HomeMy WebLinkAboutCT 11-01; ROBERTSON RANCH WEST VILLAGE; STORM WATER MANAGEMENT PLAN; 2013-02-15STORM WATER MANAGEMENT PLAN
For
EL CAMINO REAL WIDENING
RANCHO COSTERA
CDP 11-10
CT 11-01
SWMP 13-03
Revised: December 10, 2013
Prepared: February 15, 2013
J.N. 10-1307-5 RECEIVED
Prepared By: MAR 07 201I
O'DAY CONSULTANTS, 1] I
2710 Loker Avenue West, Suite 10NGINEERUtG
Carlsbad, CA 92010-6609
(760)931-7700
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George Okay, RCE 32, Exp. 12/31/14
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TABLE OF CONTENTS
TABLEOF CONTENTS ................................................................................. 1
1. PROJECT SETTING ........................................................................... 3
2. APPLICABLE STORM WATER STANDARDS ...............................4
Storm Water Standards Questionnaire...........................................4
HMP Applicability Determination.................................................4
3. IDENTIFY POLLUTANTS OF CONCERN.....................................4
Identify pollutants associated with type of project/use..................4
Identify watershed, hydrologic unit basin and receiving waters .4
List impaired water bodies.............................................................4
Beneficial uses of receiving water.................................................5
Summarize primary pollutants of concern.....................................6
4. SOURCE CONTROL MEASURES ...................................................6
Description of site activities and potential sources of pollutants.. .6
Stormwater Pollutant Sources and Source Controls......................6
5. LOW IMPACT DEVELOPMENT (LID) DESIGN STRATEGIES ... 6
5a. Optimization of site layout.............................................................6
Setbacks of creeks, wetlands, and riparian habitats.......................6
Minimization of imperviousness....................................................6
5b. Layout and use of pervious surfaces..............................................7
5c. Dispersal of runoff from impervious areas to pervious areas........7
6. INTEGRATED MANAGEMENT PRACTICES (IMP's)..................7
Selection process for IMP's...........................................................7
Sizing factors for IMP's.................................................................7
Geotechnical recommendation on soil infiltration rates................8
Infiltration calculations..................................................................8
7. TREATMENT CONTROL BMP's.....................................................8
8. HYDROMODIFICATION..................................................................8
9. DOCUMENTATION OF STORMWATER DESIGN........................8
Hydrology maps.............................................................................8
BMP Sizing Calculator..................................................................8
Tabulation ...................................................................................... 8
10. BMP FACILITY MAINTENANCE REQUIREMENTS....................9
lOa. Ownership and responsibility of maintenance of BMP's..............9
lOb. Summary of maintenance requiremenmts .....................................9
11. SWMP CERTIFICATION STATEMENTS......................................10
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Attachments:
Vicinity map
Storm Water Standards Questionnaire
Figure 2-1 HMP Applicability Determination
Table 2-1: Anticipated and Potential Pollutants
San Diego Region Hydrologic Boundary Map
303(d) list for impaired water bodies
Table 2-3 Beneficial Uses of Coastal Waters
Stormwater Pollutant Sources and Source Control Checklist
Figure 2-2 Decision Matrix
BMP exhibit
BMP Calculator Output
Geo soils Recommendation Letter for Bioretention Areas
Downstream Channel Analysis by Wayne Chang
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1. PROJECT SETTING
This Storm Water Management Plan was prepared to support the Widening of El Camino Real
between Cannon Road and Tamarack Avenue, in the City of Carlsbad. See Attachment 1 for
Vicinity Map of the site. Storm water run-off from the site is tributary to Agua Hedionda Creek.
I As part of the Future Development for Rancho Costera located to the north, CT 11-01, also
known as Robertson Ranch West Village, the City of Carlsbad has required the developer to
improve El Camino Real. The improvements consist of widening to a right-of-way width of 126
I feet, with appropriate turn pockets for the future development as well as a median in the center of
the street. This improvement encompasses the entire length of the northerly side of El Camino
Real between Cannon Road and Tamarack Avenue. The improvements on the southerly side of
I El Camino Real are limited to two portions: one portion from just west of Crestview Drive to just
east of Lisa Street and another portion west of the projection of Julie Place to just east of Kelly
Drive. The existing street is improved to a width of 40 feet from the centerline (except where
I shown on the south side of the street).
Beginning from the intersection of Cannon Road heading west, existing El Camino Real drains
I to a low point. An existing 8'x8' reinforced box culvert conveys storm water from the north to
the south side of the street. Heading westerly on El Camino Real towards Crestview Drive, an
existing 24" storm drain conveys storm water from the north side to the south side of El Camino
I Real and outlets east of Crestview Drive. A curb inlet and storm drain is proposed west of the
Crestview Drive intersection to prevent storm water runoff from crossing Crestview Dirve as
occurs under existing conditions. Continuing westerly, there is an existing 48" storm drain near
I the projection of Julie Place. 58.80 acres of land to the north drains to this existing 48" storm
drain and is conveyed to a channel within land owned by Hoffman (APN 207-101-27, 28, and
29). Currently storm water from a portion of El Camino Estates runs onto El Camino Real.
I That storm water combined with storm water from the high point at El Camino Real drain to
property owned by Marja Acres, LLC (APN 207-101-24 and 25). To alleviate runoff to property
owned by Hoffman and Marja Acres, a series of storm drains and curb inlets are proposed. This
I storm drain will serve as Drainage Project BFA of the City of Carlsbad Drainage Master Plan
dated July 3, 2008 prepared by Brown and Caldwell. Continuing westerly, 11.5 acres of land to
the north drains into El Camino Real. Since the street is superelevated at this location, both sides
I of the street drain to the low point to the north, west of Kelly Drive combining with storm water
from the Tamarack intersection. The storm water is conveyed to the south via an existing double
8'x4' reinforced culvert box. The proposed storm drain will alleviate impacts to the sensitive
I wetland area to the north by conveying storm water to the south side of El Camino Real.
There are several opportunities and constraints for storm water flow control and treatment on this
site. Constraints include steep slopes and the presence of Soil Type D. Also, the areas of the
street that are superelevated as well as the minimal room between the curb and the right-of-way
present a challenge for storm water treatment. Opportunities include the use of pervious payers
I or pervious concrete in the median, and bioretention with impermeable liners (flow-through
planters).
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2. APPLICABLE STORM WATER STANDARDS
Storm Water Standards Questionnaire
Per the Storm Water Standards Questionnaire (SWSQ), this project meets PRIORITY ' DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater
criteria per the SUSMP. (See Attachment 2 for completed SWSQ)
HMP Applicability Determination
Per Figure 2-1 of the SUSMP, Hydromodification controls are required. (See Attachment 3 for
Figure 2-1 HMP Applicability Determination.) It was determined that field investigations would
not be conducted pursuant to the SCCWRP channel screening tools. Therefore the site must
mitigate peak flows and durations based on a pre-project condition lower flow threshold of
0.1 Q2.
3. IDENTIFY POLLUTANTS OF CONCERN
3a. Identify pollutants associated with type of project/use
Per Table 2-1 of the SUSMP (see Attachment 4), the pollutants anticipated for Streets, Highways
& Freeways are:
Sediment
Nutrients (potentially) I Heavy Metals
Organic Compounds
I Oxygen
Trash & Debris
Demanding Substances (due to on-site landscaping)
Oil & Grease
Bacteria & Viruses (potentially) I Pesticides
Identify watershed, hydrologic unit basin and receiving waters.
The project is located in the Los Monos Hydrologic Subarea (904.31) of the Agua Hedionda
Watershed in the Carlsbad Hydrologic Unit in the San Diego Region (Attachment 5). Under both
existing and proposed conditions, storm runoff from the El Camino Real Widening is eventually
conveyed to Agua Hedionda Creek, and then continues westerly to Agua Hedionda Lagoon.
List impaired water bodies
According to the California 2006 303(d) list published by the RWQCB (Attachment 6), Agua
Hedionda Creek and Agua Hedionda Lagoon are impaired water bodies associated with the
stormwater discharge from this project. Agua Hedionda Creek has impairment for manganese,
selenium, sulfates, and Total Dissolved Solids. Agua Hedionda Lagoon has impairment for
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Indicator bacteria and sedimentation/siltation. Sites tributary to Clean Water Act Section 303(d)
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water bodies require additional BMP implementation.
3d. Beneficial uses of receiving water
I The beneficial uses for the hydrologic unit are included in Attachment 7, and the definitions are
listed below. This information comes from the Water Quality Control Plan for the San Diego
Basin.
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 repressurization.
NAV - Navigation: Uses of water for shipping, travel, or other transportation by private,
military, or commercial vessels.
I REC 1 —Contract 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
I activities, fishing, or use of natural hot springs.
REC 2 —Non-Contact Recreation: Includes the uses of water for recreational activities
I involving proximity to water, but not normally involving body contact with water, where
ingestion of water is reasonably possible. These include, but are not limited to, picnicking,
sunbathing, hiking, beachcombing, camping, boating, tide pool and marine life study, hunting,
I sightseeing, or aesthetic enjoyment in conjunction with the above activities.
COMM - Commercial and Sport Fishing: Includes the uses of water for commercial or
recreational collection of fish, shellfish, or other organisms including, but not limited to, uses
I involving organisms intended for human consumption or bait purposes.
BIOL - Preservation of Areas of Special Biological Significance
WARM - Warm Freshwater Habitat: Includes uses of water that support warm water I ecosystems including, but not limited to, preservation or enhancement of aquatic habitats,
vegetation, fish, or wildlife, including invertebrates.
I EST - Estuarine Habitat: Includes the uses of water that support estuarine ecosystems
including, but not limited to, preservation or enhancement of estuarine habitats, vegetation, fish,
or wildlife (e.g., estuarine mammals, waterfowl, shorebirds).
I MAR —Marine Habitat: Includes uses of water that support marine ecosystems including, but
not limited to, preservation or enhancement or marine habitats, vegetation such as kelp, fish,
shellfish, or wildlife (e.g., marine mammals, shorebirds).
I 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 food and sources. I 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 or animal
I species established under state or federal law as rare, threatened or endangered.
AQUA - Aquaculture: Includes the use of water for aquaculture or mariculture operations
including, but not limited to, propagation, cultivation, maintenance, or harvesting of aquatic
plants and animals for human consumption or bait purposes.
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MIGR —Migration of Aquatic Organisms: Includes uses of water that support habitats
necessary for migration, acclimatization between fresh and salt water, or other temporary
activities by aquatic organisms, such as anadromous fish.
SHELL - Shellfish Harvesting: Includes uses of water that support habitats suitable or the
collection of filter-feeding shellfish (e.g., clams, oysters, and mussels) for human consumption,
commercial, or sport purposes.
3e. Summarize primary pollutants of concern
The primary pollutants of concern for this project are Sediment, Nutrients, Trash & Debris,
Oxygen Demanding Substances, Oil & Grease, Bacteria a& Viruses, and Pesticides. The
extensive use of bioretention facilities throughout the site should be a highly effective method of
treating Coarse Sediment and Trash, and Pollutants that tend to associate with fine particles
during treatment. Bioretention facilities also show medium effectiveness for treatment of
Pollutants that tend to be dissolved following treatment.
4. SOURCE CONTROL MEASURES
Description of site activities and potential sources of pollutants
Potential sources of pollutants on the project site include:
On-site storm drain inlets
Landscape/Outdoor Pesticide Use
Sidewalks
Stormwater Pollutant Sources and Source Controls
See attachment 8 for Stormwater Pollutant Sources and Source Control Checklist
5. LOW IMPACT DEVELOPMENT (LID) DESIGN STRATEGIES
5a. Optimization of site layout
Setbacks of creeks, wetlands, and riparian habitats
Minimize impacts to wetlands, or riparian habitats on the site near the low points west of
Cannon Road and east of Kelly Drive.
Minimization of imperviousness
In order to minimize imperviousness, we will utilize porous payers or pervious concrete
in the median as well as landscaped median pockets per the City of Carlsbad Landscape
Manual.
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Landscape areas between the curb and sidewalks were increased with the use of
meandering sidewalks. Meandering sidewalks are located along the easterly right-of-way
I north of station 459+00, see Attachment #10.
5b. Layout and use of pervious surfaces
I Permeable payers or pavement will be used in the median.
Sc. Dispersal of runoff from impervious areas to pervious areas
I Run-offs from proposed impervious areas are directed to pervious landscape areas or IMP's.
6. INTEGRATED MANAGEMENT PRACTICES (IMP's)
Selection process for IMP's
I According to Table 2-2 of the SUSMP, The majority of pollutants of concern for this project can
be grouped in the category of Pollutants that tend to associate with fine particles during
I treatment. Nutrients also fall under the category of Pollutants that tend to be dissolved following
treatment and Trash, Debris, and Sediment falls under the category of Coarse Sediment and
Trash.
I According to Table 2-3, Infiltration Facilities provide the highest effectiveness for removal of
pollutants in all three categories but our site is constrained by impermeable soils. Bioretention
I Facilities were chosen extensively throughout the site for their high removal rates for Coarse
Sediment and Trash and Pollutants that tend to associate with fine particles during treatment and
their medium removal rates for Pollutants that tend to be dissolved following treatment.
I Bioretention facilities detain stormwater and filter it slowly through soil or sand and are versatile
in that they can be any shape and can be landscaped. The bioretention areas onsite were sized as
flow-through planters to treat stormwater as well as limit flow control for hydromodification.
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Sizing factors for IMP's
1 1) Lower flow threshold determination
Field investigations were not conducted pursuant to SCCWRP screening tools.
I Therefore, the site must mitigate peak flows and durations based on a pre-project
condition lower flow threshold of 0.1 Q2.
1 2) HMP Decision Matrix
Li IMP facilities were sized using the Decision Matrices in Figures 2-2. See Attachment 9.
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Geotechnical recommendation on soil infiltration rates
Infiltration rates for Type 'D' soil are low, an underdrain and impermeable liner will be utilized
in bioretention areas (flow-through planters). See Attachment 12 for geotechnical
recommendations for bioretention areas.
Infiltration calculations
See Attachment 12 for infiltration rate information.
Self-retaining areas were not utilized on this site, as soil infiltration rates were anticipated to be
low.
TREATMENT CONTROL BMP's
I Lined bioretention areas (flow-through planters) were sized for both treatment and
hydromodification.
HYDROMODIFICATION
I Lined bioretention areas (flow-through planters) were sized for both treatment and
hydromodification.
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I 9. DOCUMENTATION OF STORMWATER DESIGN
Hydrology maps
I Attachment 10 depicts the 1) Existing Impervious Surface on El Camino Real 2) The proposed
Impervious Surface 3) Pervious Pavement and Landscaping proposed on Site and 4) the Self-
Treating Areas.
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BMP Sizing Calculator
I Output from the BMP Sizing Calculator is included in Attachment 11.
Tabulation
See Output from the BMP Sizing Calculator included in Attachment 11.
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10. BMP FACILITY MAINTENANCE REQUIREMENTS
ba. Ownership and responsibility of maintenance of BMP's
The Owner and Developer will be responsible for the maintenance of treatment facilities.
Ongoing maintenance will be assured by executing a Permanent Stormwater Quality BMP
Maintenance Agreement that "runs with the land." Once HOA established, HOA responsible for
maintenance, repairs, etc.
I Maintenance Contact:
Name
I Company
Address
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Phone
lOb. Summary of maintenance requirements
I Bioretention facilities remove pollutants primarily by filtering runoff slowly through aerobic,
biologically active soil. Routine maintenance is needed to ensure that flow is unobstructed, that
erosion is prevented, and that soils are held together by plant roots and are biologically active.
I Typical maintenance consists of the following:
. Inspect inlets for channels, exposure of soils, or other evidence of erosion. Clear
I any obstructions and remove any accumulation of sediment. Examine rock or
other material used as a splash pad and replenish if necessary.
. Inspect outlets for erosion or plugging.
Inspect side slopes for evidence of instability or erosion and correct as necessary.
Observe the surface of bioretention facility soil for uniform percolation
throughout. If portions of the bioretention facility do not drain within 24 hours
after the end of a storm, the soil should be tilled and replanted. Remove any
debris or accumulations of sediment.
I . Confirm that check dams and flow spreaders are in place and level and that
rivulets and charmelization are effectively prevented.
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. Examine the vegetation to ensure that it is healthy and dense enough to provide
filtering and to protect soils from erosion. Replenish mulch as necessary, remove
fallen leaves and debris, prune large shrubs or trees, and mow turf areas. When
I mowing, remove no more than 1/3 height of grasses. Confirm that irrigation is
adequate and not excessive and that sprays do not directly enter overflow grates.
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Replace dead plants and remove noxious and invasive vegetation.
. Abate any potential vectors by filling holes in the ground in and around the
bioretention facility and by insuring that there are no areas where water stands
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longer than 48 hours following a storm. If mosquito larvae are present and
persistent, contact the San Diego County Vector Control Program for information
and advice. Mosquito larvicides should be applied only when absolutely
necessary and then only by a licensed individual or contractor.
11. SWMP CERTIFICATION STATEMENTS
ha. Preparer's statement
The selection, sizing, and preliminary design of stormwater treatment and other control measures
in this plan meet the requirements of Regional Quality Control Board Order R9-2007-0001 and
subsequent amendments.
I George QDay, RCE 3014p. 12/31/14
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lib. Owner's statement
The selection, sizing, and preliminary design of stormwater treatment and other control measures
in this plan meet the requirements of Regional Quality Control Board Order R9-2007-0001 and
subsequent amendments.
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I foll Brothers Date
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CITY OF OCEANSIDE
SITE
CITY OF VISTA
L( CITY OF
SAN MARCOS
CITY OF ENCINITAS '-
VICINITY MAP
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STORM WATER
Development Services STANDARDS
Land Development Engineering C T Y OF QUESTIONNAIRE 1635 Faraday Avenue CARLSAAD E-34 760-602-2750
www.carlsbadca.gov I
I INSTRUCTIONS:
To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) a
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Initially this questionnaire must be completed by the applicant in advance of submitting for a development application
I (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called Priority Development Project Requirements'. Many aspects of project site design are dependent upon the I storm water standards applied to a project.
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and Impacts.
City s
taff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as
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this case, please make the changes to the questionnaire and resubmit to the City.
If you are unsure about the meaning of a question or need help in determining
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respond to one or more of the questions, please seek assistance from Land Development Engineering staff.
A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple developme
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are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project.
Please start by completing Section 1 and follow the instructions. When completed,
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submit this with your application to the city.
SECTION 1 NEW DEVELOPMENT
Does your project inset ons or more of the renewing criteria: YES NO Housing subdivisions of 10 or more *vslllna units. Examples: single family homes, multi-family homes,
- condominium and apartments
CommercIal — areater than 1.acrt Any development other than heavy industry or residential. Examples: hospitals; laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial nurseries; multi-apartment buildings; car wash facilities; mini-malls and other business complexes; shopping malls; hotels; office buildlngs; public warehouses; automotive dealerships; airfields; and other lig
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H.aw Industriti Industry. oreatsr than I acre. Examples: manufacturing plants, food processing plants, metal working facilities, printing plants, and fleet storage areas (bus, truck, etc.). K. Automotive reoelr shop. A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539
e)Ic Restaurants. Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feel. Restaurants where land development Is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment
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and numeric sizing criteria requirements and hydromodification requirements.
E-34 Page 1 of 3 REV 1/14/11
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CITY OF
CARLSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE
E.34
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
REV 1/14/11 Page 2 of 3
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E-34
Hillside development Any development that creates more than 5,000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or greater.
Environmentally Sensitive Area (ESA)t. All development located within or directly adjacent7 to or discharging directly' to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet or more of impervious surface on a proposed project site or increases the imperviousness of a_ proposed more of its naturally occurring condition.
_area _of _project _site _10%_or Park/no lot. Area of 5,000 square feel or more, or with 15 or more parking spaces, and potentially exposed to urban runoff
Streeft reaft highways. and frew.vs. Any paved surface that is 5,000 square feet or greater used for the transportation of automobiles, trucks, motorcycles, and other vehicles
RetaIl Gas el/ne 0u1.ts. Serving more than 100 vehicles per day and greater than 5,000 square feet
Coastal Oay.Joornenf Zon•. Any project located within 200 feet of the Pacific Ocean and (1) creates more than v 2500 square feet of Impervious surface or (2) increases Impervious surface on property by more than 10%. More than f-acre of disturbance Project results in the disturbance of I-acre or more of land and is considered a K
Pollutant-generating Development Project4. En*onmentaity Sensitive Areas include but are not limited to it Clean Water Act Section 303(d) Impaired water bodies areas designated as Areas orSpjài Biological Significance by the Slit. Wits' Resources Control Board (Water Quality Control Plan lor the San Diego Bun (1994) and amendments), water bodies designated with the PARE b.neflcial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and sm.ndmsnts) areas designated as preserves or their equivalent under the Multi Speoles Conservation
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of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copsrntittess. 2'Directly adJ5cen1 means situated within 200 feet of the Envtr an, .ntaly Sensitive Area.
3 01chrging directly b means outflow from a drainage conveyance system that Is compo
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a
n
d
not conwangled with 110w from a4acn1 lands.
4 Pollutant-generating Development Projects are those projects that generate polut*nts at levels greater than background levels. In general, these include aS projects that contribute to an exceedanci to an Impaired water body or which create new lrrçteMoua surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of Fertilizers and pesticides. In most cease linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Project, if they are butt with pervious surfaces or if they sheet flow to surrounding Pervious surfaces.
INSTRUCTIONS:
If you answered YES to ANY of the questions above, your project Is subject to Priority Development Project requirements. Skip Section 2 and please proceed to Section 3. Check the meets PRIORITY DEVELOPMENT PROJECT requirements box in Section 3. Additional storm water requirements will apply per the SUSMP.
If you answered NO to ALL of the questions above, then please proceed to Section 2 and follow the Instructions.
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REV 1/14/11
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SECTION 2 SIGNIFiCANT REDEVELOPMENT
INSTRUCTIONS: Complete the questions below regarding your project
YES NO Project results in the disturbance of 1-acre or more of land and is considered a Pollutant-generating Development Project '7
INSTRUCTIONS: if you answered NO, please proceed to question 2.
It you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the 'meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) INSTRUCTIONS: If you answered YES, please proceed to question 3.
If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the 'does not meet POP requirements" box In Section 3 below. Is the work limited to trenching and resurfacing associated with utility work; resurfacing and reconfiguring surface parking lots and existing roadways; new sidewalk; bike lane on existing road and/or routine maintenance of damaged pavement such as pothole repair? Resurfacing/reconfiguring parking lots is where the work does not expose underlying soil during construction.
INSTRUCTIONS: If you answered NO, then proceed to question 4. If you answered YES, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet POP requirements' bo
x
in Section 3 below.
will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on existing developed property or will your project be located within 200 feet of the Pacific Ocean and (1) create 2500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? Replacement of existing impervious surfaces includes any activity that is not part of routine maintenance where Impervious material(s) are removed, exposing underlying soil during construction.
INSTRUCTIONS: If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box In Section 3 below. Review SUSMP to find out if SUSMP requirements apply to your project envelope or the entire project site. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet POP requirements" box in Section 3 below. - iur O5IJflIUUI1 5 q on
r
SECTION 3 QUESTIONNAIRE RESULTS
My project meets PRIORITY DEVELOPMENT PROJECT (POP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand Row control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. C] My project does not meet POP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will Incorporate tow impact development strategies throughout my project. Applicant Information and SIgnature Box Address: ç Assessor's Parcel Number(s):
?7co &'yLt1 ((1f ZO ' O(O_ &IO
Applicant Name: I Applicant Title:
F
-
—- ?R!TENT
ApplantSlnur-- Date:
CITY OF
CARLSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carisbadca.gov
E-34 Page 3 of 3
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SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION
Is Project a
I
Proper Et it ICA ergy Dissipation Pe-design Energy
Provided? Oici alien System
I Project e__iDoes 1--increase lmporseoa
4. Dens Project
1K' Increase UnmOigated Peak
I ones Project 7
I < Directly Discharge to
'- '. Exempt System?
I Ell ,`d. Does Project
<'Directly Discharge to
Et a. Does Stabilliz d 7. Does Project Directly E: 4 --!-L'~C.n-4ywwe have C:pacay ischarge to Stabilized Convvywnce
For Ultimate 0, 1 to Exempt System?
flo
,ES 9 Does Project
I Determine Dom in , ofPrralysis If, Is Project Urban
110
12. Does Stabilized
Et Conveyance Extend Past so of Analysis! and &,entually
13. Does Cumqlativ~,-,Domain
I
uture Impacts Represent 3% —
Impersious ,5ce3
HMP Ecempt 1 14. Hythomodicarion Controlt Require
of Decision Oto Matrix Figure 2.2 of Decision Matrix]
I FIGURE 2-1. HMP Applicabilir Determination*
refer to expanded HNIP exemption criteria below for justifications required on each node
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30 of City Carlsbad SUSMP January 14, 2011 -
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General Pollutant Categories
Trash Oxygen Bacteria
Priority Project Heavy Organic & Demanding Oil & &
Categories Sediment Nutrients Metals Compounds Debris Substances Grease Viruses Pesticides
Detached
Residential X X X X X X X
Development
Attached
Residential X X X P(1) P(2) P X
Development
Commercial
Development P(l) P(I) X P(2) X P(5) X E'(3) P(5)
>one acre
Heavy Industry X X X X X x
Automotive X X(4)(5) X X Repair Shops
Restaurants X X K X P(l)
Hillside
Development X K K X X K
>5,000 ft2
Parking Lots P(l) P(l) K K P(l) X P(l)
Retail Gasoline x x x Outlets
Streets,
Highways & K P(l) K X(4) X P(5) K X P(l)
Freeways
K = anticipated
P = potential
A potential pollutant if landscaping exists on-site.
A potential pollutant if the project includes uncovered parking areas.
A potential pollutant if land use involves food or animal waste products.
Including petroleum hydrocarbons.
Including solvents.
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SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION
TABLE 2-1. ANTICIPATED AND POTENTIAL Pollutants Generated b' Land Use Tve.
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I 23 City of Carlsbad SUSMP - January 14, 2011
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- - - - - - - - - - - - - - - - - - 2006 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS REQUIRING TMDLS
SAN UIECO REGIONAl. NVATI-Al Qt:AlIlV ('ONTROI. BOARD
;'•''i\ \ i\t
('AtWATER POTENTIAL ES'll\IA'I'EI) I'ROI'OSLI) TMI)L
RE(;loN 'i'Vi'F NANIE \VAIl;Rslil;D POLlUTANT/SI' RISSOR SOURCES sii.i: AFFECTED COMPLETION
9 K Agua lledioiida Creek 9(14310(10
Manganese 7 Miles 2019
Source Unknown
Selenium 7 Miles 2019
Source Unknown
Sulfates 7 Miles 21119
Source Unknown
Total Dissolved Solids 7 Miles 2019
Urban Runoff/Storm Sewers
Unknown Noiipoinit Source
Unknown point source
9 E Agua l-Iedionda Lagoon 90431000
Indicator bacteria 6.5 Acres 21)1)6
onpointJI'oint Source
Sedi me IllS 110 n/Siltation (iii Acres 2019
Notipoint/Point Source
9 R Aliso Creek 91)1 13000
Indicator bacteria 19 Miles 2005
This lisoni,' /n,- indicator bacteria applies to the i//lit Creek ,00insie,n and all the motor irihi,h,ri 's of-i lint Creek it Inch
at-c .u/phiir Creek. hood Can-von. .4/iso I/ills (anion, l)ai,- Fork, and English ('an von.
Urban Runoff/Storm Sewers
U uknow it point source
Nonpoin)/I'oiiit Source
Phosphorus 19 \ I iles 2019
/Ill, lair lot' phosphorus iij,phes ii, the list, ( lee/i uiai,istc,n and all i/ic major oil',,, n-c "i l's', ( 'is'eA ti/i/c/i are
nlj'list C r,'el,. oil I aitisiti, rh/tOt [li//s mmm.luiri l-'o,'k, and Litglisli ('atom,.
I rha it Kit nb ff/Sto rn Sewers
Uriknipwii \on1itiiiil Siiilu'cc
n know it pot r,r iiiu rce
1'i,' I a/'27
1
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- - - - - - -/ - -
-
-
-
-
-
-
-
-
Table 2-3. BENEFICIAL USES OF COASTAL WATERS
Coastal Waters
Hydrologic
Unit Basin
Number
BENEFICIAL USE
ID v
R
E
C
1
R
E
C
2
C
0
M
M
B
I
0
L T
W
I
L
0
R
A
R
E R
A
Q
U
A
M
I
G
R
S
P
W
N
W
A
R
M
S
L
L
Pacific Ocean S • • S S S • • 5 5 • •
Dana Point Harbor • • S • S S S S S • 5
Del Mar Boat Basin S • • S • • S • • S
Mission Bay 0 S S S • S • S • • 46
Oceanside Harbor S S S S • S • • S • S
San Diego Bay 13 • • • • • • • • • • • •
Coastal Lagoons
Tijuana River Estuary 11.11 5 S • S S S • • • •
Mouth of San Diego River 7.11 • • • • • • S S • 40
Famosa Slough and Channel 7.11 • S S S S S • S S
10 Los Penasquitos Lagoon 2 6.10 S S • S S • S • • S
San Dieguito Lagoon 5.11 • • • S • • • • •
Batiquitos Lagoon 4.51 • S • • • • • • S
San Elijo Lagoon 4.61 • S • • S • S • 1 •
Agua Hedionda Lagoon 4.31 5 5 5 • S • S S • S • —t-16 Includes the tidal prisms of the Otay and Sweetwater Rivers.
Fishing from shore or boat permitted, but other water contact recreational (REC- 1) uses are prohibited.
The Shelter Island Yacht Basin portion of San Diego Bay is designated as an impaired water body for dissolved copper pursuant to Cle
a
n
W
a
t
e
r
A
c
t
section 303id). A Total Maximum Daily Load (TMDL) has been adopted to address this impairment. See Chapter 3, Water Quality Objectives for Pesticides,
Toxicity and Toxic Pollutants and Chapter 4, Total Maximum Daily Loads.
S Existing Beneficial Use
bENEi-ii- i
- MM
Table 2-3. BENEFICIAL USES OF COASTAL WATERS
Coastal Waters
Hydrologic
Unit Basin
Number
BENEFICIAL USE
D v
R
E
C
1
R
E
C
2
C
0
M
M
B
I
0
L -r
W
I
L
D
R
A
R
E R
A
Q
U
A
M
I
G
R
S
P
W
N
W
A
R
M L
L Coastal Lagoons - continued
Buena Vista Lagoon 2 4.21 S S • 0 • S S S Loma Alta Slough 4.10 S • • • • • Mouth of San Luis Rey River 3.11 S S S S S S Santa Margarita Lagoon 2.11 5 5 S • S S S S Aliso Creek Mouth 1.13 5 5 5 5 S San Juan Creek Mouth 1.27 5 • S S S S
- San Mateo Creek Mouth 1.40 S S S S S S S S San Onofre Creek Mouth 1.51 5 5 5 5 5 S •
- -
2 Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are
p
r
o
h
i
b
i
t
e
d
.
S Existing Beneficial Use
o Potential Beneficial Use
TaI I ;•
BENFJ LS
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- Stormwater Pollutant Sources and Source Control Checklist
How to Use this Checklist:
Review Column I and identify which of these potential sources of stormwater pollutants appl
y
t
o
y
o
u
r
p
r
o
j
e
c
t
.
C
h
e
c
k
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a
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b
o
x
t
h
a
t
a
p
p
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i
e
s
.
Review Column 2 and incorporate all of the corresponding applicable BMPs in your SUSMP Dra
w
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g
s
,
Review Columns 3 and 4 and incorporate all of the corresponding applicable permanen
t
c
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n
t
r
o
l
s
a
n
d
o
p
e
r
a
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i
o
n
a
l
B
M
P
s
i
n
a
t
a
b
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e
i
n
y
o
u
r
S
U
S
M
P
D
r
a
w
i
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g
s
.
F
o
r
PDP's, in your SWrvlP, use the format shown in Table 3-1. In the SWiv1P, describe your spec
i
f
i
c
B
M
P
s
i
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a
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c
c
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a
l
conditions or situations that required omitting BMPs or substituting alternatives.
IF THESE SOURCES
WILL BE ON THE
PROJECT SITE
... THEN YOUR PROJECT SHOULD INCLUDE THESE SOURCE CONTROL BMPs
1 2 3 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in SWMP Operational BMPs—Include in Runoff Pollutants SUSMP Drawings Table and Narrative SWMP Table and Narrative
A. Onsite storm drain Locations of inlets. " Mark all inlets with the words "No EI Maintain and periodically repaint or inlets Dumping! Flows to Bay" or similar, replace inlet markings.
'Provide stormwater pollution
prevention information to new site
owners, lessees, or operators.
W-1ee applicable operational BMPs in
Fact Sheet SC-44, "Drainage System
Maintenance," in the CASQA
Stormwater Quality Handbooks at
www.cabmphandhooks.com
1k" Include the following in lease
agreements: "Tenant shall not allow
anyone to discharge anything to
storm drains or to store or deposit
materials so as to create a potential
discharge to storm drains."
Page 1 of 9
. . - U B. Interior floor drains U State that interior floor drains and U Inspect and maintain drains to and elevator shaft sump elevator shaft sump pumps will be prevent blockages and overflow. pumps plumbed to sanitary sewer.
U C. Interior parking U State that parking garage floor drains U Inspect and maintain drains to garages will be plumbed to the sanitary sewer. prevent blockages and overflow.
U Dl. Need for future U Note building design features that U Provide Integrated Pest Management indoor & structural pest discourage entry of pests. information to owners, lessees, and control operators.
D2. Landscape!Sr"_ Show locations of native trees or State that final landscape plans will Maintain landscaping using Outdoor Pesticide Use areas of shrubs and ground cover to accomplish all of the following, minimum or no pesticides. be undisturbed and retained.
B' Preserve existing native trees, shrubs, Sec applicable operational BMPs in Show self-retaining landscape and ground cover to the maximum Fact Sheet SC-41, "Building and areas, if any. extent possible. Grounds Maintenance," in the
CASQA Stormwater Quality Y' If a PDP, show stormwater Q' Design landscaping to minimize Handbooks at treatment facilities. irrigation and runoff, to promote www.cabrnphandbooks.com surface infiltration where appropriate,
and to minimize the use of fertilizers Provide IPM information to new
and pesticides that can contribute to owners, lessees and operators. stormwater pollution.
Where landscaped areas are used to
retain or detain stormwater, specify
plants that are tolerant of saturated
soil conditions.
' Consider using pest-resistant plants,
especially adjacent to hardscape.
To insure successful establishment,
select plants appropriate to site soils,
slopes, climate, sun, wind, rain, land
use, air movement, ecological
consistency, and plant interactions.
U E. Pools, spas, ponds, U Show location of water feature and U If the local municipality requires pools U See applicable operational BMPs in decorative fountains, a sanitary sewer cleanout in an to be plumbed to the sanitary sewer, Fact Sheet SC-72, "Fountain and and other water accessible area within 10 feet. place a note on the plans and state in Pool Maintenance," in the CASQA features. the narrative that this connection will Stormwater Quality Handbooks at be made according to local www.cabmphandbooks.com requirements.
Page 2 of 9
- - - - - - - - - - - O F. Food service 0 For restaurants, grocery stores, and
other food service operations, show
location (indoors or in a covered
area outdoors) of a floor sink or
other area for cleaning floor mats,
containers, and equipment.
0 On the drawing, show a note that
this drain will be connected to a
grease interceptor before
discharging to the sanitary sewer.
0 Describe the location and features of
the designated cleaning area.
U Describe the items to be cleaned in
this facility and how it has been sized
to insure that the largest items can be
accommodated.
U
U G. Refuse areas 0 Show where site refuse and U State how site refuse will be handled 0 State how the following will be recycled materials will be handled and provide supporting detail to what implemented: and stored for pickup. See city is shown on plans. standard drawing GS-16. Provide adequate number of U State that signs will be posted on or receptacles. Inspect receptacles If dumpsters or other receptacles near dumpsters with the words "Do regularly; repair or replace leaky U are outdoors, show how the not dump hazardous materials here" receptacles. Keep receptacles designated area will be covered, or similar. covered. Prohibit/prevent dumping graded, and paved to prevent run- of liquid or hazardous wastes. Post on and show locations of berms to "no hazardous materials" signs. prevent runoff from the area. Inspect and pick up litter daily and
clean up spills immediately. Keep Any drains from dumpsters,
spill control materials available on- E3 compactors, and tallow bin areas
site. See Fact Sheet SC-34, "Waste shall be connected to a grease
Handling and Disposal" in the removal device before discharge to
CASQA Stormwater Quality sanitary sewer.
Handbooks at
www.cabniphandbooks
U H. Industrial processes. 0 Show process area. U If industrial processes are to be U See Fact Sheet SC-10, "Non- located on site, state: "All process Stormwater Discharges" in the activities to be performed indoors. No CASQA Stormwater Quality processes to drain to exterior or to Handbooks at storm drain system." www.cabmphandbooks.com
Page 3 of 9
— — — — — — — — low — — — — — — —
U I. Outdoor storage of U Show any outdoor storage areas, U Include a detailed description of U See the Fact Sheets SC-31, "Outdoor equipment or materials, including how materials will be materials to be stored, storage areas, Liquid Container Storage" and SC- (Sec rows J and K for covered. Show how areas will be and structural features to prevent 33, "Outdoor Storage of Raw source control graded and bermed to prevent run- pollutants from entering storm drains. Materials "in the CASQA measures for vehicle on or run-off from area. Stormwater Quality Handbooks at cleaning, repair, and Where appropriate, reference www.cabniphandbooks.com maintenance.) U Storage of non-hazardous liquids documentation of compliance with the shall be covered by a roof and/or requirements of local Hazardous
drain to the sanitary sewer system, Materials Programs for:
and be contained by berms, dikes,
liners, or vaults. Hazardous Waste Generation
U Storage of hazardous materials and Hazardous Materials Release
wastes must be in compliance with Response and Inventory
the local hazardous materials
ordinance and a Hazardous California Accidental Release
Materials Management Plan for the (Ca.IARP)
site.
Aboveground Storage Tank
Uniform Fire Code Article 80
Section 103(b) & (c) 1991
Underground Storage Tank
Page 4 of 9
U J. Vehicle and U Show on drawings as appropriate: U If a car wash area is not provided, Describe operational measures to Equipment Cleaning describe measures taken to discourage implement the following (if Commercial/industrial facilities on-site car washing and explain how applicable): having vehicle /equipment these will be enforced. cleaning needs shall either provide U Washwatcr from vehicle and a covered, bermed area for washing equipment washing operations shall activities or discourage not be discharged to the storm drain vehicle/equipment washing by system. removing hose bibs and installing
signs prohibiting such uses. U Car dealerships and similar may
rinse cars with water only. Multi-dwelling complexes shall
have a paved, bermed, and covered U See Fact Sheet SC-21, "Vehicle and car wash area (unless car washing Equipment Cleaning," in the CASQA is prohibited on-site and hoses are Stormwater Quality Handbooks at provided with an automatic shut- www.cabniphandbooks.com off to discourage such use).
Washing areas for cars, vehicles,
- and equipment shall be paved,
designed to prevent run-on to or
runoff from the area, and plumbed
to drain to the sanitary sewer.
Commercial car wash facilities
shall be designed such that no
runoff from the facility is
discharged to the storm drain
system. Wastewater from the
facility shall discharge to the
sanitary sewer, or a wastewater
reclamation system shall be
installed.
Page 5 of 9
- - - - - - - - - - - - - - - _1Th_ - U K. Vehicle /Equipment U Accommodate all vehicle U State that no vehicle repair or In the SUSMP report, note that all of Repair and equipment repair and maintenance maintenance will be done outdoors, or the following restrictions apply to use Maintenance indoors. Or designate an outdoor else describe the required features of the site: work area and design the area to the outdoor work area.
prevent run-on and runoff of U No person shall dispose of, nor stormwater. U State that there are no floor drains or if permit the disposal, directly or there are floor drains, note the agency indirectly of vehicle fluids, hazardous U Show secondary containment for from which an industrial waste materials, or rinsewater from parts exterior work areas where motor discharge permit will be obtained and cleaning into storm drains. oil, brake fluid, gasoline, diesel that the design meets that agency's
fuel, radiator fluid, acid-containing requirements. No vehicle fluid removal shall be batteries or other hazardous performed outside a building, nor on materials or hazardous wastes are U State that there are no tanks, U asphalt or ground surfaces, whether used or stored. Drains shall not be containers or sinks to be used for parts inside or outside a building, except installed within the secondary cleaning or rinsing or, if there are, note in such a manner as to ensure that containment areas. the agency from which an industrial any spilled fluid will be in an area of
waste discharge permit will be secondary containment. Leaking U Add a note on the plans that states obtained and that the design meets vehicle fluids shall be contained or either (1) there are no floor drains, that agency's requirements. drained from the vehicle or (2) floor drains are connected to
immediately. wastewater pretreatment systems
prior to discharge to the sanitary No person shall leave unattended sewer and an industrial waste drip parts or other open containers discharge permit will be obtained. Cl containing vehicle fluid, unless such
containers are in use or in an area of
secondary containment.
Page 6 of 9
- _\ - - - - - - - (_ - - - - - - .Th - - I] L. Fuel Dispensing U Fueling areas' shall have U The property owner shall dry sweep Areas impermeable floors (i.e., portland the fueling area routinely. cement concrete or equivalent
smooth impervious surface) that U See the Business Guide Sheet,
are: a) graded at the minimum "Automotive Service—Service
slope necessary to prevent ponding; Stations" in the CASQA Stormwater
and b) separated from the rest of Quality Handbooks at
the site by a grade break that www.cabmphandbooks.com prevents run-on of stormwater to
the maximum extent practicable.
Fueling areas shall be covered by a
canopy that extends a minimum of U ten feet in each direction from each
pump. [Alternative: The fueling
area must be covered and the
cover's minimum dimensions must
be equal to or greater than the area
within the grade break or fuel
dispensing areal.] The canopy [or
cover] shall not drain onto the
fueling area.
The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly maybe operated pl
u
s
a
m
i
n
i
m
u
m
o
f
o
n
e
foot, whichever is greater.
Page 7 of 9
- - - - - - - - M - - - - - - \_ - U M. Loading Docks U Show a preliminary design for the
U Move loaded and unloaded items loading dock area, including
indoors as soon as possible. roofing and drainage. Loading
docks shall be covered and/or U See Fact Sheet SC-30, "Outdoor graded to minimize run-on to and
Loading and Unloading," in the runoff from the loading area. Roof
CASQA Stormwater Quality downspouts shall be positioned to Handbooks at direct stormwater away from the
www.cabrnphandbooks.com loading area. Water from loading
dock areas should be drained to the
sanitary sewer where feasible.
Direct connections to storm drains
from depressed loading docks are
prohibited.
U Loading dock areas draining
directly to the sanitary sewer shall
be equipped with a spill control
valve or equivalent device, which
shall be kept closed during periods
of operation.
Provide a roof overhang over the
U loading area or install door skirts
(cowling) at each bay that enclose
the end of the trailer.
U N. Fire Sprinkler Test U Provide a means to drain fire sprinkler U See the note in Fact Sheet SC-41, Water test water to the sanitary sewer. "Building and Grounds
Maintenance," in the CASQA
Stormwater Quality Handbooks at
www.cabrnphandbooks.com
Page 8 of 9
0. Miscellaneous Drain 0 Boiler drain lines shall be directly or or Wash Water indirectly connected to the sanitary
sewer system and may not discharge
3 Boiler drain lines to the storm drain system.
Condensate drain lines U Condensate drain lines may discharge
to landscaped areas if the flow is small Rooftop equipment enough that runoff will not occur.
Condensate drain lines may not ci Drainage sumps discharge to the storm drain system.
3 Roofing, gutters, and Rooftop mounted equipment with trim, potential to produce pollutants shall
be roofed and/or have secondary
containment.
Any drainage sumps on-site shall
feature a sediment sump to reduce the
quantity of sediment in pumped water.
Avoid roofing, gutters, and trim made
of copper or other unprotected metals
that may leach into runoff.
Plazas, sidewalks,
LW Plazas, sidewalks, and parking lots and parking lots,
shall be swept regularly to prevent
the accumulation of litter and debris.
Debris from pressure washing shall
be collected to prevent entry into the
storm drain system. Washwater
containing any cleaning agent or
degreaser shall be collected and
discharged to the sanitary sewer and
not discharged to a storm drain.
Page 9 of 9
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SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING A
N
D
S
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' Go to N
Figure 2.4 '\
of the
Decision /
Matrix
1. Project using
'. SCCWRP
Screening Tools? ..-
>- '
Do BMPs
Include Infiltration
To Native Soils'?
E.
__-
3. Has 13eotech
Conlimed
4. Size LID and BMP Facilities for
Flow Range of 0.10to 0
,
i!( Draw down Time
Requirements
End of Decision
Matrix
Consult with
Geotechnical Enaineer
LID or BMP
FIG URF 2-2. Mitic)WrJoil Criteria and Implementation I
38 City of Carlsbad SUSMP - January 14, 2011
LABILE BED
Sand- Dominated
d <16mm
4 Surface Sand : 25%
'thosely. Packed
INTERMEDIATE BED
'Moderatelyto Loosely-
Packed Cobble I Gravel
Hardpan of Uncertain
Depth, E'tent&odibllity
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COARSEIARMORED BED
> 128 mm
'Boulder/Large Cobble
'Tightly. Poked
(5 Sand
.Continuous Bedrock..
Contmuous Concrete
HIGH I EPMINE RISK FACTORS
I 'Grade Control
Amoring Potential
4 Proximnyto Incision Threshold
'Go to Dote Bed &odibility
Figure 1
2.6 j Checklists and Incision
Diagram Checklist
Fill out SCCWRP Scoring
Ciitria to Determine if the
RecenAig Channel has a HIGH,
MEDIUM or LOW Susceptibility,
1011 J 1MEDIUM1
SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION
Figure
2.2
I CHANNEL BED RESISTANCE I
Dote
Figure
2.5
SIW"\
V)('M(JE kt'J11
kFM'
Go to
Figure
2.5
FIGURE 2-4. SCC\XJRP Vertical Susceptibility Matrix
44 City of Carlsbad SUSMP - January 14, 2011
SECTION 2: IDENTIFY POLLUTANTS, BMP SIZING AND SELECTION
Figure 2.4
LOW
krrored / Bedrock Bank
tabdizrin Good Condition iio
LATERALLY ADJUSTABLE?
formation I Avulsions: )EI .Fufly Con Mass Wasting orAre
ned DtY Lateral Fluvial Coreetedto'HiHstde.Vl-1 ,ustrnerits Extensive
os ion or Chut
Culofffmrizion
ED HIGH
i(2 VUVI)
None orElusial Only IJmitedto 7 GOtO "\
8endsacidonstnctions
UM;Inx~'
Et 7'ftI Bank Strata
Moderat$yor Well- Consolidated Consolidated }-04 Poorly or Unconsolidated
I
inudin9 Toe? ,j
Bank Height Bank Height Coarse I Fine Fine
(10% Logistic >10% Logistic Resistant Toe, Unconsolidated Unconsolidated
I Risk for Angle Riskforhgle .064mrn . ,ANDW/I2 ANDV$II>2
AND ml> 2
4,
HIGH GH
PFFigurme
)
43
0, Braiding Braiding
Risk)50% Risk
o
LOW LOW MED HIGH
Braiding 2 ,JGH2 eiiirg 1E2 . Braiding Braiding
fisk ( 60% Risk 60%, Risk <D% Risk >. SOt
Go to
Figure 2.3
~ollh
Matrix
Matrix A UD
FIGURE 2-5. Lateral Channel Susceptibility Matrix &J't'J
kw Er 13
45 City of Carlsbad SUSMP - January 14, 2011
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DRAINAGE MANAGEMENT AREA SUMMARY
DM ~]AREA A ('A C)
PRE-PROJECT
Co VER
POST SURFACE
TYPE
SOIL
TYPE
EXIST
SLOPE
BIVP ID
DMA Al-1 0.16 IMPERVIOUS Concrete or asphalt D Flat
BMP1
Flat
DMA A1-2 0.02 PERVIOUS Landscaping D Steep
DMA A1-3 0.1 PERVIOUS Concrete or asphalt D Flat
DMA A1-4 0.02 IMPERVIOUS Pervious concrete D
DMA A2-1 0.56 IMPERVIOUS Concrete or asphalt D Flat
DMA A2-2 0.07 PERVIOUS Landscaping D Flat BMP2
DMA A2-3 0.46 PERVIOUS Concrete or asphalt D Steep
DMA A2-4 0.3 IMPERVIOUS Pervious concrete D Flat
DMA 131-1 0.1 IMPERVIOUS Concrete or asphalt D Flat .. ..
BMP10
Flat
DMA 61-2 0.01 PERVIOUS Landscaping D Steep
DMA 131-3 0.08 PERVIOUS Concrete or asphalt D Steep
DMA 131-4 0.05 IMPERVIOUS Pervious concrete D
DMA 132-1 0.12 IMPERVIOUS Concrete Or asphalt. D Flat .--..-....
BM.P9
Flat
DMA 132-2 0.03 . Steep
DMA B2-3 0.07 PERVIOUS
. PERVIOUS .......Landscaping..............D
Concrete or asphalt D Flat
DMA B2-4 0.03 IMPERVIOUS Pervious concrete D
DMA B3-1 0.04 IMPERVIOUS Concrete or asphalt D Steep
BMP8
Flat
DMA 63-2 0.02 PERVIOUS ILandscaping D Steep
DMA 133-3 0.03 PERVIOUS Concrete or asphalt D Flat
DMA 133-4 0.03 IMPERVIOUS Pervious concrete D
DMA 134-1 0.09 IMPERVIOUS Concrete or asphalt D Steep
DMA 134-2 0.05 PERVIOUS Landscaping D Steep BMP7
DMA 134-3 0.06 PERVIOUS Concrete or asphalt D Flat
DMA 134-4 0.06 IMPERVIOUS Pervious concrete D Flat
DMA 135-1 0.07 IMPERVIOUS Concrete or asphalt D Steep
DMA 135-2 0.02 PERVIOUS Landscaping D Steep BMP6
Flat
DMA 135-3 0.03 PERVIOUS Concrete or asphalt D Flat
DMA 135-4 0.03 IMPERVIOUS Pervious concrete D
DMA 136-1 0.03 IMPERVIOUS Concrete or asphalt D Steep
BMPS
Flat
DMA 136-2 0.06 PERVIOUS Concrete or asphalt D Flat
DMA 136-3 0.03 IMPERVIOUS Pervious concrete D
DMA 137-1 0.06 IMPERVIOUS Concrete or asphalt D . Flat
B1v1P4
Flat
DMA 137-2 0.01 PERVIOUS Landscaping D Steep
DMA 137-3 0.06 PERVIOUS Concrete or asphalt . D Steep
DMA 137-4 0.03 IMPERVIOUS Pervious concrete D
DMA 138-1 0.06 IMPERVIOUS Concrete or asphalt D Flat
BMP3 DMA 138-2 0.02 PERVIOUS Landscaping D Steep
DMA 138-3 0.03 PERVIOUS Concrete or asphalt D Steep
DMA 138-4 0.03 IMPERVIOUS Pervious concrete D Flat.
DMA C-i 0.5 IMPERVIOUS Concrete or asphalt D Flat . BMP11.
DMA C-2 0.83 PERVIOUS Landscaping D Steep
DMA C-3 0.29 PERVIOUS Concrete or asphalt D Moderate
DMA D-i 0.08 IMPERVIOUS Concrete or asphalt D Flat
BMP12 DMA D-2 0.01 . PERVIOUS Landscaping .. D Steep
DMA D-3 0.07 PERVIOUS concrete or asphalt D Steep
DMA D-4 0.01 IMPERVIOUS . Pervious concrete D Flat
DMA E-1 0.12 IMPERVIOUS Concrete or asphalt D Flat
BMP13
Flat
DMA E-2 0.04 PERVIOUS . Landscaping D Steep
DMA E-3 0.17 PERVIOUS Concrete or asphalt D Steep
DMA E-4 0.05 IMPERVIOUS Pervious concrete D
DMA F-i 0.2 IMPERVIOUS Concrete or asphalt D Flat N/A
...
.....
Flat
DMA F-2 0.01 PERVIOUS Landscaping D Steep
DMA F-3 0.13 PERVIOUS . Concrete or asphalt D Steep
DMA F-4 0.13 IMPERVIOUS Pervious concrete D
DMA G1-1 0.19 . IMPERVIOUS Concrete or asphalt D . Flat BMP17
Flat
DMA G1-2 0.03 PERVIOUS Landscaping D Steep
DMA G1-3 0.1 PERVIOUS Concrete or asphalt D Steep
DMA G1-4 0.06 IMPERVIOUS Pervious concrete D
DMA G2-1 0.16 IMPERVIOUS Concrete or asphalt D Flat
BM.P16 DMA G2-2 0.02 PERVIOUS Landscaping. D Steep
DMA G2-3 0.1 PERVIOUS Concrete or asphalt D Steep
DMA G2-4 0.06 IMPERVIOUS Pervious concrete D Flat
DMA G3-1 0.17 IMPERVIOUS Concrete or asphalt D Flat
DMA G3-2 0.02 PERVIOUS Landscaping D Steep
DMA G3-3 0.09 PERVIOUS Concrete or asphalt D Steep
DMA G3-4 0.09 IMPERVIOUS Pervious concrete D Flat
DMA G4-1 0.38 IMPERVIOUS Concrete or asphalt 0 Flat ..............
DMA G4-2 0.02 PERVIOUS Landscaping D Steep BIV!.14
Flat
DMA G4-3 0.14 PERVIOUS Concrete or asphalt D Steep
DMA G4-4 0.23 IMPERVIOUS Pervious concrete D
DMA HI-1 0.42 IMPERVIOUS Concrete or asphalt D Flat
BM.!...8 DMA 1-11-2 0.58 PERVIOUS Landscaping D Steep
DMA Hi-3 0.36 PERVIOUS Concrete or asphalt D Steep -
DMA 1-11-4 0.2 IMPERVIOUS Pervious 'concrete D Flat
DMA 1-12-1 0.42 IMPERVIOUS Concrete or asphalt D . Flat
BMP1.
Steep
DMA 1-12-2 0.46 PERVIOUS Landscaping D Steep
DMA 1-12-3 0.3 PERVIOUS Concrete or asphalt D
DMA H3-1 0.21 IMPERVIOUS Concrete or asphalt D Flat
BM?20
.
Moderate
DMA 1-13-2 0.08 PERVIOUS Landscaping D Flat
DMA H3-3 0.1 PERVIOUS Concrete or asphalt D
DMA I-i 0.51 IMPERVIOUS Concrete or asphalt D Flat
DMA 1-2 0.17 PERVIOUS Landscaping D Flat BfP2,1
Flat
DMA 1-3 0.37 PERVIOUS Concrete or asphalt D Flat
DMA 1-4 0.08 IMPERVIOUS Pervious concrete D
DMA il-i 0.44 IMPERVIOUS Concrete or asphalt D Flat
DMA J1-2 0.06 . PERVIOUS Landscaping D Flat S BI...
DMA J1-3 0.15 PERVIOUS Concrete or asphalt D Flat
DMA J1-4 0.05 IMPERVIOUS . Pervious concrete D Flat
DMA i2-1 0.05 IMPERVIOUS Concrete or asphalt D Flat
BMP22
.-....
Flat
DMA J2-2 0.02 PERVIOUS Landscaping D Flat
DMA J2-3 0.06 PERVIOUS Concrete or asphalt D Flat
DMA J2-4 1 0.03 IMPERVIOUS Pervious concrete . D
IMP (TOMPIH YDROA MON liON/LID) FA C/I/fl' SUMMARY
BMP
ID / TYPE BIORETENTION
AREA REQUIRED
VOLUME 1
REQUIRED
VOLUME 2
REWIRED
ORIFICE.,
FLOW
ORIFICE
SIZE
1. FL OW- THROUGH PLANTER 305 SF 254 CF 183 CF a 06 CFS 1.0 INCH
2 FLOW- THROUGH PLANTER 1268 SF 1057 CF 761 CF a JO CFS JO INCH
3 FLOW- THROUGH PLANTER 87 SF 73 CF 52 CF a. 03 CFS 0.9 INCH
4 FL OW- THROUGH PLANTER . 162 SF 135 CF 97 cr a OJ crs 0.9 INC/-I
5 FL OW- THROUGH PLANTER 172 SF 143 CF 103 CF a OJ CFS a 8 INCH
6 FLOW- THROUGH PLANTER 88 SF 73 CF 53 CF a 03 CFS a 9 INCH
7 FLOW- THROUGH PLANTER 174 SF 145 CF 104 CF a 06 CFS 1.0 INCH
8 FLOW- THROUGH PLANTER 85 SF 71 CF 51 cr a 03 CFS a 8 INCH
9 FLOW-THROUGH PLANTER 197 SF 164 CF 118 CF a 05 Cr5 1.0 INCH
10 FLOW- THROUGH PLANTER 220 SF 183 CF 132 CF 0.05 CFS 1.0 INCH
11 FLOW-THROUGH PLANTER 970 SF 809 CF 582 CF 0.27 CFS 3.0 INCH
12 * FLOW- THROUGH PLANTER 187 SF 156 CF 112 CF a OJ CFS. 09 INCH
13 * FLOW- THROUGH PLANTER 446 SF 372 CF 268 CF a 06 CFS 1.0 INCH
14 FLOW-THROUGH PLANTER 407 SF 339 CF 244 CF 019 CFS 2.0 INCH
15 FLOW-THROUGH PLANTER 256 SF 213 CF 154 CF a 09 CFS 20 INCH
16 FLOW- THROUGH PLANTER 279 SF 233 CF 167 CF - 0. 08 CFS'.-."r ..,. 1.0 INCH..
17 *• FLOW- THROUGH PLANTER . -. 299 SF 249 CE 179 CF . a 07 CFS 1.0 INCH
18 FLOW- THROUGH PLANTER 1063 SF 886 CF 638 CF 0. JO CFS 3.0 INCH
19 FLOW-THROUGH PLANTER 860 SF 717 CF 516 CF . 021 CFS . 20INCH
20 FLOW- THROUGHPLANTER 329SF 274CF . 197 CF a 08 CFS 1.0INCH
21 FLOW- THROUGH PL A N TER 1180SF 982CF 708CF 0.21CFS 20INCH
22, FLOW- THROUGH PLANTER 189SF 157CF . 11J CF 0.03 CFS- 09INCH
23 FLOW- THROUGHPLANTER 475SF L L;;6CF 285CF 016CF5 20INCH
4" MIN. DEPTH AT NARROW MEDIAN PROVIDED EN11RE VOLUME AS V2. SEE
SUPPLEMENTAL CAL CULA liONS IN A TTACHMENT /12
CURB Off N/NC DA TA TABLE
ID STA. 0 ' MOD. D-02 WIDTH OF OPEMNC
1 446-i-60 4.00'
2 446+90 780'
3 454+35 280'
4 455+29 280'
5 456+00 280'
6 456+70 3.50'
7 457+40 3.50'
8 458+80 3.50'
9 459*50 3.50'
10 460+30 3.50'
10 461+15 3.50'
11 455+32 16 11.60'
12 462+88 3.50'
13 465+ 00 5.80'
13 466+09.63 . 5.80'
14 . 476+35 11.34'
15 479+20 5.80'
16 480+60 5.80'
17 482+85.04 3"
18 473-i- 15 5.30'
18 474+30 5.30'
19 480+80 6.20'
20 482+ 15 6.20'
21 484+60 14.06'
22 . 489+70 6.10'
23 490+35 . 19.40'
MOD. D-27 4" PIPE PER SDRSD
SINGLE SHEET BAIP EXHIBIT
FOR EL CA VINO REAL WIDENING
ESS
co
NO. 32014
EXP. 12/31/14 J
G:\101307\SWMP\ECR-Widening\P-SubmttaI 2\W-ATTACHMErJT10-02.dwg Feb 25, 2014 8:16am
Xrefs:
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36" MIN WIDTH VAR/ES PER PLAN
240 MIN* BIORETENT/ON AREA . Pz
14-1 1.0' Mliv. MANHoLe PER
18" SAND/COMPOST MIX . (SDRSD 41-2
zR 5C,33 IN 1 HR INFILTRATION •.
RATE TO BE VERIFIED BY . cm CIO 12" CEOTECHMCAL ENGINEER
MIN I INSTALL
RIP RAP / I AT
___ I
- '_ VARIES I , I
_________ __________________ __________
IMPERMEABLE LINER - TO BE VERIFIED BY A
_________
PER CEO
____________ Co 1O"MIN 20'MAXI .4 I ___________
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(4 Mliv '' MAX*vir-
- 12 1 'iNSTALL MONOLi
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/ COTTER 'AT D25
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______________ INSTALL 5 RATE
- GEOTECHMCAL ENCINEER
__________________ RECOMMENDATIONS - - -
S \ 7 . 6" PERFORATED PVC SCIL 40
- . . .- ... .. I U flIVU/ (1IV/(JJ I IVIlA
1N/HR INFIL INFILTRATION
TECHNICAL
Z SEE NOTE 2 - - 411RAF1140N - -
18" PERMEABLE BASE
-.
-. - . -
-.1 - W/401 POROSITY
/
.. I UNDERDRAIN WITH PERFORATIONS, " 18" OR 43" PERMEABLE BASE 7
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POINTED DOWNWARD WRAPPED IN WITH 40% POROSITY
. A SOCK OF MIRAFI FILTER FABRIC INSTALL
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6" PERFORATED PVC ScH 40 PROTECT PLAcE
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NOTES
/ 1.1 INFLUENCE I. SEE SECTION 4 OF CITY OF CARLSBAD STANDARD URBAN STORM WATER MANAGEMENT fli A Al fi ii i 1 A 4 /4 A /fl 4 4 A IA! ,i, /
I .
.1 BMP TABLE
TREATMENT CONTROL
BMP ID # BMP TYPE SYMBOL CASQA NO. QUANTITY DRAWING NO. SHEET NO.(S) INSPECTION MAINTENANCE CONSTRUCTION
SIGN OFF
BIORETENTION
AREA
L7-1-1
.- 1. 7 . SEMI-ANNUAL SEMI-ANNUAL
LOW IMPACT DESIGN (LID)
BMP TYPE SYMBOL CASQA NO. QUANTITY INSPECTION DRAWING NO.
-
SHEET NO.(S) MAINTENANCE NSTRUC11ON CO
SIGN OFF
PERVIOUS PAVEMENT SD-20 43725 SF 477-6 34-42 ANNUALLY TO PREVENT CLOGS
SOURCE CONTROL ____________
BMP TYPE SYMBOL CASQA NO. QUANTITY DRAWING NO. SHEET NO.(S) INSPECTION MAINTENANCE CONSTRUCTION
SIGN OFF -
STORM DRAIN SYSTEM SIGN* E SD-13 13 EA SWMP 13-03 1 ANNUALLY VERIFY LEGIBILITY OF SIGNS
SITE DESIGN & LANDSCAPE .,
-. SD 10 / VEGETATIVE MANAGEMENT
PLANNING, EFFICIENT
- . .
SD-12 SEMI-ANNUAL REPAIR BROKEN SPRINKLERS
IRRIGATION ............-, .1.
AS NEEDED
SIDEWALK SWEEPING SEE PLAN
..
SEMI-ANNUAL 1.
SWEPT REGULARLY
. TO PREVENT BUILDUP
OF LITTER & DEBRIS
\ rL/v (.)uJMrJ 11/11W 1/ I't/LVI I, ttlfI /illli/I1(JIVML LI/VIrL It/V/IL//V .)t'tL,/t/LA/IU/V.). *"NO DUMPING! FLOWS TO AGUA HEDIONDA LAGOON" STENCIL ON ALL CURB INLETS
2 IMPERMEABLE LINER SHALL BE JOAIIL PVC LINER, SPECIFIC GRAVITY (ASTM D792):
I., 120 (MIN), TENSILE (ASTV D 882) 7J (WIN IDTH, MIAQ ELONGATION AT BREAK . I /VU/ U) L/ILL
- (ASTM D882): 380 (Z )W/N), MODULUS (ASTM D 882): 30 (LB//N-WIDTH, U/N.), TEAR
- -•- _/ -C (4STM D 1004): 30 (LB//N, U/N.). PER GEOSOILS RECOMMENDATIONS IN NOTES: -. - _____,_.77_ - -. :: : EMAIL DATED 6/17/2013. 1. SEE SDRSD D-02 FOR ADDITIONAL SPECIFICATIONS - -
-. - -
vl
- -
. - - .:
I.
2 SEE SECT/ON 4 OF C/fl' OF CARLSBAD STANDARD URBAN STORM WATER MANAGEMENT 01111-
-
PLAN (susuP) DATED 1/14/2011, FOR ADD/17ONAL BIORETENT/ON SPECIFICATIONS . - - - 11 - - -
/ 3 FOR BIORETENT/ON AT 80' MED/AN
1.-
: - 11 : :
4 IMPERMEABLE LINER SHALL SE 3041/L PVC LINER, SPECIfiC GRAVI1Y (ASTM 13292) .--. - -
- pJ Ct!- -
- 1 120 (MIN), TENSILE (ASTM 13 882) 73 ('LB/IN-kY/Dr/-I, MIN), ELONGATION AT BREAK
- - - :,, uvJ 1MG, AT *80# -
11 '0 C/N 'ni° 2 (ASTM 13882) 380(ZM/N), MODULL'S(ASTMD882) JO(LB//N-WIDT//, U/ N), TEAR S -_
.. 1.-'- -7:z- CATCHDI4I. (
/ i -; \ J RESISTENC((ASTMD1004).)O(LB4NM/N)PERGEOSO/LSRECOMMENDAT/ONSIN - - -
11 !11 • - -• - - 1. -- EMAIL DATED 6/17/2013 - -. r I - - - 7
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LEGEND:
- BIORETENTION AREA, SEE DETAIL BELOW
SELF-TREA TING AREA
PERVIOUS MEDIAN
(POROUS PA VERS& LANDSCAPING AT POCKETS)
PER fr5'OUS-LANDSCAPING
PROPOSED IMPERVIOUS SURFACE
H EXISTING IMPERWOUS SURFACE
STORM DRAIN
lolopp- DIRECTION OF FLOWS
lo rH MODIFIED D-02 CURB INLET
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NU1 , ' -. , 1.:; OFIFICE PLATE '& RANGE 1 ' C - WHERE SHOWN ON PLAN
CNNECTION TO CONCRETE. -- . - RI}10E OAMETER (DA) StAX.L E #T Td, WITH S IL 0 - SIZE PER -O(GM CRt 3 DUROMETER NEOPRENE RING. I. ,., . 3,,
- 5 8.- -
- - - . I , ". - - E ~,;. ; F
NOT TO SCALE
- 'A .
54 "S A
SWMP NO. 13-03
MAINTENANCE AGREEMENT DOCUMENT: YES NO____
RECORDATION NO. ' -
PARTY RESPONSIBLE FOR MAINTENANCE:
NAME TOLL BROTHERS CONTACT_______________
ADDRESS 725 W TOWN & COUNTRY RD.
SUITE 200
ORANGE, CA 92868
PHONE NO. (714) 347-1300
PLAN PREPARED BY:
NAME GEORGE O'DA Y
,COMPANY O'DAYc'ONSUL TANTS, INC.
ADDRESS 2710 LOKER AVE WEST
0' ......' 200' SUITE 100
. 100'
11111111111111111111111111111111111111i . C'ARLSBAD, CA 92010
SCALE: 1" = 100' PHONE NO. 760) 931-7700 CERTIFICATION RC'E 32014, a 12/31/14
BMP NOTES:
THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S
RECOMMENDATIONS OR THESE PLANS.
NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR
APPROVAL FROM THE CITY ENGINEER.
NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES
WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER.
NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF
HAS ,TED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION
-- AND INSTALLATION
SINGLE SHEET AMP EXHIBIT
FOR EL CW4IINO REAL WIDENING
-
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/bU-9i1—//UU Surveying . ENGINEER OF WO1 REVISION DESCRIPTION 'OTHER APPROVAL CITY APPROVAL
I
L Fax: 760-931-8680 ATE
,,.:
__ -
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- -_ ; -. .
www.odayconsuitants.com GEORGE O'DAY RCE: 32014 - -
G: \101307\SWMP\ECR—Widenjna\Ip—Submittal 2\W— ATTACH MEN T1'0.dwa Feb 25. 2014 8:11am
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I Hydromodification and Water Oualitv
Supplemental Calculations to the LID Calculator
I
In order to meet Hydromodification requirements outlined in the Final
I Hydromodification Plan prepared for the County of San Diego on March 2011 by Brown
and Caldwell, the BMP Calculator was utilized to determine the minimum surface area
and volume required for each BMP. See the calculator output attached.
I Per Table 7-4 of the Final Hydromodification Plan, Sizing Factors For the Flow Through
Planter are depicted below. A lower flow threshold of 0.5Q2 was utilized based on the
I downstream analysis provided by Wayne Chang and included in Attachment #13.
Rain Gauge= Oceanside
I Soil Type: D
Existing Slope: Flat & Moderate = 0.07, for Steep= 0.05
I Narrow Median Bioretention Calculations
Due to site constraints, where the street is super elevated near an intersection, Basin's D,
I E and G have a modified bioretention section, see Attachment #10. The entire volume
per the LID calculator output shall be contained in V2, although 4" of water will pond in
these bioretention areas. This conservative calculation means that 43" of gravel will store
I water under the 18" soil/compost layer in lieu of 18" in the standard section. See
calculations below:
I Flow-Thru Planter Sizing Factors (Table 7-4):
V1= 0.0583, V2=0.0420
If all of Vi is in V2, then 0.0583+0.0420= 0.1003
Depth of Gravel= 0.1003/(0.07*0.40)= 3.58'*12= 43 inches
I The orifice size for these basins from the LID Calculator is based on a depth of water or
head over the orifice typical of the standard section. See calculations below for the
I adjusted orifice diameters, based on the larger head.
Orifice Equation Q= 0.67A[ (2*32.2*d)" (.5)]
I Basin D
Orifice Flow, Q= 0.028cfs, A=0.002 1sf, d=0.60in
I Basin E
Orifice Flow, Q=0.058cfs, A=0.0044sf, d=0.9in
I Bash-4)
Orifice Flow, Q=0.074 cfs, A=0.0057sf, d=i.Oin
I
I
Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
M 1Wagc0W 2 —
Compliance Basin Summary
Basin Name: Basin A- Near Cannon
Receiving Water: SE Side of ECR near 8X8
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 1.69
Watershed Area (acres): 11.52
SCCWRP Lateral Channel Susceptibility (H, M, L): Low (Lateral)
SCCWRP Vertiflcal Channel Susceptiblity (H, M, L): Low (Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
26930 Drains to LID BMP 1 DMA A1-1 0.16 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less aol...
26931 Drains to LID BMP 1 DMA A11-2 0.02 Pervious (Pre) Landscaping Type 0 (high runoff - clay Steep (greater 10%) aol...
26932 Drains to LID BMP 1 DMA A1-3 0.1 Pervious (Pre) Concrete or asphalt Type D (high runoff- clay Flat - slope (less soi...
26933 Drains to LID BMP 1 DMA A1-4 0.02 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
26934 Drains to LID BMP 2 DMA A2-1 0.56 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
26935 Drains to LID BMP 2 DMA A2-2 0.07 Pervious (Pre) Landscaping Type D (high runoff - clay Steep (greater 10%) aol..
http://uknow.brwncald.comlwastewater/Toolkits/Watershed/SiteToolkit/ReportResult.aspx?pid= 138617&bidSDC-000 I &sicn... 5/18/2013
IM A rt RMS ON .- 00 '00 00 - IM -, M M - - 'ag2 -
26936 Drains to LID I BMP 2 DMA A2-3 0.46 I Pervious (Pre) I Concrete or asphalt I Type D (high runoff - clay Isoi... I Steep (greater 10%)
I
26937 Drains to LID BMP 2 DMA A2 0.3 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - day Flat - slope (less
LID Facility Summary
BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretention Area S. side of 446+73 305 254 183 0.061 1.00
BMP 2 Flow-Through Planter Bioretention Area N. side of 446+73 1268 1057 761 0.304 3.00
http://uknow.brwncald.comlwastewater/Toolkits/Watershed/SiteToolkit/ReportResult.aspx?pid 138617&bidSDC-000 I &sicn... 5/18/2013
—Owrt 1t .• no ow — — — — AnPagloW. 3 —
Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
Compliance Basin Summary
Basin Name: Basin B- N. of Cannon
Receiving Water: Storm Drain near Crestview
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 1.47
Watershed Area (acres): 11.50
SCCWRP Lateral Channel Susceptiblity (H, M, L): Low (Lateral)
SCCWRP Vertifical Channel Susceptiblity (H, M, L): Low (Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
27070 Drains to LID BMP 1 DMA B1-1 0.1 Impervious (Pie) Concrete or asphalt Type D (high runoff- clay
soi... Flat - slope (less
27071 Drains to LID BMP 1 DMA B1-2 0.01 Pervious (Pie) Landscaping Type D (high runoff - clay
soi... Steep (greater 10%)
27072 Drains to LID BMP 1 DMA 131-3 0.08 Pervious (Pie) Concrete or asphalt Type D (high runoff- clay
soi... Steep (greater 10%)
27073 Drains to LID BMP 1 DMA 131-4 0.05 Impervious (Pie) Pervious concrete or asphalt Type D (high runoff - clay
Soi ... Flat - slope (less
27153 Drains to LID BMP 2 DMA B2-1 0.12 Impervious (Pre) Concrete or asphalt Type D (high runoff- clay
soi... Flat - slope (less
27154 Drains to LID BMP 2 DMA B2-2 0.03 Pervious (Pie) Landscaping Type D (high runoff - clay
soi... Steep (greater 10%)
http://uknow.brwncald.comlwastewater/Toolkits/Watershed/SiteToolkit/ReportResult.aspx?pid= 13861 7&bid=SDC-000 1 &sic=n... 5/23/2013
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27155 Drains to LID BMP 2 DMA 132-3 0.07 Pervious (Pie) Concrete or asphalt Type D (high runoff - clay Steep (greater 10%) soi...
27156 Drains to LID BMP 2 DMA 1324 0.03 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27158 Drains to LID BMP 3 DMA 63-1 0.04 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi..
27159 Drains to LID BMP 3 DMA 133-2 0.02 Pervious (Pre) Landscaping Type D (high runoff - clay Steep (greater 10%) soi...
27160 Drains to LID BMP 3 DMA 133-3 0.03 Pervious (Pie) Concrete or asphalt Type D (high runoff - clay Steep (greater 10%) soi...
27161 Drains to LID BMP 3 DMA 133-4 0.03 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff- clay Flat- slope (less soi...
27163 Drains to LID BMP 4 DMA 64-1 0.09 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27164 Drains to LID BMP 4 DMA B4-2 0.05 Pervious (Pie) Landscaping Type D (high runoff- clay Steep (greater 10%) soi...
27165 Drains to LID BMP 4 DMA 134-3 0.06 Pervious (Pre) Concrete or asphalt Type D (high runoff - Clay Steep (greater 10%) $oi...
27166 Drains to LID BMP 4 DMA 1344 0.06 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff- clay Flat- slope (less soi...
27173 Drains to LID BMP 5 DMA 65-1 0.07 Impervious (Pie) Concrete or asphalt Type D (high runoff- clay Flat- slope (less soi...
27174 Drains to LID BMP 5 DMA B5-2 0.02 Pervious (Pre) Landscaping Type D (high runoff- clay Steep (greater 10%) soi...
27175 Drains to LID BMP 5 DMA 135-3 0.03 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay Steep (greater 10%) soi...
27176 Drains to LID BMP 5 DMA B5-4 0.03 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27178 Drains to LID BMP 6 DMA B6-1 0.03 Impervious (Pie) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27179 Drains to LID BMP 6 DMA B6-2 0.06 Pervious (Pie) Concrete or asphalt Type D (high runoff- clay Steep (greater 10%) soi...
27180 Drains to LID BMP 6 DMA 66-3 0.03 Impervious (Pie) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27182 Drains to LID BMP 7 DMA 67-1 0.06 Impervious (Pre) Concrete or asphalt Type D (high runoff- clay Flat - slope (less soi...
27183 Drains to LID BMP 7 DMA B7-2 0.01 Pervious (Pre) Landscaping Type D (high runoff- clay Steep (greater 10%) soi...
27184 Drains to LID BMP 7 DMA 67-3 0.06 Pervious (Pie) Concrete or asphalt Type D (high runoff - clay Steep (greater 10%) soi...
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27185 Drains to LID BMP 7 DMA 1374 0.03 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff- clay Flat - slope (less soi...
27187 Drains to LID BMP 8 DMA 138-1 0.06 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27188 Drains to LID BMP 8 DMA 138-2 0.02 Pervious (Pre) Landscaping Type D (high runoff - clay Steep (greater 10%) soi...
27189 Drains to LID BMP 8 DMA 138-3 0.03 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay Steep (greater 10%) soi...
27190 Drains to LID BMP 8 DMA B84 0.03 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
LID Facility Summary
BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretention at Median 220 183 132 0.052 1.00
BMP 2 Flow-Through Planter Bioretention at Median 197 164 118 0.054 1.00
BMP 3 Flow-Through Planter Bioretention at Median 85 71 51 0.025 0.8
BMP 4 Flow-Through Planter Bioretention at Median 174 145 104 0.055 1.00
BMP 6 Flow-Through Planter Bioretention at Median 172 143 103 0.026 0.8
BMP 7 Flow-Through Planter Bioretention at Median 162 135 97 0.033 0.9
BMP 8 Flow-Through Planter Bioretention at Median 87 73 52 0.031 0.9
BMP 5 Flow-Through Planter Bioretention at Median 88 73 52 0.034 0.9
http ://uknow.brwncald.comlwastewater/Toolkits/Watershed/SiteToolkit/ReportResult.aspx?pid 13861 7&bidSDC-000 1 &sicn... 5/23/2013
Mt rt it INN OW 11w, . ON (Pag2 1
-~, ~~ IQ C-,0 Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
Compliance Basin Summary
Basin Name: Basin C- N. of Crest View
Receiving Water: Ex. 24' Storm Drain outlet S. of Crestview
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 1.62
Watershed Area (acres): 11.52
SCCWRP Lateral Channel Susceptiblity (H, M, L): Low (Lateral)
SCCWRP Vertifical Channel Susceptiblity (H, M, L): Low (Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
26958 Drains to LID BMP 1 DMA Cl 0.5 Impervious (Pre) Concrete or asphalt Type D (high runoff- clay Flat - slope (less soi...
26959 Drains to LID BMP 1 DMA C2 0.83 Pervious (Pro) Landscaping Type D (high runoff- clay Steep (greater 10%) aol...
26960 Drains to LID BMP 1 DMA C3 0.29 Pervious (Pre) Concrete or asphalt Type D (high runoff- clay Moderate (5- 10%) soi...
LID Facility Summary
BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretention near Crestview 970 809 582 0.271 3.00
hap ://uknow.brwncald.comlwastewater/Toolkits/Watershed/SiteToolkit/ReportResult.aspx?pid 13861 7&bidSDC-000 1 &sicnu... 5/5/2013
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Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
Compliance Basin Summary
Basin Name: Basin D- From HP S. of Lisa
Receiving Water: Box Culvert at Kelly
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 0.17
Watershed Area (acres): 11.50
SCCWRP Lateral Channel Susceptibility (H, M, L): Low (Lateral)
SCCWRP Vertifical Channel Susceptiblity (H, M, L): Low (Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
SAr)P
ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
27130 Drains to LID BMP 1 DMA Dl 0.08 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi ...
27131 Drains to LID BMP 1 DMA D2 0.01 Pervious (Pre) Landscaping Type D (high runoff- clay
soi ... Steep (greater 10%)
27132 Drains to LID BMP 1 DMA D3 0.07 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay Steep (greater 10%) soi ...
27133 Drains to LID BMP 1 DMA D4 0.01 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less so'...
LID Facility Summary
BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretenlion at Median 187 156 112 0.028 0.9
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Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
irt 1t PagIT 1
Compliance Basin Summary
Basin Name: Basin E- N. of Lisa Street
Receiving Water: Box Culvert at Kelly
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 0.45
Watershed Area (acres): 11.50
SCCWRP Lateral Channel Susceptiblity (H, M, L): Low (Lateral)
SCCWRP Vertificat Channel Susceptibility (H, M, L): Low (Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
27124 Drains to LID BMP 1 DMA El 0.12 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay
soi... Flat - slope (less
27125 Drains to LID BMP 1 DMA E2 0.04 Pervious (Pie) Landscaping Type D (high runoff - clay Steep (greater 10%) soi...
27126 Drains to LID BMP 1 DMA E3 0.17 Pervious (Pre) Concrete or asphalt Type D (high runoff- clay Steep (greater 10%) soi...
27127 Drains to LID BMP 1 DMA E4 0.05 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
LID Facility Summary
BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretenlion at 8' Median 446 372 268 0.058 1.00
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= 0.20 AC
• • EXiST AC :__•:- PROPOSED PER ViVt/S
= 0.13 AC
EXiST PER I'FOIJS
PROPOSED AC/CO/IC.
= 0.13 AC
EXiST PERIlOUS
PROPOSED PER frl0l/S
= 0.01 AC
0'
30'
SCALE: 1" = 30'
G:\101307\Exhi bits\ECR\BIOBASINF.dwg Jun 12, 2013 O: 24am
EXHIBIT FOR
B/ORETEN liON BASIN r
iW4RJA ACRES PROPERTY
PREPARED 6/5/2013
Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
- FAW Ran - - = - - - - - - - M - - MagedW2
Compliance Basin Summary
Basin Name: Basin G- Super Elevated to Median at Marja Acres
Receiving Water: Kelly Box Culvert
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 1.86
Watershed Area (acres): . 11.50
SCCWRP Lateral Channel Susceptiblity (H, M, L): Low (Lateral)
SCCWRP Vertifical Channel Susceptiblity (H, M, L): Low (Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
28010 Drains to LID BMP I DMA G1-1 0.19 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
28011 Drains to LID BMP 1 DMA G1-2 0.03 Pervious (Pre) Landscaping Type D (high runoff - clay Steep (greater 10%) soi...
28012 Drains to LID BMP 1 DMA G1-3 0.1 Pervious (Pre) Concrete or asphalt Type D (high runoff- clay Steep (greater 10%) 501...
28013 Drains to LID BMP I DMA.G1-4 0.06 Pervious (Pre) Landscaping Type D (high runoff - clay Flat - slope (less soi...
28014 Drains to LID BMP 2 DMA G2-11 0.16 Impervious (Pre) Concrete or asphalt Type D (high runoff- clay Flat- slope (less soi...
28015 Drains to LID BMP 2 DMA G2-2 0.02 Pervious (Pre) Landscaping Type D (high runoff -clay Steep (greater 10%) 501...
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- R1 Roft - - - - - - - - - - - - - N Wge JMIJ2 - 28016 Drains to LID BMP 2 DMA G2-3 0.1 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay
sal... Steep (greater 10%)
28017 Drains to LID BMP 2 DMA G2-4 0.06 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay
aol... Flat - slope (less
28018 Drains to LID BMP 3 DMA G3-1 0.17 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay
soi... Flat - slope (less
28019 Drains to LID BMP 3 DMA G3-2 0.02 Pervious (Pie) Landscaping Type D (high runoff - clay
soi... Steep (greater 10%)
28020 Drains to LID BMP 3 DMA G3-3 0.09 Pervious (Pie) Concrete or asphalt Type D (high runoff- clay
soi... Steep (greater 10%)
28021 Drains to LID BMP 3 DMA G3-4 0.09 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay
soi... Flat - slope (less
28023 Drains to LID BMP 4 DMA G4-1 0.38 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay
501... Flat - slope (less
28024 Drains to LID BMP 4 DMA G4-2 0.02 Pervious (Pre) Landscaping Type D (high runoff- clay
aol... Steep (greater 10%)
28026 Drains to LID BMP 4 DMA G4-3 0.14 Pervious (Pre) Concrete or asphalt Type D (high runoff- clay
sal... Steep (greater 10%)
28027 Drains to LID BMP 4 DMA G4-4 0.23 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff- clay
sal... Flat - slope (less
LID Facility Summary
BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretention 299 249 179 0.074 1.00
BMP 2 Flow-Through Planter Bioretention 279 233 167 0.076 1.00
BMP 3 Flow-Through Planter Bioretention 256 213 154 0.085 2.00
BMP 4 Flow-Through Planter Bioretention 407 339 244 0.189 2.00
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- ilii RM = M - - - M M - - - - - - ag 2 - Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
Compliance Basin Summary
Basin Name: Basin F-I- S. of Kelly
Receiving Water: Box Culvert at Kelly
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 3.19
Watershed Area (acres): 11.52
SCCWRP Lateral Channel Susceptiblity, (H, M, L): Low (Lateral)
SCCWRP Vertifical Channel Susceptiblity (H, M, L): Low (Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
ID
J
Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
26963 Drains to LID BMP 1 DMA HI-i 0.48 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less
26964 Drains to LID BMP 1 DMA H1-2 0.58 Pervious (Pre) Landscaping Type D (high runoff- clay Steep (greater 10%)
26965 Drains to LID BMP 1 DMA H1-3 0.36 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay Steep (greater 10%) soi
26966 Drains to LID BMP 1 DMA H1-4 0.2 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff- clay Flat - slope (less
26968 Drains to LID BMP 2 DMA H2-1 0.42 Impervious (Pre) Concrete or asphalt Type D (high runoff- clay Flat - slope (less
26969 Drains to LID BMP 2 DMA H2-2 0.46 Pervious (Pre) Landscaping Type D (high runoff- clay Steep (greater 10%)
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- ORA RM - = - = - - - - = = - = - EWagAW2 -
26970 Drains to LID BMP 2 DMA 1-12-3 0.3 Pervious (Pre) Concrete or asphalt Type D (high runoff- clay Steep (greater 10%) soi...
27026 Drains to LID BMP 3 DMA 1-13-1 0.21 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27027 Drains to LID BMP 3 DMA 1-13-2 0.08 Pervious (Pre) Landscaping Type D (high runoff- clay Flat- slope (less soi...
27028 Drains to LID BMP 3 DMA H3-3 0.1 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay Moderate (5- 10%) soi...
LID Facility Summary
BMP ID Type
]
Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretention at Station 474+50 1063 886 637 0.304 3.00
BMP 2 Flow-Through Planter Bioretention at Toe S. of Box Culvert 860 717 516 0.209 2.00
BMP 3 Flow-Through Planter I Bioretention adjacent Box Culvert 329 274 197 0.076 1.00
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Iort WRit = = = = Paf 1
Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
Compliance Basin Summary
Basin Name: Basin I- N. of Kelly
Receiving Water: Bioretention Area N. of Box Culvert
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 1.13
Watershed Area (acres): 11.52
SCCWRP Lateral Channel Susceptiblity (H, M, L): Low (Lateral)
SCCWRP Vertifical Channel Susceptiblity (H, M, L): Low(Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
27031 Drains to LID BMP 1 DMA I-i 0.51 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27032 Drains to LID BMP 1 DMA 1-2 0.17 Pervious (Pre) Landscaping Type D (high runoff - clay
so'... Flat - slope (less
27033 Drains to LID BMP 1 DMA 1-3 0.37 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27034 Drains to LID BMP I DMA 1-4 0.08 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay
Sol Flat - slope (less
LID Facility Summary
BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretenton N. of Box Culvert 1180 982 708 0.211 2.00
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- rt RM - - - - - - - - - - - - - ag'2
Project Summary
Project Name El Camino Real Widening
Project Applicant Shapell Homes
Jurisdiction City of Carlsbad
Parcel (APN) 20801040
Hydrologic Unit Carlsbad
Compliance Basin Summary
Basin Name: Basin J- S. of Tamarack
Receiving Water: Kelly Drive Box Culvert
Rainfall Basin Oceanside
Mean Annual Precipitation (inches) 13.3
Project Basin Area (acres): 0.86
Watershed Area (acres): 11.50
SCCWRP Lateral Channel Susceptiblity (H, M, L): Low (Lateral)
SCCWRP Vertifical Channel Susceptiblity (H, M, L): Low (Vertical)
Overall Channel Susceptibility (H, M, L): LOW
Lower Flow Threshold (% of 2-Year Flow): 0.5
Drainage Management Area Summary
ID Type BMP ID Description Area (ac) Pre-Project Cover Post Surface Type Drainage Soil Slope
27113 Drains to LID BMP 1 DMA J1-2 0.44 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27114 Drains to LID BMP 1 DMA J1-2 0.06 Pervious (Pre) Landscaping Type D (high runoff - clay Flat - slope (less soi...
27115 Drains to LID BMP 1 DMA J1-3 0.15 Pervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27116 Drains to LID BMP 1 DMA J1-4 0.05 Impervious (Pie) Pervious concrete or asphalt Type 0 (high runoff - clay Flat - slope (less soi...
27117 Drains to LID BMP 2 DMA J2-1 0.05 Impervious (Pre) Concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
27118 Drains to LID BMP 2 DMA J2-2 0.02 Pervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less soi...
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- rt K1 M iii 'ag=W 2
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27119 Drains to LID I BMP 2 I DMA J2-3 I 0.06 I Pervious (Pre) Concrete or asphalt I Type D (high runoff - clay Isoi... I Flat - slope (less I
27120 Drains to LID
I
BMP 2 DMA .124 0.03 Impervious (Pre) Pervious concrete or asphalt Type D (high runoff - clay Flat - slope (less Sol
LID Facility Summary
BMP ID Type Description Plan Area (sqft) Volume 1(cft) Volume 2(cft) Orifice Flow (cfs) Orifice Size (inch)
BMP 1 Flow-Through Planter Bioretention Area 1 475 396 285 0.155 2.00
BMP 2 Flow-Through Planter Bioretention Area 2 189 157 113 0.029 0.9
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I ATTACHMENT 12
SOIL RECOMMENDATIONS FOR BIORETENTION AND PERVIOUS I PAVEMENT
NATIVE SOIL
We assumed the soil at the site is Type 'D' as shown on the BMP Calculator Output in
Attachment 11. In the Supplemental to the Updated Geotechnical Investigation for
Rancho Costera (Formerly Robertson Ranch West Village) for Shappell Homes,
prepared by GeoSoils, Inc. on June 6, 2011, (Reference 1) the calculated infiltration rates
of 0.18 in/hr for the artificial fill areas and between 0.16 and 0.06 in/hour for the bedrock
materials were found at the site. According to the County of San Diego Guidelines for
Determining Significance, Surface Water Quality, dated July 30, 2007, (Reference 2) soil
infiltration rates for Type 'D' soil are 0 to 0.05 inches per hour. Conclusively, the soil on
site has slightly higher infiltration rates then the minimum infiltration rates delineated by
the County of San Diego for Type 'D'. However, in order to maintain a more
conservative IMP design we will use Type 'D' for our IMP calculations. Excerpts from
reference 1 and 2 above are attached below.
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exhibit an adequate FOS (i.e., >1 .5) against surficial failure, provided that the sI6pe'are i
properly constructed and maintained, under normal rainfall.
Terrace deposits and Santiago Formation bedrock contain granular, sandy soil. If sandy
soils with a cohesion of less than 200 psf are used on slope faces derived from these
deposits, the slopes may have surficial stability/erosion issues and perhaps a FOS against
surficial instability of less than 1.5. Planting and management of surficial drainage is
imperative to the surficial performance of slopes. Typically, similar to coastal bluff retreat,
a surficial erosion rate (average) of about 11/4 inches/year for natural and unprotected
sandy slopes may be assumed. Foot traffic and other activities that exacerbate surficial
erosion should not be allowed to occur on slopes. Failure to adhere to these conditions
may drastically increase and localize surficial erosion, requiring mitigation, so that
head ward erosion does not result, and impact roadways, pads, and other improvements.
Planned Fill Over Cut Slopes
Fill over cut slopes shown on Plates 1 and 3 are generally considered to be grossly stable.
However, the cut/fill transition that daylights at the slope face represents a permeability
contrast that will accumulate water (i.e., perched groundwater), resulting in seepage at the
slope face. Such seepage will saturate near surface soils, resulting in loss of soil strength
and an increased potential for surficial slope failure(s). In order to mitigate this condition,
as well as the potential for perched groundwater up-gradient, fill over cut slopes should be
reconstructed as a stabilization fill slopes. In the case of the larger fill (up to approximately
45 feet) over cut slope above El Camino Real (see Plate 2, Cross Section F-F') the fill key
may be provided with a subdrain/backdrain as recommended in Appendix F. As stated
previously, the backcut was considered stable for Cross Section F-F' due the anticipated
2:1 inclination (Plate 2). Furthermore, the face cuts and backcuts up to 1.5:1 (h:v) are
considered stable (FOS >1.2)
INFILTRATION TESTING
It is our understanding that the controlling authorities are requiring onsite
Best Management Practices (BMP's) to clarify and filter onsite storm water run-off within
the project. Currently, it is unknown what type of BMP will be utilized for the project
(i.e., bio-swales, detention/infiltration basins, sand filters, etc.), however;
detention/infiltration basin BMP's are generally utilized for residential developments to
clarify and filter onsite storm water during rain events.
Three (3) infiltration tests were conducted to evaluate site soils with respect to anticipated
BMP's onsite. One (1) infiltration test was conducted within previously compacted fill
materials onsite (depth of approximately ±3 feet) and two (2) infiltration tests were
Shapell ------__-----
Homes wa 6145-Al-SC
Rancho Costera Carlsbad June 6, 2011
File ewp9.,61005145 1 Page
GeoSolls, Inc.
[
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conducted within the bedrock materials onsite (depth of approximately ±3 feet). Infiltration
i testing was performed to evaluate potential site conditions with respect to the anticipated
I detention/infiltration systems and/or other BMP's to retain and filter onsite storm water.
Infiltration testing was performed in general conformance with the American Society for
Testing and Materials (ASIM) designation D 3385 guidelines, by an engineering geologist
from our firm. The field infiltration test data is provided in Appendix E. Procedures for
testing are outlined briefly below:
Double-Ring Infiltration Test Procedure
1. An approximate area of 4 feet by 4 feet was cleared and excavated to a depth of I approximately ±3 feet to evaluate the onsite compacted fill and bedrock materials,
and a level surface prepared.
1 2. The outer (annular) ring of the double-ring infiltrometer test apparatus was driven
into the exposed earth materials, approximately ±2 to ±3 inches in depth, utilizing
a wooden block and heavy sledge hammer.
The inner ring of the double-ring infiltrometer test apparatus was also driven into the
I exposed earth materials, approximately ±2 to ±3 inches in depth, utilizing the same
block and sledge hammer technique. Both rings were leveled prior to infiltration
I
testing.
Measurement depth gages were installed in both the inner and outer ring, and water
I
poured into both rings to same depth within each ring.
The graduated mariotte tubes were connected to both the inner and outer rings and
I filled with clear water for the infiltration testing.
After equalization of the inner and outer rings, a periodic flow was started from the
I graduated mariotte tubes. When the fluid level became constant within the inner
and outer rings, measurements from the graduated mariotte tubes, to the nearest
millimeter began.
ITesting: Both ground and water temperatures were recorded during
testing. The volume of liquid utilized was measured from the
I graduated mariotte tubes at intervals of 30 minutes based on
the infiltration rate achieved. Due to the relatively low
infiltration rates obtained during testing within the artificial fill
I and bedrock materials, the testing was suspended after
2 hours at each location.
I Locations: The locations of the infiltrometer tests were chosen to give a
general representation of the anticipated infiltration rate of the
I Shapeil Homes W. 0. 6145-Al-SC
Rancho Costera, Carlsbad June 6, 2011
i File:e: Np9\6100\6145a1 ,stt Page 10
GeoSoil. Inc.
onsite earth materials in relation the anticipated
detention/infiltration systems and/or other BMP's selected by
design engineer. The approximate locations of the infiltration
tests conducted are provided on the enclosed Plate 1.
I Accuracy: All measurements within the inner and outer ring were read to
the nearest 1/16 inch. All test measurements within the
graduated mariotte tubes were read to the nearest millimeter.
Test Results: The calculated rates from the double-ring infiltration testing
I performed during this study are 0. 18, 0.16, and 006 inch/hour
for Infiltration Test IT-1, IT-2, and 11-3, respectively. The
relatively low infiltration rates obtained are likely due to clay
I content of the artificial fill (IT-1) and the relative density and
indurated nature of the bedrock materials (IT-2 and IT-3)
onsite. As indicated previously, the field test data is provided
I in Appendix E.
I Conclusions and Recommendations-Infiltration
As indicated above, the calculated infiltration rate of 0.18 inch/hour for th
e
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between 0.16 and 0.06 inch/hour for the bedrock materials, ob
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approximately ±3 feet, may be utilized for design of the proposed deten
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addition to the above, an appropriate factor of safety, per the controll
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requirements, should also be incorporated into the design calcul
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comments and/or recommendations should also be conside
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(structural and civil) and implementation of the proposed detention/infiltr
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BMP systems onsite:
As with any BMP detention/infiltration device, localized ponding and gr
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I seepage should be anticipated.
Similarly, as with any BMP detention/infiltration device, proper mainte
n
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care will need to provided. Best management maintenance practices sh
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followed at all times, especially during inclement weather. Sh
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inspection and/or required maintenance not be performed, the po
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I malfunctioning of the detention/infiltration systems will increase.
I .Provisions for the maintenance of any siltation, debris, and/or overgrown
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(i.e., root systems) should be considered. An appropriate inspec
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maintenance schedule will need to adopted and provided to all interes
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parties.
Shap Homes
Rancho Costera Carlsbad
09\6145a1 .stt
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June 6, 2011
Page 11
Inc.
Any proposed utility backfill materials located within the proposed area of the BMP
may become saturated. This is due to the potential for piping, water migration,
and/or seepage along the utility trench line backfill. If utility trenches cross and/or
are proposed near the detention/infiltration systems, cut-off walls or other water
barriers will likely need to be installed to mitigate the potential for piping and excess
water entering the utility backfill materials.
Any proposed footings and/or foundations should maintain a minimum of
1:1 horizontal to vertical (h-.v) distance from the base of the footing and/or
foundation to any adjacent detention/infiltration system. If a 1:1 (h:v) distance
cannot be maintained, a deepened footing and/or foundation will be required.
I • The landscape architect should be notified of the location of the proposed
detention/infiltration system(s). If landscaping is proposed over the
detention/infiltration system, consideration should be given to the type of vegetation
chosen and their potential effect upon subsurface improvements (i.e., some
trees/shrubs will have an effect on subsurface improvements with their extensive
root systems).
The potential for surface flooding, in the case of detention/infiltration system
blockage, should be evaluated by the design engineer.
As the infiltration testing conducted for this study is specific to the anticipated nature
of the artificial fill and bedrock materials encountered onsite, any changes to the
design of the BMP's and/or estimated size or depth of the system, should be
reviewed by this office. Depending upon the nature of any changes, proposed
depth of the systems, and the requirements of the reviewing entity, additional
infiltration testing may be warranted.
Final grading and improvement plans, as well as structural foundation plans, should
be submitted to this office for review and comment, as they become available, to
minimize any misunderstandings between the preliminary recommendations
presented herein. If project designs are found to differ substantially from those
stated herein, appropriate recommendations would be offered at that time.
PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS
IGeneral
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The additional recommendations presented herein consider the additional information and
findings obtained during this supplemental evaluation and the conclusions and
recommendations presented in GSI (2010). Unless specifically superceded in the test of
this report, the conclusions and recommendations presented in GSI (2010) remain valid
and applicable. This report should be utilized on conjunction with GSI (2010) when
IShapell Homes W.O. 6145-Al-SC Rancho Costera Carlsbad June 6, 2011
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1.6 Infiltration and Runoff
AJA j 4
Infiltration of water through soil can reduce the amount of water that reaches stormwater
management systems, filter pollutants and contaminants from the water, and recharge
the watershed. The USDA Natural Resources Conservation Service (NRCS; formerly
the Soil Conservation Service [SCS]), classifies a soil's infiltration characteristics into
four Hydrologic Soil Groups (HSG):
Group A: Low runoff potential. Soils having high infiltration rates even when I thoroughly wetted and consisting chiefly of deep, well-drained sands or gravels.
I Group B: Soils having moderate infiltration rates when thoroughly wetted and
consisting chiefly of moderately deep to deep, moderately well- to well-drained
sandy loam soils with moderately fine to moderately coarse textures.
I Group C: Soils having slow infiltration rates when thoroughly wetted and
consisting chiefly of silty-loam soils with a layer that impedes downward
I movement of water, or soils with moderately fine to fine texture.
Group D: High runoff potential. Soils having very slow infiltration rates when
I thoroughly wetted and consisting chiefly of clay soils with a high swelling
potential, soils with a permanent high water table, soils with a claypan or clay
layer at or near the surface, and shallow soils over nearly impervious material.
I Group A and B soils possess the greatest infiltration rates (unless soils are compacted
during construction) and are generally best suited to stormwater infiltration. However,
I the San Diego Area has a relatively high concentration of Group C and D soils, which
possess lower infiltration rates that either limit the use of infiltration-based stormwater
management systems or require soil amendments to assist infiltration systems.
I For a specific site, the HSG designation can be obtained by referring to a local soil
survey, by consulting the complete national listing given in NRCS, or by performing an
I on-site investigation. Soil Survey maps can be obtained from local NRCS offices or on-
line4 for use in estimating soil type. The NRCS maps are also available at the County of
San Diego, Department of Public Works. Consideration should be given to the effects of
I urbanization on the natural hydrologic soil group. If heavy equipment can be expected
to compact the soil during construction or if grading will mix the surface and subsurface
soils, appropriate changes should be made in the soil group selected (SD County
I Hydrology Manual 2003).
The table below presents soil infiltration rates for each soil group determined by
I laboratory studies and measurements. Site designers should compare the design
runoff volume with the available soil storage volume to determine if infiltration is
feasible, and then use the infiltration rates to determine if the design runoff volume can
I infiltrate within a reasonable time (generally 24 to 48 hours). For sites with Group C and
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' http://websoilsurvey.nrcs.usda.gov/app
Guidelines for Determining Significance 6
Surface Water Quality
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D soils, retention- and detention based strategies are often more feasible than
infiltration designs.
TABLE I
TYPICAL SOIL INFILTRATION RATES.
Soil Type
Minimum Infiltration Rate
(inches per hour)
A 0.30 to 0.45
B 0.15to0.30
C 0.05to0.15
D 0to0.05
In general, absorption of surface runoff by clay soils is low and reached quickly,
whereas in sandy soils a larger portion of the runoff infiltrates the land surface and
recharges the underlying groundwater system, resulting in less runoff.
1.7 Beneficial Uses of Water
Beneficial uses are defined as, "uses of water necessary for the survival or well being of
people, plants and wildlife." In San Diego County, residents, visitors and nature rely on
the region's water resources to provide beneficial uses such as ensuring a clean and
available drinking water supply, supporting agricultural, commercial, industrial,
recreational, residential, and military uses, and supporting wildlife and habitat. The
State Water Resources Control Board (SWRCB) has adopted a uniform list and
description of beneficial uses to be applied throughout all basins of the State
(Attachment B). These uses of water serve to promote the tangible and intangible
economic, social and environmental goals identified in the Water Quality Control Plan
for the San Diego Basin (9) prepared by the RWQCB
(www.swrcb.caqov/rwgcb9/proqrams/basinplan.html).
1.8 Stormwater Drainage Systems
I Within urban areas stormwater and sewage systems run parallel but are not combined.
A vast amount of the unincorporated San Diego County is rural land that does not
support or require stormwater drainage facilities. In contrast, most urban areas within
I unincorporated San Diego County have a range of stormwater drainage facilities, all of
which will continue to be improved as new discretionary projects are constructed.
Collectively, stormwater drainage facilities make up a stormwater conveyance system.
A stormwater conveyance system as defined by the County of San Diego Watershed
Protection, Stormwater Management, and Discharge Control Ordinance, "means private
and public drainage facilities other than sanitary sewers within the unincorporated areas
of San Diego County by which urban run-off may be conveyed to receiving waters, and
includes but is not limited to roads, streets, constructed channels, aqueducts, storm
drain, pipes, street gutters, inlets to storm drains or pipes, and catch basins."
Guidelines for Determining Significance 7
Surface Water Quality
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HYDROMODIFICATION SCREENING
0'
I RANCHO COSTERA
(ROBERTSON RANCH PLANNING AREAS 1-11, 13, & 23A-C)
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I EL CAMINO REAL WIDENING
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I June 19, 2013
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Wayne W. Chang, MS, PE 46548
Cbangflw
Civil Engineering Hydrology' Hydraulics Sedimentation
P.O. Box 9496
Rancho Santa Fe, CA 92067
(858) 692-0760
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-TABLE OF CONTENTS -
Introduction...................
Domain of Analysis......
Initial Desktop Analysis
Field Screening.............
Conclusion....................
Figures...........................
APPENDICES
SCCWRP Initial Desktop Analysis
SCCWRP Field Screening Data
MAP POCKET
Study Area Exhibit
Rancho Costera Drainage Study - Proposed Condition Work Map
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INTRODUCTION
The City of Carlsbad's January 14, 2011, Standard Urban Storm Water. Management Plan
(SUSMP) outlines low flow thresholds for hydromodification analyses. The thresholds are based
on a percentage of the pre-project 2-year flow (Q2), i.e., 0. 1Q (low flow threshold and high
susceptibility to erosion), 0.3Q2 (medium flow threshold and medium susceptibility to erosion),
or 0.5Q2 (high flow threshold and low susceptibility to erosion). A threshold of 0. 1Q2 represents
a downstream receiving conveyance system with a high susceptibility to erosion. This is the
default value used for hydrornodification analyses and will result in the most conservative
(greatest) on-site facility sizing. A threshold of 0.3Q2 or 0.5Q2 represents downstream receiving
conveyance systems with a medium or low susceptibility to erosion, respectively. In order to
qualify for a medium or low susceptibility rating, a project must perform a channel screening
analysis based on a "hydromodification screening tool" procedure developed by the Southern
California Coastal Water Research Project (SCCWRP). The SCCWRP results are compared with
the critical shear stress calculator results from the County of San Diego's BMP Sizing Calculator
to establish the appropriate susceptibility threshold of low, medium, or high.
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Vicinity Map
This report provides hydrornodification screening analyses for the Rancho Costera project
(Vesting Tentative Map for Planning Areas 1-11, 13, and 23 A-C of the Robertson Ranch Master
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Plan) and the adjacent El Camino Real widening project. Both projects are being designed by
O'Day Consultants, Inc. (O'Day). Rancho Costera is located south of Calavera Hills Unit 1 (CT
76-12), west of Tamarack Avenue, and north of El Camino Real (see the Vicinity Map and the
Study Area Exhibit in the map pocket). The El Camino Real widening is along the south side of
Rancho Costera and will extend from Tamarack Avenue on the west to Cannon Road on the east.
The Rancho Costera site is currently undeveloped and supports agricultural uses. The proposed
site development varies by planning area (PA): PA 1 and 23A-C are designated as open space;
PA 2 is a community facility site; PA 3, 5, 6, 9 and 10 are single-family residential
developments; PA 4 is for community recreation, PA 7 and 8 are multi-family residential; and
PA 11 is designated village center/commercial. Both projects are subject to hydromodification
requirements because they are priority development projects. A variety of best management
practices (bioretention basins, bioswales, etc.) will be incorporated throughout the projects to
treat runoff from the development areas.
Under pre-project conditions, storm runoff from the Rancho Costera site generally flows towards
the south and occurs as sheet flow over the natural ground or as surface flow within natural
drainage courses. The majority of this runoff is conveyed to an existing double 87foot by 4-foot
reinforced concrete box culvert (RCB) under El Camino Real east of Kelly Drive or to an
existing 8-foot by 8-foot RCB under El Camino Real west of Cannon Road. Some of the runoff
will also flow onto El Camino Real where it will be collected by public storm drain systems
along with the roadway runoff. The runoff from all of these areas is ultimately conveyed to Agua
Hedionda Creek, which outlets into the Agua Hedionda Lagoon and then the Pacific Ocean.
Under post-project conditions, proposed storm drain systems will be constructed to serve Rancho
Costera and the existing El Camino Real storm drain system will be altered to accommodate the
widening. However, the storm runoff will continue to be conveyed to Agua Hedionda
Creek/Lagoon and the Pacific Ocean.
The SCCWRP screening tool requires both office and field work to establish the vertical and
lateral susceptibility of a natural downstream receiving channel to erosion. In this case, there are
multiple natural downstream receiving channels near the easterly portion of the site and one
natural receiving channel along the westerly portion of the site (see the Study Area Exhibit in the
map pocket). The easterly natural channels confluence then flow to Agua Hedionda Creek, while
the westerly natural channel flows into the Kelly Drive concrete-lined trapezoidal channel, which
discharges to Agua Hedionda Creek. The vertical and lateral assessments are performed
independently of each other although the lateral results can be affected by the vertical rating. A
screening analysis was performed to assess the low flow threshold for the project's points of
compliance, which are at each of the storm drain outlets into the natural channels.
The initial step in performing the SCCWRP screening analysis is to establish the domain of
analysis and the study reaches within the domain. This is followed by office and field
components of the screening tool along with the associated analyses and results. The following
sections cover these procedures in sequence.
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I DOMAIN OF ANALYSIS
SCCWRP defines an upstream and downstream domain of analysis, which establish the study
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limits. The County of San Diego's HMP specifies the downstream domain of analysis based on
the SCCWRP criteria. The HMP indicates that the downstream domain is the first point where
one of these is reached:
at least one reach downstream of the first grade control point
tidal backwater/lentic waterbody
I.. equal order tributary
accumulation of 50 percent drainage area for stream systems or 100 percent drainage area
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for urban conveyance systems (storm drains, hardened channels, etc.)
The upstream limit is defined as:
I . proceed upstream for 20 channel top widths or to the first grade control point, whichever
comes first. Identify hard points that can check headward migration and evidence of
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active headcutting.
SCCWRP defines the maximum spatial unit, or reach (a reach is circa 20 channel widths), for
assigning a susceptibility rating within the domain of analysis to be 200 meters (656 feet). If the
I domain of analysis is greater than 200 meters, the study area should be subdivided into smaller
reaches of less than 200 meters for analysis. Most of the units in the HMP's SCCWRP analysis
are metric. Metric units are used in this report only where given so in the HMP. Otherwise
I English units are used.
Downstream Domain ofAnalvsis
I The downstream domain of analysis for a study area is determined by assessing and comparing
the four bullet items above. As discussed in the Introduction, the project has a point of
compliance (POC) at each of the storm drain outlets into a natural channel. In this case, there are
I natural channels along the easterly and westerly portions of the site. Therefore, a downstream
domain of analysis location will be selected below the downstream-most POC in both the
easterly and the westerly channels.
I The Study Area Exhibit shows several proposed storm drain outfalls into natural channels along
the easterly portion of the site. These channels ultimately confluence upstream of El Camino
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Real and flow to Agua Hedionda Creek south of El Camino Real. Some of the outfalls discharge
at essentially the same location along a natural channel, so these form a single POC. The total
number of POCs into the easterly channels is twelve (labeled A through L on the Study Area
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Exhibit). The downstream-most POC within the easterly channels is POC L.
The Study Area Exhibit shows four POCs (labeled M through F) within the natural channel
along the westerly portion of the site. The downstream-most POC along this channel is POC P.
I Therefore, downstream domain of analysis locations will be determined below POC L to the east
and POC P to the west, and were assessed as follows.
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Per the first bullet item, the first permanent grade control point was located below POC L and
POC P through a site investigation and review of aerial photographs. The waterbodies below
POC L are Agua Hedionda Creek, Agua Hedionda Lagoon, and the Pacific Ocean. There are no
permanent grade controls within these waterbodies below POL L, so this first criteria does not
apply for POC L.
For POC P, the natural receiving watercourse continues for over 1,000 feet, where it becomes the
concrete-lined Kelly Drive trapezoidal channel. The Kelly Drive channel was recently repaired
by the City of Carlsbad. Chang Consultants was under contract with Clayton Dobbs and Sherri
I Howard at the City and assisted in obtaining the resource agency permits for the repairs. Since
the channel is concrete and a primary public drainage facility, it is considered a permanent grade
control. Therefore, the upper end of the Kelly Drive channel is the first permanent grade control
I below POC P.
The second bullet item is the tidal backwater or lentic (standing or still water such as ponds,
pools, marshes, lakes, etc.) waterbody location. The nearest significant tidal backwater or lentic
waterbody is for POC L and P is Agua Hedionda Lagoon. From Google Earth, the upstream
extent of the lagoon is over 4,500 feet downstream of POC P. For POC L, the lagoon is
I downstream of the Kelly Drive channel permanent grade control, so the lagoon will not govern
for establishing the downstream domain of analysis location.
I The final two bullet items are based on 50 and 100 percent tributary drainage areas (in this case,
the channels are in urban areas, so the 100 percent criteria will be used). The natural channel
below POC L confluences with Agua Hedionda Creek approximately 220 feet below POC L.
I The overall area tributary to POC L covers approximately 5.11 square miles according to a 2008
Letter of Map Revision Request for Robertson Ranch by Chang Consultants. In comparison,
FEMA's May 16, 2012, Flood Insurance Study indicates that the Agua Hedionda Creek
I watershed covers 23.8 square miles at El Camino Real (see Appendix A for excerpts from both
reports). This information shows that the Aqua Hedionda Creek tributary drainage area is much
greater than 100 percent of the POC L drainage area. In addition, for POC P, a 100 percent larger
I drainage area occurs where the Kelly Drive channel confluences with Agua Hedionda Creek.
Therefore, for both POCs the tributary area criteria is met where their downstream channels
confluence with Agua Hedionda Creek.
I Based on the above information, the downstream domain of analysis below POC L occurs at the
confluence with Agua Hedionda Creek, which is approximately 220 feet downstream of POC L.
I There is no permanent grade control associated with POC L and the tidal backwater is several
thousand feet further downstream of the confluence.
The downstream domain of analysis for the natural channel tributary to POC P is at the I permanent grade control created at the upper end of the Kelly Drive concrete-lined channel. The
tidal backwater and 100 percent tributary area are further downstream of the Kelly Drive
channel. Per the first bullet item, the downstream domain of analysis is one reach below the
I grade control point. As outlined above, a reach is not to exceed 200 meters (656 feet). The
concrete-lined channel is longer than 656 feet, so the reach will be within the non-erodible
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P occurs at the upper end of the Kelly Drive channel.
I Upstream Domain ofAnalvsis
The upstream domain of analysis must be established for the easterly and westerly natural
channels. Along the easterly side, there are three upstream-most POCs: POC A, POC B, and
I POC H (see the Study Area Exhibit). The outlet of each of these is essentially at the upstream
end of the receiving natural channel. Since the area upstream of these three POCs is not an
erodible channel, each POC establishes an upstream domain of analysis location.
I Along the westerly side, the upstream-most POC is POC M, and the watercourse above POC M
begins at the southerly edge of Tamarack Avenue approximately 290 feet above POC M.
Therefore, the upstream domain of analysis location for the westerly natural channel is at the I southerly edge of Tamarack Avenue.
Study Reaches within Domain ofAnalysis
I The total domain of analysis (or overall study reach) within the easterly area extends from the
three upstream POCs to Agua Hedionda Creek south of El Canino Real. The total domain of
analysis for the various natural channels within the westerly area covers approximately 6,241
I feet (1,902 meters). The domain of analysis was subdivided into eight natural study reaches with
similar characteristics (see the Study Area Exhibit). Reach El extends 2,700 feet (823 meters)
from the upstream domain of analysis location at POC A down to POC F, which is at a channel
I confluence. Reach E2 extends 1,253 feet (382 meters) from the upstream domain of analysis
location at POC B to POC C. Reach E3 extends 244 feet (74 meters) from POC C to POC D.
POC D and E are at the upstream and downstream ends of the proposed Street E culvert crossing
I of the channel. Reach E4 extends 687 feet (209 meters) from POC E to the channel confluence at
POC F. Reach ES extends 250 feet (76 meters) from POC F to an existing concrete-lined access
road crossing the natural channel. Reach E6 extends 284 feet (87 meters) from the access road to
I POC G, which is located at the upstream end of the existing 8-foot by 8-foot RCBs under El
Camino Real. Reach E7 extends 603 feet (184 meters) from the upstream domain of analysis
location at POC H to POC G. Reach E8 extends 220 feet (67 meters) from POC L at the
I downstream end of the 8-foot by 8-foot RCBs under El Camino Real to the downstream domain
of analysis location at the confluence with Agua Hedionda Creek.
I The total domain of analysis for the westerly area covers approximately 2,546 feet (776 meters).
Reach WI begins at the upstream domain of analysis location on the south side of Tamarack
Avenue and extends 290 feet (88 meters) to the upstream end of the proposed Street J access
road from Tamarack Avenue. Street J crosses the stream channel and will contain a culvert to
convey the stream flow through the roadway embankment. Reach W2 extends 309 feet (94
meters) from POC M at the lower end of the proposed Street J culvert to POC N. Reach W3
I extends 940 feet (287 meters) from POC N to POC 0, which is located at the upstream end of
the existing double 8-foot by 4-foot RCBs under El Camino Real. POC P is at the downstream
end of the existing double 8-foot by 4-foot RCBs under El Camino Real. Reach W4 extends
1,007 feet (307 meters) from POC P to the downstream domain of analysis location at the upper I end of the concrete-lined Kelly Drive channel.
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Several of the study reaches are longer than the 656 feet (200 meters) maximum reach length
specified by SCCWRP. Review of topographic mapping, aerial photographs, and field conditions
reveals that the physical (channel geometry and longitudinal slope), vegetative, hydraulic, and
soil conditions within each of the reaches are relatively uniform. Subdividing the reaches into
smaller subreaches of less than 656 feet will not yield significantly varying results within a
reach. Although the screening tool was applied across the entire length of each study reach, the
results will be similar for shorter subreaches within each reach.
INITIAL DESKTOP ANALYSIS
After the domain of analysis is established, SCCWRP requires an "initial desktop analysis" that
involves office work. The initial desktop analysis establishes the watershed area, mean annual
precipitation, valley slope, and valley width. These terms are defined in Form 1, which is
included in Appendix A. SCCWRP recommends the use of National Elevation Data (NED) to
determine the watershed area, valley slope, and valley width. The NED data is similar to USGS
mapping. For this report, O'Day's proposed condition hydrology data was used, where available,
to identify the drainage areas, which is more accurate than using NED data. The relevant pages
from O'Day's hydrology analyses are included in Appendix A and their workmap is included in
the map pocket. O'Day's analyses do not provide drainage areas for Reach E7, E8, or W4, so
these were obtained as follows. Chang Consultants prepared a 2008 Letter of Map Revision
Request Jbr Robertson's Ranch that delineated the tributary drainage areas to Reach E7 and E8,
so the LOMIR data was used (see Appendix A for excerpts). For Reach W4, O'Day's analyses
determined the tributary area at the upper end of the reach. The additional area tributary to the
lower end of Reach W4 was delineated from the project's topographic mapping to determine the
total drainage area tributary to Reach W4. The delineation is included on the Study Area Exhibit.
The mean annual precipitation is provided by the County of San Diego's BMP Sizing Calculator
(see Appendix A) and is 13.3 inches.
The valley slopes of each study reach were determined from the 2-foot contour interval mapping
I prepared for the project, where available, and the City's 2-foot contour interval topographic
mapping for a small area at the east. The valley slope is the longitudinal slope of the channel bed
along the flow line, so it is determined by dividing the elevation difference within a reach by the
flow path. The 2-foot contour mapping sources were used because they will provide more I precise results than NED data.
I The valley width is the bottom width of the main creek channel. The average valley width within
each reach was estimated from the 2-foot contour interval topographic mapping, field
observations, and review of aerial photographs. The valley slope and valley width for each reach
I are summarized in Table 1.
These values were input to a spreadsheet to calculate the simulated peak flow, screening index,
and valley width index outlined in Form 1. The input data and results are tabulated in Appendix
A. This completes the initial desktop analysis.
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Reach I Tributary Area, sq. mi. r Valley Slope, mlm[ Valley Width, In
El 1 0.2400 [ 0.0289 6.1
_E21 0.0731 0.0551 F 1.5
[_E3 0.0732 0.0369 1.5
E4 0.1272 [ 0.0247 8.5
E5 03963 [ 00092 110
E6 F 0.3964 1 0.0088 - 4.6
_E71 4.6800 [ 0.0060 16.8
E8 1 51100 J00091 259
_W11 0.0054 [0.0448 2.4
W2 0.8078 1 0.0191 6.1
W3 1.1157-1 0.0127 17.7
IW4 12688 F 00183 - 49 *
Table 1. Summary of Valley Slope and Valley Width
FIELD SCREENING
I After the initial desktop analysis is complete, a field assessment must be performed. The field
assessment is used to establish a natural channel's vertical and lateral susceptibility to erosion.
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SCCWRP states that although they are admittedly linked, vertical and lateral susceptibility are
assessed separately for several reasons. First, vertical and lateral responses are primarily
controlled by different types of resistance, which, when assessed separately, may improve ease
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of use and lead to increased repeatability compared to an integrated, cross-dimensional
assessment. Second, the mechanistic differences between vertical and lateral responses point to
different modeling tools and potentially different management strategies. Having separate
screening ratings may better direct users and managers to the most appropriate tools for
I subsequent analyses.
The field screening tool uses combinations of decision trees and checklists. Decision trees are
I typically used when a question can be answered fairly definitively and/or quantitatively (e.g., d50
< 16 mm). Checklists are used where answers are relatively qualitative (e.g., the condition of a
grade control). Low, medium, high, and very high ratings are applied separately to the vertical
I and lateral analyses. When the vertical and lateral analyses return divergent values, the most
conservative value shall be selected as the flow threshold for the hydrornodification analyses.
I Visual observation reveals that most of the study reaches contain a moderate to densely
vegetated channel (see the figures following the report text). The vegetative density extends
relatively uniformly across the channel bottom and sides. Due to the vegetative cover, riprap
I energy dissipaters at each POC, and lack of significant erosion noted during the site
investigation, the vertical and lateral stability was anticipated to have a limited susceptibility to
erosion.
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Vertical Stability
The purpose of the vertical stability decision tree (Figure 6-4 in the County of San Diego HMP)
is to assess the state of the channel bed with a particular focus on the risk of incision (i.e., down
cutting). The decision tree is included in Figure 30. The first step is to assess the channel bed
resistance. There are three categories defined as follows:
Labile Bed - sand-dominated bed, little resistant substrate.
Transitional/Intermediate Bed - bed typically characterized by gravel/small cobble,
Intermediate level of resistance of the substrate and uncertain potential for armoring.
Threshold Bed (Coarse/Armored Bed) - armored with large cobbles or larger bed
material or highly-resistant bed substrate (i.e., bedrock).
Channel bed resistance is a function of the bed material and vegetation. The figures after this
report text contain photographs of the natural channels in each study reach. A site investigation
and the figures indicate that the vegetative cover throughout each natural channel within Reaches
El through E4, E8, and WI through W4 is mature, dense, and fairly uniform (see Figures 1
through 10 and 17 through 26). The vegetation in some areas is so dense that the channel was
either difficult to access or not possible to access at all unless the vegetation is trimmed. The
vegetation consists of a variety of mature grasses, reeds, shrubs, and trees. Vegetation prevents
bed incision because its root structure binds soil and because the aboveground vegetative growth
reduces flow velocities. Table 5-13 from the County of San Diego's Drainage Design Manual
outlines maximum permissible velocities for various channel linings (see Table 5-13 in
Appendix B). Maximum permissible velocity is defined in the manual as the velocity below
which a channel section will remain stable, i.e., not erode. Table 5-13 indicates that a fully-lined
channel with unreinforced vegetation has a maximum permissible velocity of 5 feet per second
(fps). Due to the dense cover and mature vegetation, the permissible velocity when erosion can
initiate is likely greater than 5 fps in most of the natural channel areas. Table 5-13 indicates that
5 fps is equivalent to an unvegetated channel containing cobbles (grain size from 64 to 256 mm)
and shingles (rounded cobbles). In comparison, coarse gravel (19 to 75 mm) has a maximum
permissible velocity of 4 fps. Based on this information, the uniformly vegetated natural canyons
in Reaches El through E4, E8, and Wi through W4 has an equivalent grain size of at least 64
mm, which is comparable to a transitional/intermediate bed.
Figures 11 through 16 show that Reaches ES through E7 contain sparser vegetation than the
other reaches. Therefore, a relationship between vegetative cover and grain size is not applicable,
and pebble count must be performed. Figures 15 through 17 contain photographs of the typical
bed material within these three study reaches. A gravelometer is included in the photographs for
reference. Each square on the gravelometer indicates grain size in millimeters (the squares range
from 2 mm to 180 mm). A pebble count was performed (see results in Appendix A) that
determined the median (d50) bed material size to be 11 millimeters (mm) in Reaches ES, E6, and
E7.
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I In addition to the material size, there are several factors that establish the erodibility of a channel
such as the flow rate (i.e., size of the tributary area), grade controls, channel slope, vegetative
cover, channel planfonn, etc. The Introduction of the SCCWRP 1-lydromodification Screening
I Tools: Field Manual identifies several of these factors. When multiple factors influence
erodibility, it is appropriate to perform the more detailed SCCWRP analysis, which is to analyze
a channel according to SCCWRP's transitional/intermediate bed procedure. This requires the
I most rigorous steps and will generate the appropriate results given the range of factors that
define erodibility. The transitional/ intermediate bed procedure takes into account that bed
material may fall within the labile category (the bed material size is used in SCCWRP's Form 3
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Figure 4), but other factors may trend towards a less erodible condition. Dr. Eric Stein from
SCCWRP, who co-authored the 1-lydromodification Screening Tools: Field Manual in the Final
Hydromodification Management Plan (HMP), indicated that it would be appropriate to analyze
channels with multiple factors that impact erodibility using the transitional/intermediate bed
I procedure. Consequently, this procedure was used to produce more accurate results for each
study reach.
I Transitional/intermediate beds cover a wide susceptibility/potential response range and need to
be assessed in greater detail to develop a weight of evidence for the appropriate screening rating.
The three primary risk factors used to assess vertical susceptibility for channels with
I transitional/intermediate bed materials are:
I
1. Armoring potential - three states (Checklist 1)
2. Grade control - three states (Checklist 2)
I 3. Proximity to regionally-calibrated incision/braiding threshold (Mobility Index Threshold
- Probability Diagram)
I These three risk factors are assessed using checklists and a diagram (see Appendix B), and the
results of each are combined to provide a final vertical susceptibility rating for the
intermediate/transitional bed-material group. Each checklist and diagram contains a Category A,
I B, or C rating. Category A is the most resistant to vertical changes while Category C is the most
susceptible.
I Checklist 1 determines armoring potential of the channel bed. The channel bed along each of the
twelve reaches is within category B, which represents intermediate bed material within unknown
annoring potential due to a surface veneer and dense vegetation. The soil was probed and
I penetration was relatively difficult through the underlying layer of each reach. Due to the dense
vegetative growth in some reaches, the armoring potential could have been rated higher in those
reaches, but Category B was conservatively (i.e., more potential for channel incision) chosen.
I Checklist 2 determines grade control characteristics of the channel bed. SCCWRP states that
grade controls can be natural. Examples are vegetation or confluences with a larger waterbody.
As indicated above and verified with photographs, Reaches El through E4, E8, and WI through
I W4 contain dense vegetation (see the figures). The plant roots and tree trunks serve as a natural
grade control. The spacing of these is much closer than the 50 meters or 2/Sw values identified in
I 9
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the checklist. Further evidence of the effectiveness of the natural grade controls is the absence of
headcutting and mass wasting (large vertical erosion of a channel bank). Based on this
information, Reaches El through E4, E8, and Wi through W4 are within Category A on
Checklist 2.
Reaches E5 through E7 do not contain dense vegetation. However, each of these reaches has a
grade control at their downstream end. For Reach E5, the existing concrete-lined access road
crossing of the natural channel (see Figure 13) is a permanent grade control. For Reaches E6 and
E7, the existing 8-foot by 8-foot RCB under El Camino Real is a permanent grade control (see
Study Area Exhibit). Table 2 summarizes the length, 2IS, and 4/Sw values for each of these
reaches. Table 2 shows that for each reach, the reach length is less than the 2IS value (and
naturally also less than 4IS). Therefore, the grade control spacing in each of the three reaches is
less than 2IS and each reach is within Category A on Checklist 2.
Study Reach Reach Length, ft 2IS, ft 4/Sw, ft
E5 250 713 1,426
E6 284 745 1,491
E7 603 1 1,099 1 2,198
Table 2. Grade Control Spacing Data
The Screening Index Threshold is a probability diagram that depicts the risk of incising or
braiding based on the potential stream power of the valley relative to the median particle
diameter. The threshold is based on regional data from Dr. Howard Chang of Chang Consultants
and others. The probability diagram is based on d50 as well as the Screening Index determined in
the initial desktop analysis (see Appendix A). d50 is derived from field conditions. As discussed
above, the equivalent grain size for the densely-vegetated channels in Reaches El through E4,
E8, and WI through W4 is at least 64 mm. The Screening Index Threshold diagram shows that
the 50 percent probability of incising or braiding for a d50 of 64 mm has an index of at least
0.101 (in red rectangle on diagram). The Screening Index for these nine reaches calculated in
Appendix A varies from 0.009 to 0.039. Since each reach's Screening Index value is less than
the 50 percent value, Reaches El through E4, E8, and WI through W4 fall within Category A.
For Reaches E5 through E7, their D50 value was entered onto the Screening Index Threshold
I graph. As mentioned above, a pebble count determined that the D50 for each of these reaches is
11 mm. Plotting i 1 mm on the graph corresponds to a 50 percent Screening Index value of
0.03 8. The Screening Index calculated in Appendix A for the three reaches varies from 0.011 to ' 0.023. Since each reach's Screening Index value is less than the 50 percent value, Reaches E5,
E6, and E7 fall within Category A.
The overall vertical rating is determined from the Checklist 1, Checklist 2, and Mobility Index I Threshold results. The scoring is based on the following values:
I Category A = 3, Category B = 6, Category C = 9
The vertical rating score for each of the twelve reaches is based on these values and the equation:
1 10
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I Vertical Rating = [(armoring x grade control)"' x screening index score]"'
= [(6x 3)1/2 x 3]1' '2 (Note: each of the twelve reaches has similar values)
I
=3.6
Since the vertical rating is less than 4.5, each reach has a low vertical susceptibility to erosion.
I Lateral Stability
The purpose of the lateral decision tree (Figure 6-5 from County of San Diego HMP included in
I
Figure 31) is to assess the state of the channel banks with a focus on the risk of widening.
Channels can widen from either bank failure or through fluvial processes such as chute cutoffs,
avulsions, and braiding. Widening through fluvial avulsions/active braiding is a relatively
straightforward observation. If braiding is not already occurring, the next logical step is to assess
I the condition of the banks. Banks fail through a variety of mechanisms; however, one of the most
important distinctions is whether they fail in mass (as many particles) or by fluvial detachment of
individual particles. Although much research is dedicated to the combined effects of weakening,
U fluvial erosion, and mass failure, SCCWRP found it valuable to segregate bank types based on
the inference of the dominant failure mechanism (as the management approach may vary based
on the dominant failure mechanism). A decision tree (Form 4 in Appendix B) is used in
I conducting the lateral susceptibility assessment. Definitions and photographic examples are also
provided below for terms used in the lateral susceptibility assessment.
I The first step in the decision tree is to determine if lateral adjustments are occurring. The
adjustments can take the fonn of extensive mass wasting (greater than 50 percent of the banks
are exhibiting planar, slab, or rotational failures and/or scalloping, undermining, and/or tension
I cracks). The adjustments can also involve extensive fluvial erosion (significant and frequent
bank cuts on over 50 percent of the banks). Neither mass wasting nor extensive fluvial erosion
was evident within any of the reaches during a field investigation. The banks are intact in the
I photographs included in the figures. Due to the dense vegetation in most areas, photographs
representative of the banks were difficult to take. Nonetheless, the dense vegetation supports the
absence of large lateral adjustments.
I The next step in the Form 4 decision tree is to assess the consolidation of the bank material. The
banks were moderate to well-consolidated. This determination was made because the banks were
difficult to penetrate with a probe. In addition, the banks showed limited evidence of crumbling
I and were composed of well-packed particles.
I
Form 6 (see Appendix B) is used to assess the probability of mass wasting. Form 6 identifies a
10, 50, and 90 percent probability based on the bank angle and bank height. The 2-foot contour
interval topographic mapping indicates that the average natural bank angle is no greater than 2 to
I
i (horizontal to vertical) or 26.6 degrees in any of the reaches. Form 6 shows that the probably of
mass wasting and bank failure has less than 10 percent risk for a 26.6 degree bank angle or less
regardless of the bank height.
I The final two steps in the Form 4 decision tree are based on the braiding risk determined from
the vertical rating as well as the Valley Width Index (VWI) calculated in Appendix A. If the
U 11
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I vertical rating is high, the braiding risk is considered to be greater than 50 percent. Excessive
braiding can lead to lateral bank failure. For all 12 study reaches, the vertical rating is low, so the
braiding risk is less than 50 percent. Furthermore, a VWJ greater than 2 represents channels
unconfined by bedrock or hillslope and, hence, subject to lateral migration. The VWI I calculations in the spreadsheet in Appendix A show that the VWI for each reach is less than 2.
From the above steps, the lateral susceptibility rating is low for each of the twelve study reaches
(red circles are included on the Form 4: Lateral Susceptibility Field Sheet decision tree in
Appendix B showing the decision path). A review of aerial photographs confirms a lack of
braiding or lateral migration throughout the natural channels.
I CONCLUSION
The SCCWRP channel screening tools were used to assess the downstream channel
susceptibility for the Rancho Costera and associated El Camino Real Widening projects being
I designed by O'Day Consultants, Inc. The project runoff will ultimately be collected by a series
of proposed and/or existing storm drain systems that outlet into unnamed natural channels at
various locations along the easterly and westerly portions of the developments. Each outlet is a
I point of compliance. Based on the points of compliance, the unnamed natural channels were
assessed from the upstream-most POCs to either the confluence with Agua Hedionda Creek or
the concrete-lined Kelly Drive trapezoidal channel (domain of analysis). The assessment was
I performed based on office analyses and field work. The results indicate a low susceptibility for
vertical and lateral channel erosion for the entire study area.
' The HMP requires that these results be compared with the critical stress calculator results
incorporated in the County of San Diego's BMP Sizing Calculator. The BMP Sizing Calculator
critical stress results are included in Appendix B for all twelve reaches. Based on these values,
I the critical stress results returned a low susceptibility to erosion. Therefore, the SCCWRP
analyses and critical stress calculator demonstrate that the project can be designed assuming a
low susceptibility, i.e., 0.5Q2.
I The SCCWRP results are consistent with the physical condition of the natural channel within the
domain of analysis, which is moderately to densely-vegetated throughout. None of the twelve
study reaches exhibit signs of extensive, ongoing erosion.
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12
r 4 4
•2
-t
151
;
2 -
2
pper End
':
Fiur 2. Looking Liptreani tos%ards Reach El from Midpoint
13
I- ru .. Li . 114mlistre"lln km arcs Peach "A Iturn Nt dpoiiit
- +- . •-. - .-- +-
+....
- -+-- -
- .. - -•
cs .+? 14 1 - r
Y, 4ri-
y-. --
— - $
- - -V - -- -V-V
- A
c
-: - - -
V.-
F i ti i.e 4. LooUn Upstream I o' i rtls Reach F I from Lower 'i- End
5- - - - - .- - -
M -i
41
4\ - - -- ;c - -. )•
-W. 44 it* 4 J
p - - - r -
, -
- -, --.- -
Ia )-
:- -
j.
-
i igure S L joking Dovuisireaw t)wal'dS Reach E2 from Upper End
-
- . -- - - --
I igui-e (. tuukiiig Upstream ii rtI' I' h 1-2 Itin \Iu1J).nllt
i! IH Look- g DO II t euii Lovaru i2 I r An A MpAnt
-.
f
:.
' •
: •
Wet
FigLi e 8. .JOLiiI2 L j)stl1dflI tommids Reaches F 2 and hi I u.
16
Figure 9. Looking LLa (cdy IoMwar- I acIi L4
1 Igu ic 10. Looking ( ptream towards Reach L4 I ruin Lii cu ruu
17
;.At
_
:ktl
I
FV
4
ly
I- iguiu kol I I'ItI1i 14J ar(IS Reach tz I uin ( per 1 lid
Iguic I .. L ooking I PStI1il1u LU%% ar(is 1(tacI I nJIII Lo er Li LI
18
-V V -
lt
V -V.
V V •
ft
' - 4
*
4/
* -
V V Ak V W1, V D: * V V
;
It
V V
--
• V V _ ViV
;
7 : . - P
V
V, VV-•: - V JV
JV igu re 13. Looking Southe1rh 10 rds VC! V
- V
V
V
VVVV emw VV - V V4
-:VV V• V•
:--;Vi: V
•V
!!V V;V :
V •
- V - - 4 V V 4
Ow
V4 • ••V
.4
V
V VV.4
V - •
- V - - VV 4 - - • - ** -V
'V
- V •:V • VV;kv
• V
4 -V •-• SV V •4 V V - V V
-.
f :.r-- -!
Figure 14. Looking Upstream to ards R ah 10 from El Camino Real
-
'4.. ':•).
Figure 15. Looking Downstream to%'ar(Is Reach E7 IFT)nI Upper Iiitl
-
4
..,-,.
-jiI- -•
A MI- :
Figure 16, Looking \ 1% L o ard k
20
- - - - <-_ -
-JQ
c
MIA
4Y {
1.gLILC 17. Looking Southeasterly tow ards Reach ES and Agi i Udiond. ( reek
-is) nwin Opt 1
Fig I:'e IV. iooIing I. 1sLrea ards beach \ Iroiii LUvI Enu
so 'Al loco,
2(. ioukiug itiisu tan u, Maua . i
-y)
t.
1ca h \\ 2 fivai io%eF E nd
1
- -
I fll
Awl
I 22. LoKIg Doi streani ()vards Reach Wl i ruin I. per A 1
71
-A
- - c 4
-
----
•
-_,•' r-
- '
--
il
- '
If
Figii re 24. Looking is ns I rani 10n !I i-us Li I A U Hn L pper Erbd
24
-,
4v
At
As
-441 1
AW lot, 7
A 5k
9
AL
Wk
Mir
9 - -
ON tt , V fr*9
9 - -
- -J_ •;:-- 0
7 P
. ii)ciis.e Vegetatioii within Middle of Reach W4
w&t461,6A
7Y aye Q
-' -
VAT
W
- -
; 9
9 V
-9
Figure 2( Loikiiig L pstreana tuwards Rach W4 1roi Lower End at Concrete-Lined Fellv 14 Channel
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r & • lometer NN ii h In R
J NOV-
j 4p
, I
) I
'i
k u-I-
N
Figure 28. Gravdometer witlAr Re tch E6
26
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IT
Figure 6-4. SCCWRP Vertical Susceptibility
Figure 30. SCCWRP Vertical Channel Susceptibility Matrix
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Lm LATIEKAL&ADJUSTABLO tovik
OPAMOSOn in tnd C"On YES
ARE LATERAL RAY ewfifl so, &w"lly YES ADJUSTMENTS WE V LIAIAL
nnini$ri t, hin1 w t EHIIjN RJT CUTCFF FORMATIM,
None% or ftwi mly funind io MD CHIGH
Da anwt*Ects Z
ALL USINt( 6 1RTA r'c' == >_EuT
I Ccrwe I rI rtd toed
Lu~
ria,-oded uriIdlrd
4mm AND 1iWI2
Fiktodaf I
HI
t Xu-m6,-
Ow elf ft.
................. . .......... I ............. .......... ........ .................
BrtI Smiding
risk rkn
braiding I
LOW &O HIGH MPD HtGH 3
rkcffl* 'fM$2 W1c2I VW2
- 4.,-.... .---.. 4. .4 ...4 .
af 0-0
DKWon
Figure 6-5 Laerai Channd Susceptibility
Figure 31. SCCWRP Lateral Channel Susceptibility Matrix
I
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I APPENDIX&
I SCCWRP INITIAL DESKTOP ANALYSIS
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FORM 1: INITIAL DESKTOP ANALYSIS
Complete all shaded sections.
IF required at multiple locations, circle one of the following site types:
Applicant Site I Upstream Extent I Downstream Extent
Location: Latitude: 33.154 Longitude:: 1173040
Description (river name, crossing streets, etc.): Rancho Costera (north of El Camino
Real between Tamarack Ave and Cannon Rd.) and El Camino Real widening.
GIS Parameters: The International System of Units (SI) is used throughout the assessment as the field
standard and for consistency with the broader scientific community. However, as the singular exception, US
Customary units are used for contributing drainage area (A) and mean annual precipitation (P) to apply regional flow
equations after the USGS. See SCCWRP Technical Report 607 for example measurements and Screening Tool
Data Entry.xls" for automated calculations.
Form I Table 1. Initial desktop analysis in GIS.
Symbol Variable Description and Source Value
A Area Contributing drainage area to screening location via published
(mi) Hydrologic Unit Codes (HUCs) and/or :5 30 m National Elevation Data
. . (NED), USGS seamless server
................................................................................................................................................................................................................................................................................
co 12 P Mean annual Area-weighted annual precipitation via USGS delineated polygons using O. precipitation records from 1900 to 1960 (which was more significant in hydrologic See attached
(in) models than polygons delineated from shorter record lengths) Form 1 table
S Valley slope Valley slope at site via NED, measured over a relatively homogenous on next page
(m/m) valley segment as dictated by hillslope configuration, tributary for calculated
confluences, etc., over a distance of up to —500 m or 10% of the main- values for each channel length from site to drainage divide .................................................................................................................................................... ................................reach
8- jj5 WV Valley width Valley bottom width at site between natural valley walls as dictated by
(m) clear breaks in hilislope on NED raster, irrespective of potential
armoring from floodplain encroachment, levees, etc. (imprecise
measurements have negligible effect on rating in wide valleys where
VWI is >> 2, as defined in lateral decision tree)
Form I Tabl e 2. Simplif ied peak flo w, screening index, and valley width index. Values for this
table should be calculated in the sequence shown in this table, using values from Form 1 Table 1.
Symbol Dependent Variable Equation Required Units Value
Qlocfs 10-yr peak flow (ft3/s) = 18.2 * A 0.87 * p0.77 A (mi2)
P(in)
See attached
Qo 10-yr peak flow (m3/s) Qio = 0.0283 *Qlof, Q10, (ft3/s) Form 1 table
INDEX 10-yr screening index (m15/s°5) INDEX Sv*Q10 O5 Sv(m/m)
QIO (m3/s) on next page
for calculated
Wret Reference width (m) 0.438 Wret 6.99 * Q10 010 (m3/s) values for each
VWI Valley width index (rn/rn) VWI = W/W1 W (m)
Wrei (m) reach.
(Sheet I of 1)
B-3
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- - - - - - - - - - - - - - - - - - - SCCWRP FORM 1 ANALYSES
Area Mean Annual Precip. Valley Slope Valley Width 10-Year Flow 10-Year Flow
Reach A, sq. mi. P1 inches Sv, rn/rn Wv, m QiOcfs, cfs Q10, crns
El 0.2400 13.3 0.0289 6.1 39 1.1
E2 0.0731 13.3 0.0551 1.5 14 0.4
E3 0.0732 13.3 0.0369 1.5 14 0.4
E4 0.1272 13.3 0.0247 8.5 22 0.6
ES 0.3963 13.3 0.0092 11.0 60 1.7
E6 0.3964 13.3 0.0088 4.6 60 1.7
E7 4.6800 13.3 0.0060 16.8 511 14.5
ES 5.1100 13.3 0.0091 25.9 552 15.6
Wi 0.0054 13.3 0.0448 2.4 1 0.04
W2 0.8078 13.3 0.0191 6.1 111 3.1
W3 1.1157 13.3 0.0127 17.7 147 4.2
W4 1.2688 13.3 0.0183 4.9 164 4.6
10-Year Screening Index Reference Width Valley Width Index
Reach INDEX Wref, m VWI, rn/rn
El 0.030 7.3 0.84
E2 0.034 4.6 0.33
E3 0.023 4.6 0.33
E4 0.020 5.7 1.50
ES 0.012 8.8 1.25
E6 0.011 8.8 0.52
E7 0.023 22.5 0.74
E8 0.036 23.3 1.11
Wi 0.009 1.7 1.42
W2 0.034 11.5 0.53
W3 0.026 13.0 1.36
W4 0.039 13.7 0.36
- - - - - - - - - - - - - - - - - - -
Li LiBasin U
Manage Your Basins
Create a new Basin by clicking the New button and scroll down to view
entry Alternatively, select an existing Basin from table and view
properties below. Click Edit button to change Basin properties then
press Save to commit changes.
4J
Description Rncho Costera&ECR Drainage Point of Compliance [vanous Storm Drain tutfalls
Design Goal: E Treatment + Flow Control •jj Project Basin Area (ad: J
Rainfall Basin: [5nside Mean Annual Precipitlon (in) I
MEAN ANNUAL PRECIPITATION FROM COUNTY BMP SIZING CALCULATOR
PEBBLE COUNT
I
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
Reach E5 Diameter, mm
2
2
2
2
2
2.8
2.8
2.8
2.8
2.8
4
4
4
4
4
4
4
4
4
4
4
4
4
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
8
8
8
8
8
8
8
8
8
8
Reach E6 Diameter, mm
2
2
2
2
2
2
2
2
2
2.8
2.8
2.8
2.8
2.8
2.8
2.8
2.8
2.8
4
4
4
4
4
4
4
4
4
4
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
5.6
8
8
Reach El Diameter, mm
2
2
2
2
2
2
2
2
2.8
2.8
2.8
2.8
2.8
2.8
2.8
2.8
4
4
4
4
4
4
4
4
4
4
4
4
5.6
5.6
5.6
5.6
5.6
5.6
5.6
8
8
8
8
8
8
8
8
8
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1
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Reach E5 Diameter, mm Reach E6 Diameter, mm Reach E7 Diameter, mm
45 8 8 11
46 8 8 11
47 8 8 11
48 11 8 11
49 11 11 11
50 11 11 11
51 11 11 11
52 11 11 11
53 11 11 11
54 11 11 11
55 11 11 11
56 11 11 11
57 11 11 16
58 11 11 16
59 11 11 16
60 11 11 16
61 11 11 16
62 11 11 16
63 11 11 16
64 11 11 16
65 11 16 16
66 11 16 16
67 16 16 16
68 16 16 16
69 16 16 16
70 16 16 16
71 16 16 16
72 16 16 16
73 16 16 16
74 16 16 16
75 16 16 16
76 16 16 16
77 16 16 16
78 16 16 16
79 16 16 16
80 16 16 16
81 16 16 16
82 16 16 16
83 16 16 16
84 16 16 16
85 16 16 22.6
86 16 16 22.6
87 16 16 22.6
88 16 16 22.6
89 16 22.6 22.6
90 16 22.6 22.6
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91
92
93
94
95
96
97
98
99
100
Reach ES Diameter, mm
22.6
22.6
22.6
22.6
22.6
22.6
22.6
22.6
32
32
Reach E6 Diameter, mm
22.6
22.6
22.6
22.6
22.6
22.6
22.6
32
32
32
Reach El Diameter, mm
22.6
22.6
22.6
22.6
32
32
32
32
32
64
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- - - - - - - - - - - - - - - - - - - EXCERPT FROM FEMA' MAY 16, 2012, "FLOOD INSURANCE STUDY, SAN DIEGO, COUNTY"
SHOWING AGUA HEDIONDA CREEK DRAINAGE AREA
TABLE 8: SUMMARY OF PEAK DISCHARGES
Peak Discharges (cubic feet per second)
Flooding Source and Location Drainage' Area 10% Annual- ' % Annuai- 1 Annual- 0.2% Annual- %
mil). es
Adobe Creek
2,200 Feet Upstream of Peet Lane 0.67 375 485 560 710
Agua 1-ledionda Creek
At Confluence with Buena Creek 6.3 1,600 4,800 7,000 15,500
2,200 Feet Upstream of Rancho Carlsbad Drive 16.5 -- -- 7,810 --
Upstream of Calavera Creek 17.3 -- -- 8,080
At El Camino Real 23.8 -- -- 9,850 --
Alvarado Creek
At Lake Shore Drive 4.6 1,200 2,000 2,300 3,000
At Interstate 8, Near Trailer Park 5.3 1,300 2,200 2,500 3,200
At interstate 8, Near Murray Boulevard 5.7 1,400 2,400 2,700 3,500
Upstream of Murray Creek 6.3 1,600 2,600 3,000 3,800
Downstream of Murray Creek 10.1 1,700 2,900 3,300 4,200
At Downstream Side of College Avenue 11.4 2,100 3,400 3,900 5,000
Upstream of Tributary Channel 12.1 2,300 3,700 4,300 5,400
Downstream of Tributary Channel 13.4 2,600 4,300 4,800 6,100
-- Data Not Available
68
EXCERPTS FROM O'DAY CONSULTANTS'
"RANCHO COSTERA DRAINAGE STUDY".
SEE MAP POCKET FOR WORK MAP.
APPENDIX 6
100 Yr. Proposed Hydrologic Calculations
Basin 'H'
(See Exhibit 'K')
11
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Maximum flow rates at confluence using above data:
37.976
22.996 40.432 49.662
Area of streams before confluence:
5.550 1.210 2.000 26.600
Results of confluence:
Total flow rate = 49.662(CFS)
Time of concentration = 20.000 mm.
Effective stream area after confluence = 35.360(Ac.)
Process from Point/Station 210.000 to Point/Station 214.000
**** IRREGULAR. CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 53.019(CFS)
Depth of flow = 1.519(Ft.), Average velocity 7.657(Ft/s) I *** Irregular Channel Data *********
-----------------------------------------------------------------
Information entered for subchannel number 1
I Point number 'X' coordinate 'Y' coordinate
1 0.00 10.00
2 30.00 0.00
3 60.00 10.00 I Manning's 'N' friction factor = 0.035 -----------------------------------------------------------------
Sub-Channel flow = 53.019(CFS)
' flow top width = 9.115(Ft.) I , velocity= 7.657(Ft/s)
area = 6.924(Sq.Ft)
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' Froude number = 1.548
Upstream point elevation = 142.000 (Ft.)
Downstream point elevation = 70.000(Ft.)
Flow length 1430.000 (Ft.) I Travel time = 3.11 mm.
Time of concentration = 23.11 mm.
Depth of flow = 1.519 (Ft.)
I Average velocity = 7.657(Ft/s)
Total irregular channel flow = 53.019(CFS)
Irregular channel normal depth above invert elev. = 1.519 (Ft.)
Average velocity of channel(s) = 7.657(Ft/s)
I Adding area flow to channel
Rainfall intensity (I) = 2.552(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction Boil group B = 0.000 I Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
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(UNDISTURBED NATURAL TERRAIN
(Permanent Open Space
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Rainfall intensity = 2.552(In/Hr) for a 100.0 year storm I Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.471 CA = 22.060
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Subarea runoff = 6.634(CFS) for 11.500(Ac.)
Total runoff = 56.296(CFS) Total area = 46 860(Ac ) Reach E3
Depth of flow = 1.554(Ft.), Average velocity 7.773(Ft/s)
Note: Reach E2 = 4686 - 01 = 4676 Acres
Process from Point/Station 214.000 to Point/Station 216.000
PIPEFLOW TRAVEL TIME (User specified size) 1r*
Upstream point/station elevation = 70.000 (Ft.)
Downstream point/station elevation = 60.000(Ft.)
Pipe length = 250.00(Ft.) Slope = 0.0400 Manning's N = 0.015
No. of pipes = 1 Required pipe flow = 56.296(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 56.296(CFS)
Normal flow depth in pipe 20.16(In.)
Flow top width inside pipe = 28.17(In.)
Critical Depth = 28.38(In.)
Pipe flow velocity = 16.06 (Ft/a)
Travel time through pipe = 0.26 mm.
Time of concentration (TC) 23.37 mm.
Process from Point/Station 214.000 to Point/Station 216.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 46.860(Ac.)
Runoff from this stream = 56.296(CFS)
Time of concentration = 23.37 mm.
Rainfall intensity = 2.534(tn/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 218.000 to Point/Station 222.000
INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[HIGH DENSITY RESIDENTIAL
(24.0 DU/A or Less
Impervious value, Ai = 0.650
Sub-Area C Value = 0.710
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 130.500(Ft.)
Lowest elevation = 128.700(Ft.)
Elevation difference = 1.800(Ft.) Slope = 1.800
Top of Initial Area Slope adjusted by User to 0.740 %
Bottom of Initial Area Slope adjusted by User to 0.740 Is.
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area = 30.066(Sq.Ft)
I Froude number = 1.057
Upstream point elevation = 60.000(Ft.)
Downstream point elevation = 42.000 (Ft.)
Flow length = 600.000(Ft.)
Travel time 3.07 mm.
Time of concentration = 26.44 mm.
Depth of flow = 0.298 (Ft.)
Average velocity = 3.260(Ft/s)
Total irregular channel flow = 97.999(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) = 3.260(Ft/s)
0.298(Ft.)
Process from Point/Station 216.000 to Point/Station 2009.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) = 2.340(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN
(Permanent Open Space
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
The area added to the existing stream causes a
a lower flow rate of Q = 93.650(CFS)
therefore the upstream flow rate of Q = 97.999(CFS) is being used
Time of concentration = 26.44 mm.
Rainfall intensity = 2.340(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.492 CA = 40.024
Subarea runoff = 0.000(CFS) for 4.850 (Ac.)
Total runoff = 97.999(CFS) Total area = 81 430(Ac ) Reach E4 I
++++++++-f+++++++++++++++++++-3-+++++++++++++++++++++++++++++++++++++++++
I Process from Point/Station 216.000 to Point/Station 2009.000
CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
I In Main Stream number: 1
Stream flow area = 81.430 (Ac.)
Runoff from this stream = 97.999(CFS)
I Time of concentration = 26.44 mm.
Rainfall intensity = 2.340(In/Hr)
Program is. now starting with Main Stream No. 2
I Process from Point/Station 254.000 to Point/Station 254.000
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Area of streams before confluence:
I 114.250 19.180 Results of confluence:
Total flow rate = 163.679(CFS)
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Time of concentration = 20.880 mm.
Effective stream area after confluence = 133.430(Ac.)
I Process from Point/Station 272.000 to Point/Station 2009.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
I Estimated mean flow rate at midpoint of channel = 163 .727(CFS)
Depth of flow = 0.727(Ft.), Average velocity = 4.344(Ft/s)
****** Irregular Channel Data ***********
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Information entered for subchannel number 1
Point number 'X' coordinate 'Y' coordinate
1 0.00 10.00
I 2 30.00 0.00
3 80.00 0.00
4 100.00 10.00
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Manning's 'N' friction factor = 0.035
Sub-Channel flow = 163 .728(CFS)
flow top width = 53.637(Ft.)
velocity= 4.344(Ft/s)
area = 37.692(Sq.Ft)
Froude number = 0.913
' Upstream point elevation = 69.000(Ft.)
Downstream point elevation = 42.000 (Ft.)
Flow length = 1600.000(Ft.)
Travel time = 6.14 mm.
I Time of concentration = 27.02 mm.
Depth of flow = 0.727 (Ft.)
Average velocity = 4.344(Ft/s)
Total irregular channel flow = 163.727(CFS) I Irregular channel normal depth above invert elev. = 0.727 (Ft.)
Average velocity of channel(s) = 4.344(Ft/s)
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Adding area flow to channel Rainfall intensity (I) = 2.307(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 1.000
(UNDISTURBED NATURAL TERRAIN )
(Permanent Open Space
I Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
The area added to the existing stream causes a
a lower flow rate of Q = 151.902(CFS)
I therefore the upstream flow rate of Q = 163.679(CFS) is being used
Rainfall intensity = 2.307(In/Hr) for a 100.0 year storm
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Effective runoff coefficient used for total area
(Q=KCIA) is C 0.429 CA = 65.833 R Subarea runoff = 0000(CFS) for 20.180 (Ac.)
Total runoff = 163.679(CFS) Total area :1536j.d(Ac.)';Reach El
Depth of flow = 0.727(Ft.), Average velocity = 4.343(Ft/s)
Process from Point/Station 272.000 to Point/Station 2009.000 I **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
I In Main Stream number: 2
Stream flow area = 153.610(Ac.)
Runoff from this stream = 163.679(CFS)
Time of concentration = 27.02 mm.
I Rainfall intensity = 2.307(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity I No. (CFS) (mm) (In/Hr)
I i 97.999 26.44 2.340
2 163.679 27.02 2.307
Qmax(1) =
1.000 * 1.000 * 97.999) + I 1.000 * 0.979 * 163.679) = 258.167
Qmax(2) =
0.986 * 1.000 * 97•999) +
1
1.000 * 1.000 * 163.679) + = 260.317
Total of 2 main streams to confluence:
Flow rates before confluence point:
I 97.999 163.679
Maximum flow rates at confluence using above data:
258.167 260.317
Area of streams before confluence: I 81.430 153.610
I Results of confluence:
Total flow rate = 260.317(CFS)
Time of concentration = 27.019 mm.
Effective stream area after confluence = 235.040 (Ac.)
I Process from Point/Station 2009.000 to Point/Station 2010.000
IRREGULAR CHANNEL FLOW TRAVEL TIME ****
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Estimated mean flow rate at midpoint of channel = 260.342(CFS)
Depth of flow = 0.680(FtJ, Average velocity = 3.738(Ft/s)
Irregular Channel Data ****k
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Nearest computed pipe diameter 21.00(hn.)
Calculated individual pipe flow = 24.726(CFS)
Normal flow depth in pipe 13.66 (In.)
Flow top width inside pipe = 20.02(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.92(Ft/s)
Travel time through pipe = 0.78 mm.
Time of concentration (TC) = 25.51 mm.
Process from Point/Station 2013.000 to Point/Station 2010.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 12.650(Ac.)
Runoff from this stream = 24.726(CFS)
Time of concentration = 25.51 mm.
Rainfall intensity = 2.394(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 260.317 29.25 2.192
2 24.726 25.51 2.394
Qmax(l) =
1.000 * 1.000 * 260.317) +
0.916 * 1.000 * 24.726) + = 282.955
Qmax(2) =
1.000 * 0.872 * 260.317) +
1.000 * 1.000 * 24.726) + = 251.779
Total of 2 streams to confluence:
Flow rates before confluence point:
260.317 24.726
Maximum flow rates at confluence using above data:
282.955 251.779
Area of streams before confluence:
240.950 12.650
Results of confluence:
Total flow rate = 282.955(CFS)
Time of concentration = 29.249 mm.
Effective stream area after confluence = 253.600(Ac.)
Process from Point/Station 2010.000 to Point/Station 2015.000
** PIPEFLOW TRAVEL TIME (User specified size) ***
I Upstream point/station elevation = 35.300 (Ft.)
Downstream point/station elevation 34.500 (Ft.)
Pipe length = 40.00(Ft.) Slope = 0.0200 Manning's N = 0.013
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No. of pipes = 1 Required pipe flow = 282 .955(CFS)
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Given pipe size = 30.00 (In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
95.622(Ft.) at the headworks or inlet of the pipe(s) I Pipe friction loss = 19.029(Ft.)
Minor friction loss = 77.393(Ft.) K-factor = 1.50
I Critical depth could not be calculated.
Pipe flow velocity = 57.64 (Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 29.26 mm.
End of computations, total study area = 253. 600k (Ac.) Reach E5
Note: Reach E6 253.6 + 0.1 253.7 Acres
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APPENDIX 4
100 Yr. Proposed Hydrologic Calculations
Basin 'E-F'
(See Exhibit 'K')
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Process from Point/Station 5000.000 to Point/Station 5000.000
I **** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 509.400 (Ac.) I Runoff from this stream = 512.740(CFS)
Time of concentration = 31.46 min.
I Program
Rainfall intensity = 2.092(In/Hr)
is now starting with Main Stream No. 2
I Process from Point/Station 5002.000 to Point/Station 5004.000
INITIAL AREA EVALUATION ****
I Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000 I [UNDISTURBED NATURAL TERRAIN
(Permanent Open Space
Impervious value, Al = 0.000 ' Sub-Area C Value = 0.350
Initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 180.000(Ft.).
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Lowest elevation = 130.000(Ft.)
Elevation difference = 50.000(Ft.) Slope = 50.000 %
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
I for the top area slope value of 30.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
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Initial Area Time of Concentration = 4.34 minutes
TC= [1.8*(1.1_C)*distance(Ft.)'.5)/(%slope"(1/3)]
TC = t1.8*(1.1_0.3500)*( 100.000".5)/( 30.000(1/3)1= 4.34
Calculated TC of 4.345 minutes is less than 5 minutes,
I resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.240(CFS) I Total initial stream area = 0.100(Ac.)
I Process from Point/Station 5004.000 to Point/Station 5006.000
IMPROVED CHANNEL TRAVEL TIME
I Upstream point elevation = 130.000 (Ft.)
Downstream point elevation = 63.000 (Ft.)
Channel length thru subarea = 700.000 (Ft.) I Channel base width = 1.000 (Ft.)
Slope or 'Z' of left channel bank = 2.000
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Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 3.659(CFS)
I Manning's 'N' = 0.035
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 3.659(CFS)
I Depth of flow = 0.391(Ft.), Average velocity = 5.259(Ft/s)
Channel flow top width = 2.563 (Ft.)
Flow Velocity = 5.26(Ft/s)
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Travel time = 2.22 mm.
Time of concentration = 6.56 mm.
Critical depth = 0.531(Ft..)
Adding area flow to channel
Rainfall intensity (I) = 5.748(In/Hr) for a 100.0 year storm I Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
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Decimal fraction soil group C = 0.000
Decimal fraction soil group ID = 1.000
{UNDISTURBED NATURAL TERRAIN
(Permanent Open Space
Impervious value, Ai = 0.000 I Sub-Area C Value = 0.350
Rainfall intensity = 5.748(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
I (Q=KCIA) is C 0.350 CA = 1.214
Subarea runoff = 6.741(CFS) for 3.370(Ac.)
Total runoff 6.981(CFS) Total area 3.470(Ac.) Reach W1
Depth of flow = 0.538(Ft.), Average velocity = 6.247(Ft/s)
I Critical depth = 0.734(Ft.)
++++++++++++++++-f++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 5006.000 to Point/Station 5008.000
PIPEFLOW TRAVEL TIME (User specified size)
I . Upstream point/station elevation = 63.000(Ft.)
Downstream point/station elevation = 61.800 (Ft.)
Pipe length = 68.00(Ft.) Slope = 0.0176 Manning's N = 0.013
.No. of pipes = 1 Required pipe flow = 6.981(CFS) I Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.981(CFS)
Normal flow depth in pipe = 9.00 (In.)
I Flow top width inside pipe = 18.00(In.)
Critical Depth = 12.28(In.)
Pipe flow velocity = 7.90 (Ft/s)
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Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 6.71 mm.
I Process from Point/Station 5008.000 to Point/Station 5000.000
IMPROVED CHANNEL TRAVEL TIME
I Upstream point elevation 61.800(Ft.)
Downstream point elevation = 57.000 (Ft.)
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Channel length thru subarea = 330.000 (Ft..)
Channel base width = 1.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Mannings N' = 0.035
Maximum depth of channel = 2.000 (Ft.)
Flow(q) thru subarea = 6.981(CFS)
Depth of flow = 0.839(Ft.), Average velocity =
channel flow top width = 4.356 (Ft.)
Flow Velocity = 3.11 (Ft/s)
Travel time = 1.77 mm.
Time of concentration = 8.48 mm.
Critical depth = 0.734(Ft.)
3.107(Ft/s)
Process from Point/Station 5008.000 to Point/Station 5000.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.470 (Ac.)
Runoff from this stream = 6.981(CFS)
Time of concentration = 8.48 mm.
Rainfall intensity = 4.873(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 512.740 31.46 2.092
2 6.981 8.48 8.48 4.873
Qxnax(1)
1.000 * 1.000 * 512.740) +
0.429 * 1.000 * 6.981) + = 515.736
Qmax(2) =
1.000 * 0.269 * 512.740) +
1.000 * 1.000 * 6.981) + = 145.135
Total of 2 main streams to confluence:
Flow rates before confluence point:
512.740 6.981
Maximum flow rates at confluence using above, data:
515.736 145.135
Area of streams before confluence:
509.400 3.470
Results of confluence:
Total flow rate = 515.736(CFS)
Time of concentration = 31.460 min.
Effective stream area after confluence = 512.870 (.Ac.:.,) Reach W2
(northerly subarea)
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Depth of flow = 0.299(Ft.), Average velocity = 1.911(Ft/s)
I Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.129 (Ft.)
Flow velocity = 1.91(Ft/s)
Travel time = 3.14 min. TC = 9.39 mm.
Adding area flow to street I Rainfall intensity (I) = 4.562(In/Hr) for a 100.0 year storm
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
I Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less
I .
Impervious value, Ai .= 0.400
Sub-Area C Value = 0.570
Rainfall, intensity = 4.562(In/11r) for a 100.0 year storm
I .Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 1.180
Subarea runoff = 5.044(CFS) for 1.970(Ac.)
Total runoff = 5.382(CFS) Total area = 2.070 (Ac.) I Street flow at end of street = 5.382(CFS)
Half street flow at end of street = 2.691(CFS)
Depth of flow = 0.348(Ft.), Average velocity = 2.200(Ft/s)
Flow width (from curb towards crown)= 10.586(Ft.)
' ++++++++++++++++++.++++..++++++++++++++++++++++++++++++++++++++++++.++
Process from Point/Station 5017.000 to Point/Station 5014.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation 135.500 (Ft.) I Downstream point/station elevation = 79.050 (Ft.)
Pipe length = 510.00(Ft.) Slope = 0.1107 Maiming's N = 0.013
No. of pipes = 1 Required pipe flow = 5.382(CFS)
I Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.382(CFS)
Normal flow depth in pipe = 4.78 (In.)
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Flow top width inside pipe = 15.89(m.)
Critical Depth = 10.73(In.)
Pipe flow velocity = 14.33 (Ft/s)
Travel time through pipe = 0.59 mm.
Time of concentration (TC) = 9.98 min.
I Process from Point/Station 5017.000 to Point/Station 5014.000
CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2 I Stream flow area = 2.070(Ac.)
Runoff from this stream = 5.382(CFS)
Time of concentration 9.98 min.
I . Rainfall intensity = 4.385(In/Hr)
Summary of stream data:
I 9
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Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 4.498 5.73 6.276
2 5.382 9.98 4.385
Qmax(1)
1.000 * 1.000 * 4.498) +
1.000 * 0.574 * 5.382) + = 7.586
Qmax(2) =
0.699 * 1.000 * 4.498) +
1.000 * 1.000 * 5.382) + = 8.526
Total of 2 streams to confluence:
Flow rates before confluence point:
4.498 5.382
Maximum flow rates at confluence using above data:
7.586 8.526
Area of streams before confluence:
2.040 2.070
Results of confluence
Total flow rate = 8.526(CFS)
Time of concentration = 9.984 mm. Reach W2 Effective stream area after confluence = 4 110(Ac (easterly subarea)
Total Area of Reach W2 is northerly + easterly subarea.
Process from Point/Station 5014.000 to Paint/Station 5018.000
PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 79.050 (Ft.)
Downstream point/station elevation = 60.000 (Ft.)
Pipe length = 96.00(Ft.) Slope = 0.1984 Manning's N 0.013
No. of pipes = 1 Required pipe flow = 8.526(CFS)
Given pipe size .= 18.00 (In.)
Calculated individual pipe flow = 8.526(CFS)
Normal flow depth in pipe 5.20 (In.)
Flow top width inside pipe = 16.32 (In.)
Critical Depth = 13.57 (In.)
Pipe flow velocity = 20.14(Ft/s).
Travel time through pipe = 0.08 mm.
Time of concentration (TC) = 10.06 min.
Process from Point/Station 5018.000 to Point/Station 5010.000
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 60.000(Ft.)
Downstream point elevation = . 51.000(Ft.)
Channel length thru subarea = 460.000 (Ft.)
Channel base width = 1.000 (Ft.)
Slope or 'Z' of left channel bank = 2.000
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Sub-Channel flow = 22.805(CFS)
flow top width = 7.226 (Ft.)
velocity= 3.494(Ft/s)
I area = 6.527(Sq.Ft)
Froude number = 0.648
Upstream point elevation = 43.620(Ft.)
Downstream point elevation = 42.000 (Ft.)
Flow length = 180.000(Ft)
Travel time = 0.86 mm.
Time of concentration = 9.93 nun.
Depth of flow = 1.807 (Ft.)
Average velocity = 3.494(Ft/s)
Total irregular channel flow = 22.805(CFS)
Irregular channel normal depth above invert elev. = 1.807 (Ft.)
Average velocity of channel(s) = 3.494(Ft/s)
Process from Point/Station 5050.000 to Point/Station 5034.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed;
In Main Stream number: 2
Stream flow area = 6.610(Ac.)
Runoff from this stream = 22.805(CFS)
Time of concentration = 9.93 mm.
Rainfall intensity = 4.402(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 719.611 35.74 1.926
2 22.805 9.93 4.402
Qmax(1) =
1.000 * .1.000 *• 719.611) +
0.438 * 1.000 * 22.805) + = 729.591
Qmax(2) =
1.000 * 0.278 * 719.611) +
1.000 * 1.000 * 22.805) + = 222.633
Total of 2 main streams to confluence:
Flow rates before confluence point:
719.611 22.805
Maximum flow rates at confluence using above data:
729.591 222.633
Area of streams before confluence:
707.440 6.610
Results of confluence:
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Total flow rate = 729.591(CFS)
Time of concentration = 35.742 mm.
Effective stream area after confluence = 714 050 (Ac ) Reach W3
I Process from Point/Station 5034.000 to Point/Station 5052.000
* * * * IMPROVED CHANNEL TRAVEL TIME * * * * EXISTING DOUBLE 8' X4' RCS
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Covered channel
Upstream point elevation = 42.000(Ft.)
Downstream point elevation = 40.000 (Ft.)
Channel length thru subarea = 108.000 (Ft.)
Channel base width = 16.000 (Ft.)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel bank = 0.000
Manning's 'N' = 0.015
Maximum depth of channel = 4.000 (Ft.)
Flow(q) thru subarea = 729.591(CFS)
Depth of flow = 2.298(Ft.), Average velocity =
Channel flow top width = 16.000(Ft.)
Flow Velocity = 19.84 (Ftls)
Travel time = 0.09 mm.
Time of concentration = 35.83 mm.
Critical depth = 4.000 (Ft.)
OOr 72T9 cfs
M
19.840 (Ft/s)
Process from Point/Station 5034.000 to Point/Station 5052.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 714.050 (Ac.)
Runoff from this stream 729.591(CFS)
Time of concentration = 35.83 mm.
Rainfall intensity = 1.923(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 7000.000 to Point/Station 7007.000
USER DEFINED FLOW INFORMATION AT A POINT
User specified 'C value of 0.700 given for subarea
Rainfall intensity (I) = 3.229(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 16.05 mm. Rain intensity = 3.23 (in/Hr)
Total area = 72.820(Ac.) Total runoff = 163.030(CFS)
Process from Point/Station 7000.000 to Point/Station 7007.000
**** CONFLUENCE OF MAIN STREAMS ****
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1 729.591 35.83 1.923
2 163.030 16.05 3.229
3 13.200 6.67 5.688
Qmax(l) =
1.000 * 1.000 * 729.591) +
0.596 * 1.000 * 163.030) +
0.338 * 1.000 * 13.200) + =
Qinax(2) =
1.000 * 0.448 * 729.591) +
1.000 * 1.000 * 163.030) +
0.568 * 1.000 * 13.200) + =
Qmax(3)
1.000 * 0.186 * 729.591) +
1.000 * 0.416 * 163.030) +
1.000 * 1.000 * 13.200) + =
Total of 3 main streams to confluence:
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831.169
497.314
216.759
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 72.820(Ac.)
Runoff from this stream = 163.030(CFS)
Time of concentration = 16.05 mm.
Rainfall intensity = 3.229(In/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 8003.000 to Point/Station 7007.000
USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C' value of 0.900 given for subarea
Rainfall intensity (I) = 5.688(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 6.67 mm. Rain intensity = 5.69 (In/Hr)
Total area = 2.450(Ac.) Total runoff = 13.200(CFS)
Process from Point/Station 8003.000 to Point/Station 7007.000
**** CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 2.450 (Ac.)
Runoff from this stream = 13.200(CFS)
Time of concentration = 6.67 mm.
Rainfall intensity = 5.688(InfHr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CPS) (mm) (In/Hr)
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Flow rates before confluence point:
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729.591 163.030 13.200
Maximum flow rates at confluence using above data:
- 831.169 497.314 216.759
Area of streams before confluence:
714.050 72.820 2.450
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Results of confluence:
Total flow rate = 831.169(CFS)
Time of concentration = 35.833 mm.
Effective stream area after confluence 789.320(Ac.)
I End of computations total study area = 789.320 (Ac
This is the area into the upper end of Reach W4. The total area
I tributary to Reach W4 is 78932 acres plus the tributary area
downstream of El Camino Real, which was delineated from the
topographic mapping on the Study Area Exhibit and is 22.70 acres.
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EXCERPTS FROM CHANG CONSULTANTS' "LOMR REQUEST FOR ROBERTSON'S RANCH"
SHOWING DRAINAGE AREA TRIBUTARY TO REACH E7 (4.68 ACRES) AND E8 (5.11 ACRES)
sMq.By
FJJ3 IN CUBIC PEEP PER SPEUBD
TIME IN RCUPS, JRFA 114 9?3T.RE MIlES
PEAK TIME OF MMAGE EICW FM MMM PERIOD BASIN 4AXlHI4 TIME OF
OPEPAT1134 STMCN FW4 PERK ATEA SWE MX STAGE
6-IrAJR 24-HcUR 72-HOUR
HYDRAPH AT
Cl 505. 10.25 249. 102. 98. .87
BODIED TO
CUEEThEL 504. 10.25 249. 102. 98. .87
335.64 10.25
BODIED TO
C1-C2 361. 11.00 235. 98. 95. .87
240.99 11.00
FrLDRAPH AT
2 1519. 10.33 760. 311. 299. 272
2 XIiBINED AT
cX14BINE 1831. 10.42 988. 409. 394. 3.59
BODIED TO
E10AIA 1348. 11.17 745. 291. 280. 3.59
218.76 11.17
PY111D TO
2-4C3 1325. 11.33 743. 290. 279. 3.59
100.24 11.33
}PDPEGU½PH AT
C3 475. 10.08 224. 91. 88. .88
2 cfliBINED AT
O31BINE 1501. 11.17 879. 381. 367. 4.47
R3JIED TO
L11INBJB 971. 12.58 832. 381. 367. 4.47
76.38 12.58
DIVERSICN TO
DIVKTH 473. 12.58 421. 181. 174. 4.47
J-FLI3OIR?iPH AT
DIVcC 498. 12.58 411. 200. 193. 4.47
I-FLDR,PH AT
C4 629. 10.42 314. 128. 123. 1.24
2 0P4BINED AT
XMBINE 907. 10.67 681. 328. 316. 5.71
BODIED TO
C3&-RCC 896. 10.83 680. 326. 314. 5.71
46.10 10.83
HYDFOAPB AT
RCC 26. 10.00 12. 5. 5. .05
2 cXBINED AT
rxt1rAL 909. 10.75 691. 331. 319. 5.76
IWDBIGP.PH AT
RE1PD1V 473. 12.58 421. 181. 174. .00
BIIYIED TO
BINDR 473. 12.75 421. 179. 173. .00
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+
IWDAPH AT
+ PRc2 99. 10.08 46. 19. 18.
2 Q31BINED AT
+ BOX 497. 12.17 444. 198. 191.
HYDAPH AT
+ RPOH 198. 10.00 92. 38. 36.
2 CDSLIED AT
+ EX8x8 549. 12.08 504. 236. 227.
PWIED TO
+ NUBSERY 545. 12.50 503. 236. 227.
+
RcL END OF HM-1 ***
40.37 12.75
Reach E7 to here
.21
.43 Reach E8 to here
.63
.63
35.34 12.50
DRAINAGE AREA EXHIBIT FROM CHANG CONSULTANTS LOMR
•
S
* .
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' -
**•. *_'• i /
At
4- ad - ... r
'--
8C2 .
BC3
•- - +
1BASIN - A113
BJB L C3 AH1
BASIN C4 BC4
RRCH / BJ
/ AH2
RRC2 +.
C
RCA
DSAH • AH9 A87 - "\- -
• *1
AH11L+ FARADAY
AH4
SIN AHB MELROSE
BASIN
AHB - AH5
Legend - -- --
Major Watersheds
Drainage Basins
Detention Basins
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I APPENDIX B
I SCCWRP FIELD SCREENING DATA
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I Chapter 5 Open Channels
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Table 5-13 Maximum Permissible Velocities for Lined and, Unlined Channels
Material or Lining Maximum Permissible
Average Velocity* (ft/sec)
Natural and Improved Unlined Channels
Fine Sand, Colloidal............................ .------- ........ .. ............................ .................................. .................1.50
SandyLoam, Noncollôidal ----------------------------------------------------------------------------------------------------------------115
Silt Loam, Noncolloidal ---- ------------ ------ ----------------- ---------- ------------ - ----------- - -------- -------------------- -.. ----------2.00
AlluvialSdts;Noncolioidal -------------- --------------------- -----------------....... --------------------------------------- --- ...... 2.00
Ordinary Firm Loam ---- ---------- ------- ----------------- ----- ----------------- ---------------------------------- -------- -- -------- ----2.50
VolcanicAsh ---------------------------------------------------------------------------------------------------------------------------------------2:50
StiffClay, Very Colloidal ...................................... -----------------------......... ___ ------- -- ....... ------------------... 3.75
Alluvial Silts, Collodat ----------------------------. ----------------------------------------------------------------------------------------------------------375
ShalesAnd 1-Iardpans -------------------------------------------------------------------------------------------------------------------6.00
FineGravel--- ............. --------..... --- ....... ------------------------................... -- ....... - --------- --------- ... -... -- ....... -------2.50
Graded Loam To Cobbles When Noncolloidal _3.75
Giaded Silts To Cobbles When Colluithil-- ------------ ------------................ ---------____ ---------------------- ----4.00
. Coarse.Gravel, Noncolloidal...---------------- ------ - ---
CobblesAnd Shingles----------------------------------------------------------
SandySilt ------------------------............. -............ ---------------------------------- ------- ---------................. ----------------... 2.00
Silty Clay .------------------------------------....... --- ... --------- ........ -........ ------- ...... ----------------------........ -------------------------------------2.50
Clay.......................................................................................................... -----------------------------------6.00
PoorSedimentary Rock ----------------------------------------------------------------- -------- -------- ---------...................... 10.0
Fully-LinedChannels ... -
tJnreinforced Vegetation, ...... --------------------------- ------- ---------------------------------------------.. --------------
0-0 Reinforced Turf ------------------------ ------ ---------------------------------------- -------------- ----------------- ---------------- ---------------------------- i
LooseRiprap -- --------------------------- -------------- ------------------- ---- ---- ---------- -------------- -------------- ----per Table 5-2
GroutedRiprap .............................................................................................................................25.0
Gabions...... --....................... -------------------------------------------------------- ----- ------- -------- -..... ---- --------------- ----15.0
SoilCement ----- -------------- -------------------....... ------ ....... --------------------------------------- ---- -- ----------- -................ 15.0
Concrete-----------------------------------------------------------------------------------------------------------------------------------------350
A4a*imum pe/misslb!e velocity fisted here Is basic guideline, higher design velocities maybe use provided appropriate
technical documentatfol from manufacturer.
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I San Diego County Drainage Design Manual Page 5-43
July 2005
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Form 3 Support Materials
Form 3 Checklists I and 2, along with information recording in Form 3 Table 1,
are intended to support the decisions pathways illustrated in
Form 3 Overall Vertical Rating for Intermediate/Transitional Bed.
Form 3 Checklist 1: Armoring Potential
El A A mix of coarse gravels and cobbles that are tightly packed with <5%
surface material of diameter <2 mm
X B Intermediate to A and C or hardpan of unknown resistance, spatial extent
(longitudinal and depth), or unknown armoring potential due to surface
veneer covering gravel or coarser layer encountered with probe
C Gravels/cobbles that are loosely packed or >25% surface material of
diameter <2 mm
Form 3 Figure 2. Armoring potential photographic supplement for assessing intermediate beds
(16 < d5o < 128 mm) to be used in conjunction with Form 3 Checklist I.
(Sheet 2 of 4)
RESULT FOR ALL STUDY REACHES
B-7
Form 3 Checklist 2: Grade Control
X A Grade control is present with spacing <50 m or 2/S. m
No evidence of failure/ineffectiveness, e.g., no headcutting (>30 cm), no
active mass wasting (analyst cannot say grade control sufficient if mass-
wasting checklist indicates presence of bank failure), no exposed bridge
pilings, no culverts/structures undermined
Hard points in serviceable condition at decadal time scale, eg., no apparent
undermining, flanking, failing grout
If geologic grade control, rock should be resistant igneous and/or
metamorphic; For sedimentary/hardpan to be classified as grade control', it
should be of demonstrable strength as indicated by field testing such as
hammer test/borings and/or inspected by appropriate stakeholder
a B Intermediate to A and C - artificial or geologic grade control present but
spaced 2/Sv m to 4/Sv m or potential evidence of failure or hardpan of
uncertain resistance
C Grade control absent, spaced >100 m or >41S\, m, or clear evidence
of ineffectiveness
Form 3 Figure 3. Grade-control (condition) photographic supplement for assessing intermediate
beds (16 <d50 < 128 mm) to be used in conjunction with Form 3 Checklist 2.
Sheet 3 of 4)
RESULT FOR ALL STUDY REACHES
MY
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128 0.145
96 0.125
in E E 80 0.114
64mm for dense 64 0.101 vegetation in
, 48 0.087 Reaches E1-E4,
32 0.070 E8, and W1-W4
16 0.049
8 0031
4 0.026
12 V 2 0.022
1 0.018
05 0015
+ Incising
90%risk
Al 'I d50 (mm) 10
11 mm
Stable x Braided
10%risk 50%risk
0,001
BE
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Regionally-Calibrated Screening Index Threshold for Incising/Braiding
For transitional bed channels (d50 between 16 and 128 mm) or labile beds (channel not incised
past critical bank height), use Form 3 Figure 3 to determine Screening Index Score and complete
Form 3 Table 1.
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apply to Reaches
E5, E6, and E7.
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Form 3 Figure 4. Probability of incising/braiding based on logistic regression of Screening Index
and d50 to be used in conjunction with Form 3 Table 1.
Form 3 Table 1. Values for Screening Index Threshold (probability of incising/braiding) to be used
in conjunction with Form 3 Figure 4 (above) to complete Form 3 Overall Vertical Rating for
Intermediate/Transitional Bed (below).. Screening Index Score .-'A = <50% probability of incision:
for current Q10, valley slope, and d50; B = Hardpan/d50 indeterminate; and C = >50% probability of
incising/braiding for current 010, valley slope, and d50.
* 0.5 1.5 0.5
d50 (mm) S*QioOS (m1'51s°'5) 50% risk of incising/braiding Screening Index Score
From Form 2 From Form I from fable in Form 3 Figure 3 above , B, C)
Overall Vertical Rating for Intermediate/Transitional Bed
Calculate the overall Vertical Rating for Transitional Bed channels using the formula below.
Numeric values for responses to Form 3 Checklists and Table I as follows: A = 3, B = 6, C = 9.
Vertical Rating = J {c.j armoring grade control) screening index score}
6 x 3 x 3= 3.6
Vertical Susceptibility based on Vertical Rating: <4.5 = LOW; 4.5 to 7 = MEDIUM; and >7 = HIGH.
(Sheet 4 of 4)
RESULT FOR ALL STUDY REACHES
B-9
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01 - 8 I
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S3H3V3 AfliS liv aOI ilflS3I L
(L io L jooq)
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.9 wioj ui pap/oAd suo!;senb jo a3uanb3s asn No
a;is pesodod .ioj AMqed/sepou aeudoidde aiau
1HS 121:I A11I8I1d33SflS yjyi :p INèIOJ
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FORM 6: PROBABILITY OF MASS WASTING BANK FAILURE
If mass wasting is not currently extensive and the banks are moderately- to well-consolidated, measure
bank height and angle at several locations (i.e., at least three locations that capture the range of
conditions present in the study reach) to estimate representative values for the reach. Use Form 6 Figure
1 below to determine if risk of bank failure is >10% and complete Form 6 Table 1. Support your results
with photographs that include a protractor/rod/tape/person for scale.
Bank Angle Bank Height Corresponding Bank Height for Bank Failure Risk
(degrees) (m) 10% Risk of Mass Wasting (m) (00% Risk)
(from Field) (from Field) (from Form 6 Figure 1 below) (>10% Risk)
Left Bank ---- 2m --- <10%
Right Bank ---- 2 m <10%
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30 7.6
O Stable - -- 1096 Risk —50% Risk 90% Risk X Unstable
40 3.7 4. x
45 2.1
0 ' X I • 50 1.5
D •'- . Ii X
X .' 1 55 1.1
0 \ 60 0.85
:j cP 0 X . . . 65 0.66
0 00 0 70 0.52
00 0 . X. X
1 :O o') 0
..
x so 0.34
90 0.24 OO 0 .
30 40 50 60 70
Bank Angle. (degrees)
Form 6 Figure 1. Probability Mass Wasting diagram, Bank Angle:Heightl% Risk table, and
Band Height:Angie schematic.
(Sheet I of 1)
I RESULT FOR ALL STUDY REACHES
B - 12
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Nap Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH El
' Define Drainage Basins Agua HedluHda Jtrsiied Ranch Cotera & El CH;:j R
[ocJ
Manage Your Point of Compliance (P00)
Analyze the receiving water at the 'Point of Compliance' by completing
this form Click Edit and enter the appropriate fields, then click the Channel Susceptibility: 110W
Update button to calculate the critical flow and low-flow threshold
condition Finally. click Save to commit the changes Low Flow Threshold: 10.502
'
'•
Channel Assessed: Yes Vertical Susceptibility: Low (Vertical)
Watershed Area (ac): 0.24 Lateral Susceptibility: 1Low tateraii Tj
Material: lVegetation
Roughness: 0100
Channel Top Width (ft): 1100.0
Channel Bottom Width (ft): 120.0
Channel Height (ft): 15.0
Channel Slope: [0.02891
,
'
T1
Ma Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH E2
Define Drainage Basins Agua Hedondi Waershid Ranch Costera & El Camino Rua) i dui
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance by completing
this form. Click Edit and enter the appropriate fields then click the
Update button to calculate the critical flow and lowflow, threshold
condition. Finally, click Save to commit the changes.
Channel Susceptibility: ILOW
Low Flow Threshold: iO.502
Channel Assessed: IYes Vertical Susceptibility: Low (Vertical)
Watershed Area (ac): 10.0731 Lateral Susceptibility: Low (Lateral) V
Material: lVegetation
Roughness: 0.100
Channel Top Width (ft): 75.0
Channel Bottom Width (ft): 150
Channel Height (ft): 100
Channel Slope: :0,05511 x
Mai: Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH E3
Define Drainage Basins Agua Hedionda Watershed Ranch Costera & El Camino Real Widening
POC
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance 'by completing
this form Click Edit and enter the appropriate fields then click the Channel Susceptibility: LOW
Update button to calculate the critical flow and low-flow threshold - condition Finally click Save to commit the changes Low Flow Threshold: 0.502
Channel Assessed:Yes Vertical Susceptibility: Low (Vertical)
Watershed Area (ac): 100732 Lateral Susceptibility: j Low (Lateral)
Material: jVegetation
Roughness: 0.100
Channel Top Width (ft): 145.0
Channel Bottom Width (ft): 5.0
Channel Height (ft): 110.0
Channel Slope: 0.03691
1
r1ap Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH E4
:1L Define Drainage Basins .U-3 H-Ui iJ itenc'J R.t.:h C..;,tei ) u.
POC
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance by completing .
this form. Click Edit and enter the appropriate fields, then click the Channel Susceptibility: LOW
Update button to calculate the critical flow and low-flow threshold
condition Finally, click Save to commit the changes Low Flow Threshold: 0.502
Channel Assessed: jves Vertical Susceptibility: Low (Vertical)
Watershed Area (ac): 0.1272 Lateral Susceptibility: ILow (Lateral)
WIN I
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4
'a4 . kttki.
- - -.
Material: lVegetation
Roughness: 0 100
Channel Top Width (ft): 150.0
Channel Bottom Width (ft): i28.0
Channel Height (ft): 5.0
Channel Slope: .0.0247
Map Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH E5
' Define Drainage Basins Agud HediondaViatershed Ranch Coterd & El Cniino Real Widiti
Poc
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance' by completing
this form Click Edit and enter the appropriate fields, then click the
Update button to calculate the critical flow and low-flow threshold
condition. Finally click Save to commit the changes
Channel Susceptibility: LOW
Low Flow Threshold: D5Q2 '
Channel Assessed: IYes Vertical Susceptibility: Low (Vertical) '1
Watershed Area (ac): 0.3963 Lateral Susceptibility: jLow (Lateral)
Material: Vegetation
Roughness: j0.100
Channel Top Width (ft): 150.0
Channel Bottom Width (ft): iXo
Channel Height (ft): 5.0
Channel Slope: i óó92I
1111101111111111111 li
e
Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH E6
' Define Drainage Basins Aqua HeclUuii late lied Ranch Coski i & El Crw Fl .iJenu1
POC
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance by completing
this form Click Edit and enter the appropriate fields, then click the
Update button to calculate the cntical flow and low-flow threshold
condition. Finally, click Save to commit the changes
Channel Susceptibility: LOW
Low Flow Threshold: 6-542
Channel Assessed: Yes Vertical Susceptibility: [Low (Vertical)
Watershed Area (ac): 03964 x Lateral Susceptibility: Jil(Lateral) "l
Material: [vegetation '
Roughness: 40 100
Channel Top Width (ft): f700
Channel Bottom Width (ft): 15 0
Channel Height (ft): 14.0
Channel Slope: 0.0088
Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH E7
Define Drainage Basins Acjua Hc ondi VVate sMtcl Ranch Costera & El Ca noito Retl Widenina
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance by completing
this form Click Edit and enter the appropriate fields then click the Channel Susceptibility: LOW
Update button to calculate the critical flow and low-flow threshold
condition Finally. click Save to commit the changes. Low Flow Threshold: 0.502
Channel Assessed: Yes Vertical Susceptibility: Low (Vertical)
Watershed Area (ac): 14680 Lateral Susceptibility: jLow (Lateral)
Material: lVegetation
Roughness: 0.100
Channel Top Width (ft): 1220.0
Channel Bottom Width (ft): 155.0
Channel Height (ft): 14.0
Channel Slope: '13fT0601 x
i,lap Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH EB
Define Drainage Basins Agua Hedionda Watershed Ranch Costera & El Camino Real Wideni ng
_T [Pod 1
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance by completing
this form Click Edit and erite, the appropriate fields then click the Channel Susceptibility: LOW
Update button to calculate the ciitical flaw and low-flow threshold
condition Finally, click Save to commit the changes,Low Flow Threshold: 10.502
Channel Assessed: Vertical Susceptibility: ILow (Vertical)
Watershed Area (ac): 15.1101 x Lateral Susceptibility: I Low (Lateral)
Material: [ation
Roughness: 10.10O
Channel Top Width (ft): 1500.0
Channel Bottom Width (ft): 185.0
Channel Height (ft): 12.0
Channel Slope: 0.0091
Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH WI
Define Drainage Basins
PCC
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance' by completing
this form Click Edit and enter the appropriate fields then click the
Update button to calculate the critical flow and low-flow threshold
condition Finally, click Save to commit the changes.
,
Agua Hedionda Watershed
Channel Susceptibility: LOW
Low Flaw Threshold: 0.502
- Ranch Costera & El Camino Real Widening
Channel A5sessed: 1Yes Vertical Susceptibility: 1Low icalj T
Watershed Area (ac): iO.0054 Lateral Susceptibility: j Low (Lateral)
Material: [etation
Roughness: 10.100
Channel Top Width (ft): 80.8
Channel Bottom Width (ft): 18.0
Channel Height (ft): 14.0
Channel Slope: 0.0448
Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH W2
' Define Drainage Basins Acjul ieltJd c:.ti iieu El Cn
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance by completing
this form Click Edit and enter the appropriate fields. then click the
Update button to calculate the critical flow and low-flow threshold
condition Finally, click Save to commit the changes
Channel Assessed: [Yes
Watershed Area (ac):
Channel Susceptibility: LOW
Low Flow Threshold: O,5Q2
Vertical Susceptibility: 1Low '(Vertical)
Lateral Susceptibility: (Lateral)
Material: [Vegetation
Roughness: 0 100
Channel Top Width (ft): 280.0
Channel Bottom Width (ft): 20.0
Channel Height (ft):
Channel Slope: 0.0191
c
T
"X
T
• ; ; • •;• •
Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH W3
Define Drainage Basins Açjua Hedionda Watershed Ranch Costera & El Camillo Real Widening
w POC
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance by completing
this form Click Edit and enter the appropriate fields then click the Channel Susceptibility: LOW
Update button to calculate the critical flow and low-flow threshold
condition Finally click Save to commit the changes Low Flow Threshold: 10.5Q2
Channel Assessed: IYes Vertical Susceptibility: Low (Vertical) v
Watershed Area (ac): [:1.1157 Lateral Susceptibility: 11- Lateral
Material: Vegetation
Roughness: 0100
:- Channel Top Width (ft): 150.0
Channel Bottom Width (ft) 158.0
----- :
Channel Height (ft): 12,0 •ç
- -
Channel Slope 100127
1at Details
Result View CRITICAL STRESS CALCULATOR RESULTS FOR REACH W4
Define Drainage Basins Ayua H dtotuia iiateht.d Rich Custeta & E ii Rei iVItUç
POC
Manage Your Point of Compliance (POC)
Analyze the receiving water at the Point of Compliance by completing
this form Click Edit and enter the appropriate fields then click the
Update button to calculate the critical flow and low-flow threshold
condition Finally click Save to commit the changes
Channel Assessed: Yes
Watershed Area (ac): 11.2688
Channel Susceptibility: LOW
Low Flow Threshold: 10.502
Vertical Susceptibility: j Low (Vertical)
Lateral Susceptibility: Low (Lateral)
Material: fi7egetation
Roughness: 0 100
Channel Top Width (ft): 170.0
Channel Bottom Width (ft): 116.0
Channel Height (ft}: 14.0
Channel Slope: 8.0183 - x
RANCHO CCSTER4 _QR4LNQ5JJ/DY
PROPOSED CONDITION
EXHIBIT A'
— mm — mm — — — moo — — — — MM — —