HomeMy WebLinkAboutCT 05-09; BRESSI RANCH LOTS 34-37; STORM WATER MANAGEMENT PLAN; 2005-04-21I
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Prepared By
Partners Planning and Engineering
STORM WATER MANAGEMENT PLAN
FOR
BRESSI RANCH LOTS 33-37
City of Carlsbad
DWGNo.
PROJECT No.
Prepared By
Partners Plan'ning and Engineering
15938 Bernardo Center Drive
San Diego, CA 92127
For
St. Croix Capital Corporation
4350 Executive Drive, Suite 301
San Diego, CA 92121
April 21, 2005
RECEIVED
MAY 3 i 2005
CITY OF CARLSBAD
PLANNING DEPT. t,JOI .
C{OJ
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I TABLE OF CONTENTS
I INTRODUCTION
1. Project Description ........................................................................................... .
I 1.1. Hydrologic Unit Contribution .................................................................. .
1.2. Beneficial U se ............................................................................................. .
I 1.2.1. Inland Surface Waters ................................................................. .
1.2.2. G roundwater ........... ~ ..................................................................... .
I 2. CHARACTERIZATION OF PROJECT RUNOFF ..................................... .
2.1. Expected Pollutants from the Project Area ............................................ .
I 2.2. Pollutants of Concern ............................................................................... .
2.3. Conditions of Concern .............................................................................. .
I 3. MITIGATION MEASURES TO PROTECT WATER QUALITY
3.1. Construction BMPs ................................................................................... .
I 3.2. Post-construction BMPs ............................................................ ~ .............. .
3.2.1. Site Design BMPs ............................................................................ .
I 3.2.2. Source Control BMPs .............................................................•.......
3.2.3. Treatment Control ......................................................................... . I 3.2.3.1. Fossil Filter TM Storm Water Filtration System .....•..••......
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3.2.3.2. BiofiIters (Vegetated Swales) .......................................... .
3.2.4. Target Pollutants and Proposed BMPs ........................................ .
4. OPERATION AND MAINTENANCE PROGRAM .................................... .
4.1. Source Control BMPs ............................................................................... .
4.1.1 Hazardous Material Storage .............................. ~ .......................... .
4.1.2 Trash Storage .................................................................................. .
4.1.3 Efficient Irrigation System ............................................................ .
4.1.4 Inlet / Catch Basin Tiles ................................................................. .
4.1.5 Good Housekeeping ........................................................................ .
4.2 Treatment Control BMPs ........................................................................ .
4.2.1 Fossil Filter™ Storm Water Filtration System ............................. .
4.2.2 Biofilters (V egetated Swales) ........................................................ .
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5.0 Fiscal. Resources .......................................................................................... .
6.0 Conclusions ................................................................................................. .
ATTACHMENTS
A. Vicinity Map
B. Project Map
C. Calculations
D. Appendix
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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
Lots 33-37 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. The SWMP is subject to revisions as needed by the Engineer.
1. PROJECT DESCRIPTION
The proposed development includes nine (9) office buildings with associated parking,
landscaping and hardscape. The project site is located east ofInterstate 5 and south of Palomar
Airport Road. Access to the site occurs off Gateway Road. See Attachment' A' for Vicinity
Map.
1.1 Hydrologic Unit Contribution
Bressi Ranch Lots 33-37 is located in the Batiquitos Hydrologic Subarea of the San Marcos
Hydrologic Area (HSA 904.51) 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 Batiquitos Lagoon. The proposed development will not
significantly affect the current drainage pattern. The existing condition generates 12.3 cfs for the
100-year storm. The proposed developed site generates 31.1 cfs for the 100-year storm (w/o
detention). The site design includes on-site detention facilities designed to limit the post-
development flows to pre-existing conditions. 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, horticulture, or ranching
including, but not limited to, irrigation, stock watering, or support of vegetation for range
grazmg.
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 aquatic 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 of plant 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 wildlife (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 of fish. This use is applicable only for the protection of
anadromous fish. .
1.2.1 Inland Surface Waters
Coastal waters have the following beneficial uses as shown on table 1.1
Table 1.1 Beneficial Uses of Coastal Waters
Hydrologi REC REC BIO ES WIL RAR MA MIG SPW
cUnit 1 2 L T D E R R N
Number
904.51 X X 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
(904.51) 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
904.51 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 PROJECT RUNOFF
Runoff developed on site currently sheet flows from the northeast to the southwest to the existing
desiltation basins located along the south boundary line of the site. The runoff is then conveyed
via the existing public storm drain system to Batiquitos Lagoon. 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 Filter™ Storm
Water Filtration System 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*
EXISTING Area
Existing 3.90 14.3 4.6 cfs 0.27 cfs
Basin EX-1 AC Min
Existing 1.50 12.1 2.0 cfs 0.11 cfs
Basin EX-2 AC Min
Existing 1.25 20.7 1.2 cfs 0.09 cfs
Basin EX-3 AC Min
Existing 1.35 12.9 1.7 cfs 0.09 cfs
Basin EX-4 AC Min
Existing 2.00 20.8 1.8 cfs 0.14 cfs
Basin EX-5 AC Min
BASIN Total Tc QIOO QWQ*
PROPOSED Area
Proposed 3.89 14.2 6.8 cfs 0.41 cfs
Basin A-I AC Min
Proposed 0.91 7.8 3.8 cfs 0.15 cfs
, Basin B-1 AC Min
Proposed 1.68 9.3 6.5 cfs 0.29 cfs
Basin B-2 AC Min
Proposed 1.83 9.8 6.9 cfs 0.33 cfs
Basin B-3 AC Min
Proposed 0.38 5.5 2.0 cfs 0.06 cfs
Basin C-1 AC Min
Proposed 1.31 9.1 5.1 cfs 0.23 cfs
Basin C-2 AC Min
* Based on 85 % percentile storm with 1=0.2 inlhr
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2.1 Expected Discharges
There was no sampling data available for the existing site condition. The following constituents
are commonly found on similar developments and could affect water quality:
• Sediment discharge due to construction activities.
• Oxygen demanding substances from landscaping.
• Trash and debris.
• Nutrients from fertilizers.
• Pesticides from landscaping.
• Oil and grease from parked cars.
• Heavy metals from parked cars.
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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 904.51) is the Pacific Ocean shoreline which is listed for Bacteria
Indicators.
2.3 Conditions of Concern
The project site is approximately 0.06% of the watershed area (10.0 acres versus 17,821 acres).
The project area consists of soil group D with a minimum saturated infiltration rate of 0.06 in/hr.
See Figure 2.1 for site location and soil type. The development proposed for Bressi Ranch Lots
33-37 includes nine (9) office buildings with associated parking, landscaping and hardscape.
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 Filte/M Storm Water Filtration
System for water quality purposes. In addition, on-site detention facilities will be located,
where required, to reduce post development flows to pre-existing conditions. Thus this project
will not increase the amount of surface runoff directed towards either Batiquitos Lagoon or'the
Pacific Ocean.
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3.0 MITIGATION MEASURES TO PROTECT WATER QUALITY
To address water quality for the project, BMPs will be implemented during construction 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
• Storm 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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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 from
adjoining areas and screened or walled to prevent off-site transport of trash; and contain attached
lids on all 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 fr.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. Criox
Capital Corporation.
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 Lots 33-
37 will utilize both the Fossil Filter'l'M Storm Water Filtration System and bio-filtration (grass-
lined swales) for water quality purposes. Both the Fossil FilterlM 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.
3.2.3.1 Fossil Filter TM Storm Water Filtration System
The Fossil Filter1M 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 stormwater 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
particles, 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 Appropriate 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 scour. To maximize treatment efficiency, strips
should be designed to be as long (in the direction of flow) and as flat 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 free 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-filtration Design Factors (Strips And Swales)
Description Applications/Siting Preliminary Design Factors
Swales are vegetated channels that • Site conditions • Swales sized as a conveyance
receive and convey storm water. and climate allow system (per City of Carlsbad
Strips are vegetated buffer strips vegetation to be flood routing and scour
over which storm water flows as established procedures) -
sheet flow. • Flow velocities • Swales sized as a conveyance
Treatment Mechan-isms: not high enough to system (per City of Carlsbad
• Filtration through the grass cause scour flood 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 particles direction oftlow) and flat as
• Some dissolved constituents the site allows
• Strips should be free of gullies
or rills
• No minimum dimensions or
slope restrictions for treatment
purposes
• Vegetation mix appropriate for
climates and location
Table 3.2.2: Criteria for Optimum Swale Performance
Parameter Optimal Criteria
Hydraulic Residence Time 9 minutes
Average Flow Velocity 0.9 ft/sec
Swale Width 8ft
Swale Length 200 ft
Swale Slope 2-6%
Side Slope Ratio (Horizontal:vertical) 4:1
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-Minimum-Criteria
5 minutes
2ft
100 ft
1%
2:1
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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 Filter'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 Filter™ 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 m~ts 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™ Storm
Water Filtration System and by the proposed vegetated swales.
• Heavy metals from parked cars will be treated by the proposed Fossil Filter™ Storm
Water Filtration System and by the proposed vegetated swales.
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4.0 OPERATION AND MAINTENANCE PROGRAM
The operation and maintenance requirements for each type ofBMP are as follows:
4.1 Source Control BMPs
4.1.1 Hazardous Material 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.
• Th~ 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 Storage
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.
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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 correct amount of water.
• Periodic testing of all flow reducers and/or shutoff valves to verify in good working
order.
Corrective Maintenance
Corrective maintenance is required on an emergency or non-routine basis to correcj
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
\\Server\c-drive\dwg\578\578-swmp.doc
4/21/2005
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Inspection Frequency
The site will be inspected and inspection visits will be completely documented:
• 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 Stormwater 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 such 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 basis. Corrective
maintenance activities include:
• General Facility Maintenance. General corrective maintenance will address the
overall facility and its associated components. If corrective maintenance is being
done to one component, other components will be inspected to see if maintenance is
needed.
Prepared By
Partners Planning and Engineering
\\Server\c-drive\dwg\578\578-swmp.doc .
4/21/2005
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4.2 Treatment Control BMPs
4.2.1 Fossil Filter™ Storm Water Filtration System
The operational and maintenance needs of a Fossil Filter™ Storm Water Filtration Systeril are:
• Removal of contaminants, sediments and debris from storm water runoff.
• Absorption of petroleum hydrocarbons and oil-based products from stormwater runoff.
-Inspection Frequency
The Fossil Filter™ 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 and 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™ 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 FloGarlM 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 covered, the
pouches will be replaced.
• For Flo-Gard™ 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 removed 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 the 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 the work
area, the top screen removed and the exposed material poured out. The new adsorbent
will be po"ured into the adsorbent containment area to a level about 1 Y2 inches from the
top screen when the filter cartridge or filter is level.
• F or 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 S1.
Criox Capital Corporation.
• The exposed adsorbent is non-biodegradable, non-leaching and non-carcinogenic so, with
proper handling and documentation, it can be disposed of at a landfill. However, because
disposal regulations vary by area, S1. Criox Capital Corporation 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, Article 11.
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5.0 FISCAL RESOURCES
St. Criox Capital Corporation is aware of its responsibility to maintain all construction and post--
construction BMPs to ensure they are all in good working order. They understand that as part of
the discretionary project review process, the City of Carlsbad will include maintenance
conditions in the permit conditions and that security may be required. In addition, St. Criox
Capital Corporation is aware that the City of Carlsbad may require them to enter into a contract
with the City prior to permit issuance obliging St. Criox Capital Corporation to maintain, repair
and replace the storm water BMP as necessary into perpetuity and that security may be required.
6.0 CONCLUSIONS
The proposed development ofBressi Ranch Lots 33-37 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 associated
with development, St. Criox Capital Corporation 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™ Stonn 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™ Storm Water Filtration System asa
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, erosiori 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 th~ proposed Fossil Filter™ Storm
Water Filtration System and by the proposed vegetated swales.
• Heavy metals from parked cars will be treated by the proposed Fossil Filte/M Storm
Water Filtration System and by the proposed vegetated swales.
Although none of the BMPs chosen are rated as having a High Removal Efficiency, St. Criox
Capital Corporation believes that it has addressed the water quality issues to the maximum extent
practicable considering the size of this site and the amount of rUl10ff generated.
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This Storm Water Management Plan (SWMP) has been prepared under the direction 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
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I ATTACHMENT A
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1 ATTACHMENT C
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STORM DRAIN REPORT
FOR
Bressi Ranch Lots 33-37
Carlsbad, California
April 19, 2005
DWGNo.
Prepared By:
PARTNERS Planning and Engineering
15938 Bernardo Center Drive
Andrew J. Kann
Registration Expires
San Diego, CA 92127
(858) 376-3444
RCE 50940
9-30-2005
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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: HYDROLOGYIINLET SUMMARY
TABLE 2: HYDROLOGY AND HYDRAULIC CALCS
LIST OF APPENDICES
Appendix 1: Runoff Coefficients
Appendix 2: 100-Year Isopluvial Charts
,Appendix 3: Intensity -Duration Design Chart
Appendix 4: Gutter & Roadway Discharge -Velocity Chart
Appendix 5: Overland Time of Flow Nomograph
Appendix 5: Handbook of Hydraulics Tables 7-4, 7-11 and 7-14
page 1
page 1
page 1
page 1
page 1
page 2·
page 2
page 2
page 2
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 Per.mit submittal
requirements for the development of Bressi Ranch Lots 33-37. The proposed development'
includes nine (9) 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.
t 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 existing drainage limits.
METHODOLOGY
This drainage report has been prepared in accordance with current City of Carlsbad
regulations and procedures. All of the proposed pipes, curb inlets and grass-lined swales
were designed to intercept and convey the 1 aD-year storm. The Modified Rational 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)
(2)
San Diego County Hydrology Manual, June, 2003.
Handbook of Hydraulics, E.F. Brater & H.W. King, 6th Ed., 1976.
EXISTING CONDITIONS:
The project 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 desiltation 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.
DEVELOPED CONDITIONS:
The proposed development includes nine (9) office buildings with associated parking,
landscaping and hardscape. 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.
EXISTING RUNOFF ANALYSIS:
The site sheet flows from northeast to southwest towards the existing desiltatiQn basins
located throughout the site. A runoff coefficient of 0.35 would be appropriate for the mass
graded pad. See Table 1 as well as the attached calculations for particulars.
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b = Channel Bottom Width (ft)
s = Channel Slope (fi/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-
hydro graph method. See the attached calculations for the design procedures utiliz~d with the
single-hydrograph method. The detention facilities for site have been designed to account for
the increase in flow from the site. The three on-site basins join via 18" storm drain pipes.
The combination of the flows for the site does not exceed the pre-developed flows. Basin
A-I is required to have 1920 cf of storage and 3697 cf is provided. Basin-s B-1, B-2, and
B-3 are required to have 11,340 cf of storage and 13,800 cfis provided. Basin's C-l and C-2
are required to have 1800 cf of storage and 2454 cf is provided. 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.
RESUL TS AND CONCLUSIONS
The site discharges a total of 31.1 cfs. The existing site discharge 12.3 cfs. Therefore, the site
design includes detention facilities to limit the total runoff to 11.3 cfs. The outflow from
each detention basin was: Detention Basin 1 = 5.0 cfs; Detention Basin 2 = L8 cfs, Detention
Basin 3 = 4.5 cfs.
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.
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- - - - --, -, - --, -, -
San Diego County Hydrology Manual
Date: June 2003
Table 3-1
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Section:
Page:
3
60f26
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "c"
Soil Type
NRCS Elements Coun Elements % 1M PER. A B C D
Undisturbed Natural Terrain (Natural) Pennanent Open Space 0* 0.20 0.25 0.30 0.35
Low Density Residential (LOR) Residential, 1.0 DU/A orless I! < " • ' 10 0.27 0.32 0.36 0.41
Low Density Residential (LOR) Residential, 2.0 DU/A or less '],i,-,,' j 20 0.34 0.38 0.42 0.46
Low Density Residential (LOR) Residential, 2.9 DU/A or less .,' 25 : /.' " 0.38 0.41 0.45 0.49
Medium Density Residential (MDR) Residential, 4.3 DU/A or less A!wd'! 30 0.41 0.45 0.48 0.52
Medium Density Residential (MDR) Residential, 7.3 DU/A or less {,7'].:· 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR) Residential, 10.9 Du/A or less if ,,' v : r 45 0.52 0.54 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 Du/A or less :': -. :::.: 50 0.55 0.58 0.60 0.63
High Density Residential (HDR) Residential, 24.0 Du/A or less 65 0.66 0.67 0.69 0.11
High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.18 0.19
Commercial/industrial (G~ Com) General Commercial 85 0.80 0.80 0.81 0.82
CommerciallIndustrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85
Commerciallhiduslrial (General I.) General Industrial 95 0.87 0.87 0.81 0.81,
*The values associilled with 0% impervious may be used for direct calculation of the runoff coefficient as described in, Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the .soil type), or for areas that will remain un,distllrbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveiand Nation'al Forest).
DU/A = dwelling units per acre
NRCS = National Resources Conservation Service
3-6
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(1' From precipitaliOf'l maps determine 6 hr iII1(124 hr irncunts
for the se:ected frequency. These maps are include:J in the
County HydrolOGY Mi¥lual (10. 50. an:j 100 yr maps i1cUle:l
in ltJe Design and Procedl.lre ~anual',
{2) Adjust 6 tv precipitation (if ~C9$S3'Y) So that it Is v.ithin
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(3) Plot S hr precipitation on the rigN side of the chart.
(4' Draw a line through tile point paraileilio the ptottee lines.
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being ar:alyzed.
Application Form:
{a' Selected frequency {(f() year
(b' P6 = 2·S-in P2 .. = '1,6 P6 = ~ ~.L~2i -" -'P24 ..
(e) Adjusted P6(2} = 2. Sin"
(d) Ix = __ min.
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Note: This chart replaces the Intensity-Duralion-Frequency
curves used sir.ce 1965.
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1 2.12 :3.1.· •. 24· 5.3:'6.56'7,,42' ...... '.!>& '10.60 ~'.£6 1272
10 1.68'2.53: 3.37 421' S.:i5· 5.110' &.74 " 7.:-" • 1.42 • «1 10"
15 t.3:) •. gs"2.59 32~·3l19·4.5C·51'''S8~·'''S> 1':! 71.
20 1.0!! "'.62'2.15 28!.323·3.77" ".31' 4S!i' S':';9 s;a 548
.25 093 . 1.40' 1.87 2.31 2.110' 327' 3,3" .2) . ".57 51! 5 eo
30 083"241.66 2.01·2 ... 9·290·3.32·3.73· ... IS· ... ~ 4911·
40 069' 1.03'1.38 1.1'2'2.07' 2.4'" 271;' 3 I,) . 3."5 . 375 4 13.
j. 50 060 :0.90: '.19 .... 9 1.792.09: 239: 2.ti~: Z.!1O 3ee 331
. 10 0.53 :0.80 1.«16 1.3) 1.59 1.IIG 2.1l l.3j 265 2:c 3 .. l.~ .... ItO 0.41 :0:6< ':.112 '.02 1.23 •. 43: '.&3 : u~ : 2.~ . 2.~!: 2'15
I 120 034 05~ eM C.IS 1.[12 1."9 .,36 '5) 1.70 '!!1 2C4
150 029 "0.44·t.59 C.73 0118 103'",',32'1 .. 7 '!:1 17' •.
lItO 026 "0»"0.52 C6s'07a'Ogl',04" I'" '3' 1.4. 'i'5~
240 022:0.33'043 C!>&·0.65·076·0.17"09S·I.(I8. 1.1~ 130.
:1000.19 '021";; 3e C,"" o.~· 0.«16' 0::5 . oas . 0.94 1.:JS!· t3
»0 0." ·0.25'!j.33 ( ... 2 '0.50'0.:;0"0.61' 0.15' 064 0.E2 f'CC"
F '1 G U R E I 3-1 I
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l..-n:.015-+1_---____ -=.20~lIo ___ __1 _ n = .0175
2%
Concrete
Gutter Paved RESIOENTIAL STREET
ONE sloe ONLY
20-t-----------t--~--r_--~--~rl--t_+_+~~--------r_--~~~-~1·~ __ _
8 -f------t--j/f---+---f---+-I-7-+--+-+-~v......~ v . ~ ". ~ 1 .7 6 _J--____ -+-J.~C==~ __ =h-~IJ~~l_I_I.).)+_~~~"~10 ,,, /~< (... IT
4 I Nt-., ~ I ~'L
2 3 " 5 6 7 a 9 10 20 30
Discharge (C.F.S.)
EXAMPL.E:
Given: Q ,. 10 S :0 2.5'10
Chart gives: Depth:o 0.4, Velocitv " 4.4 f.p.s.
SOURCE: San Diego County Department of Special District Services Design Manual
FlGtJRE
Gutter and Roadway Discharge. Velocity Chart 3-6
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0.001
0.0009
0.0008
0.0007
0.0006
0.0005
0.0004
0.0003
EQUATION: V = 1.:..4..!t R213 S"2
n
0.2
0.3
0.4
0.6
~
0.8 '"
0.9 ~ " 1.0 '?(S'
~ " "
10
20
GENERAL SOLUTION
SOURCE: USDOt, FHWA. HDS-3 (1961)
Manning's Equation Nomograph
30
20
1.0
0.8
0.7
0.6
0.5
0.05
0.06
0.07
0.08
0.09
0.10
0.3
0.4
.\
FIGURE
3-7
---_ ........ A ~ ul\.r\UL1L,;~
I
. . for the Solution of
~--------··-------·-·----·------l-l-yd mrtHc-ErrgMz'n-~-l!M"r~tt-:i't"'l ~~, -"jP~r~o*:1r.)T"1 (J.':':':' ,t':'ll:"":S:-"'--'---
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d -cli:l/tl'~lf!r ur c:1a:lIIn&:1 .. . . . .. " 7/~1_~ .02 .Ol .0·' .05 .Oli .0; .08 .()9 -----------
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.~ .2:J2 .!!:JD .~H .,--.!!G3 .271 .~7!~ . 287 .2~tF • .:t1l3 __ ail
.0 .311 .:1 I!) .:127 .:13;; .:1·13 .3';0 .:1;j8 .:CtiU .373 .::llO
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'r~blc 7-'l. For Dl!tcrminillg the Arc:\. {1 or the Cross Bcdion C)r ':~
Cirr.ular CIHlIlllit Flf)\\'ill~ ParI. Full'
, "'1 _cf_('.r_)t.I_' .• ~(._\\':&.l_~r 1>
uc; --d-lnu C .. -t.he t.:,blllaL,:d \·;~llll':. cJi:unctcr at ch:1nncl
D -.011 J .01 .O:l .OJ .04 .O.S .Or. .r)';-.OS .00
--- -----' ------
.0 .00001 .001l .00:1i .nOlj!) .010:; .01" ; .01n::· .0~·'2 .o~n-l .~3SO
.1 .(HOU .1).1';1) .05J·' .nl'c)f) .OIi/iS .n73!) .0B;1 t .0 S.'3.1 \ .OUIiI .lOa!)
.2 .1118 .11 O~ .1231 .1 :11.;.~ .1HU .1SaS .1 I,:.!:) .1 ill .1~UIJ .• IS!>CJ
.:1 .IUS:! .!Wi4 .21 Iii .22t)il "3--.2-\5°1 .,,, -i" .::!IH:.! .::!i:.l\) .'S:lli .-:>"1 ._.) 'I
.-l .:!!l:l-4 .3032 .J t:30 .3!!2U .J3::!S .3-\ 25 .:.s,i~-: .:ru:r: .372; ,.3S!!7
.5 .J!}:} •• 03 •• 13 .~2:l • ..JJ:J .·H3 .4.')3 .4.i2 .-.72 .~S~
.6 .~!):l .~02 .51l .~~l .~31 •• Hil .5Sc) .5.50 .!ic.g ;5';'3
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.8 .I~i" .681 .GSO .UU7 .704 .712 .i LO .i:.!.') .;3!! .i33
.9 I .7 .. 5 .7.50 .1 sa .71H .il;!l .771 .77S . i70 .n:! . .i84
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7=-1.'I£f ~ 7;. -t:J,t;qr
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(I, e) (1-1-O.3.s-) (0 . .s(j,S-)
-.. , ... " ...... ~.-.. . ... ,~ ....... ~-.. ----.... -
43 .qq) cZ.s-) ( Y'-l.-3)
-.!:.. ~ ['J :;~ ..
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( . \ ... -.. --., _ .... -....... --............ ---~
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- - - - - - - - - --.--.-- - - - -HYDROLOGY SUMMARY
Travel Time in Culvert
Basin Area C L So Ti Ii Qi s n b K' D/b D Ca Area V L Tt Tc I Qf I '!.e~~~~~ -:.---~-.. --(ft)-~fi\ft) (min) (in/hr) (cfs) (%) (ft/ft) (ft) (n/ft) No. (a c) (ft/ft) (ft) (sf) (ft/sec (ft) (min) (min) (in/hr)-(cfs) I ~~O-y!..!!!.!!t
P6=2.5
Existing
EX-I 3.90 0.35 505 9.50 14.3 3.34. 4.6
EX-2 -:-1.50 035 375 10.00 12.1 3.72 2.0 -'---EX-3 1.25 0.35 320 1.60 20.7 2.64 1.2
EX-4 1.35 0.35 345 7.30 12.9 3.57 1.7
EX-5 2.00 0.35 390 2.10 20.8 2.62 1.8
10.00 12.3
Proposed
A-I 3.89 0.52 740 8.00 14.2 3.36 6.8 6.8
B-1 0.9!_ ~~L r-1QL 1.00 7.8 4.95 3.8 ---4.43 6.5 B-2 1.68 0.87 500 1.00 9.3
B-3 1.83 0.89 . 675 1.00 9.8 4.26 6.9
TOTAL 17.2 17.2
C-I 0.38 0.85 150 1.00 5.5 6.19 2.0 --.-485 Too 9.1 4.47 5.1 C-2 1.31 0.87
10.00 TOTAL 7.1 i.l
-
TOTAL 31.1
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OBTENTION STORAGI COXPUTATIOH PIOCEDORB
SINGLE HYDROGRAPH FORM
Input Variables (Urban Conditions)
six hour precipitation amount (inches)
Time of concentration (min.)
Coefficient of runoff
Basin area (acres)
Computation
~ime to peak
T, -2.0TJ(D/(1 + 1(.) -1.1072'1'.
~ime of hydroqraph to begin
T. -20 -T, ~ ime of hydroqraph to end
Ta -20 + 1.5 '1',
Peak flow
a, -CIA a 645 )?~ (.../ ITI -7.44 p,l'r.· -_____ _
Surrounding flow (~)
in.jhr.
Oepth of precipitation for 2 hours
DI20 -7.44 P,/120o''''(2 hr.)
0 120 -0.6785 P, -'.~?:n.r in.
Surrounding Intensity
I. -60 (0120 -OK) / (120 -2. ST.)
'1. -(j.L/,,! in./hr.
Qa -CI,A
Plot Hydroqrapb and Surrounding Flow
Quttlow I Basin Size (Natural conditions)
Outflow
C -,:1.,,2. -r -1"'1.'-
I -7.44 P,/TcO't.s. "'3-t!-/
<IN -CIA
1. Plot on Bydroqraph
min.
in./hr.
P, "l. :;-.
Tc \'-t,l..
C 0..: ~-2
A s· .. ~ <=t .
'1', /5--=; ~
'1', Ll_ <.8
TB 2-/3,.':;,-8
0, 6'-8
a. Drav line trom surrounding flow intercept with beqinning hydrograph limb to QN 2. Estimate volume needed for reservoir
a. Determine preliminary reservoir dimensions
b. Surrounding flow discharges directly through
reservoir without detaininq any storaqe
3. Size outlet vorks
a. Outlet flow, 0. less than or equal to QM
b. Stay within the limits ot the reservoir
4. Rout
a. Refina reservoir dimensions and/or outflow
facility
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-,-, ~:~-~;-'~ -'~-', 0 -::~~--('~:~~. ~\-~\.~-:. ~l r; ~ \: ~ ",-: r~-~'~:--~-~--
1\ ) No \1.1 .J '~,1' ''r\ I ,-t-~----
-_. __ .. --_ ... --_._ ............ ~.~.
'. .. tlJ .I"f~" A..\ t (, J ;.. ,-_'" '-'fo'
" /-( f' ,1\, ',t. ) "
• ...1 ' •• \ t '. ,'-)
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(
~> .. \:,',/\ DET!N'l'IOH STORAGI COKPt1'1'A'1'IOJr PIOCEDURB
SINGLE HYDROGRAPH FORK
Input variables (Urban Conditions)
Six hour precipitation amount (inches)
Time of concentration (min.)
coe~~icient of runoff
Basin area (acres)
computation
Time to peak
T, -2.0TJ(D/(1 + J(p) -1.1072Tc Time of hydroqraph to beqin
'1'. -20 -'1', Time of hydroqraph to end
'1's -20 + 1. 5 '1', Peak flow
a, -CIA 0 ?I-J ITo -7.4' p,l'r •. 645 -t. _ in./hr.
surroundinq flow (~)
Depth of precipitation for 2 hours
0 120 -7.44 P,/120o.6CS (2 hr.)
D120 -0.6785 p. -I. ~162 c;-in.
Depth of ~recipitation tor hydroqraph
Oil -(P,'l', :Iss) /5.83 -tJ ,ql-/"If:'! in.
Surroundinq Intensity
I. -60 (DI20 -Ox) / (120 -2. ST.)
'I. -6 .(./~ in./hr.
Q.. -CI.,.
Plot HYdrograpb and surrounding Flow
outtlov I Basin Size (Natural conditions)
Outflow
C -o(8~ '1' -'1.@
I -7.44 P,/T.G,t.s -y, .~
~ -CIA
1. Plot on Hydroqraph
min.
in./hr.
"
P, 2'J
'1'. "I.e
c 0', t?1
A LI. f-{ 2:.
T, I CJ .. G' '>'""
T. ~., s:
Ta J~, ?B
0, \~,:i
Q, I.?
a. Draw line trom surrounding flow intercept with
beqinninq hydroqraph limb to QN Estimate volume needed for reservoir 2.
3.
4.
,a. Determine preliminary reservoir dimensions
b. surroundinq flow discharqes directly throuqh
reservoir without detaininq any storaqe
Size outlet works
a.
b.
Rout
a.
Outlet flow, Q. less than or equal t() QN stay within the limits ot the reservoir
Retina reservoir dimensions and/or outflow
facility
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;~ 1,,:2
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15
J,
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3
(~(.J kr.. ~ ,.." r. • "" \ ( " V. -( / 3' (\0"""'\'" ) ( -.,.--i ~ D \., ;:. j R -b"·).... , ...... >tJ ) •
. ~"-~'" II; ')1(6 ~.f \
L .. " ...... ' .' ... ----.... -_ ... --'
, .' .-,,//0) ! f }"A .. l\ ,.. ...... _' _d ._ .A':.1 --",)). /1\/ I~ L.A j. K) I 1. • ~ l...
~ .' --~ . __ .----... -~--
II/ Jtl6 c.f
, :-. ' ..
'!. ' .•
~-.. ~.--
.----... ,~---. --,1-. _~ __ M---1_-""'.'" ---t~--~'-"'i
2.0 Jo Yo Sa
-I( If 4 r::-' { 1/:/1. t;.
O( : ••• 1:: ~:Z t.il r J
,,!"" .f ./ /.1 '\ " . " " .... ,
( //' .... _ ',/' 1 .... .' j
--.. .. ---
l/.(/--!:'J;o,,:;r)'l /::7/7//'( DETEN'l'IOM STORAGB COKPtiTATloB PROCEDURS
SINGLE HYDROGRAPH FORM I I~J/
Input variables (Urban Conditions)
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Six hour precipitation amount (inchea)
Time of concentration (min.)
Coefficient of runoff
Basin area (acres)
computation
TilDe to peak
T, • 2. OT~DI (1 + K,) • 1.1072Tc TilDe ot hydrograph to begin
1'. -20 -1', TilDe of hydrograph to end
1'8 -20 + 1.5 T,
Peak flow
Q, -CIA '-I .. r IT. -7.44 P,/1'.o.645 -in./hr.
surrounding flow (~)
Depth of precipitation for 2 hours
0'20 - 7 ..... P,/120o'''-SC2 hr.)
0'20 .-0.6785 P, -\.t;?~;(, in.
Depth of 8recipitation for hydrograph
OK -(P,'I'. :355) 15.83 -0, 9Z.05~ in.
Surrounding Intensity
I. -60 (0120 -OK) I (120
'I. -c' ,?Ir in./hr.
Q, -C1aA
Plot Hydrograph and surrounding Flow
outflow I Basin Size (Natural Conditions)
outflow
C -o. g,)" T -
I - 7 •• 4 P,/T",1.5 -
Q" -CIA
g~6 min.
7"" in./hr.
1. Plot on Hydroqraph
"
P, 2-5-
T, 8_6
C O .. 8S--
A I~ bCf·
'1', 9-S-;(.
1'. /p-'?/!!J
T8 5'1-c[3
Q, 7-.·1 .
Q '7t) H ___ _
a. Draw line rroll surrounding flew intercept with.
beqinning hydroqraph limb to QN
2. Estimate volume needed tor reservoir
a. Determine p~eliminary reservoir dimensions
b. Surroundinq flow discharqes directly throuqn
reservoir without detaining any storaqe
3. Size outlet works
a. outlet flow, Q. less than or equal to OM
b. stay within the limits ot the reservoir
<I. Rout
a. Retine reservoir dimensions and/or outflow
facil! ty ... lc.h4
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~/f I' !~ '''-/tV l( I I)t ~ \...-t..... 1
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VA;: (2QS-f)(' .)
r--._ .......................... .
L--.. ~ t1:_~.:: ~~r"~
"'!o
T£ : 3'-;. ze l, ... :;oJ
\
(//f. f (;.J J
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60
- - - - - --'---_._, .. _----.-.---HYDROLOGY AND . . .
HYDRAULIC CALCS 4/19/2005
Conn. ~u~: IAR)]~.~ "C" CA Sum L (ft) S(%) Ti Tt Tc I Q L (ft) S(%) Dia . . K' D\d Ca V Pipe Sizing NOTES ------100 -yr everii---Point Basin Ac. CA (Ovrlnd (fg) (min) (min) min. in/hr cfs (Pip~) (Pipe) (in) (fps)
-WowstoDB2
8-1 0.91 0.85 0.77 0.77 300 1.00 7.8 0.0 7.S 4.95 3.8 ,--1.68 I--O~87 1.46 1.46 500 1.00 9.3 0.0 9.3 4.43 6.5 185.00 0.50 18 0.403 0.72 0.61 4.8 18" pipe I 8-2
8-3 1.83 0.89 1.63 1.63 675 1.00 9.8 0.0 9.S 4.26 6.9
Flow from DB2
DB2 1.8 145.00 2.00 18 0.056 0.24 0.14 5.5 IS" pipe 2
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578-sd.xls PaQe2
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I ATTACHMENT D
I APPENDIX
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-------------------
MONITORING RECORD
RECOMMENDATIONS
INSPECTION DATE OF OBSERV A TIONS/ 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 this table.
DATE:
Prepared By
Partners Planning and Engineering
BY: DESCRIPTION
\\Server\c-drive\dwg\578\578-swmp.doc
4/21/2005
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CONTACT PHONE
PERSON NUMBER
Prepared By
Partners Planning and Engineering
ALTERNATE
PHONE
NUMBER
ALTERNATE
CONTACT
PERSON
\\Server\c-drive\dwg\578\578-swmp.doc
4/21/2005
PHONE
NUMBER
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Prepared By
Partners Planning and Engineering
\\Server\c-drive\dwg\578\578-swmp.doc
4/21/2005
I ~
SCALE:
----
ro' 'j -.
.,';'
, ,«'
',' .:,. ... ,
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POST-CONSTRucnONBMPs
BRESS/ RANCHO LOTS 33-37
--= ---
-'-'----
--.
"
~';::-'.;.:;:-'::--.--
SIDE VIEW
SCALE: NONE
NOTEs..'~
I. ~ FLTER BOOr SHMl. IE IINIIFACl1RED FRa/1£11iaBM RCi1STNiT
RJEI/QASS IllCllIEETS tR Dlf:EEIJS PS 15-89. . . .2. NlIETM. CfJIIIaEN1S SHMl.1E STMLESS sm (rIPE .11#) .s IiEIIOV.WE FLTER /JASK£T SHMl. IE fXIiSTRIJCTED FRa/1JUWJlE PfX.W'fftYIlDE: IIfMN I/f1IfD.AIENT GE01Elt1l£ . .
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PARTNERS
Planning and Engineering
15938 Bernardo Center Drive
San Diego, CA. 92127
Ph. (858) 376-3444
Fax: (858)376-3555
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Planning and Engineering
15938 Bernardo Center Dr.
San Diego, CA. 92127
Ph. (858) 376-3444
Fax: (858) 376-3555
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PARTNERS
Planning and Engineering .
15938 Bernardo Center Dr.
San Diego, CA. 92127
Ph (858) 376-3444
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