HomeMy WebLinkAboutCT 2019-0006; 2690 ROOSEVELT STREET; STORMWATER QUALITY MANAGEMENT PLAN (SWQMP); 2022-12-01
TABLE OF CONTENTS
Certification Page
Project Vicinity Map
FORM E-34 Storm Water Standard Questionnaire
Site Information
FORM E-36 Standard Project Requirement Checklist
Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment 1a: DMA Exhibit
Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations
Attachment 1c: Harvest and Use Feasibility Screening (when applicable)
Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable)
Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations
Attachment 1f: Trash Capture BMP Requirements
Attachment 2: Backup for PDP Hydromodification Control Measures
Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas
Attachment 2c: Geomorphic Assessment of Receiving Channels
Attachment 2d: Flow Control Facility Design
Attachment 3: Structural BMP Maintenance Thresholds and Actions
Attachment 4: Single Sheet BMP (SSBMP) Exhibit
Attachment 5: Stormwater Investigation
PROJECT VICINITY MAP
City’s Storm Water Standard Questionnaire (Form E-34)
Page intentionally blank
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,‘STANDARD PROJECT’ with TRASH CAPTURE
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:APN:
ADDRESS:
The project is (check one):New Development Redevelopment
The total proposed disturbed area is: ft
2 () acres
The total proposed newly created and/or replaced impervious area is: ft
2 () 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 SWQMP #:
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.
7KLV%R[IRU&LW\8VH2QO\
City Concurrence:
YES NO Date:Project ID:
By:
E-34 Page 1 of 4 REV 02/22
Development Services
Land Development Engineering
1635 Faraday Avenue
442-339-2750
www.carlsbadca.gov
STORM WATER STANDARDS
QUESTIONNAIRE
E-34
INSTRUCTIONS:
The Roosevelt
2690 Roosevelt Street, Carlsbad, CA 92008
203-102-15
M
19,119 0.44
12,378 0.28
E-34 Page 2 of 4 REV 02/22
STEP 1
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
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 6, mark the 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.
STEP 2
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:
YES NO
1.Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the followingcriteria:
a)Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas; OR
b)Designed and constructed to be hydraulically disconnected from paved streets or roads; OR
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
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?
If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, 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 project is not exempt from PDP, go to Step 3.
M
M
M
M
E-34 Page 3 of 4 REV 02/22
* Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special
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.
STEP 3
TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS
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? 7KLVLQFOXGHVFRPPHUFLDOLQGXVWULDOUHVLGHQWLDOPL[HGXVHDQGSXEOLFGHYHORSPHQWSURMHFWVRQSXEOLFRUSULYDWHODQG
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 more of
impervious surface? 7KLVLQFOXGHVFRPPHUFLDOLQGXVWULDOUHVLGHQWLDOPL[HGXVHDQG SXEOLF
GHYHORSPHQWSURMHFWVRQSXEOLFRUSULYDWHODQG
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
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
development project includes development on any natural slope that is twenty-five percent or greater.
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 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 street, road, highway, freeway or driveway surface collectively over the entire project
site? $VWUHHWURDGKLJKZD\IUHHZD\RUGULYHZD\LVDQ\SDYHGLPSHUYLRXVVXUIDFHXVHGIRUWKH
WUDQVSRUWDWLRQRIDXWRPRELOHVWUXFNVPRWRUF\FOHVDQGRWKHUYHKLFOHV
7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of
impervious surface collectively over the entire site, and discharges directly to an Environmentally
Sensitive Area (ESA)? ³'LVFKDUJLQJ'LUHFWO\WR´LQFOXGHVIORZWKDWLVFRQYH\HGRYHUODQGDGLVWDQFHRI
IHHWRUOHVVIURPWKHSURMHFWWRWKH(6$RUFRQYH\HGLQDSLSHRURSHQFKDQQHODQ\GLVWDQFHDVDQ
LVRODWHGIORZIURPWKHSURMHFWWRWKH(6$ LHQRWFRPPLQJOHGZLWKIORZVIURPDGMDFHQWODQGV *
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?$QDXWRPRWLYHUHSDLU
VKRSLVDIDFLOLW\WKDWLVFDWHJRUL]HGLQDQ\RQHRIWKHIROORZLQJ6WDQGDUG,QGXVWULDO&ODVVLILFDWLRQ 6,&
FRGHV RU
9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious area that supports a retail gasoline outlet (RGO)? 7KLVFDWHJRU\LQFOXGHV
5*2¶VWKDWPHHWWKHIROORZLQJFULWHULD D VTXDUHIHHWRUPRUHRU E DSURMHFW$YHUDJH'DLO\
7UDIILF $'7 RIRUPRUHYHKLFOHVSHUGD\
10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land
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
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 6,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,complete the
trash capture questions..
M
M
M
M
M
M
M
M
M
M
M
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) = 3,821 sq. ft. D [tj
Total proposed newly created or replaced impervious area (8 ) = 12,378 sq . ft.
Percent impervious area created or replaced (B/A)*100 = 324 %
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 6, check the first box stating , "My project is a PDP ... " and complete applicant
information.
If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 6, check the first
box statinq, "My project 1s a PDP ... " and complete applicant information.
STEP 5
TO BE COMPLETED FOR STANDARD PROJECTS
Complete the question below regarding your Standard Project (SDRWQCB Order No. 2017-0077):
YES NO
Is the Standard Project within any of the following Priority Land Use (PLU) categories?
R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General D D Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor
Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or
Public Transportation Station
If you answered "yes", the 'STANDARD PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6,
check the third box stating, "My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS
... " and complete applicant information.
If you answered "no", your project is a 'STANDARD PROJECT'. Go to step 6, check the second box stating, "My project is
a 'STANDARD PROJECT' .. " and complete aoolicant information.
STEPS
CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION
0 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) per E-35 template 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.
0 My project is a 'STANDARD PRO.IE CT' subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH
CAPTURE REQUIREMENTS of tne BMP Manual. I understand I must prepare a TRASH CAPTURE Storm Water
Quality Management Plan (SWQMP) per E-35A template for submittal at time of application.
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: David Caron, PE Applicant Title: Professional Engineer
Applicant Signature:~ -0612212022 Date:
E-34 Page 4 of 4 REV 02122
SITE INFORMATION CHECKLIST
Project Summary Information
Project Name The Roosevelt
Project ID CT 2019-0006 / GR2022-0013
Project Address 2690 Roosevelt Street
Carlsbad, CA 92008
Assessor's Parcel Number(s) (APN(s))203-102-15
Project Watershed (Hydrologic Unit) Carlsbad – Buena Vista Creek (904.21)
Parcel Area
_0.44___ Acres (_19,119_____ Square Feet)
Existing Impervious Area
(subset of Parcel Area)
_0.09___ Acres (_3,821_____ Square Feet)
Area to be disturbed by the project
(Project Area)
_0.44 __ Acres (_19,119_____ Square Feet)
Project Proposed Impervious Area
(subset of Project Area)
_0.29__ Acres (_12,700_____ Square Feet)
Project Proposed Pervious Area
(subset of Project Area)
_0.15__ Acres (_6,419_____ Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
Project.
This may be less than the Parcel Area.
Description of Existing Site Condition and Drainage Patterns
Current Status of the Site (select all that apply):
☒ Existing development
☐ Previously graded but not built out
Agricultural or other non-impervious use
Vacant, undeveloped/natural
Description / Additional Information:
Existing site consists of a single-family residence with attached garage, shed in back yard.
Existing Land Cover Includes (select all that apply):
☒ Vegetative Cover
☐ Non-Vegetated Pervious Areas
☒ Impervious Areas
Description / Additional Information:
Existing site consists of building footprint, concrete driveway and walkways, grass cover and
trees.
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
NRCS Type A
☒ NRCS Type B
NRCS Type C
☒ NRCS Type D
USDA Web Soil Survey depict the site as having Type “B” soil. However, per geotechnical
investigation, the property is underlain by man-made fill, which has the site more closely be
classified as Type “D” soil. In addition, with the placement of the buildings and road
encompassing majority of the site, the level of soil compaction require would have a significant
impact on soil permeability and infiltration.
Approximate Depth to Groundwater (GW):
GW Depth < 5 feet
☒ 5 feet < GW Depth < 10 feet
☐ 10 feet < GW Depth < 20 feet
☐ GW Depth > 20 feet
Existing Natural Hydrologic Features (select all that apply):
Watercourses
Seeps
Springs
Wetlands
☒ None
Description / Additional Information:
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 site is a 0.44-acre property at 2690 Roosevelt Street. The site is flat sloping
westerly to Roosevelt Street. There is a single-family residence with a driveway and detached
garage with a shed in the backyard. The site is covered with grasses and several trees. There
are no existing storm water conveyance systems. Stormwater sheet flow on surface toward
Roosevelt Street.
There is offsite runon from the adjacent southern property, consisting mainly of roof runoff and
side yard. It appears that storm water in the back may flow north toward the adjacent property to
the north and west toward Roosevelt Street. There is an existing curb inlet in front of the
property which collects flows from the existing curb and gutter.
Description of Proposed Site Development and Drainage Patterns
Project Description / Proposed Land Use and/or Activities:
Demo existing single-family residence, hardscape and landscape to build 3 multi-unit
condominium buildings. A total of 9 condominiums will reside within the 3 buildings, each with
induvial garage and BMP treatment system. Pervious pavement will be used for the driveway
and some walkways.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
There will be three buildings with decks and roof overhangs. The proposed impervious areas
include building layout and some walkways. All onsite impervious surfaces will be directed to the
onsite treatment basins.
List/describe proposed pervious features of the project (e.g., landscape areas):
There are many planters and landscape areas surrounding the four buildings, as well as narrow
backyards east of the buildings. Permeable pavement will be used for the driveway and most of
the walkways. There are five biofiltration basins to treat roof runoff.
Does the project include grading and changes to site topography?
☒ Yes
No
Description / Additional Information:
Current site is already developed. The project will change the existing grades to create flatter
pad for the new buildings, patios and walkways. The site will minimize grading to the maximum
extent possible to maintain similar topography and drainage as the existing condition. The
existing grades will be cut to provide a flatter surface for the three buildings and driveway.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
☒ Yes
No
Description / Additional Information:
Each building will have their own biofiltration basin(s) to treat runoff from the proposed roofs.
The drainage from the basins and surface runoff will be piped to a pump vault and pumped to a
relocated curb inlet in Roosevelt Street. Runoff from the front yard will flow over the surface
consistent with existing drainage patterns.
Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
☒ On-site storm drain inlets
Interior floor drains and elevator shaft sump pumps
☒ Interior parking garages
☒ Need for future indoor & structural pest control
☒ Landscape/Outdoor Pesticide Use
☐ Pools, spas, ponds, decorative fountains, and other water features
☐ Food service
☐ Refuse areas
Industrial processes
Outdoor storage of equipment or materials
☐ Vehicle and Equipment Cleaning
☐ Vehicle/Equipment Repair and Maintenance
☐ Fuel Dispensing Areas
Loading Docks
☒ Fire Sprinkler Test Water
☐ Miscellaneous Drain or Wash Water
☒ Plazas, sidewalks, and parking lots
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):
Drainage from the site flows northerly along Roosevelt Street to curb inlet, then is piped to Buena
Vista Lagoon. The lagoon flows into the Pacific Ocean.
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
Buena Vista Lagoon Sediment, Nutrients, Bacteria
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):
Pollutant
Not Applicable to
the Project Site
Anticipated from the
Project Site
Also a Receiving
Water Pollutant of
Concern
Sediment X X
Nutrients X X
Heavy Metals X
Organic Compounds X
Trash & Debris X
Oxygen Demanding
Substances X
Oil & Grease X
Bacteria & Viruses X X
Pesticides X
Trash Capture BMP Requirements
The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the
BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event
or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater
to 5mm.
Description / discussion of Trash Capture BMPs:
All site roof drainage directly discharges into their own respective biofiltration. All other
landscape and pervious areas are designed to flow toward basin inlets then piped toward two
biofiltration basins. Discharge from the biofiltration basins will connect to a proposed curb inlet
structure on Roosevelt Street. An ADS Flexstorm Pure Full Trash Capture Insert will be installed
inside each BMP outlet structures.
Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
☐ Yes, hydromodification management flow control structural BMPs required.
☒ 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.
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.
☐ 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 / Additional Information (to be provided if a 'No' answer has been selected above):
The lot is within an area defined by the City of Carlsbad as being hydromodification exempt.
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?
Yes
☐ No, no critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Appendix H of the manual been
performed?
H.6.1 Site-Specific GLU Analysis
H.7 Downstream Systems Sensitivity to Coarse Sediment
H.7.3 Coarse Sediment Source Area Verification
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?
No critical coarse sediment yield areas to be protected based on verification of GLUs onsite
Critical coarse sediment yield areas exist but additional analysis has determined that
protection is not required. Documentation attached in Attachment 8 of the SWQMP.
Critical coarse sediment yield areas exist and require protection. The project will implement
management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas
are identified on the SWQMP Exhibit.
Discussion / Additional Information:
N/A, hydromodification management not required.
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.
N/A
Has a geomorphic assessment been performed for the receiving channel(s)?
☐ No, the low flow threshold is 0.1Q2 (default low flow threshold)
Yes, the result is the low flow threshold is 0.1Q2
Yes, the result is the low flow threshold is 0.3Q2
Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:
N/A
Discussion / Additional Information: (optional)
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.
N/A
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.
N/A
City’s Standard Project Requirement Checklist Form E-36
Page intentionally blank
E-36 Page 1 of 4 Revised 02/22
Development Services
Land Development Engineering
1635 Faraday Avenue
442-339-2750
www.carlsbadca.gov
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
Project Information
Project Name:
Project ID:
DWG No. or Building Permit No.:
Baseline BMPs for Existing and Proposed Site Features
Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be
implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally
assumed if a feature exists or is proposed.
BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it
will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be
provided in the area below. The table provides specific instructions on when explanations are required.
Table 1 - Site Design Requirement
A.Existing Natural Site Features (see Fact Sheet BL-1)
&KHFNWKHER[HVEHORZIRUHDFKH[LVWLQJIHDWXUHRQ
WKHVLWH
1.6HOHFWWKH%03VWREHLPSOHPHQWHGIRUHDFKLGHQWLILHGIHDWXUH([SODLQ
ZK\DQ\%03QRWVHOHFWHGLVLQIHDVLEOHLQWKHDUHDEHORZ
SD-G
Conserve natural
features
SD-H
Provide buffers around waterbodies
Natural waterbodies
Natural storage reservoirs & drainage corridors --
Natural areas, soils, & vegetation (incl. trees)--
B.BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2)
&KHFNWKHER[HVEHORZIRUHDFK
SURSRVHGIHDWXUH
6HOHFWWKH%03VWREHLPSOHPHQWHGIRUHDFKSURSRVHGIHDWXUH,IQHLWKHU%03SD-BQRU
SD-ILVVHOHFWHGIRUDIHDWXUHH[SODLQZK\ERWK%03VDUHLQIHDVLEOHLQWKHDUHDEHORZ
SD-B
Direct runoff to pervious
areas
SD-I
Construct surfaces from
permeable materials
Minimize size of
impervious areas
Streets and roads &KHFNWKLVER[WRFRQILUP
WKDWDOOLPSHUYLRXVDUHDVRQ
WKHVLWHZLOOEHPLQLPL]HG
ZKHUHIHDVLEOH
,IWKLVER[LVQRWFKHFNHG
LGHQWLI\WKHVXUIDFHVWKDW
FDQQRWEHPLQLPL]HGLQDUHD
EHORZDQGH[SODLQZK\LWLV
Sidewalks & walkways
Parking areas & lots
Driveways
Patios, decks, & courtyards
Hardcourt recreation areas
The Roosevelt
M
M
M
M
M
M
M
M
Entire site to be disturbed
CT 2019-0006 / GR 2022-0013
537-2A
E-36 Page 2 of 4 Revised 02/22
Other: _______________LQIHDVLEOHWRGRVR
C. BMPs for Rooftop Areas:&KHFNWKLVER[LIURRIWRSDUHDVDUHSURSRVHGDQGVHOHFWDWOHDVWRQH%03
EHORZ
,IQR%03VDUHVHOHFWHGH[SODLQZK\WKH\DUHLQIHDVLEOHLQWKHDUHDEHORZ
(see Fact
Sheet BL-3)
SD-B
Direct runoff to pervious areas
SD-C
Install green roofs
SD-E
Install rain barrels
D. BMPs for Landscaped Areas: &KHFNWKLVER[LIODQGVFDSLQJLVSURSRVHGDQGVHOHFWWKH%03EHORZ
SD-K Sustainable Landscaping
,I6'.LVQRWVHOHFWHGH[SODLQZK\LWLVLQIHDVLEOHLQWKHDUHDEHORZ
(see Fact
Sheet BL-4)
3URYLGHGLVFXVVLRQMXVWLILFDWLRQIRUVLWHGHVLJQ%03VWKDWZLOOnotEHLPSOHPHQWHG HLWKHUSDUWLDOO\RUIXOO\
Baseline BMPs for Pollutant-generating Sources
All development projects must complete Table 2 - Source Control Requirement to identify applicable requirements for
documenting pollutant-generating sources/ features and source control BMPs.
BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it
will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be
provided in the area below. The table provides specific instructions on when explanations are required.
Table 2 - Source Control Requirement
A. Management of Storm Water Discharges
1. Identify all proposed outdoor
work areas below
&KHFNKHUHLIQRQHDUHSURSRVHG
2. Which BMPs will be used to prevent
materials from contacting rainfall or
runoff?
(See Fact Sheet BL-5)
6HOHFWDOOIHDVLEOH%03VIRUHDFKZRUNDUHD
3. Where will runoff from the
work area be routed?
(See Fact Sheet BL-6)
6HOHFWRQHRUPRUHRSWLRQIRUHDFK
ZRUNDUHD
SC-A
Overhead
covering
SC-B
Separation
flows from
adjacent
areas
SC-C
Wind
protection
SC-D
Sanitary
sewer
SC-E
Containment
system
Other
Trash & Refuse Storage
Materials & Equipment Storage
M
M
M
M
M
E-36 Page 3 of 4 Revised 02/22
Loading & Unloading
Fueling
Maintenance & Repair
Vehicle & Equipment Cleaning
Other: _________________
B. Management of Storm Water Discharges (see Fact Sheet BL-7)
6HOHFWRQHRSWLRQIRUHDFKIHDWXUHEHORZ
x Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to
discourage dumping (SC-F)
x Interior work surfaces, floor drains &
sumps …
are not proposed will not discharge directly or indirectly to the MS4
or receiving waters
x Drain lines (e.g. air conditioning, boiler,
etc.) …
are not proposed will not discharge directly or indirectly to the MS4
or receiving waters
x Fire sprinkler test water … are not proposed will not discharge directly or indirectly to the MS4
or receiving waters
3URYLGHGLVFXVVLRQMXVWLILFDWLRQIRUVRXUFHFRQWURO%03VWKDWZLOOnotEHLPSOHPHQWHG HLWKHUSDUWLDOO\RUIXOO\
M
M
M
M
SUMMARY OF PDP STRUCTURAL BMPS
PDP Structural BMPs
All PDPs 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. PDPs 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.
Infiltration BMP was considered. However, per geotechnical investigation, shallow groundwater
ranging from 7 to 11 feet below existing site grade, which makes infiltration complicated at the
site. However, per the latest geotechnical response letter, partial infiltration is permitted in
pervious pavement areas, given that only rainwater hits the pervious pavement. See completed
form C-4 and updated geotechnical letter in Attachment 1 for further geotechnical information.
Biofiltration BMP will be installed to treat runoff. Each Building will drain to their own respective
Biofiltration basin(s). The basins are sized to treat the DVC volume as well as mitigate peak flow
runoff from 100-yrs storms. The drainage from the biofiltration basins and surface drainage will
be piped to a pump vault then pumped to a relocated curb inlet in Roosevelt Street. Runoff from
front yard will flow over the surface consistent with existing drainage patterns.
The proposed drive aisle and some walkways are to be constructed out of pervious pavement.
Such areas are able to handle the DCV and act as self-mitigating areas. Additionally, no
impervious area is design to drain toward pervious pavement. A small “De Minimis” area is
noted on the exhibit indicating the impervious surface adjacent to the public sidewalk that is
unable to effectively be treated.
Site landscaping are designed to drain to inlets and pipe to respective biofiltration basin for
treatment.
The biofiltration basins area sized using City BMP Sizing Worksheet B.3.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. BMP-1
DWG: 537-2A____ Sheet No.: 2 & 4__________
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
☐ Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
☐ 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)
☐ Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
☒ Pollutant control only
Hydromodification control only
☐ Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
Drainage from adjacent roof area will drain to BMP-1 for treatment and detention. Once treated,
the stormwater is piped to a pump vault then pumped to a relocated curb inlet in Roosevelt
Street. A storm control structure will be installed in the BMP to provide detention and treatment
for lower storm events, while allowing larger storm event to bypass treat and discharge offsite.
Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH
drawdown guidelines for vector control. The project will incorporate the basin to treat the 85th
percentile storm event.
An ADS Flexstorm Pure Full Trash Capture Insert will be installed inside the BMP outlet
structure.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. BMP-2
DWG: 537-2A___ Sheet No.: 2 & 4
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
☐ Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
☐ 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)
☐ Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
☒ Pollutant control only
Hydromodification control only
☐ Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
Drainage from adjacent roof area, pervious pavement, and landscape areas will drain to BMP-2
for treatment and detention. Once treated, the stormwater is piped to a pump vault then pumped
to a relocated curb inlet in Roosevelt Street. A storm control structure will be installed in the
BMP to provide detention and treatment for lower storm events, while allowing larger storm
event to bypass treat and discharge offsite.
Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH
drawdown guidelines for vector control. The project will incorporate the basin to treat the 85th
percentile storm event.
An ADS Flexstorm Pure Full Trash Capture Insert will be installed inside the BMP outlet
structure.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. BMP-3
DWG: 537-2A___ Sheet No.: 2 & 4
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
☐ Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
☐ 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)
☐ Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
☒ Pollutant control only
Hydromodification control only
☐ Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
Drainage from adjacent roof area will drain to BMP-3 for treatment and detention. Once treated,
the stormwater is piped to a pump vault then pumped to a relocated curb inlet in Roosevelt
Street. A storm control structure will be installed in the BMP to provide detention and treatment
for lower storm events, while allowing larger storm event to bypass treat and discharge offsite.
Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH
drawdown guidelines for vector control. The project will incorporate the basin to treat the 85th
percentile storm event.
An ADS Flexstorm Pure Full Trash Capture Insert will be installed inside the BMP outlet
structure.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. BMP-4
DWG: 537-2A___ Sheet No.: 2 & 4
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
☐ Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
☐ 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)
☐ Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
☒ Pollutant control only
Hydromodification control only
☐ Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
Drainage from adjacent roof area, pervious pavement, and landscape areas will drain to BMP-4
for treatment and detention. Once treated, the stormwater is piped to a pump vault then pumped
to a relocated curb inlet in Roosevelt Street. A storm control structure will be installed in the
BMP to provide detention and treatment for lower storm events, while allowing larger storm
event to bypass treat and discharge offsite.
Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH
drawdown guidelines for vector control. The project will incorporate the basin to treat the 85th
percentile storm event.
An ADS Flexstorm Pure Full Trash Capture Insert will be installed inside the BMP outlet
structure.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. BMP-5
DWG: 537-2A___ Sheet No.: 2 & 4
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
☐ Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
☐ 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)
☐ Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
☒ Pollutant control only
Hydromodification control only
☐ Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
Drainage from adjacent roof area will drain to BMP-5 for treatment and detention. Once treated,
the stormwater is piped to a pump vault then pumped to a relocated curb inlet in Roosevelt
Street. A storm control structure will be installed in the BMP to provide detention and treatment
for lower storm events, while allowing larger storm event to bypass treat and discharge offsite.
Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH
drawdown guidelines for vector control. The project will incorporate the basin to treat the 85th
percentile storm event.
An ADS Flexstorm Pure Full Trash Capture Insert will be installed inside the BMP outlet
structure.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. BMP-7
DWG: 537-2A___ Sheet No.: 2 & 4
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
☐ Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
☐ 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)
☐ Detention pond or vault for hydromodification management
☒ Other (describe in discussion section below)
Purpose:
☒ Pollutant control only
Hydromodification control only
☐ Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
BMP-7 is comprised of permeable pavement. No impervious area is designed to drain toward
the BMP. The permeable pavement has partial infiltration capability and is use for pollutant
control only. The permeable pavement also includes a 6” perforated underdrain to collect and
convey stormwater to a pump vault then pumped to a relocated curb inlet in Roosevelt Street.
Per BMP spreadsheet, the drawdown time of the surface has been met to comply with the DEH
drawdown guidelines for vector control. The project will incorporate the basin to treat the 85th
percentile storm event.
ATTACHMENT 1
BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment 1.
Check which Items are Included behind this cover sheet:
Attachment
Sequence
Contents Checklist
Attachment 1a DMA Exhibit (Required)
See DMA Exhibit Checklist on the
back of this Attachment cover sheet.
(24”x36” Exhibit typically required)
☒ Included
Attachment 1b Tabular Summary of DMAs Showing
DMA ID matching DMA Exhibit, DMA
Area, and DMA Type (Required)*
*Provide table in this Attachment OR
on DMA Exhibit in Attachment 1a
☒ Included on DMA Exhibit in
Attachment 1a
Included as Attachment 1b,
separate from DMA Exhibit
Attachment 1c Form K-7, Harvest and Use
Feasibility Screening Checklist
(Required unless the entire project
will use infiltration BMPs)
Refer to Appendix B of the BMP
Design Manual to complete Form K-
7.
☒ Included
☐ Not included because the entire
project will use infiltration BMPs
Attachment 1d Infiltration Feasibility Condition
(Required unless the project will use
harvest and use BMPs)
Refer to Appendices D of the BMP
Design Manual.
☒ Included
Not included because the entire
project will use harvest and use
BMPs
Attachment 1e Pollutant Control BMP Design
Worksheets / Calculations (Required)
Refer to Appendices B, E, and I of the
BMP Design Manual for structural
pollutant control BMP design
guidelines
☒ Included
Attachment 1f Trash Capture BMP Design
Calculations (Required unless the
entire project will use permanent
storm water quality basins)
Refer to Appendices J of the BMP
Design Manual for Trash capture
BMP design guidelines
☒ Included
Not included because the entire
project will use permanent storm
water quality basins (i.e.
infiltration, biofiltration BMPs)
Use this checklist to ensure the required information has been included on the DMA
Exhibit:
The DMA Exhibit must identify:
☒ Underlying hydrologic soil group
☒ Approximate depth to groundwater
☒ Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
☒ Critical coarse sediment yield areas to be protected (if present)
☒ Existing topography and impervious areas
☒ Existing and proposed site drainage network and connections to drainage offsite
☒ Proposed grading
☒ Proposed impervious features
☒ Proposed design features and surface treatments used to minimize imperviousness
☒ 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)
☒ Structural BMPs (identify location and type of BMP)
☒ Tabular DMA Summary
Attachment 1a
DMA Exhibit
Page intentionally blank
●
Attachment 1b
Tabular Summary of DMAs and
Design Capture Volumes
Page intentionally blank
DMA 1
DMA ID Type Total Area Total Area
SF Acres
DMA-1.1 Roof 2,469 0.057
DMA-1.2 Pavement 0 0.000
DMA-1.3 Landscape 78 0.002
DMA-1.4 Pervious Pavement 0 0.000
TOTAL 2,547 0.058
DMA 2
DMA ID Type Total Area Total Area
SF Acres
DMA-2.1 Roof 1,360 0.031
DMA-2.2 Pavement 99 0.002
DMA-2.3 Landscape 453 0.010
DMA-2.4 Pervious Pavement 136 0.003
TOTAL 2,048 0.047
DMA 3
DMA ID Type Total Area Total Area
SF Acres
DMA-3.1 Roof 2,627 0.060
DMA-3.2 Pavement 0 0.000
DMA-3.3 Landscape 69 0.002
DMA-3.4 Pervious Pavement 0 0.000
TOTAL 2,696 0.062
DMA 4
DMA ID Type Total Area Total Area
SF Acres
DMA-4.1 Roof 2,308 0.053
DMA-4.2 Pavement 41 0.001
DMA-4.3 Landscape 1,296 0.030
DMA-4.4 Pervious Pavement 572 0.013
TOTAL 4,217 0.097
DMA 5
DMA ID Type Total Area Total Area
SF Acres
DMA-5.1 Roof 3,131 0.072
DMA-5.2 Pavement 115 0.003
DMA-5.3 Landscape 156 0.004
DMA-5.4 Pervious Pavement 0 0.000
TOTAL 3,402 0.078
DMA 6
DMA ID Type Total Area Total Area
SF Acres
DMA-6.1 Roof 0 0.000
DMA-6.2 Pavement 228 0.005
DMA-6.3 Landscape 0 0.000
DMA-6.4 Pervious Pavement 0 0.000
TOTAL 228 0.005
DMA 7
DMA ID Type Total Area Total Area
SF Acres
DMA-7.1 Roof 0 0.000
DMA-7.2 Pavement 0 0.000
DMA-7.3 Landscape 0 0.000
DMA-7.4 Pervious Pavement 3,223 0.074
TOTAL 3,223 0.074
Attachment 1c
Harvest and Use Feasibility Screening
Page intentionally blank
Appendix K: Forms and Checklists
K-2 Sept. 2021
Harvest and Use Feasibility Checklist Form K-7
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
Toilet and urinal flushing
Landscape irrigation
Other:______________
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]
3. Calculate the DCV using worksheet B-2.1.
DCV = __________ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
Yes / No
3b. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
Yes / No
3c. Is the 36 hour demand
less than 0.25DCV?
Yes
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.
Harvest and use may be feasible.
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 draining in longer than 36 hours.
Harvest and use is
considered to be infeasible.
Is harvest and use feasible based on further evaluation?
Yes, refer to Appendix E to select and size harvest and use BMPs.
No, select alternate BMPs.
Note: 36-hour demand calculations are for feasibility analysis only. Once feasibility analysis is complete the
applicant may be allowed to use a different drawdown time provided they meet the 80% annual capture standard
(refer to B.4.2) and 96-hour vector control drawdown requirement.
3 (residents / home ) x 9 (homes) x 9.3 (flushes / resident) = 251.1 gal or 33.5 cf
2.8 (avg. evapotransipiration) x [(0.2 plant factor x 1371 SF landscape area) / 90% irrigation efficiency] x
0.015 = 12.8 cf
XX
689
X X X
X
Page intentionally blank
Attachment 1d
Form I-8, Categorization of
Infiltration Feasibility Condition
Page intentionally blank
Categorization of Infiltration Feasibility Condition Form I-8
Part 1 – Full Infiltration Feasibility Screening Criteria
Would infiltration of the full design volume be feasible from a physical perspective without any undesirable
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
1
Is the estimated reliable infiltration rate below proposed
facility locations greater than 0.5 inches per hour? The response
to this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.2 and Appendix
D.
X
Provide basis:
Geocon Incorporated performed infiltration testing as part of a geotechnical investigation for the site as summarized in
the report titled: Geotechnical Investigation, 2690 Roosevelt Street, Carlsbad, California, prepared by Geocon
Incorporated, dated April 8, 2019 (Project No. G2245-52-01) and attached letter.
Geocon Incorporated performed 2 Aardvark Permeameter tests at the site within the Old Paralic Deposits within the
low end of the site where storm water devices will likely be installed. The following presents the results of the field
infiltration tests:
P-1 at 2 feet: 0.008 inches/hour (0.004 inches/hour with FOS=2)
P-2 at 2 feet: 0.183 inches/hour (0.092 inches/hour with FOS=2)
These tests result in an average of 0.10 inches/hour (0.05 inches/hour with an applied factor of safety of 2), less than
0.5 inches per hour.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
2
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of geotechnical hazards (slope stability,
groundwater mounding, utilities, or other factors) 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.
X
Provide basis:
The potential geologic hazards at the site are summarized in the geotechnical report prepared by Geocon Incorporated
(Project No. G2245-52-01, dated April 8, 2019) and attached letter. Geologic hazards do not exist at the site that
would preclude infiltration.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Worksheet C.4-1 Page 2 of 4
Criteria Screening Question Yes No
3
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of groundwater contamination (shallow
water table, storm water pollutants or other factors) 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.3.
X
Provide basis:
The geotechnical investigation performed by Geocon Incorporated (Project No. G2245-52-01, dated April 8, 2019)
included drilling 5 borings to depths up to approximately 20 feet. Groundwater was encountered in the borings at depths
ranging from 7½ and 11½ feet below the existing grade. Geocon understands permeable pavers may be utilized in the driveway
and patio walkway areas allowing “Partial Infiltration”. Partial Infiltration” may be allowed if the following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of
a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric
(Mirafi 140 N or equivalent).
4
Can infiltration greater than 0.5 inches per hour be allowed
without causing potential water balance issues such as change
of seasonality of ephemeral streams or increased discharge of
contaminated groundwater to surface waters? The response to
this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.3.
X
Provide basis:
Geocon Incorporated does not expect infiltration will cause water balance issues such as seasonality of ephemeral
streams or increased discharge of contaminated groundwater to surface waters.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Part 1
Result*
If all answers to rows 1 – 4 are “Yes” a full infiltration design is potentially
feasible. The feasibility screening category is Full Infiltration
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
No Full
Infiltration
*To be completed using gathered site information and best professional judgment considering the definition of MEP in the
MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
Worksheet C.4-1 Page 3 of 4
Part 2 –Partial Infiltration vs. No Infiltration Feasibility ScreeningCriteria
Would infiltration of water in any appreciable amount be physically feasible without any negative
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
5
Do soil and geologic conditions allow for infiltration in any
appreciable rate or volume? The response to this Screening
Question shall be based on a comprehensive evaluation of the
factors presented in Appendix C.2 and Appendix D.
X
Provide basis:
Geocon Incorporated performed infiltration testing as part of a geotechnical investigation for the site as summarized in the report titled:
Geotechnical Investigation, 2690 Roosevelt Street, Carlsbad, California, prepared by Geocon Incorporated, dated April 8, 2019 (Project No.
G2245-52-01) and the attached letter.
Geocon Incorporated performed 2 Aardvark Permeameter tests at the site within the Old Paralic Deposits within the low end of the site where storm
water devices will likely be installed. The following presents the results of our field infiltration tests:
P-1 at 2 feet: 0.008 inches/hour (0.004 inches/hour with FOS=2)
P-2 at 2 feet: 0.183 inches/hour (0.092 inches/hour with FOS=2)
These tests result in an average of 0.10 inches/hour (0.05 inches/hour with an applied factor of safety of 2). The average infiltration rate at the site
is 0.05 inches/hour, therefore, partial infiltration should be considered feasible.
Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas . “Partial Infiltration” may be allowed if the
following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a minimum 4-
inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or equivalent).
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
6
Can Infiltration in any appreciable quantity be allowed
without increasing risk of geotechnical hazards (slope
stability, groundwater mounding, utilities, or other factors)
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.
X
Provide basis:
The potential geologic hazards at the site are summarized in the geotechnical report prepared by Geocon Incorporated
(Project No. G2245-52-01, dated April 8, 2019) and attached letter. Geologic hazards do not exist at the site that
would preclude infiltration.
Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas. Partial Infiltration may be allowed if
the following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of
a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric
(Mirafi 140 N or equivalent).
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Worksheet C.4-1 Page 4 of 4
Criteria Screening Question Yes No
7
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 factors presented in
Appendix C.3.
X
Provide basis:
The geotechnical investigation performed by Geocon Incorporated (Project No. G2245-52-01, dated April 8, 2019) included drilling 5
borings to depths up to approximately 20 feet. Groundwater/seepage was encountered in the borings at depths ranging from 7½ and 11½
feet below the existing grade. Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas allowing
“Partial Infiltration” if the following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a
minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric
(Mirafi 140 N or equivalent).
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/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.
X
Provide basis:
Geocon Incorporated does not provide a study regarding water rights. However, these rights are not typical in the San Diego County
area.
Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas. “Partial Infiltration” may be allowed
if the following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a
minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric
(Mirafi 140 N or equivalent).
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of
study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Part 2
Result*
If all answers from row 1-4 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.
Partial Infiltration
*To be completed using gathered site information and best professional judgment considering the definition of MEP in the
MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
Attachment 1e
Pollutant Control BMP Design
Worksheets/Calculations
Page intentionally blank
Ca
t
e
g
o
r
y
#
De
s
c
r
i
p
t
i
o
n
i
ii
ii
i
iv
v
vi
vi
i
vi
i
i
ix
x
Un
i
t
s
1
Dr
a
i
n
a
g
e
B
a
s
i
n
I
D
o
r
N
a
m
e
D
M
A
1
D
M
A
2
D
M
A
3
D
M
A
4
D
M
A
5
D
M
A
6
D
M
A
7
un
i
t
l
e
s
s
2
85
t
h
P
e
r
c
e
n
t
i
l
e
2
4
-
h
r
S
t
o
r
m
D
e
p
t
h
0
.
6
0
0
.
6
0
0
.
6
0
0
.
6
0
0
.
6
0
0
.
6
0
0
.
6
0
in
c
h
e
s
3
Im
p
e
r
v
i
o
u
s
S
u
r
f
a
c
e
s
N
o
t
D
i
r
e
c
t
e
d
t
o
D
i
s
p
e
r
s
i
o
n
A
r
e
a
(
C
=
0
.
9
0
)
2
,
4
6
9
1
,
4
5
9
2
,
6
2
7
2
,
3
4
9
3
,
2
4
6
2
2
8
0
sq
-
f
t
4
Se
m
i
-
P
e
r
v
i
o
u
s
S
u
r
f
a
c
e
s
N
o
t
S
e
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
(
C
=
0
.
3
0
)
sq
-
f
t
5
E
n
g
i
n
e
e
r
e
d
P
e
r
v
i
o
u
s
S
u
r
f
a
c
e
s
N
o
t
S
e
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
(
C
=
0
.
1
0
)
13
6
57
2
3,
2
2
3
sq
-
f
t
6
Na
t
u
r
a
l
T
y
p
e
A
S
o
i
l
N
o
t
S
e
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
(
C
=
0
.
1
0
)
sq
-
f
t
7
N
a
t
u
r
a
l
T
y
p
e
B
S
o
i
l
N
o
t
S
e
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
(
C
=
0
.
1
4
)
sq
-
f
t
8
N
a
t
u
r
a
l
T
y
p
e
C
S
o
i
l
N
o
t
S
e
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
(
C
=
0
.
2
3
)
sq
-
f
t
9
N
a
t
u
r
a
l
T
y
p
e
D
S
o
i
l
N
o
t
S
e
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
(
C
=
0
.
3
0
)
7
8
4
5
3
6
9
1
,
2
9
6
1
5
6
0
0
sq
-
f
t
10
Do
e
s
T
r
i
b
u
t
a
r
y
I
n
c
o
r
p
o
r
a
t
e
D
i
s
p
e
r
s
i
o
n
,
T
r
e
e
W
e
l
l
s
,
a
n
d
/
o
r
R
a
i
n
B
a
r
r
e
l
s
?
N
o
N
o
N
o
N
o
N
o
N
o
N
o
N
o
N
o
N
o
y
e
s
/
n
o
11
Im
p
e
r
v
i
o
u
s
S
u
r
f
a
c
e
s
Di
r
e
c
t
e
d
t
o
D
i
s
p
e
r
s
i
o
n
A
r
e
a
p
e
r
S
D
-
B
(
C
i
=
0
.
9
0
)
sq
-
f
t
12
Se
m
i
-
P
e
r
v
i
o
u
s
S
u
r
f
a
c
e
s
Se
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
p
e
r
S
D
-
B
(
C
i
=
0
.
3
0
)
sq
-
f
t
13
E
n
g
i
n
e
e
r
e
d
P
e
r
v
i
o
u
s
S
u
r
f
a
c
e
s
Se
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
p
e
r
S
D
-
B
(
C
i
=
0
.
1
0
)
sq
-
f
t
14
Na
t
u
r
a
l
T
y
p
e
A
S
o
i
l
Se
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
p
e
r
S
D
-
B
(
C
i
=
0
.
1
0
)
sq
-
f
t
15
Na
t
u
r
a
l
T
y
p
e
B
S
o
i
l
Se
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
p
e
r
S
D
-
B
(
C
i
=
0
.
1
4
)
sq
-
f
t
16
Na
t
u
r
a
l
T
y
p
e
C
S
o
i
l
Se
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
p
e
r
S
D
-
B
(
C
i
=
0
.
2
3
)
sq
-
f
t
17
Na
t
u
r
a
l
T
y
p
e
D
S
o
i
l
Se
r
v
i
n
g
a
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
p
e
r
S
D
-
B
(
C
i
=
0
.
3
0
)
sq
-
f
t
18
Nu
m
b
e
r
o
f
T
r
e
e
W
e
l
l
s
P
r
o
p
o
s
e
d
p
e
r
S
D
-
A
#
19
Av
e
r
a
g
e
M
a
t
u
r
e
T
r
e
e
C
a
n
o
p
y
D
i
a
m
e
t
e
r
ft
20
Nu
m
b
e
r
o
f
R
a
i
n
B
a
r
r
e
l
s
P
r
o
p
o
s
e
d
p
e
r
S
D
-
E
#
21
Av
e
r
a
g
e
R
a
i
n
B
a
r
r
e
l
S
i
z
e
ga
l
22
To
t
a
l
T
r
i
b
u
t
a
r
y
A
r
e
a
2
,
5
4
7
2
,
0
4
8
2
,
6
9
6
4
,
2
1
7
3
,
4
0
2
2
2
8
3
,
2
2
3
0
0
0
s
q
-
f
t
23
In
i
t
i
a
l
R
u
n
o
f
f
F
a
c
t
o
r
f
o
r
S
t
a
n
d
a
r
d
D
r
a
i
n
a
g
e
A
r
e
a
s
0
.
8
8
0
.
7
1
0
.
8
8
0
.
6
1
0
.
8
7
0
.
9
0
0
.
1
0
0
.
0
0
0
.
0
0
0
.
0
0
u
n
i
t
l
e
s
s
24
In
i
t
i
a
l
R
u
n
o
f
f
F
a
c
t
o
r
f
o
r
D
i
s
p
e
r
s
e
d
&
D
i
s
p
e
r
s
i
o
n
A
r
e
a
s
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
u
n
i
t
l
e
s
s
25
In
i
t
i
a
l
W
e
i
g
h
t
e
d
R
u
n
o
f
f
F
a
c
t
o
r
0
.
8
8
0
.
7
1
0
.
8
8
0
.
6
1
0
.
8
7
0
.
9
0
0
.
1
0
0
.
0
0
0
.
0
0
0
.
0
0
u
n
i
t
l
e
s
s
26
In
i
t
i
a
l
D
e
s
i
g
n
C
a
p
t
u
r
e
V
o
l
u
m
e
1
1
2
7
3
1
1
9
1
2
9
1
4
8
1
0
1
6
0
0
0
c
u
b
i
c
-
f
e
e
t
27
To
t
a
l
I
m
p
e
r
v
i
o
u
s
A
r
e
a
D
i
s
p
e
r
s
e
d
t
o
P
e
r
v
i
o
u
s
S
u
r
f
a
c
e
00
0
0
0
0
0
0
0
0
sq
-
f
t
28
To
t
a
l
P
e
r
v
i
o
u
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
00
0
0
0
0
0
0
0
0
sq
-
f
t
29
Ra
t
i
o
o
f
D
i
s
p
e
r
s
e
d
I
m
p
e
r
v
i
o
u
s
A
r
e
a
t
o
P
e
r
v
i
o
u
s
D
i
s
p
e
r
s
i
o
n
A
r
e
a
n
/
a
n
/
a
n
/
a
n
/
a
n
/
a
n
/
a
n
/
a
n
/
a
n
/
a
n
/
a
r
a
t
i
o
30
Ad
j
u
s
t
m
e
n
t
F
a
c
t
o
r
f
o
r
D
i
s
p
e
r
s
e
d
&
D
i
s
p
e
r
s
i
o
n
A
r
e
a
s
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
r
a
t
i
o
31
Ru
n
o
f
f
F
a
c
t
o
r
A
f
t
e
r
D
i
s
p
e
r
s
i
o
n
T
e
c
h
n
i
q
u
e
s
0
.
8
8
0
.
7
1
0
.
8
8
0
.
6
1
0
.
8
7
0
.
9
0
0
.
1
0
n
/
a
n
/
a
n
/
a
u
n
i
t
l
e
s
s
32
De
s
i
g
n
C
a
p
t
u
r
e
V
o
l
u
m
e
A
f
t
e
r
D
i
s
p
e
r
s
i
o
n
T
e
c
h
n
i
q
u
e
s
1
1
2
7
3
1
1
9
1
2
9
1
4
8
1
0
1
6
0
0
0
c
u
b
i
c
-
f
e
e
t
33
To
t
a
l
T
r
e
e
W
e
l
l
V
o
l
u
m
e
R
e
d
u
c
t
i
o
n
00
0
0
0
0
0
0
0
0
cu
b
i
c
-
f
e
e
t
34
To
t
a
l
R
a
i
n
B
a
r
r
e
l
V
o
l
u
m
e
R
e
d
u
c
t
i
o
n
00
0
0
0
0
0
0
0
0
cu
b
i
c
-
f
e
e
t
35
Fi
n
a
l
A
d
j
u
s
t
e
d
R
u
n
o
f
f
F
a
c
t
o
r
0
.
8
8
0
.
7
1
0
.
8
8
0
.
6
1
0
.
8
7
0
.
9
0
0
.
1
0
0
.
0
0
0
.
0
0
0
.
0
0
u
n
i
t
l
e
s
s
36
Fi
n
a
l
E
f
f
e
c
t
i
v
e
T
r
i
b
u
t
a
r
y
A
r
e
a
2
,
2
4
1
1
,
4
5
4
2
,
3
7
2
2
,
5
7
2
2
,
9
6
0
2
0
5
3
2
2
0
0
0
s
q
-
f
t
37
In
i
t
i
a
l
D
e
s
i
g
n
C
a
p
t
u
r
e
V
o
l
u
m
e
R
e
t
a
i
n
e
d
b
y
S
i
t
e
D
e
s
i
g
n
E
l
e
m
e
n
t
s
00
0
0
0
0
0
0
0
0
cu
b
i
c
-
f
e
e
t
38
Fi
n
a
l
D
e
s
i
g
n
C
a
p
t
u
r
e
V
o
l
u
m
e
T
r
i
b
u
t
a
r
y
t
o
B
M
P
1
1
2
7
3
1
1
9
1
2
9
1
4
8
1
0
1
6
0
0
0
c
u
b
i
c
-
f
e
e
t
Fa
l
s
e
Fa
l
s
e
Aut
o
m
a
t
e
d
W
o
r
k
s
h
e
e
t
B
.
1
:
C
a
l
c
u
l
a
t
i
o
n
o
f
D
e
s
i
g
n
C
a
p
t
u
r
e
V
o
l
u
m
e
(
V
2
.
0
)
Di
s
p
e
r
s
i
o
n
Are
a
,
T
r
e
e
W
e
l
l
&
R
a
i
n
B
a
r
r
e
l
In
p
u
t
s
(O
p
t
i
o
n
a
l
)
St
a
n
d
a
r
d
Dr
a
i
n
a
g
e
B
a
s
i
n
In
p
u
t
s
Re
s
u
l
t
s
Tr
e
e
&
B
a
r
r
e
l
Ad
j
u
s
t
m
e
n
t
s
In
i
t
i
a
l
R
u
n
o
f
f
Fa
c
t
o
r
Ca
l
c
u
l
a
t
i
o
n
Di
s
p
e
r
s
i
o
n
Ar
e
a
Ad
j
u
s
t
m
e
n
t
s
No
W
a
r
n
i
n
g
M
e
s
s
a
g
e
s
Ca
t
e
g
o
r
y
#
De
s
c
r
i
p
t
i
o
n
i
ii
ii
i
iv
v
vi
vi
i
vi
i
i
ix
x
Un
i
t
s
1
Dr
a
i
n
a
g
e
B
a
s
i
n
I
D
o
r
N
a
m
e
D
M
A
1
D
M
A
2
D
M
A
3
D
M
A
4
D
M
A
5
D
M
A
6
D
M
A
7
-
-
-
u
n
i
t
l
e
s
s
2
85
t
h
P
e
r
c
e
n
t
i
l
e
R
a
i
n
f
a
l
l
D
e
p
t
h
0
.
6
0
0
.
6
0
0
.
6
0
0
.
6
0
0
.
6
0
0
.
6
0
0
.
6
0
-
-
-
i
n
c
h
e
s
3
Pr
e
d
o
m
i
n
a
n
t
N
R
C
S
S
o
i
l
T
y
p
e
W
i
t
h
i
n
B
M
P
L
o
c
a
t
i
o
n
DD
D
D
D
D
D
un
i
t
l
e
s
s
4
I
s
p
r
o
p
o
s
e
d
B
M
P
l
o
c
a
t
i
o
n
R
e
s
t
r
i
c
t
e
d
o
r
U
n
r
e
s
t
r
i
c
t
e
d
f
o
r
I
n
f
i
l
t
r
a
t
i
o
n
A
c
t
i
v
i
t
i
e
s
?
R
e
s
t
r
i
c
t
e
d
R
e
s
t
r
i
c
t
e
d
R
e
s
t
r
i
c
t
e
d
R
e
s
t
r
i
c
t
e
d
R
e
s
t
r
i
c
t
e
d
R
e
s
t
r
i
c
t
e
d
U
n
r
e
s
t
r
i
c
t
e
d
un
i
t
l
e
s
s
5
Na
t
u
r
e
o
f
R
e
s
t
r
i
c
t
i
o
n
S
t
r
u
c
t
u
r
e
s
S
t
r
u
c
t
u
r
e
s
S
t
r
u
c
t
u
r
e
s
S
t
r
u
c
t
u
r
e
s
S
t
r
u
c
t
u
r
e
s
S
t
r
u
c
t
u
r
e
s
S
t
r
u
c
t
u
r
e
s
un
i
t
l
e
s
s
6
Do
M
i
n
i
m
u
m
R
e
t
e
n
t
i
o
n
R
e
q
u
i
r
e
m
e
n
t
s
A
p
p
l
y
t
o
t
h
i
s
P
r
o
j
e
c
t
?
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
y
e
s
/
n
o
7
Ar
e
H
a
b
i
t
a
b
l
e
S
t
r
u
c
t
u
r
e
s
G
r
e
a
t
e
r
t
h
a
n
9
S
t
o
r
i
e
s
P
r
o
p
o
s
e
d
?
N
o
N
o
N
o
N
o
N
o
N
o
N
o
ye
s
/
n
o
8
Ha
s
G
e
o
t
e
c
h
n
i
c
a
l
E
n
g
i
n
e
e
r
P
e
r
f
o
r
m
e
d
a
n
I
n
f
i
l
t
r
a
t
i
o
n
A
n
a
l
y
s
i
s
?
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
ye
s
/
n
o
9
De
s
i
g
n
I
n
f
i
l
t
r
a
t
i
o
n
R
a
t
e
R
e
c
o
m
m
e
n
d
e
d
b
y
G
e
o
t
e
c
h
n
i
c
a
l
E
n
g
i
n
e
e
r
0
.
0
4
0
0
.
0
4
0
0
.
0
4
0
0
.
0
4
0
0
.
0
4
0
0
.
0
4
0
0
.
0
4
0
in
/
h
r
10
De
s
i
g
n
I
n
f
i
l
t
r
a
t
i
o
n
R
a
t
e
U
s
e
d
T
o
D
e
t
e
r
m
i
n
e
R
e
t
e
n
t
i
o
n
R
e
q
u
i
r
e
m
e
n
t
s
0
.
0
0
0
0
.
0
0
0
0
.
0
0
0
0
.
0
0
0
0
.
0
0
0
0
.
0
0
0
0
.
0
4
0
-
-
-
i
n
/
h
r
11
Pe
r
c
e
n
t
o
f
A
v
e
r
a
g
e
A
n
n
u
a
l
R
u
n
o
f
f
t
h
a
t
M
u
s
t
b
e
R
e
t
a
i
n
e
d
w
i
t
h
i
n
D
M
A
4
.
5
%
4
.
5
%
4
.
5
%
4
.
5
%
4
.
5
%
4
.
5
%
4
.
5
%
-
-
-
p
e
r
c
e
n
t
a
g
e
12
Fr
a
c
t
i
o
n
o
f
D
C
V
R
e
q
u
i
r
i
n
g
R
e
t
e
n
t
i
o
n
0
.
0
2
0
.
0
2
0
.
0
2
0
.
0
2
0
.
0
2
0
.
0
2
0
.
0
2
-
-
-
r
a
t
i
o
13
Re
q
u
i
r
e
d
R
e
t
e
n
t
i
o
n
V
o
l
u
m
e
21
2
3
3
0
0
-
-
-
cu
b
i
c
-
f
e
e
t
Fa
l
s
e
Fa
l
s
e
Au
t
o
m
a
t
e
d
W
o
r
k
s
h
e
e
t
B
.
2
:
R
e
t
e
n
t
i
o
n
R
e
q
u
i
r
e
m
e
n
t
s
(
V
2
.
0
)
Ad
v
a
n
c
e
d
An
a
l
y
s
i
s
Ba
s
i
c
A
n
a
l
y
s
i
s
Re
s
u
l
t
No
W
a
r
n
i
n
g
M
e
s
s
a
g
e
s
Ca
t
e
g
o
r
y
#
D
e
s
c
r
i
p
t
i
o
n
i
ii
ii
i
iv
v
v
i
vi
i
vi
i
i
ix
x
Un
i
t
s
1
Dr
a
i
n
a
ge
B
a
s
i
n
I
D
o
r
N
a
m
e
DM
A
1
D
M
A
2
D
M
A
3
D
M
A
4
D
M
A
5
D
M
A
6
D
M
A
7
-
-
-
s
q
-
f
t
2
De
s
i
gn
I
n
f
i
l
t
r
a
t
i
o
n
R
a
t
e
R
e
c
o
m
m
e
n
d
e
d
0.
0
0
0
0
.
0
0
0
0
.
0
0
0
0
.
0
0
0
0
.
0
0
0
0
.
0
0
0
0
.
0
4
0
-
-
-
i
n
/
h
r
3
De
s
i
gn
C
a
ptu
r
e
V
o
l
u
m
e
T
r
i
b
u
t
a
r
y
t
o
B
M
P
11
2
7
3
1
1
9
1
2
9
1
4
8
1
0
1
6
-
-
-
c
u
b
i
c
-
f
e
e
t
4
Is
B
M
P
V
e
get
a
t
e
d
o
r
U
n
v
e
get
a
t
e
d
?
Ve
g
e
t
a
t
e
d
V
e
g
e
t
a
t
e
d
V
e
g
e
t
a
t
e
d
V
e
g
e
t
a
t
e
d
V
e
g
e
t
a
t
e
d
U
n
v
e
g
e
t
a
t
e
d
u
n
i
t
l
e
s
s
5
Is
B
M
P
I
m
per
m
e
a
b
l
y
L
i
n
e
d
o
r
U
n
l
i
n
e
d
?
Li
n
e
d
L
i
n
e
d
L
i
n
e
d
L
i
n
e
d
L
i
n
e
d
U
n
l
i
n
e
d
u
n
i
t
l
e
s
s
6
Do
e
s
B
M
P
H
a
v
e
a
n
U
n
d
e
r
d
r
a
i
n
?
Un
d
e
r
d
r
a
i
n
U
n
d
e
r
d
r
a
i
n
U
n
d
e
r
d
r
a
i
n
U
n
d
e
r
d
r
a
i
n
U
n
d
e
r
d
r
a
i
n
U
n
d
e
r
d
r
a
i
n
u
n
i
t
l
e
s
s
7
Do
e
s
B
M
P
U
t
i
l
i
z
e
S
t
a
n
d
a
r
d
o
r
S
pec
i
a
l
i
z
e
d
M
e
d
i
a
?
St
a
n
d
a
r
d
S
t
a
n
d
a
r
d
S
t
a
n
d
a
r
d
S
t
a
n
d
a
r
d
S
t
a
n
d
a
r
d
S
t
a
n
d
a
r
d
u
n
i
t
l
e
s
s
8
Pr
o
v
i
d
e
d
S
u
r
f
a
c
e
A
r
e
a
89
5
0
8
2
8
6
8
9
3
,
2
2
3
s
q
-
f
t
9
Pr
o
v
i
d
e
d
S
u
r
f
a
c
e
P
o
n
d
i
n
g D
e
pth
12
1
2
1
2
1
5
1
2
0
.
1
i
n
c
h
e
s
10
Pr
o
v
i
d
e
d
S
o
i
l
M
e
d
i
a
T
h
i
c
k
n
e
s
s
18
1
8
1
8
1
8
1
8
0
in
c
h
e
s
11
Pr
o
v
i
d
e
d
G
r
a
v
e
l
T
h
i
c
k
n
e
s
s
(
T
o
t
a
l
T
h
i
c
k
n
e
s
s
)
26
2
6
2
6
2
6
2
6
1
6
in
c
h
e
s
12
Un
d
e
r
d
r
a
i
n
O
f
f
s
e
t
33
3
3
3
6
i
n
c
h
e
s
13
Di
a
m
e
t
e
r
o
f
U
n
d
e
r
d
r
a
i
n
o
r
H
y
d
r
o
m
o
d
O
r
i
f
i
c
e
(
S
e
l
e
c
t
S
m
a
l
l
e
s
t
)
1.
5
0
1
.
5
0
2
.
0
0
1
.
5
0
2
.
0
0
6
.
0
0
in
c
h
e
s
14
Spec
i
a
l
i
z
e
d
S
o
i
l
M
e
d
i
a
F
i
l
t
r
a
t
i
o
n
R
a
t
e
in
/
h
r
15
Spec
i
a
l
i
z
e
d
S
o
i
l
M
e
d
i
a
P
o
r
e
S
pac
e
f
o
r
R
e
t
e
n
t
i
o
n
un
i
t
l
e
s
s
16
Spec
i
a
l
i
z
e
d
S
o
i
l
M
e
d
i
a
P
o
r
e
S
pac
e
f
o
r
B
i
o
f
i
l
t
r
a
t
i
o
n
un
i
t
l
e
s
s
17
Spec
i
a
l
i
z
e
d
G
r
a
v
e
l
M
e
d
i
a
P
o
r
e
S
pac
e
un
i
t
l
e
s
s
18
Vo
l
u
m
e
I
n
f
i
l
t
r
a
t
e
d
O
v
e
r
6
H
o
u
r
S
t
o
r
m
00
0
0
0
0
1
6
0
0
0
c
u
b
i
c
-
f
e
e
t
19
Po
n
d
i
n
g P
o
r
e
S
pac
e
A
v
a
i
l
a
b
l
e
f
o
r
R
e
t
e
n
t
i
o
n
0.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
1
.
0
0
0
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
u
n
i
t
l
e
s
s
20
So
i
l
M
e
d
i
a
P
o
r
e
S
pac
e
A
v
a
i
l
a
b
l
e
f
o
r
R
e
t
e
n
t
i
o
n
0.
0
5
0
.
0
5
0
.
0
5
0
.
0
5
0
.
0
5
0
.
0
5
0
.
0
5
0
.
0
5
0
.
0
5
0
.
0
5
u
n
i
t
l
e
s
s
21
Gr
a
v
e
l
P
o
r
e
S
pac
e
A
v
a
i
l
a
b
l
e
f
o
r
R
e
t
e
n
t
i
o
n
(
A
b
o
v
e
U
n
d
e
r
d
r
a
i
n
)
0.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
4
0
0
.
0
0
0
.
4
0
0
.
4
0
0
.
4
0
u
n
i
t
l
e
s
s
22
Gr
a
v
e
l
P
o
r
e
S
pac
e
A
v
a
i
l
a
b
l
e
f
o
r
R
e
t
e
n
t
i
o
n
(
B
e
l
o
w
U
n
d
e
r
d
r
a
i
n
)
0.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
u
n
i
t
l
e
s
s
23
Ef
f
e
c
t
i
v
e
R
e
t
e
n
t
i
o
n
D
e
pth
2.
1
0
2
.
1
0
2
.
1
0
2
.
1
0
2
.
1
0
0
.
0
0
2
.
4
0
0
.
0
0
0
.
0
0
0
.
0
0
i
n
c
h
e
s
24
Fr
a
c
t
i
o
n
o
f
D
C
V
R
e
t
a
i
n
e
d
(
I
n
d
e
pen
d
e
n
t
o
f
D
r
a
w
d
o
w
n
T
i
m
e
)
0.
1
4
0
.
1
2
0
.
1
2
0
.
1
2
0
.
1
1
0
.
0
0
4
1
.
2
9
0
.
0
0
0
.
0
0
0
.
0
0
r
a
t
i
o
25
Ca
l
c
u
l
a
t
e
d
R
e
t
e
n
t
i
o
n
S
t
o
r
a
ge
D
r
a
w
d
o
w
n
T
i
m
e
12
0
1
2
0
1
2
0
1
2
0
1
2
0
0
6
0
0
0
0
h
o
u
r
s
26
Ef
f
i
c
a
c
y
o
f
R
e
t
e
n
t
i
o
n
P
r
o
c
e
s
s
e
s
0.
1
6
0
.
1
4
0
.
1
4
0
.
1
4
0
.
1
3
0
.
0
0
#
N
/
A
0
.
0
0
0
.
0
0
0
.
0
0
r
a
t
i
o
27
Vo
l
u
m
e
R
e
t
a
i
n
e
d
b
y
B
M
P
(
C
o
n
s
i
d
e
r
i
n
g D
r
a
w
d
o
w
n
T
i
m
e
)
18
1
0
1
7
1
8
1
9
0
#
N
/
A
0
0
0
c
u
b
i
c
-
f
e
e
t
28
De
s
i
gn
C
a
ptu
r
e
V
o
l
u
m
e
R
e
m
a
i
n
i
n
g f
o
r
B
i
o
f
i
l
t
r
a
t
i
o
n
94
6
3
1
0
2
1
1
1
1
2
9
1
0
#
N
/
A
0
0
0
c
u
b
i
c
-
f
e
e
t
29
Ma
x
H
y
d
r
o
m
o
d
F
l
o
w
R
a
t
e
t
h
r
o
u
gh
U
n
d
e
r
d
r
a
i
n
0.
1
2
3
3
0
.
1
2
3
3
0
.
2
1
8
7
0
.
1
2
6
8
0
.
2
1
8
7
0
.
0
0
0
0
0
.
7
2
7
2
0
.
0
0
0
0
0
.
0
0
0
0
0
.
0
0
0
0
c
f
s
30
Ma
x
S
o
i
l
F
i
l
t
r
a
t
i
o
n
R
a
t
e
A
l
l
o
w
e
d
b
y
U
n
d
e
r
d
r
a
i
n
O
r
i
f
i
c
e
59
.
8
5
1
0
6
.
5
3
1
1
5
.
2
0
6
3
.
6
9
1
0
6
.
1
4
0
.
0
0
9
.
7
5
0
.
0
0
0
.
0
0
0
.
0
0
in
/
h
r
31
So
i
l
M
e
d
i
a
F
i
l
t
r
a
t
i
o
n
R
a
t
e
per
S
pec
i
f
i
c
a
t
i
o
n
s
5.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
in
/
h
r
32
So
i
l
M
e
d
i
a
F
i
l
t
r
a
t
i
o
n
R
a
t
e
t
o
b
e
u
s
e
d
f
o
r
S
i
z
i
n
g
5.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
5
.
0
0
0
.
0
0
5
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
i
n
/
h
r
33
De
pth
B
i
o
f
i
l
t
e
r
e
d
O
v
e
r
6
H
o
u
r
S
t
o
r
m
30
.
0
0
3
0
.
0
0
3
0
.
0
0
3
0
.
0
0
3
0
.
0
0
0
.
0
0
3
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
in
c
h
e
s
34
Po
n
d
i
n
g P
o
r
e
S
pac
e
A
v
a
i
l
a
b
l
e
f
o
r
B
i
o
f
i
l
t
r
a
t
i
o
n
1.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
0
.
0
0
1
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
u
n
i
t
l
e
s
s
35
So
i
l
M
e
d
i
a
P
o
r
e
S
pac
e
A
v
a
i
l
a
b
l
e
f
o
r
B
i
o
f
i
l
t
r
a
t
i
o
n
0.
2
0
0
.
2
0
0
.
2
0
0
.
2
0
0
.
2
0
0
.
2
0
0
.
3
5
0
.
2
0
0
.
2
0
0
.
2
0
u
n
i
t
l
e
s
s
36
Gr
a
v
e
l
P
o
r
e
S
pac
e
A
v
a
i
l
a
b
l
e
f
o
r
B
i
o
f
i
l
t
r
a
t
i
o
n
(
A
b
o
v
e
U
n
d
e
r
d
r
a
i
n
)
0.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
0
.
4
0
u
n
i
t
l
e
s
s
37
Ef
f
e
c
t
i
v
e
D
e
pth
o
f
B
i
o
f
i
l
t
r
a
t
i
o
n
S
t
o
r
a
ge
24
.
8
0
2
4
.
8
0
2
4
.
8
0
2
7
.
8
0
2
4
.
8
0
0
.
0
0
4
.
1
0
0
.
0
0
0
.
0
0
0
.
0
0
in
c
h
e
s
38
Dr
a
w
d
o
w
n
T
i
m
e
f
o
r
S
u
r
f
a
c
e
P
o
n
d
i
n
g
22
2
3
2
0
0
0
0
0
h
o
u
r
s
39
Dr
a
w
d
o
w
n
T
i
m
e
f
o
r
E
f
f
e
c
t
i
v
e
B
i
o
f
i
l
t
r
a
t
i
o
n
D
e
pth
55
5
6
5
0
1
0
0
0
h
o
u
r
s
40
Tot
a
l
D
e
pth
B
i
o
f
i
l
t
e
r
e
d
54
.
8
0
5
4
.
8
0
5
4
.
8
0
5
7
.
8
0
5
4
.
8
0
0
.
0
0
3
4
.
1
0
0
.
0
0
0
.
0
0
0
.
0
0
in
c
h
e
s
41
Opti
o
n
1
-
B
i
o
f
i
l
t
e
r
1
.
5
0
D
C
V
:
T
a
r
get
V
o
l
u
m
e
14
1
9
4
1
5
3
1
6
6
1
9
3
1
5
#
N
/
A
0
0
0
c
u
b
i
c
-
f
e
e
t
42
Opti
o
n
1
-
P
r
o
v
i
d
e
d
B
i
o
f
i
l
t
r
a
t
i
o
n
V
o
l
u
m
e
14
1
9
4
1
5
3
1
6
6
1
9
3
0
#
N
/
A
0
0
0
c
u
b
i
c
-
f
e
e
t
43
Opti
o
n
2
-
S
t
o
r
e
0
.
7
5
D
C
V
:
T
a
r
get
V
o
l
u
m
e
70
4
7
7
7
8
3
9
6
8
#
N
/
A
0
0
0
c
u
b
i
c
-
f
e
e
t
44
Opti
o
n
2
-
P
r
o
v
i
d
e
d
S
t
o
r
a
ge
V
o
l
u
m
e
70
4
7
7
7
8
3
9
6
0
#
N
/
A
0
0
0
c
u
b
i
c
-
f
e
e
t
45
Po
r
t
i
o
n
o
f
B
i
o
f
i
l
t
r
a
t
i
o
n
P
e
r
f
o
r
m
a
n
c
e
S
t
a
n
d
a
r
d
S
a
t
i
s
f
i
e
d
1.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
0
.
0
0
#
N
/
A
0
.
0
0
0
.
0
0
0
.
0
0
r
a
t
i
o
46
Do
S
i
t
e
D
e
s
i
gn
E
l
e
m
e
n
t
s
a
n
d
B
M
P
s
S
a
t
i
s
f
y
A
n
n
u
a
l
R
e
t
e
n
t
i
o
n
R
e
qui
r
e
m
e
n
t
s
?
Ye
s
Y
e
s
Y
e
s
Y
e
s
Y
e
s
No
#N
/
A
-
-
-
y
e
s
/
n
o
47
Ov
e
r
a
l
l
P
o
r
t
i
o
n
o
f
P
e
r
f
o
r
m
a
n
c
e
S
t
a
n
d
a
r
d
S
a
t
i
s
f
i
e
d
(
B
M
P
E
f
f
i
c
a
c
y
F
a
c
t
o
r
)
1.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
1
.
0
0
0
.
0
0
#
N
/
A
0
.
0
0
0
.
0
0
0
.
0
0
r
a
t
i
o
48
De
f
i
c
i
t
o
f
E
f
f
e
c
t
i
v
e
l
y
T
r
e
a
t
e
d
S
t
o
r
m
w
a
t
e
r
00
0
0
0
-1
0
#N
/
A
n
/
a
n
/
a
n
/
a
cu
b
i
c
-
f
e
e
t
Bi
o
f
i
l
t
r
a
t
i
o
n
Ca
l
c
u
l
a
t
i
o
n
s
-T
h
i
s
B
M
P
d
o
e
s
n
o
t
f
u
l
l
y
s
a
t
i
s
f
y
t
h
e
p
e
r
f
o
r
m
a
n
c
e
s
t
a
n
d
a
r
d
s
f
o
r
p
o
l
l
u
t
a
n
t
c
o
n
t
r
o
l
f
o
r
t
h
e
d
r
a
i
n
a
g
e
a
r
e
a
.
Fa
l
s
e
Fa
l
s
e
-B
M
P
s
w
i
t
h
u
n
d
e
r
d
r
a
i
n
s
m
u
s
t
h
a
v
e
a
s
o
i
l
m
e
d
i
a
t
h
i
c
k
n
e
s
s
o
f
a
t
l
e
a
s
t
1
8
i
n
c
h
e
s
.
Re
s
u
l
t
-M
i
n
i
m
u
m
a
n
n
u
a
l
r
e
t
e
n
t
i
o
n
c
r
i
t
e
r
i
a
a
r
e
n
o
t
s
a
t
i
s
f
i
e
d
f
o
r
e
a
c
h
i
n
d
i
v
i
d
u
a
l
d
r
a
i
n
a
g
e
a
r
e
a
.
I
m
p
l
e
m
e
n
t
a
d
d
i
t
i
o
n
a
l
s
i
t
e
d
e
s
i
g
n
e
l
e
m
e
n
ts
,
i
n
c
r
e
a
s
e
s
t
r
u
c
t
u
r
a
l
B
M
P
r
e
t
e
n
t
i
o
n
c
a
p
a
c
i
t
y
,
o
r
d
e
m
o
n
s
t
r
a
t
e
t
h
a
t
s
u
c
h
r
e
q
u
i
r
e
m
e
n
t
s
a
r
e
s
a
t
i
s
f
i
e
d
a
t
t
h
e
p
r
o
j
e
c
t
-
l
e
v
e
l
Fa
l
s
e
At
t
e
n
t
i
o
n
!
Re
t
e
n
t
i
o
n
Ca
l
c
u
l
a
t
i
o
n
s
Aut
o
m
a
t
e
d
W
o
r
k
s
h
e
e
t
B
.
3
:
B
M
P
P
e
r
f
o
r
m
a
n
c
e
(
V
2
.
0
)
Fa
l
s
e
Fa
l
s
eBM
P
I
n
p
u
t
s
-D
M
A
6
i
n
c
l
u
d
e
s
d
r
i
v
e
a
p
p
r
o
a
c
h
i
n
t
o
p
r
o
p
e
r
t
y
.
A
r
e
a
t
o
b
e
c
o
u
n
t
e
d
a
s
d
e
-
m
i
n
i
mu
s
.
-D
M
A
7
i
n
c
l
u
d
e
s
p
e
r
v
i
o
u
s
p
a
v
e
m
e
n
t
.
N
o
s
o
i
l
m
e
d
i
a
i
s
p
r
e
s
e
n
t
e
d
i
n
t
h
e
p
e
r
v
i
o
us
p
a
v
e
m
e
n
t
d
e
t
a
i
l
.
Page intentionally blank
Attachment 1f
Trash Capture BMP Design Calculations
Page intentionally blank
Q = C x i x A
Where:
Q = Design flow rate in cubic feet per second
C = Runoff factor, area-weighted estimate using Table B.1-1
i = Rainfall intensity in inches per hour. (typical i=0.471 in/hr)
A = Tributary area (acres) which includes the total area draining to the trash capture BMP,
including any offsite or onsite areas that comingle with project runoff and drain to the trash
capture BMP.
Rainfall intensity of 0.471 in/hr for one-year, one-hour storm event which is based on the
precipitation frequency data station at Oceanside Pumping Plant
(Latitude: 33.2103°, Longitude: -117.3536°)
BMP 1:
Q = 0.88 x 0.471 x 0.058 = 0.024 cfs
BMP 2:
Q = 0.85 x 0.471 x 0.036 = 0.014 cfs
BMP 3:
Q = 0.88 x 0.471 x 0.062 = 0.026 cfs
BMP 4:
Q = 0.86 x 0.471 x 0.057 = 0.023 cfs
BMP 5:
Q = 0.87 x 0.471 x 0.078 = 0.032 cfs
Drive Aisle:
Q = 0.14 x 0.471 x 0.074 = 0.005 cfs
Inlets at all Biofiltration basin and drive aisle to include ADS Flexstorm pure full trash capture
inserts or equivalent.
Page intentionally blank
March 17, 2021
Mr. Leo Cosentini
California State Water Resources Control Board
Division of Water Quality
P.O. Box 100
Sacramento, CA, 95812-100
Re: Trash Treatment Control Device Application for
ADS PURE FTC Full Trash Capture Inserts
Dear Mr. Cosentini,
Thank you for the opportunity to submit our application for the ADS PURE FTC Full Trash
Capture Inserts with Vector Control enhancements. Information is presented and organized
in accordance with the Trash Treatment Control Device Application Requirements. Per the
application guidelines the following document is broken into 8 sections and an appendix:
1. Cover Letter
2. Table of Contents
3. Physical Description
4. Installation Information
5. Operation and Maintenance Information
6. Vector Control Accessibilty
7. Reliability Information
8. Field/Lab Testing Information and Analysis
Appendix
Thank you for reviewing this application, if any additional information is required please
contact us as needed.
Jamie Ringenbach, General Manger
Advanced Drainage Systems, Inc
FLEXSTORM division
ADS - FLEXSTORM
24137 111th Street
Naperville, IL 60564
Model 6HD18FTC-VC 18"x18" inlet insert
Page | 2
1. COVER LETTER
1.A. General description of the device.
The ADS PURE FTC Full Trash Capture Insert, also referred to as the PURE FTC Insert, is
an engineered, custom manufactured catch basin inlet filter manufactured by the
FLEXSTORM division of Advanced Drainage Systems (ADS). It is placed directly under a
catch basin drainage grate or suspended below a catch basin curb opening in order to
collect trash and debris from surface storm water runoff.
1.B. The applicant’s contact information and location.
Southern CA authorized ADS representative:
Stephen Denny (stephen.denny@ads-pipe.com)
ADS Allied Product Manager
2168 Scholarship
Irvine, CA 92612
Ph. 949-304-3087
Northern CA authorized ADS representative:
Scott Van Meter (scott.vanmeter@ads-pipe.com)
ADS Allied Product Manager
762 Powers Ave.
Clovis, CA 93619
Ph. 559-577-7545
ADS contact at the manufacturing facility:
Jamie Ringenbach (james.ringenbach@ads-pipe.com)
General Manager, ADS FLEXSTORM
24137 111th Street, unit A
Naperville, IL, 60564
Ph. 630-355-3288
ADS executive contact at corporate headquarters:
Brian King (brian.king@ads-pipe.com)
ADS EVP, Product Management & Marketing
4640 Trueman Blvd
Hilliard, OH 43026
Ph: 800 821-6710
1.C. The owner or manufacturer’s website where the device can be found on the
internet.
https://www.inletfilters.com/products/full-trash-capture-ftc
1.D. The device’s manufacturing location.
All ADS PURE FTC Inserts are designed and manufactured at the ADS FLEXSTORM
facility in Naperville, IL. They may be stocked locally at 5 ADS locations in CA and at any
ADS - FLEXSTORM
24137 111th Street
Naperville, IL 60564
Page | 3
number of over 5,000 distributors nationwide.
ADS-FLEXSTORM
24137 111th Street
Naperville, Il, 60564
1.E. A brief summary of any field/lab testing results that demonstrate Device’s
functions as described within the application.
Appendix A reviews the pilot study performed by Orange County, FL where PURE FTC Inserts were
monitored for a period of two years showing near 100% removal of small and large particles.
1.F. A brief summary of Device limitations, operational sizing, and maintenance
considerations.
The ADS PURE FTC Inserts are designed for both below the grate installations and in wall
mount applications suspended under an open throat curb opening. Units are designed to fit
the CA market for all standard catch basin concrete openings and grate sizes with
adjustable side flanges to take up gaps potentially larger than 5 mm. The ADS PURE FTC
Insert uses 5mm 14GA perforated stainless steel as its filtration medium. Certain device
limitations exist when presented with extremely shallow catch basins making installation
difficult and reducing the storage capacity of the units.
Rear bolt on deflectors are used for combination inlets to prevent trash from bypassing the filter
resting below the grate. ADS also builds for custom sizes or unique situations with completed field
dimensional forms. For curb inlets, the ADS PURE FTC Insert is dropped through the 20” dia.
manhole opening, 2 mounting brackets are secured to the catch basin wall beneath the curb opening,
and the unit is lifted onto the brackets with quick release features. Installation under grates usually
take 2-5 minutes, while wall mount applications will take approximately 10 minutes per 4’ length.
Maintenance is typically performed using an industrial vacuum with 3” hose or vactor truck when the
units are half full. Alternatively, the units may be completely lifted from the drainage structure and
dumped into a receptacle, rinsed, and replaced. Recommended maintenance is performed every 4
months depending on location, loading, and storage capacity. Maintenance should occur prior to the
device losing its design hydraulic capacity. This is related to the trash generation within the drainage
area.
1.G. Description or list of locations, if any, where Device has been installed.
ADS has sold the PURE FTC Inserts into various markets including PA, CA, and FL with
excellent results. The PURE FTC Inserts are being specified in CA where CPS installations
are not possible- most recently in Contra Costa, Newark, and Camarillo. A large number of
inserts may be found in areas of Lancaster, PA with extreme amounts of trash entering their
2 x 4 catch basins. ADS also has PURE FTC installations in Orange County, FL where they
have been actively monitoring performance and have approved ADS PURE FTC Inserts for
use in their storm water insert program. A write-up of this Orange County, FL pilot program
can be found in Appendix A.
FLEXSTORM has provided PURE Inlet Filters targeting various levels of particle size and
pollutant removal since 2004 with well over 150,000 installations throughout the country.
When ADS acquired FLEXSTORM in 2012, efforts to develop trash capture devices for the
CA market began. The 5 mm 14GA perforated stainless steel became a stock item used for
connector pipe screens CPS, an approved FTC device. ADS naturally transitioned this
perforated steel into drop inserts replacing the traditional filter bags on the PURE framing
Page | 4
where larger trash, not sediment, was targeted. The field results have been successful in
capturing cigarette butts, leaves and trash without resuspension given the baskets high
storage capacity. The larger FTC screen openings allow ample flow through and will not
blind from sand and sediment loading off streets and parking lots.
1.H. Certification Clause.
I certify under penalty of law that this document and all attachments were prepared under
my direction or supervision in accordance with a system designed to assure that qualified
personnel properly gather and evaluate the information submitted. Based on my inquiry of
the person or persons that manage the system or those persons directly responsible for
gathering the information, to the best of my knowledge and belief, the information submitted
is, true, accurate, and complete. I am aware that there are significant penalties for
submitting false information, including the possibility of fine and imprisonment for knowing
violations.
Jamie Ringenbach, General Manger
Advanced Drainage Systems, Inc
FLEXSTORM division
Page | 5
2. Table of Contents
Page #
Introduction 1
1. Cover Letter
Section 1.A 2
Section 1.B 2
Section 1.C 2
Section 1.D 2
Section 1.E 3
Section 1.F 3
Section 1.G 3
Section 1.H 4
2. Table of Contents 5
3. Physical Description
Section 3.A 7
Section 3.B 7
Section 3.C 7
Section 3.D 7
Section 3.E 8
Section 3.F 8
Section 3.G 8
Section 3.H 9
Section 3.I 9
Section 3.J 9
Section 3.K 9
Section 3.L 9
4. Installation Information
Section 4.A 10
Section 4.B 10
Section 4.C 10
5. Operation and Maintenance Information
Section 5.A 11
Section 5.B 11
Section 5.C 11
Section 5.D 11
Section 5.E 11
Section 5.F 11
6. Device maintenance and vector control accessibility
Section 6.A 12
Section 6.B 12
Section 6.C 12
7. Reliability Information
Section 7.A 12
Section 7.B 12
Section 7.C 12
Page | 6
8. Field/Lab Testing Information and Analysis
Section 8.A 13
Section 8.B 13
Appendices
Appendix A. Report from Orange County, FL pilot program
Appendix B. Specification and Design Drawings
Appendix C. Hydraulic calculations of Perforated Stainless-Steel Baskets
Appendix D. Photo Gallery
Appendix E. Hydraulic calculations of Ultimate Bypass Region
Appendix F. Vector Control Accessibility - VC Framing
Page | 7
3. Physical Description
3.A. Trash Capture
The ADS PURE FTC Insert ensures that all particles greater than or equal to 5 mm are captured by
constructing the filtering body of the FTC Inset from uniformly punched stainless steel with 4.8 mm openings.
This ensures that no particles larger than 4.8 mm can pass by the filter.
3.B. Peak Flows/ Trash Volumes
ADS PURE FTC Inserts are built to fit varying grate or curb inlet sizes. The size and volume of the
basket are adjusted accordingly for the dimensions of the inlet having larger baskets in the larger
inlets. An Engineer may specify higher flow requirements to a specific catch basin in which case
ADS will increase the overall capacity of the basket and/or expand the bypass area.
3.C. Hydraulic Capacity
Refer to Tables 1 & 2 for hydraulic capacity of standard ADS PURE FTC Inserts; hydraulic calculations for
36 x 18 ADS PURE FTC Insert are found in Appendix E.
3.D. Comparison Table
Table 1: Part #s, Basin IDs, and performance specifications for standard ADS PURE FTC Full Trash
Capture Inserts
Storage
Capacity
(cubic ft)
6HD12FTC-VC 12 X 12 12 0.7 6.8 3.0 2.4
6HD18FTC-VC 18 X 18 12 1.7 12.2 4.5 3.7
6HD24FTC-VC 24 X 24 12 3.1 18.6 6.3 4.4
6HD3618FTC-VC 36 X 18 12 3.5 20.8 7.3 5.6
6HD3624FTC-VC 36 X 24 12 5 25.1 8.3 6.5
6HD36FTC-VC 36 X36 12 7.1 41.6 14.6 9.6
ADS FTC P/N with
VECTOR CONTROL
Flow Ratings
Through FTC Basket
When Empty
Flow Ratings
Through FTC Basket
when 50% Full
Basin Size
(in)
FTC Basket
Depth (in)
Bypass Flow Rate
(CFS)* When FTC
Basket is 100% Full
* Calculated with 4” water depth above 2” grate. This bypass flow is activated with a completely full basket and is not included
in the total Flow Rating through the FTC basket.
Table 1: Product Selection and Performance Specifications of ADS FTC Inserts
ADS PURE FTC
Page | 8
Table 2: Part #s, Curb Opening Widths, and performance specifications for selected ADS PURE FTC
Inserts for Open Throat Curb Inlets (Wall Mounted)
FLEXSTORM
PURE FRAME ref:
Curb
Opening
Width (in)
Basket
Depth
(in)
Storage
Volume
(ft^3)
Flow
Ratings
when
empty
Flow
Ratings
when 50%
full
62HDWM36 36 12 2.7 17.8 6.7
62HDWM42 42 12 3.1 20.3 7.6
26HDWM48 48 12 3.6 22.8 8.5
62HDWM60 60 12 4.5 27.9 10.3
62HDWM72 72 12 5.4 33 12.1
62HDWM84 84 12 6.3 37.6 13.7
62HDWM96 96 12 7.2 42.7 15.5
62HDWM120 120 12 8.9 52.4 18.9
3.E. Design drawings for all standard Device sizes including dimensions, and alternative
configurations.
Refer to APPENDIX B for all design drawings. ADS has established a catalog of common sized inserts
based on the standard drainage structures found throughout California and the United States. The Installer
(Contactor) shall inspect the plans and/or worksite to determine the quantity of each drainage structure
casting type. The catch basin design, casting number, or the exact grate and clear opening size will provide
the information necessary to identify the required ADS PURE FTC Insert part number. Inserts are supplied to
the field pre-configured to fit the specified drainage structure.
3.F. Alternative Configurations
ADS PURE Inserts may be supplied with alternative filter bag options however these geotextile or mesh net
bags are not included in this submittal for approval as a Full Capture device retaining particles 5 mm or
larger. These filter bags typically target smaller particles and hydrocarbons. These alternative
configurations may be submitted for consideration under separate applications once laboratory results are
conclusive and acceptable to the Water Board.
3.G. If the Device is designed with an internal bypass, explain how the bypass only operates for
volumes greater than the design storm.
The bypass region of the ADS PURE FTC Insert is located above the perforated filter media. It only becomes
active should the basket become completely filled with storm water, trash, and debris. In these cases, the
water spills over the side of the perforated baskets and is deemed to have entered bypass mode. Hydraulic
calculations for the bypass region of the ADS PURE FTC Inserts can be found in Appendix E.
The engineer is responsible for confirming the ultimate bypass capacity of the insert exceeds the design flow
to the catch basin for a chosen rain event. As mentioned in section 3.B. the bypass area may be expanded
to meet the engineers design requirements for a specific catch basin if necessary.
Page | 9
3.H. Conditions under which the device re-introduces previously trapped trash.
The trash retention screen and storage basket will not reintroduce previously trapped trash unless there is a
backflow in the storm conveyance system. If water is entering the filter normally through the drainage grate
the previously trapped trash will continually compact into the ADS PURE FTC Insert.
3.I. Calibration Feature
For ADS PURE FTC Inserts, side flanges may be adjusted to account for irregularities in the concrete catch
basin walls or other obstructions. If there are gaps along the length of the concrete opening greater than 5
mm, loosen the adjustable flange bolt and slide the flange flush with the concrete wall.
3.J. Photographs, if any, of pre-and post-installation examples
See Appendix D (Photos 1-5)
3.K. Each material and material grade used to construct the Device.
The ADS PURE frame is constructed from 304 stainless steel of varying gauge thicknesses. The framing
includes lifting handles to facilitate installation and removal of the basket into and out of the drainage
structure. The top support flanges are 13GA 304 stainless steel and the long span adjustable side flanges
are 14GA or 16GA 304 stainless steel. These side flanges are used to funnel all flow into the basket with the
ultimate bypass beneath them. The ultimate bypass in the frame is designed to exceed that of the design
flow into the drainage structure. The remaining framing is comprised of 11GA 304 stainless steel corner
brackets and 12GA 304 stainless steel U-channels.
The active FTC filtering component is 14GA perforated stainless steel. The steel basket is uniformly punched
with 3/16” dia. holes (4.8 mm) in such a pattern that the basket has 50% open area and retains any particles
5 mm or larger. The center main body panel is a one-piece formation stretching across of the longest span
making up the front, bottom, and rear of the basket. This single formation provides exceptional strength and
stability of the basket. The two side panels are then secured to the main body panel with either spot welds or
316 stainless rivets. The basket is secured to the U-channel framing system with 5/16” diameter 316
stainless steel bolts then spot welded for additional strength.
3.L. Estimated design life of the Device.
The ADS PURE FTC Inserts have a 25-year minimum design life when used in storm water applications
exposed to moderate levels of salt and other naturally occurring roadway contaminants. The fabrication or
Page | 10
bending may stress or expose certain surfaces slightly but not significantly reduce the design life of the
stainless steel. The loading for each sized insert is considered and the support materials have been tested
with considerable safety factor based on 125 lbs. per cubic ft. storage capacity.
4. Installation
4.A. Device installation procedures and considerations.
Installation into Standard Grated Drainage Structures:
Remove the grate from the casting or concrete drainage structure using a grate removal tool. Clean the
ledge (lip) of the casting frame or drainage structure to ensure it is free of stone and dirt. Lower the insert
through the clear opening and be sure the suspension hangers rest firmly on the support ledge of the
structure. Replace the grate and confirm it is elevated no more than 1/8”, which is the thickness of the steel
hangers. If there are gaps along the length of the concrete opening greater than 5 mm, loosen the adjustable
flange bolt and slide the flange flush with the concrete wall. Replace the grate.
Installation into Curb Inlets:
For wall mount applications, the basket profile size is 12” x 12” with lengths up to 48”. Lower the PURE FTC
Insert into the catch basin through the manhole opening. Mark the wall mount support bracket locations on
the basin wall beneath the street/curb opening. Using a hammer drill install the provided wedge anchor bolts
into the concrete wall and secure the support brackets. Lift the unit and engage the support brackets
allowing the basket to hang cantilevered off the wall for quick installation and removal. For multiple lengths
on longer curb openings, simply use the dual support brackets securing the baskets side by side to cover the
entire curb span. See Appendix C Design Drawings for more wall mount installation detail.
4.B. Description of device installation limitations and/or non-standard device installation procedures.
ADS PURE FTC Inserts are designed for easy installation such that there are no installation limitations or
special instructions needed.
4.C. Methods for diagnosing and correcting installation errors.
ADS offers standard sized configurations however there are instances where the catch basin drainage
structure has been customized or varies from typical designs. This is not an issue as long as the dimensions
are documented. ADS can build PURE FTC Inserts for any catch basin Configuration. Simply submit the
proper field dimensional form: http://inletfilters.com/field-dimensional-order-forms
Page | 11
5. Operation and Maintenance Information
5.A. Device inspection procedures and inspection frequency considerations.
Upon inspection, the ADS PURE FTC Insert should be emptied if the basket is more than half filled with
trash and debris, or as directed by the engineer, city, or municipal contract. Remove the grate and use a
vactor truck or industrial vacuum to remove the trash and debris that has collected in the filter. Alternatively,
the basket may be lifted out of the drainage structure and trash emptied into a receptacle to be hauled away.
Remove any caked-on trash and debris from the steel basket to ensure proper flow. When the basket is
cleaned the grate should be replaced onto the basin and maintenance logged.
5.B. Maintenance frequency considerations related to the device’s hydraulic capacity at various
levels of trash capture volumes.
As with all storm water BMPs, inspection and maintenance must occur on a regular basis or the filtering
mechanism will be overloaded and rendered useless. In such a case, the filter baskets may become
completely filled with trash lowering the flow rate capacity and debris until reaching the ultimate bypass
which would still allow full water flow but without filtration. Any trash entering the drainage structure may
possibly escape directly into the sewer system. Examples of overflowing trash in wall mounted curb inlets
that were not maintained for several years can be found in Appendix D (photo 4,5).
5.C. Maintenance procedures, including procedures to clean the trash capture screen.
ADS PURE FTC Insert maintenance should occur prior to the device losing its design hydraulic capacity.
This is related to the trash generation within the drainage area. Suggested method is using a vacuum truck
to clean out the baskets. Alternatively, maintenance guidelines per the awarded contract should be followed.
5.D. Essential equipment and materials for proper maintenance activities.
Suggested method for maintenance is utilization of a vacuum truck combined with a power washer / high
pressure hose to ensure all smaller sediment is cleared from the perforated steel openings.
5.E. Description of the effects of deferred maintenance on device structural integrity, performance,
odors, etc.
In the event of deferred maintenance, the filter baskets may become completely filled with trash and debris
lowering the flow rate capacity until reaching the ultimate bypass which would still allow full water flow but
without filtration. The device framing has been load tested to over 900 lbs, which is the weight of wet sand
(125 lbs / ft 3 ) filling the largest available FTC Insert. The build-up of certain trash and debris could allow for
odors to form and drift out of the catch basin.
5.F. Repair procedures for the device’s structural and screening components.
If the perforated steel is damaged or dented, it will still function provided no opening exceeds 5 mm. In the
event the steel framing system is damaged to the point where the support flanges do not sit flush on the
catch basin frame, the contractor may attempt to straighten or flatten the damaged area. If the damage is
beyond repair, it is recommended to replace the entire unit.
Page | 12
6.0. Device maintenance and vector control accessibility.
6.A. The date the device application was submitted for vector control accessibility via email.
ADS PURE FTC Insert’s Vector Control (VC) design details were submitted to MVCAC and the Trash
Treatment Control Committee concurrent with this updated application dated Feb 10, 2021.
6.B. Description and/or video that demonstrates how mosquito vector control personnel can readily
access the bottom of the storm water vault and/or device for visual observation and mosquito
treatment.
Personnel can administer vector control to the bottom of the catch basin through the 4” hinged bypass lid on
the PURE “VC” framing. See Appendix F for VC details, callouts, and video link. Wall mounted units in curb
inlets allow for visual inspection above the suspended filter through the curb opening. Curb inlets are
typically inspected and serviced through the manhole entry.
6.C. The MVCAC Letter of Verification as an attachment to the application when it becomes available.
7.0 Reliability Information:
7.A. Estimated design life of device components before major overhaul.
The ADS PURE FTC Inserts have a 25-year minimum design life when used in storm water applications
exposed to moderate levels of salt and other naturally occurring roadway contaminants. The fabrication or
bending may stress or expose certain surfaces slightly but not significantly reduce the design life of the
stainless steel. The loading for each sized insert is considered and the support materials have been tested
with considerable safety factor based on 125 lbs. per cubic ft. storage capacity.
7.B. Warranty information.
The ADS PURE FTC 304 stainless steel framing and basket materials along with product construction are
warranted for a period of 5 years from the date of installation. Replacement parts will be supplied at no
charge provided the inserts were installed properly for their intended use as a full trash capture device.
7.C. Applicant’s customer support.
ADS has a nationwide support team with local field representatives and product managers. The
Product Managers are Stephen Denny (stephen.denny@ads-pipe.com) in southern CA and Scott
Van Meter (scott.vanmeter@ads-pipe.com) in northern CA. The ADS FLEXSTORM division can
address any engineering and design questions at 630 355-3288 or info@inletfilters.com.
ADS website: www.ads-pipe.com/en ADS - FLEXSTORM website: www.inletfilters.com
Page | 13
8. Field/Lab Testing Information and Analysis
8.A. For devices with 5mm screening, any available field/lab testing information that
demonstrates the device functionality and performance.
Appendix A reviews the pilot study performed by Orange County, Fl. Additional data regarding performance
values for the ADS PURE FTC Inserts can be found in Appendix B and C.
8.B. If the Device does not include a 5 mm screen, adequate field/lab testing information that
demonstrates the Device captures trash particles of 5 mm or greater.
Page | 14
Appendix A: Summary of Orange County Florida pilot program
A version of the ADS FTC insert in an open throat application in Orange County, FL installed in June
2015. These test results are used to verify the capture rate of the perforated steel screen in open throat
curb inlets. Inserts located in residential areas with minimal trash but a lot of tree and sediment runoff;
organic loading. Volume of inserts was 1.5 ft3. Orange County maintenance records are shown below
over two years.
Page | 15
Orange County, FL Maintenance Log of ADS FTC Inserts:
Street Basket # Date of
Maintenance
Large
Particle %
Small
Particle % % Full Debris
Weight (LBS)
9220 South Bay Dr 92 11/6/2015 70% 30% 100% 57.6
9220 South Bay Dr 92 11/25/2015 70% 30% 100% 67.9
9220 South Bay Dr 92 1/11/2016 50% 50% 100% 63.9
9220 South Bay Dr 92 2/3/2016 70% 30% 100% 39.4
9220 South Bay Dr 92 2/29/2016 90% 10% 100% 39.4
9220 South Bay Dr 92 3/28/2016 70% 30% 100% 41.1
9220 South Bay Dr 92 5/25/2016 50% 50% 70% 48.6
9220 South Bay Dr 92 8/26/2016 70% 30% 60% 18.2
9220 South Bay Dr 92 9/27/2016 60% 40% 100% 28.1
9220 South Bay Dr 92 12/1/2016 70% 24.1
9220 South Bay Dr 92 1/30/2017 90% 10% 100% 42.9
9220 South Bay Dr 92 3/27/2017 100% 0% 100% 33.3
9220 South Bay Dr 92 4/27/2017 70% 30% 100% 25.3
9220 South Bay Dr 92 6/5/2017 50% 30% 100% 43.4
9220 South Bay Dr 92 6/30/2017 30% 70% 100% 33.9
9220 South Bay Dr 92 7/26/2017 0% 100% 100% 53.6
9220 South Bay Dr 92 9/27/2017 80% 20% 90% 43.4
9361 Cypress Cove Dr 91 11/6/2015 50% 50% 100% 95.4
9361 Cypress Cove Dr 91 11/25/2015 50% 50% 100% 73.1
9361 Cypress Cove Dr 91 1/11/2016 40% 10% 100% 54.1
9361 Cypress Cove Dr 91 2/3/2016 50% 50% 100% 24
9361 Cypress Cove Dr 91 2/29/2016 100% 0% 100% 46.9
9361 Cypress Cove Dr 91 3/28/2016 100% 0% 100% 32.7
9361 Cypress Cove Dr 91 5/25/2016 70% 30% 50% 34.9
9361 Cypress Cove Dr 91 8/26/2016 80% 20% 50% 16.4
9361 Cypress Cove Dr 91 9/27/2016 50% 50% 100% 37.4
9361 Cypress Cove Dr 91 12/1/2016 100% 41.6
9361 Cypress Cove Dr 91 1/30/2017 90% 10% 100% 45.6
9361 Cypress Cove Dr 91 3/27/2017 100% 0% 100% 22.9
9361 Cypress Cove Dr 91 4/27/2017 90% 10% 100% 13.6
9361 Cypress Cove Dr 91 6/5/2017 70% 30% 100% 27.6
9361 Cypress Cove Dr 91 6/30/2017 0% 100% 100% 41.5
9361 Cypress Cove Dr 91 7/26/2017 30% 70% 100% 37.5
9361 Cypress Cove Dr 91 9/27/2017 70% 30% 100% 65.5
Analysis: Average weight of debris for each service period was 41 lbs. with 65% large particles > 1” dia. The
relatively small storage capacity of 1.5 ft3 required more frequent maintenance intervals. Average weight of
debris is 27 lbs./ft3. Our design criteria are based on 125 lbs./ft3 resulting in a loading design safety factor of
4.6.
Page | 16
Appendix B: Design Drawings
Page | 17
Page | 18
Appendix C: Hydraulic Calculations of Perforated Stainless-Steel Basket
Example Flow Through calculation for 36 x 18 ADS PURE FTC (62HD3618FTC):
Method for determining flow rate through 5mm perforated stainless steel baskets
To determine the flow rate through a perforated basket we first determine the total number of 5 mm holes in
the perforated steel basket. Then we determine a pressure difference in the water between the top of the
basket and the perforated holes. Then that pressure difference is used to calculate the flow rate of water
through a single 5 mm opening. That flow rate is multiplied by the total # of holes to give a flow rate for the
entire basket.
1. Determine the # of holes in a 36 x 18 perforated steel basket (62HD3618FTC)
The equation for the surface area of a rectangular prism with one open side:
L=33”, W=15.5”, H=12”
𝑆𝐴=2 ∗𝐿∗𝐻+2 ∗𝐻∗𝑉+𝐿∗𝑉=1675.5 �ℎ𝑛2
From physical measurements it was determined that there are 18 holes/�ℎ𝑛2 in the perforated material.
Therefore:
1675.5 �ℎ𝑛2 ∗18 �𝑛𝑙𝑒𝑠
�ℎ𝑛2 =30159 �𝑛𝑘𝑒𝑠 �ℎ𝑛 𝑠�𝑒 62𝐻𝐶3618𝐹𝑆𝐶 𝑎𝑎𝑠𝑘𝑒𝑠
2. Determine the flow rate of water through a 5 mm orifice:
To determine the flow rate through a 5 mm opening we first Determine the pressure difference of water
before and after it flow through the orifice. It is assumed that once the water exits the perforated opening it
has a pressure equal to sea level (101.325 kPa). Before exiting the orifice, it is assumed the water has a
pressure equal to depth of the basket opening beneath the curb line (102.857 kPa). Using the formula shown
below we can convert that pressure difference into a flow rate.
L
H
W
Page | 19
Plugging those values into the formula yields a water flow rate per opening of .313648 GPM or .0006988
CFS/hole.
Finally, we multiply the total # of holes in the 62HD3618FTC basket by the flow rate of water per hole:
.0006988 CFS/hole*30159 holes = 20.8 CFS through the basket when empty.
To determine the flow through of the basket when it is 50% full of material, we make a change to the surface
area calculation. Since it is assumed that 50% of the side walls and the bottom of the basket is blocked with
debris the surface area equation becomes:
𝑆𝐴=2 ∗𝐿∗𝐻/2 +2 ∗𝐻/2 ∗𝑉=588 �ℎ𝑛2
Multiplying that surface area by the # of openings per square inch and the flow rate through each hole yields:
588 �ℎ𝑛2 ∗18 �𝑛𝑙𝑒𝑠
�ℎ𝑛2 ∗.006988 𝐶𝐹𝑆
�𝑛𝑙𝑒= 7.3 CFS
Therefore, when 50% filled or blocked with debris the 62HD3618FTC is expected to have a water flow
through rate of 7.3 CFS.
Page | 20
Appendix D: Photo Gallery
Photo 5: Philadelphia Water Dept. Wall
Mount Filter where service was overdue
Photo 4: Improperly maintained Open Throat Curb
Inlet Filter in Pueblo, Colorado.
Photo 1: PURE FTC inserts shown before installation into a catch basin
Photos 2 and 3: PURE FTC inserts shown during installation into a catch basin
Page | 21
Appendix E: Hydraulic Calculations of Ultimate Bypass Region
Example Bypass calculation for 36 x 18 PURE FTC Stainless Steel Basket (62HD3618FTC):
Flow through the Ultimate Bypass Area is calculated with the same equations as flow through an orifice.
𝑄�ℎ=𝐶∗𝐴∗𝑉
Q =Flow through an orifice in𝑒3
𝑠, C=Coefficient of discharge from opening (assumed to be .67 for bypass
area), A= Area of the orifice (𝑒𝑠2), and V=Velocity of water as it passes through the orifice (𝑒𝑠/𝑠).
Velocity can be expanded: V=√2 ∗𝑒∗�
g=acceleration due to gravity (32.2𝑒𝑠/𝑠2), h=height of water above centroid of orifice’s opening (ft) (total
height h with 5” frame drop to centroid is 11”, assuming 2” grate and 4” water over grate)
Therefore, flow through the bypass area can be written as 𝑄=𝐶𝐴√2𝑒�
Calculate Square Area of ultimate Bypass Area:
A=2(𝐻1 ∗𝐿1)+2(𝐻2 ∗𝐿2)
Where H is the height of the bypass opening and L is the Length of the Bypass Opening. For the
62HD3624FTC:𝐻1 =2",L1 =32",𝐻2 =1",𝐿2 =12".
A=2*(2*34)+2*(1.5*16)=152 �ℎ𝑛2=>1.06 𝑒𝑠2
Calculate velocity of flow as it passes through the bypass area:
𝑉=𝐶√2𝑒�=.67√2 ∗32.2 𝑒𝑠
𝑠2 ∗.91 𝑒𝑠=5.3 𝑒𝑠/𝑠 Therefore,
𝑄=𝐶𝐴√2𝑒� = 1.06 𝑒𝑠2 ∗5.3 𝑒𝑠
𝑠=5.6 𝐶𝐹𝑆 Ultimate Bypass Capacity
Based on the above calculation it can be shown that with 4” of water over the grate a 62HD3624FTC will
bypass 5.6 CFS of water through the ultimate bypass of the framing.
Bypass area
Page | 22
Appendix F: Vector Control Accessibility - VC Framing
Link to Dropbox Video demonstrating functionality of Vector Control (VC) framing:
https://www.dropbox.com/s/aoonkcsgwqa3jdh/Video%20Nov%2010%2C%202%2012%2050%20PM.mov?dl
=0
** All ADS PURE FTC Full Trash Capture Inserts specified in CA are supplied with the VC hinged
flange design for vector control accessibility with a -VC part number suffix.
ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
This is the cover sheet for Attachment 2.
HYDROMODICATION EXEMPT
Indicate which Items are Included behind this cover sheet:
Attachment
Sequence
Contents Checklist
Attachment 2a Hydromodification Management
Exhibit (Required)
☐ Included
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.
Attachment 2b Management of Critical Coarse
Sediment Yield Areas (WMAA
Exhibit is required, additional
analyses are optional)
See Section 6.2 of the BMP Design
Manual.
☐ Exhibit showing project drainage
boundaries marked on WMAA
Critical Coarse Sediment Yield Area
Map (Required)
Optional analyses for Critical
Coarse Sediment Yield Area
Determination
Appendix H.6.1 Verification of
Geomorphic Landscape Units
Onsite
Appendix H.7 Downstream
Systems Sensitivity to Coarse
Sediment
Attachment 2c Geomorphic Assessment of
Receiving Channels (Optional)
See Section 6.3.4 of the BMP Design
Manual.
☒ Not performed
Included
Attachment 2d Flow Control Facility Design and
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of
the BMP Design Manual
☐ Included
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
The Hydromodification Management Exhibit must identify:
Underlying hydrologic soil group
Approximate depth to groundwater
Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
Critical coarse sediment yield areas to be protected (if present)
Existing topography
Existing and proposed site drainage network and connections to drainage offsite
Proposed grading
Proposed impervious features
Proposed design features and surface treatments used to minimize imperviousness
Point(s) of Compliance (POC) for Hydromodification Management
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)
ATTACHMENT 3
Structural BMP Maintenance Information
Use this checklist to ensure the required information has been included in the Structural
BMP Maintenance Information Attachment:
Preliminary Design/Planning/CEQA level submittal:
Attachment 2 must identify:
Typical maintenance indicators and actions for proposed structural BMP(s) based
on Section 7.7 of the BMP Design Manual
Final Design level submittal:
Attachment 2 must identify:
☒ Specific maintenance indicators and actions for proposed structural BMP(s). This
shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect
actual proposed components of the structural BMP(s)
☒ How to access the structural BMP(s) to inspect and perform maintenance
☒ Features that are provided to facilitate inspection (e.g., observation ports,
cleanouts, silt posts, or other features that allow the inspector to view necessary
components of the structural BMP and compare to maintenance thresholds)
☒ Manufacturer and part number for proprietary parts of structural BMP(s) when
applicable
☒ Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level
posts or other markings shall be included in all BMP components that will trap and
store sediment, trash, and/or debris, so that the inspector may determine how full
the BMP is, and the maintenance personnel may determine where the bottom of
the BMP is . If required, posts or other markings shall be indicated and described
on structural BMP plans.)
☒ Recommended equipment to perform maintenance
☒ When applicable, necessary special training or certification requirements for
inspection and maintenance personnel such as confined space entry or
hazardous waste management
Page intentionally blank
Page 1
Operation and Maintenance Plan for the Stormwater Quality BMP Facilities
for
2690 Roosevelt Street – SWQMP
August 16, 2022
I. PURPOSE
The primary purpose of this Operations & Maintenance Plan (O&M Plan) shall be to
provide a routine maintenance program that maintains the treatment facilities
effectiveness.
II. SITE CONTACTS & OWNERSHIP
Randolf Cherewick
Roosevelt Nine LLC
2033 San Elijo Ave. Suite 423
Cardiff, CA 92007
The HOA of said development shall maintain the stormwater BMP, basins and drainage
facilities, and appurtenances.
No Funding is required. Financing for the operation, inspection, routine maintenance,
and upkeep of the stormwater structures will be provided and maintained by the HOA.
III. COVERAGE AREA
This project will utilize the following treatment facility located on-site:
1. Biofiltration Basins – located adjacent to each building.
2. Pervious pavement – located around the entire site.
3. Trash Capture Devises – located inside BMP outlet structure.
The biofiltration basins will treat mainly the roof drainage from all the buildings. The
basin will be lined with an overflow riser to allow for stormwater bypass in case of larger
storm events. An orifice plate is placed in the overflow riser connecting the BMP basin
to the outlet pipe. Proper maintenance of the BMP system will allow for the
effectiveness of the BMP basin and storm tanks and will prevent storm pipes from
clogging.
Page 2
IV. ROUTINE MAINTENANCE ACTIVITIES
Primary maintenance activities include vegetation management, trash and sediment
removal, irrigation maintenance and storm drain outlet inspections. The biofiltration
basins are designed to fully drain within 24-72 hours and not include permanent pools
or standing water. Pervious pavement should not show any ponding water after
rainstorm event. Routine maintenance activities, and the frequency at which they will be
conducted, are shown in tables below.
NOTE: Landscape Maintenance Plan should also be reviewed for consistency with vegetation
maintenance and any applicable needs for specific plants, shrubs or trees.
Table 1
Routine Maintenance Activities for Basins
No. Maintenance Task Frequency of Task
1
Conduct annual vegetation management during the
summer, removing weeds and harvesting vegetation.
Remove all grass cuttings and other green waste.
Once a year
2
Trim vegetation at beginning and end of wet season
to prevent establishment of woody vegetation, and
for aesthetics and mosquito control.
Twice a year (spring and
fall)
3
Evaluate health of vegetation and remove or replace
any dead or dying plants. Remove all green waste
and dispose of properly.
Twice a year
4
Remove accumulated trash and debris from the
middle and end of the wet season and dispose of
trash and debris properly.
Twice a year (January and
April)
5 Irrigate during dry weather. Per Landscape Plans
6 Inspect basins using the attached inspection
checklists. Quarterly, or as needed
Table 2
Routine Maintenance Activities for Pervious Pavement
No. Maintenance Task Frequency of Task
1 Conduct annual inspection of pavement structure. Twice a year (spring and
fall)
2 Sweep pavement as needed. Remove weeds that
arise from pavement. Quarterly, or as needed
3 Check pavement to confirm water flows through
pavement and does not pond. Twice a year
Page 3
Table 3
Routine Maintenance Activities for Trash Captured Device
No. Maintenance Task Frequency of Task
1 Conduct annual filter inspection of trash captured
device. At minimum 3 times a year
2 Empty filter bag as needed.
During scheduled
inspection period, or as
needed
3 Remove compacted silt from sediment bag and flush
with medium spray.
During scheduled
inspection period, or as
needed
4 “PCP” style bags should be pressed or wrung to
recover retained oils.
During scheduled
inspection period, or as
needed
5 Check oil skimmer pouches, solidify and darken
when saturated, indicating time for replacement.
During scheduled
inspection period, or as
needed
6 Dispose of all oil-contaminated products and
recovered oils in accordance with EPA guidelines.
During scheduled
inspection period, or as
needed
7 Inspect and replace bag if torn or punctured.
During scheduled
inspection period, or as
needed
V. PROHIBITIONS
The use of pesticides and quick release fertilizers shall be minimized, and the principles
of integrated pest management (IPM) followed:
1. Employ non-chemical controls (biological, physical and cultural controls)
before using chemicals to treat a pest problem.
2. Prune plants properly and at the appropriate time of year.
3. Provide adequate irrigation for landscape plants. Do not over water.
4. Limit fertilizer use unless soil testing indicates a deficiency. Slow-release or
organic fertilizer is preferable. Check with municipality for specific
requirements.
5. Pest control should avoid harming non-target organisms, or negatively
affecting air and water quality and public health. Apply chemical controls only
when monitoring indicates that preventative and non-chemical methods are
not keeping pests below acceptable levels. When pesticides are required,
apply the least toxic and the least persistent pesticide that will provide
adequate pest control. Do not apply pesticides on a prescheduled basis.
Page 4
6. Sweep up spilled fertilizer and pesticides. Do not wash away or bury such
spills.
7. Do not over apply pesticide. Spray only where the infestation exists. Follow
the manufacturer’s instructions for mixing and applying materials.
8. Only licensed, trained pesticide applicators shall apply pesticides.
9. Apply pesticides at the appropriate time to maximize their effectiveness and
minimize the likelihood of discharging pesticides into runoff. With the
exception of pre-emergent pesticides, avoid application if rain is expected.
10. Unwanted/unused pesticides shall be disposed as hazardous waste.
VI. INSPECTIONS
The attached Inspection and Maintenance Checklists shall be used to conduct
inspections monthly (or as needed), identify needed maintenance, and record
maintenance that is conducted.
Pa
g
e
5
Ba
s
i
n
I
n
s
p
e
c
t
i
o
n
a
n
d
M
a
i
n
t
e
n
a
n
c
e
C
h
e
c
k
l
i
s
t
Property A
d
d
r
e
s
s
:
P
r
o
p
e
r
t
y
O
w
n
e
r
:
Tr
e
a
t
m
e
n
t
M
e
a
s
u
r
e
N
o
.
:
D
at
e
o
f
I
n
s
p
e
c
t
i
o
n
:
T
y
p
e
o
f
I
n
s
p
e
c
t
i
o
n
:
M
o
n
t
h
l
y
P
r
e
-
W
e
t
S
e
a
s
o
n
A
f
t
e
r
h
e
a
v
y
r
u
n
o
f
f
En
d
o
f
W
e
t
S
e
a
s
o
n
In
s
p
e
c
t
o
r
(
s
)
:
O
t
h
e
r
:
De
f
e
c
t
Co
n
d
i
t
i
o
n
s
W
h
e
n
Ma
i
n
t
e
n
a
n
c
e
I
s
N
e
e
d
e
d
Ma
i
n
t
e
n
a
n
c
e
Ne
e
d
e
d
?
(Y
/
N
)
Co
m
m
e
n
t
s
(D
e
s
c
r
i
b
e
m
a
i
n
t
e
n
a
n
c
e
co
m
p
l
e
t
e
d
a
n
d
i
f
a
n
y
n
e
e
d
e
d
m
a
i
n
t
e
n
a
n
c
e
w
a
s
no
t
c
o
n
d
u
c
t
e
d
,
n
o
t
e
w
h
e
n
i
t
w
i
l
l
b
e
d
o
n
e
.
)
Re
s
u
l
t
s
E
x
p
e
c
t
e
d
W
h
e
n
M
a
i
n
t
e
n
a
n
c
e
I
s
P
e
r
f
o
r
m
e
d
Ge
n
e
r
a
l
Tr
a
s
h
&
De
b
r
i
s
T
r
a
s
h
a
n
d
d
e
b
r
i
s
ac
c
u
m
u
l
a
t
e
d
i
n
b
a
s
i
n
.
V
i
s
u
a
l
e
v
i
d
e
n
c
e
o
f
du
m
p
i
n
g
.
Tr
a
s
h
a
n
d
d
e
b
r
i
s
c
l
e
a
r
e
d
f
r
om
s
i
t
e
a
n
d
d
i
s
p
o
s
e
d
o
f
pr
o
p
e
r
l
y
.
Po
i
s
o
n
o
u
s
Ve
g
e
t
a
t
i
o
n
an
d
n
o
x
i
o
u
s
we
e
d
s
Po
i
s
o
n
o
u
s
o
r
n
u
i
s
a
n
c
e
ve
g
e
t
a
t
i
o
n
o
r
n
o
x
i
o
u
s
we
e
d
s
,
e
.
g
.
,
m
o
r
n
i
n
g
g
l
o
r
y
,
En
g
l
i
s
h
i
v
y
,
r
e
e
d
c
a
n
a
r
y
gr
a
s
s
,
J
a
p
a
n
e
s
e
k
n
o
t
w
e
e
d
,
pu
r
p
l
e
l
o
o
s
e
s
t
r
i
f
e
,
bl
a
c
k
b
e
r
r
y
,
S
c
o
t
c
h
b
r
o
o
m
,
po
i
s
o
n
o
a
k
,
s
t
i
n
g
i
n
g
n
e
t
t
l
e
s
,
or
d
e
v
i
l
’
s
c
l
u
b
.
Us
e
I
n
t
e
g
r
a
t
e
d
P
e
s
t
M
a
n
a
g
e
m
en
t
t
e
c
h
n
i
q
u
e
s
t
o
c
o
n
t
r
o
l
no
x
i
o
u
s
w
e
e
d
s
o
r
i
n
v
a
s
i
v
e
s
p
e
c
i
e
s
.
Co
n
t
a
m
i
n
a
n
t
s
an
d
P
o
l
l
u
t
i
o
n
An
y
e
v
i
d
e
n
c
e
o
f
o
i
l
,
ga
s
o
l
i
n
e
,
c
o
n
t
a
m
i
n
a
n
t
s
o
r
ot
h
e
r
p
o
l
l
u
t
a
n
t
s
.
N
o
c
o
n
t
a
m
i
n
a
n
t
s
o
r
p
o
l
l
u
t
a
n
t
s
p
r
e
s
e
n
t
.
Ro
d
e
n
t
H
o
l
e
s
If
f
a
c
i
l
i
t
y
a
c
t
s
a
s
a
d
a
m
o
r
be
r
m
,
a
n
y
e
v
i
d
e
n
c
e
o
f
ro
d
e
n
t
h
o
l
e
s
,
o
r
a
n
y
ev
i
d
e
n
c
e
o
f
w
a
t
e
r
p
i
p
i
n
g
th
r
o
u
g
h
d
a
m
,
b
e
r
m
o
r
i
n
t
o
sl
o
p
e
s
v
i
a
r
o
d
e
n
t
h
o
l
e
s
.
Th
e
d
e
s
i
g
n
s
p
e
c
i
f
i
c
a
t
i
o
n
s
a
r
e
n
o
t
c
o
m
p
r
o
m
i
s
e
d
b
y
ho
l
e
s
.
An
y
r
o
d
e
n
t
c
o
n
t
r
o
l
a
c
t
i
v
i
t
ie
s
a
r
e
i
n
a
c
c
o
r
d
a
n
c
e
w
i
t
h
ap
p
l
i
c
a
b
l
e
l
a
w
s
a
n
d
d
o
n
o
t
a
f
f
e
c
t
a
n
y
p
r
o
t
e
c
t
e
d
sp
e
c
i
e
s
.
In
s
e
c
t
s
In
s
e
c
t
s
s
u
c
h
a
s
w
a
s
p
s
a
n
d
ho
r
n
e
t
s
i
n
t
e
r
f
e
r
e
w
i
t
h
ma
i
n
t
e
n
a
n
c
e
a
c
t
i
v
i
t
i
e
s
.
I
n
s
e
c
t
s
d
o
n
o
t
i
n
t
e
r
f
e
r
e
w
i
t
h
m
a
i
n
t
e
n
a
n
c
e
a
c
t
i
v
i
t
i
e
s
.
Ba
s
i
n
&
S
w
a
l
e
s
I
n
s
p
e
c
t
i
o
n
a
n
d
M
a
i
n
t
e
n
a
n
c
e
C
h
e
c
k
l
i
s
t
Da
t
e
o
f
I
ns
p
e
c
t
i
o
n
:
Pr
o
p
e
r
t
y
A
d
d
r
e
s
s
:
Tr
e
a
t
m
e
n
t
M
e
a
s
u
r
e
N
o
.
:
Pa
g
e
6
De
f
e
c
t
Co
n
d
i
t
i
o
n
s
W
h
e
n
Ma
i
n
t
e
n
a
n
c
e
I
s
N
e
e
d
e
d
Ma
i
n
t
e
n
a
n
c
e
Ne
e
d
e
d
?
(Y
/
N
)
Co
m
m
e
n
t
s
(D
e
s
c
r
i
b
e
m
a
i
n
t
e
n
a
n
c
e
co
m
p
l
e
t
e
d
a
n
d
i
f
a
n
y
n
e
e
d
e
d
m
a
i
n
t
e
n
a
n
c
e
w
a
s
no
t
c
o
n
d
u
c
t
e
d
,
n
o
t
e
w
h
e
n
i
t
w
i
l
l
b
e
d
o
n
e
.
)
Re
s
u
l
t
s
E
x
p
e
c
t
e
d
W
h
e
n
M
a
i
n
t
e
n
a
n
c
e
I
s
P
e
r
f
o
r
m
e
d
Tr
e
e
/
B
r
u
s
h
Gr
o
w
t
h
a
n
d
Ha
z
a
r
d
T
r
e
e
s
G
r
o
w
t
h
d
o
e
s
n
o
t
a
l
l
o
w
ma
i
n
t
e
n
a
n
c
e
a
c
c
e
s
s
o
r
in
t
e
r
f
e
r
e
s
w
i
t
h
ma
i
n
t
e
n
a
n
c
e
a
c
t
i
v
i
t
y
.
D
e
a
d
,
d
i
s
e
a
s
e
d
,
o
r
d
y
i
n
g
tr
e
e
s
/
s
h
r
u
b
s
.
T
r
e
e
s
d
o
n
o
t
h
i
n
d
e
r
m
a
i
n
t
e
n
a
n
c
e
a
c
t
i
v
i
t
i
e
s
.
R
e
m
o
v
e
h
a
z
a
r
d
t
r
e
e
s
a
s
ap
p
r
o
v
e
d
b
y
t
h
e
C
i
t
y
.
(U
s
e
a
c
e
r
t
i
f
i
e
d
A
r
b
o
r
i
s
t
t
o
d
e
t
e
r
m
i
n
e
h
e
a
l
t
h
o
f
t
r
e
e
or
r
e
m
o
v
a
l
r
e
q
u
i
r
e
m
e
n
t
s
)
.
Dr
a
i
n
a
g
e
t
i
m
e
St
a
n
d
i
n
g
w
a
t
e
r
r
e
m
a
i
n
s
i
n
ba
s
i
n
m
o
r
e
t
h
a
n
f
i
v
e
d
a
y
s
.
Co
r
r
e
c
t
a
n
y
c
i
r
c
u
m
s
t
a
n
c
e
s
t
h
a
t
r
e
s
t
r
i
c
t
t
h
e
f
l
o
w
o
f
w
a
t
e
r
fr
o
m
t
h
e
s
y
s
t
e
m
.
R
e
s
t
o
r
e
d
r
a
i
n
ag
e
t
o
d
e
s
i
g
n
c
o
n
d
i
t
i
o
n
.
If
t
h
e
p
r
o
b
l
e
m
c
a
n
n
o
t
b
e
c
o
r
r
ec
t
e
d
a
n
d
p
r
ob
l
e
m
s
w
i
t
h
st
a
n
d
i
n
g
w
a
t
e
r
r
e
c
u
r
,
t
h
e
n
mo
s
q
u
i
t
o
e
s
s
h
o
u
l
d
b
e
co
n
t
r
o
l
l
e
d
w
i
t
h
l
a
r
v
i
c
i
d
e
s
,
a
p
p
l
i
e
d
b
y
a
l
i
c
e
n
s
e
d
pe
s
t
i
c
i
d
e
a
p
p
l
i
c
a
t
o
r
.
Ou
t
f
a
l
l
st
r
u
c
t
u
r
e
De
b
r
i
s
o
r
s
i
l
t
b
u
i
l
d
-
u
p
ob
s
t
r
u
c
t
s
a
n
o
u
t
f
a
l
l
s
t
r
u
c
t
u
r
e
.
Re
m
o
v
e
d
e
b
r
i
s
a
n
d
/
o
r
s
i
l
t
b
ui
l
d
-
u
p
a
n
d
d
i
s
p
o
s
e
o
f
pr
o
p
e
r
l
y
.
Si
d
e
S
l
o
p
e
s
Er
o
s
i
o
n
E
r
o
d
e
d
o
v
e
r
2
i
n
.
d
e
e
p
wh
e
r
e
c
a
u
s
e
o
f
d
a
m
a
g
e
i
s
st
i
l
l
p
r
e
s
e
n
t
o
r
w
h
e
r
e
t
h
e
r
e
is
p
o
t
e
n
t
i
a
l
f
o
r
c
o
n
t
i
n
u
e
d
er
o
s
i
o
n
.
A
n
y
e
r
o
s
i
o
n
o
n
a
co
m
p
a
c
t
e
d
b
e
r
m
em
b
a
n
k
m
e
n
t
.
Ca
u
s
e
o
f
e
r
o
s
i
o
n
i
s
m
a
n
a
g
ed
a
p
p
r
o
p
r
i
a
t
e
l
y
.
S
i
d
e
sl
o
p
e
s
o
r
b
e
r
m
a
r
e
r
e
s
t
o
r
e
d
t
o
d
e
s
i
g
n
s
p
e
c
i
f
i
c
a
t
i
o
n
s
,
a
s
ne
e
d
e
d
.
St
o
r
a
g
e
A
r
e
a
Se
d
i
m
e
n
t
Ac
c
u
m
u
l
a
t
e
d
s
e
d
i
m
e
n
t
>1
0
%
o
f
d
e
s
i
g
n
e
d
b
a
s
i
n
de
p
t
h
o
r
a
f
f
e
c
t
s
i
n
l
e
t
t
i
n
g
o
r
ou
t
l
e
t
t
i
n
g
c
o
n
d
i
t
i
o
n
o
f
t
h
e
fa
c
i
l
i
t
y
.
Se
d
i
m
e
n
t
c
l
e
a
n
e
d
o
u
t
t
o
de
s
i
g
n
e
d
b
a
s
i
n
s
h
a
p
e
a
n
d
de
p
t
h
;
b
a
s
i
n
r
e
s
e
e
d
e
d
i
f
n
e
c
e
s
s
a
r
y
t
o
c
o
n
t
r
o
l
e
r
o
s
i
o
n
.
Se
d
i
m
e
n
t
d
i
s
p
o
s
e
d
o
f
p
r
o
p
e
r
l
y
.
Li
n
e
r
(
I
f
Ap
p
l
i
c
a
b
l
e
)
Li
n
e
r
i
s
v
i
s
i
b
l
e
a
n
d
h
a
s
m
o
r
e
th
a
n
t
h
r
e
e
1
/
4
-
i
n
c
h
h
o
l
e
s
i
n
it
.
L
i
n
e
r
r
e
p
a
i
r
e
d
o
r
r
e
p
l
a
c
e
d
.
L
i
n
e
r
i
s
f
u
l
l
y
c
o
v
e
r
e
d
.
Em
e
r
g
e
n
c
y
O
v
e
r
f
l
o
w
/
S
p
i
l
l
w
a
y
a
n
d
B
e
r
m
s
Se
t
t
l
e
m
e
n
t
Be
r
m
s
e
t
t
l
e
m
e
n
t
4
i
n
c
h
e
s
lo
w
e
r
t
h
a
n
t
h
e
d
e
s
i
g
n
el
e
v
a
t
i
o
n
.
D
i
k
e
i
s
b
u
i
l
t
b
a
c
k
t
o
t
h
e
d
e
s
i
g
n
e
l
e
v
a
t
i
o
n
.
Ba
s
i
n
&
S
w
a
l
e
s
I
n
s
p
e
c
t
i
o
n
a
n
d
M
a
i
n
t
e
n
a
n
c
e
C
h
e
c
k
l
i
s
t
Da
t
e
o
f
I
ns
p
e
c
t
i
o
n
:
Pr
o
p
e
r
t
y
A
d
d
r
e
s
s
:
Tr
e
a
t
m
e
n
t
M
e
a
s
u
r
e
N
o
.
:
Pa
g
e
7
De
f
e
c
t
Co
n
d
i
t
i
o
n
s
W
h
e
n
Ma
i
n
t
e
n
a
n
c
e
I
s
N
e
e
d
e
d
Ma
i
n
t
e
n
a
n
c
e
Ne
e
d
e
d
?
(Y
/
N
)
Co
m
m
e
n
t
s
(D
e
s
c
r
i
b
e
m
a
i
n
t
e
n
a
n
c
e
co
m
p
l
e
t
e
d
a
n
d
i
f
a
n
y
n
e
e
d
e
d
m
a
i
n
t
e
n
a
n
c
e
w
a
s
no
t
c
o
n
d
u
c
t
e
d
,
n
o
t
e
w
h
e
n
i
t
w
i
l
l
b
e
d
o
n
e
.
)
Re
s
u
l
t
s
E
x
p
e
c
t
e
d
W
h
e
n
M
a
i
n
t
e
n
a
n
c
e
I
s
P
e
r
f
o
r
m
e
d
Tr
e
e
G
r
o
w
t
h
Tr
e
e
g
r
o
w
t
h
o
n
b
e
r
m
s
o
r
em
e
r
g
e
n
c
y
s
p
i
l
l
w
a
y
>
4
f
t
i
n
he
i
g
h
t
o
r
c
o
v
e
r
i
n
g
m
o
r
e
t
h
a
n
10
%
o
f
s
p
i
l
l
w
a
y
.
T
r
e
e
s
s
h
o
u
l
d
b
e
r
e
m
o
v
e
d.
I
f
r
o
o
t
s
y
s
t
e
m
i
s
s
m
a
l
l
(b
a
s
e
l
e
s
s
t
h
a
n
4
i
n
c
h
e
s
)
t
h
e
r
o
o
t
s
y
s
t
e
m
m
a
y
b
e
le
f
t
i
n
p
l
a
c
e
.
O
t
h
e
r
w
i
s
e
t
h
e
r
o
o
t
s
s
h
o
u
l
d
b
e
re
m
o
v
e
d
a
n
d
t
h
e
be
r
m
r
e
s
t
o
r
e
d
.
A
c
i
v
i
l
e
n
g
i
n
e
e
r
s
h
o
u
l
d
b
e
co
n
s
u
l
t
e
d
f
o
r
p
r
o
p
e
r
be
r
m
/
s
p
i
l
l
w
a
y
r
e
s
t
o
r
a
t
i
o
n
.
Em
e
r
g
e
n
c
y
Ov
e
r
f
l
o
w
/
Sp
i
l
l
w
a
y
Ro
c
k
i
s
m
i
s
s
i
n
g
a
n
d
s
o
i
l
i
s
ex
p
o
s
e
d
a
t
t
o
p
o
f
s
p
i
l
l
w
a
y
o
r
ou
t
s
i
d
e
s
l
o
p
e
.
R
o
c
k
s
a
n
d
p
a
d
d
e
p
t
h
a
r
e
r
e
st
o
r
e
d
t
o
d
e
s
i
g
n
s
t
a
n
d
a
r
d
s
.
De
b
r
i
s
B
a
r
r
i
e
r
s
(
e
.
g
.
,
T
r
a
s
h
R
a
c
k
s
)
Tr
a
s
h
a
n
d
De
b
r
i
s
Tr
a
s
h
o
r
d
e
b
r
i
s
i
s
p
l
u
g
g
i
n
g
op
e
n
i
n
g
s
i
n
t
h
e
b
a
r
r
i
e
r
.
T
r
a
s
h
o
r
d
e
b
r
i
s
i
s
r
e
m
o
v
ed
a
n
d
d
i
s
p
o
s
e
d
o
f
p
r
o
p
e
r
l
y
.
Da
m
a
g
e
d
/
Mi
s
s
i
n
g
B
a
r
s
Ba
r
s
a
r
e
m
i
s
s
i
n
g
,
l
o
o
s
e
,
b
e
n
t
ou
t
o
f
s
h
a
p
e
,
o
r
d
e
t
e
r
i
o
r
a
t
i
n
g
du
e
t
o
e
x
c
e
s
s
i
v
e
r
u
s
t
.
Ba
r
s
a
r
e
r
e
p
a
i
r
e
d
o
r
r
e
p
l
a
c
e
d
t
o
a
l
l
o
w
p
r
o
p
e
r
fu
n
c
t
i
o
n
i
n
g
o
f
t
r
a
s
h
r
a
c
k
.
In
l
e
t
/
O
u
t
l
e
t
Pi
p
e
De
b
r
i
s
b
a
r
r
i
e
r
i
s
m
i
s
s
i
n
g
o
r
no
t
a
t
t
a
c
h
e
d
t
o
p
i
p
e
.
De
b
r
i
s
b
a
r
r
i
e
r
i
s
r
e
p
a
i
r
e
d
o
r
r
e
p
l
a
c
e
d
t
o
a
l
l
o
w
p
r
o
p
e
r
fu
n
c
t
i
o
n
i
n
g
o
f
t
r
a
s
h
r
a
c
k
.
Fe
n
c
i
n
g
a
n
d
G
a
t
e
s
Mi
s
s
i
n
g
o
r
br
o
k
e
n
p
a
r
t
s
An
y
d
e
f
e
c
t
i
n
o
r
d
a
m
a
g
e
t
o
th
e
f
e
n
c
e
o
r
g
a
t
e
t
h
a
t
pe
r
m
i
t
s
e
a
s
y
e
n
t
r
y
t
o
a
fa
c
i
l
i
t
y
.
F
e
n
c
i
n
g
a
n
d
g
a
t
e
a
r
e
r
e
s
t
o
r
e
d
t
o
d
e
s
i
g
n
s
p
e
c
i
f
i
c
a
t
i
o
n
s
.
De
t
e
r
i
o
r
a
t
i
n
g
Pa
i
n
t
o
r
Pr
o
t
e
c
t
i
v
e
Co
a
t
i
n
g
Pa
r
t
o
r
p
a
r
t
s
t
h
a
t
h
a
v
e
a
ru
s
t
i
n
g
o
r
s
c
a
l
i
n
g
c
o
n
d
i
t
i
o
n
th
a
t
h
a
s
a
f
f
e
c
t
e
d
s
t
r
u
c
t
u
r
a
l
ad
e
q
u
a
c
y
.
Pa
i
n
t
o
r
p
r
o
t
e
c
t
i
v
e
c
o
a
t
i
n
g
is
s
u
f
f
i
c
i
e
n
t
t
o
p
r
o
t
e
c
t
st
r
u
c
t
u
r
a
l
a
d
e
q
u
a
c
y
o
f
f
e
n
c
e
o
r
g
a
t
e
.
Fl
o
w
D
u
r
a
t
i
o
n
C
o
n
t
r
o
l
O
u
t
l
e
t
(
i
f
i
n
c
l
u
d
e
d
i
n
d
e
s
i
g
n
t
o
m
e
e
t
H
y
d
ro
m
o
d
i
f
i
c
a
t
i
o
n
M
a
n
a
g
e
m
e
n
t
S
t
a
n
d
a
r
d
)
Ri
s
e
r
s
,
o
r
i
f
i
c
e
s
an
d
s
c
r
e
e
n
s
An
y
d
e
b
r
i
s
o
r
c
l
o
g
g
i
n
g
Re
s
t
o
r
e
u
n
o
b
s
t
r
u
c
t
e
d
f
l
o
w
t
h
r
o
u
g
h
d
i
s
c
h
a
r
g
e
s
t
r
u
c
t
u
r
e
;
to
m
e
e
t
o
r
i
g
i
n
a
l
d
e
s
i
g
n
;
d
i
s
p
o
s
e
o
f
d
e
b
r
i
s
p
r
o
p
e
r
l
y
.
Dr
a
w
d
o
w
n
ti
m
e
No
t
i
c
e
a
b
l
e
p
o
n
d
i
n
g
ex
c
e
e
d
i
n
g
7
2
-
h
o
u
r
s
a
f
t
e
r
a
de
s
i
g
n
s
t
o
r
m
e
v
e
n
t
Re
s
t
o
r
e
i
n
f
i
l
t
r
a
t
i
o
n
a
n
d
po
n
d
e
d
w
a
t
e
r
s
p
e
r
m
e
a
t
e
.
Sc
a
r
i
f
i
c
a
t
i
o
n
s
h
o
u
l
d
o
n
l
y
b
e
p
e
r
f
o
r
m
e
d
w
h
e
n
t
h
e
r
e
a
r
e
si
g
n
s
o
f
c
l
o
g
g
i
n
g
r
a
t
h
e
r
t
h
a
n
on
a
r
o
u
t
i
n
e
b
a
s
i
s
.
A
l
w
a
y
s
re
m
o
v
e
d
e
p
o
s
i
t
e
d
s
e
d
i
m
e
n
t
s
b
e
f
o
r
e
s
c
a
r
i
f
i
c
a
t
i
o
n
a
n
d
us
e
a
h
a
n
d
-
g
u
i
d
e
d
r
o
t
a
r
y
t
i
l
l
e
r
.
Sw
a
l
e
s
(
i
n
a
d
d
i
t
i
o
n
t
o
g
e
ne
r
a
l
i
t
e
m
s
l
i
s
t
e
d
a
b
o
v
e
)
Ba
s
i
n
&
S
w
a
l
e
s
I
n
s
p
e
c
t
i
o
n
a
n
d
M
a
i
n
t
e
n
a
n
c
e
C
h
e
c
k
l
i
s
t
Da
t
e
o
f
I
ns
p
e
c
t
i
o
n
:
Pr
o
p
e
r
t
y
A
d
d
r
e
s
s
:
Tr
e
a
t
m
e
n
t
M
e
a
s
u
r
e
N
o
.
:
Pa
g
e
8
De
f
e
c
t
Co
n
d
i
t
i
o
n
s
W
h
e
n
Ma
i
n
t
e
n
a
n
c
e
I
s
N
e
e
d
e
d
Ma
i
n
t
e
n
a
n
c
e
Ne
e
d
e
d
?
(Y
/
N
)
Co
m
m
e
n
t
s
(D
e
s
c
r
i
b
e
m
a
i
n
t
e
n
a
n
c
e
co
m
p
l
e
t
e
d
a
n
d
i
f
a
n
y
n
e
e
d
e
d
m
a
i
n
t
e
n
a
n
c
e
w
a
s
no
t
c
o
n
d
u
c
t
e
d
,
n
o
t
e
w
h
e
n
i
t
w
i
l
l
b
e
d
o
n
e
.
)
Re
s
u
l
t
s
E
x
p
e
c
t
e
d
W
h
e
n
M
a
i
n
t
e
n
a
n
c
e
I
s
P
e
r
f
o
r
m
e
d
Im
p
e
d
e
d
F
l
o
w
Tw
i
c
e
a
n
n
u
a
l
l
y
a
t
b
e
g
i
n
n
i
n
g
an
d
e
n
d
o
f
w
e
t
s
e
a
s
o
n
.
A
f
t
e
r
he
a
v
y
r
u
n
o
f
f
.
V
i
s
i
b
l
e
bl
o
c
k
a
g
e
o
r
i
m
p
e
d
i
m
e
n
t
s
.
Tr
a
s
h
a
n
d
d
e
b
r
i
s
c
l
e
a
r
e
d
f
r
o
m
s
w
a
l
e
a
n
d
d
i
s
p
o
s
e
d
o
f
pr
o
p
e
r
l
y
e
s
p
e
c
i
a
l
l
y
p
r
i
o
r
t
o
m
o
w
i
n
g
.
La
n
d
s
c
a
p
i
n
g
or
V
e
g
e
t
a
t
i
v
e
Ov
e
r
g
r
o
w
t
h
Tw
i
c
e
a
n
n
u
a
l
l
y
a
t
b
e
g
i
n
n
i
n
g
an
d
e
n
d
o
f
w
e
t
s
e
a
s
o
n
o
r
a
s
ne
e
d
e
d
f
o
r
a
e
s
t
h
e
t
i
c
s
.
M
a
i
n
t
a
i
n
e
d
f
l
o
w
a
n
d
h
e
a
l
t
h
y
v
e
g
e
t
a
t
i
o
n
.
Mi
s
c
e
l
l
a
n
e
o
u
s
Mi
s
c
e
l
l
a
n
e
o
u
s
An
y
c
o
n
d
i
t
i
o
n
n
o
t
c
o
v
e
r
e
d
ab
o
v
e
t
h
a
t
n
e
e
d
s
a
t
t
e
n
t
i
o
n
to
r
e
s
t
o
r
e
i
n
f
i
l
t
ra
t
i
o
n
b
a
s
i
n
t
o
de
s
i
g
n
c
o
n
d
i
t
i
o
n
s
.
M
e
e
t
s
t
h
e
d
e
s
i
g
n
sp
e
c
i
f
i
c
a
t
i
o
n
s
.
ATTACHMENT 4
City standard Single Sheet BMP (SSBMP) Exhibit
Page intentionally blank
●
ATTACHMENT 5
Stormwater Investigation
Page intentionally blank
STORM WATER
MANAGEMENT INVESTIGATION
2690 ROOSEVELT STREET
CARLSBAD, CALIFORNIA
PREPARED FOR
ROOSEVELT NINE LLC
CARDIFF, CALIFORNIA
APRIL 21, 2020
REVISED OCTOBER 24, 2022
PROJECT NO. G2245-52-01
Project No. G2245-52-01
April 21, 2020
Revised October 24, 2022
Roosevelt Nine LLC
2033 San Elijo Avenue, Suite 423
Cardiff, California 92014
Attention: Mr. Randolf Cherewick
Subject: STORM WATER MANAGEMENT INVESTIGATION
2690 ROOSEVELT STREET
CARLSBAD, CALIFORNIA
Reference: Geotechnical Investigation, 2690 Roosevelt Street, Carlsbad, California, prepared by
Geocon Incorporated, dated April 8, 2019 (Project No. G2245-52-01).
Dear Mr. Cherewick:
In accordance with your request, we herein submit the results of our storm water management
investigation for the property located at 2690 Roosevelt Street in the City of Carlsbad, California (see
Figure 1, Vicinity Map).
SITE AND PROJECT DESCRIPTION
The subject site is located north of the intersection of Roosevelt Street and Beech Avenue in a residential
area in the City of Carlsbad, California. The site currently consists of a single-family residence that has
been modified to commercial space. The site is accessed from Roosevelt Street by a concrete drive to
north and a gravel driveway to the south of the structure with parking available to the east of the building.
The property slopes gently to the northwest with elevations ranging from about 41 to 47 feet above
Mean Sea Level (MSL). Overhead utility lines exist fronting Roosevelt Street.
We prepared the referenced geotechnical investigation report for the site and proposed development.
Our field investigation consisted of advancing 5 exploratory borings (Borings B-1 through B-5) to a
maximum depth of about 19½ feet and performing 2 infiltration tests. During our investigation, we
encountered one surficial soil unit (consisting of undocumented fill) and one formational unit (consisting
of Old Paralic Deposits). We encountered undocumented fill in our borings to depths ranging from about
1 to 3 feet overlying the Old Paralic Deposits. The occurrence, distribution, and description of each unit
Geocon Project No. G2245-52-01 - 2 - April 21, 2022
Revised October 24, 2022
encountered are shown on the Geologic Map, Figure 2 and on the boring logs in Appendix A of the
referenced report.
STORM WATER MANAGEMENT INVESTIGATION
We understand storm water management devices will be used in accordance with the 2021 City of
Carlsbad BMP Design Manual. If not properly constructed, there is a potential for distress to
improvements and properties located hydrologically down gradient or adjacent to these devices. Factors
such as the amount of water to be detained, its residence time, and soil permeability have an important
effect on seepage transmission and the potential adverse impacts that may occur if the storm water
management features are not properly designed and constructed. We have not performed a
hydrogeological study at the site. If infiltration of storm water runoff occurs, downstream properties
may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and
slabs, or other undesirable impacts as a result of water infiltration.
Hydrologic Soil Group
The United States Department of Agriculture (USDA), Natural Resources Conservation Services,
possesses general information regarding the existing soil conditions for areas within the United States.
The USDA website also provides the Hydrologic Soil Group. Table 1 presents the descriptions of the
hydrologic soil groups. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter
is for drained areas and the second is for undrained areas. In addition, the USDA website also provides
an estimated saturated hydraulic conductivity for the existing soil.
TABLE 1
HYDROLOGIC SOIL GROUP DEFINITIONS
Soil Group Soil Group Definition
A
Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist
mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a
high rate of water transmission.
B
Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately
deep or deep, moderately well drained or well drained soils that have moderately fine texture to
moderately coarse texture. These soils have a moderate rate of water transmission.
C
Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a
layer that impedes the downward movement of water or soils of moderately fine texture or fine
texture. These soils have a slow rate of water transmission.
D
Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist
chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that
have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
Geocon Project No. G2245-52-01 - 3 - April 21, 2022
Revised October 24, 2022
Table 2 presents the information from the USDA website for the subject property.
TABLE 2
USDA WEB SOIL SURVEY – HYDROLOGIC SOIL GROUP*
Map Unit Name Map Unit Symbol
Approximate Percentage of Property
Hydrologic Soil Group
kSAT of Most Limiting Layer (Inches/ Hour)
Marina loamy coarse
sand, 2 to 9 percent slopes MlC 100 B 0.57 – 1.98
*The areas of the property that possess fill materials should be considered to possess a Hydrologic Soil Group D.
In Situ Testing
We performed 2 constant-head infiltration tests using the Aardvark permeameter at the locations shown
on the Geologic Map, Figure 2. Table 3 presents the results of the infiltration tests. The field data sheets
are attached herein. We applied a feasibility factor of safety of 2.0 to our estimated infiltration rates. The
designer of storm water devices should apply an appropriate factor of safety, where necessary. Soil
infiltration rates from in-situ tests can vary significantly from one location to another due to the
heterogeneous characteristics inherent to most soil.
TABLE 3
INFILTRATION TEST RESULTS
Test No. Geologic Unit
Test Depth (feet, below grade)
Field-Saturated Hydraulic Conductivity/Infiltration Rate, ksat (inch/hour)
Worksheet Infiltration Rate1 (inch/hour)
P-1 Qop 2 0.008 0.004
P-2 Qop 2 0.183 0.092
Average 0.10 0.05
1 Using a Factor of Safety of 2.
Infiltration categories include full infiltration, partial infiltration and no infiltration. Table 4 presents the
commonly accepted definitions of the potential infiltration categories based on the infiltration rates.
TABLE 4 INFILTRATION CATEGORIES
Infiltration Category Field Infiltration Rate, I (Inches/Hour) Factored Infiltration Rate1, I (Inches/Hour)
Full Infiltration I > 1.0 I > 0.5
Partial Infiltration 0.10 < I < 1.0 0.05 < I < 0.5
No Infiltration (Infeasible) I < 0.10 I < 0.05
1 Using a Factor of Safety of 2.
Geocon Project No. G2245-52-01 - 4 - April 21, 2022
Revised October 24, 2022
The test results indicate the approximate infiltration rates range from approximately 0.008 to
0.183 inches per hour (0.004 to 0.092 inches per hour with an applied factor of safety of 2). The average
infiltration rate with an applied factor of safety of 2 is 0.05 inches per hour. Full infiltration should be
considered infeasible, however partial infiltration should be considered feasible at the site because the
average infiltration rate is between 0.05 and 0.5 inches per hour.
GEOTECHNICAL CONSIDERATIONS
Groundwater Elevations
We encountered perched groundwater/seepage during our investigation at depths ranging from
approximately 7½ to 11½ feet below the existing ground surface (approximate elevations ranging from
approximately 32½ to 37½ feet MSL). We expect permanent groundwater is approximately 40 feet
below the existing ground surface.
New or Existing Utilities
Utilities are present on the existing property and within the existing adjacent Roosevelt Street. Full or
partial infiltration should not be allowed in the areas of the utilities to help prevent potential
damage/distress to improvements. Mitigation measures to prevent water from infiltrating the utilities
consist of setbacks, installing cutoff walls around the utilities and installing subdrains and/or installing
liners.
Existing Structures
Existing structures exist to the north and south and east of the site. Water should not be allowed to
infiltrate in areas where it could affect the existing and neighboring properties and existing and adjacent
structures, improvements and roadways. Mitigation for existing structures consist of not allowing water
infiltration within a 1:1 plane from existing foundations and extending the infiltration areas at least 10
feet from the existing foundations and into formational materials.
Soil or Groundwater Contamination
We are unaware of contaminated soil on the property. Therefore, infiltration associated with this risk is
considered feasible.
CONCLUSIONS AND RECOMMENDATIONS
Storm Water Evaluation Narrative
The site is underlain by approximately 1 to 3 feet of undocumented fill across the site. In our experience,
fill does not possess infiltration rates appropriate with infiltration. Therefore, infiltration is considered
Geocon Project No. G2245-52-01 - 5 - April 21, 2022
Revised October 24, 2022
infeasible within the undocumented fill and we performed our infiltration tests in the relatively shallow
Old Paralic Deposits. The formational Old Paralic Deposits underlie the undocumented as shallow as 1
to 3 feet deep and extending to approximately 14 to 19 feet below existing grade. We performed 2
infiltration tests within the Old Paralic Deposits and the results indicate an infiltration rate of
approximately 0.05 inches per hour.
The Santiago Formation exists below the Old Paralic Deposits. We did not perform infiltration testing
within the Santiago Formation due to the depth of the formation. It would be unreasonable and costly to
install storm water devices at depths exceeding approximately 15 feet at the site.
We encountered perched groundwater/seepage during our investigation at depths ranging from
approximately 7½ and 11½ feet below the existing ground surface. We expect permanent groundwater
exist approximately 40 feet below existing grade. We expect the bottom of planned storm water
infiltration devices will extend to depths of 2 feet or greater below the existing ground surface at the
site.
Storm Water Evaluation Conclusion
Based on the results of our infiltration tests performed within the existing formational materials
(approximately 0.05 inches per hour), and the depth of groundwater relative to the bottom of planned
storm water devices, we opine full infiltration on the property is considered infeasible. The site can be
classified as “Partial Infiltration” condition due to the rates ranging between 0.05 to 0.5 inches per hour.
Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas
allowing “Partial Infiltration” if the following criteria are met:
Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below
lowest adjacent grade.
A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch
basin). The subdrain should consist of a minimum 4-inch perforated pipe (Schedule 40 PVC or
similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or
equivalent).
Storm Water Management Devices
Liners and subdrains should be incorporated into the design and construction of the planned storm water
devices. The liners should be impermeable (e.g. High-density polyethylene, HDPE, with a thickness of
about 30 mil or equivalent Polyvinyl Chloride, PVC) to prevent water migration. The subdrains should
be perforated within the liner area, installed at the base and above the liner, be at least 3 inches in
diameter and consist of Schedule 40 PVC pipe. The subdrains outside of the liner should consist of solid
pipe. The penetration of the liners at the subdrains should be properly waterproofed. The subdrains
Geocon Project No. G2245-52-01 - 6 - April 21, 2022
Revised October 24, 2022
should be connected to a proper outlet. The devices should also be installed in accordance with the
manufacturer’s recommendations.
Storm Water Standard Worksheets
We evaluated the proposed project with respect to the infiltration restrictions contained in Table D.1-
1 in Appendix D of the City of Carlsbad BMP Design Manual (see Table 5).
TABLE 5
CONSIDERATIONS FOR GEOTECNICAL ANALSIS OF INFILTRATION RESTRICTIONS
(TABLE D.1-1 OF APPENDIX D)
Restriction Element
Is Element Applicable? (Yes/No)
Mandatory Considerations
BMP is within 100’ of Contaminated Soils No
BMP is within 100’ of Industrial Activities Lacking Source Control No
BMP is within 100’ of Well/Groundwater Basin No
BMP is within 50’ of Septic Tanks/Leach Fields No
BMP is within 10’ of Structures/Tanks/Walls No
BMP is within 10’ of Sewer Utilities No
BMP is within 10’ of Groundwater Table No
BMP is within Hydric Soils No
BMP is within Highly Liquefiable Soils and has Connectivity to Structures No
BMP is within 1.5 Times the Height of Adjacent Steep Slopes (≥25%) No
City Staff has Assigned “Restricted” Infiltration Category No
Optional Considerations
BMP is within Predominantly Type D Soil Yes
BMP is within 10’ of Property Line No
BMP is within Fill Depths of ≥5’ (Existing or Proposed) No
BMP is within 10’ of Underground Utilities No
BMP is within 250’ of Ephemeral Stream No
Other (Provide detailed geotechnical support) – See discussion above No
Result
Based on examination of the best available information, I have not identified any restrictions above.
XUnrestricted
Based on examination of the best available information, I have identified one or more restrictions above.
The BMP manual also has a worksheet (Table D.2-4 of Appendix D) that helps the project civil engineer
estimate the factor of safety based on several factors. Table 6 describes the suitability assessment input
parameters related to the geotechnical engineering aspects for the factor of safety determination.
Geocon Project No. G2245-52-01 - 7 - April 21, 2022
Revised October 24, 2022
TABLE 6
GUIDANCE FOR DETERMINING INDIVIDUAL FACTOR VALUES – PART A
(TABLE D.2-4 OF APPENDIX D)
Consideration High Concern – 3 Points Medium Concern – 2 Points Low Concern – 1 Point
Infiltration Test Method Any At least 2 tests of any kind within 50’ of BMP
At least 4 tests within BMP footprint, OR Large/Small Scale Pilot Infiltration Testing over at least 5% of BMP footprint.
Soil Texture Class Unknown, Silty, or Clayey Loamy Granular/Slightly Loamy
Site Variability Unknown or High Moderately Homogenous Significantly Homogenous
Depth to Groundwater/ Obstruction <5’ below BMP 5-15’ below BMP >15’ below BMP
Table 7 presents the estimated safety factor values for the evaluation of the factor of safety. This table
only presents the suitability assessment safety factor (Part A) of the worksheet. The project civil engineer
should evaluate the safety factor for design (Part B) and use the combined safety factor for the design
infiltration rate.
TABLE 7
DETERMINATION OF SAFETY FACTOR
(TABLE D.2-3 OF APPENDIX D)
Consideration Assigned Weight (w) Factor Value (v) Product (p = w x v)
Suitability Assessment(A)
Infiltration Testing Method 0.25 2 0.50
Soil Texture Class 0.25 2 0.50
Site Variability 0.25 3 0.75
Depth to Groundwater/Obstruction 0.25 1 0.25
Suitability Assessment Safety Factor, SA = p 2.0
Design
(B)
Pretreatment *
Refer to Table D.2-4
*
Resiliency * *
Compaction * *
Design Safety Factor, SB = p *
Safety Factor, S = SA x SB(Must be always greater than or equal to 2)*
*The civil engineer should evaluate the “Design (B)” factors and the Safety Factor, S.
Geocon Project No. G2245-52-01 - 8 - April 21, 2022
Revised October 24, 2022
Table 8 presents the elements for determining the design infiltration rate (Table D.2-1 of Appendix D).
The civil engineer should evaluate the Safety Factor, S and Design Infiltration Rate. We also included
herein the original I-8 Form from previous submittals for consistency with the current submittal process.
TABLE 8
ELEMENTS FOR DETERMINATION OF DESIGN INFILTRATION RATES
Item Value
Initial Infiltration Rate
Identify per Section D.2.1 0.10 Inches/Hour
Corrected Infiltration RateIdentify per Section D.2.2 0.05 Inches/Hour
Safety FactorIdentify per Section D.2.3 *
Design Infiltration RateCorrected Infiltration Rate/Safety Factor *Inches/Hour
*The civil engineer should evaluate the Safety Factor and Design Infiltration Rate.
If you have any questions regarding this correspondence, or if we may be of further service, please
contact the undersigned at your convenience.
Very truly yours,
GEOCON INCORPORATED
Dylan Thomas
PG 9857
Shawn Foy Weedon
GE 2714
DT:SFW:arm
(e-mail) Addressee
SITESITE
NO SCALE
FIG. 1
THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH,
SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS
NOT INTENDED FOR CLIENT'S USE OR RELIANCE AND SHALL NOT BE REPRODUCED BY CLIENT. CLIENT
SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS GEOCON FROM ANY LIABILITY INCURRED AS A RESULT
OF SUCH USE OR RELIANCE BY CLIENT.
VICINITY MAP
6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 - 2974
PHONE 858 558-6900 - FAX 858 558-6159
DSK/GTYPD PROJECT NO. G2245 - 52 - 01LR / RA
2690 ROOSEVELT STREET
CARLSBAD, CALIFORNIAGEOTECHNICAL ENVIRONMENTAL MATERIALS
Plotted:04/05/2019 2:21PM | By:RUBEN AGUILAR | File Location:Y:\PROJECTS\G2245-52-01 2690 Roosevelt Street\DETAILS\G2245-52-01 VicinityMap.dwg
DATE 04 - 08 - 201910-05-202210-24-2022
GE
O
L
O
G
I
C
M
A
P
2
26
9
0
R
O
O
S
E
V
E
L
T
S
T
R
E
E
T
CA
R
L
S
B
A
D
,
C
A
L
I
F
O
R
N
I
A
69
6
0
F
L
A
N
D
E
R
S
D
R
I
V
E
-
S
A
N
D
I
E
G
O
,
C
A
L
I
F
O
R
N
I
A
9
2
1
2
1
-
2
9
7
4
PH
O
N
E
8
5
8
5
5
8
-
6
9
0
0
-
F
A
X
8
5
8
5
5
8
-
6
1
5
9
PR
O
J
E
C
T
N
O
.
G
2
2
4
5
-
5
2
-
0
1
DA
T
E
0
4
-
0
8
-
2
0
1
9
FI
G
U
R
E
GE
O
T
E
C
H
N
I
C
A
L
E
N
V
I
R
O
N
M
E
N
T
A
L
M
A
T
E
R
I
A
L
S
Pl
o
t
t
e
d
:
0
4
/
0
5
/
2
0
1
9
2
:
2
1
P
M
|
B
y
:
R
U
B
E
N
A
G
U
I
L
A
R
|
F
i
l
e
L
o
c
a
t
i
o
n
:
Y
:
\P
R
O
J
E
C
T
S
\
G
2
2
4
5
-
5
2
-
0
1
2
6
9
0
R
o
o
s
e
v
e
l
t
S
t
r
e
e
t
\
S
H
E
E
T
S
\
G
2
2
4
5
-
5
2
-
0
1
Ge
o
l
o
g
i
c
M
a
p
.
d
w
g
GE
O
C
O
N
L
E
G
E
N
D
..
.
.
.
.
.
.
U
N
D
O
C
U
M
E
N
T
E
D
F
I
L
L
..
.
.
.
.
.
.
A
P
P
R
O
X
.
L
O
C
A
T
I
O
N
O
F
B
O
R
I
N
G
Qu
d
f
B-
5
P-
2
..
.
.
.
.
.
.
A
P
P
R
O
X
.
L
O
C
A
T
I
O
N
O
F
I
N
F
I
L
T
R
A
T
I
O
N
T
E
S
T
..
.
.
.
.
.
.
O
L
D
P
A
R
A
L
I
C
D
E
P
O
S
I
T
S
(
D
o
t
t
e
d
W
h
e
r
e
B
u
r
i
e
d
)
Qo
p
10
-
0
5
-
2
0
2
2
10
-
2
4
-
2
0
2
2
Categorization of Infiltration Feasibility Condition Form I-8
Part 1 – Full Infiltration Feasibility Screening Criteria
Would infiltration of the full design volume be feasible from a physical perspective without any undesirable
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
1
Is the estimated reliable infiltration rate below proposed
facility locations greater than 0.5 inches per hour? The response
to this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.2 and Appendix
D.
X
Provide basis:
Geocon Incorporated performed infiltration testing as part of a geotechnical investigation for the site as summarized in
the report titled: Geotechnical Investigation, 2690 Roosevelt Street, Carlsbad, California, prepared by Geocon
Incorporated, dated April 8, 2019 (Project No. G2245-52-01) and attached letter.
Geocon Incorporated performed 2 Aardvark Permeameter tests at the site within the Old Paralic Deposits within the
low end of the site where storm water devices will likely be installed. The following presents the results of the field
infiltration tests:
P-1 at 2 feet: 0.008 inches/hour (0.004 inches/hour with FOS=2)
P-2 at 2 feet: 0.183 inches/hour (0.092 inches/hour with FOS=2)
These tests result in an average of 0.10 inches/hour (0.05 inches/hour with an applied factor of safety of 2), less than
0.5 inches per hour.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
2
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of geotechnical hazards (slope stability,
groundwater mounding, utilities, or other factors) 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.
X
Provide basis:
The potential geologic hazards at the site are summarized in the geotechnical report prepared by Geocon Incorporated
(Project No. G2245-52-01, dated April 8, 2019) and attached letter. Geologic hazards do not exist at the site that
would preclude infiltration.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Worksheet C.4-1 Page 2 of 4
Criteria Screening Question Yes No
3
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of groundwater contamination (shallow
water table, storm water pollutants or other factors) 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.3.
X
Provide basis:
The geotechnical investigation performed by Geocon Incorporated (Project No. G2245-52-01, dated April 8, 2019)
included drilling 5 borings to depths up to approximately 20 feet. Groundwater was encountered in the borings at depths
ranging from 7½ and 11½ feet below the existing grade. Geocon understands permeable pavers may be utilized in the driveway
and patio walkway areas allowing “Partial Infiltration”. Partial Infiltration” may be allowed if the following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of
a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric
(Mirafi 140 N or equivalent).
4
Can infiltration greater than 0.5 inches per hour be allowed
without causing potential water balance issues such as change
of seasonality of ephemeral streams or increased discharge of
contaminated groundwater to surface waters? The response to
this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.3.
X
Provide basis:
Geocon Incorporated does not expect infiltration will cause water balance issues such as seasonality of ephemeral
streams or increased discharge of contaminated groundwater to surface waters.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Part 1
Result*
If all answers to rows 1 – 4 are “Yes” a full infiltration design is potentially
feasible. The feasibility screening category is Full Infiltration
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
No Full
Infiltration
*To be completed using gathered site information and best professional judgment considering the definition of MEP in the
MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
Worksheet C.4-1 Page 3 of 4
Part 2 –Partial Infiltration vs. No Infiltration Feasibility ScreeningCriteria
Would infiltration of water in any appreciable amount be physically feasible without any negative
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
5
Do soil and geologic conditions allow for infiltration in any
appreciable rate or volume? The response to this Screening
Question shall be based on a comprehensive evaluation of the
factors presented in Appendix C.2 and Appendix D.
X
Provide basis:
Geocon Incorporated performed infiltration testing as part of a geotechnical investigation for the site as summarized in the report titled:
Geotechnical Investigation, 2690 Roosevelt Street, Carlsbad, California, prepared by Geocon Incorporated, dated April 8, 2019 (Project No.
G2245-52-01) and the attached letter.
Geocon Incorporated performed 2 Aardvark Permeameter tests at the site within the Old Paralic Deposits within the low end of the site where storm
water devices will likely be installed. The following presents the results of our field infiltration tests:
P-1 at 2 feet: 0.008 inches/hour (0.004 inches/hour with FOS=2)
P-2 at 2 feet: 0.183 inches/hour (0.092 inches/hour with FOS=2)
These tests result in an average of 0.10 inches/hour (0.05 inches/hour with an applied factor of safety of 2). The average infiltration rate at the site
is 0.05 inches/hour, therefore, partial infiltration should be considered feasible.
Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas . “Partial Infiltration” may be allowed if the
following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a minimum 4-
inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric (Mirafi 140 N or equivalent).
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
6
Can Infiltration in any appreciable quantity be allowed
without increasing risk of geotechnical hazards (slope
stability, groundwater mounding, utilities, or other factors)
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.
X
Provide basis:
The potential geologic hazards at the site are summarized in the geotechnical report prepared by Geocon Incorporated
(Project No. G2245-52-01, dated April 8, 2019) and attached letter. Geologic hazards do not exist at the site that
would preclude infiltration.
Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas. Partial Infiltration may be allowed if
the following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of
a minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric
(Mirafi 140 N or equivalent).
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Worksheet C.4-1 Page 4 of 4
Criteria Screening Question Yes No
7
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 factors presented in
Appendix C.3.
X
Provide basis:
The geotechnical investigation performed by Geocon Incorporated (Project No. G2245-52-01, dated April 8, 2019) included drilling 5
borings to depths up to approximately 20 feet. Groundwater/seepage was encountered in the borings at depths ranging from 7½ and 11½
feet below the existing grade. Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas allowing
“Partial Infiltration” if the following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a
minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric
(Mirafi 140 N or equivalent).
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/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.
X
Provide basis:
Geocon Incorporated does not provide a study regarding water rights. However, these rights are not typical in the San Diego County
area.
Geocon understands permeable pavers may be utilized in the driveway and patio walkway areas. “Partial Infiltration” may be allowed
if the following criteria are met:
-Foundations adjacent to permeable paver areas are deepened a minimum of 30 inches below lowest adjacent grade.
-A subdrain should be installed and connected to an appropriate outlet (e.g. storm drain catch basin). The subdrain should consist of a
minimum 4-inch perforated pipe (Schedule 40 PVC or similar), covered with washed ¾-inch gravel and wrapped in filter fabric
(Mirafi 140 N or equivalent).
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of
study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Part 2
Result*
If all answers from row 1-4 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.
Partial Infiltration
*To be completed using gathered site information and best professional judgment considering the definition of MEP in the
MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
Aardvark Permeameter Data Analysis
Project Name:Date:2/8/2018
Project Number:By:LR
Borehole Location:Ref. EL (feet, MSL):42.0
Bottom EL (feet, MSL):41.8
Borehole Diameter, d (in.):4.25Borehole Depth, H (feet):2.00 Wetted Area, A (in2):89.68
Distance Between Reservoir & Top of Borehole (in.):29.00Depth to Water Table, s (feet):50.00Height APM Raised from Bottom (in.):2.00Pressure Reducer Used:No
Distance Between Resevoir and APM Float, D (in.):46.25Head Height Calculated, h (in.):5.65Head Height Recorded, h (in.):5.50Distance Between Constant Head and Water Table, L (in.):581.65
Reading Time (min)Time Elapsed
(min)
Reservoir Water
Weight (g)
Resevoir Water
Weight (lbs)
Interval Water
Consumption (lbs)
Total Water
Consumption (lbs)
*Water
Consumption Rate
(in3/min)
1 0 17.625
2 5 5.00 17.605 0.020 0.020 0.111
3 10 5.00 17.575 0.030 0.050 0.166
4 15 5.00 17.570 0.005 0.055 0.028
5 20 5.00 17.560 0.010 0.065 0.055
6 25 5.00 17.555 0.005 0.070 0.028
7 30 5.00 17.550 0.005 0.075 0.028
8 35 5.00 17.545 0.005 0.080 0.028
9 40 5.00 17.540 0.005 0.085 0.028
10
111213
14
15
16
17
18
19
20
21
22
23
242526
27
28
0.028
Field-Saturated Hydraulic Conductivity (Infiltration Rate)
Case 1: L/h > 3 K sat =1.40E-04 in/min 0.008 in/hr
2690 Roosevelt Street
G2245-52-01
P-1
Steady Flow Rate, Q (in3/min):
0.0
0.1
0.1
0.2
0.2
0 5 10 15 20 25 30 35 40 45Wa
t
e
r
C
o
n
s
u
m
p
t
i
o
n
Ra
t
e
(
i
n
3/m
i
n
)
Time (min)
Aardvark Permeameter Data Analysis
Project Name:Date:2/8/2018
Project Number:By:LR
Borehole Location:Ref. EL (feet, MSL):41.0
Bottom EL (feet, MSL):40.8
Borehole Diameter, d (in.):4.25Borehole Depth, H (feet):2.00 Wetted Area, A (in2):102.94
Distance Between Reservoir & Top of Borehole (in.):28.00Depth to Water Table, s (feet):50.00Height APM Raised from Bottom (in.):3.00Pressure Reducer Used:No
Distance Between Resevoir and APM Float, D (in.):44.25Head Height Calculated, h (in.):6.65Head Height Recorded, h (in.):6.50Distance Between Constant Head and Water Table, L (in.):582.65
Reading Time (min)Time Elapsed
(min)
Reservoir Water
Weight (g)
Resevoir Water
Weight (lbs)
Interval Water
Consumption (lbs)
Total Water
Consumption (lbs)
*Water
Consumption Rate
(in3/min)
1 1 16.875
2 6 5.00 16.734 0.141 0.141 0.779
3 11 5.00 16.609 0.126 0.266 0.696
4 16 5.00 16.473 0.136 0.402 0.751
5 21 5.00 16.337 0.136 0.538 0.751
6 26 5.00 16.201 0.136 0.674 0.751
7 31 5.00 16.066 0.136 0.809 0.751
8 36 5.00 15.930 0.136 0.945 0.751
9
10
111213
14
15
16
17
18
19
20
21
22
23
242526
27
28
0.751
Field-Saturated Hydraulic Conductivity (Infiltration Rate)
Case 1: L/h > 3 K sat =3.05E-03 in/min 0.183 in/hr
2690 Roosevelt Street
G2245-52-01
P-2
Steady Flow Rate, Q (in3/min):
0.0
0.2
0.4
0.6
0.8
1.0
0 5 10 15 20 25 30 35 40Wa
t
e
r
C
o
n
s
u
m
p
t
i
o
n
Ra
t
e
(
i
n
3/m
i
n
)
Time (min)