HomeMy WebLinkAboutCT 05-18; Seascape; SWQMP- DWG 475-7A; 2016-08-08Storm Water Quality Management Plan (SWQMP)
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CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR
SEASCAPE
CT 05-18
ENGINEER OF WOR
R.
PREPARED FOR:
SEASCAPEDEVELOPMENTS,LLC
6540 Lusk Blvd. Suite C135
San Diego, CA 92121
858-658-9400
PREPARED BY:
Civcom & Associates
6540 Lusk Blvd. Suite C135
San Diego, CA 92121
858-658-9400
DATE:
Rev.August8, 2016
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Storm Water Quality Management Plan (SWQMP)
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CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR
SEASCAPE
CT 05-18
DRAWING No.: DWG 475-7
SWQMP No. 12-09
ENGINEER OF WORK:
PREPARED FOR:
SEASCAPE DEVELOPMENTS, LLC
6540 Lusk Blvd. Suite C135
San Diego, CA 92121
858-658-9400
PREPARED BY:
Civcom & Associates
6540 Lusk Blvd. Suite C135
San Diego, CA 92121
858-658-9400
DATE:
Rev.August8, 2016
1
TABLE OF CONTENTS
Storm Water Quality Management Plan (SWQMP)
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Certification Page .................................................................................. 3
Project Vicinity Map ............................................................................... 4
FORM E-34 Storm Water Standard Questionnaire ........................................ 5
Site Information ..................................................................................... 6
Description of Existing Site Condition and Drainage Patterns .......................... 7
Description of Proposed Site Development and Drainage Patterns .................. 9
Identification Receiving Water Pollutants of Concern ................................... 11
Identification of Project Site Pollutants ...................................................... 11
Hydromodification Management Requirements ........................................... 12
Critical Coarse Sediment Yield Areas ....................................................... 12
Flow Control for Post-Project Runoff . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
Other Site Requirements and Constraints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
FORM E-36 Standard Project Requirement Checklist ................................... 15
Summary of PDP Structural BMPs ............................................................ 16
Structural BMPs Summary Information BMP1-BMP7 .................................... 30
Attachment 1: Backup for PDP Pollutant Control BMPs ................................ 35
Attachment 1 a: DMA Exhibit .............................................................. 37
BMP Sizing Spreadsheet v1 .04
Attachment 1 b: Tabular Summary of DMAs and Design Capture
Volume Calculations ................................................... 38
B.4-1 Simple Method
B.2-1 DCV
Form 1-9
Report-Infiltration Rate Testing
Attachment 1 c: Harvest and Use Feasibility Screening ............................ 39
Attachment 1 d: Categorization of Infiltration Feasibility Condition ............... 40
Attachment 1 e: Pollutant Control BMP Design Worksheets I Calculations .... 41
Attachment 2: Backup for PDP Hydromodification Control Measures . . . . . . . . . . . . . 42
Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas
Attachment 2c: Geomorphic Assessment of Receiving Channels (Not performed)
Attachment 2d: Flow Control Facility Design and Drawdown Calculations
Attachment 3: Structural BMP Maintenance Thresholds and Actions ............... 43
Attachment 4: Single Sheet BMP (SSBMP) Exhibit ...................................... 44
2
Project Name: SEASCAPE
Project ID: CT 05-18
Storm Water Quality Management Plan (SWQMP)
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CERTIFICATION PAGE
I hereby declare that I am the Engineer in Responsible Charge of design of storm water
BMPs for this project, and that I have exercised responsible charge over the design of the
project as defined in Section 6703 of the Business and Professions Code, and that the
design is consistent with the requirements of the BMP Design Manual, which is based on
the requirements of SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current
Order.
I have read and understand that the City Engineer has adopted minimum requirements
for managing urban runoff, including storm water, from land development activities, as
described in the BMP Design Manual. I certify that this SWQMP has been completed to
the best of my ability and accurately reflects the project being proposed and the
applicable source control and site design BMPs proposed to minimize the potentially
negative impacts of this project's land development activities on water quality. I
understand and acknowledge that the plan check review of this SWQMP by the City
Engineer is confined to a review and does not relieve me, as the Engineer in Responsible
Charge of design of storm water BMPs for this project, of my responsibilities for project
design.
R. Bhatia
Print Name
Civcom & Associates
Company
08/16/2016
Date
3
Storm Water Quality Management Plan (SWQMP)
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PROJECT VICINITY MAP
N
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VIC INJTY MAP
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Storm Water Quality Management Plan (SWQMP)
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[Insert City's Storm Water Standard Questionnaire (Form E-34) here]
5
C cityof
Carlsbad
STORM WATER STANDARDS
QUESTIONNAIRE
Development Services
Land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www.carlsbadca.gov
E-34
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 (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual,
refer to the Engineering Standards (Volume 5).
This questionnaire must be completed by the applicant in advance of submitting for a development application
(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 PROJECT' requirements or be subject to 'PRIORITY
DEVELOPMENT PROJECT' (PDP) requirements.
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City
staff 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 incomplete. In 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 how to respond to one or more of the
questions, please seek assistance from Land Development Engineering staff.
A completed and signed questionnaire must be submitted with each development project application. Only one
completed and signed questionnaire is required when multiple development applications for the same project are
submitted concurrently.
PROJECT INFORMATION
PROJECT NAME: SEASCAPE PROJECT ID: CT 05-18
ADDRESS: BLACK RAIL ROAD & AVENA COURT EAST, CARLSBAD APN: 215-04-09-00, 215-04-11-00
The project is (check one): Ill New Development 0 Redevelopment
The total proposed disturbed area is: 219540 ft2 ( 5.04 ) acres
The total proposed newly created and/or replaced impervious area is: 101 ,500 ft2 ( 2.33 ) acres
If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the
SWQMP # of the larger development project:
Project ID N/A SWQMP#: N/A
Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your
application to the city.
E-34 Page 1 of 4 REV 02/16
STEP1
~ TO BE COMPLETED FOR ALL PROJECTS
To determine if your project is a "development project", please answer the following question:
YES NO
Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building 0 Ill or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)?
If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my
project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant
information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
If you answered "no" to the above question, the project is a 'development project', go to Step 2.
STEP2
TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS
To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer
the following questions:
Is your project LIMITED to one or more of the following:
o·1.
YES NO
Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria:
a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas; 0 Ill b) Designed and constructed to be hydraulically disconnected from paved streets or roads;
c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets guidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in 0 [lJ accordance with the USEPA Green Streets guidance?
3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? 0 Ill
If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark
the second box stating "my project is EXEMPT from PDP ... " and complete applicant information.
Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with
the USEPA Green Street guidance):
If you answered "no" to the above questions, your Qrolect is not exempt from PDP, go to Step 3.
E-34 Page 2 of4 REV 02116
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~ TO BE COIR.EYI!OFORALLiEW'OR REOEVEI.iPtilliNTPROJECTS
To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )):
YES NO
1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces
collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, Ill D
and public development projects on public or private land.
2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of
impervious surface collectively over the entire project site on an existing site of 10,000 square feet or D GZl more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public
development projects on public or private land.
3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is
a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and D Ill
refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial
Classification (SIC) code 5812).
4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious
surface collectively over the entire project site and supports a hillside development project? A hillside D Ill
development project includes development on any natural slo~e that is twenty-five percent orgreater.
5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is D 121 a land area or facility for the temporary parking or storage of motor vehicles used personally for
business or for commerce.
6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a street, road, highway Ill D freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface
used for the transportation of automobiles, trucks, motorcycles, and other vehicles.
7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more
0 of impervious surface collectively over the entire site, and discharges directly to an Environmentally
D Ill Sensitive Area (ESA)? "Discharging Directly to" includes now that is conveyed overland a distance of
200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an
isolated now from the project to the ESA (i.e. not commingled with flows from adjacent lands).*
8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious surface that supports an automotive repair shop? An automotive repair D Ill shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC)
codes: 5013, 5014, 5541, 7532-7534, or 7536-7539.
9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes 0 Ill RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily
Traffic (ADT) of 100 or more vehicles per day.
1 0. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land Ill D and are expected to generate pollutants post construction?
11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of
impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC D Ill
21.203.040)
If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment
project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ... ..
and complete applicant information.
If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the
second box stating "My project is a 'STANDARD PROJECT' ... " and complete applicant information.
E-34 Page 3 of4 REV 02116
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STEP4
TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP)
ONLY
Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)):
YES NO
Does the redevelopment project result in the creation or replacement of impervious surface in an amount
of less than 50% of the surface area of the previously existing development? Complete the percent
impervious calculation below:
Existing impervious area (A) = 113·256 sq. ft. D lll
Total proposed newly created or replaced impervious area (B)= 101 ,500 sq. ft.
Percent impervious area created or replaced (B/A)*1 00 = 89·62 %
If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious
surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete
applicant information.
If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the
.
check the first box stating "My project is a PDP ... " and complete applicant information.
STEPS
CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION
[lJ My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must
prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application.
0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT'
stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project
Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project.
Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations
and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual.
Applicant Information and Signature Box
Applicant Name: SEASCAPE DEVELOPMENTS LLC Applicant Title: MANAGING MEMBER
Applicant Signatureo ~-· Date: 1/16/2016
.. Environmentally Sens1t1ve Areas Include but are not hm1ted to all Clean Water Act Sect1on 303(d) 1mpa1red water bodies, areas designated as Areas of Spec1al
Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and
amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat
Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City.
" c 0 This Box or ity Use nly
YES NO
City Concurrence: D D
By:
Date:
Project ID:
E-34 Page 4 of4 REV 02/16
Storm Water Quality Management Plan (SWQMP)
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SITE INFORMATION
Project Summary Information
Project Name SEASCAPE
Project ID CT 05-18
Project Address Corner of Avena Court East & Black Rail Road ,
Carlsbad
Assessor's Parcel Number(s) (APN(s)) 215-040-09-00 & 215-040-1 1-00
Project Watershed (Hydrologic Unit) Carlsbad 904
Parcel Area
5.02 Acres (218,671 Square Feet)
Existing Impervious Area (subset of Parcel
Area) 2.60 Acres ( 113,256 Square Feet)
Area to be disturbed by the project (Project
Area) 5.04 Acres (219,540 Square Feet)
Project Proposed Impervious Area (subset
of Project Area) 2.33 Acres ( 101,500 Square Feet)
Project Proposed Pervious Area (subset of
Project Area) 2.71 Acres ( 118,040 Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
Project.
This may be less than the Parcel Area.
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Storm Water Quality Management Plan (SWQMP)
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Description of Existing Site Condition and Drainage Patterns
Current Status of the Site (select all that apply):
D Existing development
IZI Previously graded but not built out
IZI Agricultural or other non-impervious use
D Vacant, undeveloped/natural
Description I Additional Information:
This was an existing nursery, with numerous greenhouses, concrete slabs, and storage
warehouses.
Existing Land Cover Includes (select all that apply):
IZI Vegetative Cover
IZI Non-Vegetated Pervious Areas
IZI Impervious Areas
Description I Additional Information:
This was an existing nursery, with numerous greenhouses, concrete slabs, and storage
warehouses.
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
IZI NRCS Type A
IZI NRCS Type B
D NRCS Type C
D NRCS TypeD
Approximate Depth to Groundwater (GW):
D GW Depth < 5 feet
D 5 feet < GW Depth < 1 0 feet
IZI 1 0 feet < GW Depth < 20 feet
D GW Depth > 20 feet
Existing Natural Hydrologic Features (select all that apply):
D Watercourses
D Seeps
D Springs
D Wetlands
IZI None
Description I Additional Information:
7
Storm Water Quality Management Plan (SWQMP)
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Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from
the site? At a minimum, this description should answer (1) whether existing drainage conveyance
is natural or urban; (2) describe existing constructed storm water conveyance systems, if
applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]:
The existing topography is shown on the Grading Plans indicating slopes along west and
southern property line and a ridge line in the middle. Under pre-project conditions, the
site is almost 52% impervious and balance pervious. The site historically supported
agricultural greenhouse use. The western portion of approx. 2.8 acres currently
contributes storm runoff to an existing brow ditch outlet to existing curb & gutter on the
east side of the Black Rail Road; and the runoff ultimately flows to existing 8' B-1 inlet in
the Black Rail Road at station 10 + 81 .95. The eastern part of the basin flows towards
the open space along eastern property line. This basin consists of approximately 1.6
acres which currently contributes storm runoff at the southeast corner of the property to
the adjacent wooded canyon area. There is no offsite flow currently conveyed through
the site.
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Storm Water Quality Management Plan (SWQMP)
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Description of Proposed Site Development and Drainage Patterns
Project Description I Proposed Land Use and/or Activities:
The project site is located east of Black Rail Road just north of Avena Court East, in Carlsbad.
The property consists of approximately 5.04 acres of land previously used as a nursery.
The proposed development consists of construction of grading, improvements and twelve single
family homes.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
The project consists of completion of Grading & Improvements including two paved streets per
approved plans and construction of 12 single family homes including pervious driveways ..
List/describe proposed pervious features of the project (e.g., landscape areas):
The project has a large landscaped area in the middle and all the driveways will be pervious
pavers.
Does the project include grading and changes to site topography?
~Yes
D No
Description I Additional Information:
The site will be graded per the approved Tentative Map and will create 12 residential, buildable
lots.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
~Yes
D No
Description I Additional Information:
The drainage pattern shall remain similar to the existing pre-development pattern. Four Filterra
inlets will be installed, an infiltration trench, one 4x4 inlet with pipe connection to existing storm
drain in Black Rail Road.
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Storm Water Quality Management Plan (SWQMP)
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Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
IZI On-site storm drain inlets
D Interior floor drains and elevator shaft sump pumps
D Interior parking garages
D Need for future indoor & structural pest control
IZI Landscape/Outdoor Pesticide Use
D Pools, spas, ponds, decorative fountains, and other water features
D Food service
D Refuse areas
D Industrial processes
D Outdoor storage of equipment or materials
D Vehicle and Equipment Cleaning
D Vehicle/Equipment Repair and Maintenance
D Fuel Dispensing Areas
D Loading Docks
D Fire Sprinkler Test Water
D Miscellaneous Drain or Wash Water
D Plazas, sidewalks, and parking lots
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Storm Water Quality Management Plan (SWQMP)
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Identification of Receiving Water Pollutants of Concern
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or
reservoir, as applicable):
The drainage from the site enters an existing inlet/storm drain on Black Rail Road, continuing on
to west on Aviara Parkway, then south on just west of fairway 5, 4, 3 & 2 via 72" pipe and an
open channel and then crossing under Batiquitoes Drive and outletting in Batiquitos Lagoon just
west of Green 1 .
List any 303(d) impaired water bodies within the path of storm water from the project site to the
Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable}, identify the
pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water
bodies:
303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs
Batiquitos Lagoon Total coliform
Identification of Project Site Pollutants
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
BMP Design Manual Appendix B.6):
Also a Receiving
Not Applicable to the Anticipated from the Water Pollutant of
Pollutant Project Site Project Site Concern
Sediment X
Nutrients X
Heavy Metals X
Organic Compounds X
Trash & Debris X
Oxygen Demanding
Substances X
Oil & Grease X
Bacteria & Viruses X
Pesticides X
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Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
IZl Yes, hydromodification management flow control structural BMPs required .
0 No, the project will discharge runoff directly to existing underground storm drains
discharging directly to water storage reservoirs, lakes, enclosed embayments, or the
Pacific Ocean.
0 No, the project will discharge runoff directly to conveyance channels whose bed and
bank are concrete-lined all the way from the point of discharge to water storage
reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
0 No, the project will discharge runoff directly to an area identified as appropriate for an
exemption by the WMAA for the watershed in which the project resides.
Description I Additional Information (to be provided if a 'No' answer has been selected above):
The project area drains directly into a existing storm drain system that drains into the Batiquitos
Lagoon.
Critical Coarse Sediment Yield Areas*
*This Section only required if hydromodification management requirements apply
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
0 Yes
IZl No, No critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual
been performed?
0 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
0 6.2.2 Downstream Systems Sensitivity to Coarse Sediment
0 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas
On site
D No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMAA maps
If optional analyses were performed, what is the final result?
0 No critical coarse sediment yield areas to be protected based on verification of GLUs
onsite
0 Critical coarse sediment yield areas exist but additional analysis has determined that
protection is not required . Documentation attached in Attachment 8 of the SWQMP.
0 Critical coarse sediment yield areas exist and require protection. The project will
implement management measures described in Sections 6.2.4 and 6.2.5 as applicable,
and the areas are identified on the SWQMP Exhibit.
Discussion I Additional Information:
12
Storm Water Quality Management Plan (SWQMP)
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Flow Control for Post-Project Runoff*
*This Section only required if hydromodification management requirements apply
List and describe point(s) of compliance (POCs) for flow control for hydromodification
management (see Section 6.3.1 ). For each POC, provide a POC identification name or number
correlating to the project's HMP Exhibit and a receiving channel identification name or number
correlating to the project's HMP Exhibit.
POC1 -Proposed inlet at Station 10+60 Avena Court East as shown on the Post Project
Runoff Exhibit included in the following page.
O pre = 9.06 cfs
O post = 8.91 cfs
Has a geomorphic assessment been performed for the receiving channel(s)?
IZl No, the low flow threshold is 0.102 (default low flow threshold)
D Yes , the result is the low flow threshold is 0.102
D Yes , the result is the low flow threshold is 0.302
D Yes , the result is the low flow threshold is 0.502
If a geomorphic assessment has been performed, provide title , date, and preparer:
Discussion I Additional Information: (optional)
13
POST PROJECT RUNOFF
Storm Water Quality Management Plan (SWQMP)
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Other Site Requirements and Constraints
When applicable, list other site requirements or constraints that will influence storm water
management design, such as zoning requirements including setbacks and open space, or City
codes governing minimum street width, sidewalk construction, allowable pavement types, and
drainage requirements.
None
Optional Additional Information or Continuation of Previous Sections As Needed
This space provided for additional information or continuation of information from previous
sections as needed.
14
Storm Water Quality Management Plan (SWQMP)
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[Insert City's Standard Project Requirement Checklist Form E-36 (here)]
15
('ci ty of
Carlsbad
Project Name: SEASCAPE
Project ID: CT 05-18
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
Project Information
DWG No. or Building Permit No.: 475-7
Source Control BMPs
Development Services
land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www.carlsbadca.gov
All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See
Chapter 4 and Appendix E.1 of the BMP Design Manual for information to implement source control BMPs shown in this
checklist.
Answer each category below pursuant to the following .
• "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the
Model BMP Design Manual. Discussion/justification is not required.
• "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be
provided. Please add attachments if more space is needed.
• "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is
addressed by the BMP (e .g., the project has no outdoor materials storage areas). Discussion/justification may be
provided.
Source Control Requirement Applied?
SC-1 Prevention of Illicit Discharges into the MS4 i2l Yes 0 No 0 N/A
Discussion/justification if SC-1 not implemented:
SC-2 Storm Drain Stenciling or Signage i2l Yes 0 No 0 N/A
Discussion/justification if SC-2 not implemented:
SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind i2l Yes 0 No 0 N/A Dispersal
Discussion/justification if SC-3 not implemented:
E-36 Page 1 of 4 Revised 03/16
Source Control Requirement (continued) Applied?
SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and i2l Yes 0 No 0 N/A Wind Dispersal
Discussion/justification if SC-4 not implemented:
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal i2l Yes 0 No 0 N/A
Discussion/justification if SC-5 not implemented:
SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and
identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for guidance).
~ On-site storm drain inlets i2l Yes D No D N/A
D Interior floor drains and elevator shaft sump pumps DYes D No i2l N/A
0 Interior parking garages DYes D No i2l N/A
D Need for future indoor & structural pest control DYes D No i2l N/A
i2l Landscape/Outdoor Pesticide Use i2l Yes D No D N/A
D Pools, spas, ponds, decorative fountains, and other water features DYes D No i2l N/A
D Food service DYes D No i2l N/A
0 Refuse areas 0 Yes 0 No i2l N/A
D Industrial processes DYes D No i2l N/A
0 Outdoor storage of equipment or materials DYes D No i2l N/A
0 Vehicle and Equipment Cleaning DYes D No i2l N/A
D Vehicle/Equipment Repair and Maintenance DYes D No i2l N/A
D Fuel Dispensing Areas DYes D No i2l N/A
D Loading Docks DYes D No i2l N/A
0 Fire Sprinkler Test Water 0 Yes 0 No i2l N/A
0 Miscellaneous Drain or Wash Water DYes 0 No i2l N/A
D Plazas, sidewalks, and parking lots DYes D No 0 N/A
For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers.
There are 4 Filterra inlets proposed as follows:
F1 @ Station 2+19 Surf Crest Street on the East side
F2 @ Station 2+15 Surf Crest Street on the West side
F3 @ Station 0+ 75 Peregrine Place on the East side
F44 @ Station 0+45 Peregrine Place on the West side
E-36 Page 2 of 4 Revised 03/16
Site Design BMPs
All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See
Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs shown in
this checklist.
Answer each category below pursuant to the following .
• "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of
the Model BMP Design Manual. Discussion I justification is not required.
• "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be
provided. Please add attachments if more space is needed.
• "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is
addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be
provided.
Source Control Requirement I Applied?
SD-1 Maintain Natural Drainage Pathways and Hydrologic Features I iZI Yes I 0 No I 0 N/A
Discussion/justification if SD-1 not implemented:
Natural drainage paths are maintained.
SD-2 Conserve Natural Areas, Soils, and Vegetation I iZI Yes I 0 No I 0 N/A
Discussion/justification if SD-2 not implemented:
Natural areas, soils and vegetation is conserved
SD-3 Minimize Impervious Area I iZI Yes I 0 No I 0 N/A
Discussion/justification if SD-3 not implemented:
SD-4 Minimize Soil Compaction I iZI Yes I 0 No I 0 N/A
Discussion/justification if SD-4 not implemented:
SD-5 Impervious Area Dispersion I ill Yes I 0 No I 0 N/A
Discussion/justification if SD-5 not implemented:
E-36 Page 3 of4 Revised 03/16
Source Control Requirement (continued} 1 Applied?
SD-6 Runoff Collection I f2l Yes I D No I D N/A
Discussion/justification if SD-6 not implemented:
SD-7 Landscaping with Native or Drought Tolerant Species I f2l Yes I D No I D N/A
Discussion/justification if SD-7 not implemented:
SD-8 Harvesting and Using Precipitation I f2l Yes I D No I D N/A
Discussion/justification if SD-8 not implemented:
It is proposed that all houses will utilize rain barrels to provide additional source control.
E-36 Page 4 of4 Revised 03/16
Storm Water Quality Management Plan (SWQMP)
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SUMMARY OF PDP STRUCTURAL BMPS
PDP Structural BMPs
All POPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of
the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control
must be based on the selection process described in Chapter 5. POPs subject to
hydromodification management requirements must also implement structural BMPs for flow
control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both
storm water pollutant control and flow control for hydromodification management can be
achieved within the same structural BMP(s).
PDP structural BMPs must be verified by the City at the completion of construction. This may
include requiring the project owner or project owner's representative to certify construction of
the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must
be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the
BMP Design Manual).
Use this form to provide narrative description of the general strategy for structural BMP
implementation at the project site in the box below. Then complete the PDP structural BMP
summary information sheet for each structural BMP within the project (copy the BMP summary
information page as many times as needed to provide summary information for each individual
structural BMP).
Describe the general strategy for structural BMP implementation at the site. This information
must describe how the steps for selecting and designing storm water pollutant control BMPs
presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of
BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether
pollutant control and flow control BMPs are integrated together or separate.
Structural BMPs have been utilized to the maximum extent practicable to provide a long-term
solution for addressing runoff water quality. BMPs are selected that meet the current regulations
and also fit within the entitled project. Final engineering design, the Low Impact Development
{LID) BMP's have been sized to meet the current requirements. The integrated LID outlines four
strategies:
1. Each lot will have a self-treating filtration basins with overflow.
2. Use of pervious surfaces such as -all driveways will be constructed with pervious pavers
(see landscape plans).
3. Disperse runoff from impervious surfaces on to adjacent pervious surfaces such as
direct roof downspout to disperse runoff onto a lawn.
4. Provide an infiltration trench sized for the Design Capture Volume (DCV).
5. Drain impervious surfaces to engineered structural Filterra. This feature is being
provided for treatment above and beyond the minimum current requirements.
The site layout has been designed to preserve over 62 percent of the property in pervious state
by providing open space including large Open Space areas in the middle.
The total existing impervious area has been reduced from 2.60 acres to 2.33 acres after
development due the proposed site design. That is a reduction of 0.27 acres.
Runoff from the roofs shall flow to pervious landscape lawn areas for each of the lots. Each lot
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will retain its runoff to mitigate the accumulative effect of the peak thereby eliminating the need
for a separate basin. Each of the residential lot is a separate DMA and will consist of an
Infiltration Basin sized for the DMA to accommodate the required DCV.
Flows from offsite areas A 1, A2 , and A3 of Surfcrest Street north of the tract have been included
in the treatment train to offset portion of Peregrine Place which only has two Filterra units
provided to treat the runoff volume.
Two Filterra Inlets are proposed and sized to receive and treat the flow from the Surf Crest
Road. Low flow from node 207 to node 206 on west side of Surf Crest Street is intercepted by a
proposed Filterra Sic-Retention inlet F2 and processed. Low flow node 208 to node 209 on east
side of Surf Crest Street is intercepted by a proposed Filterra Sic-Retention inlet F2 and
processed. Outlet of 6" PVC carries the flow from F1 and combine with outlet pipe from F2 and
carries it in 6" PVC northwesterly direction to outlet in the proposed Infiltration Trench located in
the SDG&E easement. This flow outlets in a brow ditch D-75 that carries it to a D-25 outlet (R3)
at node 111 . Low flow from node 111 flows southerly in Peregrine Place and it is intercepted by
two additional Filterra Sic-Retention inlets F3 and F4. The outlet flow is combined to B-1 inlet K
at node 121 Avena Court East which conveys the flow to 24" storm drain in Black Rail Road.
The proposed Infiltration Trench is sized to treat the entire DCV required and the four Filterra
units are provided as additional treatment above and beyond the minimum required.
All proposed BMP's on this report as well as the project plans, DWG #475-7 and #475-7A, shall
be constructed as part of this project.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L 1
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
~ Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatmenUforebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L2
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
~ Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L3
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
IZI Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
IZI Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L4
DWG 475-?SW Sheet No. 1
Type of structural BMP:
0 Retention by harvest and use (HU-1)
IZI Retention by infiltration basin (INF-1)
0 Retention by bioretention (INF-2)
0 Retention by permeable pavement (INF-3)
0 Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
0 Flow-thru treatment control included as pre-treatmentlforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
0 Detention pond or vault for hydromodification management
0 Other (describe in discussion section below)-Vegetated Swale
Purpose:
0 Pollutant control only
0 Hydromodification control only
IZI Combined pollutant control and hydromodification control
0 Pre-treatmentlforebay for another structural BMP
0 Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-LS
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
IZI Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatmenUforebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary lnfonnation
Structural BMP ID No. BMP-L6
DWG 475-?SW Sheet No. 1
Type of structural BMP:
0 Retention by harvest and use (H U-1)
IZI Retention by infiltration basin (INF-1)
0 Retention by bioretention (INF-2)
0 Retention by permeable pavement (INF-3)
0 Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
0 Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
0 Detention pond or vault for hydromodification management
0 Other (describe in discussion section below)-Vegetated Swale
Purpose:
0 Pollutant control only
0 Hydromodification control only
IZI Combined pollutant control and hydromodification control
0 Pre-treatmenUforebay for another structural BMP
0 Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L7
DWG 475-?SW Sheet No . 1
Type of structural BMP:
0 Retention by harvest and use (H U-1)
~ Retention by infiltration basin (INF-1)
0 Retention by bioretention (INF-2)
0 Retention by permeable pavement (INF-3)
0 Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
0 Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
0 Detention pond or vault for hydromodification management
0 Other (describe in discussion section below)-Vegetated Swale
Purpose:
0 Pollutant control only
0 Hydromodification control only
~ Combined pollutant control and hydromodification control
0 Pre-treatmenUforebay for another structural BMP
0 Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L8
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
~ Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatmenUforebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L9
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
IZI Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
lZI Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L 10
DWG 475-7SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
~ Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatmenUforebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L 11
DWG 475-7SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (H U-1)
IZI Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
IZI Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-L 12
DWG 475-?SW Sheet No. 1
Type of structural BMP:
0 Retention by harvest and use (HU-1)
~ Retention by infiltration basin (INF-1)
0 Retention by bioretention (INF-2)
0 Retention by permeable pavement (INF-3)
0 Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
0 Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
0 Detention pond or vault for hydromodification management
0 Other (describe in discussion section below)-
Purpose:
0 Pollutant control only
0 Hydromodification control only
~ Combined pollutant control and hydromodification control
0 Pre-treatment/forebay for another structural BMP
0 Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Basin will be used as pollutant control BMP, designed to infiltrate runoff
from the tributary areas. The proposed infiltration basins are designed with a storage volume
equal to full DCV and are able to meet the drawdown requirements.
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Structural BMP Summary Information
Structural BMP ID No. BMP-C:!)
DWG 475-7SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
IZI Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
IZI Other (describe in discussion section below)-Infiltration Trench
Purpose:
D Pollutant control only
D Hydromodification control only
IZI Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed BMP will filter drainage through Filterra inlet BMP 1 and deliver to Infiltration Trench
BMP7 and will infiltrate into native soil.
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Structural BMP Summary Information
Structural BMP ID No. BMP-0
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
~ Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
~ Other (describe in discussion section below)-Infiltration Trench
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatmenUforebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed BMP will filter drainage through Filterra inlet BMP 2 and deliver to Infiltration Trench
BMP? and will infiltrate into native soil.
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Structural BMP Summary lnfonnation
Structural BMP ID No. BMP-@
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (H U-1)
D Retention by infiltration basin (I NF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
IZI Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)-
Purpose:
D Pollutant control only
D Hydromodification control only
IZI Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed BMP will filter drainage through Filterra inlet BMP 3.
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Structural BMP Summary Information
Structural BMP ID No. BMP~
DWG 475-?SW Sheet No. 1
Type of structural BMP:
D Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
~ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
~ Other (describe in discussion section below)-Vegetated Swale
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Proposed BMP will filter drainage through Filterra inlet BMP 4.
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Structural BMP Summary lnfonnation
Structural BMP ID No. BMP-Q)
DWG 475-7SW Sheet No. 1
Type of structural BMP :
0 Retention by harvest and use (HU-1)
~ Retention by infiltration basin (INF-1)
0 Retention by bioretention (INF-2)
0 Retention by permeable pavement (INF-3)
0 Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
0 Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
0 Detention pond or vault for hydromodification management
~ Other (describe in discussion section below)-Infiltration Trench
Pu rpose:
0 Pollutant control only
0 Hydromodification control only
~ Combined pollutant control and hydromodification control
0 Pre-treatmenUforebay for another structural BMP
0 Other (describe in discussion section below)
Discussion (as needed):
Proposed Infiltration Trench will receive drainage from Filterra inlet BMP 1 and 2 and offsite
drainage from North and infiltrate into native soil. Required DCV is 3071 cu. ft.
34
Storm Water Quality Management Plan (SWQMP)
Seascape
ATTACHMENT 1
BACKUP FOR PDP POLLUTANT CONTROL BMPS
Items are Included behind this cover sheet:
Attachment
Sequence
Attachment 1 a
Contents
DMA Exhibit (Required)
BMP Sizing Method
Checklist
~ Included
~Included
Attachment 1 b Tabular Summary of DMAs Showing ~ Included on DMA Exhibit in
DMA ID matching DMA Exhibit, DMA Attachment 1 a
Area, and DMA Type (Required)* ~ Included as Attachment 1 b,
Attachment 1 c
Attachment 1 d
Form 1-7, Harvest and Use Feasibility
Screening Checklist (Required unless
the entire project will use infiltration
BMPs)
Form 1-8, Categorization of Infiltration
Feasibility Condition (Required unless
the project will use harvest and use
BMPs)
Refer to Appendices C and D of the
BMP Design Manual to complete
Form 1-8.
Attachment 1 e Pollutant Control BMP Design
Worksheets I Calculations (Required)
Refer to Appendices B and E of the
BMP Design Manual for structural
pollutant control BMP design
guidelines
35
separate from DMA Exhibit
~Included
D Not included because the entire
project will use infiltration BMPs
~Included
D Not included because the
entire project will use harvest
and use BMPs
IZI Included
Storm Water Quality Management Plan (SWQMP)
Seascape
Use this checklist to ensure the required information has been included on the DMA
Exhibit:
The DMA Exhibit must identify:
cgJ Underlying hydrologic soil group
cgJ Approximate depth to groundwater
cgJ Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
D Critical coarse sediment yield areas to be protected (if present)
cgJ Existing topography and impervious areas
cgJ Existing and proposed site drainage network and connections to drainage offsite
cgJ Proposed grading
cgJ Proposed impervious features
cgJ Proposed design features and surface treatments used to minimize imperviousness
cgJ Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas
(square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining , or self-
mitigating)
cgJ Structural BMPs (identify location and type of BMP)
36
Storm Water Quality Management Plan (SWQMP)
Seascape
37
ATTACHMENT 1a
DMA EXHIBIT
BMP SIZING METHOD
I
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COST .q A 'I
dma6
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dma3
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.--
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BMP
CITY
I DMA EXHIBIT
OF CARLSBAD
SEASCAPE
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I
BMP ID• BMP TYPE I SYMBOL CASQA NO QUANTITY
HYDROMODIFICATIC,N 8r TREATMENT CONTROL
0-G-BID-RETENTION IQJ BF-3 4 FILTERRA
L1-L12 INFILTRATION I<ZZ?A INF-1 12 CELL
BMP0 INFILTRATION
H ~~ INF-1 1
LOW IMPACT DESIGN (L.I.D.l
L1-L12 INFILTRATION
CELL V...aJ INF-1 12
BMF\D INFILTRATION ~ INF-1 1 TRENCH
SOURCE CONTROL
®-~ INLET · • SD-13 5 STENCLING
LANDSCAPING/ ALL GRADE[ SD-.10 1 PESTICIDE AREAS
DMA I BMP TABLE *
D: LOT ~~AI~ DMA TYPE
dmo1 1 6188 144 INFILTRATION CELL
2 6003 174 INFILTRATION CELL
-~ 3 6040 148 INFILTRATION CELL
"""' 4 6024 148 INFILTRATION CELL
5 6009 148 INFILTRATION CELL
-· 6 7465 166 INFILTRATION CELL
1umu 7 7054 156 INFILTRATION CELL
8 8171 209 INFILTRATION 1"1:'1 I
9 13106 373 INFILTRATION ~""'11
i"mOIU 10 6581 166 INFILTRATION ~~• '
1umu 11 9710 227 INFILTRATION ""'I I
04 12 14444 327 INFILTRATION 1"1:'11
l"mu1.> SLiRf 6100 IN~L~'
SURF 6200 IN~~i~ pmo
pmo11 ~ 32130 INFIL'II
~ 327 IN~~ 9068
AREA IN~~T~ A2 3720
~~A MIXED 34388 IN~~T
""'~ I PERE 7680 FILTERRA
fmOIO t= 8980 FILTERRA
DRAWING NO.
475-7
475-7
475-7
475-7
475-7
475-7
475-7L
PVT
PVT
PVT
PVT
PVT
PVT
PVT
PVT
PVT
PVT
PVT
PVT
HOA
HOA
HOA
HOA · ·
HOA
HOA
HOA
HOA
• FOR MORE INFORMATION REFER TO SEASCAPE DEVELOPMENTS LLC
STORM WATER QUALITY MANAGEMENT PLAN 12-09
REMOVEABLE CI>P
RUNOFF FILTERS THRU
SHEET NO<Sl INSPECTION MAINTENANCE CONSTRUCTION
FREQUENCY FREQUENCY SIGN OFF
ANNUALLY ANNUALLY
ANNUALLY ANNUALLY
ANNUALLY ANNUALLY
ANNUALLY ANNUALLY
ANNUALLY ANNUALLY
ANNUALLY ANNUALLY
ALL SHEETS ANNUALLY ANNUALLY
SWMP NO. 12-09
PARTY RESPONSIBLE FOR MAINTENANCE
ROGER BHATIA
6540 LUSK BL '10. SUITE C135
SAN DIEGO, CA 92121
PHONE: 858-658-9400:
PLAN PREPARED BY:
CIVCOM 8c ASSOCIATES
6540 LUSK BLVD. SUITE C135
SAN DIEGO, CA 92121
PHONE:858-658-9400
CERTIFICATION : RCE 51348
RUNOFF FILTERS THRU
GRASS BUFFER FOREBAY II
~ II
~ II
II
BMf®
I
GRASS BUFFER FOREBAY
dma9 _j
CD II
II dma1
II
II BMP-L1
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CIVCOM & ASSOCIATES
6540 Lusk Blvd. Sui-te Cl35
San Diego, California 92121
<858> 658-9400 Fox: (858> 658-9420
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GRAPHIC SCALE 1"· 301
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BMP NOTES
1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURERS
RECOMMENDATIONS OR THESE PLANS.
',
2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR />PPROVAL FROM THE
CITY ENGINEER.
~/£'~/~
~ IN F I L T ~R A T I 0 N~ PVC
TYP. SEC. -INFILTRATION CELL/TRENCH
VERIFY BY:
• NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR DATE
/>PPROVAL OF THE CITY ENGINEER. ~--~--~------------------~-~-~~--+;:::7,::::::=:;-;::::;:::::::::::::=:~:;::::=::=:::;::;:::::::::::::==~~~:::::;1 INSPECTOR
4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTOR STAFF HAS INSPECTED THE 1----11---f-----------------f--1---+-___.j SHEET CITY OF CARLSBAD I SHEE1 TS I
PROJECT FOR />PPROPRIATE BMP CONSTRUCTION AND INSTALLATION. 1
• MAINTENANCE WILL BE TRANSFERRED FROM SEASC/>PE DEVELOPMENTS LLC TO THE ENGINEERING DEPARTMENT
HOMEOWNERS ASSOCIATION ONCE HOA IS FORMED.
ENGINEER OF WORK
R. BH~ 051348 DATE
~GISTRATION EXPIRATION DATE: 6-30-18
DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION
SHT. DATE INITIAL
NO. CITY APPROVAL
SINGLE SHEET BMP I DMA SITE PLAN
SEASCAPE
CARLSBAD TRACT NO CT 05-18
APPROVED:
CITY ENGINEER
OWN BY:.-""AN,___
CHKD BY:
RVWD BY:
JASON S.GELDERT
PE 63912 EXP. 9-30-16 DATE
PROJECT NO. DRAWING NO.
CT 05-18 475-7SW
E 2
-j
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 6188
Channel Susceptibility: Low
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6188
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: 0.5Q2
BMP Name: BMPLl BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table4-2) Surface Area
DMA1 1803 A Flat ROOF 0.9 0.045
420 A Flat PAVERS 0.4 0.045
3965 A Flat LANDSCAPING 0.1 0.045
Total 8MP Area 6188
Descnbe the BMP's m suff1c1ent deta1lm your SWMP to demonstrate the area, volume, and other cntena can be met w1th1n the constramts of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 73
0.117 N/A 8
0.117 N/A 18
Minimum BMP Size 98.424
Proposed BMP Size• 144
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
190 N/A
20 N/A
46 N/A
256
151 N/A
18.00 in
21.33 in
892.80 in
24.00 in
BMP Sizing Spreadsheet Vl.04 '--"'
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6188
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.5Q2
BMP Name BMP L1 BMP Type: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow - %Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA1 Oceanside A Scrub Flat 0.035 0.041 N/A N/A
Oceanside A Scrub Flat 0.035 0.010 N/A N/A
Oceanside A Scrub Flat 0.035 0.091 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(cfs) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 6003
Channel Susceptibility: low
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6003
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: 0.5Q2
BMP Name: BMPL2 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA2 2130 A Flat ROOF 0.9 0.045
305 A Flat PAVERS 0.4 0.045
3568 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 6003
Descnbe the BMP s 1n suff1c1ent deta1l1n your SWMP to demonstrate the area, volume, and other cntena can be met w1thm the constramts of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 86
0.117 N/A 5
0.117 N/A 16
Minimum BMP Size 107.811
Proposed BMP Size• 174
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
224 N/A
14 N/A
42 N/A
280
183 N/A
18.00 in
19.33 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 '-"
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge : Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6003
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: O.SQ2
BMP Name BMP L2 BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (a c) Orifice Flow -%Q2 Orifice Area (in2}
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA2 Oceanside A Scrub Flat 0.035 0.049 N/A N/A
Oceanside A Scrub Flat 0.035 0.007 N/A N/A
Oceanside A Scrub Flat 0.035 0.082 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(cfs) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 6040
Channel Susceptibility: Low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6040
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: 0.5Q2
BMP Name: BMPL3 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA3 1803 A Flat ROOF 0.9 0.045
450 A Flat PAVERS 0.4 0.045
3787 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 6040
Descnbe the BMP s m sufficient deta1lm your SWMP to demonstrate the area, volume, and other cntena can be met w1thm the constramts of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 73
0.117 N/A 8
0.117 N/A 17
Minimum BMP Size 98.163
Proposed BMP Size• 148
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
190 N/A
21 N/A
44 N/A
255
155 N/A
18.00 in
20.69 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 '--"'
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6040
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.5Q2
BMP Name BMP L3 BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow -%Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA3 Oceanside A Scrub Flat 0.035 0.041 N/A N/A
Oceanside A Scrub Flat 0.035 0.010 N/A N/A
Oceanside A Scrub Flat 0.035 0.087 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(cfs) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 6024
Channel Susceptibility: Low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6024
Parcel (APN): 215-040-09 & 215-040-11 low Flow Threshold: 0.5Q2
BMP Name: BMPL4 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA4 2128 A Flat ROOF 0.9 0.045
320 A Flat PAVERS 0.4 0.045
3576 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 6024
Descnbe the BMP s 1n sufficient deta1l1n your SWMP to demonstrate the area, volume, and other cntena can be met w1thm the constratnts of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 86
0.117 N/A 6
0.117 N/A 16
Minimum BMP Size 108.036
Proposed BMP Size• 148
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
224 N/A
15 N/A
42 N/A
281
155 N/A
18.00 in
22.78 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 '-"
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6024
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.5Q2
BMP Name BMP L4 BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow -%Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA4 Oceanside A Scrub Flat 0.035 0.049 N/A N/A
Oceanside A Scrub Flat 0.035 0.007 N/A N/A
Oceanside A Scrub Flat 0.035 0.082 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(cfs) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 6009
Channel Susceptibility: low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6009
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: 0.5Q2
BMP Name: BMPLS BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA5 1768 A Flat ROOF 0.9 0.045
393 A Flat PAVERS 0.4 0.045
3848 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 6009
Descnbe the BMP's m sufficient deta1lm your SWMP to demonstrate the area, volume, and other cntena can be met w1thm the constramts of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 72
0.117 N/A 7
0.117 N/A 17
Minimum BMP Size 95.994
Proposed BMP Size• 148
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
186 N/A
18 N/A
45 N/A
250
155 N/A
18.00 in
20.24 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 '-"
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6009
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.502
BMP Name BMP L5 BMPType: Infiltration
DMA Rain Gauge Existing Condition 02 Sizing Factor DMA Area (ac) Orifice Flow -%02 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA5 Oceanside A Scrub Flat 0.035 0.041 N/A N/A
Oceanside A Scrub Flat 0.035 0.009 N/A N/A
Oceanside A Scrub Flat 0.035 0.088 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(cfs) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 7465
Channel Susceptibility: low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 7465
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: 0.5Q2
BMP Name: BMP L6 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA6 2130 A Flat ROOF 0.9 0.045
472 A Flat PAVERS 0.4 0.045
4863 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 7465
Descnbe the BMP's m sufficient deta1l1n your SWMP to demonstrate the area, volume, and other cntena can be met w1thm the constramts of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 86
0.117 N/A 8
0.117 N/A 22
Minimum BMP Size 116.6445
Proposed BMP Size• 166
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
224 N/A
22 N/A
57 N/A
303
174 N/A
18.00 in
21.92 in
892.80 in
24.00 in
BMP Sizing Spreadsheet Vl.04 '-'
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 7465
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: O.SQ2
BMP Name BMPL6 BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow-%Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA6 Oceanside A Scrub Flat 0.035 0.049 N/A N/A
Oceanside A Scrub Flat 0.035 0.011 N/A N/A
Oceanside A Scrub Flat 0.035 0.112 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(cfs) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 7054
Channel Susceptibility: Low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 7054
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: O.SQ2
BMP Name: BMP L7 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate {in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA7 2028 A Flat ROOF 0.9 0.045
450 A Flat PAVERS 0.4 0.045
4576 A Flat LANDSCAPING 0.1 0.045
Total 8MP Area 7054
Descnbe the BMP's m sufficient deta1l1n your SWMP to demonstrate the area, volume, and other cntena can be met w1thm the constramts of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 82
0.117 N/A 8
0.117 N/A 21
Minimum BMP Size 110.826
Proposed BMP Size• 156
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
214 N/A
21 N/A
54 N/A
288
164 N/A
18.00 in
22.17 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 ,,
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 7054
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.502
BMP Name BMP L7 BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow -%Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA 7 Oceanside A Scrub Flat 0.035 0.047 N/A N/A
Oceanside A Scrub Flat O.Q35 0.010 N/A N/A
Oceanside A Scrub Flat 0.035 0.105 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(cfs) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 8171
Channel Susceptibility: Low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 8171
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: 0.5Q2
BMP Name: BMPL8 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA8 2407 A Flat ROOF 0.9 0.045
470 A Flat PAVERS 0.4 0.045
5294 A Flat lANDSCAPING 0.1 0.045
Total BMP Area 8171
Descnbe the BMP s m suffic1ent deta1lm your SWMP to demonstrate the area, volume, and other cntena can be met w1th1n the constraints of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 97
0.117 N/A 8
0.117 N/A 24
Minimum BMP Size 129.7665
Proposed BMP Size• 209
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
253 N/A
22 N/A
62 N/A
337
219 N/A
18.00 in
19.37 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 \.._/
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 8171
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.5Q2
BMP Name BMP L8 BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow -%Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA8 Oceanside A Scrub Flat 0.035 0.055 N/A N/A
Oceanside A Scrub Flat 0.035 0.011 N/A N/A
Oceanside A Scrub Flat 0.035 0.122 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(ds) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN}: 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf}: 13106
Channel Susceptibility: Low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 13106
Parcel (APN): 215-040-09 & 215-040-11 low Flow Threshold: 0.5Q2
BMPName: BMPL9 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA9 2767 A Flat ROOF 0.9 0.045
646 A Flat PAVERS 0.4 0.045
9693 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 13106
Descnbe the BMP s m sufficient detail m your SWMP to demonstrate the area, volume, and other en ten a can be met w1thm the constramts of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 112
0.117 N/A 12
0.117 N/A 44
Minimum BMP Size 167.31
Proposed BMP Size• 373
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
291 N/A
30 N/A
113 N/A
435
392 N/A
18.00 in
13.99 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 '-.../
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 13106
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.5Q2
BMP Name BMP L9 BMP Type: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow - %Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA9 Oceanside A Scrub Flat 0.035 0.064 N/A N/A
Oceanside A Scrub Flat 0.035 0.015 N/A N/A
Oceanside A Scrub Flat 0.035 0.223 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(ds) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 6581
Channel Susceptibility: Low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6581
Parcel (APN): 215-040-09 & 215-040-11 low Flow Threshold: 0.5Q2
BMP Name: BMP llO BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
OMA10 2028 A Flat ROOF 0.9 0.04S
652 A Flat PAVERS 0.4 0.045
3901 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 6581
Descnbe the BMP s m suffictent detatlm your SWMP to demonstrate the area, volume, and other cntena can be met wtthm the constratnts of the stte.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 82
0.117 N/A 12
0.117 N/A 18
Minimum BMP Size 111.4245
Proposed BMP Size• 166
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
214 N/A
31 N/A
46 N/A
290
174 N/A
18.00 in
20.94 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 '-'
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 6581
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.5Q2
BMP Name BMP L10 BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow -%Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA10 Oceanside A Scrub Flat 0.035 0.047 N/A N/A
Oceanside A Scrub Flat 0.035 0.015 N/A N/A
Oceanside A Scrub Flat 0.035 0.090 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(ds) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 9710
Channel Susceptibility: Low
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 9710
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: 0.5Q2
BMP Name: BMP L11 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table4-2) Surface Area
DMAll 3161 A Flat ROOF 0.9 0.045
575 A Flat PAVERS 0.4 0.045
5974 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 9710
Descnbe the BMP's 1n sufficient deta1lm your SWMP to demonstrate the area, volume, and other cntena can be met w1thm the constraints of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 128
0.117 N/A 10
0.117 N/A 27
Minimum BMP Size 165.2535
Proposed BMP Size• 227
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
333 N/A
27 N/A
70 N/A
430
238 N/A
18.00 in
22.71 in
892.80 in
24.00 in
BMP Sizing Spreadsheet V1.04 '-.../
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 9710
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.5Q2
BMP Name BMP Lll BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow -%Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMAll Oceanside A Scrub Flat 0.035 0.073 N/A N/A
Oceanside A Scrub Flat 0.035 0.013 N/A N/A
Oceanside A Scrub Flat 0.035 0.137 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A .
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(ds) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 14444
Channel Susceptibility: Low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 14444
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: O.SQ2
BMP Name: BMP L12 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table4-2) Surface Area
DMA12 3800 A Flat ROOF 0.9 0.045
652 A Flat PAVERS 0.4 0.045
9992 A Flat LANDSCAPING 0.1 0.045
Total BMP Area 14444
Oescnbe the BMP s m sufficient deta1l1n your SWMP to demonstrate the area, volume, and other cntena can be met w1thm the constraints of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 154
0.117 N/A 12
0.117 N/A 45
Minimum BMP Size 210.6
Proposed BMP Size• 325
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
400 N/A
31 N/A
117 N/A
548
341 N/A
18.00 in
20.22 in
892.80 in
24.00 in
BMP Sizing Spreadsheet Vl.04 '-"
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 14444
Parcel {APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.5Q2
BMP Name BMP L12 BMPType: Infiltration
DMA Rain Gauge Existing Condition Q2 Sizing Factor DMA Area (ac) Orifice Flow - %Q2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA12 Oceanside A Scrub Flat 0.035 0.087 N/A N/A
Oceanside A Scrub Flat 0.035 0.015 N/A N/A
Oceanside A Scrub Flat 0.035 0.229 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(ds) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 2.6
BMP Sizing Spreadsheet V1.04
Project Name: SEASCAPE
Project Applicant: SEASCAPE DEVELOPMENTS LLC
Jurisdiction: County Of San Diego
Parcel (APN): 215-040-09 & 215-040-11
Hydrologic Unit: 904.5.1
Rain Gauge: Oceanside
Total Project Area (sf): 14444
Channel Susceptibility: Low
BMP Sizing Spreadsheet Vl.04
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SEASCAPE DEVELOPMENTS LLC Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 14444
Parcel (APN): 215-040-09 & 215-040-11 Low Flow Threshold: 0.5Q2
BMP Name: BMP7 BMPType: Infiltration
BMP Native Soil Type: A BMP Infiltration Rate (in/hr): 9.3
Areas Draining to BMP
DMA Post Project Runoff Factor
Name Area (sf) Soil Type Slope Surface Type (Table 4-2) Surface Area
DMA13 6100 A Flat Road 0.9 0.045
DMA14 6200 A Flat Road 0.9 0.045
DMA17 32130 A Flat Landscaping 0.1 0.045
AreaA1 9068 A Flat Road 0.9 0.045
AreaA2 3720 A Flat Road 0.9 0.045
AreaA3 4557 A Flat Landscaping 0.1 0.045
AreaA4 34388 A Flat Mixed 0.5 0.045
Total BMP Area 96163
Descnbe the BMP's 1n sufficient deta1l1n your SWMP to demonstrate the area, volume, and other cntena can be met Within the constraints of the s1te.
BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
HMP Sizing Factors
Infiltration
Volume N/A Surface Area (sf)
0.117 N/A 247
0.117 N/A 251
0.117 N/A 145
0.117 N/A 367
0.117 N/A 151
0.117 N/A 21
0.117 N/A 696
Minimum BMP Size 1877.5125
Proposed BMP Size• 1880
Minimum Infiltration Depth
Maximum Infiltration Depth
Selected Infiltration Depth
This Sizing Calculator has been developed in compliance with the Countywide Model SUSMP. For questions or concerns please contact the jurisdiction in which your project is located.
Minimum BMP Size
Infiltration
Volume (cf) N/A
642 N/A
653 N/A
376 N/A
955 N/A
392 N/A
53 N/A
1811 N/A
4882
2726 N/A
18.00 in
31.16 in
892.80 in
36.00 in
BMP Sizing Spreadsheet V1.04 ' I
Project Name: SEASCAPE Hydrologic Unit: 904.5.1
Project Applicant: SCAPE DEVELOPMENTS Rain Gauge: Oceanside
Jurisdiction: County Of San Diego Total Project Area: 14444
Parcel (APN): 15-040-09 & 215-040-1 Low Flow Threshold: 0.502
BMP Name BMP7 BMP Type: Infiltration
DMA Rain Gauge Existing Condition 02 Sizing Factor DMA Area (a c) Orifice Flow -%0 2 Orifice Area (in2)
Name Soil Type Cover Slope (cfs/ac) (cfs)
DMA13 Oceanside A Scrub Flat 0.035 0.140 N/A N/A
DMA 14 Oceanside A Scrub Flat 0.035 0.142 N/A N/A
DMA 17 Oceanside A Scrub Flat 0.035 0.738 N/A N/A
Area A1 Oceanside 0.208 N/A N/A
Area A2 Oceanside 0.085 N/A N/A
Area A3 Oceanside 0.105 N/A N/A
Area A4 Oceanside 0.789 N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A
N/A N/A N/A
Tot. Allowable Tot. Allowable Max Orifice
Orifice Flow Orifice Area Diameter
(cfs) (in2) (in)
Actual Orifice Flow Actual Orifice Area Selected
Orifice Diameter
(cfs) (in2) (in)
Drawdown (Hrs) 3.9
DMA TABULAR SUMMARY
Storm Water Quality Management Plan (SWQMP)
Seascape
ATTACHMENT 1b
TYPICAL DETAIL OF INFILTRATION TRENCH
DRAWDOWN CALCULATION WORKSHEETS
38
RUNOFF FILTERS THRU
GRASS BUFFER FOREBAY
~=====~~ <" ~ J&~~!:j
~/~~~~~~~
<"" ~
PVC FOOTPLATE
RUNOFF FILTERS THRU
GRASS BUFFER FOREBAY
NATURAL SOIL
TYP. SEC. -INFILTRATION CELL/TRENCH
DMAid BMP NO.
dma1 L1
dma2 L2
dma3 L3
dma4 L4
dma 5 L5
dma6 L6
dma 7 L7
dma8 L8
dma9 L9
dma10 L10
dma11 L11
dma12 L12
dma 13, dma 14,
dma17, Area A1 , 7 Area A2, Area
A3, AreaA4
SEASCAPE CT 05-18
DRAWDOWN CALCULATIONS
PER APPENDIX 8.4-1
DCV* BMP AVERAGE SURFACE CU.FT. AREA DEPTH
174 144 1.21
180 174 1.03
173 148 1.17
180 148 1.22
169 148 1.14
207 166 1.25
197 156 1.26
228 209 1.09
323 373 0.87
196 166 1.18
283 227 1.25
382 325 1.18
2,912 1,880 1.55
*Design Capture Volume-cu. ft.
SWMP NO. 12-09
INFILTRAT DRAW
DOWN ION RATE TIME IN/HR HR
3.38 4.29
3.38 3.67
3.38 4.15
3.38 4.32
3.38 4.05
3.38 4.43
3.38 4.48
3.38 3.87
3.38 3.07
3.38 4.19
3.38 4.43
3.38 4.17
3.38 5.50
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs-#' I
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix K<Jcsign= 3·38 in/hr
AnMP= I L.f y
Average effective depth in the BMP footprint Davg= /·2... f feet cv
5 Drawdown T= q. 2.. 't hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs,4t2
DCV= l&r> cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix ~esign= 3·38 in/hr
ABMI'= t74
Average effective depth in the BMP footprint D~vg= I•D$ feet
5 Drawdown T= 3·ID7 hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. E stimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs -:#::3
DCV= 1'73 cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix
l«<esign= 3·~ in/hr
AnMP=
Davg= 1·{7 feet
5 Drawdown T= tf·IS'" hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs#"J.(
DCV= fE;O cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix K<!esign= 3{38 in/hr
A aMP= 148
Average effective depth in the BMP footprint Davg= , . 2.2. feet
T= hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. E stimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs #' 5
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix
l«Jcsign= 3·Eli in/hr
Available BMP surface area AnMP= t48 -ft
Average effective depth in the BMP footprint Davg= 1·14 feet
T= ~·OS hours
Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs .,r6
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix
l<dcsign= 3·~ in/hr
166
Average effective depth in the BMP footprint Davg= \•2..-r feet cv
5 Drawdown T= 4·43 hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs1/=T
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix K.tcsign= ~33. in/hr
Available BMP surface area A aMP= IS6 -ft
Average effective depth in the BMP footprint Davg= (·2.6 feet cv
T= t/·48 hours
Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/ media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs -ft 8
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix l<.Jcsign= S·Sj in/hr
ABMl'= eo<t
Average effective depth in the BMP footprint Davg= I· t>Cf feet
5 Drawdown T= z·g7 hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPssf#' or
DCV= 32.3 cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix K.!csign= 3~r in/hr
AnMP= 373
Average effective depth in the BMP footprint Davg= ~·J7 feet
5 Drawdown T= 3·tJ7 hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs#f 0
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix I<.Jcsign= 3~. in/hr
AnMP= /66 -ft
Average effective depth in the BMP footprint Davg= I· rJ feet
5 Drawdown T= 4·1 hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs J/11/
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix Kdesign= 3:.3J,, in/hr
ABMP= 2..2-t
Average effective depth in the BMP footprint Davg= ,.zs feet
5 Drawdown · T= 4· 3 hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/ media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs4/ I/
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix
K<:tesign= 3~ in/hr
AnMP= 2_2-"7
Average effective depth in the BMP footprint Davg= J·2.S feet
5 Drawdown · T= ~·Y3 hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs,#-/2-
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix ~csign= 3·.?J in/hr
AsMP= 32.&"
Average effective depth in the BMP footprint Davg= ,.,8 feet cv
T= \.{·17 hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
8.4.1 Simple Method
Stepwise Instructions:
1. Compute DCV using Worksheet B.4-1.
2. Estimate design infiltration rate using Form I-9 in Appendix I.
3. Design BMP(s) to ensure that the DCV is fully retained (i.e., no surface discharge during the
design event) and the stored effective depth draws down in no longer than 36 hours.
Worksheet B.4-1: Simple Sizing Method for Infiltration BMPs I $,tY, 1'1, /4t, At,A3
DCV= cubic-feet
Estimated design infiltration rate (Form I-9 in Appendix ~esign= 3·.3~ in/hr
ABMP= ,~~
Average effective depth in the BMP footprint Davg= I·SS feet
T= _s;_re. hours
6 Provide alternative calculation of drawdown time, if needed.
Notes:
• Drawdown time must be less than 36 hours. This criterion was set to achieve average annual
capture of 80% to account for back to back storms (See rationale in Section B.4.3). In order
to use a different drawdown time, BMPs should be sized using the percent capture method
(Section B.4.2).
• The average effective depth calculation should account for any aggregate/media in the BMP.
For example, 4 feet of stone at a porosity of 0.4 would equate to 1.6 feet of effective depth.
• This method may overestimate drawdown time for BMPs that drain through both the bottom
and walls of the system. BMP specific calculations of drawdown time may be provided that
account for BMP-specific geometry.
B-18 February 2016
LOT DMAid LOT NO. A
dma 1 1 6,188
dma 2 2 6,003
dma 3 3 6,040
dma4 4 6,024
dma 5 5 6,009
dma 6 6 7,465
dma 7 7 7,054
dma 8 8 8,171
dma 9 9 13,106
dma10 10 6,581
dma11 11 9,710
dma12 12 14,444
dma13 Surf Crest 6,100
dma14 Surf Crest 6,200
dma 17 SDG&E 32,130
Area A1 Surf Crest 32,130
Area A2 Landsc 8,980
Area A3 Mixed 32 ,130
117 ,670
SEASCAPE CT 05-18
APPENDIX 82-1
AREAS IN SQ.FT.
LAND A in ROOF DWY SCAPE ACRES
1803 420 3,965 0.14
2130 305 3,568 0.14
1803 450 3,787 0.14
2128 320 3,576 0.14
1768 393 3,848 0.14
2130 472 4,863 0.17
2028 450 4,576 0.16
2407 470 5,294 0.19
2767 646 9,693 0.30
2028 652 3,901 0.15
3161 575 5,974 0.22
3800 652 9,992 0.33
0.14
0.14
0.74
0.74
0.21
0.74
2.70
SWMP NO. 12-09
WEIGHTED 85TH DCV*** 810 DEPTH
c AC INCHES CU. FT. RETEN REQD. AREA
0.54 0.08 0.62 174 150 1.16
0.58 0.08 0.62 180 180 1.00
0.55 0.08 0.62 173 150 1.15
0.58 0.08 0.62 180 150 1.20
0.55 0.08 0.62 169 150 1.13
0.54 0.09 0.62 207 160 1.30
0.54 0.09 0.62 197 160 1.23
0.54 0.10 0.62 228 210 1.09
0.48 0.14 0.62 323 380 0.85
0.58 0.09 0.62 196 170 1.15
0.56 0.13 0.62 283 230 1.23
0.51 0.17 0.62 382 330 1.16
0.85 5,185 0.62 268
0.85 5,270 0.62 272
0.10 3,213 0.62 166
0.85 27,311 0.62 1 ,411
0.10 898 0.62 46
0.45 14,459 0.62 747
0.48 56,363 0.62 2,912 1,880 1.55
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
WorksheetB.2-1. DCV ))M A ..1
1 85th percentile 24-hr storm depth from Figure B.1-1 d= !), b;( inches
2 Area A= 0. I acres
Area weighted runoff factor (estimate using Appendix
3 B.1.1 and B.2 C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 -TCV -RCV DCV= J 1lf cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
1 85'h percentile 24-hr storm depth from Figure B.1-1 d=
2 Area A= o.) acres
Area weighted runoff factor (estimate using Appendix o.sg 3 B.1.1 and B.2.1 C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 -TCV -RCV DCV= /<60 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
WorksheetB.2-1. DCV bM A 3
1 85'h percentile 24-hr storm depth from Figure B.1-1 d= inches
2 Area A= 0. I acres
Area weighted runoff factor (estimate using Appendix
0.5"5' 3 B.1.1 and C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 -TCV -RCV DCV= 113 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV 1) f1 " Lf
1 85th percentile 24-hr storm depth from Figure B.1-1 d=
2 Area A= 0. I acres
Area weighted runoff factor (estimate using Appendix 0. 5'g 3 B.1.1 and B.2.1 C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 -TCV -RCV DCV= /<60 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV D M A 5"'
1 85th percentile 24-hr storm depth from Figure B.1-1 d=
2 Area A= 0. /'f acres
Area weighted runoff factor (estimate using Appendix o.~s-3 B.1.1 and B.2.1 C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 -TCV -RCV DCV= lb9 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV
1 85'h percentile 24-hr storm depth from Figure B.1-1 d=
2 Area A= 0· 11 acres
Area weighted runoff factor (estimate using Appendix
0-5"4-3 B.1.1 and B.2. C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 630 XC X d X -TCV -RCV DCV= ;2.01 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV
1 85'h percentile 24-hr storm depth from Figure B.1-1 d= 0. b.;l inches
2 Area A= 0./b acres
Area weighted runoff factor (estimate using Appendix
0 ' 5"4 3 B.1.1 and B.2. C= unitless
4 Tree wells volume reduction TCV= p cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 630 xCx dx -TCV -RCV DCV= /'17 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV ,1) M A f?
24-hr storm depth from Figure B.l-1 d= 0. 62 inches
2 Area A= O. I acres
Area weighted runoff factor (estimate using Appendix o.5tf 3 B.l .l and B.l2. C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate D~ =
6 -TCV-RCV DCV= )o<.g cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV }) f'1 A 9
1 85'h percentile 24-hr storm depth from Figure B.1-1 d= 0· {p;( inches
2 Area A= O.J,o acres
Area weighted runoff factor (estimate using Appendix o. B.1.1 and B.2.1 C= unitless
Tree wells volume reduction TCV= cubic-feet
RCV= cubic-feet
Calculate DCV =
-TCV -RCV DCV= 3;l3 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA IV
1 85th percentile 24-hr storm depth from Figure B.1-1 d=
2 Area A= o .;~ acres
Area weighted runoff factor (estimate ·using Appendix
0,5"8 3 B.1.1 and B.2.1 C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 -TCV-RCV DCV= 11b cubic-feet
----1
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
WorksheetB.2-1. DCV bfv/A 11
1 85th percentile 24-hr storm depth from Figure B.1-1 d= o. {:,;z inches
2 Area A= 0. ;<..;.. acres
Area weighted runoff factor (estimate using Appendix o.56 3 B.1.1 and B.2. C= unidess
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 -TCV -RCV DCV= .;2.83 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
WorksheetB.2-1. DCV
1 85th ercentile 24-hr storm from Figure B.l-1 d=
2 Area A= 0. 33 acres
Area weighted runoff factor (estimate using Appendix
0,5'1 3 B.1.1 and C= unitless
4 Tree wells volume reduction TCV= cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 -TCV-RCV DCV= 38c2 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
WorksheetB.2-1. ncvj)M 1?>}4,17, f}f,/12..2..{/S,
1 85th percentile 24-hr storm depth from Figure B.1-1 d= 0·62. inches
2 Area A= 2·10 acres
Area weighted runoff factor (estimate using Appendix o·48 3 B.1.1 and B.2 C= unidess
4 Tree wells volume reduction TCV= cP cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
Calculate DCV =
6 630 XC X d X -TCV -RCV DCV= zqrz. cubic-feet
B-10 February 2016
Appaadbr 1: Forma aad Checkhta
I :. I I I'' I) I l, .l i I ' I • I. (. J ) ( ! ' I,;.! 'I t li. I
\ ~ '> I I l ~ I I' I . i
... ....,. I'K&I:Ir Pmdact(p)
Pactcc Ca&epy Pacrorllelaiftioa \Veip(w) Vtlae{'f} p•wsv
Scii1111111meat m.thoclt 0.25 '2_ 6)·~
Pted=iaaot soilt:atute 0.25 z. -(S)•!)
SW:ability SireiQil~ 0.25 '2... f!>·S A Aaaameot Depth to~/~ 0.25 t (!)•2$"' layer
-
Suitability .AiteMmeot s.Iet.y &eux; s.\ .. ~ t·~.l"
Level o£ prrtrestment/ aptc:ted
•r.dimeat load& o.s !.. '
B DeliF ~'11~ 0.25 \ (!)•U
eomp.ct:ioo cmaoc cor»tmesico o.25 ~ ~~ro
Daip Sa!cty Factor, Ss = Ip l' 1>
Cn-biocd Safety Ptaor, s~ SAX Sa ~·D6
Oblemcl Infilmdoo Rate, ls:lcll/br, x.-. fd'•3Lt
(eottecad !«tea~ bial)
Deai&n Infiltmtioo Rate. iA/bt. :K...... = I<ot.nc.l I S... 3 ·8!.
~DII&a .
Btiefty descdbe isl&harjon tNt lad~#~ to*' Ioa:r-:
Field testing was performed by Soils EnJineer to determine the actual infiltration
rate for the site, as attached on the following paaes. Tbree teats were done and
the lowest infiltration rate of 10.34 inlbr wu used as above to determine the
drawdown. ..
Febnwy2016
I
\
.. ,
AppeAdix I: Pomas ud Cheeldiata
I '' J it I. f ) I L . ~ 4 ' • I ( : I ) I l· . ,·I:( Jl ! C.: 1
\\ I I' I I I' I ! , • I It
Pmdua(p) 6Jiipd. ~ PICtC¥ Catepy Ftca:O.alfdoa 'l'fliabt(w) Vtlae(v) p•wsv
SailUMIIIJllmt methcd1 0.25 "2... t!)·~
P.secbnir"Gt IOi1. tature 0.25 '2.. -~·~
Suirab!Uty Site aai1 vu:ia1ility 0.25 z_ (f):r
A MsalmeS:It t>cpmro~/~ 0.25 t d>·P.S' lay&r
Suitability Atseumen .. Safety F8ctot; SA • ~ t .-.,-:!
Le9el of P' euearmeat/ apeetecl . o.s '2. ' •edimalt bda
B Deaiso ledw:usa~u~r/~ 0.25 \ (!>;2.6
-
Ccmpac:liclo ==a~ 0.25 ~ ~·ro --.-:Daiao Safety Factor. Sa = 1f l' 1.:>
Combiaed Safety Fsctoa:, ~ SuSs ~·IJ6
Obsemd In6lt,.rion Rate, il:lch/br, Koi.md tc9·3'-1
(roued'ed for~ biaa)
Desip Infilmtioa Rate, ia/hr. I<..,= Koa..vas I 8.o.l 3 ·8!.
9uppodioa Data
Bl:iefly describe iafiltretion 181t ACCI pnmde ~ to t..r Iorm.:
I~ield testing wu performed by Soils Enpeer to determine the actual infiltration
rate for the site, u attached on the following paaes. Three testa were done and
the lowest infiltration rate of 10.34 inlhr was used as above to determine the
drawdown. ..
1-7 Pebnwy2016
G E 0 H 0 LIsT I c s MULTIDISCIPLINARY GEOSCIENCE & ENGINEERING
ENGINEERING GEOLOGY • GEOTECHNICAL ENGINEERING • ENVIRONMENTAL GEOSCIENCE • MATERIALS TESTING /INSPECTION
14602 WILSON STREET • MIDWAY CITY, CALIFORNIA 92655 • PHONE/FAX: 714-891-6635 • E-MAIL: geohollst!cs@yahoo.com
RVM Construction, Inc.
1200 Jefferson Street, Suite J
Anaheim, CA 92708
ATTENTION: Mr. Ron Vandermooren
Project No.: 16-008-02
May 24,2016
SUBJECT:
Carlsbad
Report of Preliminary Infiltration Rate Testing for Biofiltration Units, Seascape,
Tract 05-18, City of Carlsbad, California 92708
REFERENCES: See Appendix A
Dear Mr. Vandermooren,
Based on your request, our office performed preliminary infiltration rate testing as part of the Water
Quality Management Plan (WQMP) for the subject project; Seascape, Carlsbad Tract 05-18, City of
Carlsbad, San Diego County, California. Our field procedures, findings, conclusions and
recommendations are presented herein.
1. FIELD PROCEDURES:
Prior to our infiltration rate testing, we reviewed the City of Carlsbad BMP Design Manual,
dated February 16, 2016. After review of this document, we contacted Mr. Jerome Riddle of
the City Planning Department for clarification and with questions in relation to our planned field
procedures and our general approach.
Our field reconnaissance, test pit excavations and presaturation was completed on May 21,
2016. The test pits were excavated to 12 inches square, length and width, and to 12 inches in
depth.
Our preliminary infiltration tests were completed on May 22, 2016. The locations of our test pits
were determined on the basis of limited access. The site is surrounded by chain-link fence with
a small opening. Other access requires offsite traverse to gain access and our water supply
had to be carried in. The selected, approximate test locations are shown on the attached site
plan.
Water level is checked and recorded regularly, every inch for a total of 12 inches. In these
instances the infiltration rates of presaturated holes was such that the entire volume has
infiltrated. The test is repeated two more times in succession and the rate at which the water
level falls in the third test is used to calaculate the infiltration rate.
Preliminary Infiltration Testing
Seascape, Carlsbad Tract 05-18
City of Carlsbad, California
2. FINDINGS:
Project No. 15·014-01
May 24, 2016
Page2
Based on our site current reconnaissance, previous site reconnaissance during our Grading
Plan Review in May 2014 and on our review of previous geotechnical reports by others, the
site soils exposed at the ground surface generally fall into three classifications. They are silty
sand and gravel, fine to medium sand, and silty fine sand. Based on our review of available
references, (Appendix A) and on our site reconnaissance, the typical site soils fall into the
Hydrologic Soil Group A.
Preliminary Infiltration Testing:
Test Pit No. P-1
Trial No. Start Time (full) End Time (Empty)
1 1:00 1:30
2 1:33 2:47
3 2:47 4:09
Test Pit No. P-2
Trial No. Start Time (Full) End Time (Empty)
1 1:18 1:53
2 1:53 2:29
3 2:30 3:19
Test Pit No. P-3
Trial No. Start Time (Full) End Time (Empty)
1 12:54 1:21
2 1:22 2:02
3 2:05 3:25
Infiltration Rate Summary
Test Pit No. Trial No. Infiltration rate
(inches/ hour)
P-1 3 12/1.16
P-2 3 12/0.82
P-3 3 12/0.50
Preliminary Infiltration Testing
Seascape, Carlsbad Tract 05-18
City of Carlsbad, California
3. CONCLUSIONS AND RECOMMENDATIONS
3.1 General
Project No. 15-014-01
May 24,2016
Page2
These sets of infiltration rate data which would be used to reduce storm water runoff
should be considered preliminary and are only intended to satisfy WQMP requirements
in order to obtain a grading permit. The infiltration rate assessment method testing was
appropriate for a staged approach of preliminary testing which should be followed by
additional location specific infiltration rate testing.
Additional infiltration rate testing should be competed near the completion of precise
grading when actual conditions representative of the site soils at the known locations of
future planned bioswales I biofiltration units are exposed.
3.2 Observations and Testing
(a) All grading and construction activities during precise grading and post grading
earthwork should be continuously monitored and observed by the Engineering
Geologist, Geotechnical Engineer or his representative. A representative of this office
should observe all biofiltration swale I biofiltration unit bottoms prior to placement of
select manufactured bioswale mix or engineered fill.
(b) All future site specific infiltration rate assessment testing for bioswales and biofiltration
units on-site should be observed and tested as required, by a representative of the
Engineering Geologist or Geotechnical Engineer to verify conformance with the intent of
the geotechnical recommendations provided herein, those shown on the approved
plans and to evaluate the acceptability of these recommendations for the actual site
conditions, and sizing of the bioswales I bioretention units ..
4.0 LIMITATIONS
(a) Our investigation was performed in accordance with the usual and current standards of
the profession, as they relate to this and similar localities. No other warranty, expressed
or implied, is provided as to the conclusions and professional advice presented in this
report.
(b) As in most projects, conditions revealed during construction excavation may be at
variance with preliminary findings. If this occurs, the changed conditions must be
evaluated by the Project Geotechnical Consultant and the Geologist, and revised
recommendations be provided as required.
Preliminary Infiltration Testing
Seascape, Carlsbad Tract 05-18
City of Carlsbad, California
Project No. 15-014-01 •
May 24, 2016
Page2
(c) This report is issued with the understanding that it is the responsibility of the Owner, or
of his representative, to ensure that the information and recommendations contained
herein are brought to the attention of the Architect and Engineer for the project and
incorporated into the plans, and that the properly Licensed Contractor and
Subcontractors implement such recommendations in the field.
(d) This firm does not practice or consult in the field of safety engineering. We do not direct
the Contractor's operations, and we are not responsible for other than our own
personnel on the site; therefore, the safety of others is the responsibility of the
Contractor. The Contractor should notify the Owner if any of the recommended actions
presented herein are considered to be unsafe.
(e) The findings of this report are considered valid as of the present date. However,
changes in the conditions of a site can occur with the passage of time, whether they are
due to natural events or to human activities on this or adjacent sites. In addition,
changes in applicable or appropriate codes and standards may occur, whether they
result from legislation or the broadening of knowledge.
(f) Accordingly, this report may become invalidated wholly or partially by changes outside
our control. Therefore, this report is subject to review and revision as changed
conditions are identified.
It is a pleasure being associated with you on this project If you have any questions, or if we may be
of further assistance, please do not hesitate to contact our office.
Very truly,
GEOHOLISTICS
Jeff Schymanietz, PG, CEG
Principal Engineering Geologist
C.E.G. 2304
Expires 7/31/17
_ Attachments: Preliminary Infiltration Test Location Plan
Distribution: Addressee-(1 copy -electronic)
Preliminary Infiltration Testing
Seascape, Carlsbad Tract 05-18
City of Carlsbad, California
APPENDIX A
REFERENCES
Project No. 15-014-01
May 24, 2016
·Page 2
Civcom & Associates, Grading Plans for Seascape Tract 05-18, Sheets 1 of 3
through 3 of 3 and of the Improvement plans for Carlsbad Tract CT 05-18, scale:
1 inch = 40 feet, stamp dated July 18, 2016 prepared by Civcom & Associates
and Improvement Plans, Sheets S-1 through S-5.
City of Carlsbad, BMP Design Manual, dated February 16, 2016.
Geoholistics, Geotechnical Report Update and Grading Plan Review Grading and Improvement
Plans for Seascape Carlsbad Tract 05-18, City of Carlsbad, California, dated April 28, 2015.
Leighton and Associates, Preliminary Geotechnical Investigation, Proposed
Residential Subdivision, Northeast of Avena Court and Black Rail Road, APN's
21504009 and 215040011, Carlsbad, California, dated September 29, 2004.
Orange County Technical Guidance Document, for the preparation of conceptual preliminary
and /or project water quality management plans, (WQMP's).
USDA, Natural Resources Conservation Group, National Engineering Handbook, Part 630
Hydrology.
I I
I
0 -1'P-3
Storm Water Quality Management Plan (SWQMP)
Seascape
ATTACHMENT 1c
HARVEST AND USE FEASIBILITY SCREENING CHECKLIST
39
Appendix 1: Forms and Checklists
apply) at the project site that is reliably present during
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation 0 Other: ____ _
2. there is a demand; estimate the ant1e1pated average wet season over a of 36 hours.
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
!.Provide a summary of calculations here]
DMA1
Moderate planned water use • 1,470 gallons, Landscape area= 0.09 acre, Demand= 134 gallons= 17.39 cu ft
3. Calculate the DCV using worksheet B.2-1.
DCV = 256 (cubic feet)
3a. Is greater
than or equal to the DCV?
0 Yes I EINo c:}
~
Harvest and use appears to
feasible. Conduct more detlliled
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
3b. Is the 36
0 Yes
.lJ.
and use may be feasible.
Conduct tnore detailed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while · · than 36 hours.
Is harvest and use feasible based on further evaluation?
D Yes, refer to Appendix E to select and size harvest and use BMPs.
EJ No, select alternate BMPs.
1-2
Is the 36 hour demand
less than 0.25DCV?
El Yes
.0.
use 1S
considered to be infeasible.
February 2016
Appendix I: Forms and Checklists
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation 0 Other:. ____ _
2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. \,;J~lualLlo..t:
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA2
Moderate planned water use= 1,470 gallons, Landscape area= 0.08 acre, Demand •120 gallons= 16.13 cu ft
3. '-'i:&JLI.UJLalC
DCV = _2e_o ___ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
0 Yes I ElNo c:> ~
Harvest use appears to
fe:~.sible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
.2-1.
3b. Is the 36 greater than
0.25DCV but less than the full DCV?
0 Yes I El No c::>
~
use may be fewble.
Conduct more detailed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
up sized to meet long term capture targets
while than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and u5e BMPs.
El No, select alternate BMPs.
3c. Is the 36 hour demand
less than 0.25DCV?
El Yes
~
Harvest and use is
considered to be infeasible.
February 2016
Appendix 1: Forms and Checklists
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation 0 Other: ____ _
2. there is a demand; estimate the anticipated average wet season demand over a of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a S\lOlmai}' of calculations here]
DMA3
Moderate planned water use= 1,470 gallons, Landscape area= 0.09 acre, Demand= 128 gallons= 17.12 cu ft
DCV = _25_5 ___ (cubic feet)
3a.Is greater 3b.
than or equal to the DCV?
0 Yes I EINo ~
.JJ
0 Yes
JJ
Is the 36 hour demand
less than 0.25DCV?
8 Yes
.0.
Harvest use appears to use may use lS
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
Conduct more detailed evaluation and considered to be infeasible.
sizing calculations to determine
feasibility. HatVest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and use BMPs.
El No, select alternate BMPs.
1-2 February 2016
I
I
Appendix 1: Forms and Checklists
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation 0 Other:. ____ _
2. If there is a estunate average wet season demand over a period of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA4
Moderate planned water use • 1,470 gallons, Landscape area= 0.08 acre, Demand= 121 gallons= 16.17 cu ft
3. Calculate
DCV = _28_1 ___ (cubic feet)
3a. Is the 36 greater
than or equal to the DCV?
0 Yes I E)No c:::>
JJ
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
1.
3b. Is the greater than
0.25DCV but less than the full DCV?
0 Yes I E1 No r::::>
~
Harvest
Conduct =ore deta.iled evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
up sized to meet long term capture targets
while than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and use BMPs.
EJ No, select alternate BMPs.
1-2
Is the 36 hour demand
less than 0.25DCV?
El Yes a
Harvest use 1s
considered to be infea&ble.
February 2016
Appendix 1: Forms and Checklists
1. Is there a demand for huvested water (check all that apply) at the project site that is reliably present during
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation
0 Other: ____ _
2. If there is a demand; estimate the average wet season demand over a period of 36 hours. Guidance
for planning level demand calculations for toiletlw:inal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA5
Moderate planned water use = 1,470 gallons, Landscape area = 0.09 acre, Demand = 130 gallons = 17.40 cu ft
3. the DCV using worksheet B.2-1.
DCV = 250 (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
0 Yes I 0No c:::>
~
Harvest and use appears to
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
3b. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
0 Yes I El No c:::>
~
Harvest
Conduct more debl.i.led evAluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while · than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size huvest and use BMPs.
El No, select alternate BMPs.
3c. Is the 36 hour demand
less than 0.25DCV?
8 Yes
.0.
use 1S
considered to be infeaeible.
February 2016
Appendix 1: Forms and Checklists
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation 0 Other:. ____ _
2. If there is a average wet season over a penod of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA6
Moderate planned water use = 1 ,470 gallons, Landscape area = 0.11 acre, Demand z 164 gallons = 21.99 cu ft
3. Calculate the
DCV = _3o_3 ___ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
0 Yes I 8No .::::> ~
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
3b. Is the 36 hour demand greater
0.25DCV but less than the full DCV?
0 Yes I E1 No .:::>
~
Harvest use may
Conduct more detailed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or ( optio.nally) the storage may need to be
upsized to meet long term capture targets
while than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and use BMPs.
El No, select alternate BMPs.
1-2
3c. Is the hour demand
less than 0.25DCV?
Ia Yes a
use 15
considered to be infeasible.
February 2016
I
I
I
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation 0 Other: ____ _
Appendix 1: Forms and Checklists
2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA7
Moderate planned water use= 1,470 gallons, Landscape area= 0.11 acre, Demand= 154 gallons= 20.69 cu ft
3. Calculate
DCV = _2s_s ___ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
0 Yes I 8No t::>
~
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
3b. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
0 Yes I E1 No .::::>
~
Harvest and use may be feasible.
Conduct more detlilled evaluation and
sizing calculations to dete.r:mine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture taLgets
while than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and use BM.Ps.
El No, select alternate BMPs.
1-2
3c. Is the 36 hour demand
less than 0.25DCV?
Ia Yes
.(),
H~1rvl"!~t and use is
considered to be infeasible.
February 2016
I
I
\
Appendix I: Forms and Checklists
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation
0 Other: ____ _
2. If there is a demand; estimate anticipated average wet season over a period of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA8
Moderate planned water use • 1,470 gallons, Landscape area= 0.12 acre, Demand = 179 gallons • 23.94 cu ft
3. '-'"'''-UJ"'~c usmg
DCV = _33_7 ___ (cubic feet)
3a. Is greater
than or equal to the DCV?
0 Yes I E]No c:::>
~
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
c1etnanLc1 greater than
0.25DCV but less than the full DCV?
0 Yes I E1 No t:::>
~
H~'rv""~t and use may
Conduct more dctailc;d evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while · than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and use BMPs.
El No, select alternate BMPs.
1-2
3c. Is the 36 hour demand
less than 0.25DCV?
El Yes
~
and use is
considered to be infeasible.
February 2016
Appendix 1: Forms and Checklists
harvested water (check all that apply) at the project site that is reliably present
the wet season?
0 Toilet and urinal flushlng
Ill Landscape irrigation 0 Other: ____ _
2. If there is a average wet season over a hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA9
Moderate planned water use = 1.470 gallons, Landscape area = 0.22 acre, Demand : 327 gallons = 43.83 cu ft
3. Calculate the DCV using B.2-1.
DCV = 435 (cubic feet)
3a. Is the 36 hour demand greateJ:
than or equal to the DCV?
0 Yes I 8No t::>
~
use appears to
feasible. Conduct more detlilled
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
3b. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
0 Yes I 121 No c::>
~
use may
Conduct more detailed evaluation and
sizing calculations to detennine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
up sized to meet long term capture targets
while than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and use BMPs.
El No, select alternate BMPs.
1-2
3c. Is the 36 hour
less than 0.25DCV?
El Yes
.(),
use is
considered to be infeasible.
February 2016
I
I
\
Appendix 1: Forms and Checklists
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation 0 Other: ____ _
2. If there lS a estlmate average wet season demand over a period of 36
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA10
Moderate planned water use'"' 1,470 gallons, Landscape area= 0.09 acre. Demand= 132 gallons= 17.64 cu ft
3. Calculate usmg
DCV = ..,..2e_o ___ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
0 Yes I 8No c::>
~
Harvest use appears to
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
det.ruuJtd greater than
0.2SDCV but less than the full DCV?
D Yes I El No t:::>
~
use may
Conduct more det!Wed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while than 36 hours.
Is harvest and use feasible based on further evaluation?
D Yes, refer to Appendbc E to select and size harvest and use B:MPs.
El No, select alternate BMPs.
I-2
Is the 36 hour demand
less than 0.2SDCV?
El Yes
:0.
..,,.,rv,.," and use is
considered to be infeasible.
February 2016
I
I
I
\
Appendix I: Forms and Checklists
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation
0 Other:. ____ _
2. If there is a demand; estimate the anticipated average wet season over a penod of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA 11
~oderate planned water use= 1,470 gallons, Landscape area= 0.14 acre, Demand= 202 gallons .. 27.01 cu8
3. Calculate the DCV using worksheet B.2-1.
DCV = 430 (cubic feet)
3a. Is the 36 hour demand greater
thaJl or equal to the DCV?
0 Yes I 8No c::>
~
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sJ.zing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
3b. Is the 36 greater
0.25DCV but less than the full DCV?
0 Yes I E1 No c>
~
Harvest
Conduct more detailed c:valuation and
sJ.zing calculations to determine
feasibility. Harvest as1d use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while thaJl 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and use BMPs.
El No, select alternate BMPs.
1-2
36 hour demand
less than 0.25DCV?
El Yes
~
use is
considered to be infeasible.
February 2016
Appendix I: Forms and Checklists
the wet season?
0 Toilet and urinal flushing
Ill Landscape irrigation 0 Other:. ____ _
2. If there is a demand; estimate anticipated average wet season demand over a period of 36 hours. '-7~.LY"•"'-'"'
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
DMA12
Moderate planned water use= 1,470 gallons, Landscape area= 0.23 acre, Demand= 337 gallons= 45.18 cu ft
3. Calculate the DCV using worksheet B.2-1.
DCV = _54_a ___ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
0 Yes I 8No t::::>
{1.
Harvest and use appears to be
feasible. Conduct more detalled
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
3b. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
0 Yes I El No c:::>
~
and use may be ~'"'~>J..U~o;:;.
Conduct more detailed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while than 36 hours.
Is harvest and use feasible based on further evaluation?
0 Yes, refer to Appendix E to select and size harvest and use BMPs.
El No, select alternate BMPs.
1-2
3c. Is the 36 hour demand
less than 0.25DCV?
El Yes
~
and use is
considered to be infeasible.
February 2016
Storm Water Quality Management Plan (SWQMP)
Seascape
ATTACHMENT1d
CATEGORIZATION OF INFILTRATION FEASIBILITYCONDITION
40
Appendix I: Forms and Che~klisus
Part 1 -Full lnfikration FcaailzilU)r Sqecpjp&' Ccit.aia
Would Wihration of the fuD cleap volume be fcaaible from a phyaical petapec:tive without aoy uacleakable
consequences that cannot be reaaooably mitigated?
Criteria Screening Question
II the eatimated teliable illfiltration rate below proposed
facility locatiou ~tet than 0.5 inches pet hoUt? The ruponse
to this Screening Question shall be based on a comprehensive
evaluation of the factots presented in Appendix C.2 and Appendix
D.
Provide basis:
"' -------~ ------r-·•,.·-·•-
Onsite Infiltration rate testing was performed.
See Geotechnical report included
Yet No
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide nanative
discussion of study/data source applicability .
2
..
Can infiltration greater thaQ 0.5 inches pet hour be allowed
without incteasing riak of geotecluJical hazatds (slope stability,
groundwater mounding, utilities, ot other facton) that cannot
be mitigated to an acceptable level? The response to this
Screening Question shall be based on a comprehensive evaluation of
the factors presented in Appendix C.2.
Provide basis:
There are no natural slopes or existing utilities In the vicinity
that will have any Impact.
Summarize findings of studies; provide refe.l:ence to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
February 2016
Appendix 1: Forms and Checklists
Criteri
a
3
-
Screening Question
Can iafil1:ratioJl great~ thaD 0.5 inches per hour be allowed
without increasiDg mk of grotUldwater contamination (•hallow
water table, storm wate.r poOutants o.r other facto111) that cannot
be mitigated to an acceptable level? The te$ponse to this
Screening Question shall be based on a comprehensive evaluation of
the factors pre$ented in Appendix C.3.
Yes
Provide basis:
._,.. ,.. ------
There was no evidence of ground water during soil testing.
Tests were done to a depth of 13'. The site is on high ground.
No
Summarize findings of studie$; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study I data source applicability.
4
Can infilttation peatet 1baA 0.5 inches per hour be allowed
without causing potential water balance issues such as change
of seasonality of ephemeral streams o.r increased discharge of
contaminated groundwater to surface waters? The response to
this Screening Queation 11hall be based on a comprehensive
evaluation of the factors presented in Appendi.x C.3.
Provide basis:
The site is small parcel and has insignificant or no impact on
any streams or has any impact on ground water.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study I data source applicability.
Pa.rtl
Result
*
If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible.
The feasibility screening category is Full Jo61wation
If any answer from row 1-4 is "No", infiltration may be possible to some extent but
would not generally be feasible or desirable to achieve a "full infiltration" design.
Proceed to Part 2
*To be completed ustng gathered stte mfonnatton and best profesSional Judgment conS!dettng the definition of MEP 10
the MS4 Pennit. Additional testing and/ or studies may be required by the City to substantiate findings.
February 2016
Appendix I: Forms and Checklists
Would infiltration of water in aoy appreciable amouot be phyaiclilly feasible whhout aoy negative
coosequences that cannot be 1easonably mitigated?
Criteria
5
Screening Question
Do soil aoci geologic cooclitioos allow for infiltration io aoy
appreciable rate or vo}U11).e? The response to this Screening
Question shall be based on a comprehensive evaluation of the
factors presented iP Appendix C.2 and Appendix D.
Provide basis:
Yes No
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates.
6
Cao lnfiltratioo io aoy appreciable quantity be allowed
without increasing risk of geotechnical huards (slope
stability, groundwater mouodiog, utilities, or other factors)
that cannot be Dlitigated to ao acceptable level? The response
to this Screening Question shall be based on a comprehensive
evaluation of the factors presented in .Appendix C.2.
Provide basis:
Summarize findings of studies; provide reference to studjes, calculations, maps, data sources, etc. Provide narrative
discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates.
1-5 February 2016
Appendix I: Fonns and Checklists
Criteria
7
Screening Question
Can Infiltration in any appreciable quantity be allowed
without posing significant risk for groundwater related
concerns (shallow water table, storm water pollutants or other
factors)? The response to this Screening Question shall be based
on a comprehensive evaluation of the factots presented in
Appendix C.3.
Provide basis:
Yes No
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates.
8
Can infiltration be allowed without violating downstream
water rights? The .response to this Screening Question shall be
based on a comprehensive evaluation of the factors presented in
Appendix C.3.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study I data source applicability and why it was not feasible to mitigate low infiltration rates.
Part2
Result*
If all answers from row 5-8 are yes then partial infiltration design is potentially feasible.
The feasibility screening category is Partial Infiltration.
If any answer from row 5-8 is no, then infiltration of any volume is considered to be
infeasible within the drainage area. The feasibility screening category is No Infiltration.
*To be completed usmg gathered s1te mfo.nnatton and best professtonal Judgment consJ.denng the definition of MEP 1n
the MS4 Permit. Additional testip.g and/or studies may be requifed by the City to substantiate findings.
1-6 February 2016
POLLUTANT CONTROL BMPS
Storm Water Quality Management Plan (SWQMP)
Seascape
ATTACHMENT 1e
41
Storm Water Quality Management Plan (SWQMP)
Seascape
ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
Indicate which Items are Included behind this cover sheet:
Attachment Contents Checklist
Sequence
Attachment 2a Hydromodification Management ~Included
Exhibit (Required)
Attachment 2b Management of Critical Coarse ~ Exhibit showing project drainage
Sediment Yield Areas (WMAA Exhibit boundaries marked on WMAA
is required, additional analyses are Critical Coarse Sediment Yield
optional) Area Map
See attached CCSY A
Attachment 2c Geomorphic Assessment of Receiving ~ Not performed
Channels (Optional) D Included
Attachment 2d Flow Control Facility Design and ~ Included
Structural BMP Drawdown
Calculations (Required)
The Hydromodification Management Exhibit includes the following:
IZI Underlying hydrologic soil group
IZI Approximate depth to groundwater
~ Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
IZI Critical coarse sediment yield areas to be protected (if present)
IZI Existing topography
IZI Existing and proposed site drainage network and connections to drainage offsite
IZI Proposed grading
~ Proposed impervious features
IZI Proposed design features and surface treatments used to minimize imperviousness
IZI Point(s) of Compliance (POC) for Hydromodification Management
IZI Existing and proposed drainage boundary and drainage area to each POC (when
necessary, create separate exhibits for pre-development and post-project conditions)
~ Structural BMPs for hydromodification management (identify location, type of BMP, and
size/detail)
42
SEASCAPE CT 05-18 SWMP NO. 12-09
HYDROMODIFICATION AREAS
DMAid DESCRIP AREASQ FT C** AC 85TH DCV***
TION INCHES CU.FT.
DCV REQUIRED FOR ONSITE
dma13 Surf Crest 6,100 0.90 5,490 0.62 284
dma14 Surf Crest 6,200 0.90 5,580 0.62 288
dma15 Peregrine 7,680 0.90 6,912 0.62 357
dma16 Peregrine 8,980 0.90 8,082 0.62 418
dma17 SDG&E 32,130 0.30 9,639 0.62 498
TOTAL REQUIRED 1,845
DCV PROVIDED WITH OFFSITE AREA 5,566
***Design Capture Volume-cu. ft.
NOTES:
UNDERLYING HYDROLOGIC SOIL GROUP = C
APPROXIMATE DEPTH TO GROUNDWATER· >15 FT
EXISTING NATURAL HYDROLOGIC FEATURES : NONE
CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED: NONE
EXISTING TOPOGRAPHY : SHOWN
EXISTING/PROPOSED SITE DRAINAGE 8c CONNECTIONS TO DRAINAGE OFFSITE :SHOWN
PROPOSED GRADING : SHOWN I
PROPOSED IMPERVIOUS FEATURES : SHOWN
AREA A1·9,068 SF
PROPOSED DESIGN FEATURES AND SURFACE TREATMENTS USED TO MINIMIZE IMPERVIOUSNESS
POINTS OF COMPLIANCE <POC> FOR HYDROMODIFICATION MANAGEMENT
EXISTING AND PROPOSED DRAINAGE BOUNDARY AND DRAINAGE AREA TO EACH POC
STRUCTURAL BMP's FOR HYDROMODIFICATION MANAGEMENT : SHOWN ON BMP EXHIBIT
' I
'I I ' ' :II
:I
. ' " I
" " ,' " " I
" I
I
:I
:I :I
:I
:I
n :I :I
I
1 dma6
I
I
0 :I
~· I I
,,_.,....,\ dma5
3: II I II I
I II I
I II I
I
I I / I / I --I II I
I II I
I II ' I ' \ I II I
I II I I II I I II
\
I
I
dma4
dma7
dma3
II
II dma8
~ II
0 ~i 0::
dma2
-' II <;:
0:: I II
:.:: I II ~ I I II -' I
Ill I II I
dma9
I II I
I II I
I II I I II I
I
I
I
I I I 0 I
I
I .<:· ---
I
I II I
~Ill
: Ill : II i II I
: II I
I Ill I
I II 14 I I I I ' '
--------\\ \ ·( ~-= I; \\ a ,0~-------~ I; :11/ ( "' ' \ \
:rt 1 \ ' m r 1 I I
:Ill I I w II I I
:111 I I I II •II I II I I I
40 20 0 40
It (( n u I I
I \
80
AREA A2-3, 720
-· I I EX. HOUSE I -A3r4.557 SF
~.,_ --.,_ _____ r--
1-w
0:: 0:: 1-en
1-en w ~! ::::> en
"<!-,....
0
E
"'0
BMP NOTES
1. THESE 1M'S ARE MANDATORY TO BE INSTALLED PER MANIIFACTURE:RS
RECOMIIENOATIONS OR THESE PLANS.
dma11
-----
dma12
2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR FROIA THE
CITY ENGINEER.
3. NO SU8STITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR
APPROVAL OF THE CITY ENGINEER.
4. NO OCCUPANCY WU BE GRANTED UNTIL THE CITY INSPECTOR STAFF HAS INSPECTED THE
PROJECT FOR APPROPRIATE liMP CONSTRUCTION AND INSTALLATION.
5. MAM'ENANCE WILL BE TRANSFERRED FROM SEASCAPE DEVELOPMENTS LLC TO THE
HOMEOWNERS ASSOCIATION ONCE HOA IS FORMED.
120 --
CIVCOM & ASSOCIATES
6540 Lusk Blvd. Suit-e C\35
San Diego, Callfornla 92121
<858) 658-9400 Fax: (858) 658-9420
- -
GRAPHIC SCALE 1"• 40'
I
" "
ONSITE AREA
DMA 15, 16
BMP TABLE
51,733 SF
16,660 SF
BM' BM' TYPE SYIIIOL
HYOROMODIFICATION 8< TREATMENT CONTROL
BF-3 4 475-7
lt.F-1 12 475-7 H*IUIU. y NftJIU. y
lt.F-1 475-7 RNJALLY Nfti!JU.Y
INF·1 12 475-7 NONUALLY N'NIHJ.Y
INF-1 ... 75·7 ~HJ.Y N'NJHJ.Y
SD-13 5 475-7 Alf<UALLY loHNU.OU.Y
SO-tO 475-7L ALL SHEETS .IHIIJ.OU.Y ANNU.ou.Y
SWMr NO. 12-o9
3 60o40 148 PVT PARTY RESPONS18LE FOR MAINTENANCE
ROGER BHATIA
4 8024 148 PVT 6540 LUSK Ill. VD. SUITE C135
SAN DEGO, CA 92121
5 800~ 148 PVT PHONE• 858-658-9400•
PLAN PREPARED BY' 6 7465 166 PVT CIVCOM l ASSOCIATES
7 7054 PVT 6540 LUSK BLVD. SUITE C135
SAN DIEGO, CA 92121
8 8171 209 PVT PHONE• 858-658-9400
CERTIFICATION • RCE 51348
9 13106 C>73 PVT
10 6581 166 PVT
11 9710 227 PVT
14444 327 PVT
6100 HOA
327
HOA
HOA
HOA
FILTERRA HOA
• FOR MORE N'ORWATilN REFER TO SEASCAPE DEVELOPMENTS LLC
STORY WATER QUHJTY tUHAGEMENT PLJH 12-o9
" "
~IN F I L T ~R AT 10 i
" TYP. SEC. -INFIL TRAT"'~' f"l:"l I /TCI:"~If"U
" "
HYDROMODIFICATION
MANAGEMENT PLAN
SHEET CITY OF CARLSBAD I SHEETS I
ENGINEERING DEPARTMENT
GRADING PLAN FOR:
SEASCAPE
APPROVED: JASON S. GELDERT
~---4-----+----------------------------------r-~-----r---i~C~IT#,Y~E~N~G=IN~E~ER==~==~P~E~6~3~9~12~E=XP~.~9=-3=0~-~16~~D~AT~E~
1-::;-;-:;:;~----;=-:;:;;;-;;-f----------------------------------t=;:;-i--;:;-AT;;TT.ii-i'i'Aii OWN BY•.,2AN~-PROJECT NO. DRAWING NO.
DATE INITIAL REVISION DESCRIPTION SHT. DATE INITIAL CHKD BY•--CT 05-18
ENGINEER OF WORK NO. CITY APPROV AI.. RVWD BY•
= 0 w
Site Level Exhibit
Critical Coarse Sediment Yield Areas
-Regional WMAA Streams
Watershed Boundaries
Q Municipal Boundaries
-Rivers & Streams
Potential Critical Coarse Sediment Yield Areas
Potential Critical Coarse Sediment Yield Areas
Regional San Diego County Watersheds Geosyntec I>
Exhibit Date: Sept. 8, 2014 cmtst~tants
I -"'1'-? • ~ , .. ~ '"::::-_,....
I I '·
I
I
I
Stormwater Bioretentlon iltration System
Copyright o 2011 by Filterra Bioretention Systems, a division of Americast, Inc.
WesTERN ZoNE
(CA, NV, AZ, HI)
Engineering
Design Assistance Kit
(DAKit) v01 a
by KRISTAR
(800) 579-8819
{800) 579·8819
(707) 524-8186
(909) 790-5239
info@lkristar.com
www.kristar.com
KriStar Engineering
KriStar Sales
KriStar Fax
Regulatory Support
E-mail
Web
Product Information
www.filterra.com 08/2011
6
filterra
Filterra® Overview
Stormwater Bioretention Filtration System
Remove Pollutants and Comply with NPPES
Save valuable space with small footprint for
urban sites
Improve BMP aesthetics with attractive trees
or shrubs
Reduce lifetime cost with safer and less
expensive maintenance
Filterra® is well-suited for the ultra-urban environment with high removal efficiencies for many pollutants
such as petroleum, heavy metals, phosphorus, nitrogen, TSS and bacteria. Filterra® is similar in
concept to bioretention in its function and applications, with the major distinction that Filterra® has been
optimized for high volume/flow treatment and high pollutant removal. It takes up little space (often
only a 4'x4' unit for each mandatory catch basin) and may be used on highly developed sites such as
landscaped areas, green space, parking lots and streetscapes. Filterra® is exceedingly adaptable and
is the urban solution for Low Impact Development.
Stormwater flows through a specially designed filter media mixture contained in a landscaped concrete
container. The filter media captures and immobilizes pollutants; those pollutants are then decomposed,
volatilized and incorporated into the biomass of the Filterra® system's micro/macro fauna and flora.
Stormwater runoff flows through the media and into an underdrain system at the bottom of the
container, where the treated water is discharged. Higher flows bypass the Filterra® via a downstream
inlet structure, curb cut or other appropriate relief.
Expected Ayerage Pollutant Remoyal Rates
(Ranges Varyjng with partjcle Size. Pollutant Loadjng and Sile Condjtjons)
TSS Removal 85%
Phosphorous Removal 60%-70%
Nitrogen Removal 43%
Total Copper Removal >58%
Dissolved Copper Removal 46%
Total Zinc Removal >66%
Dissolved Zinc Removal 58%
on &Grease >93%
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filterra
Table 1: Eilterra® Qyick Sizjng Table
(West~[n Zone-0 2 in/hr Uniform lntensi~ Ao~roach) '
Recommended Commercial Outlet Pipe Fl!terra• Box Sizes (feet) Contributing Drainage Area
(acres) where C • 0.86
4x4 up to 0.22 4" SCH-40 PVC
4x6 or6x4 0.23to 0.33 4" SCH-40 PVC
4x6.5 or 6.5x4 0.23to 0.35 4" SCH-40 PVC
4x8 or8x4 0.34 to 0.44 4" SCH-40 PVC
4x16 or 16x4 up to 0.87 6" SCH-40 PVC
standard 6x6 0.45to0.49 4" SCH-40 PVC
6x8 or8x6 0.50 to 0.65 4" SCH-40 PVC
6x10 or 10x6 0.66 to0.82 4" SCH-40 PVC
6x12 or 12x6 0.83 to 0.98 6" SCH-40 PVC
8x12 or 12x8 0.99 to 1.31 6" SCH-40 PVC
8x16 or 16x8 up to 1.75 6" SCH-40 PVC
8x18 or 18x8 up to 1.96 6" SCH-40 PVC
8x20 or20x8 up to 2.18 6" SCH-40 PVC
Recommended Rasldentjal
Filterra• Box Sizes (feet) Contributing Drainage Area Outlet Pipe
(acres) where C • 0.50
4X4 up to 0.37 4" SCH-40 PVC
4x6 or6x4 0.38to 0.60 4" SCH-40 PVC
4x6.5 or 6.5x4 0.38 to 0.60 4" SCH-40 PVC
4x8 or8x4 0.61 to 0.74 4" SCH-40 PVC
4x16 or 16x4 up to 1.48 6" SCI-I-40 PVC
Standard 6x6 0.75 to 0.83 4" SCH-40 PVC
6x8 or8x6 0.84 to 1.11 4" SCH-40 PVC
6x10 or 10x6 1.12 to 1.39 6" SCH-40 PVC
6x12 or 12x6 1.40 to 1.67 6" SCH-40 PVC
8x12 or 12x8 1.68 to 2.22 6" SCH-40 PVC
8x16 or 16x8 up to 2.97 6" SCH-40 PVC
8x18 or 18x8 up to 3.34 6" SCH-40 PVC
8x20 or20x8 up to 3.71 6" SCH-40 PVC
Notes:
1. Additional Filterra Box sizes are available by contacting KriStar.
2. All boxes are standard 3.5 feet depth (I NV to TC).
3. A standard PVC pipe coupling ia cut into the wall for easy connection to diJCgarge drain.
4. Dimenlionc ahown are internal. Plcaae add 1' to the internal dimenoion• to obtain tile ext&rnal dimension1 (using 6" walls).
5. In line with TR55 data, for Commerical Developments a minimum (runoff coefficient) C factor of 0.65 is recommended. For Residential
Developments. use of C factors lea. than 0.5 require individual site review by KriStar.
6. Please ask for Sizing Tables for other tllrget treatment goals, e.g. 0.3 in/hr.
7. This sizing table is valid for CA. NV, 1\Z.. For the state of HI, pleate contact 11 Filterra" representative.
FILTERRA UNIT.-
FACE OF CURB.-
Ill r --------_.1 ... --------.,
I I I I I I I I
I I I ~L I ~~ -, r-
1 ·9E)· 1"-~~--~ --~-
1 --------~-1 / I
I " / I
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LOCAL DEPRESSION -)
TRANSffiON, lYPICAL \
I
• LOCAL. DEPRESSION.
--.50' [6.00"] CURB FACE
I I
PLAN VIEW
·• ·--AU. EXTERNAL PIPING c!c ANGLES BY OlHERS.
(~ INI.ET TO STORMWATER/BYPASS STRUCTURE
t.II,JST BE AT LOWER ELEVATION THAN
FI!.TfRRA UNIT OuTLEr.
BYPASS STRUCTURE ----."..
OUTl.El'. \
CURS INLEI'-
STORMWATER/BYPASS
STRUCTURf. BY OTHERS.
8YPASS,}.
. Fl.OW.
48.00" OPENING PROVIDED AT --
GUTTER Fl.OW UNE. ELEVATION VIEW \__ OPENING FOR CURS INLET
STORt.IWATER/BYPASS STRUCTUR£. BY OTHERS.
FILTERRA UNIT. --
T&G JOINT. SHIM FOR ·-.... ADJUSTt.IENT TO SLOPE. \
TITLE
4.17'
[50.00"1
I L:r""!'"'!J";=::::::z:=;tt.:=:=:;r.-::~'T-... L .... a.oo
\ ~~==~~~~==~=, -· =·-
•
CROSS SECTION
Filterra®
·ypical Flowline and Outlet Pipe
Relationship
\
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: ... ~ ... :
-· · CURS INLET ( BYPASS STRUCTURE.
BY OTHERS.
STORNWATER/BYPASS ~ J
STRUCTURE OUTLE'f.
' ·-INL£1' TO STORMWATER/BYPASS STRUCTURE
MUST BE AT LOWER EI.£VATION THAN
FILTERRA UNIT OUTLE.T •
KriStar Enterprises, Inc. . • ,
360 Sutton Place, Santa Rosa. CA 95407 f1 n~rra
Ph: 600.579.8819, Fax: 707.524.6188, www.krbtar.com us PAT 8.277,274
AND 8,5fi.J21
0006 JPR 6/17/11 JPR 1/5/11
I
\
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PAVED OR --
LANDSCAPED SURFACE.
STAINLESS STEEL NOSING --
(WITH FILTERRA LOGO).
FACE OF CURB. ~-
6.00" STANDARD
CURB HEIGHT.
LOCAL AREA DEPRESSION _ _.......__
OR FLUME PER LOCAL
AGENCY STANDARD.
STANDARD 48.00" OPENING. --
FOAM INSERT /DEBRIS GUARD
(NOT SHOWN IN THIS VIEW),
TO BE REMOVED AT ACTIVATION.
---NO DUMPING
PLACARD.
PAVEMENT SURFACE.
~·-SASE MATERIAL/BACKFILL
AS REQUIRED.
~--STAINLESS STEEL NOSING.
I /-FOAM INSERT DEBRIS GUARD
6.00" STANDARD CURB HEIGHT .. --~-\ I TO BE REMOVED AT ACTIVATION.
GUTIER FLOW LINE.·-.. ~\ · __ _ . ~ . _
8.50" FROM TOP OF CURB. "'-". • • .-" •
PAVEMENT.-
BASE MATERIAL/ ... _
BACKFILL AS
REQUIRED.
LOCAL AREA DEPRESSION ·-
OR FLUME PER LOCAL
AGENCY STANDARD.
8.00 TOP SLAB
----t
· TOP SECTION FRONT WALL.
--BASE SECTION FRONT WALL.
--· -·--··-FILTERRA FILTER MEDIA.
CROSS SECTION
Filterra®
Precast Curb Inlet Opening
and Gutter I Flume Detail
-KR.~ KriStar Enterprises, Inc. ~ 360 Sutton Place. SanUl R0$81, CA 95407 ~ Ph: 800.579.8819, Fax: 70'7.524.8186, www.kriatar.com
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filterra
810f9ti1MIJOM S temG
Filterra® Standard Plan Notes byKRISTAR
Construction & Installation
A. Each unit shall be constructed at the locations and elevations according to the sizes shown on
the approved drawings. Any modifications to the elevation or location shall be at the direction of
and approved by the Engineer.
B. If the Filterra~ is stored before installation, the top slab must be placed on the box using the 2x4
wood provided, to prevent any contamination from the site. All internal fittings supplied (if any),
must be left in place as per the delivery.
C. The unit shall be placed on a compacted sub-grade with a minimum 6-inch gravel base
matching the final grade of the curb line in the area of the unit. The unit is to be placed
such that the unit and top slab match the grade of the curb in the area of the unit. Compact
undisturbed sub-grade materials to 95% of maximum density at + 1-2% of optimum moisture.
Unsuitable material below sub-grade shall be replaced to the site engineer's approval.
D. Outlet connections shall be aligned and sealed to meet the approved drawings with
modifications necessary to meet site conditions and local regulations.
E. Once the unit is set, the internal wooden forms and protective mesh cover must be left intact.
Remove only the temporary wooden shipping blocks between the box and top slab. The top
lid should be sealed onto the box section before backfilling, using a non-shrink grout, butyl
rubber or similar waterproof seal. The boards on top of the lid and boards sealed in the unit's
throat must NOT be removed. The Supplier (KriStar or its authorized dealer) will remove these
sections at the time of activation. Backfilling should be performed in a careful manner, bringing
the appropriate fill material up in 6" lifts on all sides. Precast sections shall be set in a manner
that will result in a watertight joint. In all instances, installation of Filterrant unit shall conform
to ASTM specification C891 "Standard Practice for Installation of Underground Precast Utility
Structures", unless directed otherwise in contract documents.
F. The contractor is responsible for inlet protection/sediment control and cleaning around each
Filterra unit.
G. Curb and gutter construction (where present) shall ensure that the flow-line of the Filterra~ units
is at a greater elevation than the flow-line of the bypass structure or relief (drop inlet, curb cut or
similar). Failure to comply with this guideline may cause failure and/or damage to the Filterra31
environmental device.
H. Each Filterra® unit must receive adequate irrigation to ensure survival of the living system during
periods of drier weather. This may be achieved through a piped system, gutter flow or through
the tree grate.
25
26
fi lterra
!liOtBiatllitlll S~gtOITill
byKRISTAR
Actjyatjon
A. Activation of the FilterraQt unit is performed ONLY by the Supplier. Purchaser is responsible for
Filterra"' inlet protection and subsequent clean out cost. This process cannot commence until
the project site is fully stabilized and cleaned (full landscaping, grass cover, final paving and
street sweeping completed), negating the chance of construction materials contaminating the
Filterra" system. Care shall be taken during construction not to damage the protective throat
and top plates.
B. Activation includes installation of plant(s) and mulch layers as necessary.
lnclyded Maintenance
A. Each correctly installed Filterra" unit is to be maintained by the Supplier, or a Supplier approved
contractor for a minimum period of 1 year. The cost of this service is to be included in the price
of each Filterra" unit. Extended maintenance contracts are available at extra cost upon request.
B. Annual maintenance visits are generally scheduled for the fall to help the system by removing
excessive leaf litter.
c. Each Included Maintenance visit consists of the following tasks.
1. Filterra~ unit inspection
2. Foreign debris, silt, mulch & trash removal
3. Filter media evaluation and recharge as necessary
4. Plant health evaluation and pruning or replacement as necessary
5. Replacement of mulch
6. Disposal of all maintenance refuse items
7. Maintenance records updated and stored (reports available upon request)
D. The beginning and ending date of Supplier's obligation to maintain the installed system shall be
determined by the Supplier at the time the system is activated. Owners must promptly notify the
Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention
technology.
...J z 1-u.. ~
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~----------~ w ---~-----:__ 6.00"
1
. ..L_-~------i--1--------r+.---------+-n 6.00" 1 Ill _t_______ -----
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TREE GRATE & FRAME. ·
FRAME CAST MONOLITHIC
INTO TOP SECTION.
A
_l ____ _ t I ___ L_ __
6.00" ....-----------
4. 17' [50.00"]
-'------------
-~-----------4~------------=-NO DUMPING PLACARD.
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-STANDARD 48.00"
CURB INLET OPENING.
-~-_:\ . ---~;:.:;(,
. ' ' ' ' ' ' ' ' ' .
I • -CLEAN OUT ACCESS COVER.
'
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3X -2.00" IRRIGATION PORTS
IN TOP SECTION.
-CLEAN OUT ACCESS COVER.
-STANDARD 48.00"
CURB INLET OPENING
-------·----t--·~ . ' -.' "u--T&G JOINT.
: 32.00"
BASE SECTION
•·~-~~~~~~~~~~~ ----L ... ·. · .. · · .. · ·. :. ·.·.. . 6.00 ~-:.....;· ·:...:.-..__...;....:.~;.;:..;...::...,......;._..;_.;........l~~,..;..r~--_ .. , ----
! L.
SCH-40 PVC COUPUNG PROVIDED. L-----~---7--~--~------~~-~-. CAST MONOUTHIC.
OPTIONAL ON ALL FOUR SIDES. SECTION A·A BEDDING ..... BY OTHERS
TABULATION
L
(Feet)
4'X6' 4.00'
Precast Filterra® Unit
arrow Length Configuration
w Tree Grete
_(Feet) Quantity I Size
6.00' 1ea./;,
F'ILTERRA FILTER MEOlA PROVIDED.
UNOERORAJN STONE PROVIDED.
Outlet Pipe
PVCSCH-40
filterra
B1oreteHIIOh 8yotftm&
byKRISTAR
Filterra® Piping Technical Details
Filterra"' is supplied with an internal underdrain system that exits a wall in a perpendicular direction.
Most efficient drainage is accomplished when the drain exits on the lower side of the Filterra*, i.e.
nearest the overflow bypass. This is more important when using the larger sized Filterra<t Systems.
Drawing DP1:
Section View through Filterra Precast
Box Wall at Outfall Pipe Connection
All units are supplied with the drainage
pipe coupling precast into the wall, at a
depth of 3.50 feet (I NV to TC). Drawing
DP1 is a detail of the coupling. The
coupling used is SCH-40 PVC.
Typically, a minimum slope of 0.5% is adequate to accommodate the flow of treated water from the
Filterra®, but each site may present unique conditions based on routing of the outfall pipe (elbows). The
pipe must not be a restricting point for the successful operation of Filterra~. All connecting pipes must
accommodate freefall flow. Table 3 lists WA DOE approved treatment sizing flow rates of the various
size Filterrai@l units. A safety factor of at least two should be used to size piping from the Filterra based
on these conservative approved treatment flow rates.
Table 3: Filterra Flow Rat~s & Pipe Details
Important Note: Actual flow rate may be more than double rates below.
Filterra® Size Expected Flow Rate Connecting
(feet) {cubic feet/second) Drainage Pipe
4x4 0.037 4" SCH-40 PVC
4 x 6 or 6 x 4 0.061 4" SCH-40 PVC
4x6.5 or 6.5x4 0.061 4" SCH-40 PVC
4 x 8 or 8 x 4 0.075 4" SCH-40 PVC
4x16 or 16x4 0.150 6" SCH-40 PVC
6x6 0.084 4" SCH-40 PVC
6x8or8x6 0.112 4" SCH-40 PVC
6 x 10 or 10 x 6 0.140 6" SCH-40 PVC
6x12or12x6 0.168 6" SCH-40 PVC
8x12 or 12x8 0.224 6" SCH-40 PVC
8x16 or 16x8 0.229 6" SCH-40 PVC
8x18 or 18x8 0.337 6" SCH-40 PVC
8x20 or 20x8 0.374 6" SCH-40 PVC
33
38
Common Filterra® Placements by KRISTAR
Typical Filterra placement at a
fast food chain.
Ideal for stormwater treatment where
space is tight.
Filterra used with a flumed bypass in a
commercial parking lot.
www.fllterra.c:om
Even the largest Filterra unit blends
in with landscaping.
High flows bypass Filterra into a
grass swale.
Providing aesthetics and treatment in a
residential area.
Filterra~ Curb Inlet with Internal Bypass
The Filterra Curb Inlet with Internal Bypass system incorporates
biofiltration and an internal high flow bypass chamber into one single
structure. This new system eliminates the need and cost of installing
a separate bypass structure and enables placement on grade or at
low points. The system is designed for decentralized treatment of
stormwater runoff and meets low Impact Development guidelines in
most jurisdictions.
Filterra uses biofiltration to capture and Immobilize pollutants of
concern, such as: trash/debris, sediment, TSS, oil/grease, nutrients
and metals.
Initial runoff flows are conveyed internally from the Filterra weir
tray and into the Filterra media chamber. Runoff Is then filtered and
treated through engineered soil media and passes into the underdrain
system, which then discharges into the internal bypass chamber.
Higher peak flows bypass the biofiltration media chamber over the
Filterra weir tray and outlet through the internal bypass chamber.
Features and Benefits
Best Value for High Density Areas.
• Compact size
• Needs no external bypass
• Accepts flow from both directions
• Simple maintenance
Versatile.
Filterra Curb Inlet with Bypass models can be used for:
• New construction
• Retrofits
• Commercial or residential applications.
Filterra Curb Inlet with Bypass can be placed:
• At sidewalk locations
• In parking lots
• At roadway improvement projects
• In parking lot low-spot islands
alntenance. Maintenance is simple and safe, and the first year is
provided FREE with the purchase of every unit. The procedure is so
easy you can perform it yourself.
N FILTERRA ODEL
CONTACT US FOR DETAILS
byKRISTAR
Filterra~ Curb Inlet with Internal Bypass System
.... ' •. · . ~. •, :~ . •. . • ' ~ I '
Expected Pollutant R moval
(Ranges Varying with Particle Size, Pollutant Loading and Site Conditions)
TSSRemoval 85%
Phosphorus Removal 60%-70%
Zinc Removal >66%
Copper Removal >58%
Nitrogen Removal 43%
TPH* Removal >93%
iotal Petroleum Hydrotarbons
Information on the pollutant removal efficiency of the filter soil/plant
media is based on third party lab and field studies.
Fllterra media has been TAPE and TARP tested and approved.
1. Cast Iron Tree Grate for Maintenance Access
2. Protective Mulch Layer
3. Biofiltration Chamber
4. Filterra Engineered Soil Media
5. Perforated Underdrain Pipe
6. Native Tree or Shrubs (numerous plant choice available)
7. Curb Inlet Opening (various widths available)
8. Internal Weir Tray and Inlet to Biotilter Chamber
9. Outlet
10. Internal Bypass Chamber
41
Bioretentlon
Plant/Soil/Microbe Complex
Removes Pollutants, TSS,
Phosphorus, Nitrogen, Bacteria,
Heavy Metals, Hydrocarbons, etc.
Filterra Flow Une
at Higher Elevation
than B~s Flow Line
filter ra
Sio rate11tlon Systo ms
New or Existing
Catch Basin,
Curb Cut or
Other Means of
Overflow Relief
byKRISTAR
BMP
ID# BMP TYPE
1 -4 FILTERRA
L 1 -
L12 INFILTRATION CELL
7 INFILTRATION TRENCH
Storm Water Quality Management Plan (SWQMP)
Seascape
ATTACHMENT 3
Structural BMP Maintenance Information
CASQA INSPECTION MAINTENANCE
NO. FREQUENCY FREQUENCY
INF-1 ANNUALLY ANNUALLY
INF-1 ANNUALLY ANNUALLY
43
Appendix E: BMP Deeip Fact Sheete
E.B INF-1 Infiltration Basin
MS4 Petmit Category
Retention
Manual Category
Infiltration
Applicable Petfotmance
Standatd
Pollutant Control
Flow Control
Pdmaty Benefits
Volume Reduction
Peak Flow Attenuation
Photo Credit: http:I/Www.ltormwttlfPII'tMrB.comlflcllitie&lbllfn.html
Ducrlptlon
An infiltration basin typically consists of an earthen basin with a flat bottom constructed in naturally
pervious soils. An infiltmtion basin retains stonn water and allows it to evapo.mte and/ or percolate
into the underlying soils. The bottom of an infiltration basin is typically vegetated with native grasses
or turf grass; however other type• of vegetation can be used if they can survive periodic inWldation
and long inter-event dry per:iodt. Treatment is achieved prima.tily through infiltration, filtration,
sedimentation, biochemical processes and plant uptake. Infiltration bui.ne can be constructed as linear
trenches or as underground infiltration galleriet.
Typical infiltration basin components include:
• Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips)
• Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or .riprap)
• Forebay to provide pretreatment surface ponding for captured flows
• V egeta.tion selected based on basin use, climate, and ponding depth
• Uncompacted native soils at the bottom of the facility
• Overflow structure
E-35 Februaty 2016
RIPfW' FOR EN!R~Y
DIIIIPA110N
MAINTENANCI ACCIII
~ NOTTOICALE
SECTION A-A'
NOT TO tclALI
Appendix E: BMP Deaian Fact Sheets
Typical plan and section view of an Infiltration BMP
Design Adeptlltlons for Pro}lct GOff~
Full infiltration BMP fot ttonn water pollutant control. Infiltration basins can be used as a
pollutant control BMP, designed to infiltrate .runoff from direct rainfall as well as runoff from adjacent
areas that are tributary to the BMP. Infiltration basins must be designed with an infiltration storage
volume (a function of the surface ponding volume) equal to the full DCV and able to meet dta.wdown
time limitations.
Integrated 1torm water flow conuol and pollutant conuol confipation. Infiltration basins can
E-36 FebnJUY 2016
Appendix B: BMP Design Fact Sheets
also be designed for flow n.te and duration control by providing additional infiltration storage through
increasing the surface ponding volume.
Infiltration basins must meet the following design critetia.. Deviations from the below criteria may be
approved at the discretion of the City Engineer if it is determined to be appropriate:
Siting tUJd DHip
Placement observe. geotechnical
recommendations regarding potential
hazards (e.g., &lope stability, landslides,
liquefaction zones) and setbacks (e.g.,
slopes, foundations, utilities).
Selection and design of basin is based
on infiltration feasibility criteria and
appropriate design infiltration rate (See
Appendix C and D).
Finish grade of the facility is S 2% (0%
recommended).
InteDt/RadoiJJile
Must not negatively impact existing site
geotechnical concerns.
Must open.te as a full infiltration design and
must be supported by drainage area and in-situ
infiltration rate feasibility findings.
Flatter surfaces reduce erosion and
channelization with the facility.
Settling forebay has a volume ~ 25% of A forebay to trap sediment ~ decrease facility volume bdow the forebay overflow. frequency of required maintenance.
Infiltta.tion of surface ponding is limited
to a 36-hour dn.wdown time.
Minimum freeboard provided is ~1
foot
Side slopes are= 3H:1V or shallower.
Inflow tUJd OverJlow Structurn
Prolonged surface ponding reduce volume
available to capture subsequent storms.
The applicant has an option to use a different
dra.wdown time up to 96 hours if the volume
of the fadlity is adjusted using the percent
capture method in Appendix B.4.2.
Freeboard minimizes .risk of uncontrolled
surface discharge.
Gentler side slopes are safer, less prone to
erosion, able to establish vegetation more
quicldy and easier to maintain.
E-37 February 2016
Siting tUJd Denp
Inflow and outflow structures are
accessible by requited eqcipment (e.g.,
vactor truck) for inspection and
mamtenance.
Intlow velocities are limited to 3 ft/ s or
less or use energy dissipation methods
(e.g., riprap, level spreader) for
concentrated inflows.
Overflow is safely conveyed to a
downstream storm drain system or
discharge point Size overtlow sttucture
to pass 100-year peak tlow for on-line
basins and water quality peak flow for
off-line basins.
Appendix E: BMP De. Pact Sheets
lnteJJt/&donale
Maintenance will prevent clogging and ensure
proper operation of the tlow control
structures.
.High inflow velocities can cause erosion, scour
and/ or channeling.
Plaoniog for overflow lusens the risk of
property damage due to flooding.
Conceptual Design and Sizing Approach for Storm Wlter Pollutant Control
To design infiltration basins for etonn water pollutant control only (no flow control required), the
following steps should be taken:
1. Verify that siting and cleaign criteria have been met, including placement and basin area
requirements, forebay volume, and maximum slopes for bWn sides and bottom.
2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas.
3. Use the sizing worksheet (Appendix B.4) to determine if full infiltration of the DCV is
achievable based on the infiltration sto~e volwne calculated from tbe Jurface ponclicg atca
and depth for a maximum 36-hour drawdow:n time. The drawdown time can be estimated by
dividing the average depth of the basin by the design infiltration rate. Appendix D provides
guidance on evaluating a site's infiltration rate.
Conceptual Design and Sizing Approach for Storm Weter Pollutant Tl"8fftmMt fllld Flow COntrol
Control of flow rates and/ or durations will typically require sjgnificant surface ponding volume, and
therefore the following steps should be taken p.tior to determination of storm water pollutant control
design. Pre-development and allowable post-project flow rates and durations should be determined as
discussed in Chapter 6 of the manual.
1. Verify that siting and design crite.tia have been met, including placement a.nd basin area
requirements, fore bay volume, and maximum slopes for basin 11ides and bottom.
E-38 February 2016
Storm Water Quality Management Plan (SWQMP)
Seascape
ATTACHMENT 4
City standard Single Sheet BMP (SSBMP) Exhibit
[Use the City's standard Single Sheet BMP Plan .]
44
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BMP
BMP NOTES
1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURERS
RECOMMENDATIONS OR THESE PLANS.
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2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL FROM THE
CITY ENGINEER.
I! I • NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR
AIPPROV AIL OF THE CITY ENGINEER.
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BMP TABLE
BMP ID• BMP TYPE SYMBOL CASQA NO QUANTITY DRAWING NO. SHEET NO(Sl INSPECTION
FREQUENCY
MAINTENANCE CONSTRUCTION
FREQUENCY SIGN OFF
HYDROMODIFICATION & TREATMENT CONTROL
f7'\_ 4 810-RETENTION
\.:) FIL TERRA
L 1-L 12 INFILTRATION
CELL
BMPf7' INF~TRATION 1..:J TNH
LOW IMPACT DESIGN (L.I.D.l
L1-L12 INFILTRATION
CELL .
BM...r]\ INFILTRATION
~ TRENCH
~ SOURCE CONTROL
-l'-{;;:\ INLET tfiiiir;,
0 0-6 STENCLING ~
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LANDSCAAING/ ,6J..L GRADED
PESTICIDE AREAS
DMA I BMP
DMA LOT AREA BMP
1D NO. SF AREA SF
dma1 1 6188 144
dma2 2 6003 174
dma3 3 6040 148
dma4 4 6024 148
dma5 5 6009 148
dma6 6 7465 166
dma7 7 7054 156
dma8 8 8171 209
dma9 9 . 13106 373
~ma10 10 6581 166
dma11 11 9710 227
~ma12 12 14444 327
~ma13 SURF 6100 CREST
~ma14 SURF 6200 CREST
~ma17 SOGE 32130 ESMT . 327
AREA SURF 9068 A1 CREST
AREA LANDS 3720 A2 \CAPING
AREA MIXED 34388 A3
~ma15 PERE 7680 GRINE
~ma16 PERE
GRINE 8980
BF-3 4 475-7
INF-1 12 475-7
INF-1 1 475-7
INF-1 12 475-7
INF-1 1 475-7
SD-13 5 475-7
S0-.10 1 475-7L
TABLE *
OMA TYPE OWNERSHIF
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
INFILTRATION CELL PVT
FILTERRAI
INFIL T TRENCH HOA
FILTERRAI HOA INFIL T TRENCH
INFILTRATION HOA
TRENCH
FILTERRAI HOA INFIL T TRENCH
FILTERRAI HOA INFIL T TRENCH
FILTERRAI
INFIL T TRENCH HOA
FILTERRA HOA
FILTERRA HOA
• FOR MORE INFORMATION REFER TO SEASCAPE DEVELOPMENTS LLC
STORM WATER QUALITY MANAGEMENT PLAN 12-09
RUNOFF FILTERS THRU
GRASS BUFFER FOREBAY
~ IN F I L T ~R A T I 0 N~
ANNU,6J..LY ANNU,6J..LY
ANNUALLY ANNU,6J..LY
ANNUALLY ANNUALLY
ANNUALLY ANNUALLY
ANNUALLY ANNUALLY
ANNUALLY ANNUALLY
ALL SHEETS ANNUALLY ANNUALLY
SWMP NO. 12-09
PARTY RESPONSIBLE FOR MAINTENANCE
ROGER BHATIA
6540 LUSK BLVD. SUITE C135
SAN DIEGO, CA 92121
PHONE:858-658-9400:
PLAN PREPARED BY:
CIVCOM 8c ASSOCIATES
6540 LUSK BLVD. SUITE C135
SAN DIEGO, CA 92121
PHONE:858-658-9400
CERTIFICATION : RCE 51348
RUNOFF FILTERS THRU
GRASS BUFFER FOREBAY
TYP. SEC.-INFILTRATION CELL/TRENCH
VERIFY BY:
INSPECTOR DATE
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\ I 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTOR STAIFF HAS INSPECTED THE f---l-----l--------------------+--+----J---1
PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION. SHEET CITY OF CARLSBAD I SHE1ETS I
1 ENGINEERING DEPARTMENT
30 0 30 60 90 ----
GRAPHIC SCALE 1"· 30'
40 20
~PADI-IIl"' C::l"'l>.l t:" 1". A.l1 1
• MAINTENANCE WILL BE TRANSFERRED FROM SEASCAPE DEVELOPMENTS LLC TO THE
HOMEOWNERS ASSOCIATION ONCE HOA IS FORMED.
ENGINEER OF WORK
R. BH~ 051348 DATE
fi5GISTRATION EXPIRATION DATE: 6-30-18
DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION !
SHT. DATE INITIAL
NO. CITY APPROVAL
SINGLE SHEET BMP I DMA SITE PLAN
SEASCAPE
CARLSBAD TRACT NO CT 05-18
APPROVED:
CITY ENGINEER
OWN BY:.-AN"""---
CHKD BY: __ ..:..
RVWD BY:
JASON S.GELDERT
PE 63912 EXP. 9-30-16 DATE
PROJECT NO. DRAWING NO.
CT 05-18 4 75-7SW .
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