
5-yr 24-M1r storm (cfs)
'10-y� 24hr storm (cfs)
zoo
z-yr za-nr stor..
,so �
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so
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y 50
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Figura J-8. Storm Event Peak Flow antl Hydrographs, Indusirial Lantl Vse, Enhanced L/O
Scenario
Exisfing Oesfgn Oesign
Landuse witM1out BMPs wiih BMPs
23.20 '167.77 7.32
7'1.89 272.8'1 4557
97.]2 3D7.4H 68.03
A.
Omv�ao�
Agua Hedionda Watershed Management Plan - Final August 2008
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Agua Hedionda Watershed Management Plan - Final
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Agua Hedionda Watershed Management Plan — Final August 2008
_" Appendix L. Stream Buffer Guidelines for New Development and
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Redevelopment
The Agua Hedionda Watershed Management Plan recommends that naturally vegetated stream buffers be
required as a key Low Impact Development technique for all new development and redevelopment. It is
recommended that the following stream buffer guidelines be incorporated as requirements in local
development or stormwater water ordinances.
Minimum Buffer Width
For urban areas: 50 feet as measured landward from top of the bank on each side of the stream. For rural,
low density areas: 100 feet as measured landward from top of the bank on each side of the stream. Where
top of the bank is difficuit to determine, the buffer width inay be measured horizontally from the high
water mark or the point where vegetation has been wrested by normal stream flow. The buffer should be
required on all perennial and intermittent streams as shown on the most recent U.S. Geological Survey
Map. It is recommended that the stream buffer be extended, as needed, to include the entire floodplain
area.
Buffer Use
To maintain the filtering and infiltration functions of the buffer, it is recommended that the naturally
vegetated buffer be left undisturbed, with exceptions noted below. It is preferred that native species be
maintained. Buildings, structures, lawns, and driveways should not be allowed in the buffer area.
Buffer Disturbance
The buffer may be disturbed under certain conditions. Thinning and brush and invasive species removal
should be allowed using equipinent that does not compact the soil or damage tree roots. For example,
bulldozers should not be used.
Stream restoration, riparian buffer plantings aild restoration, and removal of diseased trees inay require
buffer disturbance; however, initigation of the site should be required. Stream buffer crossings may also
be needed for infrastructure, such as sewer lines or road crossings. The number and conditions for such
crossings should be limited. Low Impact Development (LID) stormwater controls should be allowed
within the buffer where there is no reasonable alternative on site (i.e., site space is extreinely constrained).
Where buffer disturbance is not fully mitigated onsite, offsite mitigation, e.g., contributing to buffer
restoration in the saine watershed, should be required for the equivalent of land disturbed in the buffer.
Waivers and Variances
It is recommended that variances to the onsite buffer requirements be granted for certain conditions,
including:
1. Those projects or activities where it can be deinonstrated that strict coinpliance with the buffer
requirement wouid result in a practically difficult or financial hardship. Offsite mitigation, e.g.,
contributing to buffer restoratiou in the same watershed, should be required for the equivalent of
land disturbed in the buffer.
2. Those projects or activities serving a public need where no feasible altenzative exists. Off-site
mitigation, e.g., contributing to buffer restoration in the same watershed, should be required for
the equivalent of land disturbed in the buffer.
3. The repair and maintenance of public improvements where avoidance and minimization of
impacts to wetland, aquatic ecosystems, and other sensitive habitats have been addressed. Offsite
` mitigation, e.g., contributing to buffer restoration in the same watershed, should be required for
the equivalent of land disturbed in the buffer if onsite mitigation is not achieved.
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Agua Hedionda Watershed Management Plan — Final August 2008
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4. For developments which have had buffers applied in conformance with previously approved
requirements.
It is recommended that waivers for development may be granted, if deemed appropriate, by the Planning
Department. The Director may offer credit for additional density elsewhere on the site in compensation
for loss of developable land due to the buffer requirements. The compensation may increase the total
number of dwelling units on the site up to the amount permitted under the base zoning allowed.
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