HomeMy WebLinkAboutCDP 2019-0005; NEXTMED PARKING STRUCTURE CARLSBAD CORPORATE PLAZA; STORM WATER QUALITY MANAGEMENT PLAN; 2020-07-27CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR
NEXTMED PARKING STRUCTURE
CARLSBAD CORPORA TE PLAZA
SOP 2019-0003 / CDP 2019-0005 / SP 2019-0002
ENGINEER OF WORK:
REGO Y . LANG, P.E. RCE 68075
PASCO LARET SUITER & ASSOCIATES, INC.
535 N. HIGHWAY 101, SUITE A
~r--4--. "'Tff-:,
SOLANA BEACH, CA 92075 ,,
---c..
LAND
E
PREPARED FOR:
NEXTMED Ill, LLC
6125 Paseo Del Norte,
Suite 210
Carlsbad, CA 92011
760-494-9216
PREPARED BY:
PASCO LARET SU ilTER
& ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING+ LAND SURVEYING
535 N. HIGHWAY 101 , SUITE A
SOLANA BEACH, CA 92075
858-259-8212
DATE:
July 27, 2020
EXP: 06-30-21
CDP'WlGf-croos
STORM WATER QUALITY MANAGEMENT PLAN
TABLE OF CONTENTS
ENGINEER'S CERTIFICATION
PROJECT VICINITY MAP
STORM WATER STANDARD QUESTIONNAIRE
SITE INFORMATION
SUMMARY OF PDP STRUCTURAL BMPs
ATTACHMENT 1 -Backup for PDP Pollutant Control BMPs
JANUARY 2020
Attachment 1 a ............................................................................................... OMA Exhibit
Attachment 1 b ....... Tabular Summary of DMAs and Design Capture Volume Calculations
Attachment 1 c ....................................................... Harvest and Use Feasibility Screening
Attachment 1 d ....................................... Categorization of Infiltration Feasibility Condition
Attachment 1e .......................... Pollutant Control BMP Design Worksheets/ Calculations
ATTACHMENT 2 -Backup for PDP Hydromodification Control Measures
Attachment 2a ..................................................... Hydromodification Management Exhibit
Attachment 2b .............................. Potential Critical Coarse Sediment Yield Areas Exhibit
Attachment 2c ....................................................................... Flow Control Facility Design
ATTACHMENT 3-Structural BMP Maintenance Plan
Attachment 3a ...................................................................... Structural BMP Maintenance
ATTACHMENT 4-City of Carlsbad Standard Single Sheet BMP Exhibits
Attachment 4a ............................................................. Single Sheet BMP Exhibit
NEXTMED PARKING STRUCTURE
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
CERTIFICATION PAGE
Project Name: NextMed Parking Structure
Project ID: SDP(Minor) 2019-0003 / CDP 2019-0005 / SP(AMEND) 2019-0002
I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for
this project, and that I have exercised responsible charge over the design of the project as defined
in Section 6703 of the Business and Professions Code, and that the design is consistent with the
requirements of the BMP Design Manual, which is based on the requirements of SDRWQCB
Order No. R9-2013-0001 (MS4 Permit) or the current Order.
I have read and understand that the City Engineer has adopted minimum requirements for
managing urban runoff, including storm water, from land development activities, as described in
the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability
and accurately reflects the project being proposed and the applicable source control and site
design BMPs proposed to minimize the potentially negative impacts of this project's land
development activities on water quality. I understand and acknowledge that the plan check review
of this SWQMP by the City Engineer is confined to a review and does not relieve me, as the
Engineer in Responsible Charge of design of storm water BMPs for this project, of my
responsibilities for project design.
G!~n~;-~ RCE 68075
Pasco Laret Suiter & Associates
535 N. Highway 101 , Suite A
Solana Beach, CA 92075
NEXTMED PARKING STRUCTURE
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7/27/2020
Exp: 06-30-21 Date
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STORM WATER QUALITY MANAGEMENT PLAN
Figure 1 -Vicinity Map
CITY or OCEANSIOE
)(I
NEXTMED PARKING STRUCTURE
CITY or ENCINITAS
VICNTYMAP
H.U.
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JANUARY 2020
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C cicyof
Carlsbad
I tNITRUCTIO~:
STORM WATER STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www .carlsbadca.gov
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
I
~ storm water standards that must be applied to a proposed development or redevelopment project. Depending on the
outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY
DEVELOPMENT PROJECT' (PDP) requirements.
,
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City
staff has responsibility for making the final assessment after submission of the development application. If staff
determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than
initially assessed by you, this will result in the return of the development application as incomplete. In this case, please
make the changes to the questionnaire and resubmit to the city.
If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the
questions, please seek assistance from Land Development Engineering staff.
A completed and signed questionnaire must be submitted with each development project application. Only one
completed and signed questionnaire is required when multiple development applications for the same project are
submitted concurrently.
PROJECT INFORMATION
PROJECT NAME: NextMed Parking Structure PROJECT ID:
I ADDRESS: 6183 & 6185 Paseo Del Norte APN: 211-040-18-00
' The project is (check one}: D New Development 00 Redevelopment
I
The total proposed disturbed area is: 53}45 ft2 ( 1.23 } acres
The total proposed newly created and/or replaced impervious area is: 47,104 ft2 ( l.QB ) 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.
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I E-34 Page 1 of 4 REV 02/16
8TEP 1
TO BE COMPLETED FOR ALL PROJECTS
""-' To determine if your project is a "development project", please answer the following question:
j 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 5, mark the third box stating "my
project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant
information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
u
If you answered "no" to the above question, the project is a 'development project', go to Step 2.
STEP2
I
' TO 8E COMPLETED FOR ALL DEVELOPMENT PROJECTS
I 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 following criteria:
a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas; □ 00 b) Designed and constructed to be hydraulically disconnected from paved streets or roads;
I c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets Quidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ [x] 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? □ 00
If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark
I 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
I the USEPA Green Street guidance):
I
C:
If you answered "no" to the above auestions, your project is not exempt from PDP, go to Step 3.
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' --------._,. . -------------~. I I . I • --.-. ~ ~ ~-----------------
• To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)):
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,,
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YES NO
1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces
collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, □ I!]
and public development projects on public or private land.
2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of
impervious surface collectively over the entire project site on an existing site of 10,000 square feet or ~ □ more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public
development projects on public or private land.
3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is
a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and □ ~
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 □ Ii]
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 Ix] □ 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 □ 00 site? A street, road, highway, freeway or driveway is any paved impervious surface used for the
transportation of automobiles, trucks, motorcycles, and other vehicles.
7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more
of impervious surface collectively over the entire site, and discharges directly to an Environmentally
Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of □ 00
200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an
isolated flow from the aroiect to the ESA (i.e. not commingled with flows from adjacent lands).*
8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ 00 shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC)
codes: 5013, 5014, 5541, 7532-7534, or 7536-7539.
9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ Ix] RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily
Traffic (ADT) of 100 or more vehicles ver dav.
10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land □ Ix] 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 1 0%? (CMC □ Ix]
21 .203.040)
If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment
• project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ... .
' and complete applicant information.
If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the
second box statina "My project is a 'STANDARD PROJECT' ... " and complete aoolicant information.
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.. .....
TO BE COMPLETED FOR RED!WLO,MENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP)
ONLY
Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)):
I 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) = 148.674 sq. ft. Ix) D
Total proposed newly created or replaced impervious area (B) = 47104 sq. ft.
Percent impervious area created or replaced (B/A)*100 = 32% %
If you answered "yes", the structural BMPs required for PDP apply only to the creation or rep lacement of impervious
surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete
applicant information.
If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the
check the first box statinQ "My project is a PDP ... " and complete aoolicant information.
STEPS
CHECK TH! APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION
I&:) My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must
prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application.
I 0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT'
stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project
Requirement Checklist Form E-36'' and incorporate low impact development strategies throughout my project.
Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations
and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
0 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: Greaorv W. Lana P.E. Applicant Title: PrinciQal
Applicant Signature:_ ~I.J-~ Date: 01/30/2020
,, .. • Environmentally Sens1t1ve Areas include but are not hm1ted to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special
I 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.
This Box for City Use Ontv
YES NO
City Concurrence: D □
By:
Date:
Project ID:
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
SITE INFORMATION CHECKLIST
-•
Project Name NextMed Parking Structure
Project ID
Project Address 6183 & 6185 Paseo Del Norte
Carlsbad, CA 92011
Assessor's Parcel Number(s) (APN(s)) 211-040-18
Hydrologic Unit: Carlsbad
Project Watershed (Hydrologic Unit) Hydrologic Area: Encinas
Hydrologic Sub-Area #: 904.40
Parcel Area 4.59 Acres ( ±199,940 Square Feet)
Existing Impervious Area
iilAcres ( 148,674 Square Feet) (subset of Parcel Area)
Area to be disturbed by the project
1.23 Acres ( 53,745 Square Feet) (Project Area}
Project Proposed Impervious Area
1.08 Acres (47,104 Square Feet) (subset of Project Area}
Project Proposed Pervious Area (including
0.15 Acres ( 6,641 Square Feet) D.G., Deminimus, and Self-Mitiaatina Area)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
Project.
This may be less than the Parcel Area.
r
NEXTMED PARKING STRUCTURE
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STORM WATER QUALITY MANAGEMENT PLAN
· • of Site Condition and •
Current Status of the Site (select all that apply):
~ Existing development
D Previously graded but not built out
□ Agricultural or other non-impervious use
D Vacant, undeveloped/natural
Description / Additional Information:
Patterns
The existing site is comprised of a surface parking lot with landscaped islands.
Existing Land Cover Includes (select all that apply):
~ Vegetative Cover
□ Non-Vegetated Pervious Areas
~ Impervious Areas
Description/ Additional Information: See description above.
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
D NRCS Type A
D NRCS Type B
D NRCS Type C
~NRCS Type D
Approximate Depth to Groundwater (GW):
D GW Depth < 5 feet
□ 5 feet < GW Depth < 1 0 feet
□ 1 0 feet < GW Depth < 20 feet
~GW Depth > 20 feet
Existing Natural Hydrologic Features (select all that apply):
D Watercourses
□Seeps
□ Springs
□Wetlands
~ None
Description/ Additional Information: NIA
NEXTMED PARKING STRUCTURE
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JANUARY 2020
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
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]:
In the existing condition storm water runoff from the site flows overland across the parking lot in
a northwesterly direction and is collected in the existing storm drain located along the northern
boundary of the parking lot. Flow continues northeasterly in the storm drain where it discharges
onsite to a grouted rip rap pad, then re-enters a short segment of storm drain prior to discharging
via curb outlet to Paseo Del Norte. Runoff flows northerly as gutter flow along Paseo Del Norte,
enters a curb inlet and discharges to Encinas Creek which flows westerly and discharges to the
Pacific Ocean. No offsite runoff is conveyed through the site.
The existing buildings onsite flow directly to the existing storm drain adjacent to the buildings
separate from the onsite flow described above.
NEXTMED PARKING STRUCTURE
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
-of .. ■ .. Patterns
Project Description/ Proposed Land Use and/or Activities:
The project proposes to reconfigure the layout of the existing surface parking lot and construct a
new parking structure within the existing parking lot, requiring demolition of existing islands and
asphalt for parking structure footings and the addition of HMP biofiltration basins for stormwater
treatment and flow control. Utility re-routing will be required for the public waterline and private
storm drain onsite due to the impact of the proposed parking structure footprint. A new easement
dedication will be required for the waterline re-routing coupled with vacation of the abandoned
portion of the waterline easement.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
Proposed impervious features include the parking structure and the resurfacing of areas where
existing landscape will be removed.
List/describe proposed pervious features of the project (e.g., landscape areas):
Proposed pervious areas include new landscape areas and biofiltration basins.
Does the project include grading and changes to site topography?
00 Yes
□ No
Description / Additional Information:
Minor grading will be performed where existing landscape areas will be removed, parking
garage footings are proposed, and HMP biofiltration basins are located. Grading will not change
the overall site topography.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
~ Yes
□ No
Description / Additional Information:
In the proposed condition, storm water runoff from the proposed parking structure will be
collected and conveyed to the HMP biofiltration basins. The adjacent disturbed areas will be
conveyed to a Modular Wetland System or to pervious areas for dispersion. Flow from the
project will discharge to the onsite existing storm drain and continue as it does in the existing
condition. The proposed drainage pattern mimics the existing condition.
NEXTMED PARKING STRUCTURE
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
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
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
---of---Water . --of:-
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or
reservoir, as applicable):
Runoff from the project site discharges via curb outlet to Paseo Del Norte. Runoff flows
northerly as gutter flow along Paseo Del Norte, enters a curb inlet and discharges to Encinas
Creek which flows westerly and discharges to 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)lstressor(s) causing impairment, and identify any TMDLs for the impaired water
bodies:
303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs
None
I • -~ of P ... ·· 8lfa Polullntl
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
BMP Design Manual Appendix 8.6):
Also a Receiving
Not Applicable to Anticipated from the Water Pollutant of
Pollutant the Project Site Project Site Concern
Sediment X NIA
Nutrients X NIA
Heavy Metals X NIA
Organic Compounds X
Trash & Debris X NIA
Oxygen Demanding X NIA Substances
Oil & Grease X NIA
Bacteria & Viruses X
Pesticides X NIA
NEXTMED PARKING STRUCTURE
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
Hvdromodfflcatlon M -Reaulramenta
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
!!I Yes, hydromodification management flow control structural BMPs required.
o 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.
o 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.
o 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):
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
Critical Coarse Sediment Yield Areas*
*This Section on dromodltlcatlon ma .____ ulrements a
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
o Yes (See discussion below)
~ No, No critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual
been performed?
o 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
D 6.2.2 Downstream Systems Sensitivity to Coarse Sediment
o 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
D No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMAA maps
If optional analyses were performed, what is the final result?
D 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 28 of the SWQMP.
D Critical coarse sediment yield areas exist and require protection. The project will implement
management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas
are identified on the SWQMP Exhibit.
Discussion / Additional Information:
Refer to Attachment 2b for a Potential Critical Coarse Sediment Yield GIS overlay of the project
area and surrounding areas.
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STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
Flow Control for Post-Project Runoff"
-.Yhis Section o ulred if h dromodlftcatlon mana 81ftent ulrements a
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.
There is one POC for the project, POC-1 , located at the northeastern boundary of the site. Refer
to the exhibit located in Attachment 2a.
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STORM WATER QUALITY MANAGEMENT PLAN
Has a geomorphic assessment been performed for the receiving channel(s)?
~ No, the low flow threshold is 0.1O2 (default low flow threshold)
D Yes, the result is the low flow threshold is 0.1 Q2
D Yes, the result is the low flow threshold is 0.3Q2
D Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:
Discussion/ Additional Information: (optional)
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JANUARY 2020
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
Other Site ReaulNmenta 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.
Ootional Additional Information or Continuation of Previous Sections As Needed
This space provided for additional information or continuation of information from previous
sections as needed.
NEXTMED PARKJNG STRUCTURE
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Ccicyof
Carlsbad
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
Project Name: NextMed Parking Garage
Project ID: CDP-2019-0005; SOP 2019-0003: AMEND 2019-0002
DWG No. or Building Permit No.:
Source Control BMPs
Development Services
Land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www .carlsbadca.gov
All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See
Chapter 4 and Appendix E.1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to
implement source control BMPs shown in this checklist.
Answer each category below pursuant to the following.
• ''Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the
Model BMP Design Manual. Discussion/justification is not required.
• "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be
provided. Please add attachments if more space is needed.
• "NIA" means the BMP is not applicable at the project site because the project does not include the feature that is
addressed by the BMP {e.g., the project has no outdoor materials storage areas). Discussion/justification may be
provided.
Source Control Requirement Applied?
SC-1 Prevention of Illicit Discharges into the MS4 lil Yes □No 0 N/A
Discussion/justification if SC-1 not implemented:
SC-2 Storm Drain Stenciling or Signage ~Yes □No 0 NIA
Discussion/justification if SC-2 not implemented:
SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind □Yes □No Iii NIA Dispersal
Discussion/justification if SC-3 not implemented:
The project has no outdoor materials storage areas
E-36 Page 1 of 4 Revised 09/16
----1 • t--lt • I,, l ; I ~
SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and
Wind Dis ersal
Discussion/justification if SC-4 not implemented:
The project has no outdoor materials storage areas
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal
Discussion/justification if SC-5 not implemented:
□Yes
lilYes □No
The project trash area is a covered enclosure and runoff will be routed from enclosure to BMP
Iii N/A
□ N/A
SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and
identi additional BMPs. See Table in A endix E.1 of BMP Manual for uidance .
Iii On-site storm drain inlets lilYes □ No □ N/A
□ Interior floor drains and elevator shaft sump pumps □Yes □ No Iii N/A
□ Interior parking garages □Yes □ No Iii N/A
□ Need for future indoor & structural pest control □Yes □ No Iii N/A
lil Landscape/Outdoor Pesticide Use lil Yes □No □ N/A
□ Pools, spas, ponds, decorative fountains, and other water features □Yes □No lil N/A
□Foodservice □Yes □No lil N/A
Iii Refuse areas lil Yes □No □ N/A
□ Industrial processes □Yes □No lil N/A
□ Outdoor storage of equipment or materials □Yes □ No lil N/A
□ Vehicle and Equipment Cleaning □Yes □ No Iii N/A
□ Vehicle/Equipment Repair and Maintenance □Yes □ No lil N/A
□ Fuel Dispensing Areas □Yes □ No lil N/A
□ Loading Docks □Yes □No lil N/A
Iii Fire Sprinkler Test Water □Yes □ No □ N/A
□ Miscellaneous Drain or Wash Water □Yes □No ii N/A
□ No □ N/A
For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers.
-Mark all inlets with the words "No Dumping! Flows to Ocean" or similar
-Preserve existing drought tolerant trees, shrubs, and ground cover to the max extent possible.
-Design landscaping to min. irrigation and runoff, to promote surface infiltration where appropriate, and to min. the use offertilizers and pesticides that can
contribute to storm water pollution.
-Where landscape areas are used to retain or detain storm water, specify plants that are tolerant of periodic saturated soil conditions.
-Consider using pest-resistant plants, especially adjacent to hardscape.
-To ensure successful establishment, select plants appropriate to site soils, slopes, dimate, sun, wind, rain, land use, air movement, ecological consistency,
and plant interactions.
-Refuse areas shall be covered and signs shall be posted on or near dumpsters with the words "Do not dump hazardous materials here" or similar.
-Provide a means to drain fire sprinkler test water to the sanitary sewer or approved BMP.
-Plazas, sidewalk, and parking lots shall be swept regular1y to prevent the accumulation of litter and debris.
Biofiltration BMPs and a Modular Wetlands Biofiltration System (MWS) will be used to treat all new impervious areas including parking areas, trash enclosure,
sidewalks and parking lot areas. Where drainage is not feasible to flow to the biofiltration basins or MWS, an impervious dispersion area (SD-5) will be utilized.
Drainage will be routed to the amended soils within the parking lot island. Overflow drains will be provided to allow runoff to flow to the existing storm drain.
E-36 Page 2 of 4 Revised 09/16
Site Design BMPa
All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See
Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information
to implement site design BMPs shown in this checklist.
Answer each category below pursuant to the following.
• ''Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of
the Model BMP Design Manual. Discussion / justification is not required.
• "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be
. provided. Please add attachments if more space is needed.
• "NIA" means the BMPs is not applicable at the project site because the project does not include the feature that is
addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be
provided.
Site Design Requirement I Applled?
SD-1 Maintain Natural Drainage Pathways and Hvdrologic Features I □Yes I □No I Iii NIA
Discussion/justification if SD-1 not implemented:
There are no natural drainage pathways or hydrologic features in existing parking lot.
SD-2 Conserve Natural Areas, Soils, and Vegetation I □Yes I □No I Iii NIA
Discussion/justification if SD-2 not implemented:
There are no natural areas, soils or vegetation in existing parking lot. Existing parking islands with
vegetation that need to be removed will be replaced with parking islands with amended soils.
SD-3 Minimize Impervious Area I Iii Yes I D No ID NIA
Discussion/justification if SD-3 not implemented:
SD-4 Minimize Soil Compaction I Iii Yes I □ No I □ NIA
Discussion/justification if SD-4 not implemented:
SD-5 Impervious Area Dispersion I li!Yes I □ No I □ NIA
Discussion/justification if SD-5 not implemented:
Storm water runoff that is not treated by biofiltration basins or MWS will be routed to an impervious
dispersion area located within the parking island.
E-36 Page 3 of 4 Revised 09/16
SD-6 Runoff Collection Iii Yes □ N/A
Discussion/justification if SD-6 not implemented:
SD-7 Landsca in with Native or Drou ht Tolerant S ecies 111 Yes □ No □ N/A
Discussion/justification if SD-7 not implemented:
□ Yes Iii No □ N/A
Discussion/justification if SD-8 not implemented:
Harvesting and Using Precipitation is not a feasible BMP for this project. Refer to Attachment 1 c.
E-36 Page 4 of 4 Revised 09/16
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
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 1.1 2 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).
NEXTMED PARKJNG STRUCTURE
17
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
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.
DMA-A and B
BIOFIL TRATION (BF-1)
Using Section 5.1 of the City of Carlsbad BMP Design Manual (Figure 5-1 and 5-2) Biofiltration
(BF-1) was selected as the BMP for OMA-A and B to provide treatment control and
hydromodification flow control for the project. With infiltration infeasible at the project location,
the facilities will be lined in order for surface waters to discharge via underdrain or overflow to
the downstream conveyance system.
Per City of Carlsbad Fact Sheet BF-1 , "Biofiltration (Bioretention with underdrain) facilities are
vegetated surface water systems that filter water through vegetation, and soil or engineered
media prior to discharge via underdrain or overflow to the downstream conveyance system.
Bioretention with underdrain facilities are commonly incorporated into the site within parking lot
landscaping, along roadsides, and in open spaces. Because these types of facilities have
limited or no infiltration, they are typically designed to provide enough hydraulic head to move
flows through the underdrain connection to the storm drain system. Treatment is achieved
through filtration, sedimentation, sorption, biochemical processes and plant uptake."
Biofiltration systems are effective at removing sediments and pollutants which are associated
with fine particles by filtration through surface vegetation and underlying engineered soil media.
These systems can also delay runoff peaks by providing detention and/or retention capacity in
the media layer and ponding area through the controlled release of treated runoff. The addition
of vegetation not only increases the aesthetic value of these areas, but also enhances the
filtration component of the system through plant uptake and helps maintain the porosity of the
engineered soil layer. Biofiltration systems can be constructed as either large or small scale
devices with native or amended soils. Biofiltration systems, like the systems designed for this
project, collect storm water from impervious areas (roof areas and other impervious surfaces)
through the site's grading design.
The biofiltration systems for this project have been integrated into the drainage design to meet
pollutant control and hydromodification requirements for the site. Storm water runoff from the
proposed parking structure, OMA-A and B, will be collected and conveyed to the biofiltration
basins for treatment. Rip rap energy dissipaters will be located at points where concentrated
flow enters the biofiltration basins to minimize erosion from occurring.
Biofiltration systems are designed to allow ponding to occur. A soil layer, gravel layer, under
drain system, and impermeable liner were designed for the systems due to the poor infiltration
rates of the in-situ soil.
Continued on next a e
NEXTMED PARKING STRUCTURE
18
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
Biofiltration systems function by allowing ponded runoff to infiltrate down through the mulch
layer, amended soil layer, and the gravel layer; ultimately discharging to the onsite storm drain
system through the system's perforated under drain. The biofiltration basin areas will be
landscaped with a combination of ground covers, shrubs and/or trees as selected by the
project's landscape architect.
The biofiltration systems will provide water quality treatment for the parking structure and
hydromodification flow control for the entire project.
OMA-C, 0, E, G (OMA H)
BIOFIL TRA TION (BF-3)
As part of the project, portions of the surrounding surface parking lot will be disturbed, mainly to
demolish existing curb islands and construct new curb islands. DMA-E will be conveyed to a
Modular Wetlands System (MWS) for pollutant control treatment. It is not feasible to drain DMA-
C, D, and G to the MWS, therefore, stormwater runoff from an alternate area (OMA H)
consisting of existing impervious area will be directed to the MWS for treatment. The total area
draining to the MWS and receiving treatment is greater than the actual area requiring treatment.
Refer the table below.
Impervious (sf) Pervious (sf) Total (sf)
Area Required to be
Treated (DMA-C, D, 4,905 1,819 6,724
E and G)
Area Actually Being
Treated (OMA H = 9,032 458 9,490 DMA-E and Existing
Impervious Area)
OMA-F
DISPERSE RUNOFF FROM IMPERVIOUS AREA (SD-5)
Disperse runoff from impervious areas was selected as a site design BMP for DMA-F due to the
parking lot grades making it infeasible for the runoff to drain to the biofiltration areas or MWS.
The dispersion area is the pervious area used to treat runoff from the impervious area by
allowing the water to flow through the landscape and amended soils located within parking area
island. DMA-F has an impervious to pervious area ratio of 1.1 : 1. Soils will be amended to a
depth of 11 inches below grade to have the topsoil act as Type A soils.
Disperse runoff from impervious areas is effective in impeding runoff discharges, reducing the
runoff volume and treating the stormwater runoff when the storm water flows through surface
vegetation and underlying amended soils. The parking island is an effective area to allow for
impervious area dispersion. The parking island interior has pervious areas bounded by
. concrete curb and the rade is de ressed to allow for ondin of the surface runoff. Curb cuts
NEXTMED PARKING STRUCTURE
19
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
at select locations on the parking island allow runoff from adjacent areas to flow into the parking
island for retention and treatment. A drain system within the parking island allows for storm
water to overflow to the storm drain system so that runoff does not back up onto the impervious
surface or spill out over the island curb.
*The two biofiltration BMPs are sized for hydromodification flow control for all DMAs, the entire
disturbed project area including DMAs not draining to the biofiltration basins such as the
dispersion area. Dispersion areas are only applicable as pollutant control treatment since it is
not feasible to get the runoff from these areas into the biofiltration basins.
NEXTMED PARKING STRUCTURE
20
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
Structural BMP Summary lnfonnation
Structural BMP ID No.: 1 (OMA-A)
Sheet No.
Type of structural BMP:
D Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
~ Biofiltration (BF-1) (BMP ID No. 1)
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
□ Other (describe in discussion section below)
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
NEXTMED PARKING STRUCTURE
21
STORM WATER QUALITY MANAGEMENT PLAN
Structural BMP Summary lnfonnation
Structural BMP ID No.: 2 (DMA-8)
Sheet No.
Type of structural BMP:
o Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
o Retention by permeable pavement (INF-3)
D Partial retention by biotiltration with partial retention (PR-1)
~ Biotiltration (BF-1) (BMP ID No. 2)
JANUARY 2020
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
o Detention pond or vault for hydromodification management
o Other (describe in discussion section below)
Purpose:
o Pollutant control only
o Hydromodification control only
~ Combined pollutant control and hydromodification control
o Pre-treatment/forebay for another structural BMP
o Other (describe in discussion section below)
Discussion (as needed):
NEXTMED PARKING STRUCTURE
22
STORM WATER QUALITY MANAGEMENT PLAN
Structural BMP Summary lnfonnation
Structural BMP ID No.: 3 (DMA-H)
Sheet No.
Type of structural BMP:
□ Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
□ Retention by bioretention (INF-2)
□ Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
□ Biofiltration (BF-1)
JANUARY 2020
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
!&I Other (describe in discussion section below)
Purpose:
!&I Pollutant control only
D Hydromodification control only
D Combined pollutant control and hydromodification control
□ Pre-treatment/forebay for another structural BMP
□ Other (describe in discussion section below)
Discussion (as needed):
(BF-3) Modular Wetland Biofiltration System proprietary BMP for pollutant control treatment.
NEXTMED PARKING STRUCTURE
23
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
ATTACHMENT 1
BACKUP FOR PDP POLLUTANT CONTROL BMPS
Attachment Contents
Seauence
Attachment 1 a DMA Exhibit (Required)
See DMA Exhibit Checklist on the
back of this Attachment cover sheet.
(24"x36" Exhibit typically required)
Attachment 1 b Tabular Summary of DMAs Showing
Checklist
~ Included
DMA ID matching DMA Exhibit, DMA D Included as Attachment 1b
Area, and DMA Type (Required)* separate from OMA Exhibit
Attachment 1 c
Attachment 1 d
*Provide table in this Attachment OR
on DMA Exhibit in Attachment 1 a
Form 1-7, Harvest and Use Feasibility
Screening Checklist (Required unless
the entire project will use infiltration
BMPs)
Refer to Appendix 8.3-1 of the BMP
Design Manual to complete Form 1-7.
Form 1-8, Categorization of Infiltration
Feasibility Condition (Required
unless the project will use harvest and
use BMPs)
Refer to Appendices C and D of the
BMP Design Manual to complete
Form 1-8.
~ Included
□ Not included because the entire
project will use infiltration BMPs
~ Included
□ Not included because the entire
project will use harvest and use
BMPs
Attachment 1e Pollutant Control BMP Design ~ Included
Worksheets I Calculations (Required)
Refer to Appendices B and E of the
BMP Design Manual for structural
pollutant control BMP design
guidelines
NEXTMED PARKING STRUCTURE
24
Attachment ta
DMAExhibn
20'
I
EXISTING
BUILDINGB
FF-742
Cl
•
\
0 ...
...
0
, ...
........
-:-:-:-·
)} ::~ ::
.-:-:-:-: .. :
EXISTING
BUILD/NGA
FF-75.2
I ---_J r-<;r --------------
1
--~----------7
~------1
__ , __ ----r---•
*
' '
BIOFIL TRA TION (BF-3) BMP SUMMARY
REQUIRED FLOW PROVID ED FLOW BMP ID BMP TYPE RATE (CFS) RATE (CFS)
MODULAR
3 WETLANDS SYSTEM 0.0570 0.0570
MWS-L-4-6-C
OMA SUMMARY*
IMPERVIOUS PERVIOUS TOTAL AREA OMA BMP TYPE AREA (AC) AREA (AC) (ACR ES)
H 8/0F'IL TRA TION 9,032 (0.21) 458 (0.01) 9,490 (0.22) (BF'-3)
*OMA 'H' EQUIVALENT AREA IS GREATER THAN COMBINED AREA OF OMA C,D,E,&G, PROVIDING
TREATMENT VIA MODULAR WETI.ANDS SYSTEM BIOFIL TRA TION DEVICE. OVERALL PROJECT
HYRDROMODIF/CA TION CONTROL PROVIDED AT BIOF/L TRA TION BASIN 1 & 2.
- __ :,_ __ r __ , ------:;:::=--,...---· ------~--------·----------------·~ ,,--...__
\ * ~ v
77
6" CURB PE:.R
PLAN
ASPHALT PVMT
PER PLAN
PLANTING PE:.R
LANDSCAPE
ARCH/ Tc.CT'S PLAN
_iif,
--
WIOTl-i VARIES PER PLAN
_ 2· MIN. FREEBOARO _L \)~.J-.9. _ .! W.Q. PONDING DEPTH_ =-,.~ ~ -.
--
6" CURB PER
PLAN
ASPHALT PVMT
PER PLAN
--
B-INCH THICK LA YER OF
IORETE:NTION SOIL MEDIA.
PRE-CAST CATCH BASIN WITH GRATE:-_.j.:;~i= SANDY LOAM, POROSITY=0.4
FIELD CAPACITY=0.2 FOR OVERFLOW STRUCTURE. SEE
STORM DRAIN PLAN.
BOTTOM AND SIDES OF BIO-FILTRATION
PLANTE:R SHALL BE:. UNE:.D WITH 30 MIL THICK
PVC UNE:.R. PROVIDE:. 6-INCH OVERLAPPED,
THERMAL WE:LDED SEAMS AT All. SEAMS.
PLACE:. NON-WOVEN F/LTE:R FABRIC (MIRAF/
140N OR EQUAL) ON EITHER SIDE:. OF PVC
UNER TO PROTE:CT UNER FROM PUNCTURE:.
ON ALL SIDES, "SANDWICH/NG" THE PVC
LINER WITH A FABRIC CUSHION.
WILTING POINT=0.1
I CONDUCTIVITY=51N/HR
~..,;.o;:;,o..;;,o..;.,;,_;;.qf+f;::::i+~-12•x12• BROOKS BOX INLET -111 11 -1 ~=~~~ _ -_ -_ TOP OF GRATE: AND INVERT -=I I l=I ,.--..-,,'-'., 111 ::-ELEVATIONS VARY PER PLANS. 12• STORAGE LA . ~ ,_,
LA YER OF "BIRDSEYE" WASH . _ _ • PERFORATE _ . -THICK A.B. LA YER
PEA GRAVEL-CHOKER STONE' -=suBDRAIN . BELOW SUBDRAIN
LA'IFR AND B"-THJCK STORAGE -, '1-1 11-''.
LA YER OF #5 7 STONE
BIO-FILTRATION BASIN WITH IMPERMEABLE LINER DETAIL
NOT TO SCALE
WW
PERFORA TE:D PVC
PLANTE:R
SUB-DRAIN
BMP 1 -0. 70" ORIFICE
BMP 2 -D.BO" ORIFICE
PE:.R APPROVED STORM
WA TE:R QUALITY
MANAGEMENT PLAN
(SWQMP)
\
-,
\
I •
0
6
I
I
Know what's below.
I
I
-
Call before you dig.
ATTACH TO INSIDE OF
STORM DRAIN STRUCTURE
IN FRONT OF SUB-DRAIN
OUTI.ET. ATTACH WlTl-i
TAMPER PROOF BOLTS
AT EACH CORNER, TYP.
s·xs· SQUARE, MIN., ¼
INCH THICK STE:E:.L PLATE:.
HOT DIP GALVANIZE AFTE:R
FABRICATION AND DRILLING.
PLACE NEOPRENE RING
BETWEEN THE PLATE: AND
STRUCTURE WALL PRIOR TO
ATTACHMENT FOR A WATE:R
TIGHT CONNECTION
LEGEND
PROPOSED STORM ORAN
EXISTING STORM CRAIN
PROPOSED HAADSCAPE/ M'ERVIOlJS
AFEA
PROPOSED L.AN::>SCAPtlO/ PERVIOUS AFEA
---SD ---
11111111111111111
~
EOUVAL.ENT TREATMENT FOR OVERALL DISl\JFll:D AFEA ,--.---■---■Iii
OUTSIDE OF PAAKHG STRUC1U'E (OMA C, D, E, AND Q)
DFIAINAGE MANAGEMENT AFEA (OMA) BOlJOARY
TREATMENT CONmOL BMP NUMBER
DFIAlNAGE MANAGEMENT AFEA (OMA)
OVER....AND R..OW DIECTlall ARROW
STORM ORAN R..OW DfEC1lON ARRaN
TREATMENT CONTROL BMPS
8IOFL TRATION WITH
l:.f□ u..aa E L.IN□'I
IMPERVIOUS Af£A
DGGSUN
MODUI...AA WE11..AtOS BOFLTRATION SYSTEM
(EQUIVALENT AFEA TFEATMENT)-SEE S. tl I 2 OF 2
0
0 ..
<:==i
SOURCE CONTROL BMPS
N..Er E1TENCUIG 0
SOIL INFORMATION
SOL:TYPED
DEPTH TO GROUNDWATER
SEE SOLS REPORT
SITE INFORMATION=
M"E1MOlJSAREA:
PERVIOUS AREA:
TOTAL DIS1U'iBED AREA:
85TH PERCEN11.E SfORM DEPTH:
108AC
0.15AC
123AC
0.57 /n
DMA SUMMARY
DRAINAGE IMPERVIOUS MANAGEMENT BMP TYPE AREA (AC) AREA (OMA)
A 8/0F'IL TRA TION 16,931 (0.388) (BF'-1)
B 8/0F'IL TRA T/ON 24,812 (0.570) (BF'-1)
C 8/0F'IL TRA TION 1,465 (0.033) (BF'-.3)*
D 8/0F'IL TRA TION 251 (0.006) (BF'-3)*
E 8/0F'IL TRA TION 1,938 (0.044) (BF'-3)*
F' DISPERSION 456 (0.010) (SD -5)
G 8/0F'IL TRA TION 1,251 (0.029) (BF'-3)*
PERVIOUS
AREA (AC)
1,995 (0.046)
2,355 (0.054)
1,.300 (0.030)
0 (0.00)
458 (0.011)
472 (0.011)
61 (0.001)
TOTAL AR EA
(ACRES)
18,926 (0.434)
27,167 (0.624)
2,765 (0. 063)
251 (0.006)
2,396 (0.055)
928 (0.021)
1,312 (0.030)
*COMBINED OMA AREA TREATED WITH MODULAR WETI.ANDS SYSTEM 8/0FILTRATION. OVERALL PROJECT
HYRDROMODIFICATION CONTROL PROVIDED AT BIOFILTRATION BASIN 1 & 2
B/OF/L TRA TION (BF-1) BMP SUMMARY
BMP ID BMP TYPE REQUIRED BMP PROVIDED BMP
AREA (SF) AREA (SF)
1 8/0F'IL TRA TION 466 1071 (BF'-1)
2 8/0F'IL TRA TION 676 1031 (BF'-1)
DRILLED ORIFICE PLATE DETAIL
NOT TO SCALE
PASCO LARET SUITER
& ASSOCIATES
CIV IL ENG INEERI NG + LAND PLAN NIN G+ LAND SURVEYIN G
535 North Highway 101 , Suite A Solana Beach, CA 92075
ph 858.259.8212 I fx 858.259.4812 I plsaengineering.corn
NEXTM ED PARKING STRUCTURE
SWQMP OMA EXHIBIT
POST DEV ELOPM ENT
CARLSBAD, CALIFORNIA
PROJECT NUMBER: 3048
SCALE: 1" = 20'
DATE: JULY 2020
SH EET 1 OF 2
SITE SPECIFIC DATA
PROJECT NUMBER 10334
PROJECT NAME NEXTMED PARKING STRUCTURE
PROJECT LOCATION CARLSBAD, CA
TREATMENT REQUIRED
VOLUME BASED (CF} FLOW BASED (CFS)
0.057
PEAK BYPASS REQUIRED {CFS} -IF APPLICABLE 1.3
PIPE DATA I.E. MATERIAL DIAMETER
INLET PIPE N/A N/A N/A
OUTLET PIPE 70.24 PVC 6"
PRETREATMENT BIOFILTRATION DISCHARGE
RIM ELEVATION 74./6 74.16 74. 16
SURFACE LOAD HS-20 OPEN Pl.ANTER HS-20
FRAME & COVER 24" X 42" N/A N/A
WETlANDMEDIA VOLUME (CY) 1.39
ORIFICE SIZE (DIA. INCHES} 5 EA ¢0.6/"
NOTES:
INSTALLATION NOTES
I. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND
INCIDENTALS REQUIRED TO omOAD AND INSTALL THE SYSTEM AND
APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE
MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN
MANUFACTURERS CONTRACT.
2. UNIT MUST BE INSTALLED ON LEVEL BAS£ MANUFACTURER
RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPEC/RED BY
THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY
PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS.
4. CONTRACTOR TO SUPPLY AND INSTALL All EXTERNAL CONNECTING
PIPES. All PIPES MUST BE FLUSH WITH INSIDE SURFACE OF
CONCRETE (PIPES CANNOT INTRUDE BEYOND nusH). INVERT OF
OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR.
All PIPES SHALL BE SEALED WATER TIGHT PER MANUFACTURERS
STANDARD CONNECTION DETAIL.
5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS,
MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND
HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE.
6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. All UNITS WITH
VEGETATION MUS'(HAVf DRIP OR SPRAY IRRIGATION SUPPUED AND
INSTALLED BY OTHERS. C
7. COl'<7RACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR
ACTIVATION OF UNIT. MANUFACTURERS WARRANTY IS VOID WITH OUT
PROPER ACTIVATION BY A BIO CLEAN REPRESENTATIVE.
GENERAL NOTES
I. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED.
2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACmES ARE SUBJECT TO
CHANG£. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS
AND ACCESSORIES PLEASE CONTACT BIO CLEAN.
C/L WETI.ANDMEDIA
BED
DRAIN DOWN LINE
~ <.>
PRE-FILTER
CARTRIDGE
OUTLET PIPE
SEE NOTES
74.16
RIM/FG
FLOW CONTROL
RISER
PLAN VIEW
C/L
Cl/RB OPENING
i
IE OUT '
73.36
PEAK HGL
6._J '-4•-o•-l L6· 1-'.---s·-o· __'._j
ELEVATION VIEW
INTERNAL BYPASS DISCLOSURE:
SITE CURBING
BY OTHERS
THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE M£.THOD HAS BEEN
REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL(S} AT PEAK FLOW
HAS BEEN ASSESSED TO ENSURE NO UPSTREAM FLOODING.
{:, PROPRIETARY AND CONFIDENTIAL:
~~i,/FfLA~VS 111£ IIIFOIIMATION CONTNNEI) IN THIS OOCIJJJfNT IS 7H£ SOLE
l'f/Of1lJa .w IE ~ f1f ~ ar lltlfE IF PROPEKf't OF FURlEHRA AND flS COJIPANJ£S. THIS OOC1JMENf,
'RC Rl111III£ IS PJi1fNfS: ,;~ T~ NOR Af{t PAl?r 'IHER£0f, U4Y BE iJS8J, REPRODIJC£iJ OR UODIF.!fDI
l.PlUiB; UU,S,lil fifUTil) FOR£JGN PKlEN1S tR IN AHf UANN!R WllH OUT 1H£ WRfl1EN CONSENT Of FOfllERflA ---
CURB
OPENING,
~
•
LEFT END VIEW
HATCH
VEGETATION
PLANT
ESTABlJSHMENT
MEDIA
6 7 .---,~=~=---. rs·
' . ,.. " .
" .... ,-:,:.;;_ '.-;-; -::
A.Foltaaa
RIGHT END VIEW
... TR£ATMENT FLOW (CFS)
OPERATING HEAD (FT)
_.,.,n_,.,Q'il~
2.7
PRETREATMENT LOADING RATE {GPM/SF) 2.0
WETLAND MEDIA LOADING RATE (GPM/SF) I 1.0
MWS-L-4-6-3'-1011-C
STORMWATER 8/0F/LTRATION SYSTEM
STANDARD DETAIL
MODULAR WETLANDS SYS I EM BJOFIL TRA TION DEVICE TYPICAL DETAIL
NOT TO $CAL£
Know what's below.
Call before you dig.
PASCO LARET SUITER
!lllftii~•i4i~~$i,1'~ & ASS O C I AT ES
CIVIL ENGINEERING+ LAND PLANNING+ LAND SURVEYING
535 North Highway 10 I, Suite A Solana Beach, CA 92075
ph 858.259.8212 I fx 858.259.4812 i plsaengineering.com
NEXTMED PARKING STRUCTURE
SWQMP OMA EXHIBIT
CARLSBAD, CALIFORNIA
PROJECT NUMBER -3048
SCALE, 1" = 20'
DATE; JULY 2020
SHEET 2 OF 2
Attachment 1 c
___ Harvest and Use Feasib!)ity (Form 1-7)
3048 NextMed Parking Garage
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
v Landscape irrigation
D 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.
Landscape Irrigation
(0.1 ac irrigated) x (390 gal/ac-36hr) x (0.13368 cuft/gal) = 5.2 cuft/36hr
3. Calculate the DCV using worksheet B-2.1.
DCV = 1,845 cuft
3a. Is the 36-hour demand greater
than or equal to the DCV?
Yes / \/ No
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations to
confirm that DCV can be used at an
adequate rate to meet drawdown
criteria.
3b. Is the 36-hour demand greater than
0.25DCV but less than the full DCV?
Yes / \/ No
3c. Is the 36-hour demand
less than 0.25DCV?
\/ Yes
Harvest and use may be feasible. Conduct \/ Harvest and use is
more detailed evaluation and sizing considered to be infeasible.
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.
Attachment Id
---~~=~=lnfiltration_Feasibility
r
Appendix I:
Forms and Checklists
l --
Categorization of Infiltration Feasibility F 1 8 C d . . orm -on tt1on
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
1
Screening Question
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.
Provide basis:
Yes No
X
Based on an as-graded report prepared by Geocon Incorporated dated January 12, 1999, the project area is underlain
by compacted fill overlying undocumented fill and terrace deposits.
Based on USDA Web Soil Survey, the property is underlain by Chesterton fine sandy loam. The Chesterton fine
sandy loam is classified as having a Hydraulic Soil Group D. The estimated saturated hydraulic conductivity is 0.0
to 0.06 in/hr.
The estimated reliable infiltration is less than 0.5 in/hr.
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.
Provide basis:
X
Due to the presence of both compacted fill and undocumented fill on the property, infiltrating into the fills could
cause soil settlement and distress to improvements. Additionally, the expected infiltration rate is significantly slow
that we expect lateral water migration could occur which could cause differential soil movement and potential distress
to down gradient improvements.
Appendix I:
Forms and Checklists
Criteria
3
Form 1-8 Page 2 of 4
Screening Question
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.
Provide basis:
Yes No
X
Based on exploratory borings, groundwater is at a depth greater than 35 feet below existing grade. Infiltration is not
expected to increase the risk of groundwater contamination.
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:
It is our opinion that infiltration should not cause water balance issues or increased discharge of contaminated
groundwater to surface waters.
Part1
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
*To be completed us1ng gathered site tnfonnatlon and best professional Judgment constdenng the definition of :MEP in
the MS4 Permit. Additional testing and/ or studies may be required by the City Engineer to substantiate findings
Appendix I:
Forms and Checklists
I F~rm 1-8 Page 3 of 4 -j
Part 2 -Partial Infiltration vs. No Infiltration Feasibility Screening Criteria
Would infiltration of water in any appreciable amount be physically feasible without any negative
consequences that cannot be reasonably mitigated?
Criteria
5
Screening Question
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.
Provide basis:
Yes No
X
Based on USDA Web Soil Survey, the property is underlain by Chesterton fine sandy loam. The Chesterton fine
sandy loam is classified as having a Hydraulic Soil Group D. The estimated saturated hydraulic conductivity is
0.0 to 0.06 in/hr.
The estimated reliable infiltration is less than the typical 0.05 in/hr rate considered as the minimum value for
partial infiltration.
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.
Provide basis:
X
Due to the presence of both compacted fill and undocumented fill on the property, infiltrating into the fills could
cause soil settlement and distress to improvements. Additionally, the expected infiltration rate is significantly slow
that we expect lateral water migration could occur which could cause differential soil movement and potential
distress to down gradient improvements.
Criteria
7
Form 1-8 Page 4 of 4
Screening Question
Can Infiltration in any appreciable quantity be allowed without
posing significant risk for groundwater related concerns (shallow
water table, storm water pollutants or other factors)? The
response to this Screening Question shall be based on a
comprehensive evaluation of the factors presented in Appendix C.3.
Appendix I:
Forms and Checklists
Yes No
X
Provide basis:
Based on exploratory borings, groundwater is at a depth greater than 35 feet below existing grade. Infiltration is not
expected to increase the risk of groundwater related concerns.
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:
Researching downstream water rights and evaluating water balance issues to stream flows is beyond the scope
of the geotechnical engineer. However, it is our opinion that infiltration should not impact downstream water
rights.
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
Part 2
Result*
If all answers from row 5-8 are yes then partial infiltration design is potentially
feasible. The feasibility screening category is Partial Infiltration. No
If any answer from row 5-8 is no, then infiltration of any volume is considered to Infiltration
be infeasible within the drainage area. The feasibility screening category is No
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 Engineer to substantiate findings.
Attachment le
'~--~~~~BMPpesign Worksheets
San Diego County 85 th Percentile lsopluvials Legend -85dl PERCENTILE ISOPUJVW. D INCORPORATED CITY NOTE-The 8511, pe,caro,le ,s a 24 holx rU'lfall tolal It rep,-. a•-ouct, lllal 85'11 al""' obsetved 24 hour ranfall tolaJs 'Mn be less thanthlll dk.e N + ~-~ ' 2 • • • "ot,fl-~-.. ...,.~ ... 1-.;,.r_ ............... , .... .. i:l"l'M.-1;# €.,~(Lal , ..... lU,'O!..,.,_~ --. .. ,y,y~ ,.,ue•--«:m~•-·o..., ~-, ... ___ .......__ ... ~ ....... ---~----..-.. ~ -•-:111."--r..-i ____ _,.. __ /jl'_ .. ..,._...,,~. ~-... ---··--~ .. ~-... __..,,.. __ _ ··-... -----·-·...,.,..---·.....,_._.•r-.. ~~zr• .,....,..__ ,.,_.,,,. ... _...., .. . ._-..... ....,,...._ .. Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods Figure B.1-1: 85th Percentile 24-hour lsopluvial Map B-5 February 2016
3048 NextMed Parking Garage
1/10/2020
Appendix B: Stormwater Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV
1
2
3
4
5
6
2
3
4
5
6
85th percentile 24-hr storm depth from Figure B.1-1
Area tributary to BMP (s)
Area weighted runoff factor (estimate using Appendix B.1.1 and
B.2.1) • See calculation below
Street trees volume reduction
Rain barrels volume reduction (1 cubic foot=7.48 gallons)
Calculate DCV =
(3630 x C x d x A) -TCV -RCV
85th ercentile 24-hr storm depth from Fi ure B.1-1
Area tributary to BMP (s)
Impervious
Landscape
DG
Total
Area weighted runoff factor {estimate using Appendix B.1.1 and
B.2.1 • See calculation below
Street trees volume reduction
Rain barrels volume reduction (1 cubic foot=7.48 gallons)
Calculate DCV =
3630 x C x d x A -TCV -RCV
Impervious
Landscape
DG
Total
d=
A=
C=
TCV=
RCV=
DCV=
Area (sq ft)
16931
1995
0
18926
A=
C=
TCV=
RCV=
DCV=
Area (sq ft)
24812
2355
0
27167
0.57 inches
0.434 acres
0.82 unitless
0 cubic-feet
0 cubic-feet
732 cubic-feet
Runoff Factor Ax RF
0.9 15237.9
0.1 199.5
0.3 0
15437
0.624 acres
0.83 unitless
0 cubic-feet
0 cubic-feet
1072 cubic-feet
Runoff Factor Ax RF
0.9 22330.8
0.1 235.5
0.3 0
22566
Weighted RF
0.82
Weighted RF
0.83
3048 NextMed Parking Garage
1/10/2020
Appendix 8: Stormwater Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV
1 851h percentile 24-hr storm depth from Figure B.1-1
2 Area tributary to BMP (s)
Area weighted runoff factor (estimate using Appendix B.1.1 and
3 B.2.1) • See calculation below
4 Street trees volume reduction
5 Rain barrels volume reduction (1 cubic foot=7.48 gallons)
Calculate DCV =
6 (3630 x C x d x A) -rev· RCV
Impervious
Landscape
DG
Total
d=
A=
C=
TCV=
RCV=
DCV=
Area (sq ft)
9032
458
0
9490
0.57 inches
0.22 acres
0.86 unitless
0 cubic-feet
0 cubic-feet
392 cubic-feet
Runoff Factor Ax RF
0.9 8128.8
0.1 45.8
0.3 0
8175
Weighted RF
0.86
3048 NextMed Parking Garage 1/14/2020
DMA A (BMP-1)
Worksheet 8.5-1: Simple Sizing Method for Biofiltration BMPs
1 Remaining DCV After implementing retention BMPs 732 cu-ft
Partial Retention
2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible 0.00 in/hr
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 0.00 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4 / Line 5] 0.00 inches
7 Assumed surface area of the biofiltration BMP 1071.0 sq -ft
8 Media retained pore storage 0.1 in/in
9 Volume retained pore storage 160.65 cu-ft
10 DCV that requires biofiltration [Line 1 -Line 9] 571.4 cu-ft
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 12 inches
12 Media Thickness [18 in Min], also add mulch layer thicknes to this line 18 inches
13 Aggregate Storage above underdrain inver (12 inches typical) -Use O inches for 12 inches sizing if the aggregate is not over the entire bottom surface area
14 Freely drained pore storage 0.2 in/in
Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if the
15 filtration rate is controlled by the outlet, use the outlet controlled rate which 0.967 in/hr
will be less than 5 in/hr.)
Baseline Calculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 16] -6 inches
Depth of Detention Storage 20.40 inches 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)]
19 Total Depth Treated [Line 17 + Line 18] 26.20 inches
Option 1 -Biofilter 1.5 times the DCV
20 Required biofiltered volume [1.5 x Line 10] 857 cu-ft -
21 Required Footprint [Line 20 / Line 19] x 12 392.5 sq-ft
Option 2 -Store 0. 75 of remaining DCV in pores and poding
22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 429 cu-ft
23 Required Footprint [Line 22 / Line 18] x 12 252 sq-ft
Footprint of the BMP
24 Area draining to the BMP 18926 sq-ft
Adjusted Runoff Factor for drainage area 0.82 25 (Refer to Appendix B.l an~ B.2)
26 BMP Footprint Sizing Factor (Default 0.03 or an alternative minimum footprint
sizing factor from Worksheet B.5-2, Line 11) 0.03
27 Minimum BMP Footprint [Line 24 x Line 25 x Line 26] 466 sq-ft
28 Footprint of the BMP = Maximum (Minimum(Line 21, Line 23), Line 27) 1071 sq-ft
J :\Active Jobs\3048 N EXTM ED PARKI NG\CIVI L \REPORTS\SWQMP\SWMM\3048 WorksheetB-5.l_Biofiltration.xlsx
3048 NextMed Parking Garage 1/14/2020
OMA B (BMP-2)
Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs
1 Remaining DCV After implementing retention BMPs 1072 cu-ft
Partial Retention
2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible 0.00 in/hr
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 0.00 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4 / Line 5] 0.00 inches
7 Assumed surface area of the biofiltration BMP 1031.0 sq-ft
8 Media retained pore storage 0.1 in/in
9 Volume retained pore storage 154.65 cu-ft
10 DCV that requires biofiltration [Line 1 -Line 9] 917.4 cu-ft
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 12 inches
12 Media Thickness [18 in Min], also add mulch layer thicknes to this line 18 inches
13 Aggregate Storage above underdrain inver (12 inches typical) -Use O inches 12 inches for sizing if the aggregate is not over the entire bottom surface area
14 Freely drained pore storage 0.2 in/in
Media filtration rate to be used for sizing (5 in/hr. with no outlet control; if
15 the filtration rate is controlled by the outlet, use the outlet controlled rate 1.311 in/hr
which will be less than 5 in/hr.)
Baseline Calculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 16] 8 inches
Depth of Detention Storage 20.40 inches 18 [Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)]
19 Total Depth Treated [Line 17 + Line 18] 28.27 inches
Option 1 -Biofilter 1.5 times the DCV
20 Required biofiltered volume [1.5 x Line 10] 1376 cu-ft
21 Required Footprint [Line 20 / Line 19] x 12 584.2 sq-ft
Option 2 -Store 0. 75 of remaining DCV in pores and poding
22 Required Storage (surface+ pores) Volume [0.75 x Line 10] 688 cu-ft
23 Required Footprint [Line 22 / Line 18] x 12 405 sq-ft
Footprint of the BMP
24 Area draining to the BMP 27167 sq-ft
Adjusted Runoff Factor for drainage area 0.83 25 (Refer to Appendix B.l and B.2)
26 BMP Footprint Sizing Factor (Default 0.03 or an alternative minimum footprint
sizing factor from Worksheet B.5-2, Line 11) 0.03
27 Minimum BMP Footprint [Line 24 x Line 25 x Line 26] 676 sq-ft
28 Footprint of the BMP = Maximum (Minimum(Line 21, Line 23), Line 27) 1031 sq-ft
J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\3048 WorksheetB-5.l_Biofiltration.xlsx
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
B.6.3 Sizing Flow-Thru Treatment Control BMPs: Use for Sizing Proprietary Biofiltration BMP
Q=CxixA
Where:
Q = Design flow rate in cubic feet per second
C = Runoff factor, area-weighted estimate using Table B.1-1.
i = Rainfall intensity of 0.2 in/hr.
A= Tributary area (acres) which includes the total area draining to the BMP, including any offsite or
onsite areas that comingle with project runoff and drain to the BMP.
Worksheet 8.6-1: Flow-Thru Design Flows
DCV requiring flow-thru ocvflow-thru 392 cubic-feet
Design rainfall intensity i= 0.20 in/hr
Area tributary to BMP (s) A= 0.22 acres
Area-weighted runoff factor (estimate using Appendix C=
B.2 0.86 unitless
Calculate Flow Rate = (C xix A) Q= 0.038 cfs
Required Treatment Flow Rate= 1.5 x Q = 0.057 cfs
3048 NextMed Parking Garage
QlOO Calculation for MWS
Q=CIA
I= 7.44 x PG x 0-o.&4s
PG (in) 2.5
Area (sq ft) C value Ax C value Weighted C
Impervious 9032 0.9 8128.8
Pervious 458 0.35 160.3
Total (sf) 9490 8289.1 0.87 I
Total (ac) 0.22
Tc= (assumed) 5.0
I (in/hr)= 6.6
Q (ds} = I 1.3 I
Bio 6-Clean
A Forterra Company
Date: 07/21/20
Subject: 10334-Nextmed Parking Structure, Carlsbad, CA
To Whom It May Concern,
The MWS Linear will be sized in accordance with the TAPE GULD approval for the Modular
Wetland System. The system is sized at a loading rate of Oess than or equal to) 1.0 gpm/ sq ft,
where the pre-filter cartridges are sized at a loading rate ofless than 2.1 gpm/sq ft. Design,
sizing, and loading have been reviewed and approved by a Modular Wetland Representative and
is ready for final approval. Shown below are the calculations for this Project:
MWS-L-4-6-C
• Required Treatment Flow Rate = 0.057 cfs
• MWS-Linear-4-6 Treatment Capacity Provided = 0.057 cfs or 25.58 gpm at 2.i HGL
• Pre-filter Cartridge = 1 half size cartridges
• Surface Area per Cartridge = 12.8 sq ft
• Loading rate (Pre-Filter Cartridge)= 2.0 gpm/sq ft
• MWS Wetland Surface Area = 23.11 sf
• Loading Rate (Wetland Media)= 1.0 gpm/sf
• Peak HGL = Top of Weir+ Peak Flow Height= 73.10'+3.13" = 73.36'
If you have any questions, please feel free to contact us at your convenience
Sincerely,
Jim Chiang
5796 Armada Dr. Suite 250, Carlsbad, Ca 92008
(469) 458-7973 • Fax (760) 433-3176
www.biocleanenvironmental com
I.
. i
"
n
" ....
" u
•• ...
...
...
SITE SPECIFIC DATA
PROJECT NUMBER 10334
PROJECT NAME NEXTMED PARKING STRUCTURE
PROJECT LOCATION CARLSBAD, CA
TREATMENT REQUIRED
VOLUME BASED {CF} FLOW BASED {CFS}
0.057
PEAK BYPASS REQUIRED {CFS} -IF APPLICABLE 1.3
PIPE DATA I.E. MATERIAL DIAMETER
INLET PIPE N/A N/A N/A
OUTLET PIPE 70.24 PVC 6"
PRETREATMENT BIOFIL TRA TION DISCHARGE
RIM ELEVATION 74.16 74.16 74.16
SURFACE LOAD HS-20 OPEN Pl.ANTER HS-20
FRAME & COVER 24" X 42" N/A N/A
WETLANDMEDIA VOLUME {CY} 1.39
ORIFICE SIZE {DIA. INCHES) 5 EA ¢0.61"
NOTES:
INSTALLATION NOTES
1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND
INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND
APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE
MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN
MANUFACTURERS CONTRACT.
2. UNIT MUST BE INSTALLED ON LEVEL BAS£ MANUFACTURER
RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY
THE PROJECT ENGINEER. CONTRACTOR IS RESPONSIBLE TO VERIFY
PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS.
4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING
PIPES. ALL PIPES MUST BE FLUSH WITH INSIDE SURFACE OF
CONCRETE {PIPES CANNOT INTRUDE BEYOND FLUSH}. INVERT OF
OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR.
ALL PIPES SHALL BE SEALED WATER TIGHT PER MANUFACTURERS
STANDARD CONNECTION DETAIL.
5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS,
MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND
HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE
6. VEGETATION SUPPLIED AND INSTALLED BY OTHERS. ALL UNITS WITH
VEGETATION MUST HAVE DRIP OR SPRAY IRRIGATION SUPPLIED AND
INSTALLED BY OTHERS.
7. CONTRACTOR RESPONSIBLE FOR CONTACTING BIO CLEAN FOR
ACTIVATION OF UNIT. MANUFACTURERS WARRANTY IS VOID WITH OUT
PROPER AC17VATION BY A BIO CLEAN REPRESENTATIVE.
GENERAL NOTES
1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED.
2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO
CHANG£ FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS
AND ACCESSORIES PLEASE CONTACT BIO CLEAN.
OUTLET PIPE
SEE NOTES PLAN VIEW
CURB
OPENING•
LEFT END VIEW
• II')
C/L
74.16
RIM/FG 7. .
PEAK HGL ~~,.-,:·."O•.•.C;,:.··;.:·1--·L'
~VEGETA170N
PLANT
ESTABLISHMENT
MEDIA
• •
IE OUT
5•-1 '-4·-o·_J L6-
~5•-o·~
f ~ ;.. _1
I 6~:.:::~--=~--=-=-:~...:.;:;:=,a;:.g-:=--==--==---~=-~.-1--6·
ELEVATION VIEW
INTERNAL BYPASS DISCLOSURE:
THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE METHOD HAS BEEN
REVIEWED AND APPROVED BY THE ENGINEER OF RECORD. HGL{S} AT PEAK FLOW
HAS BEEN ASSESSED TO ENSURE NO UPSTREAM FLOODING.
PROPRIETARY AND CONFIDENTIAL: A
0 Du LA~ 8 . Cl ETLAND5 TH£ INFDRIIATION CONTNNED IN THIS DOCUM£NT ,s TH£ SOI.£
PROPfRTY OF FO/?TfRRA AND ns COltlPAN/£5. THIS DOCUM£NT, :::,=i:;~~~f~(F NOR ANY PAKT TH£Rf()f. ~y BE USED. REPRODUCED OR /,1()()/F/fD Io ea n
~~~ ,_ "-18tlS a, IN ANY IIANNER WITH OIJT THE WRITTEN CONSENT OF FORTERHA. A forwra
RIGHT END VIEW
TREATMENT FLOW {CFS) 0.057
OPERA TING HEAD {FT) 2.7
PRETREATMENT LOADING RATE {GPM/SF} 2.0
WETLAND MEDIA LOADING RATE {GPM/SF} 1.0
MWS-L-4-6-3'-10''-C
STORMWATER 8/0FIL TRATION SYSTEM
STANDARD DETAIL
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
Attachment Contents Checklist
Seauence
Attachment 2a Hydromodification Management ~ Included (Project is exempt from
Exhibit (Required) Hydromodification Control
Requirements)
Attachment 2b Management of Critical Coarse ~ Exhibit showing project
Sediment Yield Areas (WMAA drainage boundaries marked
Exhibit is required, additional on WMAA Critical Coarse
analyses are optional) Sediment Yield Area Map
See Section 6.2 of the BMP Design (Required)
Manual. Optional analyses for Critical Coarse
Sediment Yield Area Determination
D 6.2.1 Verification of Geomorphic
Landscape Units Onsite
D 6.2.2 Downstream Systems
Sensitivity to Coarse Sediment
□ 6.2.3 Optional Additional Analysis
of Potential Critical Coarse
Sediment Yield Areas Onsite
Attachment 2c Geomorphic Assessment of ~ Not performed
Receiving Channels (Optional) D Included
See Section 6.3.4 of the BMP
Design Manual.
Attachment 2d Flow Control Facility Design and ~ Included
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of
the BMP Design Manual
NEXTMED PARKING STRUCTURE
25
-
Attachment 2a
Hydromodification Management .-----.
~~~
EXISTING
BUILDING B
s --8l s
0
El
0 C/)
0
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/(
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EXISTING
BUILD/NGA
<$, ,,,-
\ ------✓ ~
/
/
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¾// /.
/, ~ I
I
/ __,, s ':>
/
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---~-I PARCEL 3
PM 3415 ,
DMA-1
1.23 ac
0
PLAN VIEW -OMA AREAS
SCALE: 1" = 20'
I
I
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/
/
I
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;·--------!
(
Know what's below.
Call before you dig.
LEGEND
EXIS1lNO STORM DRAIN
DRAtlAOE MANAGEMENT
AREA (OMA) BOUNDARY
---SD--
DRAINAGE MANAGEMENT AREA (OMA) 0
SOIL INFORMATION
SOfL: TYPED
DEPTH TO GROUNDWATER
SEE SOILS REPORT
SITE INFORMATION=
IMPERVIOUS AREA:
85TH PERCENT1LE STORM DEPTH:
123AC
0.57in
DRAINAGE
MANAGEMENT
AREA (OMA)
1
D
PASCO LARET SUI TER
& ASSOC IATES
CIVIL ENGINEER ING + LAND PLANNI NG + LAN D SURVEYING
535 North Highway 101 , Suite A Solana Beach, CA 92075
ph 858.259.8212 I fx 858.259.4812 I plsaengineering.com
OMA SUMMARY
IMPERVIOUS PERVIOUS TOTAL AREA
AREA (AC) AREA (AC) (ACRES)
1.23 0 1.23
20' 10' 0 40'
I I
SCALE: 1 • = 20'
NEXTMED PARKING STRUCTURE
PRE DEVELOPMENT
HYDROMODIFICATION EXHIBIT
CARLSBAD, CALIFORNIA
PROJECT NUMBER: 3048
SCALE: 1" = 20'
DATE: JUNE 2020
SHEET 1 OF 1
..
..
,----------------~
I
--~----------7
\
I
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"" ( I ti-~ I I"--I \ ti-f
;r---6 ~ / ~
I /\-,.~ \ ti-
/ '-_ _/ ?7 "--.-/r-
PO/NT OF COMPLIANCE: (POC)
'-FOR DMA A AND B ' "-.../ 'e"' Sf.-_ -
----
-..l _,,
-,--PARKING STRUCTTJRE: ROOF
\ DRAINS TO BMP
I
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/
/
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I
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LEGEND
PROPOSED STORM DRAIN
EXIST1NG STORM DRAIN
PROPOSED HARDSCAPE/ IMPERVIOUS
AREA
PROPOSED LANDSCAPING/ PERVIO(}S AREA
DRAWAGE MANAGEMENT
11111111111111111
~~
AREA (DMA) BOUNDARY
7REATMENT CONTROL BMP NUMBER 0
SURFACER.OW DIRECTION ARROW ...
STORM DRAIN (SUBSURFACE) R.OW Df'IECTION ARROW <:=
POINT OF COMPI..IANCE 8
TREATMENT CONTROL BMPS
BIOFILTRA TION WITH
IMPERMEABLE LINER
SOIL INFORMATION
soa.., TYPED
DEPTH TO GROUNDWATER
SEE SOB..8 REPORT
SITE INFORMA T/ON=
IMPERVIOUS AREA:
PERVIO(}S AREA:
TOTAL DISTURBED AREA:
85TH PERCENT1LE STORM DEPTH:
1.0BAC
0.15AC
123AC
0.57 in
DMA SUMMARY
DRAINAGE IMPERVIOUS MANAGEMENT BMP TYPE AREA (AC) AREA (OMA)
1 (A,C,D,£,F) BIOFIL TRA TION 21,041 (0.483)
2 (B,G) 8/0FIL TRA TION 26,063 (0.598)
PERVIOUS
AREA (AC)
4,225 (0.097)
2,416 (0.055)
B/OF/L TRA TION BMP SUMMARY
TOTAL
AREA
(ACRES)
25,266
(0.580)
28,479
(0.654)
BMP ID BMP TYPE REQUIRED BMP PROVIDED BMP
AREA (SF) AREA (SF)
1 8/0FIL TRA T/ON 466 1071
2 8/0FIL TRA TION 676 1031
20' 10' 0 20· 40' l~~=..=..=..=-1~~~1
SCALE: 1 " = 20'
PASCO LARE T SUITER
NEXTMED PARKING STRUCTURE
POST DEVELOPMENT
HYDROMODIFICATION EXHIBIT & ASSOCIATES
CIV IL ENGI NEERING+ LAND PLANNING+ LAND SURVEYING
535 North Highway IOI , Suite A Solana Beach, CA 92075
ph 858.259.8212 I fx 858.259.4812 1 plsaengineering.com
CARLSBAD, CALIFORNIA
PROJECT NUMBER: 3048
SCALE: 1~"' 20'
DATE: JULY 2020
SHEET 1 OF 1
Attachment 2b
Potential Critical Course Sedimen
Yield Areas Exhibit
Potential Critical Coarse Sediment Yield Areas Regional San Diego County Watersheds Source: 2015 Regional Potential Critical Coarse Sediment Yield Area Mapping Google Earth kmz file from www.projectcleanwater.org
I
I
Attachment 2
Flow Control and
BMP Drawdown Calculations
I
Hydromodification Analysis
To satisfy the requirements of the MS4 Permit, a hydromodification management strategy has
been developed for the project based on the Final Hydromodification Management Plan dated
March 2011, (Final HMP). A continuous simulation model, the Environmental Protection Agency
(EPA) Storm Water Management Model (SWMM) version 5.1, was selected to size mitigation
measures. The SWMM model is capable of modeling hydromodification management facilities
to mitigate the effects of increased runoff from the post-development conditions and use
changes that may cause negative impacts (i.e. erosion) to downstream channels.
1.0 Hydromodification Criteria
Pursuant to the MS4 Permit, post-development runoff conditions (flow rates and durations)
must not exceed pre-development runoff conditions by more than 10% for the range of flows
that result in increased potential for erosion or degraded instream habitat downstream of the
project. Based on the Final HMP:
• For flow rates between the pre-project lower flow threshold (10%, 30%, or 50%) of the pre-
project 2-year runoff event (0.l(h, 0.3(h, or 0.S(h) to the pre-project 10-year event (0.10),
the post-project discharge rates and durations may not deviate above the pre-project rates
and durations by more than 10% over the length of the flow duration curve.
A channel screening analysis may be performed to determine a larger lower flow threshold,
however for this project a lower flow threshold of 0.10.2 (high susceptibility) is assumed.
2.0 SWMM Model Development
SWMM is a rainfall-runoff model used for single event or continuous simulation of runoff
quantity from primarily urban areas. SWMM calculates and routes runoff based on user-
specified input including precipitation data, subcatchment characteristics, soil data, routing
information, and BMP configuration. SWMM is capable of modeling various hydrologic
processes including but not limited to time-varying precipitation, evaporation, storage,
infiltration, and retention LID facilities.
SWMM Input
A pre-development and post-development model were created using the following global
information:
Parameter Input Source
Precipitation Oceanside Rainfall Data Project Clean Water
Evaporation Project Site ETo Zone Data CIMIS ETo Zones Map
Soils D USDA Web Soil Survey Application
In the existing condition storm water runoff from the site, DMA-1, flows overland across the
parking lot in a northwesterly direction and is collected in the existing storm drain located along
the northern boundary of the parking lot. The site is paved in the existing condition, however
for HMP sizing the pre-project SWMM model assumes a completely pervious existing site
condition.
In the proposed condition, storm water runoff from the proposed parking garage and portions
of the surrounding surface parking lot including disturbed areas (OMA-A and B) will be collected
and conveyed to the HMP biofiltration basins. Areas that cannot be collected and conveyed to
the biofiltration basins (DMA-C through G) will be routed to pervious areas with amended soils
for impervious area dispersion. Overflow from the amended soils areas will be collected in area
drains and routed to the storm drain system.
The HMP biofiltration facilities consist of a basin with 18 inches of engineered soil and 12 inches
of gravel. Runoff will be biofiltered through the engineered soil and gravel layers, then collected
in a series of small PVC drainpipes and directed to a catch basin where runoff will be mitigated
via a small orifice to comply with HMP requirements. In larger storm events, runoff not filtered
through the engineered soil and gravel layers will be conveyed via an overflow outlet structure
consisting of a grate located on top of the catch basin. Runoff conveyed via the outlet structure
will bypass the small orifice and be conveyed directly to a proposed outlet pipe.
The HMP biofiltration portion in the SWMM model is specified as an "LID Control" within the
"Subcatchment" to define the ponding depth, biofiltration soil layer, gravel layer, and low flow
orifice restrictor.
SWMM Processing and Output
The pre-development project 0.l(h and Cho were determined to be 0.066 cfs and 1.048 cfs,
respectively. After routing through the HMP biofiltration basins, the post-development,
mitigated project 0.l(h and Cho were determined to be 0.039 cfs and 0.882 cfs, respectively.
Refer to the following detailed information and data from the SWMM model including input
and output, rain gage and evaporation data, and flow duration and frequency curves.
.... 3048 NextMed Parking Garage 5/15/2019 SWMM MODEL SCHEMATICS PRE-PROJECT MODEL POST-PROJECT MODEL Oceanside I 12] . -Oceanside 121 OMA-A OMA-B "' • ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' DMA-1 ' : "' . I ' . ' ' . ' ' ' OMA-C,D,E,F,G . I . • ' • . ' I ' . ' ' ' . I ' ' . ' . -' • .... 1 BIIP-2 ' ' ' ' 11111 • . ' -' ' . . ' . . ' ' ' , ' , ' -. ' ' ' , I ' ' ' I ' I ' ' I . ' ' -' . . ' . I ' ' . ' . ' -, I ' ' . , I ' ' • ' . . .. ' . -. ' I ' ' . . . 'POC-1 ' \ , ' / 1' -' ' ' . , ' -' ' . • -. , ' .. . , . ' ' , ' . , --•-.POC-1 J:\Active Jobs\3048 N EXTM ED PARKING\CIVIL \REPORTS\SWQMP\SWM M\Output\3048_SWM M_Schematics.xlsx
3048 Next Med Parking Garage 1/13/2020 PRE-PROJECT Width (Area/Flow OMA Area (ac) Length) (ft) 1 1.23 319 Total: 1.23 POST-PROJECT Width (Area/Flow OMA Area (ac) Length) (ft) A 0.41 251 B 0.60 278 C, D, E, F, G 0.18 365 BMP-1 0.02459 32 BMP-2 0.02367 31 Total: 1.23 Conductivity: D:I 0.025lin/hr %Slope 1.3% % Impervious 95% 95% 70% 0% 0% ---POC-1 Weighted Weighted Weighted % %"D" Conductivity Suction Initial Impervious % "C" Soils Soils (in/hr): Head (in): Deficit: 0% 0% 100% 0.025 9.000 0.330 Weighted Weighted Weighted %"D" Conductivity Suction Initial %Slope % "C" Soils Soils (in/hr): Head (in): Deficit: 1.0% 0% 100% 0.025 9.000 0.330 1.0% 0% 100% 0.025 9.000 0.330 1.0% 0% 100% 0.025 9.000 0.330 0.0% 0% 100% 0.025 9.000 0.330 0.0% 0% 100% 0.025 9.000 0.330 Suction Head: Initial Deficit D:I 0.33 J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\3048_SWMM_lnput_Alt4.xlsx
[TITLE] ;;Project Title/Notes 3048 NextMed Parking Pre-Project Condition [OPTIONS] ; ;Option FLOW UNITS INFILTRATION FLOW ROUTING LINK_OFFSETS MIN SLOPE ALLOW_PONDING SKIP_STEADY_STATE START DATE START TIME REPORT START DATE REPORT_START TIME END DATE END TIME SWEEP START SWEEP END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING_STEP RULE STEP INERTIAL_DAMPING NORMAL FLOW LIMITED FORCE_MAIN_EQUATION VARIABLE_STEP LENGTHENING STEP MIN_SURFAREA MAX TRIALS HEAD_TOLERANCE SYS FLOW TOL LAT_FLOW_TOL MINIMUM_STEP THREADS Value CFS GREEN AMPT KINWAVE DEPTH 0 NO NO 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 00:00:00 PARTIAL BOTH H-W 0.75 0 12.557 8 0.005 5 5 0.5 1 [EVAPORATION] ; ; Data Source Parameters ,,--------------MONTHLY DRY ONLY .03 NO .05 .08 .11 [RAINGAGES) ; ;Name Format Interval SCF POC-1 .13 .15 .15 .13 .11 .08 .04 .02 Source
,,--------------Oceanside [ SUBCATCHMENTS] ; ; Name ,,--------------DMA-1 [SUBAREAS] ;;Subcatchment ,,--------------DMA-1 [ INFILTRATION] ;;Subcatchment ,,--------------DMA-1 [OUTFALLS] ;;Name ,,--------------;Basin 1 POC-1 [TIMESERIES] ; ;Name . ·--------------,, POC-1 INTENSITY 1:00 1.0 TIMESERIES Oceanside Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack Oceanside POC-1 1.23 0 319 1.3 0 N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ------------------------------0.012 0.056 0.05 0.1 25 OUTLET Suction Ksat IMD ------------------------------9 .025 .33 Elevation Type Stage Data Gated Route To 0 FREE NO Date Time Value Oceanside FILE "J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\Rainfall\oceanside.dat" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ; ;Node ,,--------------POC-1 [VERTICES] ; ;Link ,,--------------[Polygons] X-Coord Y-Coord 1000.000 2500.000 X-Coord Y-Coord
;;Subcatchment ,,--------------DMA-1 [SYMBOLS] ; ; Gage ,,--------------Oceanside -POC-1 X-Coord Y-Coord 663.017 4914.842 X-Coord Y-Coord 747.985 6731.113
June 2020 • PRE-PROJECT CONDITION 3048 NextMed Parking
■swMM 5.1 -3048.Pre.inp
rile Edil v-Pn,ject Ropo,t Tools Wllldaw Hllp
Cl Iii ■ •l 11111'1{1 e j ~!■~It ■ kl l: i cf~
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Project Map
T&/Notes
Options
Climatology
, Hydrology
> Hydrlulics
Clullity
> Curves
lime Series
TtrrM!Pattems
Maplabels
+ -~ ••
Tlllo/Notes
JCMINatMedP..tang
Pre-Project Condition
Rain Gage Oc-,.lde
1 ......
Name
X-C-,!inate
Y-Coontinote
Description
Tog
Ro,nFom,at
Tomemtervll
Snow utch flclor
Dita Source
TIME 5EIIIES: ---DADFII.E:
-ro1eNome
-SutronlD
• Rotn Units
.,_.....,,.,_.,, .....
e
7•7.985
6731.113
INTENSITY
1:00
1.0
TIMESERIES
Oceanside
IN
□ X
It a:
' ):( af;i
■ I
Outfall POC-1 • I P,op«rty Value I Hime Foc-1
X·Coonlinote 1000.COO
Y-C-,!inote 2500.000
Dacription a...,, 1
Tag
lnlloM NO
Trutmenl NO
lnwtt El. 0
Tide Gate NO
Route To
Type FREE
FiltdOuhll
r,udStago 0
TldolOulfll
CurwNome
T-Series Oulfal
SeriesNome
.,_.....,,.,_.,,oulfll
Climatology Editor X
SnowMelt Arul Depletion Adjustments
Temperature Evaporation Wind Speed
Source of Evaporation Rates I Monthly Aveniges "' Monthly Evaporation (in/ day) ;.: I Mar I Apr I May I Jun
.oe .11 .13 .15
~~ I Sep I Oct I Nov I Dec
.11 .oe .CM .02
Monthly Soil Recovery --I -fl X. Pattern (Optional)
D Evaporate Only During D,y Periods
OK Cancel
June 2020
Subcatchment DMA-1
IPrope,ty
fume
X-Coordinate
Y-Coordinate
Description
Tag
!I.in Gage
Outtet
Aru
Width
'l!,Slope
'll.lmpen,
N-lrnperv
N-Perv
Dsto,e-lmpen,
Dst0tt-Perv
'll.Zffll-lmpen,
Su!Nru Routing
Percent Routed
lnfiltr.tion Om
Groundwater
Snow Pack
LID Controls
Lind U,es
lnitlll Buildup
Cun, Length
N-Perv Pattern
Dstore Pattern
lnfd. Pattern
u..-..... -of ~ ... it
PRE-PROJECT CONDITION
Value F·l
663.017
.t914.842
Ocunside
POC-1
1.23
319
1.3
0
0.012
0.056
o.os
0. 1
ZS
OUTLET
100
GREEN.AMPY
NO
0
0
NONE
0
II
1 Infiltration Editor I '.,r,"''"•· M,thod
Property
Suction Head
I Conductivity
I Initial Deficit
3048 NextMed Parking
GREEN_AMPT
.025
.33
Soil capillary suction head (inches or mm)
OK Cancel
X
SWMM OUTPUT REPORT PRE-PROJECT CONDITION EPA STORM WATER MANAGEMENT MODEL -VERSION 5.1 (Build 5.1.013) 3048 NextMed Parking Pre-Project Condition ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... GREEN AMPT Starting Date ............ 08/28/1951 05:00:00 Ending Date .............. 05/23/2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 ************************** Runoff Quantity Continuity ************************** Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . Final Storage ........... . Continuity Error (%) •.... ************************** Flow Routing Continuity ************************** Dry Weather Inflow Wet Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Flooding Loss ........... . Volume acre-feet 69.197 1. 566 53.753 14.837 0.000 -1. 386 Volume acre-feet 0.000 14.837 0.000 0.000 0.000 14.837 0.000 Depth inches 675.090 15.275 524.422 144.752 0.000 Volume 10"6 gal 0.000 4.835 0.000 0.000 0.000 4.835 0.000 J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\Output\3048_PreProject_SWMM_results.docx
SWMM OUTPUT REPORT Evaporation Loss ........ . Exfiltration Loss ....... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (%) ••••• *************************** Subcatchment Runoff Summary *************************** Subcatchment DMA-1 Total Precip in 675.09 0.000 0.000 0.000 0.000 0.000 Total Runon in 0.00 Analysis begun on: Mon Jan 13 13:01:19 2020 Analysis ended on: Mon Jan 13 13:01:29 2020 Total elapsed time: 00:00:10 PRE-PROJECT CONDITION 0.000 0.000 0.000 0.000 Total Evap in 15.28 Total Infil in 524.42 Imperv Runoff in 0.00 Perv Runoff in 144.75 Total Runoff in 144.75 Total Runoff 10"6 gal 4.83 J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\Output\3048_PreProject_SWMM_results.docx Peak Runoff Runoff Coe ff CFS 1.38 0.214
;;Project Title/Notes 3048 NextMed Parking Post-Project Condition [OPTIONS) ; ;Option FLOW UNITS INFILTRATION FLOW ROUTING LINK_OFFSETS MIN SLOPE ALLOW PONDING SKIP STEADY STATE - -START DATE START TIME REPORT START DATE REPORT START TIME - -END DATE END TIME SWEEP START SWEEP END DRY DAYS REPORT STEP WET STEP DRY STEP ROUTING STEP RULE STEP INERTIAL DAMPING NORMAL FLOW LIMITED FORCE_MAIN_EQUATION VARIABLE STEP LENGTHENING STEP MIN SURFAREA MAX TRIALS HEAD TOLERANCE SYS FLOW TOL LAT FLOW TOL MINIMUM STEP THREADS Value CFS GREEN AMPT KINWAVE DEPTH 0 NO NO 08/28/1951 05:00:00 08/28/1951 05:00:00 05/23/2008 23:00:00 01/01 12/31 0 01:00:00 00:15:00 04:00:00 0:01:00 00:00:00 PARTIAL BOTH H-W 0.75 0 12.557 8 0.005 5 5 0.5 1 [EVAPORATION] ;;Data Source Parameters ,,--------------MONTHLY DRY ONLY .03 NO .05 .08 .11 .13 [RAINGAGES) ; ;Name Format Interval SCF Source ,,--------------POC-1 .15 .15 .13 .11 .08 .04 .02
Oceanside [SUBCATCHMENTS] ; ;Name ,,--------------DMA-A DMA-B BMP-1 BMP-2 DMA-C,D,E,F,G [SUBAREAS] ;;Subcatchment ,,--------------DMA-A DMA-B BMP-1 BMP-2 DMA-C,D,E,F,G [INFILTRATION] ;;Subcatchment ··--------------,, DMA-A DMA-B BMP-1 BMP-2 DMA-C,D,E,F,G [LID_ CONTROLS] ; ;Name ,,--------------BMP-1 BMP-1 BMP-1 BMP-1 BMP-1 BMP-2 BMP-2 BMP-2 BMP-2 BMP-2 [LID_USAGE] ;;Subcatchment FromPerv ,,--------------BMP-1 0 POC-1 INTENSITY 1:00 1. 0 TIMESERIES Oceanside Rain Gage Oceanside Oceanside Oceanside Oceanside Oceanside N-Imperv ----------0.012 0.012 0.012 0.012 0.012 Suction ----------9 9 9 9 9 Type/Layer ----------BC SURFACE SOIL STORAGE DRAIN BC SURFACE SOIL STORAGE DRAIN LID Process BMP-1 N-Perv Outlet BMP-1 BMP-2 POC-1 POC-1 POC-1 S-Imperv --------------------0.06 0.06 0.06 0.06 0.06 Ksat ----------.025 .025 .025 .025 .025 Parameters ----------12 18 12 0.1498 12 18 12 0.2033 0.05 0.05 0.05 0.05 0.05 IMD ----------.33 .33 .33 .33 .33 0 0.4 0.67 0.5 0 0.4 0.67 0.5 Number Area 1 1071.14 Area 0.41 0.6 0.02459 0.02367 0.18 S-Perv ----------0.1 0.1 0.1 0.1 0.1 0 0.2 0 0 0 0.2 0 0 Width 0 %Imperv Width %Slope CurbLen SnowPack ---------------- --------------------------------95 251 1 0 95 278 1 0 0 32 0 0 0 31 0 0 70 365 1 0 Pctzero RouteTo PctRouted ---------- --------------------25 OUTLET 25 OUTLET 25 OUTLET 25 OUTLET 25 OUTLET 0 5 0.1 5 5 1.5 0 6 0 0 0 5 0.1 5 5 1.5 0 6 0 0 InitSat Fromimp ToPerv RptFile 0 100 0 * DrainTo *
BMP-2 0 [OUTFALLS] ;;Name ,,--------------;Basin 1 POC-1 [TIMESERIES] ;;Name ,,--------------POC-1 BMP-2 1 1031.07 0 0 100 0 * Elevation Type Stage Data Gated Route To 0 FREE NO Date Time Value Oceanside FILE "J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\Rainfall\oceanside.dat" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS 0.000 0.000 10000.000 10000.000 Units None [COORDINATES] ; ;Node . ·--------------'' POC-1 [VERTICES] ; ;Link ,,--------------[Polygons] ;;Subcatchrnent ··--------------'' DMA-A DMA-B DMA-B DMA-B BMP-1 BMP-2 DMA-C,D,E,F,G [SYMBOLS] ; ;Gage ,,--------------Oceanside X-Coord Y-Coord 1000.000 2500.000 X-Coord X-Coord 192.712 1886.012 1886.012 1835.887 225. 564 1842.105 -697.542 Y-Coord Y-Coord 5074.214 5048. 712 5048. 712 4986.055 3796.992 3809.524 4031. 406 X-Coord Y-Coord 996.815 5959.681 *
June 2020 POST-PROJECT CONDITION 3048 NextMed Parking
■swMM 5.1 -3048_Post_Alt4.inp
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Climltology
Hydrology
Hydraulics
> Quality
> c-
TomeSeries
Tome Pattlffll
MIi''--
l048NertMedP ... ng
Post-Projoct C-
Rain Gage 0(eonside ,., ... ,._
x-c-
Y-C-
Ooscnpoion
Tog --r.,,...,._.,
Snow C.ch Fodof
0...Source --• S.....Nome
DATAFI.E:
• foloNome
-!iutionlD
•lloonUna
..,.....,._,,, __
• StudyAo.Mop
-Iii
OIM-C.D.E F.O •
e
996.811
~591,111
INlENSITY
1:00
1.0
TIM(5ERl(S
0c....-
IN
□
I
X OudallPOC•1 ,., .......
X-C-
Y-C-
Description
Tog
Inflows
TrUlmenl
lnvetEI.
TNloGote
Route To
Type
.,. •• Outlal
FiledStogt
TNIIIOulfal
curw-..
l'illloS...Oulfal
SenesNome
u......,.. ..... ,,, .....
Climatology Editor
SnowMelt
Tempeqture
1000.000
2500.000
IIMin 1
NO
NO
0
NO
FREE
0
Arul Depletion
Evaporation
Adjustments
Wind Speed
Source of Evaporation Rates I Monthly Averages vi
Monthly Evaporation (in/day) ~= I Mar I• I May IN!\
.oe .11 .13 .15
~~ I Sep I 0ct I Nov I Dec
.11 .oe .()4 .02
--I ,ti Monthly Soil Recovery 'X. Pattern (Optional)
0 Evaporate Only During Dry Periods
OK Cancel
■
X
June 2020 POST-PROJECT CONDITION 3048 NextMed Parking
SUbcatdunenl OMA-A ■ I Subcatdvnent DMA•B ■ : ....... ,;A : lz, ~ ......
X-Coordinott! 192.n2 ,x-c----1869,](M
Y-CoordiNl:e 5074.214 'v-c-dinlle 50Z7.&?6
Description Description
Tag Tag
Rain Gage Ocunside Rain Gage Ocumicle
Outlet BMP-1 Outlot BMP-2
Aru DAI Aru 0.6
Width 251 Width 278
,r,51ope ,r,51ope
,r,1mper, 9S ""'-9S
N-lmper, 0.012 N-lmpen, 0.012
N-PltV 0.06 N-Per, 0.06
Ostore-lmpe,v o.os Dsl<ft-lrnpe,v o.os
Ostore-Pen, 0,1 Dsl<ft-Per, 0.1
%Zero-lmpe,v 25 %Zero-I__, 25
SubMHRouting 01/lUl SuboruRouting OllltET
Percent Routed 100 Percent Routed 100
lnfolrabon Om GREEN_AMPT lnfdtrlbon 0.. GREEN_AMPT
Groundwater NO Groundwater NO
Snow Pock SnowPICk
LIDC~ 0 LIOC-0
Landu-0 'Lind Uses 0
Initial Buildup NONE ,Initial Buildup NONE
ICUfb lenglll 0 CUfb ler,gth 0
'N-Plf\lP-N-Per, Plllern I
Osten Plllern 1DslafeP-
lnfil. Plllern 11,,r~. Pllllern
U..-lllligned -of~ U.•...,..i-ofMcllct.-
Infiltration Editor X Infiltration Editor X
Infiltration Method GREEN_AMPT Infiltration Method GREEN_AMPT
I Property Value I Property Value
Suction Head f Suction Head ~ I Conductivity .025 , Conductivity .025
Initial Deficit .33 , Initial Deficit .33
Soil capillary suction head (inches or mm)
OK Cancel Help OIC Cancel Help
June 2020
I Subcatchment BMP-1
'Name
X-CCIOfdinate
v.c__,..
Descnpt,on
T~
Rain<iage
Outlet
ArH
Width
%Slope
'JI, lrnpen,
N-lrnpen,
N-Perv
Dstore-lrnperv
Dstorr-Perv
%Zero-lrnperv
Subemi Routing
Percent Routed
lnfilttlbonOm
Gn,undwater
SnowPKI<
LID Controls
Land Uses
Initial Buildup
Curb Length
N-Perv Pattern
Ost0tt Pattern
lnfil. Pattern
lnfilmliDn ....,..._ (cldllDeiliO
225.564
3796.992
OcHnSlde
POC-1
0,02,459
32
0
0
0.012
O.D6
o.os
0.1
25
OUllET
100
NO
0
NONE
0
POST-PROJECT CONDITION 3048 NextMed Parking
■
Infiltration Editor X
Infiltration Method GREEN_AMPT
Property r SuctionHad
3 Conductivity .025
Initial Deficit .33
Soil capillary suction head (inches or mm)
OK Cancel Help
June 2020 POST-PROJECT CONDITION 3048 NextMed Parking
LID Usage Editor X
LIO Control Name 0 LIO Occupies Fuff Subutchment
Aro of bch Unit (sq ft or sq m) 11011.w
Number of Units 1, 1$'1
"' of Subcatchrnent Occupied 100.0
Surf Ke Width per Unit (ft or m) 10
"' Initially s..turmd lo
"'of Impervious Aro Treated 1,00
"'of Pervious Aro Treated lo
Send Drain Flow To:
Detailed Report File (Optional) ~ X (love blink to use subcatchmenl: outlet)
D Retum all Outflow to Pervious Aro
Olt Cancel Help
LID Control Editor X LID Control Editor X
c-..rN.M: 1-SurfKe Soil Storage Dmn C-..IN.me IBMP-1 SurfKe Soil Slaroge Drain
1 llio-lldaltian c.a --1 Berm Heght 1u UDType: IBio-Mmllionc.a --1 Thickness I■ LID Type: fn.ormm) r ... ormm)
Vegmlionllolume 10 Pon>sily ju
Frllcbon (volume fraction)
~ ~ F..idupaaly SurfKe Roughness lo 102 (M.v,ingsn) (volume frKlion)
I SurfKeSlope lo I Witbng Point jo.1 (volume fraction)
-(pen:enl) -Drain" Orlin" Conductivity IS fon/111' or lllff\/lv)
c~ 1s Slope
"Opbonal ·Optional Suction Hud 1,.s f,n.ormm)
01( c.ncet Hllp 01( C..Cel
LID Control Editor X
LID Control Editor X
Control Nome: I..,_, s..f•ce Sotl ~ Or.in
Contn>I-1 .. -l SurfKe Soil Storage Drain
LID Type: jllio-~Cel vj Flow CoeffKi-• 1-I lio. Rohuliuu Col --1 lhldcnas I■ UDType: Flow &ponenl jo.5 fn. ormm)
\loid Ratio 111.67 Offsd fin ur mm) jo
~ (\1oids / Solids)
5-agellot• lo f,n/hr or mm/hr) Open L~ (in ur mm) jo I I I• Clogging Factor Closed L~ (in or mm) jo I -Drain" Orlin" .. , Control Cu,ve
12cl!D AZ:liQt
~ "Optional "Flaw IS 1n Ill/hr or mm/hr, use O if
there IS no drlin.
()I( C-:el Help 01( Ca,ncel
June 2020 POST-PROJECT CONDITION 3048 NextMed Parking
Subcatchment BMP-2 , Pn,pe,ty !v.iue
Name BMP-2
X-Coordinate IBQ.105
Y-Coordinate 3809.524
Description
Tag
Rain Gage Oceanside
Outlet POC-1
Aro 0.02367
Wtdth 31
"Slope 0
"'"'perv 0
N-lmperv 0.012
N-Perv 0.06 Infiltration Editor X
Dstore-lmperv 0.05
Dstore-Perv 0.1 Infiltration Method GREEN_AMPT
"-Zero-lmperv 25
Subarea Routing OUTLET Prope,ty ~--Percent Routed 100 SuctionHud
lnfiltrat,on Data GREEN_AMPT Conductivity .025
Groundwater NO
Sn-Pack Initial Deficit .33
LID Controls ! .. ~
Land Uses 0
Initial Buildup NONE
Curb Length 0 Soil capillary suction head (inches or mm)
N-Perv Pattem
DstorePattem
lnfil. Pattem
LI> callNls (dictto..., OK Cancel Help
June 2020 POST-PROJECT CONDITION 3048 NextMed Parking
LID Usage Editor X
LID Control Name 0 LID Occupies Full Subatchment
Area of Each Unit (sq ft or sq m) 11031.07
Number of Units 11 1:
% al Subclltchment Occupied 100.0
Sulface Width per Unit (ft or m) lo
% Initially Slltumed lo
% al Impervious Area Treated 1100
% al Pervious Ara Treated 10
Send Drain Flow To:
Detailed Report File (Optional) 'A X (lsve blank to use subcatchment outlet)
0 Return all Outflow to Pervious Area
OIC uncei Help
LID Control Editor X LID Control Editor X
C-...Nomc Surface Soil Storage Drain , ... 2 SurfKe Soil Storage Drain c-...a Name:
, ........... Cell --1 llennHoight 112 ThKkness I■ LID~ I Bio-Rarion c.a --1 [on.or mm) LID~ r ... ormm)
Vegmtion Volume 10 Porosity Ju
~ FrKtion (volume frldion)
Surface~ 10 Field upacity lo.z (M,nningsn) (volume fraction)
I Suoface Slope 10 Willing Point 10.1 • (percent) (volume fraction)
Drain" Drairl• Conductivity Is Con/Iv or nvnllvl
Conductivity 1, Slope "0pbonal "Optional SuctionHud ,,.s r ... armm)
OK c.nai OK c.nai
LID Control Editor X LID Control Editor X
C-.i!Nomc IIU-2 Surface Soil Storage Drain C-...Nomc IN'·Z Suoface Soil Storage Drlllft
LIO~ I• .._,lion Cell vi Thickness I■ LIO~ J Bio-w..an c.a vi Flow Coeffocoent• 1-(in.or mm)
Flow bporoent 1o.s Void Ratio IG.67
~ (Voids/ Solids) Offset (in or mm) Jo -SNpogellm lo (in/hr or mm/hr)
I lo Open Level (in °' mm) lo I Clogging FKtor • Closed Level [., °' mm) IO I 0.llin" Drain"
Control Curve I --1
L°YD Am]ig[
"Oplionll "Oplionll "Flow is in in/Iv or mm/hr, use O ii
there is no dnin.
01( C-el OK C-el
June 2020
Subcatchment DMA·C.D,E,F,G
Name
X-Coordinate
¥-Coordinate
Description
T~
Rain Gage
Outlet
AleA
Width
"'Slope
"'lmperv
N-lmpe,v
N-Perv
Dstore-lmperv
Dstott-Perv
"'2:ero-lmpe,v
Subaru Routing
Percent Routed
Infiltration Om
Groundwater
SnowPKk
LIO Controk
L.nd Uses
Initial Buildup
Curb Length
N-Perv Pattern
Dstatt Pattern
lnfd. Pattern
LID _..(clicklD--,
POST-PROJECT CONDITION 3048 NextMed Parking
DMA·C,O,E,F,G
-697.542
403U06
Oceanside
POC-1
0.18
365
70
0.012
0.06
0.05
0.1
25
OUTLET
100
GREEN_AMPT
NO
0
NONE
0
d
Infiltration Editor
Infiltration Method
SuctionHad
Conductivity
Initial Deficit
GREEN_AMPT
.025
.33
Soil capillary suction head (inches or mm)
OK Cancel
X
Help
SWMM OUTPUT REPORT POST-PROJECT CONDITION EPA STORM WATER MANAGEMENT MODEL -VERSION 5.1 (Build 5.1.013) 3048 NextMed Parking Post-Project Condition ********************************************************* NOTE: The swnmary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmel t . . . . . . . . . . . . . . . NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... GREEN AMPT Starting Date ............ 08/28/1951 05:00:00 Ending Date .............. 05/23/2008 23:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00 Dry Time Step ............ 04:00:00 ************************** Runoff Quantity Continuity ************************** Initial LID Storage ..... . Total Precipitation ..... . Evaporation Loss ........ . Infiltration Loss ....... . Surface Runoff .......... . LID Drainage ............ . Final Storage ........... . Continuity Error (%) .... . ************************** Flow Routing Continuity ************************** Dry Weather Inflow Wet Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow ....•......... External Inflow ......... . Volume acre-feet 0.007 69.661 10.079 4. 463 10.199 45.924 0.014 -1.452 Volume acre-feet 0.000 56.123 0.000 0.000 0.000 Depth inches 0.070 675.090 97. 676 43.253 98.842 445.049 0.140 Volume 10"6 gal 0.000 18.289 0.000 0.000 0.000 J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\Output\3048 PostProject SWMM_results.docx
SWMM OUTPUT REPORT External Outflow ........ . Flooding Loss ........... . Evaporation Loss ........ . Exfiltration Loss ....... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (%) .... . *************************** Subcatchment Runoff Summary *************************** Subcatchment OMA-A DMA-B BMP-1 BMP-2 DMA-C,D,E,F,G *********************** LID Performance Summary *********************** Total Precip in 675.09 675.09 675.09 675.09 675.09 Subcatchment BMP-1 LID Control BMP-1 BMP-2 BMP-2 56.123 0.000 0.000 0.000 0.000 0.000 0.000 Total Runon in 0.00 0.00 9709.95 14735.81 0.00 Total Inflow in 10385.04 15410.90 Analysis begun on: Mon Jan 13 12:58:15 2020 Analysis ended on: Mon Jan 13 12:58:27 2020 Total elapsed time: 00:00:12 POST-PROJECT CONDITION 18.289 0.000 0.000 0.000 0.000 0.000 Total Evap in 77.46 78.00 646. 76 673.99 58.51 Evap Loss in 646.78 674.01 Total Infil in Imperv Runoff in Perv Runoff in Total Runoff in Total Peak Runoff Runoff Runoff Coe ff 10~6 gal CFS 25.61 574.19 8.18 582.37 6.48 0.49 25.63 573.20 8.13 581. 34 9.47 0. 72 o.oo 0.00 0.00 9737.32 6.50 0.52 0.00 0.00 0.00 14735.63 9.47 0.75 153.79 424.95 48.64 473.59 2.31 0.21 Infil Surface Drain Initial Final Continuity Loss Outflow Outflow Storage Storage Error in in in in in % o.oo 0.00 339.75 9397.93 1216.44 13519.66 1.80 1. 80 2.45 2. 72 -0.00 -0.00 0.863 0.861 0.938 0.956 0.702 J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\Output\3048 PostProject SWMM_results.docx
Peak Flow Frequency Summary
Return Period Pre-project Qpeak Post-project -Mitigated Q
(cfs) (cfs)
LF = 0.lxQ2 0.066 0.039
2-year 0.656 0.389
5-year 0.832 0.624
10-year 1.048 0.882
J:\Active Jobs\3048 NEXTMED PARKING\CIVIL\REPORTS\SWQMP\SWMM\3048 SWMM_PostProcessing_Alt4.xlsx
Peak Flow Frequency Curves 1.200 -,---------------------------------r-----,--.:? I I I I I u ·= I I 1 0.600 t--.+-+--t----,,Pl~~-+-1-t--l--:----:-='1"~~::1:~---W+l--0-Pre-project Qpeak .... .:ii: IQ cu ~ ~ Post-project Mitigated Qpeak I I I I I I I I I I I I I 0.200 +--t----=--If---:-:-----:-~-:-~....,..--;..---,-----:-~~-+---:-:-~~,_,;.., ~----.-~--!---:---+-'j:---:-1 -1---7-----'--:----l I 11 0.000 0 1 2 3 4 5 6 7 8 9 10 Return Period in Years
Low-flow Threshold:I 10% o
0.lxQ2 (Pre): 0.066 cfs
Ql0 (Pre): 1.048 cfs
Ordinate#: 100
Incremental Q (Pre): 0.00983 cfs
Total Hourly Data:I 497370 Rhours The proposed BMP:! PASSED
Interval Pre-project Flow Pre-project Hours Pre-project % Post-project Post-project % Percentage Pass/Fall (cfs) Time Exceeding Hours Time Exceeding
0 0.066 888 1.79E-03 925 1.86E-03 104% Pass
1 0.075 795 l.60E-03 645 1.30E-03 81% Pass
2 0.085 730 1.47E-03 485 9.75E-04 66% Pass
3 0.095 670 1.3SE-03 386 7.76E-04 58% Pass
4 0.105 626 1.26E-03 294 5.91E-04 47% Pass
5 0.115 581 1.17E-03 262 S.27E-04 45% Pass
6 0.125 553 l .llE-03 210 4.22E-04 38% Pass
7 0.134 518 1.04E-03 195 3.92E-04 38% Pass
8 0.144 490 9.85E-04 175 3.52E-04 36% Pass
9 0.154 458 9.21E-04 156 3.14E-04 34% Pass
10 0.164 435 8.75E-04 149 3.00E-04 34% Pass
11 0.174 404 8.12E-04 142 2.86E-04 35% Pass
12 0.184 374 7.52E-04 122 2.45E-04 33% Pass
13 0.193 351 7.06E-04 116 2.33E-04 33% Pass
14 0.203 327 6.57E-04 108 2.17E-04 33% Pass
15 0.213 292 5.87E-04 102 2.05E-04 35% Pass
16 0.223 279 5.61E·04 100 2.0lE-04 36% Pass
17 0.233 267 5.37E-04 94 1.89E-04 35% Pass
18 0.242 254 5.llE-04 86 1.73E-04 34% Pass
19 0.252 241 4.85E-04 77 1.55E-04 32% Pass
20 0.262 226 4.54E-04 70 l.41E-04 31% Pass
21 0.272 213 4.28E-04 67 1.35E-04 31% Pass
22 0.282 201 4.04E-04 63 l.27E-04 31% Pass
23 0.292 195 3.92E-04 61 l.23E-04 31% Pass
24 0.301 178 3.58E-04 59 l.19E-04 33% Pass
25 0.311 161 3.24E-04 57 1.15E-04 35% Pass
26 0.321 144 2.90E-04 55 l.llE-04 38% Pass
27 0.331 135 2.71E-04 55 1.llE-04 41% Pass
28 0.341 126 2.53E-04 51 1.03E-04 40% Pass
29 0.351 123 2.47E-04 47 9.45E-05 38% Pass
30 0.360 119 2.39E-04 45 9.0SE-05 38% Pass
31 0.370 115 2.31E-04 39 7.84E-05 34% Pass
32 0.380 111 2.23E-04 39 7.84E-05 35% Pass
33 0.390 110 2.21E-04 36 7.24E-05 33% Pass
34 0.400 103 2.07E-04 34 6.84E-05 33% Pass
35 0.410 95 1.91E-04 33 6.63E-05 35% Pass
36 0.419 90 1.81E-04 32 6.43E-05 36% Pass
37 0.429 82 1.GSE-04 31 6.23E-0S 38% Pass
38 0.439 78 1.57E-04 30 6.03E-05 38% Pass
39 0.449 69 1.39E-04 30 6.03E-05 43% Pass
40 0.459 64 1.29E-04 30 6.03E-05 47% Pass
41 0.468 63 l.27E-04 29 5.83E·05 46% Pass
42 0.478 61 1.23E-04 27 5.43E-05 44% Pass
43 0.488 61 1.23E-04 26 5.23E-05 43% Pass
44 0.498 57 1.15E-04 21 4.22E-05 37% Pass
45 0.508 54 l.09E-04 20 4.02E-05 37% Pass
46 0.518 50 1.0lE-04 20 4.02E-05 40% Pass
47 0.527 48 9.65E-05 20 4.02E-05 42% Pass
48 0.537 47 9.45E-05 20 4.02E-05 43% Pass
49 0.547 46 9.25E-05 19 3.82E-05 41% Pass
50 0.557 43 8.65E-05 18 3.62E-05 42% Pass
51 0.567 42 8.44E-05 18 3.62E-05 43% Pass
52 0.577 41 8.24E-05 18 3.62E-05 44% Pass
53 0.586 41 8.24E-05 17 3.42E-05 41% Pass
54 0.596 39 7.84E-0S 16 3.22E-05 41% Pass
Interval Pre-project Flow Pre-project Hours Pre-project % Post-project Post-project% Percentage Pass/Fail (cfs) Time Exceeding Hours Time Exceeding
55 0.606 39 7.84E-05 15 3.02E-0S 38% Pass
56 0.616 37 7.44E-05 15 3.02E-05 41% Pass
57 0.626 34 6.84E-05 13 2.61E-0S 38% Pass
58 0.636 33 6.63E-05 12 2.41E-05 36% Pass
59 0.645 33 6.63E-05 12 2.41E-05 36% Pass
60 0.655 33 6.63E-05 12 2.41E-05 36% Pass
61 0.665 31 6.23E-05 12 2.41E-05 39% Pass
62 0.675 29 5.83E-05 12 2.41E-05 41% Pass
63 0.685 29 5.83E-05 11 2.21E-05 38% Pass
64 0.694 23 4.62E-05 11 2.21E-05 48% Pass
65 0.704 2.2 4.42E-05 11 2.21E-05 50% Pass
66 0.714 21 4.22E-05 11 2.21E-05 52% Pass
67 0.724 21 4.22E-05 11 2.21E-05 52% Pass
68 0.734 21 4.22E-05 10 2.0lE-05 48% Pass
69 0.744 21 4.22E-05 9 1.81E-05 43% Pass
70 0.753 21 4.22E-05 9 1.BlE-05 43% Pass
71 0.763 21 4.22E-05 9 l.81E-05 43% Pass
72 0.773 20 4.02E-05 9 l.81E-05 45% Pass
73 0.783 20 4.02E-05 9 l.81E-05 45% Pass
74 0.793 19 3.82E-05 9 1.81E-05 47% Pass
75 0.803 16 3.22E-05 9 l.81E-05 56% Pass
76 0.812 15 3.02E-05 9 1.81E-05 60% Pass
77 0.822 13 2.61E-05 9 l.81E-05 69% Pass
78 0.832 11 2.21E-05 9 1.81E-05 82% Pass
79 0.842 9 1.81E-05 9 1.81E-05 100% Pass
80 0.852 9 l.81E-05 9 1.BlE-05 100% Pass
81 0.861 9 l.81E-05 9 1.81E-05 100% Pass
82 0.871 9 1.81E-05 7 1.41E-0S 78% Pass
83 0.881 9 l.81E-05 6 l.21E-05 67% Pass
84 0.891 9 1.81E-0S 6 1.21E-0S 67% Pass
85 0.901 8 l.61E-0S 5 l.0lE-05 63% Pass
86 0.911 8 1.61E-0S s 1.0lE-05 63% Pass
87 0.920 7 1.41E-0S 4 8.04E-06 57% Pass
88 0.930 7 1.41E-05 4 8.04E-06 57% Pass
89 0.940 6 1.21E-05 4 8.04E-06 67% Pass
90 0.950 6 l.21E-05 4 8.04E-06 67% Pass
91 0.960 6 1.21E-05 4 8.04E-06 67% Pass
92 0.970 6 1.21E-0S 4 8.04E-06 67% Pass
93 0.979 6 1.21E-0S 4 8.04E-06 67% Pass
94 0.989 6 1.21E-0S 4 8.04E-06 67% Pass
95 0.999 6 1.ZlE-05 4 8.04E-06 67% Pass
96 1.009 6 1.21E-0S 4 8.04E-06 67% Pass
97 1.019 6 l.21E-05 4 8.04E-06 67% Pass
98 1.029 6 1.21E-0S 4 8.04E-06 67% Pass
99 1.038 s 1.0lE-05 4 8.04E-06 80% Pass
100 1.048 5 l .0lE-05 4 8.04E-06 80% Pass
'iii -~ 3 0 u::: 1.200 1.000 0.800 0.600 0.400 0.200 I 0.000 l.0E-06 I I I I I I I I I I I I I j I I I I ' I I l.0E-05 . Flow Duration Curve [Pre vs. Post (Mitigated)] I I : I I I I l I I I I i ·, I I I ...-I ~ ' i :L-~. i I I I I I ! I 111 I I l -o-Pre-project Q :,~ T -tr-Post-project (Mitigated) Q I I 111 I I I ~~~II I I I ~~ I I I I 1, 1 1 ---1 I I I I I l.0E-04 l.0E-03 % Time Exceeding ----1.0E-02
SWMM Model Flow Coefficient Calculation
BMP-1
Bio-Retention Cell PARAMETER ABBREV. LID BMP
Ponding Depth PD 12 in
Bioretention Soil Layer s 18 in
Gravel Layer G 12 in
TOTAL 3.5 ft
42 in
Orifice Coefficient Cg 0.6
Low Flow Orifice Diameter D 0.7 in
Drain exponent n 0.5
Flow Rate (volumetric) Q 0.024 cfs
Ponding Depth Surface Area Apo 1071 ft2
Bioretention Surface Area As.AG 1071 ft2
As.AG 0.0246 ac
Porosity of Bioretention Soil n 1.00
Flow Rate (per unit area) q 0.967 in/hr
Effective Ponding Depth PDett in
Flow Coefficient C C = q/{(h-0.5*D)"n)
SWMM Model Flow Coefficient Calculation
BMP-2
PARAMETER ABBREV. Bio-Retention Cell
LID BMP
Ponding Depth PD 12 in
Bioretention Soil Layer s 18 in
Gravel Layer G 12 in
TOTAL 3.5 ft
h 42 in
Orifice Coefficient Cg 0.6
Low Flow Orifice Diameter D 0.8 in
Drain exponent n 0.5
Flow Rate (volumetric) Q 0.031 cfs
Ponding Depth Surface Area Apo 1031 ft2
Bioretention Surface Area As.AG 1031 ft2
As.AG 0.0237 ac
Porosity of Bioretention Soil n 1.00
Flow Rate (per unit area) q 1.311 in/hr
Effective Ponding Depth PDett in
Flow Coefficient C C = q/((h-0.5*D)An)
-...
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!
l J
I ! i 11 II 11 fl fl fl (1 fl II 11 fl II fl II fl 11 II II fl Line 6 Line 7 Line 8 Line 9 Line 10 Line 11 Line 12 Line 13 Line 14 Orawdown Calculation for BMP-1 Project Name Project No Surface Drawdown Time: Surface Area Underdrain Orifice Diameter: in C: Surface Ponding (to invert of lowest surface discharge opening in outlet structure): Amended Soil Depth: Gravel Depth: OrificeQ= Effective Depth Infiltration controlled by orifice NextMed 3048 12.4 1071 0.7 0.6 1 1.5 1 0.024 20.4 0.967 Equations hr Line 9* 12/Line 14 sq ft in ft ft ft cfs Line 8*(3.14*(Line 7/2)"2*(1/144))*(SQRT(2*32.2*(Line 9+Line lO+Line 11-((Line 7/2)/12)))) in in/hr Line 12*12*3600/Line 6
I 1 I I I I r , r 1 r 1 r I r 1 Line 6 Line 7 Line 8 Line 9 Line 10 Line 11 Line 12 Line 13 Line 14 Drawdown Calculation for BMP-2 Project Name Project No Surface Drawdown Time: Surface Area Underdrain Orifice Diameter: in C: Surface Ponding (to invert of lowest surface discharge opening in outlet structure): Amended Soll Depth: Gravel Depth: OrificeQ= Effective Depth Infiltration controlled by orifice NextMed 3048 9.2 1031 0.8 0.6 1 1.5 1 0.031 20.4 1.311 rt fl 1111 fl 1111 fl 11 I I I I Equations hr Line 9*12/Line 14 sq ft in ft ft ft cfs Line 8*(3.14*(Line 7/2)A2*(1/144))*(SQRT(2*32.2*(Une 9+Line lO+Line 11-((Une 7/2)/12)))) in in/hr Line 12*12*3600/Line 6
33" 70"N Hydrologic Soil Group-San Diego County Area, California Map Scale: 1: 1,100 if printed CJl A landscape ( 11" X 8.5"} sheet ----=====--------========Mell:!r.; 0 ffi ~ 00 00 ----=====--------========feet o ~ ~ ~ n Map i::rojection: Vo.eb ~ Comer rnooJinate;: WGS84 ~ ocs: UTM ZOOe llN WGS84 USDA Natural Resources ---iiiF Conservation Service Web Soil Survey National Cooperative Soil Survey 1/24/2019 Page 1 of 4 33" 70"N 33" 654"N
Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils Soil Rating Polygons 0A D A/o 0B D BIO □c D C/0 DD D Not rated or not available Soil Rating Lines -A -AID -B --BID C -CID -D -" Not rated or not available Soil Rating Points A A/0 ■ B ■ BID u DA Natural Resources .iiiiiii Conservation Service C C • CID • D a Not rated or not available Water Features Streams and Canals Transportation +++ Rails -Interstate Highways -US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your A.01 were mapped at 1 :24.000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 13, Sep 12, 2018 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result. some minor shifting of map unit boundaries may be evident. 1/24/2019 Page 2 of 4
Hydrologic Soil Group-San Diego County Area, California
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CfB Chesterton fine sandy D
loam, 2 to 5 percent
slopes
2.6
CfC Chesterton fine sandy D 0.5
loam, 5 to 9 percent
I slopes
I Totals for Area of Interest 3,1
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (ND, BID, and CID). The groups are defined as follows:
Group 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.
Group 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.
Group 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.
Group 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.
If a soil is assigned to a dual hydrologic group (ND, B/D, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources
:iiiiiiii Conservation Service
Web Soil Survey
National Cooperative Soil Survey
84.0%
16.0%
100.0%
1/24/2019
Page 3 of 4
rcGIS ~ Weather and Eto data egend 14 :::J :3 ::::J 11, 1H teqc,r,d Mod,fy Map g Sign
Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing
Factors
..._ I
9
6 R
S A N
117[
17
V E R S
D I E G 0
16
18
D E
16
I MPERIAL
18 EL C1N1110
t
Figure G.1-2: California Irrigation Management Information System "Reference Evapotranspiration
Zones"
G-5 February 2016
I I I ' I I I I ' ' Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors Table G.1-1: Monthly Average Reference Evapotranspiration by ETo Zone (inches/month and inches/day) for use in SWMM Models for Hydromodification Management Studies in San Diego County CIMIS Zones 1, 4, 6, 9, and 16 (See CIMIS ETo Zone Map) -January February March April May June July August September October November December Zone in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month 1 0.93 1.4 2.48 3.3 4.03 4.5 4.65 4.03 3.3 2.48 1.2 0.62 4 1.86 2.24 3.41 4.5 5.27 5.7 5.89 5.58 4.5 3.41 2.4 1.86 6 1.86 2.24 3.41 4.8 5.58 6.3 6.51 6.2 4.8 3.72 2.4 1.86 9 2.17 2.8 4.03 5.1 5.89 6.6 7.44 6.82 5.7 4.03 2.7 1.86 16 1.55 2.52 4.03 5.7 7.75 8.7 9.3 8.37 6.3 4.34 2.4 1.55 January February March April May June. July August September October November December Davs 31 28 31 30 31 30 31 31 30 31 30 31 Zone inldau inldau inldav in/dav in/dav in/dav in/ dav in/dav in/dav in/dav in/dav in/dav 1 0.030 0.050 0.080 0.110 0.130 0.150 0.150 0.130 0.110 0.080 0.040 0.020 4 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060 6 0.060 0.080 0.110 0.160 0.180 0.210 0.210 0.200 0.160 0.120 0.080 0.060 9 0.070 0.100 0.130 0.170 0.190 0.220 0.240 0.220 0.190 0.130 0.090 0.060 16 0.050 0.090 0.130 0.190 0.250 0.290 0.300 0.270 0.210 0.140 0.080 0.050 G-6 February 2016 I I
Attachment 3a
BMP Maintenance Thresholds
and BMP Fact Sheets
STORM WATER QUALITY MANAGEMENT PLAN JANUARY 2020
ATTACHMENT 3
Structural BMP Maintenance Information
OWNERSHIP AND MAINTENANCE FOR STRUCTURAL BMPs
The operations and maintenance of the treatment control BMPs will be the responsibility of the
owner. The current contact information for the responsible party is:
NextMed 111, LLC
6125 Paseo Del Norte, Suite 210
Carlsbad, CA 92011
760-494-9216
A training program will be administered and implemented by NextMed 111, LLC and shall occur at
a minimum of once annually. The training program shall consist of, at a minimum: the
disbursement of the brochures and flyers included in this SWQMP and a copy of the maintenance
plan to all operation and maintenance staff associated with the project. A training log shall be
filled out at each training session and kept for a minimum of five (5) years.
NextMed Ill, LLC will complete and maintain operation and maintenance forms to adequately
document all maintenance performed on the project's treatment control BMPs. These records
should be kept on file for a minimum of five (5) years and shall be made accessible to the City of
Carlsbad, the State Water Resources Control Board or any other authority regulating storm
water discharges for inspection upon request at any time.
All waste generated from the NextMed Parking Structure project site is ultimately the
responsibility of NextMed Ill, LLC. Disposal of sediment, debris, and trash will comply with
applicable local, county, state, and federal waste control programs. Suspected hazardous
waste will be analyzed to determine proper disposal methods.
The following Operation and Maintenance Plan has been developed for each type of pollutant
control BMP used on this project. These are minimum requirements only. Their frequency
and/or scope may be increased, if necessary, to meet and/or maintain the level of storm water
quality treatment required of this project.
All costs associated with the operation and maintenance of the pollutant control BMPs will be
funded by NextMed Ill, LLC in perpetuity or until the project is sold to another entity where the
responsibility would transfer with the sale of the property or an individual parcel.
The project's owner, NextMed 111 , LLC, will enter into a Stormwater Facility Maintenance
Agreement as required by the City of Carlsbad, which will be executed prior to grading permit
issuance.
NEXTMED PARKING STRUCTURE
26
STORM WATER QUALITY M_ANAGEMENT PLAN JANUARY 2020
Biofiltration System Inspection Activities I Recommended
F requency
Inspect biofiltration system -Before/after rainy
season
-Bi-weekly during
the rainy season
-After a rainfall
event of 0.5" or more
lnspe t soil and repair eroded areas Monthly
Inspect for erosion or damage to vegetation, preferably at the end of the wet
season to schedule dry season maintenance and before major wet season Prior to rainy season
runoff to be sure the areas are ready for the wet season. However, additional & every other month . ll pe ti n after p-ri d of he.ii y runoff is recommended.
-
Inspect to ensure grasses, ground covers, vegetation is well established. If not,
either prepare soil and reseed or replant with appropriate alternative species. Every other month
Install erosion control blankets if necessary. i
Check for debris and litter, areas of sediment accumulation Every other month I ·-f:nsspect health of trees and shrubs and vegetation Every other month
In peel syst m cleanouts and outfall structures E ery other month
fo ped for tmt,ding water and vectors Every other month
Biofiltration System Maintenance Activities Recommended
Frequency
Remove litter and debris in conjunction with regularly scheduled landscape
maintenance
Irrigate biofiltration area(s) during dry season (April through October) and as
necessary to maintain vegetation during the rainy season.
Physically remove weeds
Remove sediment As part of routine,
Apply mulch to areas devoid of mulch, especially prior to the wet season regular landscape
Replace damaged or diseased trees and shrubs maintenance
Mow turf areas, if any
Repair erosion at inflow points
Unclog under drain system
Remove and replace dead and diseased vegetation
Replace tree stakes and wires, if any
Mulch should be replaced every 2 to 3 years or when bare spots appear Every 2-3 years, or as
needed
Rototill or cultivate the surface if the system does not draw down in 48 hours As needed
NEXTMED PARKING STRUCTURE
27
E.12 BF-1 Biofiltration
Location: 43rd Street and Logan Avenue, San Diego, California
Appendix E: BMP Design Fact Sheets
MS4 Permit Category
Bio filtration
Manual Category
Bio filtration
Applicable Performance
Standard
Pollutant Control
Flow Control
Primary Benefits
Treatment
Volume Reduction (Incidental)
Peak Flow Attenuation (Optional)
Biofiltration (Bioretention with underdrain) facilities are vegetated surface water systems that filter
water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow
to the downstream conveyance system. Bioretention with underdrain facilities are commonly
incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. Because
these types of facilities have limited or no infiltration, they are typically designed to provide enough
hydraulic head to move flows through the underdrain connection to the storm drain system.
Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant
uptake.
Typical bioretention with underdrain components include:
• Inflow distribution mechanisms (e.g, perimeter flow spreader or filter strips)
• Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap)
• Shallow surface ponding for captured flows
• Side slope and basin bottom vegetation selected based on expected climate and ponding depth
• Non-floating mulch layer (Optional)
• Media layer (planting mix or engineered media) capable of supporting vegetation growth
• Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted
native soils or the aggregate storage layer
• Aggregate storage layer with underdrain(s)
• Impermeable liner or uncompacted native soils at the bottom of the facility
E-66 February 2016
Appendix E: BMP Design Fact Sheets
• Overflow structure
CURB CUT:.
12" MIN : ..
., . : . ..-.. ·~ :.,,..,.
CURB CUT
........ ~
APRON FOR ENERGY
• +DISSIPATION • •
• 3H:1V(MIN.) •
. . . .
. . . . . . . . . . .
. : ·:•:•: ~ ~ VEGETATED SIDE SLOPE
PLAN
NOTTO SCALE
. . . . . . . .
MAINTENANCE •
ACCESS
JAS !"EE,!)EDJ •
. . . .
. . . . . . . .
.3H:1V(MIN.) •
. . . .
. . . .
. . . . . . . . ... . . ...
. . . . . . . .
3" \II/ELL-AGED, SHREDDED
HARDWOOD MULCH
(OPTIONAL) MAINTENANCE
ACCESS
(AS NEEDED)
EXISTING UNCOMPACTED SOILS
SECTION A-A'
NOTTO SCALE
Typical plan and Section view of a Biofiltration BMP
E-67 February 2016
Appendix E: BMP Design Fact Sheets
Design Adaptldlon• for Project Goal•
Biofiltration Treatment BMP for storm water pollutant control. The system is lined or un-lined
to provide incidental infiltration, and an underdrain is provided at the bottom to carry away filtered
runoff. This configuration is considered to provide biofiltration treatment via flow through the media
layer. Storage provided above the underdrain within surface ponding, media, and aggregate storage is
considered included in the biofiltration treatment volume. Saturated storage within the aggregate
storage layer can be added to this design by raising the underdrain above the bottom of the aggregate
storage layer or via an internal weir structure designed to maintain a specific water level elevation.
Integrated storm water flow control and pollutant control configuration. The system can be
designed to provide flow rate and duration control by primarily providing increased surface ponding
and/ or having a deeper aggregate storage layer above the underdrain. This will allow for significant
detention storage, which can be controlled via inclusion of an outlet structure at the downstream end
of the underdrain.
0..,,,, Crltet1a Md Conalderatlon•
Bioretention with underdrain must meet the following design criteria. Deviations from the below
criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate:
Siting and Design
□
□
□
Placement observes geotechnical
recommendations regarding potential hazards
(e.g., slope stability, landslides, liquefaction
zones) and setbacks (e.g., slopes, foundations,
utilities).
An impermeable liner or other hydraulic
restriction layer is included if site constraints
indicate that infiltration or lateral flows should
not be allowed.
Contributing tributary area shall be~ 5 acres
(~ 1 acre preferred).
E-68
Intent/Rationale
Must not negatively impact existing site
geotechnical concerns.
Lining prevents storm water from
impacting groundwater and/ or sensitive
environmental or geotechnical features.
Incidental infiltration, when allowable,
can aid in pollutant removal and
groundwater recharge.
Bigger BMPs require additional design
features for proper performance.
Contributing tributary area greater than 5
acres may be allowed at the discretion of
the City Engineer if the following
conditions are met: 1) incorporate design
features (e.g. flow spreaders) to
minimizing short circuiting of flows in
February 2016
Siting and Design
□ Finish grade of the facility is ~ 2%.
Surface Ponding
□
□
□
□
Surface ponding is limited to a 24-hour
drawdown time.
Surface ponding depth is~ 6 and~ 12 inches.
A minimum of 2 inches of freeboard is
provided.
Side slopes are stabilized with vegetation and
are= 3H:1V or shallower.
Vegetation
E-69
Appendix E: BMP Design Fact Sheets
Intent/Rationale
the BMP and 2) incorporate additional
design features requested by the City
Engineer for proper performance of the
regional BMP.
Flatter surfaces reduce erosion and
channelization within the facility.
Surface ponding limited to 24 hours for
plant health. Surface ponding drawdown
time greater than 24-hours but less than
96 hours may be allowed at the
discretion of the City Engineer if
certified by a landscape architect or
agronomist.
Surface ponding capacity lowers
subs~face storage requirements. Deep
surface ponding raises safety concerns.
Surface ponding depth greater than 12
inches (for additional pollutant control
or surface outlet structures or flow-
control orifices) may be allowed at the
discretion of the City Engineer if the
following conditions are met: 1) surface
ponding depth drawdown time is less
than 24 hours; and 2) safety issues and
fencing requirements are considered
(typically ponding greater than 18" will
require a fence and/ or flatter side slopes)
and 3) potential for elevated clogging risk
is considered.
F reeboard provides room for head over
overflow structures and minimizes risk
of uncontrolled surface discharge.
Gentler side slopes are safer, less prone
to erosion, able to establish vegetation
more quickly and easier to maintain.
February 2016
Siting and Design
□
□
Plantings are suitable for the climate and
expected ponding depth. A plant list to aid in
selection can be found in Appendix E.20.
An irrigation system with a connection to
water supply should be provided as needed.
Mulch (Optional)
□
A minimum of 3 inches of well-aged, shredded
hardwood mulch that has been stockpiled or
stored for at least 12 months is provided.
Media Layer
□
□
Media maintains a minimum filtration rate of 5
in/hr over lifetime of facility. An initial
filtration rate of 8 to 12 in/hr is recommended
to allow for clogging over time; the initial
filtration rate should not exceed 12 inches per
hour.
Media is a minimum 18 inches deep, meeting
either of these two media specifications:
City of San Diego Storm Water Standards
Appendix F (February 2016, unless superseded
by more recent edition) or County of San
Diego Low Impact Development Handbook:
Appendix G -Bioretention Soil Specification
(June 2014, unless superseded by more recent
edition).
Alternatively, for proprietary designs and
custom media mixes not meeting the media
specifications contained in the 2016 City of
San Diego Storm Water Standards or County
LID Manual, the media meets the pollutant
treatment performance criteria in Section F.1.
E-70
Appendix E: BMP Design Fact Sheets
Intent/Rationale
Plants suited to the climate and ponding
depth are more likely to survive.
Seasonal irrigation might be needed to
keep plants healthy.
Mulch will suppress weeds and maintain
moisture for plant growth. Aging mulch
kills pathogens and weed seeds and
allows the beneficial microbes to
multiply.
A filtration rate of at least 5 inches per
hour allows soil to drain between events.
The initial rate should be higher than
long term target rate to account for
clogging over time. However an
excessively high initial rate can have a
negative impact on treatment
performance, therefore an upper limit is
needed.
A deep media layer provides additional
filtration and supports plants with deeper
roots.
Standard specifications shall be followed.
For non-standard or proprietary designs,
compliance with F.1 ensures that
adequate treatment performance will be
provided.
February 2016
Siting and Design
□
□
Media surface area is 3% of contributing area
times adjusted runoff factor or greater.
Where receiving waters are impaired or have a
1MDL for nutrients, the system is designed
with nutrient sensitive media design (see fact
sheet BF-2).
Filter Course Layer
□
□
□
A filter course is used to prevent migration of
fines through layers of the facility. Filter fabric
is not used.
Filter course is washed and free of fines.
Filter course calculations assessing suitability
for particle migration prevention have been
completed.
Aggregate Storage Layer
□
Class 2 Permeable per Caltrans specification
68-1.025 is recommended for the storage layer.
Washed, open-graded crushed rock may be
used, however a 4-6 inch washed pea gravel
E-71
Appendix E: BMP Design Fact Sheets
Intent/Rationale
Greater surface area to tributary area
ratios: a) maximizes volume retention as
required by the MS4 Pennit and b)
decrease loading rates per square foot
and therefore increase longevity.
Adjusted runoff factor is to account for
site design BMPs implemented upstream
of the BMP (such as rain barrels,
impervious area dispersion, etc.). Refer
to Appendix B.2 guidance.
Use Worksheet B.5-1 Line 26 to estimate
the minimum surface area required per
this criteria.
Potential for pollutant export is partly a
function of media composition; media
design must minimize potential for
export of nutrients, particularly where
receiving waters are impaired for
nutrients.
Migration of media can cause clogging of
the aggregate storage layer void spaces or
subgrade. Filter fabric is more likely to
clog.
Washing aggregate will help eliminate
fines that could clog the facility and
impede infiltration.
Gradation relationship between layers
can evaluate factors ( e.g., bridging,
permeability, and unifonnity) to
determine if particle sizing is appropriate
or if an intermediate layer is needed.
Washing aggregate will help eliminate
fines that could clog the aggregate
storage layer void spaces or subgrade.
February 2016
Siting and Design
□
filter course layer at the top of the crushed
rock is required.
The depth of aggregate provided (12-inch
typical) and storage layer configuration is
adequate for providing conveyance for
underdrain flows to the outlet structure.
Jn.iow, Underdrain, and Out.iow Structures
□
□
□
□
□
□
□
□
Inflow, underdrains and outflow structures are
accessible for inspection and maintenance.
Inflow velocities are limited to 3 ft/ s or less or
use energy dissipation methods. (e.g., riprap,
level spreader) for concentrated inflows.
Curb cut inlets are at least 12 inches wide, have
a 4-6 inch reveal (drop) and an apron and
energy dissipation as needed.
Underdrain outlet elevation should be a
minimum of 3 inches above the bottom
elevation of the aggregate storage layer.
Minimum underdrain diameter is 6 inches.
Underdrains are made of slotted, PVC pipe
conforming to ASTM D 3034 or equivalent or
corrugated, HOPE pipe conforming to
AASHTO 252M or equivalent.
An underdrain cleanout with a minimum 6-
inch diameter and lockable cap is placed every
250 to 300 feet as required based on
underdrain length.
Overflow is safely conveyed to a downstream
storm drain system or discharge point Size
overflow structure to pass 100-year peak flow
E-72
Appendix E: BMP Design Fact Sheets
Intent/Rationale
Proper storage layer configuration and
underdrain placement will minimize
facility drawdown time.
Maintenance will prevent clogging and
ensure proper operation of the flow
control structures.
High inflow velocities can cause erosion,
scour and/ or channeling.
Inlets must not restrict flow and apron
prevents blockage from vegetation as it
grows in. Energy dissipation prevents
erosion.
A minimal separation from subgrade or
the liner lessens the risk of fines entering
the underdrain and can improve
hydraulic performance by allowing
perforations to remain unblocked.
Smaller diameter underdrains are prone
to clogging.
Slotted underdrains provide greater
intake capacity, clog resistant drainage,
and reduced entrance velocity into the
pipe, thereby reducing the chances of
solids migration.
Properly spaced cleanouts will facilitate
underdrain maintenance.
Planning for overflow lessens the risk of
property damage due to flooding.
February 2016
Siting and Design
for on-line infiltration basins and water quality
peak flow for off-line basins.
Appendix E: BMP Design Fact Sheets
Intent/Rationale
Conceptual Design and Sizing Approach for Storm Wamr Pollutant Control Only
To design bioretention with underdrain for storm water pollutant control only (no flow control
required), the following steps should be taken:
1. Verify that siting and design criteria have been met, including placement requirements,
contributing tributary area, maximum side and finish grade slopes, and the recommended
media surface area tributary ratio.
2. Calculate the DCV per Appendix B based on expected site design runoff for tributary areas.
3. Use the sizing worksheet presented in Appendix B.5 to size biofiltration BMPs.
Conceptual Design and Sizing Approach when Storm Wamr Flow Control Is Applicable
Control of flow rates and/ or durations will typically require significant surface ponding and/ or
aggregate storage volumes, and therefore the following steps should be taken prior to determination
of storm water pollutant control design. Pre-development and allowable post-project flow rates and
durations should be determined as discussed in Chapter 6 of the manual.
1. Verify that siting and design criteria have been met, including placement requirements,
contributing tributary area, maximum side and finish grade slopes, and the recommended
media surface area tributary ratio.
2. Iteratively determine the facility footprint area, surface ponding and/ or aggregate storage layer
depth required to provide detention storage to reduce flow rates and durations to allowable
limits. Flow rates and durations can be controlled from detention storage by altering outlet
structure orifice size(s) and/or water control levels. Multi-level orifices can be used within an
outlet structure to control the full range of flows.
3. If bioretention with underdrain cannot fully provide the flow rate and duration control
required by this manual, an upstream or downstream structure with significant storage volume
such as an underground vault can be used to provide remaining controls.
4. After bioretention with underdrain has been designed to meet flow control requirements,
calculations must be completed to verify if storm water pollutant control requirements to treat
the DCV have been met.
E-73 February 2016
Appendix E: BMP Design Fact Sheets
E.13 BF-2 Nutrient Sensitive Media Design
Some studies of bioretention with underdrains have observed export of nutrients, particularly
inorganic nitrogen (nitrate and nitrite) and dissolved phosphorus. This has been observed to be a
short-lived phenomenon in some studies or a long term issue in some studies. The composition of
the soil media, including the chemistry of individual elements is believed to be an important factor in
the potential for nutrient export. Organic amendments, often compost, have been identified as the
most likely source of nutrient export. The quality and stability of organic amendments can vary widely.
The biofiltration media specifications contained in the County of San Diego Low Impact
Development Handbook: Appendix G-Bioretention Soil Specification (June 2014, unless superseded
by more recent edition) and the City of San Diego Low Impact Development Design Manual (page
B-18) (July 2011, unless superseded by more recent edition) were developed with consideration of the
potential for nutrient export. These specifications include criteria for individual component
characteristics and quality in order to control the overall quality of the blended mixes. As of the
publication of this manual, the June 2014 County of San Diego specifications provide more detail
regarding mix design and quality control.
The City and County specifications noted above were developed for general purposes to meet
permeability and treatment goals. In cases where the BMP discharges to receiving waters with nutrient
impairments or nutrient TMDLs, the biofiltration media should be designed with the specific goal of
minimizing the potential for export of nutrients from the media. Therefore, in addition to adhering to
the City or County media specifications, the following guidelines should be followed:
1. Select plant palette to minimize plant nutrient needs
A landscape architect or agronomist should be consulted to select a plant palette that minimizes
nutrient needs. Utilizing plants with low nutrient needs results in less need to enrich the biofiltration
soil mix. If nutrient quantity is then tailored to plants with lower nutrient needs, these plants will
generally have less competition from weeds, which typically need higher nutrient content. The
following practices are recommended to minimize nutrient needs of the plant palette:
• Utilize native, drought-tolerant plants and grasses where possible. Native plants
generally have a broader tolerance for nutrient content, and can be longer lived in
leaner/lower nutrient soils.
• Start plants from smaller starts or seed. Younger plants are generally more tolerant of
lower nutrient levels and tend to help develop soil structure as they grow. Given the lower
cost of smaller plants, the project should be able to accept a plant mortality rate that is
somewhat higher than starting from larger plants and providing high organic content.
2. Minimize excess nutrients in media mix
Once the low-nutrient plant palette is established (item 1), the landscape architect and/or agronomist
should be consulted to assist in the design of a biofiltration media to balance the interests of plant
E-74 February 2016
Appendix E: BMP Design Fact Sheets
establishment, water retention capacity (irrigation demand), and the potential for nutrient export. The
following guidelines should be followed:
• The mix should not exceed the nutrient needs of plants. In conventional landscape
design, the nutrient needs of plants are often exceeded intentionally in order to provide a
factor of safety for plant survival. This practice must be avoided in biofiltration media as excess
nutrients will increase the chance of export. The mix designer should keep in mind that
nutrients can be added later (through mulching, tilling of amendments into the surface), but it
is not possible to remove nutrients, once added.
• The actual nutrient content and organic content of the selected organic amendment
source should be determined when specifying mix proportions. Nutrient content (i.e.,
C:N ratio; plant extractable nutrients) and organic content (i.e, % organic material) are
relatively inexpensive to measure via standard agronomic methods and can provide important
information about mix design. If mix design relies on approximate assumption about
nutrient/organic content and this is not confirmed with testing (or the results of prior
representative testing), it is possible that the mix could contain much more nutrient than
intended.
• Nutrients are better retained in soils with higher cation exchange capacity. Cation
exchange capacity can be increased through selection of organic material with naturally high
cation exchange capacity, such as peat or coconut coir pith, and/ or selection of inorganic
material with high cation exchange capacity such as some sands or engineered minerals (e.g.,
low P-index sands, zeolites, rhyolites, etc). Including higher cation exchange capacity materials
would tend to reduce the net export of nutrients. Natural silty materials also provide cation
exchange capacity; however potential impacts to permeability need to be considered.
• Focus on soil structure as well as nutrient content. Soil structure is loosely defined as the
ability of the soil to conduct and store water and nutrients as well as the degree of aeration of
the soil. Soil structure can be more important than nutrient content in plant survival and
biologic health of the system. If a good soil structure can be created with very low amounts of
organic amendment, plants survivability should still be provided. While soil structure generally
develops with time, biofiltration media can be designed to promote earlier development of
soil structure. Soil structure is enhanced by the use of amendments with high humus content
(as found in well-aged organic material). In addition, soil structure can be enhanced through
the use of organic material with a distribution of particle sizes (i.e., a more heterogeneous mix).
• Consider alternatives to compost. Compost, by nature, is a material that is continually
evolving and decaying. It can be challenging to determine whether tests previously done on a
given compost stock are still representative. It can also be challenging to determine how the
properties of the compost will change once placed in the media bed. More stable materials
such as aged coco coir pith, peat, biochar, shredded bark, and/ or other amendments should
be considered.
With these considerations, it is anticipated that less than 10 percent organic amendment by volume
E-75 February 2016
Appendix E: BMP Design Fact Sheets
could be used, while still balancing plant survivability and water retention. If compost is used,
designers should strongly consider utilizing less than 10 percent by volume.
3. Design with partial retention and/ or internal water storage
An internal water storage zone, as described in Fact Sheet PR-1 is believed to improve retention of
nutrients. For lined systems, an internal water storage zone worked by providing a zone that fluctuates
between aerobic and anaerobic conditions, resulting in nitrification/ denitrification. In soils that will
allow infiltration, a partial retention design (PR-1) allows significant volume reduction and can also
promote nitrification/ denitrification.
Acknowledgment: 1bis fact sheet has been adapted from the Orange County Technical Guidance
Document (May 2011). It was originally developed based on input from: Deborah Deets, City of Los
Angeles Bureau of Sanitation, Drew Ready, Center for Watershed Health, Rick Fisher, ASLA, City of
Los Angeles Bureau of Engineering, Dr. Garn Wallace, Wallace Laboratories, Glen Dake, GDML,
and Jason Schmidt, Tree People. The guidance provided herein does not reflect the individual opinions
of any individual listed above and should not be cited or otherwise attributed to those listed.
E-76 February 2016
Appendix E: BMP Design Fact Sheets
E.14 BF-3 Proprietary Biofiltration Systems
The purpose of this fact sheet is to help explain the potential role of proprietary BMPs in meeting
biofiltration requirements, when full retention of the DCV is not feasible. The fact sheet does not
describe design criteria like the other fact sheets in this appendix because this information varies by
BMP product model.
Crlterla for Use of a Proprietary BIIP as a Bloflltratlon BIIP
A proprietary BMP may be acceptable as a "biofiltration BMP" under the following conditions:
(1) The BMP meets the minimum design criteria listed in Appendix F, including the pollutant
treatment performance standard in Appendix F.1;
(2) The BMP is designed and maintained in a manner consistent with its performance
certifications (See explanation in Appendix F.2); and
(3) The BMP is acceptable at the discretion of the City Engineer. In determining the
acceptability of a BMP, the City Engineer should consider, as applicable, (a) the data
submitted; (b) representativeness of the data submitted; (c) consistency of the BMP
performance claims with pollutant control objectives; certainty of the BMP performance
claims; (d) for projects within the public right of way and/or public projects: maintenance
requirements, cost of maintenance activities, relevant previous city experience with operation
and maintenance of the BMP type, ability to continue to operate the system in event that the
vending company is no longer operating as a business; and (e) other relevant factors.
Guidance for Sizing a Proprietary BIIP as a Bloffltratlon BIIP
Proprietary biofiltration BMPs must meet the same sizing guidance as non-proprietary BMPs. Sizing
is typically based on capturing and treating 1.50 times the DCV not reliably retained. Guidance for
sizing biofiltration BMPs to comply with requirements of this manual is provided in Appendix F.2.
E-77 February 2016
MAINTENANCE
MWS-Linear
Hybrid Stormwater Filtration System
M
Modular Wetland Systems, Inc.
P.O. Box 869
Oceanside, CA 92049
www.modularwetlands.com
P 760-433-7640
F 760-433-3179
MAINTENANCE
Maintenance Summary -
o Clean Bio Clean® Catch Basin Filter -average maintenance interval is 3 to 6
months.
■ (15 minute service time).
o Clean Separation (sediment) Chamber -average maintenance interval is 6 to 18
months.
• (30 minute service time).
o Replace Cartridge Filter Media (BioMediaGREEN™) -average maintenance
interval 6 -12 months.
■ (45 minute service time).
o Replace Drain Down Filter Media (BioMediaGREEN™) -average maintenance
interval is 6 to 12 months.
■ (5 minute service time).
o Trim Vegetations -average maintenance interval is 3 to 6 months.
■ (15 minute service time).
o Evaluate Wetland Media Flow Hydraulic Conductivity -average inspection
interval is once per year.
■ (5 minute inspection time).
o Wetland Media Replacement -average maintenance interval is 5 to 20 years.
■ (6 hours).
For more information on maintenance procedures, to order replacement media or
find an authorized service company please contact:
Modular Wetland Systems, Inc
2972 San Luis Rey Road
Oceanside, CA 92058
Phone: 760-433-7640
Fax: 760-433-3176
Email: info@modularwetlands.com
System Diagram -
Access to
screening device,
sedimenf chamber
and cartridge filter
Pre-Treatment
Chamber
Maintenance Overview -
Wetland Biofiltration
Chamber
Access to drain
down filter and
flow valves
Discharge
Chamber
A. Every installed MWS -Linear unit is to be maintained by the Supplier, or a
Supplier approved contractor. The cost of this service varies among providers.
B. The MWS -Linear is a multi-stage self-contained treatment train for stormwater
treatment. Each stage protects subsequent stages from clogging. Stages include:
screening, separation, cartridge media filtration, and biofiltration. The biofiltration stage
contains various types of vegetation which will require annual evaluation and trimming.
1. Clean Bio Clean® Catch Basin Filter -Screening is provided by well proven
catch basin filter. The filter has a trash and sediment capacity of 2 (curb type)
and 4 (grate type) cubic feet. The filter removes gross solids, including litter, and
sediments greater than 200 microns. This procedure is easily done by hand or
with a small industrial vacuum device. This filter is located directly under the
manhole or grate access cover.
2. Clean Segaration (sediment) Chamber -separation occurs in the pre-
treatment chamber located directly under the curb or grated inlet. This chamber
has a capacity of approximately 21 cubic feet for trash, debris and sediments.
This chamber targets TSS, and particulate metals and nutrients. This procedure
can be performed with a standard vacuum truck. This chamber is located directly
under the manhole or grate access cover.
3. Replace Cartridge Filter Media (BioMediaGREENTM) -Primary filtration is
provided by a horizontal flow cartridge filter utilizing BioMediaGREEN blocks.
Each cartridge has a media surface area of 35 square feet. The large surface
area will insure long term operation without clogging. The cartridge filter with
BioMediaGREEN targets fine TSS, metals, nutrients, hydrocarbons, turbidity and
bacteria. Media life depends on local loading conditions and can easily be
replaced and disposed of without any equipment. The filters are located in the
pre-treatment chamber. Entry into chamber required to replace BioMediaGREEN
blocks. Each cartridge contain 14 pieces of 20" tall BioMediaGREEN.
4. Replace Drain Down Filter Media (BioMediaGREEN™) -A drain down filter,
similar in function to the perimeter filter is located in the discharge chamber. This
filter allows standing water to be drained and filtered out of the separation
chamber. This addresses any vector issues, by eliminating all standing water
within this system. Replacement of media takes approximately 5 minutes and is
performed without any equipment.
5. Trim Vegetations -The system utilizes multiple plants in the biofiltration
chamber to provide enhanced treatment for dissolved pollutants including
nutrients and metals. The vegetation will need to be maintained (trimmed) as
needed. This can be done as part of the project normal landscape maintenance.
NO FERTILIZER SHALL BE USED IN THIS CHAMBER.
6. Evaluate Wetland Media Flow Hydraulic Conductivity -The systems flow
can be assessed from the discharge chamber. This should be done during a rain
event. By viewing into the discharge chamber the flow out of the system can be
observed. If little to know flow is observed from the lower valve or orifice plate this
is a sign of potential wetland media (biofiltration) maintenance needs.
7. Wetland Media Replacement -biofiltration is provided by an advance
horizontal flow vegetated wetland. This natural filter contains a mix of sorptive
media that supports abundant plant life. This biofilter targets the finest TSS,
dissolved nutrients, dissolved metals, organics, pesticides, oxygen demanding
substances and bacteria. This filter provides the final polishing step of treatment.
If prior treatment stages are properly maintained, the life of this media can be up
to 20 years. Replacement of the media is simple. Removal of spent media can be
done with a shovel of a vacuum truck.
C. The MWS -Linear catch basin filter, separation chamber, cartridge filter media and
wetland media are designed to allow for the use of vacuum removal of captured
pollutants and spent filter media by centrifugal compressor vacuum units without causing
damage to the filter or during normal cleaning and maintenance. Filter and chambers
can be cleaned from finish surface through standard manhole or grate access.
Maintenance Procedures -
1. Clean Bio Clean® Catch Basin Filter -Modular Wetland Systems, Inc. recommends
the catch basin filter be inspected and cleaned a minimum of once every six months
and replacement of hydrocarbon booms once a year. The procedure is easily done with
the use of any standard vacuum truck. This procedure takes approximately 15 minutes.
1. Remove grate or manhole to gain access to catch basin filter insert. Remove
the deflector shield (grate type only) with the hydrocarbon boom attached.
Where possible the maintenance should be performed from the ground
surface. Note: entry into an underground stormwater vault such as an inlet
vault requires certification in confined space training.
2. Remove all trash, debris, organics, and sediments collected by the inlet filter
insert. Removal of the trash and debris can be done manually or with the use
of a vacuum truck. The hose of the vacuum truck will not damage the screen
of the filter.
3. Evaluation of the hydrocarbon boom shall be performed at each cleaning. If
the boom is filled with hydrocarbons and oils it should be replaced. Attach
new boom to basket with plastic ties through pre-drilled holes in basket. Place
the deflector shield (grate type only) back into the filter.
4. Transport all debris, trash, organics and sediments to approved facility for
disposal in accordance with local and state requirements.
5. The hydrocarbon boom may be classified as hazardous material and will have
to be picked up and disposed of as hazardous waste. Hazardous material can
only be handled by a certified hazardous waste trained person (minimum 24-
hour hazwoper).
2. Clean Separation (sediment) Chamber -Modular Wetland Systems, Inc.
recommends the separation chamber be inspected and cleaned a minimum of once a
year. The procedure is easily done with the use of any standard vacuum truck. This
procedure takes approximately 30 minutes.
1. Remove grate or manhole to gain access to the catch basin filter.
2. Remove catch basin filter. Where possible the maintenance should be
performed from the ground surface. Note: entry into an underground
stormwater vault such as an inlet vault requires certification in confined space
training.
3. With a pressure washer spray down pollutants accumulated on walls and
cartridge filters.
4. Vacuum out separation chamber and remove all accumulated debris and
sediments.
5. Replace catch basin filter, replace grate or manhole cover.
6. Transport all debris, trash, organics and sediments to approved facility for
disposal in accordance with local and state requirements.
3. Replace Cartridge Filter Media (BioMediaGREEN™}-Modular Wetland Systems,
Inc. recommends the cartridge filters media be inspected and cleaned a minimum of
once a year. The procedure will require prior maintenance of separation chamber.
Replacement of media takes approximately 45 minutes.
1. Remove grate or manhole to gain access to the catch basin filter.
2. Remove catch basin filter. Where possible the maintenance should be
performed from the ground surface. Note: entry into an underground
stormwater vault such as an inlet vault requires certification in confined space
training.
3. Enter separation chamber.
4. Unscrew the two½" diameter bolts holding the lid on each cartridge filter and
remove lid and place outside of unit.
5. Remove each of the 14 BioMediaGREEN filter blocks in each cartridge and
remove from chamber for disposal.
6. Spray down the outside and inside of the cartridge filter to remove any
accumulated sediments.
7. Replace with new BioMediaGREEN filter blocks insuring the blocks are
properly lined up and seated in the bottom.
8. Replace the lid and tighten down bolts.
9. Replace catch basin filter, replace grate or manhole cover.
10. Transport all debris, trash, organics, spent media and sediments to approved
facility for disposal in accordance with local and state requirements.
4. Replace Drain Down Filter Media (BioMediaGREEN™} -Modular Wetland
Systems, Inc. recommends the drain down filter be inspected and maintained a
minimum of once a year. Replacement of media takes approximately 5 minutes.
1. Open hatch of discharge chamber
2. Enter chamber, unlatch drain down filter cover.
3. Remove BioMediaGREEN filter block
4. Replace with new block, replace and latch cover.
5. Exit chamber, close and lock down the hatch.
6. Transport spent media to approved facility for disposal in accordance with
local and state requirements.
5. Trim Vegetations -Modular Wetland Systems, Inc. recommends the
plants/vegetation be inspected and maintained a minimum of once a year. It is also
recommended that the plants receive the same care as other landscaped areas. Note:
No fertilizer is to be used on this area. Trimming of vegetation takes approximately
15 minutes.
6. Evaluate Wetland Media Flow Hydraulic Conductivity -Modular Wetland Systems,
Inc. recommends system flow be inspected and observed a minimum of once a year.
This needs to be done during a rain event. Inspection and Observation takes
approximately 5 minutes.
1. Open hatch of discharge chamber
2. Observe the level of flow from the bottom valve or orifice plate.
3. If flow is steady and high the system is operating normally.
4. If little or no flow is observed exiting the valve possible maintenance to the
biofiltration wetland chamber may be needed. Contact Modular Wetlands for
further assistance.
5. Exit chamber, close and lock down the hatch.
7. Wetland Media Replacement-Modular Wetland Systems, Inc. recommends the
wetland media be replaced a minimum of one every 20 years. Inspection takes
approximately 15 minutes. Replacement of rock media takes approximately 6 hours and
requires a vacuum truck.
1. Remove plants from the wetland chamber.
2. Use a vacuum truck or shovel to remove all wetland media.
3. Spray down the walls and floor of the chamber and vacuum out any
accumulated pollutants.
4. Spray down perforated piping and netting of flow matrix and the inflow and
outflow end to remove any accumulated pollutants.
5. Vacuum out any standing water from the media removal and insure the
chamber is cleaning.
6. Use a small backhoe to fill chamber with new media. Call Modular Wetland
Systems, Inc. for media delivery information.
7. Install BioMediaGREEN filter blocks across over the entire filter bed. Fill with
media until 9" from top. The install filter blocks which are 3" thick. Fill the top 6"
inches with wetland media.
8. Plant new vegetation in the same configuration and quantity as old vegetation.
Dig down until the BioMediaGREEN is exposed. Cut out a small circle of the
BioMediaGREEN. Remove plant from container including soil ball and place in
the whole cut out of the BioMediaGREEN. Cover up with wetland media.
9. Spray down the plants and media with water to saturate.
10. Continue supplemental irrigation (spray or drip) for at lest 90 days.
7. Other Maintenance Notes -
1. Following maintenance and/or inspection, the maintenance operator shall
prepare a maintenance/inspection record. The record shall include any
maintenance activities performed, amount and description of debris collected,
and condition of the system and its various filter mechanism ..
2. The owner shall retain the maintenance/inspection record for a minimum of
five years from the date of maintenance. These records shall be made
available to the governing municipality for inspection upon request at any time.
3. Any person performing maintenance activities must have completed a
minimum of OSHA 24-hour hazardous waste worker (hazwoper) training.
4. Remove access manhole lid or grate to gain access to filter screens and
sediment chambers. Where possible the maintenance should be performed
from the ground surface. Note: entry into an underground stormwater vault
such as an inlet vault requires certification in confined space training.
5. Transport all debris, trash, organics and sediments to approved facility for
disposal in accordance with local and state requirements.
6. The hydrocarbon boom is classified as hazardous material and will have to be
picked up and disposed of as hazardous waste. Hazardous material can only
be handled by a certified hazardous waste trained person (minimum 24-hour
hazwoper).
Maintenance Sequence -
Access Pre-Treatment Chamber by Removing
Manhole or Grate Cover
Vacuum Catch Basin Filter
Vacuum out the Sediment Chamber
Assess Pollutant Loading in Catch Basin Filter
and Sediment Chamber
Remove Catch Basin Filter
Enter Chamber Remove Lids of Cartridge Filters
Remove Spent BioMediaGREEN Filter Blocks
Replace with New BioMediaGREEN Filter Blocks
and Replace Lid, then Catch Basin Filter and
Replace Manhole or Grate
Evaluate Vegetation and Trim if Needed.
Maintenance Complete.
Spray Down and Clean Cartridge Filter Housing
Open Discharge Chamber Lid to Asses Wetland
Media Flow Rate and Replace Drain Down Filter
Near Bottom
Please Contact Modular Wetland Systems, Inc. for
More Information:
760-433-7640
info@modularwetlands.com
-•r•,--.. • TREATMENT CONTROL BMP ~ ..
~~ VERIFICATION FORM
•• Pursuant to CMC 15.12.100
,-, GENERAL INFORMATION
_Owner Name
I Owner Address City and Zip
~• Contact Name Contact Phone
New Contact New Phone
BMP INFORMATION
BMPType BMPID# I Prlorltv I
BMP Ducrlptlon Manufacturer l BMP Location BMP
Address
BMP ADoroval Date I Last lnsoection Date Maintenance Freauencv I
!Comments
II
fl
BMP VERIFICATION AND MAINTENANCE
"' 0 t-3: $
II
w zo
> z oz z c~
BMP ACTIVITY COMMENTS
'""'Has the BMP been installed?
Has the BMP been removed?
1 Is the BMP operatino properlv?
I Has the BMP been replaced? If so when?
I Is BMP covered under a maintenance agreement?
Is the BMP on a regular maintenance schedule?
I Has trash or other debris accumulated in or around BMP?
I.Has the BMP been inspected durino the last vear? I Has the BMP been maintained or cleaned durino the last vear?
,_JAre discharge points free of litter and debris?
I Has it rained since the last time the BMP was maintained? I~ □ Leaking Vehicles
□ Erosion/Sediments □ Trash and Debris
I~
What are the sources of pollution that could impact the BMP? □ Over Irrigation □ Improvement Projects (paint,
concrete wash, landscaping, etc.) □ Pet/Animal Waste □ Lawn clippings and yard waste
□ Other
Certification Statement II!, I "I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in
accordance with a system to assure that the responsible party gathered and evaluated the information submitted. Based on
my inquiry of the person or person who managed the system, or those persons directly responsible for gathering the
I information, the information submitted is, to the best of my knowledge and belief true, accurate and complete, I am aware that
there are sianificant penalties for submittina false information includina the possibility of fines and other enforcement actions."
,",PRINT NAME: SIGNATURE DATE ..
Please return the completed and signed form to the
City of Carlsbad
CMI -Storm Water Compliance
5950 El Camino Real
Carlsbad, CA 92008
760-602-2780 or FAX 760-438-7178
Attachment 4 I
City Standard Single Sheet BMP Exhibit