HomeMy WebLinkAboutCT 05-07; BRESSI RANCH LOT 40; STORM WATER MANAGEMENT PLAN; 2006-01-16I
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I Prepared By
Partners Planning and Engineering
STORM WATER MANAGEMENT PLAN
FOR
BRESSI RANCH LOT 40
City of Carlsbad
DWG No. 935-3A
PROJECT No. CT-05-07
Prepared By
Partners Planning and Engineering
15938 Bernardo Center Drive
San Diego, CA 92127
For
St Croix Capital
4350 Executive Drive, suite 301
San Diego, CA 92121
January 16, 2006
RECIIlVED
JAN 192006
ENGINEERING -
DEPARTMENT
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I TABLE OF CONTENTS
I INTRODUCTION
1. Project Desc)·iption ...............................................................•............................ I 1.1. Hydrologic Unit Contribution ...............................................................•..•
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1.2. Beneficial Use ............................................................................................. .
1.2.1. Inland Surf~lce Waters ................................................................. .
1.2.2. Groundwater ................................................................................. .
2. CHARACTERIZATION OF PROJECT RUNOFF ..................................... .
2.1. Expected Pollutants from the Project Area ........................................... ..
2.2. Pollutants of Concern ................................................................................ .
2.3. Conditions of Concern .............................................................................. .
3. MITIGATION MEASURES TO PROTECT WATER QUALITY
3.1. Construction BMPs ................................................................................... .
3.2. Post-construction BMPs ........................................................................... .
3.2.1. Site Design BMPs ............................................................................ .
3.2.2. Source Control BMPs .................................................................... .
3.2.3. Treatment Control ......................................................................... .
3.2.3.1. Fossil Filter TM Storm Water Filtration System .............. ..
3.2.3.2. Biofilters (Vegetated Swales) ..•...........•..•••.•..•...•...........•..
3.2.4. Target Pollutants and Proposed BMPs ....................................... ..
4. OPERA TION AND MAINTENANCE PROGRAM .................................... .
4.1. Source Control BMPs ............................................................................... .
4.1.1 Hazardous Material Storage ......................................................... .
4.1.2 Trash Storage .................................................................................. .
4.1.3 Efficient Irrigation S)'stem ........................................................... ..
4.1.4 Inlet I Catch Basin Tiles ................................................................ ..
4.1.5 Good Housekeeping ..................................................................... , ... .
4.2 Treatment Control BMPs ........................................................................ .
4.2.1 Fossil Filter 1'M Storm Water Filtration System ..............•...•........•..
. 4.2.2 Biofilters (Vegetated SV\'ales) ....................................................... ..
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5.0 Fiscal Resources ....................................... ······ ............................................. .
6.0 Conclusions ................................................................................................. .
ATTACHMENTS
A. Vicinity Map
B. Project Map
C. Calculations
D. Appendix
E. Operation and Maintenance Plan
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INTRODUCTION
The Storm Water Management Plan (SWMP) requirement is required under the City of
Carlsbad's Storm Water Management and Discharge Control Ordinance. The purpose of this
SWMP is to address the water quality impacts from the proposed development of Bressi Ranch
Lot 40 in the City of Carlsbad. Best Management Practices (BMPs) will be utilized to provide a
long-term solution to water quality. This SWMP is also intended to ensure the effectiveness of
the BMPs through proper maintenance that is based on long-term fiscal planning.
1. PROJECT DESCRIPTION
The proposed development, approximately 390,864 ft2, includes fifteen (15) office buildings
with 475associated parking, landscaping and hardscape. The project site is located east of
Interstate 5 and south of Palomar Airport Road. Access to the site occurs off of East Loker
Avenue. See Attachment 'A' for Vicinity Map.
1.1 Hydrologic Unit Contribution
Bressi Ranch Lot 40 is located in the Agua Hedionda Hydrologic Subarea of the San Diego
County Coastal Streams Hydrologic Area (HSA 904.31) of the Carlsbad Hydrologic Unit. The
project site is currently vacant consisting of a mass graded pad. Runoff developed on site
currently sheet flows from the northeast to the southwest to the existing desiltation basin. The
runoff is then conveyed via the existing public storm drain system to Agua Hedionda Creek.
The proposed development will not significantly affect the cun'ent drainage pattern. The existing
condition generates 18.5 cfs for the 100-year storm. The proposed developed site generates 28.2
cfs for the 1 OO-year storm (w/o detention). The site design includes on-site detention facilities,
to be used as sediment basin during construction, designed to limit the post-development -flows
to pre-existing conditions. In addition, the existing condition generates 11.7 cfs and 8.2 cfs
during the lO-year and 2-year storms respectively. The proposed developed site generates 17.8
cfs and 12.6 cfs during the 10-year and 2-year storms respectively. See Section 2 for a basin
break down and Attachment C for calculations.
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1.2 Beneficial Uses
The beneficial uses for the hydrologic unit are included in Tables 1.1 and 1.2. These tables have
been extracted from the Water Quality Control Plan for the San Diego Basin.
MUN -Municipal and Domestic Supply: Includes uses of water for community, military, or
individual water supply systems including, but not limited to, drinking water supply.
AGR -Agricultural Supply: Includes uses of water for farming, h0l1iculture, or ranching
including, but not limited to, irrigation, stock watering, or support of vegetation for range
graz1l1g.
IND -Industrial Service Supply: Includes uses of water for industrial activities that do not
depend primarily on water quality including, but not limited to mining, cooling Water supply,
hydraulic conveyance, gravel washing, fire protection, or oil well re-pressurization.
RECl-Contact Recreation: Includes uses of water for recreational activities involving body
contact with water, where ingestion of water is reasonably possible. These uses include, but are
not limited to, swimming, wading, water-skiing, skin and SCUBA diving, surfing, white water
activities, fishing, or use of natural hot springs.
REC2 -Non-Contact Recreation: Includes the uses of water for recreation involving proximity
to water, but not normally involving body contact with water, where ingestion of water is
reasonably possible. These uses include, but are not limited to, picnicking, sunbathing, hiking,
camping, boating, tide pool and marine life study, hunting, sightseeing, or aesthetic enjoyment in
conjunction with the above activities.
BIOL -Preservation of Biological Habitats of Special Significance: Designated areas or
habitats such as established refuges, parks, sanctuaries, ecological reserves, or Areas of Special
Biological Significance (ASBS), where the preservation or enhancement of natural resources
requires special protection.
EST -Estuarine Habitat: Estuarine ecosystems including, but not limited to, preservation or
enhancement of estuarine habitats, vegetation, fish, shellfish, or wildlife (e.g., estuarine
mammals, waterfowl, shorebirds).
WARM -Warm Freshwater Habitat: Includes uses of water that support warm water
ecosystems including, but not limited to, preservation or enhancement of aquatic habitats,
vegetation, fish or wildlife, including invertebrates.
COLD -Cold Freshwater Habitat: Includes uses of water that support cold water ecosystems
including, but not limited to, preservation or enhancement of aqu~tic habitats, vegetation, fish or
wildlife, including invertebrates.
WILD -Wildlife Habitat: Includes uses of water that support terrestrial ecosystems including,
but not limited to, preservation and enhancement of terrestrial habitats, vegetation, wildlife, (e.g.,
mammals. birds, reptiles, amphibians, invertebrates), or wildlife water and food sources.
RARE -Rare, Threatened, or Endangered Species: Includes uses of water that support
habitats necessary, at least in part, for the survival and successful maintenance ofplallt and
animal species established under state or federal law as rare, threatened, or endangered.
MAR -Marine Habitat: Marine ecosystems including, but not limited to. 'preservation or
enhancement of marine habitats, vegetation such as kelp, fish, shellfish, or wildHfe (e.g., marine
mammals, shorebirds).
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MIGR -Migration of Aquatic Organisms: Habitats necessary for migration, acclimatization
between fresh and salt water, or other temporary activities by aquatic organisms, such as
anadromous fish.
SPWN -Spawning, Reproduction, and/or Early Development: High quality habitats suitable
for reproduction and early development offish. This use is applicable only for the protection of
anadromous fish.
1.2.1 . Inhmd Surface Waters
Coastal waters have the following beneficial uses as shown on table 1.1
Table 1.1 Beneficial Uses of Coastal Waters
Hydrologic MUN AGR IND RECI REC2 WARM WILD
Unit
Number
,
904.31 X X X X X X X
1.2.2 Groundwater
Existing beneficial uses of groundwater for the project site in the Carlsbad Hydrologic Unit
(904.31) includes municipal and domestic supply, agricultural supply and industrial service
supply. None of these beneficial uses will be impaired or diminished due to the construction and
operation of this project.
Table 1.2 Beneficial Uses for Groundwater
Hydrologic MUN AGR
Unit Number
904.31 X
* Excepted from Municipal
x Existing Beneficial Use
o Potential Beneficial Use
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X
IND
X
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2. CHARACTERIZATION OF PRO.JECT RUNOFF
Runoff developed on site currently sheet flows from the northeast to the southwest to the existing
desiltation basin located in the southwest corner of the site. The runoff is then conveyed via the
existing public storm drain system to Agua Hedionda Creek. The proposed development will
not significantly affect the current drainage pattern. Surface runoff from the developed site will
be directed to either curb inlets or grated catch basins fitted with the Fossil Filtel:'M Storm Water
Filtration System and then pass thru grass-lined swales for water quality purposes. In addition,
on-site detention facilities will be located, where required, to reduce post development flows.
Table 2.1 identifies the hydrologic/hydraulic characteristics for each basin. See Attachment 'B'
for project BMP map. See Attachment 'C' for calculations.
Table 2:1
BASIN Total Tc QIOO QWQ*
Area
Existing 9.97 AC 20.5 18.5 cfs 1.3 cfs
BasinXA Min
Developed 1.83 AC 13.7 4.1 cfs 0.22 cfs
Basin A Min
Developed 0.96 AC 7.7 4.4 cfs 0.16 cfs
Basin B Min
Developed 5.84AC 12.0 20.1 cfs 1.0 cfs
Basin C Min
Developed 1.27 AC 22~2 2.2 cfs 0.17 cfs
Basin D Min
* Based on 85 % percentIle storm wIth 1=0.2 m/hr
2.1 Expected Discharges
There Was no sampling data available for the existing site condition. In addition, the project is
not expected to generate significant amounts of non,..visible pollutants. However, the folloWing
constituents are commonly found on similar developments from parking lot as identified in Table
2 of the City of Carlsbad's Standard Urban Storm Water Mitigation Plan:
• Sediment discharge due to construction activities.
• Nutrients from fertilizers.
• Heavy metals from parked cars.
• Trash and debris.
• Oxygen demanding substances from landscaping and fertilizers.
• Oil and grease from parked cars. '
• Pesticides from landscaping.
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2.2 Pollutants of Concern
According to the California 2002 303d list published by the San Diego Regional Water Quality
Control Board, the only currently listed impaired water body associated with the Carlsbad
Hydrologic Unit (HSA 904.31) is the Agua Hedionda Creek which is listed for Total Dissolved
Solids, Bacteria Indicators and Sedimentation/siltation. No other water bodies are listed under
the Carlsbad Hydrologic Unit (HAS 904.31).
2.3 Conditions of Concern
Common impacts to the hydrologic regime resulting from similar developments include
increased runoff volume and velocity; reduced infiltration; increased flow frequency, dliration
and peaks; faster time to reach peak flow; and water quality degradation. In order to. mitigate
these impacts, Bressi Ranch Development, LLC proposes to direct all surface runoff generated
within the impervious areas through grass-lined trapezoidal channels designed at a slope to
minimize potential scour and to maximize treatment efficiency. In addition, rip rap energy
dissipaters will be placed at the channel outlets to reduce velocities to pre-existing levels.
The proposed project will mitigate the pollutants of concern by fitting each of the proposed curb
inlets and catch basins within the parking lot with the Fossil Filter™ Storm Water Filtration
System for water quality purposes. In addition, on-site detention facilities will belocated,
where required, to reduce post development flows to pre-existing conditions. Thus this project
will not increase the amount of surface runoff directed towards Agua Hedionda Creek.
There are pollutants that may be present in the surface runoff generated by the proposed
improvements for the Bressi Ranch Lot 40 that could further impair the water quality of the
receiving waters. Pollutants which cause impairment of receiving waters are considered primary
pollutants of concern.
Primary pollutants are:
Nutrients from fertilizers
Oxygen demanding substances
Secondary Pollutants are:
Sediment discharge due to construction activities
Trash and debris
Oil and grease from parked cars
Pesticides from landscaping
Heavy metals from parked cars
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3.0 MITIGATION MEASURES TO PROTECT WATER QUALITY
To address water quality for the project, BMPs will be implemented during cOl1struction and
post-construction.
3.1 Construction BMPs
A detailed description of the construction BMPs has been developed with the Grading Plan
Engineering. In addition to the BMPs listed on the Project Grading Plans, the following BMPs
may also be used as required to the satisfaction of the City Engineer.
• Silt Fence • Desilting Basin
• Fiber Rolls • Gravel Bag Berm
• Street Sweeping and Vacuuming • Sandbag Barrier
• Storl11 Drain Inlet Protection • Material Delivery and Storage
• Stockpile Management • Spill Prevention and Control
• Solid Waste Management • Concrete Waste Management
• Stabilized Construction Entrance/Exit • Water Conservation Practices
• Dewatering Operations
• Vehicle and Equipment Maintenance • Permanent Revegetation of all disturbed uncovered
areas
• Erosion Control Mats and Spray-on Applications
Construction BMPs for this project will be selected, constructed, and maintained so as to comply
with all applicable ordinances and guidance documents.
A Storm Water Pollution Prevention Plan (SWPPP) will be prepared separately to, address the
pollution prevention measures that will be taken during construction.
3.2 Post-construction BMPs
3.2.1 Site Design BMPs
All disturbed areas will be either paved or landscaped. There will be no areas left bare.
Landscaping of the proposed limits of disturbance is also incorporated into 'the plans. The
landscaping will consist of both native and non-native plants. The goal is to achieve plant
establishment expeditiously to reduce erosion. The irrigation system for these landscaped areas
will be monitored to reduce over irrigation.
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Project proponents shall implement Site Design concepts that achieve each of the following:
1) Minimize Urban Runoff
2) Minimize Impervious Footprint
3) Conserve Natural Areas
4) Minimize Directly Connected Impervious Areas (DC lAs)
The project proponent should identify the specific BMPs implemented to achiev.e each Site
Design concept and provide a brief explanation for those Site Design concepts considered not
applicable.
If a particular Site Design BMP concept is found to be not applicable, a brief explanation as to
why the concept cannot be implemented will be provided. Also a narrative describing how each
included BMP will be implemented will be provided. In those areas, where Site Design BMPs
require ongoing maintenance. the inspection and maintenance fl'equency. the inspection criteria,
and the entity or party responsible for implementation, maintenance, and/or inspection shall be
described.
Bressi Ranch Lot 40 site was designed to treat flow through BMP's implementations that
include:
Structural Detention Basin
Grass line Swale
Inlets fitted with fossil filters
Structural detention basin was designed to minimize and convey the runoff flow during a 10-year
stOlID and act as a structural BMP during the 85 th percentile storm.
Grass line swales were designed to intervene the 85th percentile flow, increase the time of
concentration and treat the flow prior to discharging the proposed development
Only those catch basins in the onsite privately owned and maintained property shall have a fossil
filter installed.
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Table 3.2.1.1 Site Design BMPs
Design Technique Specific BMP
Conce t
Site Design !..:.!I1..:..:i.:..:n.:..:i1.:..:.11.:..::i='-'='e __ --"'U:..:...1':..:.;/JC""/c:.7, ; ". •
Concept 1 Runoff
Maximize the permeable area.
lncorporate landscaped buffer areas between
sidewalks and streets.
Maximize canopy interception and water
conservation by preserving existing native trees
and shrubs, and planting additional native 01~
drought tolerant trees and large shrups.
Use natural drainage systems.
Where soils conditions are suitable, use perforated
pipe or gravel filtration pits for low flow
infiltration.
Construct onsite ponding areas or retention
facilities to increase opportunities for infiltration
consistent with vector control objectives.
Other comparable and equally effective site design
concepts as approved by the Co-Permittee (Note:
Additional narrative required to describe BMP and
how it addresses Site Design concept).
Included
yes
x
x
x
x
x
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Table 1. Site Design BMPs (Cont.)
Design
Concept
Technique Specific BMP
Included
yes no
Site
Design
Concept 1
Minimize Impervious .. ~:5 ,,::;' ',: ';'
F ootpri nt r:-:-::-~~~--=-;"'O":;~""""'-~.:.;;..:.;--:....;;:...:..----:....::....---"-"--'-.:.....:....;....l...;"i'-'"''"'--'-~''--'-:;_:.:_-..:...:.;..;,;.;.~ Maximize the permeable area.
Construct walkways, trails, patios, overflow
parking lots, alleys, driveways, low-traffic streets
and other low -traffic areas with open-jointed
paving materials or permeable surfaces, such as
pervious concrete, porous asphalt, unit pavers, and
granular materials.
Construct streets, sidewalks and parking lot aisles
to the minimum widths necessary, provided that
public safety and a walk able environment for
pedestrians are not compromised.
Reduce widths of street where off-street parking is
available.
Minimize the use of impervious surfaces, such as
decorative concrete, in the landscape design.
Other comparable and equally effective site design
concepts as approved by the Co-Permittee (Note:
Additional narrative required describing BMP and
x
x
1 ____ -+-_______ -+l'"710;.,.,w~it"'"'a;__d~d"....r~esses Site Design concept~).~~~
She
Design
Concept 1
Conserve
Areas
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Partners Planning and Engineering
Conserve natural areas.
Maximize canopy interception and water
conservation by preserving existing native trees
and shrubs, and planting additional native or
drought tolerant trees and large shrubs.
Use natural drainage systems.
Other comparable arid equally effective site design
concepts as approved by the Co-Permittee (Note:
Additional narrative required describing BMP and
how it addresses Site Design concept).
x
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Table 1. Site Design BMPs (Cont.)
Design Technique
Concept
Site -Minimize Directly
Design Connected
Concept 2 Impervious Areas
(DCIAs)
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Included
Specific BMP yes
Residential and commercial sites mllst be designed X
to contain and infiltrate roof runoff, or direct roof
runoff to vegetative swales or buffer areas, where
feasible.
Where landscaping is proposed, drain impervious X
sidewalks, walkways, trails, and patios into
adjacent landscaping.
Increase the use of vegetated drainage swales in X
lieu of underground piping or imperviously lined
swales.
Rural swale system: street sheet flows to vegetated X
swale or gravel shoulder, curbs at street corners,
culverts under driveways and street crossings.
Urban curb/swale system: street slopes to curb; X
periodic swale inlets drain to vegetated
swale/biofilter.
Dual drainage system: First flush captured in X
street catch basins and discharged to adjacent
vegetated swale or gravel shoulder.
Design driveways with shared . access, flared
(single lane at street) or wheel strips (paving only
under tires); or, drain into landscaping.
Uncovered temporary or guest parking on private X
residential lots may be paved with a permeable
surface, or designed to drain into landscaping.
Where landscaping is proposed in parking areas, X
incorporate landscape areas into the drainage
design.
Overflow parking (parking stalls provided 111
excess of the Co-Permittee's minimum parking
requirements) may be constructed with permeable
paving.
Other comparable and equally effective design
concepts as approved by the Co-Permittee (Note:
Additional narrative required describing BMP and'
how it addresses Site Design concept). . , ';,', .
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V.2 SOURCE CONTROL BMPs
Table 2. Source Control BMPs
BMP N~lme
Non-Structural Source Control BMPs
I) Education for Property Owners. Operators,
Tenants, Occupants. or Employees
2) Activity Restrictions
3) Irrigation System and Landscape Maintenance
4) Common Area Litter Control
5) Street Sweeping Private Streets and Parking
Lots
6) Drainage Facility Inspection and Maintenance
Structural Source Control BMPs
7) Stenciling and Signage
8) Landscape and Irrigation System Design
9) Protect Slopes and Channels
Provide Community Car Wash Racks
Properly Design:
Fueling Areas
Air/Water Supply Area Drainage
10) Trash Storage Areas
Loading Docks
Maintenance Bays
Vehicle and Equipment Wash Areas
Outdoor Material Storage Areas
Outdoor Work Areas or Processing Areas
Provide Wash Water Controls for Food
Preparation Areas
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Checl{ One
Not
Applic If not applicable, state
Included able brief reason
x
x
x
x
x
x
x
x
x
x
x
x
x
x
x.
x
x
No community car
wash racks on this site
No fueling areas on
this site
No air/water supply
area drainage on this
site
No mC\intenance bays
on this site
No vehicle and
equipment wash areas
on this site
No outdoor material
storage areas on this
site
No outdoor work areas
X on this site
No wash water areas
X on this site
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l. EDUCATION FOR PROPERTY OWNERS, OPERATORS, TENANTS, OCCUPANTS
AND EMPLOYEES
St Croix Capital shall provide a training package to all lessee. venders and contractors who will
be performing maintenance or construction within the project site including but not limited to:
-Lessee
-Landscape Maintenance Company
-HV AC Contractor
-Building Maintenance Providers
-Trash Collection Company
St Croix Capital shall provide a training package at such time when the lessee occupies their
specific space. Venders and contractors shall be provided a training package prior to the
commencement of scope of work.
The training material package shall include at a minimum the following items:
-Color Exhibit showing the storm water layout and various components of the system.
-City of Carlsbad Handout
. -This manual
2. ACTIVITY RESTRICTIONS
St Croix Capital shall develop use restrictions for all occupants/tenants through lease ten11s. The
use restrictions include, but are not limited to, no outdoor storage of materials, no on-site car
washing unless facilities available to capture a11 rinsate from the car wash, and no storage of
hazardous materials on-site.
3. IRRIGATION SYSTEM AND LANDSCAPE MAINTENANCE
St Croix Capital shall ensure to maintain all landscaping and irrigation facilities ..
The operational and maintenance needs of the landscaping are:
• Keep landscape areas in a neat and orderly condition.
• Pick up garbage left within landscape areas.
• Removal of all freshly trimmed landscape items and natural deposited items such as annual
leaves and disposal off-site per governing codes.
• Whenever possible use foliar/or soil nutrient testing before applying fertilizers to verify
application timing and rate.
• Use a higher percentage offeliilizers contain slow -release N, such as IBDU and sulfur-
coated urea. Be aware hat organics (i.e. bone meal) and some slow-release fertilizers are
dependent on microbial activity for the release of nitrogen; therefore low soil temperature will
decrease the release of nitrogen available for plant uptake.
• Ifhighly soluble-N fertilizers are used, apply smaller amounts on a more frequent basis.
• Incorporate fertilizer directly into the soil around the plant, where possible, to mInimize
potential surface runoff.
• Although fertilizers must be watered in soil in order to work, the watering in should occur
with light irrigation just after appl ication. Due to the unpredictability of rain events, it is
recommended that fertilizers not be applied in the rain or on th~ siJme day that rain is expected.
• Irrigation application rates and schedules should be adjusted to minimize surface runoff,
especially immediately following the application of a fertilizer.
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• Immediately clean up any spill of fertilizers using dry methods of c1eat1 up such as by
sweeping or scooping up material. .
• Fertilizer storage facilities should be covered and have a impermeable foundation so that
potential spills cannot runoff into surface water or leach into groundwater systems.
• Fertilizers must be securely covered in the vehicle before being transported to application
sites to avoid spillage or loss during transport.
• Weed Control. Weeds will be removed through mechanical means. Herbicide will not be
used because these chemicals may impact the water quality monitoring.
• Thoroughly investigate and consider all leas toxic pest management practices.
• Maintain a complete list of all pesticides used and the use site.
• Use pesticides only according to label instructions.
• Consider weather conditions that could affect application. For example, wind conditions
affect spray drift; rain my wash pesticides off of leaves.
• Do not apply pesticides where there is a high chance of movement into water bodies; for
example, they should not be applied near wetlands, streams, lal,es, ponds or storm drains unless
it is for an approved maintenance activity. .
• In most cases, triple-rinse empty containers before disposal. Patticular information on the
proper disposal of the pesticide and its container can be found 0 the label.
• Never clean or rinse pesticide equipment and containers in the vicinity of storm drains or
other open water areas.
• Store pesticides in areas with cement floors and in areas insulated from temperature extremes.
• Secure chemicals and equipment during transportation to prevent tipping or excess jatTing.
• Pesticides must be transported completely isolated from people, food and clothing for
example in the bed of the truck rather than in the passenger compartment. '.
• Inspect pesticide equipment, storage containers and transportation vehicles frequently.
• Develop a plan for dealing with pesticide spills and accidents.
• Unless their safety is compromised, workers must immediately clean up any chemical spills
according to label instructions and notify the appropriate supervisors and agencies.
• Pesticide applications on public property, which takes place on school grounds, parks, 9r other
public right-of -way where public exposure is possible, shall be posted with warning signs.
• Broken sprinkler heads and/or lines will be repaired or replaced in a timely manner.
• Periodic testing of all irrigation stations to verify if each landscape area is getting the correct
amount of water.
• Periodic testing of all flow reducers andlor shutoff valves to verify in good working order.
Section 5.5.
Hazardous Waste
Suspected hazardous wastes will be analyzed to determine disposal options. Hazardous wastes
generated onsite will be handled and disposed of according to applicable local, state. and federal
regulations. A solid or liquid waste is considered a hazardous waste if it exceeds the ci·iteria
listed in the CCR, Title 22, Article 11. .
4. COMMON AREA LITTER CONTROL
St Croix Capital shall be responsible to implement trash management and litter control
procedures in the common areas aimed at reducing pollution of drainage water. Trash
receptacles shall be placed along traveled paths. Ash urns shall be placed at areas where
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smoking is allowed. The responsibilities shall include litter patrol, emptying of trash receptades
in common areas and noting trash disposal violations.
5. STREET SWEEPING PRIVATE STREETS AND PARKING LOTS
St Croix Capital shall be responsible to sweep the parking lots and private acces~ drives.
6. BMP MAINTENANCE
St Croix Capital shall be responsible for implementation of each non-structural 8MP and
scheduled cleaning andlor maintenance of all non-structural 8MP facilities.
Detention Basin:
The Detention Basin shall be visually inspected on a monthly basis for proper functionality. The
basin shall be cleaned on a yearly basis. The basin shall have all trash and contaminates
removed and disposed of off site per the City of Carlsbad Municipal code. The basin shall be
inspected for worn or damaged parts. All worn or damage parts shall be replaced immediately.
Inlet Inserts:
Hydro-carbon filters shall be visually inspected for proper functionality. The filters shall be
replaced.
General Storm Drain:
All storm drain facilities including inlets, pipes, Detention Basin, inserts shall be visually
inspected yearly for damage or worn parts.
7. MS4 STENCILING AND SIGNAGE
All storm water boxes (catch basins, inlets, etc) shall be stamped or stenciled. with prohibitive
language (e.g., "No Dumping -I Live in the Santa Ana River") andlor graphical icons to
discourage illegal dumping satisfactory to the City Engineer. If required, the stamping shall be
in Spanish as well. The stamping or stenciling shall be maintained to remain legible.
8. LANDSCAPE AND IRRIGATION SYSTEM DESIGN
Landscape and irrigation system was designed to ensure and implement the treatment of runoff
flow.
9. PROTECT SLOPES AND CHANNELS
The operational and maintenance needs to protect slopes and channels shall be:
Convey runoff safely from the tops of slopes
Avoid disturbing natural chatmels
Stabilize disturbed slopes as quickly as possible
Vegetate slopes with native or drought tolerant vegetation
Control and treat flows in landscaping andlor other controls prior to reaching existing natural
drainage systems.
Stabilize temporary and permanent channel crossings as quickly as possible, and ensure that
increases in run-off velocity and frequency caused by the project do not erode the channeL
Install energy dissi paters, sllch as riprap, at the outlets of new storm drains, culverts, conduits, or
channels that enter unlined channels in accordance with applicable specifications to minimize
eroSIOn. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving
waters.
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Line on-site conveyance channels where appropriate, to reduce erosion caused by increased flow
velocity due to increases in tributary impervious area. The first choice for linings should be
grass or some other vegetative surface. since these materials not only reduce runoff velocities,
but also provide water qual ity benefits fr0111 filtration and infiltration. If velocities in the channel
are high enough to erode grass or other vegetative linings. riprap, concrete. soil cement, or geo-
grid stabilization or other alternative.
10. TRASH STORAGE AREAS
The operational and maintenance needs of trash storage areas shall be:
The trash storage area shall be paved with an impervious surface, designed not to allow run-on
from adjoining areas.
The trash storage area shall be screened or walled to prevent off-site transport of trash.
Use lined bins or dumpsters to reduce leaking of liquid waste.
Provide roofs, awnings, or attached lids on all trash containers to minimize direct pI'ecipitation
and prevent rainfall from entering containers.
Pave trash storage areas with an impervious surface to mitigate spills.
Do not locate storm drains in immediate vicinity of the trash storage area.
Post signs on all dumpsters informing users that hazardous materials are not to be disposed of
therein.
The integrity of structural elements that are subject to damage (i.e., screens, covers, and signs)
must be maintained by the owner / operator.
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3.2.2 Source Control BMPs
All hazardous materials with the potential to contaminate urban runoff shall be placed in an
enclosure such as, but not limited to, a cabinet, shed or similar structure that prevents contact
with rain, runoff or spillage to the storm water conveyance system. In addition. the hazardous
materials enclosure shall be protected by secondary containment structure such as berms, dikes,
curbs or temporary spill containment system. The storage area shall also be paved and
sufficiently impervious to contain leaks and spills, and have a roof or awning to minimize direct
precipitation within the secondary containment area.
Trash storage areas shall be paved with an impervious surface, designed not to allow run-on fi'om
adjoining areas and screened or walled to prevent off-site transport of trash; and centain attached
lids on al,l trash containers that exclude rain or contain a roof or awning to minimize direct
precipitation.
Use of efficient irrigation systems shall be incorporated into the landscape design. Rain shutoff
devices shall be employed to prevent irrigation after precipitation. In addition, the irrigation
system shall be designed to meet each landscape area's specific water requirements consistent
with the Carlsbad Landscape Manual. Finally, flow reducers or shutoff valves triggered by a
pressure drop shall be used to control water loss in the event of broken sprinkler heads or lines.
All storm water boxes (catch basins, inlets, etc) shall be stamped or stenciled with prohibitive
language (e.g., "No Dumping -I Live Downstream") satisfactory to the City Engineer. The
stamping or stenciling shall be located in the concrete pavement adjacent to the trench drains. If
required, the stamping shall be in Spanish as well. The stamping or stenciling shall be
maintained to remain legible.
An additional Source Control BMP to be used on-site is good housekeeping. Good
housekeeping practices that shall be utilized on site include keeping outdoor areas in a neat and
orderly condition, picking up garbage left within the pavement and landscape areas. The site
shall be visually inspected on a weekly basis to remove all "foreign" items including, but not
limited to, landscape debris and common trash.
Routine maintenance procedures for good housekeeping include removing all fi'eshly trimmed
landscape items and natural deposited items such as annual leaves and dispose off-site per
governing codes. In addition, during fertilizing, herbicide or pesticide application, over spray to
non-landscape areas shall not be permitted. Application shall be limited to landscape area only.
All fertilizer, herbicide or pesticide shall be applied in the amount and application as provided by
the manufacturer. All empty containers shall be disposed of off-site per local codes. Finally, the
paved areas shall be swept as necessary using dry methods (manual sweeping, street sweepers,
etc) to remove dust and sediment buildup. Sweeping schedule to be determined by St Croix
Capital.
3.2.3 Treatment Control BMPs
As stated in Section III.2.D of the City of Carlsbad's Standard Urban Storm Water Mitigation
Plan Storm Water Standards Manual, high priority projects shall include treatment control BMPs
designed to infiltrate, filter andlor treat runoff from the project footprint to one of the "Sizing
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Treatment Standards" listed in Table 3 of the Manual. The site design for Bressi Ranch Lot 40
will utilize both the Fossil Filter"M Storm Water Filtration System and bio-filtration (grass-lined
swales) for water quality purposes. Both the Fossil Filter"M Storm Water Filtration System and
grass-lined swales can cleanse the runoff generated by a storm event with a rainfall intensity of
0.2 inch/hour without impeding flow.
3.2.3. t Fossil Filtcr''M Storm Water Filtr~ltion System
The Fossil Filter"M Storm Water Filtration System places a catch basin insert device that contains
a filtering medium (a sorbent) just under the grates of the storm water system's catch basins-or
just below the gutter flow line of the system's curb inlets. The water runoff ,flows into the inlet,
through the filter where the target contaminants are removed, and then into the drainage system.
An example of Fossil Filter™ Storm Water Filtration System is shown in Figure 3.1. The system
effectively filters the first flush of storm water runoff from a storm event and provides an
overflow capability sufficient to prevent the system from becoming clogged. The sorbent
medium is a nonleaching inert blend of minerals that contain non-hazardous ingredients, as
defined by Federal EPA, OSHA and WHO.
3.2.3.2 Vegetated Swales
Vegetated swales are vegetated channels that receive directed flow and convey storm water.
Vegetated strips are vegetated sections of land over which storm water flows as overland sheet
flow. ,Pollutants are removed by filtration through the grass, sedimentation, adsorption to soil
pmiicles, and infiltration through the soil. Swales are mainly effective at removing debris and
solid particles, although some dissolved constituents are removed by adsorption onto the soiL
See the Project Plan (Attachment 'B') for a cross-section of the proposed vegetated swales.
3.2.3.1.1 Appropri~te Applications and Siting Constraints
Vegetated swales should be considered wherever site conditions and climate allow vegetation to
be established and where flow velocities are not high enough to cause scour. Even where swales
cannot be sited to accept directed sheet flow, vegetated areas provide treatment of rainfall and
reduce the overall impervious surface.
Factors Affecting Preliminary Design:
Vegetated strips have two design goals:
• Maximize treatment
• Provide adequate hydraulic function for flood routing, adequate drainage and scour
prevention. Treatment is maximized by designing the flow of water through the swale
to be as shallow and long as site constraints allow. No minimum dimensions are
required for treatment purposes, as this could exclude swales from consideration at
some sites. Swales should also be sized as a conveyance system calculated according to
City procedures for flood routing and SCOUI'. To maximize treatment efficiency, strips
should be designed to be as long (in the direction of flow) and as Hat as the site will
allow. No minimum lengths or maximum slopes are required for treatment purposes.
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The area to be used for the strip should be fi'ee of gullies or rills that can concentrate
overland flow and cause erosion. Table 3.2.1 summarizes preliminary design factors for
vegetated swales.
Table 3.2.1: Summary Of Bio-fiItnltion Design Factors (Strips And Swales)
Description Applications/Siting Preliminary Design F'actors
Swales are vegetated channels that • Site conditions • Swales sized as a conveyance
receive and convey storm water. and climate allow sy;;tem (per City of Carlsbad
Strips are vegetated buffer strips vegetation to be flood routing and scour
over which storm water flows as establ ished proced ures)
sheet flow. • Flow velocities • Swales sized as a conveyance
Treatment Mechanisms: not high enough to system (per City of Carlsbad
• Filtration through the grass cause seoul' tlood routing and scour
• Sedimentation procedures)
• Absorption to soil particles • Swale water depth as shallow
• Infiltration as the site will permit
Pollutants removed: • Strips sized as long (in
• Debris and solid paI1icles direction oftlow) and tlat as
• Some dissolved constituents the site allows
• Strips should be free of gullies
or rills
• No minimum dimensjonsor
slope restrictions for treatment
purposes
• Vegetation mix appropriate for
climates and location
Table 3.2.2: Criteria for Optimum Swale Performance
Parameter Optimal Criteria Minimum Criteria
Hydraulic Residence Time 9 minutes 5 minutes
Average Flow Velocity 0.9 ft/sec
Swale Width 8ft 2ft
Swale Length 200 ft 100 ft
Swale Slope 2-6% 1%
Side Slope Ratio (Horizontal:vertical) 4:1 2:1
a e ~. . ropose rass wae er ormance . . T bl 323 P dG SIP ~
Basin
Al
A2
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Time of Concentration (min) Length of SW111e (ft)
-11 min
-25 min
100 ft
100 ft
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3.2.4 Target Pollutants and Proposed BMPs
• Nutrients from fertilizers will be treated primarily by practicing and maintaining good
housekeeping procedures and by the proposed Fossil Filtel:I'M Storm Water Filtration
System and by the vegetated swales as secondary BMPs.
• Trash and debris will be treated by practicing and maintaining good housekeeping
procedures and by the proposed Fossil Filte/M Storm Water Filtration System as a
secondary BMP.
• Pesticides from landscaping will be treated by practicing and maintaining good
housekeeping procedures.
• Oxygen demanding substances from landscaping will be treated by practicing and
maintaining good housekeeping procedures.
,. Oil and grease from parked cars will be treated by the proposed Fossil Filte/M Storm
Water Filtration System and by the proposed vegetated swales.
• Heavy metals from parked cars will be treated by the proposed Fossil Filter'IM Storm
Water Filtration System and by the proposed vegetated swales.
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MANHOLE
CATCH
BASIN
(SEE NOTE 6)
FILTER BODY
FIL TER BASKET
FOSSIL ROCK TflIL TER
MEDIUM POUCH
SIDE VIEW
NTS
CATCH
BASIN
CURB OPENING
GUTTER
FLOWLINE FLO-GARD
FI fER BODY
JIB" X J"
ANCHOR BOLT
(J PER SECT/ON)
NO rES: ANCHOR DETAIL
1. FLO-(}ARDTIi FIL TER 80DY SHALL 8E MANUFACTUR£D FROM PETROLEUM RESISTANT
FI8ER(}LASS MIlCH MEETS OR EXCEEDS PS 15-69.
2. ALL METAL COMPONENTS SHALL 8E STAINLESS STEfl (TYPE 304).
J. REMOVA8LE FIL TER 8ASKfT SHALL 8E CONSTRUCTED FROM DURA8LE POL YPROPYLENE
WOVEN MONOFILAMENT G£OTEXlILE.
4. FLO-(}ARDN FILTER 80DY SHALL 8E SECURED TO CATCH 8ASIN WALL mTH EXPANSION
ANCHOR 80L TS AND WASHER (SEE DETAIL).
5. FLO-GARDN INSERTS AR£ AVAILA8LE IN 24" OR JO" L£NGTH SECTIONS AND MAY 8E
INSTALLED IN VARIOUS COM81NA liONS (E.ND TO END) TO FIT MOST CATCH 8ASIS mDTHs.
6. AL TER BASK£T MA Y 8E REMOVED THROUGH CURB OPENING FOR EASE OF MAINTENANCE.
7. AL TER MEDIUM SHALL 8£ FOSSIL ROCK , IN DISPOSABLE POUCHES, INSTALLED AND
MAINTAINED IN ACCORDANCE mTH MANUFACTUR£R RECOMMENDATIONS.
FOSSIL FIL TER FLO-GARD
SUPPLEMENTAL INSERT (PVT)
CURB OPENING INLET 0Gu/ZE. 3, /.1
- - - - - - -_. ----~ _. - -.. ---. --.--
ST AINLESS STEEL
SUPPORT FRAME
CORNER SUPPORT
BRACKETS
NEOPRENE GASKET
(HID SIDES)
DURABLE \JOVEN
MESH FILTER BODY'
REPLACEABLE
ADSORBENT-FILLE
_ .,., POUCHES
~
.;j s:
~
(1\
VJ .. --('l
SIL T AND DEBRIS
CONTAINMENT AREAS
REPLACE;ABL~
HIGH FLOW
BYPASS
TOP VIEW
~i .,9 e
ADSORBENT-FILLED' SECTION VIEV. POUCHES
MODULAR DESIGN FOR
EASY REPLACEMENT OF
FILTER COMPONENTS
NOTES:
1. FLO-GAR'" FILTER BOOY IS PREFABRICATED FROM POLYPROPYLENE KQ~N MONOFILAMENT GEOTEX71Lf.
2. ALL METAL COMPONENTS SHALL BE STAINLESS STEEL (TYPE 304).
J. REFER TO APPUCA 710N CHART FOR CATCH BASIN AND FlL TER SIZING.
4. FlL T£R MEDIUM SHALL BE FOSSIL ROCKlM, INSTALLED AND MAINTAINED IN ACCORDANCE ..,m
MANUFACTURER RECOMMENDA nONs.
5. REFER· TO MANUFACTURER'S RECOMMENDATlONS FOR MAINTENANCE PROGRAM.
6. FLO-CAR'" INSERTS MA Y BE INSTALLED WITHOUT ADSORBENT POUCHES DURING COURSE OF
CONSTRucnON AS A SEDIMENT A 710N CONTROL DEWCf. AFTER CONSTRucnON, REMO~ THE
SEDIMENT AND INSTALL THE ADSORBENT POUCHES.
FOR APPLICATION CHART
SEE BELOW
FOSSIL FIL TEA
FLO-GARD
CATCH BASIN INSERT
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.' ··,·,.1,·· HYDRAULIC TESTING (Bypass Flow)
o'! .
Tests were conducted by consufting Civil Engineer and Hydrologist Mr. David
Sandine of Sandine & Associates to determine maximum fiitration rates and
now impediment during high flows using the Fossil RlterlN system. Installations
and tests were conducted at the Petaluma Marina in Petaluma. California.
INSTA lLA 1l0N 1 (FLAT GRATED DRAIN INLET):
Single stage Fossil Filte(1W Hydrocarbon system installed into a flat grated
drain inlet with an inside dimension of2r x 27". The installed square filter had
total filter length of approximately 96" (8 nnear feet) and. atter ,installation, lett
an open area high-now bypass in the center of approximately 16" x 16".
INSTAlLATJON 2 (CURB INLET): .
Dual stage Fossil FilterlN system installed in a City of Petaluma. standard curb ,.' r
opening inlet with a curb opening width of 48" (4 linear feet). Two 48" (4 linear
feet) straight filter rail sections were used, totaling 96" IiHer length (8 nnear
feet).
TEST 1
The first tests were conducted using a 450 GPM (1 CFS) flow rate to determine
if the Fossil Filte("" would reduce the drainage inlet's hydraulic capacity in
either of the above outlined installations.
Results: A 450 GPM (1 CFS) flow rate showed no apparent restriction in flow.
Equipment was not available to test assumed design hydraulic capacities
greater than 1 CFS but it was apparent that the Fossil FilterTN could have
handled a greater flow rate without overftow.
TEST 2
The second set of tests were conducted on the dual stage curb opening
installation (installation 2 above), using a metered fire hydrant to determine the
flow rate at which overflow of both stages of the Fossi' FiHerTN would occur.
The tests commenced with low velocity flows similar to those encountered' at
the beginning of a rain event and then increased until overflow of the upper and
then the lower stages occurred.
Results: The dual stage Fossil FilterlN installed in the curb opening inlet
effectively tiHered a flow rate up to 4S GPM before any bypass of the upper
stage began at 92 GPM before bypass of the lower stage began.
CONCLUSIONS
These tests confirmed that the Fossil FinerN system is an effective method of
fittering stormwater runoff during initial and low flows. Further, because of the
bypass area designed into the Fossil FilterN. it will not restrict inlet capacity
under high rate of now -even if the Fossil FifterTM itself becomes clogged.
Note: Above testing performed on Original Hydrocarbon style filters. Test
information on FIo-GardTW , Perk FilterThf and other Fossil FilterlM products
http://www.kristar.comJ]evel2linfolinfoA3.html. -F/CfAl26-··":I.~
.... ~ .... -.
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Best ~nagement ~ Practices
~: ~A
BEST MANAGEMENT PRACTICE (8MP) FOR THE REMOVAL
OF PETROLEUM HYDROCARBONS , SILT AND DEBRIS
FROM STORMWATER RUNOFF THROUGH THE USE OF
CATCH BASIN INSERT FILTRATION SYSTEMS
The Concept of Stormwater Catch Basin Insert Filtration:
Essentially, catch basin insert filtration is the placement of devices that contain
a filtering medium (a sorbent) and a silt and debris containment area just under
the grates of the stormwater system's catch basins. Placement of the devices
at the entrance of the storm drain system provides the capability of removing
all manner of pollutants from the runoff before they even enter the drainage
system and have a chance to go underground and become saturated or
emulsified. The water runoff flows into the inlet, through the filter where the
sorbent's target contaminants, sediment and debris are removed~ and then into
the drainage system. The devices must be capable of effectively filtering the
first flush of a rain event and provide an overflow capability sufficient to prevent
the system from becoming clogged. The sorbent filter medium must be an inert
blend of minerals that contain non-hazardous ingredients, as defined by the
Federal EPA, OSHA and WHO (World Health Organization). Further, the
medium should be non-leaching, contain no reactive chemicals, be non-
carcinogenic, non-biodegradable, non-toxic, non-inflammable and non-injurious
to asphalt, cement, carpet, tile, soil, or plant life.
Target Pollutants:
The Catch Basin Filters should have a capability of capturing and retaining
petroleum hydrocarbons and silt and debris. The sorbent's primary target
contaminants are petroleum hydrocarbons, to include most, if not all, oil-based
products generated by motor vehicles powered by fossil fuel or lubricated with
any of the fossil fuel by-products. These include gasoline, oil, grease, some
anti-freezes, and other such products plus other types of contamin~nts (Le.
heavy metals) that may become attached through incidental capture to the
hydrocarbon, silt and debris. The structure of the device should be capable of
capturing and retaining silt, debris, litter, vegetation and other pollutants that
may be bome by the runoff. The device should have at least one bypass
capability in the event of heavy flows but yet be cabable of retaining floatables.
Current Technology:
Of the catch basin insert filtration systems currently on the market that target
petroleum hydrocarbons, Flo-GardlM , a product of KriStar Enterprises of
Sonoma County, California, is the most prominent. The Flo-GardlM introduced
a concept that was unique enough to qualify for a U.S. patent. Prior to the
introduction of Flo-Gard™ and its prececessor, the leading technology for
separating oil from water runoff was large underground precast concrete
oillwater separators. They were expensive to purchase and install and CGliid be
used only on new construction projects. Generally because they were
underground (and out of Sight). inspection was very difficult and maintenance
was expensive. Consequently, they were usually forgotten and any pollutants
collected were either transported to the receiving body of water or remained in
the system to become emulsified into harmful nutrients and then flushed to the
http://www.kristar.comlleve12/info/info B .html
. --C) ..... .I. V.1. tot
1/22/2004
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~ . --- _ ..... ----.~ ... _._ ........ ".""'4 .... ~... rage" ot-,
receiving body of water with a future rain event. Also, absent, regular
maintenance. and if standing water is allowed, water bearing systems can
become a habitat for bacteria and insects (mosquitoes).
Flo-Gard™, on the other hand, costs but a fraction of the concrete units to
purchase and installation usually consists of removing the inlet grate, inserting
the tilter and replacing the grate. They can be used in both new and post-
construction projects; visual inspection is simple; and maintenance can be
performed usually in a matter of minutes.
Flo-Gard1ltl is availabe off the shelf for common size/shape inlets or can be
fabricated for non-standard inlets. Models of the Flo-GardlM are available for
square, rectangular, round and curb or combination inlets and trench drains.
According to the manufacturer, a device to fit most any situation is possible.
Device Construction:
The catch basin filtration system structure should be constructed so as to
cause the water to flow through the unit's filter medium (sorbent) and be of a fit
that prevents leakage around the exterior of the filter. The device should have
sediment and debris removal capabilities, the unit should also include a .
containment area. To prevent corrosion and the release of oxidized metals into
the system, all of the device's construction materials should be of high-density
polyethylene (HOPE), petroleum-resistant fiberglass, stainless steel, or woven
polypropylene monofilament geotextile. The use of galvanized stf~el should
not be allowed. The inlet device should provide at least one bypass in the
event of high nows; yet should have a built-in capability of retaining f10atables
during bypass. .
Recommended Effectiveness:
Manufacturers of Catch Basin Filtration Systems, acceptable for installation,
should be able to produce proof of appropriate laboratory or field testing of both
the instal/ed sorbent and the structure itself. The tests should have
demonstrated a capability of removing petroleum hydrocarbons and for
containing other pollutants that enter the inlet plus proof that the device will not
clog up the drainage system.
Applicability of Devices to EPA's NPDES and SWPPP's:
The Federal EPA's NPDES program, designed to control the discharge of
pollutants to waters of the United States, cites a definition of oil/water separator
as, "A device installed usually at the entrance to a drain, which removes oil and
grease from water flows entering the drain".
Catch Basin Filtration Systems acceptable for installation in petroleum
hydrocarbon-generating areas should fit the federal EPA's definition of oillwater
separator (above). Flo-Gard™ meets the EPA description plus it meets the.
EPA mandate of BAT (Best Available, Technology) while being "economically
feasible." Based on the foregoing. Flo-Gard TM is suitable for inclusion as a BMP
in local SWPPP ·s. Plus, Flo-Gard™ has an added capability of removing
sediment and debris from the runoff.
Recommended Uses:
Catch Basin Insert Filtration Systems should be required for aI/locations where
petroleum hydrocarbons and sediment and debris are major sources of
pollution to stormwater runoff and the water can be directed into a ~rainage
inlet. Employee and customer parking lots, corporation yards, equipment
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.-- ----------_ .. _ ... --_ .. -... -.. ..." ...
service areas, toll-gates, refueling facilities areas are prime examples of such
locations. They should be required for new construction a'nd whenever a permit
is issued to renovate or remodel an existing location.
Inspection and Maintenance Procedures:
Each IIlspection of the installed filtration systems should include broom
sweeping the area around the inlet, removal of the inlet grate, removal of trash
and debris and visual inspection of the filter and its installed sorbent.
The sorbent pouches should be removed, cleaned and insp~cted and, if .the
media is more than 50% coated, new pouches should be installed. The deviCe
should then be returned to its normal operating configuration, the intet grate
replaced and another broom cleanup completed. The exposed filter media and
collected debris should be placed in a DOT approved drum and disposed of in
accordance with local agency requirements.
Follow-On Maintenance:
Because of past abuses of installed stormwater treatment devices, some
governmental agencies within California, that accept Flo-Gard TM as a BMP for
stormwater runoff r are· now requiring proof oe a· follow-on maintenance
program. Other states are now following California's lead. It is recommended
that the agencies require proof of either a contractor maintenance program or
that the landowner certifies that they will provide maintenance, and the
installations be made a component of periodic inspection tours.
KriStar Enterprises, the manufacturers of Flo-Gard™, provides a ,
comprehensive maintenance program that not only provides for maintenance
of all stormwater filtration systems (to include other than Flo-Gard™) but
notifies the owner and the appropriate oversight agency when maintenance
has been performed.
Limitations:
The efficiency of any filtration system is in direct proportion to the caliber of its
maintenance program. Another system limitation is unsuitable installation sites.
Examples of such sites would be areas with heavy leaf loading, areas next to
sand or dirt piles and areas with permeable (non-hard) surface where soil and
stones can be washed into the inlet.
Recommendations:
1. That Catch Basin Filtration Systems such as Flo-Gard™ be included as a
BMP for preventing pollution of stormwater runoff by petroleum hydrocarbons,
silt and debris.
2. That new and post-construction projects in areas subject to the generation of
petroleum hydrocarbons, silt and debris be surveyed as potential sites for
installation of Catch Basin Insert Filtration Systems.
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I: a.~t: J ot 4
112212004
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SUlJJPlary of ~ Tests
A SUMMARY OF TESTS OF FLO-GARDTM AND OF FOSSIL
ROCKTM
This document summarizes tests and evaluations that have been conducted
on Flo-Gard™ and Fossil RockTM , its installed adsorbent filter medium. The
purpose of this document is to present a factual capsulization of the pertinent
parts of several lengthy documents in one document. The tests were
performed by the cited engineering finns, laboratories and other agencies.
LABORATORY TESTING OF FOSSIL ROCKTM ADSORBENT
1. Prism Laboratory Tests: On November 28,1995, Prism laboratories of
Charlotte, NC performed TClP (Toxicity Characteristic leaching Procedure) of . --_'0-
Fossil Rock"'" , the adsorbent installed in Fossil Filters TM •
Under laboratory conditions, testing was conducted with two [one] liter
containers of water into which 50 drops of waster oil had been deposited. Liter
A was tested for Method SW-846 #9070. Liter B was filtered through 10 grams
of Fossil Rock™ and then used for TClP testing.
Results: Fossil Rock™ from Liter A retained 98% of the waste oil. TClP
testing after Liter B was filtered disclosed trace amounts of arsenic, selenium,
cadmium, chromium lead, silver, mercury and barium at levels far below the ,
EPA limits.
2. Entech Lab Tests: In May 1996, Entech Analytical labs, Inc. of Sunnyvale
CA conducted a lengthy series of tests of Fossil Rock"'" • An anal¥tical
summary of the test results is as follows:
Back to Top of Page
Low level Contamination High Level
Contamination
Constituent After Treatment % Removal After Treatment
Antimony 0.075 25% 9.55
Arsenic 0.029 71% 9.57
Barium 0.115 None 10.29
Beryllium 0.102 None 10.45
Cadmium 0.102 None 10.1
Chromium 0.094 6.0% 10.65
Cobalt 0.101 None 10.16
Copper 0.105 None 9.56
lead 0.097 3.0% 9.87
pc fAJZe "3,1.7
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% Removal
4.5%
4.3%
None
None
None
None
None
4.4%
1.3%
• "6'" 1 ur.!
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Mercury 0.010 0 0.0047 99.5%
Molybdenum 0.061 39.0% 9.2 8.0%
Nickel 0.101 None 9.98 0.2%
Selenium 0.119 None 11.21 None
Silver 0.088 12.0% 6.21 31.9%
Thallium 0.016 84.0% 10.79 None
Vanadium 0.094 6.0% 9.95 0.5%
Zinc 0.179 None 10.23 None
Oil & Grease 3.6 55.0% 46.4 53.6%
Motor Oil 0.052 94.8% 0.78 ,99.2%
Diesel 0.014 98.6% 0.63 99.4%
Gasoline 0.441 55.9% 34.8 65.2%
3. Fossil RocklM Characterization Project by Entech Labs, 'Inc. of,
Sunnyvale CA
Objective: Determine the ability of Fossil Rocknt to remove varying levels of a
wide range of contaminants commonly found in industrial storm water
discharges.
Scope: Testing was conducted at High and Low relative concentrations for the
following sets of contaminants: Diesel, Motor Oil, Gasoline, Oil & Greases and
Heavy Metals.
Results: (In % removal of contamination) are summarized in the table below:
Contaminants Low Level High level
Concentration Concentration
Heavy Metals No Significant Change No Significant Change
Gasoline 55.9% 65.2%
Diesel 98.6% 99.4%
Motor Oil 94.8% 99.2%
Oil & Grease 55.0% 53.6%
Conclusions: Based on the above testing:
1. Fossil Rock1M absorbs virtually all Diesel and Motor Oil presenUn water as it
flows through the material.
2. Fossil Rock1M absorbs more than 50% of the Gasoline present in water as it
flows through the material.
3. Fossil Rock 1M does not absorb significant amounts of Heavy Metals or Non-
Petroleum based Oil & Grease as it flows through the material. '
U.C.L.A. TESTS OF FOSSIL FILTER FLO·GARDTM HIGH
CAPACITY CATCH BASIN INSERT, CONDUCTED IN
OCTOBER 2000
TESTING PROTOCOL:
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Tap water from a three inch water line was metered into the system at a
constant rate of 15 gallons per minute. The flow was regulated by a Doppler
effect velocity meter, which measured the velocity of particles contained in the
tap water. Small amounts of compressed air were injected into the ftowto
simulate particles. The water then flowed through a stilling basin which allowed
the pressure and velocity to decrease and dampen. The water then flowed by
gravity through a 24 inch wide Hume to the catch basin. The contaminants (oil
and grease) were then, by metering pump, released at a rate of 15 to 28 MG
per liter of water into the ftume where the flowing conditions provided adequate
mixing. The water flowed down the flume into the catch basin. The entire flow
entered the catch basin through the insert: no flow was bypassed. Influent
samples were collected in the water fall from the flume into the insert. Effluent.
samples were collected by passing -a sampte"-container below the filter insert.
The testing process involved two tests, the first for Percent Removal of Oil and
Grease and the second for Total Oil and Grease Absorbed. Each of the two
tests involved three sequence tests: The first was 30 minutes in duration, the
second was also 30 minutes in duration and the third was three hours in
duration for a total test-time of four hours.
TEST RESULTS:
PERCENT REMOVAL OF OIL AND GREASE IN THREE SEQUENCE
TESTS
First sequence of 30 minutes: The filter removed between 79% and 87% of
the oil and grease with the higher rate occurring in the first 15 minutes of the
test.
Second sequence of 30 minutes: The filter removed between 69% and 89%
of the oil and grease with the higher rate occurring during the second half of
the period.
Third sequence of three hours: The filter removed between 70% and 90% of
the oil and grease at a uniform rate throughout the testing period.
TOTAL OIL AND GREASE ABSORBED IN THREE SEQUENCE TESTS: At
the end of the:
First sequence of 30 minutes: The amount of oil and grease absorbed
totaled approximately 20,000 mg;
Second sequence 0(,30 minutes: The amount of oil and grease absorbed
totaled approximately 65,000 mg;
Third sequence of three hours: The amount of oil and grease absorbed
totaled approximately 300,000 mg of oil and grease.
Note:
The above testing protocol for tests of the Fossil Filter Flo-Gard High Capacity
catch basin inserts was developed, and the October 2000 tests performed, by
Professor Michael Stenstrom of the University of California at Los Angeles
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4.0 OPERATION AND MAINTENANCE PROGRAM
The operation and maintenance requirements for each type of BMP are as follows:
4.1 Source Control BMPs
4.1.1 H~lzurdous Mutcrial Storage
Hazardous materials with the potential to contaminate urban runoff shall be:
.• Placed in an enclosure such as, but not limited to a cabinet, shed, or similar structure that
prevents contact with rain, runoff or spillage to the storm water conveyance system.
• Protected by secondary containment structures such as berm, dikes, or curbs.
• The storage shall be paved and sufficiently impervious to contain leaks and spills.
• The storage shall have a roof or awning to minimize direct precipitation within the
secondary containment area.
4.1.2 Trash Stornge
The operational and maintenance needs of trash storage shall be:
• The trash storage area shall be paved with an impervious surface, designed not to allow
run-on from adjoining areas.
• The trash storage area shall be screened or walled to prevent off-site transport of trash.
• All trash containers shall contain lids that exclude rain.
4.1.3 Efficient Irrigation System
The operational and maintenance needs of an irrigation system are:
• Preventive maintenance and visual inspection of all sprinkler heads and lines.
• Periodic testing of all irrigation stations to verify if each landscape area is getting
the correct amount of water.
• Periodic testing of all flow reducers and/or shutoff valves to verify in good working
order.
Inspection Frequency
The facility will be inspected and inspection visits will be completely documented:
• Once a month at a minimum or as directed by the City of Carlsbad.
Aesthetic and Functional Maintenance
Both forms of maintenance will be combined into an overall Stormwater Management
System Maintenance.
Aesthetic Maintenance
The following activities will be included in the aesthetic maintenance program:
• Broken sprinkler heads and/or lines will be repaired or replaced in a timely manner.
Prepared By
Partners Planning and Engineering
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Functional Maintenance
Functional maintenance has two components:
Preventive maintenance
Corrective maintenance
Preventive Maintenance
Preventive maintenance activities to be instituted for an irrigation system include:
• Preventive maintenance and visual inspection of all sprinkler heads and lines.
• Periodic testing of all irrigation stations to verify if each landscape area is getting
the COl1'ect amount of water.
• Periodic testing of all flow reducers and/or shutoff valves to verify in good working
order.
C011'ective Maintenance
Corrective maintenance is required on an emergency or non-routine basis to correct
problems and to restore the intended operation and safe function of an irrigation
system. Corrective maintenance activities include:
• Broken sprinkler heads and/or lines will be repaired or replaced in a timely manner.
• General Facility Maintenance. In addition to the above elements of corrective
maintenance, general corrective maintenance will address the overall irrigation
system and its associated components. If corrective maintenance is being done to
one component, other components will be inspected to see if maintenance is
needed. .
4.1.4 Inlet / Catch Basin Tiles
The precast concrete grated catch basins shall be adorned with tiles containing prohibitive
language and/or icons to discourage illegal dumping. The legibility of the tiles will be
maintained and they will be placed flush with the top of the concrete to reduce tripping by
pedestrians. All tiles shall be inspected at least once a month or as directed by the City of
Carlsbad. Should the legibility of the tile be in question, then the tile shall be repaired or
replaced to restore full legibility.
4.1.5 Good Housekeeping
The operational and maintenance needs associated with good housekeeping are:
• Keep outdoor areas in a neat and orderly condition.
• Pick up garbage and/or animal fecal waste left within the pavement and landscape
areas.
• Periodic sweeping of the paved areas.
• Removal of all freshly trimmed landscape items and natural deposited items such as
annual leaves and disposal off-site per governing codes.
• Apply all fertilizer, herbicide or pesticide in the amount and application as. provided
by the manufacturer.
Prepared By
Partners Planning and Engineering
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Inspection Frequency
The site will be inspected and inspection visits will be completely docllmented:
• On a weekly basis or a directed by the City of Carlsbad
Aesthetic and Functional Maintenance
Both forms of maintenance will be combined into an overall Stonnwatel' Management
System Maintenance.
Aesthetic Maintenance
The following activities will be included in the aesthetic maintenance program:
• Keep outdoor areas in a neat and orderly condition.
• Pick up garbage andlor animal fecal waste left within the pavement and landscape
areas.
• Periodic sweeping of the paved areas.
• Removal of all freshly trimmed landscape items and natural deposited items sllch as
annual leaves and disposal off-site per governing codes.
• Weed Control. Weeds will be removed through mechanical means. Herbicide will
not be used because these chemicals may impact the water quality monitoring.
Functional Maintenance
Functional maintenance has two components:
Preventive maintenance
Corrective maintenance
Preventive Maintenance
Preventive maintenance activities to be instituted with good housekeeping are:
• Apply all fertilizer, herbicide or pesticide in the amount and application as provided
by the manufacturer.
Corrective Maintenance
Corrective maintenance is required on an emergency or non-routine basi.s.Corrective
maintenance activities include:
• General Facility Maintenance. General corrective maintenance wUI address the
overall facility and its associated components. If corrective maintenance is being
done to one component, other components will be in~pected to see if maintenance is
needed.
Prepared By
Partners Planning and Engineering
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4.2 Treatment Control BMPs
4.2.1 Fossil FiIter™ Storm Water Filtration System
The operational and maintenance needs of a Fossil Filter'lM Storm Water Filtration System are:
• Removal of contaminants, sediments and debris from stormwater runoff.
• Absorption of petroleum hydrocarbons and oil-based products from stormwater runoff.
Inspection Frequency
The Fossil Filte/M Storm Water Filtration System will be inspected on a regular basis. The
frequency of inspection would be based on pollutant loading, amount of debris, leaves, etc., and
amount of runoff. The manufacturer's recommendations include no less than three inspections
per year.
Manufacturer guidelines for inspection frequency are:
• For areas with a definite rainy season:
Prior to and during the rainy season.
• For areas subject to year-round rainfall:
On a recurring (preferably scheduled) basis.
• For areas with winter snow and summer rain:
Prior to and just after the snow season and during the summer rain season.
• For filters not subject to the elements (wash racks, parking garages, etc.):
Inspections should be on a regular basis.
Aesthetic Maintenance
The parking lot will be swept on a regular basis. Sediment ai1d debris (litter, leaves, papers,
cans, etc.) within the area and especially around the drainage inlet will be collected and removed
Preventive Maintenance
Preventive maintenance for the FloGard'l'M Storm Water Filtration System will be:
• After broom sweeping and removal of debris around the inlet, the catch basin grate will be
removed and the condition of the screens will be checked.
• For Hydrocarbon units with screens covering the adsorbent, the condition of the screen will
be checked and the adsorbent will be inspected through the screen. If excessive silt covers the
top of the adsorbent or if the adsorbent granules are more than one-half coated with a dark
gray or black substance, the adsorbent will be replaced.
• For FloGard'lM units with adsorbent pouches, the condition of the pouches will be checked
and a visual inspection made of the enclosed adsorbent. If the granules are coveted, the
pouches will be replaced.
• For Flo-Gard'IM filters, which have a fabric filter body, the serviceability of the fabric will be
determined and, if called for, replaced with a new one.
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Corrective Maintenance
Corrective maintenance is required when the exposed adsorbent filter medium needs to be
replaced. To replace the filter medium, the steps are:
• To avoid spilling the exposed adsorbent filter medium into or onto the surrounding surface,
the person replacing the adsorbent should move away from the inlet and work over a large
work cloth.
• All exposed adsorbent and collected debris must be dumped into a D.O.T.-approved
container for later disposal. The method of replacing the adsorbent depends on the type of
filter.
• For filters with removable filter cartridges, the cartridges need to be removed from the
filter, the end caps r~moved and the exposed material poured out. The new adsorbent will
be poured into the adsorbent containment area to a level about 1 Y2 inches from th~ top
. screen when the filter cartridge or filter is level.
• For filters with one-piece top screens, the entire filter needs to be removed to Hie work
area, the top screen removed and the exposed material poured out. The new adsorbent
will be poured into the adsorbent containment area to a level about 1 Yz inches from the
top screen when the filter cartridge or filter is level.
• For filters with adsorbent pouches, the pouches need to be removed and disposed of. The
new adsorbent pouches are snapped into place.
Disposal of Exposed Adsorbent, Debris and Trash
The exposed adsorbent, debris and trash that is generated, will be properly disposed of by St
Croix Capital.
• The exposed adsorbent is non-biodegradable, non-leaching and non-cai'cinogenic so, with
proper handling and documentation, it can be disposed of at a landfill. However, because
disposal regulations vary by area, St Croix Capital will contact their local regulatory agency
and landfill to ensure compliance with local and state environmental regulations.
Hazardous Waste
Suspected hazardous wastes will be analyzed to determine disposal options. Hazardous
wastes generated onsite will be handled and disposed of according to applicable local,
state, and federal regulations. A solid or liquid waste is considered a hazardous waste if
it exceeds the criteria listed in the CCR, Title 22, Aliicle 11. .
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Stormwater runoff occurs when precipitation
from rain or snowmelt flows over the ground.
Impervious surfaces like driveways, sidewalks,
and streets prevent stormwater from
naturally soaking into the ground.
Storm water can pick up debris, chemicals, dirt, and other
pollutants and flow into a storm sewer system or directly to
a lake, stream, river, wetland, or coastal water. Anything that
enters a storm sewer system is discharged untreated into
the waterbodies we use for swimming, fishing, and providing
drinking water.
Polluted stormwater runoff can have
many adverse effects on plants, fish,
animals, and people.
• Sediment can cloud the water
and make it difficult or
impossible for aquatic plants to
grow. Sediment also can '
destroy aquatic habitats.
• Excess nutrients can cause
algae blooms. When algae die,
they sink to the bottom and'decompose
in a process that removes oxygen from
the water. Fish and other aquatic
organisms can't exist in water with low
dissolved oxygen levels.
• Bacteria and other pathogens can wash
into swimming areas and create health
hazards, often making beach closures
necessary.
• Debris-plastic bags, six-pack rings, bottles, and
cigarette butts-washed into waterbodies can choke, suffocate, or
disable aquatic life like ducks, fish: turtles, and birds.
• Household hazardous wastes like insecticides, pesticides, paint,
solvents, used motor oil, and other auto fluids can poison aquatic life.
Land animals and people can become sick or die from eating diseased
fish and shellfish or ingesting polluted water.
• Polluted storm water often
affects drinking water
sources. This, in turn, can
affect human health and
increase drinking water
treatment costs.
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Rergrh O't pwpeJg dlJpDl.I!E of kw.elwld prwditill t/rot
eo«1D.u~ rk«itdJ, .uek, a! ill4eetleufet., Pel,1leJdel" pau<t
4dvelili., ov.d w.ed #w1:ct ud ov.d utfta rui!U r&d.
Washing your car and
degreasing auto parts at home
can send detergents and other
contaminants through the
storm sewer system. Dumping
automotive fluids into storm
drains has the same result as
dumping the materials directly
into a waterbody.
• Use a commercial car wash that treats or
recycles its wastewater. or wash your car on
your yard so the water infiltrates into the
ground.
Dol{, 't prxa "fh",. IlIi1ir t/te glf./XlJld IJ'(, UiJh lfiJ'TJj~ d;roim,.
Lawn care
Excess fertilizers
and pesticides
applied to lawns
an_d gardens wash
off and pollute
streams. In
addition, yard
. clippings and
leaves can wash
into storm drains and contribute
nutrients and organic matter to streams.
• Don't overwater your lawn. Consider
using a soaker hose instead of a
sprinkler.
• Use pesticides and fertilizers
sparingly. When use is necessary, use
these chemicals in the recommended
amounts. Use organic mulch or safer
pest control methods whenever
possible.
• Compost or mulch yard waste. Don't
leave it in the street or sweep it into
storm drains or streams.
• Cover piles of dirt or mulch being
used in landscaping projects.
• Repair leaks and dispose of used auto fluids
and batteries at designated drop-off or
recycling locations.
Septic
systems
Leaking and
poorly
maintained
septic
systems release nutrients and
pathogens (bacteria and
viruses) that can be picked up
by stormwater and discharged
into nearby waterbodies.
Pathogens can cause public
health problems and
environmental concems.
• Inspect your system every
3 years and pump your
tank as necessary (every 3
to 5 years).
• Don't dispose of
household hazardous
waste in sinks or toilets.
Pet waste
Pet waste can be
a major source of
bacteria and
excess nutrients
in local waters.
• When walking
your pet.
remember to pick up the
waste and dispose of it
properly. Flushing pet
waste is the best disposal
method. Leaving pet waste
on the ground increases
public health risks by
allowing harmful bacteria
and nutrients to wash into
the storm drain and
eventually into local
waterbodies.
Permeable Pavement-Traditional concrete and
asphalt don't allow water to soak into the ground.
Instead these surfaces rely On storm drains to
divert unwanted water. Permeable pavement
systems allow rain and snowmelt to soak through.
decreasing stormwater runoff.
Rain Barrels-You can
collect rainwater from
rooftops in mosquito-
proof containers. The
water can be used later-on
lawn or garden areas.
Rain Gardens and
Grassy Swales-Specially
designed areas planted
with native plants can provide natural places for
rainwater to collect
and soak into the
ground. Rain from
rooftop areas ot paved
areas can be diverted
into these areas rather
than into storm drains.
Vegetated Filter Strips-Filter strips are areas of
native grass or plants created along roadways or
streams. They trap the pollutants stormwater
picks up as It flows across driveways and streets.
Dirt. oil. and debris that collect in
parking lots and paved areas can be
washed into the storm sewer system and eventually enter local
waterbodies.
• Sweep up litter and debris from sidewalks. driveways and parking lots.
especially around storm drains.
Erosion controls that aren~t maintained can cause
excessive amounts of sediment and debris to be
carried into the stormwater system. Construction
vehicles can leak fuel. oil. and other harmful fluids
that can be picked up by stormwater and
deposited into local waterbodies.
• Divert stormwater away from disturbed or
exposed areas of the construction site.
• Cover grease storage and dumpsters
and keep them clean to avoid leaks.
• Report any chemical spill to the local
hazardous waste cleanup team.
They'lI know the best way to keep
spills from harming the environment.
• Install silt fences. vehicle mud removal areas.
vegetative cover. and other sediment and
erosion controls and properly maintain them.
especially after rainstorms.
• Prevent soil erosion by minimizing disturbed
areas during construction projects. and seed
and mulch bare areas as soon as possible.
Lack of vegetation on stream banks can lead to erosion. Overgrazed pastures can also
contribute excessive amounts of sediment to local waterbodies. Excess fertilizers and
pesticides can poison aquatic animals and lead to destructive algae blooms. Uvestock in
streams can contaminate waterways with bacteria. making them unsafe for human contact.
-• Keep livestock away from streambanks and provide
them a water source away from waterbodies.
• Store and apply manure away from waterbodies and in
accordance with a nutrient management plan.
• Vegetate ripanan areas along waterways.
• Rotate animal grazing to prevent soil erosion in fields.
• Apply fertilizers and pesticides according to label
instructions to save money and minimize pollution.
Improperly managed logging operations can result in erosion and
sedimentation.
• Conduct preharvest planning to prevent erosion and lower costs.
t Use logging methods and equipment that minimize soil disturbance.
• Plan and design skid trails. yard areas. and truck access roads to
minimize stream crossings and avoid disturbmg the forest floor.
• Construct stream crossings so that they minimize erosion and physical
changes to streams.
• Expedite revegetation of cleared areas.
Uncovered fueling stations allow spills to be
washed into storm-drains. Cars waiting to be
repaired can leak fuel. oil, and other harmful
fluids that_can be picked up by stormwater.
• Clean up spills immediately and properly
dispose of cleanup materials.
• Provide cover over fueling stations and
design or retrofit facilities for spill
containment.
• Properly maintain fleet vehicles to prevent
oil. gas. and other discharges from being
washed into local waterbodies.
• Install and maintain Oil/water separators.
------------------
Use These Guidelines For Outlioo'ltci(=anlnlfActlvlties~iln-lfwa'shwaler"DisPOSIII"
Do . . . Dispose of small amounts of washwater from cleaning
building exteriors, sidewalks, or plazas onto landscaped or unpaved
surfaces provided you have the owner's permission and the discharge will
not cause flooding or nuisance problems, or flow Into a storm drain.
Do . . . Check with your local sewering agency's policies and
requirements concerning waste water disposal. Water from many
outdoor cleaning activities may be acceptable for disposal to the sewer
system. See the list on the back of this flyer for phone numbers of the
sewering agencies in your area.
Do ... Understand that water (without soap) used to remove dust
from clean vehicles may .be discharged to a street or storm drain,
Washwater from sidewalk, plaza, and building surface cleaning may
go Into a street or storm drain if ALL of the following conditions are met:
1) The surface being washed is free of residual oil stains, debris and
similar pollutants by using dry cleanup methods (sweeping, and
cleaning any oil or chemical spills with rags or other absorbent materials
before using water).
2) Washing is done with water only -no soap or other cleaning materials,
3) You have not used the water to remov'e paint from surfaces during
cleaning.
Do . . . Understand that mobile auto detailers should divert
washwater to landscaped or dirt areas. Note: Be aware that soapy
washwater may adversely affect landscaping; consult with the property
owner, Residual washwater may remain on paved surfaces to evaporate;
sweep up any remaining residue. If there is sufficient water volume to reach
the storm drain, collect the runoff and obtain permission to pump it into the
sanitary sewer. Follow local sewering agency's reqUirements for disposal.
Regarding Cleaning Agents:
If you must use soap, use biodegradable/phosphate free cleaners. Avoid use
of petroleum based cleaning products. Although the use of nontoxic cleaning
products is strongly encouraged, do understand that these products can still
degrade water quality and, therefore, the discharge of these products into
the street, gutt~rs, storm drain
system, or waterways is prohibited
by local ordinances and the State
Water Code.
Note: When cleaning surfaces with a high pressure washer or steam
cleaning methods, additional precautions should be taken to prevent the
discharge of pollutants into the storm drain system. These two methods of.
surf?ce cleaning, as compared to the use of a low pressure hose, can
remove additional materials,that can contamfnate local waterways.
OTHER TIPS TO HELP
PROTECT OUR WATER.
•
•
•
SCREENING WASH WATER
DRAIN INLET PROTECTION!
CONTAINING & COLLECTING
WASH WATER
EQUIPMENT AND SUPPLIES
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5.0 FISCAL RESOURCES
St Croix Capital is aware of its responsibility to maintain all construction and post-construction
BMPs to ensure they are all in good working order. St Croix Capital agrees to enter into a
contract with the City of Carlsbad obliging Bressi Ranch Lot 40 to maintain, repair and replace
the storm water BMPs as necessary into perpetuity. As part of this contract, St Croix Capital
agrees to prepare an Operation & Maintenance Plan (0 & M) satisfactory to the City Engineer as
an attachment to the contract. St Croix Capital is aware that the 0 & M plan shall describe the
designated responsible party to manage the storm water BMPs, employees training program and
duties, operation schedule, maintenance frequency, routine service schedule. specific .
maintenance activities, copies of resource agency permits and any other necessary activities. St
Croix Capital understands that at a minimum the 0 & M plan shall require the inspection and
servicing of all structural BMPs on an annual basis, that all maintenance requirements shall be
documented, that all maintenance records shall be retained for at least five years and that all
documents shall be made available to the City for inspection upon request at any time. In
addition, St Croix Capital is aware that security may be required.
6.0 CONCLUSIONS
The proposed development of Bressi Ranch Lot 40 should not adversely impact the beneficial
uses of the Batiquitos Hydrologic Subarea of the San Marcos Hydrologic Area (HSA 904.51)of
the Carlsbad Hydrologic Unit. In order to minimize water quality impacts ass~ciated with
development, St Croix Capital will institute site design, source control and treatment control
BMPs as identified in Section 3.2 of this report.
The target pollutants generated by this site and the proposed BMPs to treat them area as follows:
• Nutrients from fertilizers will be treated primarily by practicing and maintaining good
housekeeping procedures and by the proposed Fossil Filter™ Storm Water Filtration
System and by the vegetated swales as secondary BMPs.
• Trash and debris will be treated by practicing and maintaining good housekeeping
procedures and by the proposed Fossil Filter'IM Storm Water Filtration System as a
secondary BMP.
• Pesticides from landscaping will be treated by practicing and maintaining good
housekeeping procedures.
• Sediment discharge due to construction activities will be treated by the use of silt fence,
stockpile management, stabilized construction entrance/exit, erosion control mats and
spray-on applications, gravel bag barriers and permanent revegetation of all disturbed
uncovered areas.
• Oxygen demanding substances from landscaping will be treated by practicing and
maintaining good housekeeping procedures.
• Oil and grease from parked cars will be treated by the proposed Fossil Filter'IM Storm
Water Filtration System and by the proposed vegetated swales.
• Heavy metals from parked cars will be treated by the proposed Fossil FiIterl'M Storm
Water Filtration System and by the proposed vegetated swales.
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Although none of the BMPs chosen are rated as having a High Removal Efficiency, St Croix
Capital believes that it has addressed the water quality isslies to the maximum extent practicable
considering the size of this site and the amount of runoff generated.
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This Storm Water Management Plan (SWMP) has been prepared under the directi0n of the
following Registered Civil Engineer. The Registered Civil Engineer attests to the technical
information contained herein and the engineering data upon which recommendations,
conclusions, and decisions are based.
Andrew J. Kann
REGISTERED CIVIL ENGINEER
Date
RCE 50940
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I ATTACHMENT A
I VICINITY MAP
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( VICINITY MAP
PACIFIC
OCEAN
~----1 CITY OF VISTA
VICINITY MAP
NOT TO SCALE
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I ATTACHMENT C
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STORM DRAIN REPORT
FOR
Bressi Ranch Lot 40
Carlsbad, California
January 13, 2006
DWG No. 935-3A
Project No. CT-05-07
Prepared By:
PARTNERS Planning and Engineering
15938 Bernardo Center Drive
San Diego, CA 92127
(858) 376-3444
50940
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TABLE OF CONTENTS
SITE AND PROJECT DESCRIPTION
METHODOLOGY
EXISTING CONDITIONS
DEVELOPED CONDITIONS
EXISTING RUNOFF ANALYSIS
DEVELOPED RUNOFF ANALYSIS
CURB INLET DESIGN AND ANALYSIS
CULVERT DESIGN AND ANALYSIS
CHANNEL DESIGN AND ANALYSIS
DETENTION BASIN DESIGN AND ANALYSIS
RESULTS AND CONCLUSIONS
LIST OF FIGURES
FIGURE 1: VICINITY MAP
FIGURE 2: PROPOSED HYDROLOGY MAP
FIGURE 3: EXISTING HYDROLOGY MAP
LIST OF TABLES
TABLE 1: HYDROLOGY/INLET SUMMARY·
TABLE 2: HYDROLOGY AND HYDRAULIC CALeS
LIST OF APPENDICES
Appendix 1: Runoff Coefficients
Appendix 2: 100-Year, 10-Year & 2-Year Isopluvial Charts
Appendix 3: Intensity -Duration Design Chart
Appendix 4: Gutter & Roadway Discharge -Velocity Chart
Appendix 5: Overland Time of Flow Nomograph
Appendix 6: Handbook of Hydraulics Tables 7-4, 7-11 and 7-14
page 1
page 1
page 1
page 1
page 2
page 2
page 2
page 2
page 3
page 3
page 3
page 4
attached
attached
pageS
page 6
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SITE AND PROJECT DESCRIPTION
This storm drain report has been prepared as part of the Development Permit submittal
.. requirements for the development of Bressi Ranch Lot 40. The proposed development
includes fifteen (15) office buildings with associated parking. landscaping and hardscape.
The project site is located east of Interstate 5 and south of Palomar Airport Road. See Figure
No. I for Vicinity Map. See Figure 2 attached at the end of this report for the proposed
. drainage limits. See Figure 3 attached at the end of this report for the existin.g drainage limits.
METHODOLOGY
This drainage report has been prepared in accordance with current City of Carlsbad
regulations and procedures. AlI of the proposed pipes, curb inlets and grass-lined swaies
were designed to intercept and convey the 1 OO-year storm. The Modified Ration&l Method
was used to compute the anticipated runoff. See the attached calculations for particulars.
The following references have been used in preparation of this report: .
(1) San Diego Countv Hvdrologv Manual, June, 2003.
(2) Handbook of Hydraulics, E.F. Brater & H.W. King, 6th Ed., 1976.
EXISTING CONDITIONS:
The proj ect site lies within the Bressi Ranch Industrial Park south of Palomar Airport Road.
The existing site currently consists of a mass graded pad with a desiltatibn basin located in
the southwest corner of the site. Runoff developed on site currently sheet flows from the
northeast to the southwest to the existing desiltation basin. Pipe No.6 (30" RCP) per City of
Carlsbad Dwg No. 400-8D sheet 9 (see attached exhibit) is designed to account up to 37.73
cfs at a velocity of 7.70 fps.
DEVELOPED CONDITIONS:
The proposed development includes fifteen (lS) office buildings with associated parking,
landscaping and hardseape. Surface runoff from the site will be directed to either curb inlets
or grated catch basins fitted with the Fossil Filter'·" Storm Water Filtration System or grass-
lined swales for water quality purposes. In addition, on-site detention facilities will be
located, where required, to reduce post development flows. Proposed development cannot
exceed discharge of 18.5 cfs in order to match existing conditions per Partners Planning and
Engineering calculations. The emergency overflow is incorporated in th~ water quality/
detention basins with 'f catch basins. The 'f catch basins are designed to accept the
emergency overflow. Storm drain system pipe no 6 (30" Rep) on Gateway Road is designed
to account up to 37.73 efs per City of Carlsbad Dwg No. 400-8D sheet 9 (see attached
exhibit).
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EXISTING RUNOFF ANALYSIS:
The site sheet flows from northeast to southwest towards the existing desiltation basin
located at the southwest corner of the site. A runoff coefficient of 0.65 would be appropi'iate
for the mass graded pad. See Table 1 as well as the attached calculations for particulars.
DEVELOPED RUNOFF ANALYS1S:
All of the proposed pipes, inlets and catch basins were designed to intercept and convey the
1 aD-year storm. The runoff coefficients for the site were based on soil group D and ultimate
improvements for the proposed site. Runoff coefficients used for the proposed analysis
ranged from 0.52 to 0.89 for the Basins. All of the proposed drainage culverts will be PVC
and were sized using a Manning's 'n' coefficient of 0.013. Runoff from the site wi-ll be
directed to one of three (3) water quality basins located along the southerly boundary of the
project site. See Table 1 as well as the attached calculations for particulars.
CURB INLET DESIGN AND ANAL YS1S:
The proposed curb inlets are located in a sump condition. The curb inlets were sized
utilizing. the "Nomogram-Capacity, Curb Inlet at Sag" assuming a 1 O-inch curb. faQe with a
6.2-inch curb opening at the inlet to determine the capacity per foot of opening (Q/L) in cfs
per foot. The clear opening length was then calculated using the following equation:
L = Q / (Q / L) where
L = Length of clear opening in feet
QlOo/L = Capacity per foot of opening from Nomogram
To obtain the inlet length as shown on the Grading Plans for this project, one foot was added
to the clear opening lengths. .
CULVERT DESIGN AND ANALYSIS:
The storm drain culverts were sized using King's handbook (Reference 3) Table 14 to verify
capacity. For circular conduits:
K' = Qn/ld"(S/3)sA(1I2)] where
K' = Discharge Factor
Q = RUDOffDischarge Ccfs)
n = Manning"s Coefficient
d = Diameter of Conduit (ft)
s = Pipe Slope (ft/ft)
See the attached calculations for culvert sizing.
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CHANNEL DESIGN AND ANALYSIS
The proposed trapezoidal grass lined channel within this project was sized lIsing King's
Handbook (Ref. 3), Table 7-11. For trapezoidal channels:
K' = Qn/lbA (8/3)s"(1I2)J where
K' = Discharge Factor
Q = Runoff Discharge (cfs)
n = Manning's Coefficient
b = Channel Bottom Width (ft)
s = Channel Slope (ft/ft)
Natural, vegetated lined channels are capable of withstanding erosion for velocities up to 5
fps.
DETENTION BASIN DESIGN AND ANALYSIS:
The proposed, localized, on-site detention facilities were sized utilizing the single,-
hydrograph method. See the attached calculations for the design procedures utilized with the
single-hydrograph method. The detention facilities for site have been designed to account for
the increase in flow from the site. Basin EI & Fl were sized to account for no detentions.
The two on-site basins join via 18" storm drain pipes. The combination of the flows for the
site does not exceed the pre-developed flows. All detention basins are -located and designed
to provide a safe emergency overflow without flooding the proposed buildings or causing
damage to the on-site grading or improvements by discharging into the proposed 'f catch
basin.
RESULTS AND CONCLUSIONS
The proposed site discharges a total of 32.0 efs. The existing site discharge 18.5 efs.
Therefore, the site design includes detention facilities to limit the total runoff to 18.5 efs.
The outflow from each detention basin was: Detention Basin 1 = 2.3 cfs, Detention Basin 2 =
1.4 cfs, Detention Basin 3 = 11.0 cfs. Detention Basin 1 is required to have storage volume of .
4131 cf and 4160 cf is provided, Detention Basin 2 is required to have storage vol ume of
1769 cf and 1837 cf is provided, Detention Basin 3 is required to have storage vol ume of
2062 cf and 2130 cf is provided.
A Storm Water Management Plan will be prepared separately to discuss the impacts the
proposed development will have on the storm water quality. The detention basins are
physically designed to allow for emergency overflow without flooding any adjacent on-site
building.
etentlOn astn DB' S ummary
BASlN NO. Q before Detain Q to Detained Q after Oetai n,
Detention Basin 1 6.0 cfs 3.7 cfs 2.3. cfs
Detention Basin 2 4.3 cfs 2.9 efs 1.4 cfs
Detention Basin 3 17.9 cfs 6.9 efs 11.0 cIs
TOTAL 28.2 cfs 13.5 cfs 14.7 cfs
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~ -HfOROLUGYSUMMARY'.i - - - - - - ----.-.-.-.-. , -------
Travel Time in Culvert
i~asin Area C L So Ti Ii Qi 5 n b K' D/b D Ca Area V L Tt Tc I ,Qf Remarks
~ No. (ac) (fl) (ft\n) (min) (in/hr) (cfs) (%) (flirt) (ft) (ft/ft) (ft) (ft/ft) (sf) (rt/sec (ft) (min) (min) .(in/hr) (cfs) IOO-yr enDt
Existing
EI 9,97 0.65 1050 2.10 20.5 2.86 18.5
Proposed
AI 0,49 0.65 170 1.00 10.6 4.39 1.4 I 0.013 1.00 0.1818 0.44 0.44 0.3328 0.33 4.20 60 0.24 10.80 4.33 1.4
A2 1.27 0.58 700 1.00 2~.8 2.53 1.9 I 0.013 1.00 0.2427 0.69 0.69 0.5780 0.58 3.23 61 0.31 25.08 2.51 1.9
conf 25.08 2.7
BI 1.02 0.85 370 1.00 8.7 4.99 4.3 6.30 6.11 5.3
conf I 6.0 Draining into detention basin DB I
CI 1.23 0.85 560 0.75 11.7 4.11 4.3 11.70 4.3 Draining into detention basin DB2
01 3.4~_ ~~5 I 5.?0 1.00 10.9 4.30 12.6 10.90 4.30 12.6
D2 0.60 0.85 325 0.50 10.2 4.49 2.3 10.20 4.49 2.3
conr 10.90 4.30 15.7
OJ 0.23 O·Z~ JQO 0.50 9.1 4.85 0.8 9.10 4.85 0.8
04 0.26 0.75 155 5.00 5.0 7.11 1.4 9.10 4.85 1.4
conf 10.90 17.9 Draining into detention basin DB3 i
EI 0.02 0.85 50 5.00 5.0 7.11 0.1 0.1
, FI 1.27 0.85 975 0.50 17.7 3.15 3.4 3.4
I TOTAL 32 ,Developed site 9100 ,
cfs to detain 13.5 Mitigation 0'100
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577-sd.xls Page 1
-- - --, -, --HYDROLOGY AND
HYDRAULIC CALCS
£~~.!!:~u~:eEAI "C" . CA . Su.~~l~.<ft) S(%) Ti Tt
Point Basin Ac. CA I(Ovrlnd (fg) (min)!(min)
Flows to OBI i
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AI 0,49j 0.65 0.32 0.32 170 1.00 10.6 0.0
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A2 1.27: 0.58 0.74 1.06 700 1.00 24.8 0.0
BI 1.02j 0.85 0.87 1.92 370 1.00 8.7 0.0
Flows to DB2 ,
CI 1.23 0.85 1.05 1.05 560 0.75 11.7 0.0
Flows to DB3
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01 3.44 0.85 2.92 2.92 590 1.00 10.9 0.0
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02 0.8510.85 0.72 0.72 325 0.50 10.2 0.0
Flow from DB) I
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Flow from DBl
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. Flow from DBl i
iDB3 !
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EI 0.27i 0.85 0.23 0.23 170 1.00 5.9 0.0
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FI 1.2710.85 1.08 1.08 975 0.50 17.7 ,0.0
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Tc I Q L (ft) S(%) Dia. K' D\d Ca V I Pipe Sizing I NOTES
min. in/hr cfs (Pipe) (Pipe) (in) (rps) ; 100 -yr event
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10.6 4.38 1.4 140.00 0.50 10 0.417 0.75 0.63 3.2 10" pipe I .
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24.8 2.53 2.7 740.00 0.50 12 0.491 0.89 0.74 3.6 12" pipe 2, ! .
8.7 4.98 4.3 !
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11.7 4.11 4.3 25.00 1.00 18 0.190 0.45 0.34 5.6 18" pipe 4 ,
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10.9 4.30 12.6 60.00 1.50 18 0.453 O.SO 0.74 7.6 18" pipe 6
10.2 4.49 3.2 105.00 2.00 IS 0.101 0.32 0.22 6.7 IS" pipe 51' 15.7 105.00 2.00 18 0.489 0.89 0.74 9.5 18" pipe 5
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0.8 160.00 1.00 18 0.035 0.19 0.10 3,4 IS" pipe 3
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2.6 110.00 1.00 18 0.115 0.34 0.24 4.9 IS" pipe 7 ,
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11.,0 50.00 l.00 24 0.225 0.49 O . .3S 7.2 24" pi~e 8
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5.9 6.39 0.1 75.00 1.00 24 0.002 0.05 0.15 0.2 44" pi~e 9
15.0 75.00 1.00 24 0.30S 0.60 0,49 , 7.6 24" pipe 9 ,'j
17.7 3.1~ 3.4 700.00 0.50 18 0.212 0.48 0.37 4.1 . 18" pipe JO I
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----------.-------.-.-.-. INLET SUMMARY
Q STRUCT. Inlet Gutter Flow "A" Inlet F' Catch Basin Inlet Remarks
(cfs) Inlet Type Slope Depth Length # of opening required Grate per city standard.50-yr event
(Open)
0.8 I F' Catch 6asin ----I -Sump rnlet
4.3 2 B-Inlet 2.22 0.325 0.33 3.26. --On-grade
1.0 ... F' Catch Basin ----I Sump Inlet .) -
3.2 4 G-Inlet 0.50 0.375 - --GI Sump-Inlet
i
I 12.6 5 B-Inlet 1.50 0.450 0.33 7.00 --Sump Inlet
:
12.0 6 F' Catch Basin --- -2 -Sump Inlet
1.5 7 B-Inlet 5.00 0.225 0.33 0.89 --On-grade
. B-Inlet in sump
1.8 cfs per linear foot of opening
I
G-Inlet in sump
. .G1 grate per citystandard with W = 3'-4" and L = 1'-11"
--------------"--_._._.,
i
=fT~ Tim~ and D~~~~arge values were obtained using County of San Diego Rational Method Hydrograph software
prepared by Rick Engineering Company copyright 2001.
Detention Basin #1 Detention Basin #2 Detention Basin #3
TIME DISCHARGE TIME DISCHARGE TIME DISCHARGE TIME DISCHARGE TIME DISCHARGE
0 0 0 0 312 0.3 0 0 286 1.3
25 0.3 12 0.2 324 0.2 11 0.6 297 1.1
50 I 0.4 24 0.2 336 0.2 22 0.6 308 0.9
75 i 0.4 36 0.2 348 0.2 33 0.6 319 0.8
100 I 0.4 48 0.2 360 0.2 44 0.6 330 0.8 I 125 0.5 60 0.2 372 0 55 0.7 341 ~~ 150 I 0.6 72 0.2 66 0.7 352
175 0.7 84 0.2 77 0.7 363 0.6
200 1 96 0.2 88 0.7 374 0
225 ; 2 108 0.2 99 0.8 1-~ .... 6 120 0.2 110 0.8 250
275 0.8 132 0.3 121 0.9
300 0.5 144 0.3 132 0.9
325 0.4 156 0.3 143 1 I
350 0.3 168 0.3 154 1 --375 0 190 0.4 165 1.1
192 0.4 176 1.2
204 0.5 187 1.4
216 0.6 198 1.5
228 0.8 209 1.8
240 1.1 220 2.1
252 4.3 231 3.1
! 264 0.7 242 4.9
276 0.4 253 17.9
288 0.4 264 2.5 ,
306 0.3 275 1.6
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.-.-... . -
DETENTION BASIN #1
HYDROGRAPH
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150 175 200
TIME (MIN)
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DETENTION BASIN #2
HYDROGRAPH
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Bressi Ranch Lot 40, Carlsbad California
Hydraulic Analysis of detention basin outlet structures
DETENTION BASIN 1
ORIFICE EQUATION
Weir Formula for Orifices and Short Tubes (free & submerged)
where
or
Q = Ca(2glr/12
Q = the flow rate, fe/sec
C = the orifice coefficient of discharge
a = the open area of the orifice
g = the acceleration due to gravity ........ --_ ..... "'-. , ..
h = head on the horizontal centerline of the orifice
Q = Ca(2*32.2)h/12
Q = Ca(64.411/12 ; C = 0.6
Q = 4. 812a(Ir/12
" = /QI(4.812a)!
Detention Basin Calc
Given:
Q=2.3 eft
y= 1. 6ft.
where Y is the height of the water
Assume:
a = 0.3491 sq. ft for a 8" diameter pipe
Then:
Ir = 104ft
Y=1.6 ft
Check:
Is 11=1.4 ft < Y= 1.6ft YES
---
y
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Bressi Ranch Lot 40, Carlsbad California
Hydraulic Analysis of detention basin outlet structures
DETENTION BASIN 2
ORIFICE EQUATION
Weir Formula for Orifices and Short Tubes (free & submerged)
. Q = Ca(2glt),12
where
or
Q = the flow rate, fe/sec
C = the orifice coefficient of discharge
a = the open area of the orifice
g = the acceleration due to gravity' ........ ~., .... -............ .
h = head on the horizontal centerline of the orifice
Q = Ca(2*32.2)J,),12
Q = Ca(64.4lti/2; C = 0.6
Q = 4. 812a(II/12
" = [QI(4.812a)j
Detention Basin Calc
Given:
Q = 1.4 cfs
Y=1.9ft·
where Y is the height of the water
Assume:
a = 0.1963 sq.ftfor a 6" diameter pipe
Then:
/, =2.2fi
Y=1.9ft
Check:
Is /, =2.2 ft < Y= 1.9/1 NO
Assume:
a = 0.3491 sq./t.for a 8" diameter pipe
Then:
/, = 0.7 ft
Y=1.9ft
Check:
Is II = O. 7ft < Y = 1.9 fl YES
--
h y
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Bressi Ranch Lot 40, Carlsbad California
Hydraulic Analysis of detention basin outlet structures
DETENT10N BASIN 3
ORIFICE EQUATION
Weir Formula for Orifices and Short Tubes (free & submerged)
where
or
Q = Ca(2glt)'11
Q = the flow rate, fe/sec
C = the orifice coefficient of discharge
a = the open area of the orifice
g = the acceleration due to gravity· ...... --" . -......... -....... -
h = head on the horizontal centerline of the orifice
Q = Ca(2*32.2)lti12
Q = Ca(64.41t//2; C = 0.6
Q = 4. 812a(II/12
II = [QI(4.812a)!
Detention Basin Calc
. Given:
Q = 11.0 cjs
y= 1. 75ft.
where Y is the height of the water
Assume:
Then:
Check:
a = O. 7854 sq. ft for a 12" diameter pipe
" = 8.5ft
Y=J.75ft
Is It =8.5[t< Y=I.75ft NO
Assume:
Then:
Check:
a = 1.5708 sq. ft. for a 2-12" diameter pipes
" = 1.5ft
Y=J. 75ft
Is" = 1.5fl < Y= 1. 75ft YES
h Y
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Therefore use the following:
Detention Basin 1 : use 1 -8" diameter pipe
Detention Basin 2 : use 1 -8" diameter pipe
Detention Basin 3 : use 2 -12" diameter pipes
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Bressi Ranch Lot 40, Carlsbad California
Down Time of detention basin flow outlet
DETENTION BASIN 1
TIME DISCHARGE EQUATION
where
T=VIQ
T = time duration of discharge in seconds
V = volume of detained water ft3
Q = the flow rate, ft3/sec
Detention Basin Calc.
Given:
Then:
V-4131 cf
Q =2.3 cfs.
T= 4131 if/l.3 cis
T= 1796 sec ~ T=29.9 min
Check:
Is T = 29.9 min < T ma.'!: =4320 min (72hrs) YES
DETENTION BASIN 2
TIME DISCHARGE EQUATION
where
T=VIQ
T = time duration of discharge in seconds
V = volume of detained water ft3
Q = the flow rate, ft3/sec
Detention Basin Calc.
Given:
Then:
V =1769 cf
Q = 1.4cfs.
T= 1769 cf/l.4 cjs
T= 1263.6 sec ~ T=)1.1 min
Check:
Is T = 21.1 min < Tnllu: =4320 min (72hrs) YES
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DETENTION BASIN 3
TIME DISCHARGE EQUATION
T=VIQ
where
T = time duration of discharge in seconds
V = volume of detained water ft3
Q = the flow rate, ft3/sec
Detention Basin Calc.
Given:
. Then:
V=2062cj
Q = 11.0 cjs.
T= 2062 cjlll.O cIs
T=187.5 sec ~ T=J.l mill
Check:
Is T = 1./ min < TmllX =4320 mill (72I"s) YES
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APPENDIX
---~~&_-----.--~~~~~
~
..-..-
San Diego County Hydrology Manual
Date: June 2003
Table 3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient .. c'
Soil Tl':[!e
NRCS Elements Coun Elements %IMPER. A B'
Undisturbed Natural Terrain (Natural) Pennanent Open Space O· 0.20 0.25
Low Density Residential (LOR) Residential, 1.0 DU/A orless iJ";'. -... ' , 10 0.27 0.32
Low Density Residential (LOR) Residential, 2.0 DU/A or less ;J,I, ... ' . ..: 20 0.34 0.38
Low Density Residential (LOR) Residential, 2.9 DUiA or less !;~ : ... ., 25 0.38 0.41
Medium Density Residential (MDR) Residential, 4.3 DU/A or less IOlt .. tl:'4.. 30 0.41 0.45
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 6·"":,1/ 40 0.48 0.51
Medium Density Residential (MDR) Residential, 10.9 DU/A or less If: ,"" :.[ 45 0.52 0..54
Medium Density Residential (MDR) Residential, 14.5 DUiA or less . . , 50 0.55 0.58 .. -. ~ ....
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77
CommercialIIndustrial (G. Com) General Commercial 8S 0.80 0.80
CommerciaVIndustrial (O:P. Com) Office ProfessionaVCommercial 90 0.83 0.84
CommerciaVIndustrial (Limited I.) Limited Industrial 90 0.83 0.84
Commercialnndustrial (General I.) General Industrial 95 ,0.87 0.87
C
0.30
0.36
0.42
0.45
0.48
0.54
0..57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0..87
3
60f26
D
0.35
0.41
0.46
0.49
0.52
0.57
0.60
0.63
0.71
0.79
0.79
0.82
0.85
0.85
.0.87
·The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as descnbed in Section 3.1.2 (representing the. pervious runoff
coefficient, Cp, for the soil type), or for areas tbat will remain undisturbed in perpetuity. Justification must be given thall"e area will remain natural forever (e.g., the area
is located in Cleveland National Forest). .
DUiA = dwelling units per acre
NRCS = National Resources Conservation Service
3-6
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*
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, ~..-...... ---'
"-..... _----.-. ...... E .....-..-. ... ~ .. ,..... ....... . _...-.,.......-:a
S
........... ----_ .............. ....-.-.... -----......
3 0 3 Miles
l"'"Q
--,----' ....... _ . ------: ;: . ...,
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County of San Diegc
Hydrology Manual
• Rain/all Isopluvials
1 Year Rainfall Event -24 Hours
Isop/uvial [WICbes)
DPW
*GIS
~ .
S1i1GIS -",--... ~-.".---_·c.",.:\M1Ilk. ... (:a .. ""~ .
N tHII.., • ......a~ • ......n • ., .. .",. .....
f OtM'lIlDIQ~anlCll1M'l.DIDfHl ..... U.~ OI .. ~ .... trY...e.,t ... ,.. .... fOA.M..-oIIL
c-,."......-...... -................. -... -......-..... E ~-.-.--.. -----.......... ~
"'-..-.... -_ .......... ....--~,... .. "'--..... .... s .
3 0 3 Miles
~
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~ H.. . , .. '" I"-: I l t'-t--..
~ U. ~t--. "-, .. " t"-.....
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o I
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i~' l =1:': : . 1-= . f-
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l-..,. I-
. O!.... . I -.
~-1-l' 1-
f-' -0 ; I-0 . ,-
j .-. -f-0._ 1
15 20 ~c 40 50
Mhur.es
OUfalion
! I : , , f :
: ,
. !
I i i I EQUATION ,
I = 7.44 P6 0-0·645
I I = Intensity (in!IV'
I Ps = 6-HourPreclpiiation (in; j I I 0 = Duration (min) . i I
r i I !
I ~r-.: ~ i
! ~I'
1'-1; t'...
I ,",,' : !l'" R I '""~ "'"" ; I ;, ,
I , '''-~ ~ ~" 1 I I " ;, I ! ~ "","':0.,
! IK ~ ~~ :, !
I ! , I" ~"
! "'-"-,,-"
0 ; K. " i
I r;;;: " , ...... " :
i 1, ~ "'t--' I i
I . ........ ~~ I i" , I ...... ;
I ~ ~" f'.... i ' I I
I-•• 0 o ~ -I~ . l -. ,
0 .. . Ioi: -: ,
o e-o i , : , ,
:
. 'j . .--t--. -. .~ -. ; I
0 , .1--0 • , --. : -: ; , 1 I
,
j
2 3 .; Hours 5 6
y.
if 5i
." $ n eO '2:
!5 ~
50 g
C5~
40 g. m
35 ~
:!o
:a
a
H
10
'ntenslty-Duratlon Dee'gn Chart· Templat.
DInctJoI1l tor Applcallon:
(1) FrOOl precipitation map$ detefr.1ille G tv and 24 hr amounts
tor the se,ec:ted rrequency. lhese maps are induded in the
County Hydra:JQY Miftlal (10.50, and 100 yr maps idJded
illtle Design and Procedllre Manual).
(2) AdjuSI6 tv precipitation (if ~cessary} so t/\at it is Y/ilhin
the range of 45·k to 65'Y. of tta 24 hr precipitation (oot
applicaple iD Desert).
(3) Plot 6 hr precipitation 011 the right side of !he chart.
(4) Draw a line through Ina point parallel 110 the plotted lines.
(5. This line is 1he iniensiCy-duFation cur-e for the kK:ation
being ar.alyzed.
Application Form:
, {a, Selected frequet1cv /110 year
(b) Ps = ~n .. P24 = f,,5',~ = ~ ¥;ici P24 -
(c) Adjusted P6(2J = 1.,? in.
(d)'x = _ min.
(e) I = _ in.:hr
Note: This chan replaces Ihelntensily-OLWation-Fmquency
curver. used since 1965.
PS • : 1.5 2 2.5: J 15 4 .... 5 • 5.1 •
Dur&:.m I . I 1 I' II! I I I I
: ..... 5 2.63 3.9S :.21 65~ 7.50 922 10.504 11 ; 1311 'U91!!81
: ..... 1,2.12 '3.18' 4:24' 5.3:'G.SO· 7.42! ..... " 9.~ "0 . .;0 1t,Ef; '2 n
10 1.66 "2.53~3.31'· 4.21·5.0,0"5.lIO: 6.74: 7.M· •. 42 I,ill 10 II
. 15 I.la :'.95'2.58 32,'3.119 ... s.: 5.'." 5.~' •. 49' T,I:! 17. ~ .. 20 1.06:I.62·2.IS'Z.89·3233.77· ... 31'·,U!i·S.:;9 Si! ••
:U 0,93' 1.40' 187 233' 2.110' 3 27: 373 " 423 ••. 61 5 ,:! SIlO" f," ........., • • • , 30 0.83; 124 US 2.01 2.49 2.90. 3.32 3.73 •.• 5 .. ~ .. sa I 40 069 '1.03: 1 . .38 I.ll· 2.07' 2.4'" 2:75 ' 3.1) • 3.43 315 4 '3
500.63 :0.90' '.19 .... ". 1.19' 2 . .s: 2.:» • 2.6~ "2.86 3 ce 351
10 0.!t3 '0 .• ".06 t.33 1.5i· '.16: 2.12' 2.3;' 2.~ 2.u 31e
to 0.41 :O.6'·C.82 1.02 1.23".43: i.6J' I.~· 2.04 2."e 2~
120 0.34 :0.5!!'''.611 C.15 ".02 1.~9' 1.31 " 15): 1.70 ~ 81 2C4
150 0.29 ~0.4"!C.!i9 C.73·088·I.03' 1.11' 1.:12" 1.47 ,.~ 1 ie
'10 0..26 :O.39~b.52 C.8S '0.78'0,111,0 f04' I.I!· '.:;1" , .... '157 2~ 022 ;0.3.>"043 C.54 '065'0.76-0.87' OM: U16" 1 tg 'x
300 0.19 f0.28·~.38 (.41.'0.56'0.66" 0.75' 0.e5" 0.94 . '.j~ t 13
»0 0.11 :0.25' j.33 (.42'0.50'0.58' 0.&7" 0.75 . 0,&4 .O.ei t OC
FIGURE ~
- ---.--- -----_._'-'_._. -~_ .. " .. _.
~' ~~~~~~~~~----------~ '0.
S
8.
'-,..., "t-.. "-~ to... ! ,
~ DIrKtJo .. tor Applcll'on:
"'" f'.... , ~. ~ " .! 1
~ " ..... l" 1' ..... .... .;
) ,,~ ::> I I i ~ ....... ..... . ..... ) . i'. ~ ~ to.. ... -;. ~ I , I .. ~ ~! I .. ~
~ ~i'. ~ I' ~ ~ ~~
I I t""--i' K ~ r.... K. Ii ~
~ i' ~ I ... r. ~ , .:-.,
~ ~ ~ I~~ ~ , I .. ~ to.. ~ r.... ; I I'"
I ~ ~ ~ 111~ .....
~ ~
?
6.
5.0
u
3,0
,r ..... ~ I I'r--, ~ ..... i ~~ I; : , .", i ~ " I " l-f.!. I i~ K I ! ~ " ~
2.0
I 1'" ~ ~ I [' ;
I i II . I . ! i I~~ ~ i I ..... I !
! ' II !
I ! ! t'i ; I'
I
I !" I I , , ! iI ! I ; i I I i i' ! J . . ; Ii. I ;
I I I
I t
, .I i ,
; : ! "-' -. , . -. '1-... . f= -~--.: ,= f-. . 'f--
0.5
u
0.3
t= I-f-. "'1= .: .~ , -i F-: · . 1-I-f-I-~ ·1-"-I-t-.
! .. 0.2
.. , . t .-_.
! -l , 1--+-· ..
1-'-I-I-. --+-· . ,-.~ . --.-'-i-. · . ... '-I-t . -..
.j . ...,. 1-,-' . --. --+-.. -1-. -J I 0.1 l....-....:.... ____ ~ __ ~
! 6 1 a 910 15 2() ~() 40 50
Mhules
Duralion
, ! 1 i
I ! ! ; ; : I
EQUATION ; I
I = VI4 Pc 0..0·645 i i
I = Intensily (in!nr) I P5 = 6-Hour Precipitation {in; i I
! o = Duration (min; : I I ~ ; I
...:. ! · I · I
! ~ I~ , i ~ !
I ~ Ir;.:: ~ I '" i . . ... t' I'~ ;
I ~ ~ r' ~ ~ I
I I .... t' : I I ' I I ! I' ~ t'lf'. ~ f'~i"o I i f' I-
I ; ~ ,. ~ f' I'
1"000. ~ f'
; ! K f' I
~ ..... ......." I ~ ,
I , ,,,,, i' f'", t
~ ....... i' I ! I'" 1" I
~ I I f' 1'1' I t ; i , . . , .1" -: t " 1.3100 i
--; 1 .
-t ! , ,
., . --t-. . . -. ... -.. 1 I , ~. r--. '1-. , , -_. : I ! · 1 I . ~-!
2 3 ~ 5 6
Hours
'l' ~ c .,
" iii n so '2.
55 ~ ~o g
45'S
40 l
3S~
~o
25
4.0
u
HI
fntenslty-Duratfon Des'gn Chart· Template
(1)> from J)recilJitalioo maps determine 6 hr and 24 hr amounts
lOr Ihe se:ected frequency. These maps are included in the
Cc:lunty ~mlogy Manual (10. 50, and 100 yr maps nckJded
in ltJe Design and Proced!,,18 Manual ••
{2, Atijust 6 hr precipitation (if necessary) so tnat it Is 'hithi'l
the range oI4S·A, 10 65". of t~a 24 hr precipitation (not
applicapfe iO Desert).
{3} Plot 6 hr precipitation on the ri~t side of Ihe chart
(". Draw a line through ll\e point parallel ~ the plottac: line6.
(5) This line is 1he inlensily-duration cunoe for the location
being analyzed,
AppllcMlon Form:
(a, Selected frequency ~ year
(b) P6 = ~in., P24 = I, q .;6 = 0.3 ?,:i~:
;? 24
[e) Mjusted PS(21 = ~ in,
(d) Ix = __ min.
Ce) I = _ in.:hr.
Note: This chart replaces the tntensity-Ouration.f'requency
ctJlVesus.ed since 1965.
pa '1.5: 2 2.5 I 15' 4 4..5 i 5.1 •
.DuIB!ICI'I , ,', I I I I I I 1
. ., 5 2.63 3.95 5.21 E5:1 7.00 sn·lo.SoC I'.~ 1311 ~,Ug'~SI
'1 2.12 '3.18' 4.24' 5.3) 6.:;~'-7.42· 8."10 • ,.~ '10.60 'H6 1212
10 1.Ci6 :2.53: :3.3]" UI : 5.::0: 5.110; 6.74 : 7~: '.42 l.c1 1011
15 1.33 '.95 2.58 324 3.89 -4.!>4' 5. t. 5.84 •. 4' 1.':! 111
20 '.011 ".62'.1.15 2.&i·32;f3.77: 4.31' 48S' 5.39 Se! a-te
25 0.93 : •. 40'1.87 2.33' 2.80' 3.27: 3.73' 42')' 4.61 . 5'! 580
30 0.83 :.241.fi6' 20,'249'2.90' 3.32' 3.73' •. '5 '.~ 491
40 0.69' •. 03= '.38 '.72'2.01' 2 .... • 27&' 3n' 345 . 37' 413
50 06() ;0.90".19 ,.-4,' 1.19'2.09= 2.:»' 26i' 2,96' 3~t 3s1
10 0.53 'O.SO·,.06 '.31 1.58".16' 2.12' 2.3~· 2.65' 2.u 311
to 0.4' :0.6~' C.1I2 1.02 1.23 •• 43' tAi3' '.1" . 2.04 Z.c~2-'5
_.' 120 0.34 =0.5' !l.a US '1.(12 I.'g' •. 3&' 1.5)' 1.70 ~ 87 2C4
'. _ 150 O?9 :0,"(9.59. C.73: OM: UC( I. ,.: '.32 : 1.41 , l ~ .. ' 7'
11100.26'0.390.52 C.8S 0780.,. 164 US 1.31 1 ..... '57
. 240 oniu:fc.43 C.S-·06S·0.76·087'09S'I.06'1.1S IX
"300 0,!910.28·~.36 ( .• 70.56'0.66' 0.1s· US: 094' ';:)S ! 13 ~ 0.17:0.25'0.33 , .. 42 0.50'0.58'0.67'0.75'0.&4 O.ii H)C._
FIGURJ: ~
1~1.5·--+1
2% :_------n=.0175
11
1\
I;
~::::::t:::===-~~ __ ~2O/'~o--::==~~ Concrete -~..\\ Paved RESIOENTIAL STREET
Gutter ONE sloe ONLY
I
I
! I
I
I
I
I
I
I
I
I
* i
\
I
2 3 4 5 6 7 8 9 10
Discharge (C.F.S.)
EXAMPLE:
Given: Q. 10 S'" 2.5% i Chart gives: Depth • 0.'. VtlocltY:II ..... f.p .••
SOURCE: San Diego County Department of Special District Services Design Manual
,
1
I
I-
Gutter and Roadway Discharge. Velocity Chart
20 30 40 50
FI(;URE
3-6
I
I
I
I
I
I
I
I
I
I
I
I .
1\
1\
t
I:
1\
1\
CHART .1-103.6 A
CAPACITY OF CURB OPENING INLETS
ASSUMED 2% CROWN.
Q = O.7L (A+y)3/2
*A = 0.33
Y = HEIGHT OF WATER AT CURB FACE (0.4' MAXIMUM)
REFER TO CHART 1-104.12
L = LENGTH OF CLEAR OPENING OF INLET
*Use A=O when the in1et is adjacent to traffic;
i.e •• for a Type "J" median inlet or where the
parking lane is removed.
CITY Or SAN DIEGO -OESIGN GUIDE
CAPACITY OF CURB OPENlNG INLETS
' ........ ,,·· .. ~A -'1.1..
SHT. NO.
~ -------- - - - - - - - - --.. ----..... --
> I
~
t-W UJ U.
?;
W U ~ t-en 5 w en 0: :)
0 U 0: I1J I-~
1001 1,5 I #/// ~ t~ ~;/*:/F:7t' 130
0
~I 10
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feel
Slope (s}=1.3'Yc
Runoff Coefficient (C) = 0.4 t
Overtand FJowTime (T) = 9.S Minutes
T = 1.8 (1.1-C) Vff
sVs
SOURCE: Ai"port Drainage, Federal Aviation Administration, 1965
FIGURE.
Rational Formula -OYefland nme of Flow No"mograph 3·3
------.
~
• ,
'" . ~ .
7-42 JlANDnooJC OJ.' Hl."UUA ULICS
D • -1.'1 1.82 1.13 I.M l.8~
"'4 1.87 1.18 1.89
1.00
•. '1 l.CI2 1.93 1.04
I.D~
••• 0 U1
1.118 I.e~ 2.00
2.01
2.02
Table 7-10. Values of K in Formula Q -! D'i"H for n
Trapezoidal Chanhcl~ (Concluded)
D -d."lb of ... ,... • -boUom "idlh 0' ebaanlll
Sid •• Iope. 01 channel, ratio or bOriaontal to vertIcal
V ... Yt-I H-l ~-l 1-1 lH-l %-1 2)H 3-1 4-1 lical -----------.2.0 .6U .In 1.10 1.37 ).00 241 2.1H a.iO Uo .203 .640 .'13 1.09 1.37 UO ~.U 2.Ot 3.39 4030 •• il .~l7 .110 1.00 1.37 1.90 2.41 2.90 3.39 f,35 .2~O .63.' .B07 1.()9 1.38 I.8g 2.40 2.90 3.39 4.35 .2811 .All .'Of 1.01 1.30 1.80 2.40 UO 3.38 t.3t
.284 .621 .101 1.08 1.30 1.19 2.40 2.110 3.38 f.3' .282 .62S .797 1.08 1.36 1.88 2.30 2.8~ 3.38 '.3. .210 .422 .711f 1.07 1.3$ 1.88 2.3D Us 3.37 4.33 .277 .420 .701 1.07 l.n 1.118 2.3i U8 3.37 U3 .:m .'17 .788 1.07 1.3' 1.87 2.31 2.111 3.37 4.33 .273 .• u .185 1.00 l.U 1.&1 2.38 2.87 3.311 4.32 .270 .613 .112 1.00 1.34 1.117 2.31 2.87 3.30 4.32 .201 .~Oll .7711 1.00 U3 1.80 2.:17 2.87 3.38 4.32 .284 .60a .11' ).O~ 1.33 1.80 2.37 2.85 3.34 4.31 .26' .60' .7,. 1.01 1.33 1.86 2.31 lI.U 3.36 4.31 .,,, .aOI .771 1.05 'J.n U.s 2.3/1 2.84 3.35 UI .200 •• :l1l .7e. 1.04 1.32 I.U 2.30 2.115 3.34 '.30 .2Sa .490 .76S 1.0. 1.32 1.85 2.35 2.6$ 3.34 •• 30 .2~5 •• 84 .7112 1.0' 1.31 1.84 2.35 2.85 3.34 4030 .2~' .4111 .700 1.0t 1.31 1.8{ 2.U a.8' 3.33 ".21l
.262 .UIl .767 1.03 1.31 1.84 2.35 2.M 3.33 U~ .2$0 .487 .1$, 1.03 1.30 I.U 2.Jt 2.U ,3.33 4,29 2.03 ' .2.8 .484 .7~2 '1.03 1.30 1.8:J 2.34 2." 3.32 2.04 4.21 .2C7 .412 .HIl 1.02 1.30 1.83 2.31 2.83 3.32 '.25 2.O.s .246 ,'.0 .h' 1.02 1.30 1.'2 2.33 2.'3 3.32 , '.2,
2,00 .2C3 .411 .Ut 1.03 1.2. 1.82 '.33 Z.83 ' 3.31 U8 2.07 .2U .474 .1H 1.02 •• 211 1.112 2.33 2.82 3.3. '.27 2.01 .:13' .473 .731l 1.01 Ull U2 2.33 2.Sa 3.31 U7 2.1Xl .2)1 .471 .730 1.01 1.21 1.11 '.32 2.11a 3.31 Ul, 2.10 .234 .400 .13t 1.01 U. ' 1.11 2.32 '-'I a.30 uo 2.11 .234 .toO .732 1.00G US UI '.32 2.81 3.30 4.2& 2.12 .232 .4a4 .720 1.004 •• 21 1.11 2.31 2.81 3.30 •• 20 2.13 .231 .le2 .727 1.001 l.n 1.110 UI 2.81 3~20 '.25 2.14 .22t •• 00 .724 .1I111l 1.21 1.110 2.31 2.110 3.2i •• 24 ' 2.16 .221 .461 .722 .ue _1.27 •• 10 2.31 :1.110 3.20 '.26
1.lt .22' .u. .720 ••• t l.n 1.7,' 3.30 1.110 3.2' '.2&, 2.17 .22( .. " .111 .11111 1.2& MD 2.30 '.80 3.:<1 •. 2' 2.1 a .223 ,.U2 .71$ • 1l8' 1.20 1.7" 2.30 2.711 2.21 402& 2.1 e .2'21 . .ao .713 .1lS1 1,28 , 1.71l 2.211 2.711 3.28 U( 2;2 o .210 ~ ... .711 .014 !-lI' l.~. ' 2.20 2.78 3.20 4.24
2.:l I .'11 .... .1W .'82 J.25 1.78 2.211 2.78 3.:7 U3 2,2 2 .21e •• tt .705 .,eo l.25 1.71 !U1O " 2.7S 3.~7 4.23 2.23 .2U • 442 .10 • .'71 1.24 1.11 '.25 :.78 3.~7 '.23 2." .213 .410 .102 ;116 1.25 1.77 2.24 %.711 3.20 4.:13 2.2~ .212 .43j1 .700 .1173 1.2. 1.77 2.28 2.77 3.20 U2 . .000 .001 .,274 .500 .743 '.2. i.74 U3, ' 2.71 3.47
,
"
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,
..
'.
'.
I .I..
' .
..
,.
:i'fEAln-UNU'O\Ul "-LOW IN OPEN CHANNELS 1-4:J
. K' Table 7-11. Vnllles of K' in Formula Q - -b'S.di ror n
Trnpczuidal Channels
D -deptb or water , -LoHom "'idlh 01 ell.nnel
D Sid •• IOPei or channel. r.'io or horilonlal 10 Ylrtloal
r Ver-tie.1 ){-l H-l JH 1-1 l)f-l 2-1 2H-I 3-1 f-I ------------.01 .00068 .00008 .00060 .00009 .00009 .00069 .00009 .00000 .00070 .ood!( .02 .00213 .OO2U .00210 .00217 .00218 .00l20 .00221 .00222 .00223 .0022! .03 .00414 .OOug .oom .oom .oom .oom .00436 .COUII .00H3 .OOti~ .Of .00660 .00610 .00(;10 .00(l8~ .00UDl .00100 .00103 .007Ui .oon:} .0073 .O~ .OO!Hu .OODIH .000?8 .OOOU .01002 .010111 .0103:1 .010n .01000 .0IOIiU
.06 .0127 •• .0130 .0132 .013i .0130 .0138 .OUI .0143 .Olta .0150 .07 .OIO~ .0180 .0110 .0173 .017~ .0180 • . 0183 .0117 .oleo .Ole7 .08 .020Q .020(1 .0211 .n21S .0210 .0225 .023~ .0234 .02(0 .02S0 .00 .0241 . • 02411 .02515 .0202 .0207 .0275 .0:182 .0280 .02110 .0l10 .10 .028'-.0204 .030' .0311 .031& .03211 .0330 .03'~ .036& .0370 .n .O321l .03il .0311' .030« .0373 .03117 .0400 .0.13 .0«2t .0441 .12 .0376 .0303 .DtOI .Qno .0431 .0460 .0.011 .0482 .0.01 .O~27 .13 .0425 . . 044' .0.04 .OUO .0403 .0510 .05!!7 .05511 .0515 .OUI3 .It .omt .0302 .052( ;05(2 .0549 .O~87 .01112 .OU3? .OG3IJ .0700 .IS .0~2a .O~~O .0535 .00015 .0U27 .01162 .0092 .072 .0140 .01104 .n .0'82 .06lt .O6~O .0070 .0700 .0740 .0777 .olln .0&40 .0917 .17 .0(\38 .01al0 .0710 .OHIS .0775 .0523 .08UO .0007 .0047 .1024 .18 .0605 .0741 .078(1 .0822 .0854 .01110 .091;3 .tOOIl .10611 .1141 .to .07~3 .08011 .011.57 .0899 .0030 .1001 .105 .1115 .1\1i\l .12i7 .20 .0812 .0870 .0931 .00711 .1021 .101l1l .l1U3 .1227 .1290 .H"
.21 .0873 .0945 .101 .100 .111 .1%0 .127, .135 .142 .llId .22 .ODJ4 .101' .100 .11& .120 .130 .13!J .lt7 .16~ .171 .113 .011117 .1087 .117 .12& .130 .141 .150' .100 .1\iU .1117 .24 .IOGI .Jl6I .125 .133 .140 .1&2 .103 .173 .IM .204 .24 .112$ .a230 .133 .ua .160 .. 1113 .170-.111 .101l .232
.211 .119 :13i .142 .152 .100 .17S .180 .202 .2 IS .241 .27 .l20 .139, .151 .11l2 .l11 .1811 .203. .211 .233 .2(1(.1 .21 .132 .147 .1110 .17,2 .182 .201 .217 .234 . .2411 ;281 .29 .130 .100 .170 .i!2 .194 .~U .232 .230 .211S .:102 .30 .HO .1113 .170 .a03 .205 .22' .248 .207 .2117 .32t
,31 .IS3 .172 .lIIO .204 .21S .2«2 .2A4. .255 .300 .3f? .32 .1110 .180 .190 .216 .230 .266 .281 .304 .321 .371 .33 .107' .180 .200 .227 .2d .271 .20a .323 .:ltS .300 • 3t .17t .198 .2111 .2a8 .2M .2117 .3(1). • .3U .310 .423 .36 .181 .207 .230 .261 .2BO .30a .33« .• 3U3 .382 •• 60
.30 .180 .210 .241 .20:1 .28:1 .310 .303· .385 .410 .471 .37 .100 .22~ .252 .276 .207 .330 .372 .COIi .HO .~07 .311 .203 .234 .2113 .288 .312 .353 .302 .420 .4US .ld? .3D .211 .2tt .274 .301 :g~f ' .311 .413 .462 .4111 .6118 .40 .lUII .253 -.210 .315 .389 .t3' . .no .~I' ;000 .' , .033 .ff ' .no .203 .297 .328 .357 •• 08 .460 .GOI .0tO .42 .233 .273 .3011 .3U .373 .427 .474· .6~(J' .614 .11118 .43 .241 .283 .32( .367 .380 ·.447 .601, .6&3 .003 .10.1 .tt .248 .203 .33' .371 .406 .401 -.624 .680 .033 .7'0 .U .2~0 .303 .340 .386 ;U2 .Ut .6111 .007 .00' .717
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ATTACHMENT D
APPENDIX
-------------------
MONITORING RECORD
RECOMMENDA nONS INSPECTION DATE OF OBSERV A nONS/ FOR REPAIR! DATE OF DATE STORM INSPECTOR COMMENTS MAINTENANCE MAINTENANCE
..
Signed By: _____ ~ ________ _'__ _____ _ Date.:, __________ _
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All amendments made to this SWMP shall be documented in thistable.
DATE:
Prepared By
Partners Planning and Engineering
BY: DESCRIPTION
\\Server\c-drive\dwg\577\577 -swmp.doc
1/16/2006
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CONTACT PHONE
PERSON NUMBER
Prepared By
Partners Planning and Engineering
ALTERNATE
PHONE
NUMBER
ALTERNATE
CONTACT
PERSON
-
\\Server\c-drive\dwg\577\577 -swmp.doc
1/16/2006
PHONE
NUMBER
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ATTACHMENT E
OPERATION AND MAINTENANCE PLAN
Prepared By
Partners Planning and Engineering
\\Server\c-drive\dwg\577\577 -swmp.doc
1/16/2006
·---~--.-.-.-•. -'-.-.---
Estimated 0 & M Costs for BMP
Estimated values derived from Caltrans Pilot BMP Study. This
spreadsheet will change as addllional data becomes available.
810FIL TER -STRIPS and SWALES
1
Preventive Maintenance and
Routine Inspections
ROutTNl:AC1TONS-IMAINTENANCE
INDICATOR
Height of vegetation
Assess adequate
vegetative
cover
Average vegetation
height exceeds 12
Inches emergence of
trees, or woody
vegetaton.
Less than 90 percent
coverage In stnp
Invert/swale or less
than 70 percent on
swale side slope
FIELD rEASUREMENT
MEASUREMENT FREQUENCY
'\~'J:I,"(~; .. :~~~a/ :~:;,r~~'>
Once during wet
Visual inspection of reason, once during
vegetation throU9ho~t dry season, (depending
slrip/swale _ on growth) _
Visual Inspecllon of
stnp/swale. Prepare a
site SchematiC to
record tocatlon and
dlstnbutlon of baren
or browning spots to
be restored. File the
schematic for
assessment of
persistent problems.
ASsess quantity
needed in May each
year late wet season
and late dry season
. :._~ __ !.t. .A·: '...]'--.;: ... ' "\ .. .:~
MAINTENANCE IT -SPECIFIC
ACTIVITY FREQUIREMENTS "'<;')~:~~u;, ~i.;~f:f~~~::'-: ·:tjfiY;:';~k~;f<,~:~'.s, ,':
Cut vegetation to an Remove any trees,
average height of 6 or woody
Inches
Reseed/revegetate
barren spots by Nov,
Scarify ~~e~:t~ ~e
restorEid, to a depth of 2-
inches. Restore side
slope coverage with
hydroseed mixture.
If after 2 applications (2
seasons) of
reseedingfrevegetating
and growth is
unsuccessful both times,
an erosion blanket or I
equivalent protection will
be installed OVElr eroding
areas .•
vegetation
, .. ~~! .t"-!, • .: ',:' ...
Inspect for debris
accumulation
'. ,~, '" ' .. '.' 'ID~~~iril;'~~shi~' I \::(t~:-:>,':;;~5~~":;:~:':J '~~.,:~~~'f.;;~~::;
Debris or litter present Ivisual ~ation .' :', pe~ Distriqs ~~ule :.:' ReiiM?~~ 'Iitter' ~ ~ixi N~:;~~0;\t«~i
"Sediment at or near
vegetation height,
channeling of flow,
Remove sediment. If
flow is channeled,
determine cause and
t~ke corrective action. If
sediment becomes deep
enough to change the ,
flow, gradient, remove
sediment during dry
season, characterize and
properly dispose of I
labor
Per Hrs Rate
10 43.63
8 43.63
. " ~,-:-... ,":,'-',
01 43.631
o 43.63
~t:iJt~i7,,~~:~~
Cost Type
_ ...... l<,~"y~ 7:;~",:: "'~:~:"!"-
truck & ~~ 1
436.3 hydroseede
one-ton
truck &
349,04 hydroseeder!
: "
one-ton
truck &
Olhydroseederl
one-ton
truck &
Olhydroseede
r;/i~:,; ,=': ... : ~X;·~-=. 0 hydroseede , , -~~, .
one-ton
-.----
Equipment' Materials I Total Comments
DaysiRate ICost Item I Costl Cost
2 26.64
11 48151
01 26 841
01 26.84 •.
.. .: -:.
string
trimmer.
rake, fork.
bags. safety
53.68 equipment I
48.151seed
0
Olblanket
seed.
testing and
501 539,98
150 547.19
o
o 000
- - - ---
Inspect for accumulated linhibited flow due to
sediment change in slope. Visual observation
Inspect for burrows Burrows, holes, mound, Visuat observation
General Maintenance
Inspection
TOTAL BID FILTER
AND SWALES
Inlet structures. outlet
structures. side slopes
or other features
damaged, significant
erosion. emergence of
trees. woody vegetation
fence damage, etc. IVisual observation
--------
Annually
sediment, and
revegetate.
Notify engineer to
determine if regrading isl
necessary. If neCessary,
regrade to design I
specification and
revegetate swale/strip. If
regrading is necessary,
the process should start
In May. Revegetate
stnp/swale in Nov.
Target completion prior
to wet season. None
Where burrows cause
Annually and after .:;::: Iseepage, erosion and
vegetation trimming '::. leakage, backfill firmly.
Corrective action prior to
':~~~;;i!t~:;':L :;.
Semi-Annually, late Iwet season. Consult
wet season. And late dry engineer if an immediat1Remove any trees, or
season. solution is not evident. woody vegetation.
16
2
truck &
43.631 698 08lhydroseede
43.63 57.26
..' ~;. (. '01 ~'.~;~~;:~ 0
one-ton
truck &
.,Olhydroseede
16
52
one-lon
truck &
43.631 698.08lhydroseede;
2268.76
-----
disposal
11 48.151 48.1510fsediment
once every
3001 1046 23lthree years
o 8726
o 26.84 o o
21 26.841 53.68 751.76
203.66 5001 2.972.42
------.--' --, -~ -' -' -' . -. -' -. -. -.
Estimated 0 & M Costs for BMP
DESIGN""CRITERTA iMAIf'f1 .. rU::lU II MAIN I ,~I 11::-~"'t:\..It-I\" I LaDor t:qUlpment IMatenals lotal I(;omments
ROUTINE ACTION INDICATOR MEASUREMEN FREQUENCY ACTIVITY REQUIREMEN Per Hrs Rate
DRAIN INLET INSERTS -
Cost Type Days Rate Cost Item Cost Cost
FOSSIL FILTER
Estimated values derived from Callrans Pilot BMP Study. This
spreadsheet will change as additional dala becomes available.
Prevenlive Maintenance
and Routine Inspections
DESIGN CRITERIA
ROUTINE ACTIONS
Sufficient debrisl
trash that could
Interfere with proper
Inspect for DebrisfTrash functioning of inset Visual observation During the wet season 43.83 0 0 0
Remove and properly
dispose of debrisJ
Irash. Target
:J Before and once during complelion period
each target2 storm while onsite
(0.25in) event conducting inspection 18 43.63 785.34 0 785.34
Replace Fossil Filterl
• TM absorbent wilhin
10 working days.
Absorbent granules Characterize and
dark gray. or darker, JAllhe end of each properly dispose
or until Clogged Wltn target;! storm (0.2::>ln) spent media pnor to
011 and grease removal sediment Visual observation event. wei season. 2 43.63 87.26 0 87.26
Replace insert or
Immediately consull
veneor to aevelop
COUrse of action,
Inspection for structural Broken or otherwise Twice per year in <9ffect repairs wilhin 10
integrity damaged insert Visual observation October and May working days None 2 43.63 87.26 0 8726
new
adsorb-
Remove, characterize, entlest-
and properly dispose ing&
End of wet season, of. media & Reptace disposal
Annual renewal of medium 30-Apr None Annul'lIy, in May .' media before Oct. 1 None 2 43.63 87.29 sedan 1 21.28 21.28 costs 115 223.~
TOTAL DRAIN INLET
INSERTS-FOSSIL FILTERS 24 1047.12 21.28 115 1.183.4
.~--
._--------------------------------------------------------------------------------------------------
I
(
\
~---
-------------.-\
BUILDING 1
fFJ((})§ Tr ~(C ([JJ JF!/ § Tr lR1 [JJJ (C Tr /l (()) JF!/ lE3Ji';f]fFJ ~
lE3lRl IE §§ /l lRlAJJF!/ (C[!={f ([JJ lL (()) Tr . t{) @
---------
--------I I
2:1
--
~----------~~~----J -----,--j------
-----------
MANHOLE
FLO-GARD'"
INSERT
CATCH
BASIN
-
CATCH
BASIN
GUTTER
[FLOWLINE
HANDLES
GASKET"
CURB OPENING
REMOVABLE
FILTER BASKET
(SEE NOTE 6) ~....--'I-+ GUTTER
FLOWLINE
FLO-GARD
FILTER BODY
FOSSIL FILTER
FLO-GARD
SUPPLEMENTAL INSERT
FOR ON-SITE PRIVATE CURB OPENING INLET BUILDING 3
BUILDING 2
BUILDING 13
--=-~,.r--:: ---~.----~;,:;;:;;;~
BUILDING 14
•
BUILDING 4
• BUILDING 7
• BUILDING 8
""" "" I
BUILDING 9
• BUILDING 10
SCALE: r = 50'
INLET
GRATING
DRAINAGE
INLET-----'
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FINISHED FLOO?
DEEPENED FOO'TlNG:,',S*I
FOSSIL FILTER DETAIL
NOT TO SCALE
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FILTER BODY ____ ,
FILTER BASKET
FOSSIL ROCK '" FILTER
~ MEDIUM POUCH
'>i
FILTER
BODY
, .
3/8" X 3"
ANCHOR BOLT
(3 PER SECTION)
NOTES:
1. FLO-GARD'" fiLTER BODY SHALL BE MANUFACTURED FROM PE7ROLEUM RESISTANT
fiBERGLASS !tHICH MEETS OR EXCEEDS PS 15-69.
2. ALL METAL COMPONENTS SHALL BE STAINLESS STill (T'rPE 304).
J. REMOVABLE fiLTER BASKET SHALL BE CONS7RUCTED FROM DURABLE POLYPROPYlENE
WOVEN MONOFILAMENT GEOTEXTILE.
4. FLO-GARD'" fiLTER BOOY SHAll BE SECURED TO CATCH BASIN WALL II1TH EXPANSION
ANCHOR BOLTS AND WASHER (SEE DETAIL).
, i I SIDE VIEW ANCHOR DETAIL
5. FLO-GARlJ" INSERTS ARE AVAILABLE IN 24" OR 30" LENGTH SECTIONS AND MA Y BE
INSTALLED IN VARIOUS COMBINA TlONS (END TO END) TO fIT MOST CA TCH BASIS II1DTHS.
6. flL TER BASKET MA Y BE REMOVED THROLfGH CURB OPENING FOR EASE OF MAINTENANCE.
,
SCALE: NONE ! , ,
,I , , , , : I !
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,
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VARIES
f:I--BUILDING SKIN
5.0'
SWALE CROSS SECTION
FOSSIL FlL TER NOT TO SCALE
INSTALLA TlON NOTE:
1. REMOVE INLET GRA TlNG AND MEASURE INSIDE DIMENSION OF INLET.
2. CUT FOSSIL FIL TER CORNER SECTIONS TO APPROPRIA TE LENGTHS.
3. CONNECT CORNER SECTIONS TOGETHER AND SET FOSSIL FlL TER INTO
INLET (RESTING ON BEARING SURFACE.)
4. CUT THE FlL TER CAR7RIDGE TO FIT FOSSIL FlL TER.
5. PLACE END CAP ON ONE END OF FILTER CAR7RIDGE AND FILL UNIT
FROM OPEN END l't1T11 ABSORBENT.
6. PLACE OTIIER END CAP ON FlL TER CAR7RIDGE AND PLACE FILLED
UNIT INTO THE INSTALLED FOSSIL FILTER. INSTALLA TlON IS COMPLETE.
7. flL TER MEOIUM SHALL BE FOSSIL ROCK"', IN DISPOSABLE POLfCHE5, INSTALLED AND
MAINTAINED IN ACCORDANCE II1TH MANUFACTURER RECOMMENDATIONS.
8. PROPERTY OIfNER SHALL MAINTAIN FILTER IN ACCORDANCE II1TH MANUFACTURER
RECOMMENDA TlONS.
THERE ARE SEVERAL FACTORS TO BE CONSIDERED !tHEN SELECTING COANDA DOWNSPOUT FILTER. COANDA
DOIfNPOUT FILTERS ARE AVAILABLE IN SEVERAL STANDARD SIZES AND CAN BE CUSTOM ORDERED. VARIABLES INCLUDE
ANGLE OF THE SCREEN, II1RE SPACING, DOIfNSPOLfT CONFIGURA TlON (SOLfARE OR RECTANGULAR)' METHOD OF DEBRIS
CAPTURE, INTERIOR OR EXTERIOR MOUNT, AND FLOW CAPACITY REQUIREMENTS. OPTIONS INCLUDE THE ADDITION OF A
HYDROCARBON flL TRA TlON.
DOIfNSPOUT SIZE
(inches)
4
TOP I1EW
, . ',';' . , .. ," . ,
FLOW CAPACITY MODEL NUMBER
(gpm) (In lerior /Exterior)
175 OFS-4-1 OR E
. ,
DETAIL RIGHT.
•
THE EDGE OF THE SCREEN CREA TES A
SHEARING EFFECT AS WA TER FLOWS ACROSS
THE SURF A CE, OIl£!? TlNG WA TER THROLfGH THE
SCREEN !tHILE DEBRIS SLIDES OFF TIlE FACE
OF THE SCREEN.
WATERFLOW
DIRECT/ON PRIOR
TO FLOfllNG
THROUGH
THROUGH
SCREEN(T'rP ).
AS SHOIfN ON THE LEFT, WATER PASSES
UNIMPEDED THROUGH THE SCREEN !tHILE DEBRIS
IS COLLECTED OUTSIDE THE DOIfNSPOLfT. DEBRIS
MA Y BE COLLECTED IN A CONTAINER OR BASKET
MOUNTED TO THE SCREEN, OR SlMPL Y COLLECTED
FOR MANUAL REMOVAL AT A LATER TIME.
THE DOIfNSPOUT MA Y BE MOLfNTED INSIDE THE
BUILDING AS SHOWN, OR IF PREFERRED, AGAINST
THE OUTSIDE WALL.
DETAIL: COANDA DOWNSPOUT FlL TER (PVT) PARTNERS
Planning and Engineering NOT TO SCALE
NOTE:
ONLY BUILDINGS 6-11 TO BE FllTED WITH
COANDA DOWNSPOUT FILTERS.
15938 Bernardo Center Drive
San Diego, CA. 92127
Ph. (858) 376-3444
Fax: (858)376-3555
E a.
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RR®RGSElB"I:1YDROlLOGY<"EXPfIBIT::"
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