HomeMy WebLinkAboutGPA 2017-0003; OAKMONT OF CARLSBAD; PRELIMINARY STORM WATER QUALITY MANAGEMENT (SWQMP); 2018-01-17TABLE OF CONTENTS
Certification Page
Project Vicinity Map
FORM E-34 Storm Water Standard Questionnaire
Site Information
FORM E-36 Standard Project Requirement Checklist
Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment 1a: OMA Exhibits (Developed and Existing Condition)
Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations
Attachment 1c: Harvest and Use Feasibility Screening (when applicable)
Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable)
Attachment 1e: Pollutant Control BMP Design Worksheets/ Calculations
Attachment 2: Hydromodification Calculations (SWMM Analysis Input and Output)
Attachment 3: Structural BMP Maintenance Thresholds and Actions
Attachment 4: Single Sheet BMP (SSBMP) Exhibit
Attachment 5: Modular Wetlands System Sizing and Details
Attachment 6: Contech Storage System Detail for Hydromodification Management
Attachment 7: Geotechnical, Soils and Infiltration Reports
CERTIFICATION PAGE
Project Name: Oakmont of Carlsbad
Project ID: [Insert]
I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs for
this project, and that! 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 M8nua!, 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. /J ,-/ . _.,.,..-z ..
C.• .. ~/,/~-
'¥1gineer of Work's Signature, PE # 61297 & Expiration Date 6/30/2019
)
Jason Vroom
Print Name
Alliance Land Planning & Engineering
Company
October 20 2017
Date
( City of
Carlsbad
STORM WATER STANDARDS
QUESTIONNAIRE
Development Services
Land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www.carlsbadca.gov
E-34
I INSTRUCTIONS:
To address post-development pollutants that may be generated from development projects, the city requires that new
development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management
Practices (BMPs) into the project design per Carfsbad BMP Design Manual (BMP Manual). To view the BMP Manual,
refer to the Engineering Standards (Volume 5).
This questionnaire must be completed by the applicant in advance of submitting for a development application
(subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of
storm water standards that must be applied to a proposed development or redevelopment project. Depending on the
outcome, your project will either be subject to 'ST AN OARD 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: O a k mont of Carlsbad PROJECT ID:CUP 2017-0008
ADDRESS: F a raday A venue and El F u erte Street APN: 209-120-01-00
The project is (check one): Ii] New Development D Redevelopment
The total proposed disturbed area is: 245,540 ft2 ( 5.64 ) acres
The total proposed newly created and/or replaced impervious area is: 187,567 ft2 (4.31 ) 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.
E-34 Page 1 of 4 REV 02/16
STEP1
TO BE COMPLETED FOR ALL PROJECTS
To determine if your project is a "development project", please answer the following question:
YES NO
Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building
or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? □ 0
If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating •my
project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant
information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
If you answered "no" to the above question, the oroiect is a 'development project', ao to Step 2.
STEP2
TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS
To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer
the following questions:
Is your project LIMITED to one or more of the following:
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; □ 0 b) Designed and constructed to be hydraulically disconnected from paved streets or roads;
c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets guidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in
accordance with the USEPA Green Streets guidance? □ 0
3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ 0
If you answered ·yes· to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark
the second box stating "my project is EXEMPT from PDP ... " and complete applicant information.
Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with
the USEPA Green Street guidance):
If vou answered "no" to the above questions, your project is not exempt from PDP, ao to Step 3.
E-34 Page 2 of 4 REV04/17
STEP 3
TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS
To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )):
YES NO
1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces
collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, [Z] □
and public develooment oroiects 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 □ [l] more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public
development oroiects on oublic 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 □ [Z]
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 □ [Z]
development proiect includes development on anv natural slope that is twentv-five percent or areater.
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 [Z] □ 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 0 □ site? A street, road, highway, freeway or driveway is any paved impervious surface used for the
transportation of automobiles, trucks, motorcvcles, 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 [Z] Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of □
200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an
isolated flow from the oroiect to the ESA (i.e. not comminaled 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 □ [Z] shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC)
codes: 5013, 5014 5541, 7532-7534, or 7536-7539.
9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ 0 RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily
Traffic (ADTI of 100 or more vehicles per dav.
10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land
and are expected to generate pollutants post construction? [Z] □
11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of
impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC □ [ZJ
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 "Mv oroiect is a 'STANDARD PROJECT' .. ." and complete aoolicant Information.
E-34 Page 3of 4 REV04/17
.
STEP4
TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP)
ONLY
Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)):
YES NO
Does the redevelopment project result in the creation or replacement of impervious surface in an amount
of less than 50% of the surface area of the previously existing development? Complete the percent
impervious calculation below:
Existing impervious area (A) = sq. ft. □ {Z]
Total proposed newly created or replaced impervious area (B) = sq. ft.
Percent impervious area created or replaced (B/A)*100 = %
If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious
surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete
applicant information.
If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the
check the first box statinQ "Mv proiect is a PDP .. ." and complete applicant information.
STEPS
CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION
[j] My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must
prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application.
0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT'
stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project
Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project.
Note: For projects that are close to meeting the POP threshold, staff may require detailed impervious area calculations
and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual.
Applicant Information and Signature Box
Applicant Name: Jason F. Vr; om / Applicant Title: Project Engineer
Applicant Signature: ~~ Date: 01 /17/2018
\/ .. . . Environmentally Sensitive Areas include but are not hmited to all Clean Water Act Section 303(d) 1mpa1red water bodies; areas designated as Areas of Special
Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and
amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program 'Mthln 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: □ □
By:
Date:
Project ID:
E-34 Page 4 of 4 REV 04/17
SITE INFORMATION CHECKLIST
Project Summarv Information
Proiect Name Oakmont of Carlsbad
Proiect ID CUP 2017-0008
Project Address Faraday Avenue and El Fuerte Street
Assessor's Parcel Number(s) (APN(s)) 209-120-01-00
Project Watershed (Hydrologic Unit) Carlsbad 904
Parcel Area 6.38 Acres (277,913 Square Feet)
Existing Impervious Area
(subset of Parcel Area) 0.01 Acres ( 312 Square Feet)
Area to be disturbed by the project
(Proiect Area) 5.64 Acres ( 245,540 Square Feet)
Project Proposed Impervious Area
(subset of Project Area) 3.25 Acres ( 141,357 Square Feet)
Project Proposed Pervious Area
(subset of Project Area) 2.39 Acres ( 104,183 Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
.Project.
This mav be less than the Parcel Area.
Description of Existing Site Condition and Drainage Patterns
Current Status of the Site (select all that apply):
□ Existing development
X Previously graded but not built out
D Agricultural or other non-impervious use
X Vacant, undeveloped/natural
Description / Additional Information:
Existing Land Cover Includes (select all that apply):
X Vegetative Cover
X Non-Vegetated Pervious Areas
□ Impervious Areas
Description / Additional Information:
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
D NRCS Type A
D NRCS Type B
D NRCS Type C
X NRCS Type D
Approximate Depth to Groundwater (GW):
D GW Depth < 5 feet
o 5 feet < GW Depth < 10 feet
□ 10 feet < GW Depth < 20 feet
X GW Depth > 20 feet
*NOTE: Nearby soil test borings do not detect the presence of groundwater at any
significant depth.
Existing Natural Hydrologic Features (select all that apply):
D Watercourses
□ Seeps
D Springs
□ Wetlands
X None
Description / Additional Information:
Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from
the site? At a minimum, this description should answer (1) whether existing drainage
conveyance is natural or urban; (2) describe existing constructed storm water conveyance
systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]:
The existing site topography consists of a mass graded lot and storm drain outlet
infrastructure. The storm water runoff drains to an existing desilting basin in the
southeasterly corner of the lot. This runoff flows to a diverter box, which takes low flow
east downstream to an existing "pollution control" infiltration basin just off-site of the
project boundary for treatment, then to a natural drainage course. High flow drains south
across Faraday Avenue to existing drainage facilities.
Description of Proposed Site Development and Drainaae Patterns
Project Description/ Proposed Land Use and/or Activities:
The proposed developed site consists of a three-story luxury assisted living facility, a
two-story memory care building and a one-story model building. A pool, parking areas,
athletic courts, pet park, walkways, and outdoor courtyard seating areas are also
proposed.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
The proposed impervious features consist of 3 building rooftops, asphalt paved parking
areas, athletic courts and paved walkways.
List/describe proposed pervious features of the project (e.g., landscape areas):
The proposed pervious features consist of landscape areas around the outdoor
courtyard and adjacent to walkways and buildings.
Does the project include grading and changes to site topography?
X Yes
□No
Description / Additional Information:
The site will require cut and fill for the proposed building pads per preliminary grading
plan. Approx. 3,900 cy of export has been estimated.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
X Yes
J No
Description / Additional Information:
The proposed site drainage consists of a new storm water conveyance system to collect,
treat, and drain runoff to the existing storm drain diverter box in the southeasterly corner
of the site. The diverter box drains high flow and low flow from the site via an existing
24" storm drain line running across Faraday Avenue and El Fuerte Street. The existing
pollution control basin which is used to treat low flow from the undeveloped site is an
off~site BMP and will not be used to comply with required treatment of runoff from the
developed site.
Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
X On-site storm drain inlets
X Interior floor drains and elevator shaft sump pumps
X Interior parking garages
X Need for future indoor & structural pest control
X Landscape/Outdoor Pesticide Use
X Pools, spas, ponds, decorative fountains, and other water features
X Food service
X Refuse areas (Note: All trash bins are located within building under rooftop)
□ Industrial processes
X Outdoor storage of equipment or materials
n Vehicle and Equipment Cleaning
o Vehicle/Equipment Repair and Maintenance
n Fuel Dispensing Areas
n Loading Docks
X Fire Sprinkler Test Water
X Miscellaneous Drain or Wash Water
X Plazas, sidewalks, and parking lots
Identification of Receivina Water Pollutants of Concern
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or
reservoir, as applicable):
The ultimate receiving body of water for this project is Agua Hedionda Lagoon, located
approximately 3.5 miles from the site. The lagoon is not an impaired water body. The
project discharges to a public MS4 system which leads to Agua Hedionda Creek.
List any 303(d) impaired water bodies within the path of storm water from the project site to the
Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the
pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water
bodies:
303(d) Impaired Water Bodv Pollutant(s)/Stressor(s) TMDLs
Agua Hedionda Creek Manganese, Phosphorus, 5A (TMDL still required)
(Cateqorv 5) Selenium, TDS, Toxicity
Identification of Proiect Site Pollutants
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
BMP Desian Manual A :>0endix B.6):
Also a Receiving
Not Applicable to Anticipated from the Water Pollutant of
Pollutant the Project Site Proiect Site Concern
Sediment X
Nutrients X
Heavy Metals X
Orqanic Compounds X
Trash & Debris X
Oxygen Demanding
Substances X
Oil & Grease X
Bacteria & Viruses X
Pesticides X
Hydromodification Manaaetnent Reauirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
X Yes, hydromodification management flow control structural BMPs required.
□ No, the project will discharge runoff directly to existing underground storm drains
discharging directly to water storage reservoirs, lakes, enclosed embayments, or the
Pacific Ocean.
□ No, the project will discharge runoff directly to conveyance channels whose bed and bank are
concrete-lined all the way from the point of discharge to water storage reservoirs, lakes,
enclosed embayments, or the Pacific Ocean.
□ No, the project will discharge runoff directly to an area identified as appropriate for an
exemption by the WMAA for the watershed in which the project resides.
Description/ Additional Information (to be provided if a 'No' answer has been selected above):
The increase in peak flow runoff for the developed condition site will be mitigated by utilizing
an underground storage chamber for hydromodification control. A continuous simulation
hydrologic analysis for hydromodification management resulted in a total peak flow runoff
decrease for the developed condition from the existing condition site. (see Attachment 2
Hydromodification Calculations)
Critical Coarse Sediment Yield Areas*
*This Section only reauired if hydromodification management reauirements apply
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
□Yes
X 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?
□ 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
□ 6.2.2 Downstream Systems Sensitivity to Coarse Sediment
□ 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
□ No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMAA maps
If optional analyses were performed, what is the final result?
□ No critical coarse sediment yield areas to be protected based on verification of GLUs onsite
□ Critical coarse sediment yield areas exist but additional analysis has determined that
protection is not required. Documentation attached in Attachment 8 of the SWQMP.
n 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:
N/A
Flow Control for Post-Project Runofr
*This Section only required if hvdromodification manaaement reauirements annlv
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.
Project drains to an existing underground 24" storm drain line running southeast along
Faraday Ave and El Fuerte St. This flow discharges to Agua Hedionda Creek southeast of
the street intersection, and drains to Agua Hedionda Lagoon.
Has a geomorphic assessment been performed for the receiving channel(s)?
X No, the low flow threshold is 0.1 Q2 (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)
Other Site Reauirements and Constraints
When applicable, list other site requirements or constraints that will influence storm water
management design, such as zoning requirements including setbacks and open space, or City
codes governing minimum street width, sidewalk construction, allowable pavement types, and
drainage requirements.
None
Optional Additional Information or Continuation of Previous Sections As Needed
This space provided for additional information or continuation of information from previous
sections as needed.
( Cicyof
Carlsbad
Project Name: Oakmont of Carlsbad
Project ID: CUP 2011-oooa
DWG No. or Building Permit No.:
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
Project lnfonnation
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~ustification is not required.
• "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be
provided. Please add attachments if more space is needed.
• "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is
addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be
provided.
Source Control Requirement Applied?
SC-1 Prevention of Illicit Discharges into the MS4 Iii Yes □No 0 NIA
Discussion/justification if SC-1 not implemented:
SC-2 Storm Drain Stenciling or Signage Ii! Yes □ No 0 N/A
Discussion/justification if SC-2 not implemented:
SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Iii Yes 0 No 0 NIA Dispersal
Discussion/justification if SC-3 not implemented:
E-36 Page 1 of 4 Revised 09/16
Source Control Reauirement (continued) Applied?
SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Iii Yes O No 0 N/A Wind Dispersal
Discussion/justification if SC-4 not implemented:
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Iii Yes □ No 0 N/A
Discussion/justification if SC-5 not implemented:
SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and
identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for quidance).
0 On-site storm drain inlets Iii Yes D No □ NIA
0 Interior floor drains and elevator shaft sump pumps Iii Yes 0 No 0 N/A
~ Interior parking garages Iii Yes O No □ N/A
~ Need for future indoor & structural pest control Iii Yes □ No □ N/A
Iii Landscape/Outdoor Pesticide Use Iii Yes ONo 0 NIA
Ii] Pools, spas, ponds, decorative fountains, and other water features lil Yes □ No 0 NIA
lil Food service Ii] Yes □No 0 NIA
Ii] Refuse areas lil Yes □No □ NIA
□ Industrial processes □ Yes □No □ N/A
Ii] Outdoor storage of equipment or materials Iii Yes □ No D N/A
□ Vehicle and Equipment Cleaning □ Yes D No □ N/A
D Vehicle/Equipment Repair and Maintenance □Yes D No D N/A
□ Fuel Dispensing Areas D Yes □ No D N/A
□ Loading Docks □ Yes □ No □ N/A
Iii Fire Sprinkler Test Water Ii] Yes □No □ N/A
Iii Miscellaneous Drain or Wash Water !il Yes □No D N/A
Ii] Plazas, sidewalks, and oarkina lots Iii Yes □No D NIA
For "Yes" answers, identify the additional BMP per Appendix E.1 . Provide justification for "No" answers.
Proposed biofiltration basins will be used to treat these potential sources of runoff pollutants.
-Pools, spas to be connected to sewer or declorinated and drained to landscape.
-Fire sprinkler flush and wash water to drain to landscape or collected in tanker trucks.
-Plazas, sidewalks, parking lots to be periodically swept.
E-36 Page 2 of 4 Revised 09/16
Site Design BMPs
All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See
Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (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.
• "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is
addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be
provided.
Site Design Requirement I Applied?
SD-1 Maintain Natural Drainage Pathwavs and Hvdrologic Features I Iii Yes I □ No I □ N/A
Discussion/justification if SD-1 not implemented:
SD-2 Conserve Natural Areas, Soils, and Vegetation I Iii Yes I □ No I □ N/A
Discussion/justification if SD-2 not implemented:
SD-3 Minimize Impervious Area I Iii Yes I □ No I □ N/A
Discussion/justification if SD-3 not implemented:
SD-4 Minimize Soil Compaction I Iii Yes I □ No I □ N/A
Discussion/justification if SD-4 not implemented:
SD-5 Impervious Area Dispersion I Iii Yes I □ No I □ NIA
Discussion/justification if SD-5 not implemented:
E-36 Page 3 of 4 Revised 09/16
Site Oesian Reauirement (continued) 7 Applied? .
SD-6 Runoff Collection I (j] Yes I D No I D N/A
Discussion/justification if SD-6 not implemented:
SD-7 Landscaping with Native or DrouQht Tolerant Species I (j] Yes I D No IO NIA
Discussion/justification if SD-7 not implemented:
SD-8 Harvesting and Usinq Precipitation l D Yes l (j] No I D N/A
Discussion/justification if SD-8 not implemented:
E-36 Page 4 of 4 Revised 09/16
SUMMARYOFPDPSTRUCTURALBMPS
PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of
the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control
must be based on the selection process described in Chapter 5. PDPs subject to
hydromodification management requirements must also implement structural BMPs for flow
control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both
storm water pollutant control and flow control for hydromodification management can be
achieved within the same structural BMP(s).
PDP structural BMPs must be verified by the City at the completion of construction. This may
include requiring the project owner or project owner's representative to certify construction of
the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must
be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the
BMP Design Manual).
Use this form to provide narrative description of the general strategy for structural BMP
implementation at the project site in the box below. Then complete the PDP structural BMP
summary information sheet for each structural BMP within the project (copy the BMP summary
information page as many times as needed to provide summary information for each individual
structural BMP).
Describe the general strategy for structural BMP implementation at the site. This information
must describe how the steps for selecting and designing storm water pollutant control BMPs
presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of
BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether
pollutant control and flow control BMPs are integrated together or separate.
The existing "pollution control" biofiltration basin located just offsite at southeast corner
of the site, but will not be used for overflow/additional collection of runoff overflow from
onsite basins as it is an off-site structural BMP. Proposed structural BMPs for this site
include two biofiltration basins and one media filter to treat runoff for the developed site.
This report demonstrates the DCV for the developed condition site can be entirely treated
by these proposed structural BMPs.
[Continue on next page as necessary.]
[Continued from previous page -This page is reserved for continuation of description of general
strategy for structural BMP implementation at the site.]
Structural BMP Summary Information
[Copy this page as needed to provide information for each Individual proposed
structural BMPl
Structural BMP 1
DWG N/A Sheet No.
Type of structural BMP:
□ Retention by harvest and use (HU-1)
□ Retention by infiltration basin (INF-1)
□ Retention by bioretention (INF-2)
□ Retention by permeable pavement (INF-3)
□ Partial retention by biofiltration with partial retention (PR-1)
X Biofiltration (BF-1)
□ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
□ Detention pond or vault for hydromodification management
□ Other (describe in discussion section below)
Purpose:
X Pollutant control only
□ Hydromodification control only
□ Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
□ Other (describe in discussion section below)
Discussion (as needed):
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP 2
DWG N/A Sheet No.
Type of structural BMP:
□ Retention by harvest and use (HU-1)
□ Retention by infiltration basin (INF-1)
o Retention by bioretention (INF-2)
o Retention by permeable pavement (INF-3)
o Partial retention by biofiltration with partial retention (PR-1)
D Biofiltration (BF-1)
X 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
D Other (describe in discussion section below)
Purpose:
X Pollutant control only
□ Hydromodification control only
□ Combined pollutant control and hydromodification control
□ Pre-treatment/forebay for another structural BMP
□ Other (describe in discussion section below)
Discussion (as needed):
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMPl
Structural BMP 3
DWG N/A Sheet No.
Type of structural BMP:
D Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
o Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
X Biofiltration (BF-1)
o Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
□ Detention pond or vault for hydromodification management
D Other (describe in discussion section below)
Purpose:
X Pollutant control only
D Hydromodification control only
D Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP 4
DWG N/A Sheet No.
Type of structural BMP:
□ Retention by harvest and use (H U-1)
□ Retention by infiltration basin (INF-1)
□ Retention by bioretention (INF-2)
□ Retention by permeable pavement (INF-3)
□ Partial retention by biofiltration with partial retention (PR-1)
□ Biofiltration (BF-1)
□ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
X Detention pond or vault for hydro modification management
□ Other (describe in discussion section below)
Purpose:
□ Pollutant control only
X Hydromodification control only
□ Combined pollutant control and hydromodification control
□ Pre-treatment/forebay for another structural BMP
□ Other (describe in discussion section below)
Discussion (as needed):
ATTACHMENT 1
BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment 1.
Check which Items are Included behind this cover sheet:
Attachment Contents Checklist
Seciuence
Attachment 1a OMA Exhibit (Required) X Included (see SWQMP Exhibit)
See OMA Exhibit Checklist on the
back of this Attachment cover sheet.
(24"x36" Exhibit typically required)
Attachment 1 b Tabular Summary of DMAs Showing LJ Included on OMA Exhibit in
OMA ID matching DMA Exhibit, OMA Attachment 1a
Area, and OMA Type (Required)* X Included as Attachment 1 b,
separate from DMA Exhibit
*Provide table in this Attachment OR (see Attachment 1e)
on OMA Exhibit in Attachment 1a
Attachment 1c Form 1-7, Harvest and Use Feasibility X Included
Screening Checklist (Required unless J Not included because the entire
the entire project will use infiltration project will use infiltration BMPs
BMPs)
Refer to Appendix B.3-1 of the BMP
Design Manual to complete Form 1-7.
Attachment 1d Form 1-8, Categorization of Infiltration □ Included
Feasibility Condition (Required X Not included because the entire
unless the project will use harvest and project will use harvest and use
use BMPs) BMPs
(Note: Project will use biofiltration
Refer to Appendices C and D of the basin. Infiltration not feasible due
BMP Design Manual to complete to impervious soils.)
Form 1-8.
Attachment 1 e Pollutant Control BMP Design X Included
Worksheets/ Calculations (Required)
Refer to Appendices B and E of the
BMP Design Manual for structural
pollutant control BMP design
guidelines
ATTACHMENT 1a
OAKMONT OF CARLSBAD
DMNSWQMP EXHIBIT
EXISTING CONDITION
~
------
1/29/18
BASIN BOUNDARY
SURF ACE fl.OW DIRECTION
rt.OWPATI-4
DMA-2
AREA= 2.78 AC,
\
'
-
' \
SbN Ol(QQ m-lHD tlm C m>S:15$ ffli01MMI /fP•
ltw»OFJIQi,I:
Q.EVA?ION:
z• AU,IWINUW DISC 5lN4'81 Q'S. OCN!ltClt "1, 2002
~ALX~:~~AAAl'PORlltOAO,
R.o.s, 1110.nm (l'l. HO. 11)
+M-00~
PllOF'tRTY Ol'Ntlt: ,..,,
1
~DtlWlt:.O,,.,,Cw:QwTSOilOAIJW,IC
STM:rT Z20 C()ll,l,:o.11$t 91,'l,(I.
1rODM1S SN,Ti\ ROSA. CA 11~~
ATDl-~AH 0.wotfJtTY (71>7) 5,._.ffll
,·1c:i,:;'"'e
CRAPHlC SCALE
t-....U-i
CITY OF CARLSSAD
OAKMONT OMA/SWQMP EXHIBIT
EXISTING CONDITION LOT1 TRACT NO. 14926
1
ATTACHMENT 1 b
(SEE ATTACHMENT 1e)
ATTACHMENT 1c
Appendix I: Forms and Checklists
Harvest and U sc Feasibility Checklist Form 1-7
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
D Toilet and urinal flushing
D Landscape irrigation
□ Other: _____ _
No. Drought tolerant vegetation will be used at
all landscaped areas. Rain water harvesting will
result in standing water longer than 2 weeks
and could pose vector issues.
2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
3. Calculate the DCV using worksheet B.2-1.
DCV = ____ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
7 Yes / nNo c::>
.().
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
36. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
-Yes / C No c:::>
.().
Harvest and use may be feasible.
Conduct more detailed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while draining in longer than 36 hours.
Is harvest and use feasible based on further evaluation?
D Yes, refer to AppendL"< E to select and size harvest and use BMPs.
lJ No, select alternate BMPs.
1-2
3c. Is the 36 hour demand
less than 0.25DCV?
:::J Yes
.IJ.
Harvest and use is
considered to be infeasible.
February 2016
ATTACHMENT 1e
Oakmont of Carlsbad -SWQMP Cale
Tributary Area Runoff 85th %, 24-hr Storm DCV
sq ft Acres (AC) Factor Rainfall (in) (cu ft)
DMA-1 119659.13 2.75 0.58 0.64 3,409.63
DMA-2 59042.94 1.36 0.52 0.64 1,322.79
DMA-3 65181.55 1.50 0.61 0.64 2,115.54
Total DCV = 6,848 (cu ft)
Surface Runoff Tributary Weighted CxA Factor C Area A (sq ft) Total
Roof 0.9 32314.10 29082.69
Concrete or Asphalt 0.9 39672.90 35705.61 DMA-1 Landscape 0.1 47672.13 4767.21
119659.13 69555.51 0.58
Roof 0.9 21694.90 19525.41
Concrete or Asphalt 0.9 12113.20 10901.88 DMA-2 Landscape 0.1 25234.84 2523.48
59042.94 30427.29 0.52
Roof 0.9 14016.90 12615.21
Concrete or Asphalt 0.9 30056.90 27051.21 DMA-3 Landscape 0.1 21107.75 2110.78
65181.55 39666.42 0.61
ATTACHMENT 2
HYDROMODIFICATION CALCULATIONS
SWMM ANALYSIS
SWMM ANALYSIS
EXISTING CONDITION INPUT FILES
Subcatchment DMA·l ii Subcatchment DMA·2 ii Junction Jl fil Conduit Cl Iii OutfallOutl ii
Ptoptrty Value Proptrty Value Prop•rty V1lue Property Value Proptrty IValut
Name mr,;m Name DMA-2 Name 11 N1me Cl N.ame 1ou11
X-C.cordinate 5159,A~ X·Coordinate 5758.857 x .. c0.ordin1te 8228571 Inlet Node 11 X-Coordinate 18228571
Y-Coordinite HA6.l60 V•Coordinate -7108572 Y-Coordinite 5542.851 Outlet Node 1ou11 Y-Coordin1te 11885,714 -I-------Description Dtscription Description Description L Description - -T19 Tag Tog hg I Tag
!Gagel --F Rlin Gage Gagel Rain Gog• Inflow, NO Shope CIRCULAR Inflow,
---------Outlet 11 Outlet 11 Treatment NO Max. Depth 2 Treotment NO ------------Area 2.36 Area 2.78 Invert El. 241 Length 1.llS.75 lnv,rt El. 1238.59 ------l-----
W'idth 200 W'idth 250 Max. Depth 2 Roughne" 0.012 Tide Gate NO
~ -------
%Slope 1 %Slope 2 Initial Depth 0 Inlet Off,et 0 Route To
%lmperv 10 %lmperv 110 Surcharge Depth 0 Outlet Offset 10 Type tfREE -I
I
N·lmpav 0.012 N•lmperv 0.012 Ponded Area 10 Initial flow i:O FiledOutbl
-+· -----N•Perv 0.15 N•PtlV 0.15 Maimum flow 0 FucedSbge 0 --I--1a~ Ent,y Los, Coeff.L ---~ Dstore-lmperv o.os Dstore-lmp"" TodolOulhfl
D>tore-Perv OJ Dstore-P,rv 0.1 &it Lou Coeff. lo Curve Name .
%l.ero·lmperv -2S %Ztto-lmpe,v 2S Avg. Lon Coeff. 0 Trne Series Oulf1 -S<Jb1r .. Routing OUTLET Subaru Routing OUTLET Seepage Los, Rat 0 Serits Name .
Ptrcent Routed 100 --A1pGate NO ---Pe,cent Routed 100
Infiltration GREEN_AMPT -I--Culvert Code lnfiltmion GREEN_AMPT --------Groundwater NO Groundwater INO ----Snow Pick SnowP,ck --------llD Controls 0 llD Controls 0 --------land Uses 1 Lind Usts 1 ----Initial Buildup NONE Initial Buildup NONE -Curb Length __f__ Curb L•ngth 0 -
Iker-assigned name of Um·awgned name of User-assigned n•me of junction lker·Hsigned name of Conduit U•er·assigned name of outfall subcatchment subcetchment
SWMM MODEL -EXISTING CONDITION SITE INPUT
SWMM ANALYSIS
EXISTING CONDITION OUTPUT FILES
m Summary Results ~JI @ l(iQil
-----Topic: Subcatchment Runoff ,, Click a column haderto iort thee column.
I Total Total Total Total Total Total Peak
Precip Runon Ewp lnfil Runoff Runoff Runoff Runoff
Subcatchment in in in in in 10"6 gal CFS Codf
DMA-2 68.34 0.00 0.00 50.88 17.49 1.32 1.57 I 0.256
683·'1 --ols I DMA-1 0.00 0.00 61.50 6.85 0.-44 0lOO -
I
I
mSummayRm.its [3][§]~
Topic Outfall loading ... Clid; a column header to sort the column .
Flow Avg. Max. Total Total Total
Freq. Aow Row Volume TSS lead Ii
Outfall Node Pent. CFS CFS 10"6 gal lbs lbs
Outl. 1.50 0.05 1J4 1.758 719353 0lBO
I
---
SWMM MODEL -EXISTING CONDITION SITE OUTPUT SUMMARY
F.?A STOR\1 WATER MAKAGElv'.ENT M08E::., -V:'::RSION 5.1 (Build .':i.1.012)
Oakmont Carsbad F'.xisting Model Simulation
Hydromodification A~alys~s
Ra~nfa:l File Summary
***************~*****
Statlon
Periods
ID
Malfunc.
first
Date
Last
Date
Recording Periods
?requency w/Precip
310301 01/06/1998 01/31/20CO 6C min ", 131
NOTE: The sumrrary statistics displayed in this report are
based on ~esu1ts =ou~d at every computational time step,
not just on results from each reporting time step.
***********~********~**~*~ii*****************************
Analysis Options
***********~****
Flow Cr.its
Process Mociels:
Rainfall/~unoit .
RDII
Snm,nnelt
Grrur.rlwa··c-r
Flow 8.ou:,ing
Ponding Allcwed .
Water Quality ...
Infil::ration ~cthod
]:'low Routing l<c-t.hod .. .
S::arting Dale ........ .
E~ding Date
Antecedent Dry Jays
Repor:: Time Step ..... .
Wet Iine Step .... .
Dry Iir:ie Step .... .
Routing Time Step .
Rc,.~off Quar.tity Continu_ly
******~*******************
Total Preci.pi tat ion
CFS
YF'.S
NO
NO
NO
YES
NO
YES
GREEN AMPT
KINWAVS
Cl/01/1998 00:00:00
Cl/01/2008 12:00:00
C0:15:00
C0:05:00
Cl:OC:00
.300.CO cJec
Volume
acre-feet
29.2"/2
Depth
inc:,es
68. Jt,C
Periods
Miss.ing
0
Evaporation Loss ........ .
Tnfiltration Loss ....... .
Surface Runoff .......... .
Final Storage ........... .
Continuity Error (%)
Runoff Qua1.ity Contir::uity
***~*********************"
Initial Buildup ......... .
Surface Bui .l.dup ......... .
Wet Deposition .......... .
Sweeping Removal
Iniiltraticn Loss ....... .
BMP RemovaJ.
Surface I\unoff .......... .
Remainir_g Bu_'_ldup ....... .
Continui.ty Error (%)
***~**********************
Flow Routi.nq Continuity
**************************
Dry WeaL'le:::-=nflow
Wet WeaL'lc.:::· lnilow ...... .
Gro-Jndwnte:::-:::nflow ...... .
RDII Inflow
Ex'.::ernal Inf_ow ......... .
Ex-:ernal Outflow ........ .
Floodjng Less ........... .
Evapo:::-alion Loss ........ .
Exfiltration Loss ....... .
Initial Stored Volume ... .
Final Stored Volume
Continuity ~rror (%)
Quality ~outing Con-:i.nuity
***~**********************
D.:::y weathe:::-
Wet Weathe~
Groundwater
RDil Inflow
.::nLlow
"'"nflow ...... .
Tnf.low .... _ ..
Ex-:ernal InL.ow ......... .
Ex-:ernal Outflow ........ .
Flooding Loss ........... .
Exfiltrati.cn Loss ....... .
Mass Reacted ............ .
Initial Stored Mass ..... .
Final Stored Mass ....... .
Continuity Error (%)
a.coo O.OJO
73.882 55.1':>6
5 . .398 12.603
O.C02 0.004
-0.C33
TSS Lead
.lbs lbs
--------------------a.coo 0.000
722.406 0.181
a.coo 0.000 a.coo 0.000
a.coo 0.000 a.coo 0.000
722.406 0.181
0.000 0.000
0.000 0.000
Volume Voll:me
ac.::e-feel 1 O" 6 qal
------------------a.coo 0.000
5 . .398 1.759 o.coo 0.000
a.coo 0.000
0.000 0.000
5 . .396 1.758
0.000 0.000
0.000 0.000
0.000 0.000 a.coo 0.000
0.000 0.000
O.C:3'"J
TSS Lead
.lbs lbs
--------------------a.coo 0.000
722. 406 0.181
a.coo 0.000
a.coo 0.000
0.000 0.000
719.353 0.180
a.coo 0.000
0.000 0.000
0.000 0.000
0.000 0.000 a.coo 0.000
0.423 0 .123
Highest Flow Inslability Indexes
**k****************•****~*******
A_",_l 1.::_nks are stable.
Routi:ig Time Step Summary
Min.i.m'Jm Tirr,e Step
Average Time Step
Maxim·Jm Time Slep
Percent in S~eady State
Average Iterations per Step
Percent Not Converging
Subcatchnent ~unoff Sunmary
***********·*~*************
300.00 sec
300.00 sec
300.00 sec
0. 00
1 . J 0
0. J 0
-----------------------------------------------------------------------
Tot.al Total
Rcrnoff Rt:.noff
Subcatchment
in 10"6 :;ia:..
'T'otal
Peak Runoff
Precip
Runoff Coe:'.:f
in
C?S
Total Tolal Total
Runon F.vap Infil
in in in
-----------------------------------------------------------------------
DMA-;::>
11. 4 9
DMI\-1
6. R:i
1.32
[)_ ~4
68.31
1. 57 0.256
68.34
0. l R 0.100
Subcatchment Washoff Summary
·~·••w•***T**********~*T****
0.00
0.00
------------------------------------------------
Subcalchment
0M/\-2
l)MJ\-1
TSS
J.Ds
5q. 894
177.512
J,ead
lbs
C .136
C.041
------------------------------------------------
System 7;::>?. 406 0. Hll
******************
Node Depth Sc1mma ry
0.00
0.00
50.88
61. 50
----------
Reported
Max Dep'.:".h
Node
Fee:-.
Jl
0.31
Out1
0.31
Node InfJ ow Summary
***T****T**********
Lateral Total
Ir.flow Intl.ow
vo:.·,1me Volur.ie
Node
Type
JUNCTION
OJTFAL:::.,
Flow
Balance
Error
Type
gal 10"6 gol Percent
Jl
1 . 7 r,
JUNCTION
0.000
OUTFALL
1.. 7f;
Outl
0 1.)6 C.000
Node Flooding Summary
***********T*********
No nodes were tlooded.
Outfall Loading Summary
******T*****~**********
Averace
Depth
Feet
0.00
0.00
Maximum
Dept:'l
Feet
0.31
Q.31
Maximum
l!GL
Feet
241. 31
238.90
Time of Max
Occurrence
days hr:min
108 11:0S
108 11:CS
Max.::.mum Max.::.mum
Lateral
Inflow
CF'S
.1. 7 5
0.00
Total Time of Max
Infl cw Occu.::-rcnce
CFS days hr :min
1 . 7 4
108
108
11 : 05
11: o:,
10"6
'rota l
TSS
Outfall
lbs
Outl
719.353
Sys teer.
719.353
Tota
Lead
Node
lbs
0 .180
0 . 18 0
J,i nk Flow Sur:unary
***•****y***********
------
Max/
Full
Link
Depth
Cl
0. 15
Flow
Freq
Pcnl
1.50
1.50
Type
CONDUIT
C:onrlu.i:: Su:rc~1a:::ge .Sur7mary
*******Y*****************
No conduits we:ce surcharged.
Link Pollut2.nt Load s,.1mrnary
**kk**k*************•******
Link
Avg
Flow
CFS
C.05
0.05
Maxi mu:n
I Flow I
TSS
lbs
C:'S
1 . 7 4
Cl 719.353
Max
Flow
CFS
1. 74
1. 14
?ime of Max
Occur:cencc
days
108
hc:::min
11: 05
Lead
lbs
0.180
A~alys~s begun on:
J\nalys~s er.ded on:
Mon Jan 29 16:41:10 2018
Mon Jan 29 16:41::3 2018
Total
Volul':'le
1 C "6 gal
1.758
1 . 7 58
Maximum Max/
IVelocl F'ul l
ft/sec Flow
5.65 0. O:J
Total e;apsed t_'_me: 00:00:03
SWMM ANALYSIS
DEVELOPED CONDITION INPUT FILES
Subcatchment DMA-1 Iii Subcatchment DMA-2 @) Subcatchment DMA-3 ii] JunctionJl ii!
Property Value Property Value Property Value Property Value
Name DMA·l Name DMA-2 Name DMA-3 Name n
----~·-~---X-Coordinate 2721519 X-Coordinate j4631.761 X-Coordinate 15437.284 X-Coordinate 8233.602
¥-Coordinate .58ll.278 ¥•Coordinate 17364.787 ¥-Coordinate 4510.932 ¥-Coordinate 5535.098
---Description Description Description Description
----Tag Tag Tag Tag
- -
---'----
Rain Gage Gagel Rain Gage Gagel Rain Gage Gagel Inflows NO
----------~ --
Outlet J2 Outlet SU1 Outlet J3 Treatment NO -Area 2.75 Area 1.36 Area 15 Invert El. 241 -----------
Width 220 Width 200 Width 200 Max. Depth 2
----1 -
% Slope 0.5 %Slope 05 % Slope 0.5 Initial Depth 0
----%1mperv 58 %1mperv ,52 %1mperv 61 Surcharge Depth 0
lo.012 ro ~ i
N-lmperv 0.012
___ 1
N·lmperv N-lmperv 0.012 PondedAreJJ --~
N-Perv 0.15 N-Perv 015 N-Perv 0.15
-----------
Dstore-lmperv 0.05 Dstore-lmperv 0.05 Dstore-lmperv 10.05 ------
Dstore-Perv ~ Dstore-Perv 01 Dstore-Perv 01 ----
%Zero•lmperv ,25 %Zero-lmperv 25 %Zero-lmperv 25
Subarea Routing 1OUTLET --SubareJJ Routing OUTLET Subarea Routing OUTLET
'100 --Per cent Routed Percent Routed 100 Percent Routed 100
Infiltration GREEN_AMPT Infiltration GREEN_AMPT Infiltration GREEN_AMPT
---Groundwater NO Groundwater NO Groundwater NO ---Snow Pack Snow Pack Snow Pack ---
LID Controls 0 LID Controls 0 LID Controls 0
--,_ --
Land Us-es 2 Land Uses 2 Land Uses 2 --
Initial Buildup NONE Initial Buildup NONE Initial Buildup NONE
--
Curb Length 0 Curb length 0 Curb length 0
-------
User-assigned name of User-assigned name of User-assigned name of User-assigned name of junction
subcatchment subcatchment subcatchment
--
SWMM MODEL -DEVELOPED CONDITION SITE INPUT
Junction J2 ii JunctionH g JunctionJ4 @ Junction JS a JunctionJ6 i.'i I
Property lv,,ue ProflfflY !Value Propa1y Volue Prop<rty VaJue Property lv.iue
Nome jl2 Name ~3 Nome I.H Nome 115 Name jl6 ----i7W.959 --X·Coordinate 5805.524 X·Coordinote :6J.Ui.375 XrCoordinate X·Coor,!inote 178'12343 X·Coordinote [6898.7.34
ii
--Y-Coordin.te 6018.412 Y·Coordinot.e 1122096 V-Coordinote 6133.487 Y-Cocrcfmote 16168.()()9 Y·Coordinm 16823.936 ----Description I o..aiption Description Descriptien Description ------Tag T•g Tag T19 Tag --,--1NO -lnllov,s NO Wlows NO Inflows NO Inflows NO Inflows --iNO -------1: Treatment NO T..-Treatment NO Treatment NO Treotfflffll NO
'253.35 -~ r-Invert El lnwJt EL 1248.5 Invert B. 246 Invert Et. 245 Invert El. 246 -----r-----MD.Depth 1 M,x.Depth •1 MD.Depth 1 Ma.Depth 1 Max. Depth 1
Initial lapth 0 Jnitiol Depth ,o lnitiol Depth 10 Initial Depth 0 lnili1I Depth 0
5urch"'!l• Depth 0 Sutcho,ge D~ Surdwg<, Depth I 0 Surthorg• Depth t Surchorge Depth 0
Ponded Ara 0 PoncltdAra 0 Ponded/Jn;, 0 Ponded Au.a 10 Ponded AR• 0 I ---
User•usigned nome of junction User·ossigned name of junction llser·O<Signed n•me of junction u ... •ossigned name of junction User•wigned nome of junction
--" ~
SWMM MODEL -DEVELOPED CONDITION SITE INPUT
I ConduitCl
~
@] Orific• C2 ii Conduit Cl Iii ConduitC4 @] Conduit CS @]
Property Value Property Value Property Volue Property lva1ue Property Volue
N1mt Q Nome Cl Nome C3 Nome IC4 N-ame cs -:12 '---
Inlet Node 11 Inlet Node SUl Inlet Node 13 lnld Node lnletNodt J4 --Outlet Nodt Outl Outlet Nodt 'J4 Outtot Node J4 Outlet Node Outlet Node i JS ---Description l D .. cription Description Description Oe,cription --
Tog Tog Tag Tag hg --------
Shipe ORCULAR Type SIDE Shape aRCULAR Shapo CIRCULAR Shape ORCULAR -----'---------Max. Depth 2 Shape CIRCULAR Mn. Depth I~ Mu.Depth 1 Maz.Dtpth 1 ----
Length 126.75 Height 0.16 Length Length •SOO length 80 -~ ----+--1----------
Roughness 0.0U Width 0 Rcughnes, 0.012 Roughness 0.012 Roughness 0.0U ---'----Inlet Offset 0 --lnld Offstt 0 Inlet Offset 0 lnld Offs<! 0 Inlet Offset 0
------------
Outlet OffU!I 0 Di<charge Corff. OAS Outlet Offset 0 Outlet Offset 0 Outl« Offset 0 ,_ -------Initial Flow 0 Flap Gitt NO lnffial flow 0 Initial Flow 0 lnffiat Flow 0
I--------MuimumAow 0 Time to Op,n/Cl~O Mmmum Flow 0 MDimumFlow 0 MuimumFlow 0
Envy Loss Corff. 0 EntJy Loss Crmf. 0 Entry Loss Coeff. 10 Entry Loss Coeff. 0 -------- -----&it Loss Corff. 0 &it loss Coelf. 0 Exit Loss Coe/f. 0 Exit Loss Coeff. 0 ---0 Avg. Lou Corff. 0 Avg. Loss Codf. Avg. Loss Codf. 0 Avg. Loss Coeff. 0
---...._
Setpag• Loss Rot, 0 Setpage Loss RateO Setpage Loss Rate 0 Seepage Loss Rlt1 0
--
Flap Gat:_ J NO flap G.e NO --Flop G ... NO Rap Gitt NO -Culvert Code Culvert Code Culvert Code Culwrt Code ----
I
I
User•Hsigned mme of Conduit URr•u:1igned n,.me of orifke lktr-Hsigned nome of Conduit User-1ssigned nom• of Conduit User-assigned nome of Conduit
-0 c_ -----~ ---- --- ---
SWMM MODEL -DEVELOPED CONDITION SITE INPUT
---
ConduitC6 @] ConduitC7 @] Storage Unit SUl @] Outf!IIIOuU @]
Property Value Property Value Property Value Property Value
Name lc6 Name a Name jSUl Name OuU
------
Inlet Node JS Inlet Node J6 X-Coordinate 6196.778 X-Coordinate 8228571
--- -17008.055 Outlet Node n Outlet Node JS Y-Coordinate Y-Coordinate 1885.714
-I------
Description Desuiption Description Storage Unit Description
------
Tag Tag Tag Tag
----
Shape CIRCULAR S~pe CIRCULAR Inflows NO Inflows NO -----
Max. Depth 1 Max. Depth 1 Treatment NO Treatment NO
-'------
Length 215 Length 50 Invert El. 248 Invert 8. 238.59
'-,_ ,_ --
Roughness 0.012 Roughness 0.012 Max. Depth 45 Tide Gate 1No
I----
lnl et Offset 0 Inlet Offset 0 Initial Depth 0 Route To
---'------
Outlet Offset 0 Outlet Offset 0 Ponded Area 0 Type FREE I• ---
Initial Flow 0 Initial Flow 0 Evap. Factor 0 Fixed Outfall
--
Maximum Flow lo Maximum Flow 0 Seepage Loss NO Fixed St.age •O --,_
Entry Loss Coeff. lo Entry Loss Coeff. 0 Storage Curve TABULAR Tidal Outfall -,. Exit Lou Coeff. 0 Exit Loss Coeff. 0 Functional Curve Curve Name -,_
Avg. Loss Coeff. lo Avg. Loss Coeff. 0 Coefficient 1000 rme Series Outf1I
Seepage Loss Rat~O Seepage Loss Rat, 0 E,cponent 0 Series Name 1· ------
Flap Gate NO Flap Gate NO Constant 0
---I;
Culvert Code Culvert Code T ebular Curve ,,
~ --Curve Name Storage T ankl
1,
t 1,
I
Use.r-assigned name of Conduit User-assigned name of Conduit User-assigned name of storage unit Type of outfall boundary condition
SWMM MODEL -DEVELOPED CONDITION SITE INPUT
SWMM ANALYSIS
DEVELOPED CONDITION OUTPUT FILES
m Summary Results ~00~
Topic Subcatchment Runoff ... Click a column header to sort the column .
Total Total Total Total Total Total Peak
Precip Runon Evap lnfil Runoff Runoff Runoff Runoff
Subcatchml!l'lt in in in in in 10"6 gal CFS Codf
0MA-2 68.34 0.00 0.00 26.82 41.5S 1.53 0.85 0.fi08 >-DMA-3 68.34 0.00 0.00 26.65 41.71 lJ0 0.61 0.610
OMA-1 68.34 0.00 0.00 28.70 39.6S 2..96 1.()6 0.580
'·-m 5urnmaiy Results ~[ffil~
Topic Storage Volume ... Click a column header to sort the column .
I Average Average Evap Exfil Maximum Maximum Oayc,f Hour of
Storage Volume Percent Percent Percent Volume Percent Maximum Mmmum
Unit 1000 ft3 Full loss loss 1000ft3 Full Volume Volume
SUl 0.007 0 0 0 4.417 82 1111 13-.251 --
(n ►
-..
Ill SummMy Results Gi.l@Olii
Topic Outfall Loading ... Click a colum.n header to sort the column .
Flow Avg. Max. Total Tollll Total
Freq. Flow Flow Volume TSS Lead
Outfall Node Pent. CFS CFS 10"6 gal lbs lbs
Outl 3.81 01.)7 1.83 6l74 3389.680 0.847
SWMM MODEL -DEVELOPED CONDITION SITE OUTPUT SUMMARY
EPA STORfvl Wi'\.TF.?.. MANAGEMENT MODEL -VERSION 5. ::_ ( Bu.l 1 d 5. 1 . 012)
Oakmont Carsbad Dcve]oped Model Sim~_atio:1
~ydromodificalicn Analysis
Rainfall File Summary
******************•**
Station
?eriods
First I,as t Recordinq Periods
lU Date Dale F:::::equency w/Precip
Ma1 fur_c.
0
310301 01/06/:998 01/31/2000 60 min 1131
*************•*******************************************
)!QTF.: The summary statistics displayed i:1 Lhj s report are
based on results found at every computational time st.:ep,
nc:: just on resuJ ts frorr, each reporting time step.
***•****•*************•*****************~***•************
************~***
Analysis Options
************•***
Flow Units
Process Models:
Rainfall/Runoff .
RCil
Sno=elt
Gro11rdwa~er ....... .
t'lO\s' Rou.::ing
Ponding Allowed .... .
Water Qua 1 i ty ...... .
Ir.fj .1 tration Eelhod
Flow Routir.g Met.hoc. .. .
Starting Date ........ .
Ending Da tc ....... .
Antecedent l>'y Days
CFS
YF.S
NO
NO
NO
YES
NO
YES
GRtt:N AMPT
KJNWAV:C:
o::_/01/1993 00:00:00
01/01/2003 12:00:00
5.0
Report Time s::ep ... 00:lS:OO
Wet Time Step ............ 00:05:00
Dry Time Step . .. ...... 01:00:00
Routi:ig Time Step ........ 300. 00 sec
•*************************
:!.unoff Quantity Continuity
****•****~****************
Total Precipitation ..... .
Volume
acre-feet
31.949
;)epth
inches
68.340
Periods
Missing
0
Evaporatio:1 Loss ........ .
Infiltration Loss ....... .
Surface Runoff .......... .
?inal Storage ........... .
Co:-itinuity Error (%)
Runoff Quality Conti_nuity
************************'*
Ini_tial Buildup ......... .
Sur::"ace Buj .1 dup ......... .
l'ilet Deposi ::ion .......... .
Sweeping Removal ........ .
Infiltratio:1 Loss ....... .
BM? Removal ............. .
Surface Runof:: .......... .
Remaini:19 Buildup ....... .
Continuity Error (%)
Flow Routing Continuity
**************************
Dry Weather
Wet WeaL'le::::-
Groundwate:::::
ROI I Inflow
Inflow
=n::low
In:':low
External Inflow ......... .
External Ou~flow ........ .
F1oodi.ng Loss ........... .
t:vaporalion Loss ........ .
Exfiltration Loss ....... .
Initial Stored Volume ... .
final Stored Volume ..... .
Cont.:inuit.y F.rrrn (1.}
**************'***********
Quality Ruiting Continuity
**************-***********
Dry Weather Inflow
Wet Weather Inflow ...... .
Groundwater Inflow ...... .
k:Jll _n.tlow
External Inflow ......... .
Externa1 Outflow ........ .
~:2_oociing Loss ........... .
Exfiltration Loss ....... .
Mass Reacted ............ .
Ini tj a.'. Stored Mass ..... .
Final Stored Mass ....... .
Co:-itinuity Error (%)
0.000
1?..948
1 9. 010
0.810
-0.060
~ss
.:...:os
----------
? 1.. 038
3!:i86.613
0.000
0.000
0.000
0.000
3397.276
210.375
a.coo
Volume
acre-feet
---------
0.000
19.010
0.000
0.000
0.000
18.948
o.oco
o.oco
0.000
0.000
0.000
0. 32'1
TSS
lba
0.000
3397.276
0. 000
o. :mu
0.000
3389.680
0.000
0.000
0.000
0.000
4 . 314
0.097
0.000
27.697
40.66?
0.022
Leaci
lba
----------
0.000
0.849
C.000
C.000
C.000
0.000
0. 84 9
0.000
0.000
Volume
10" 6 gal
---------
0.000
6.195 a.coo
a.coo
0.000
6. 1 7 4
0.000
0.000
0.000
0.000
0.000
J,ead
lba
0.000
0.849
0.000
0.000
0.000
0. 8'1'/
0.000
0.000
o.ooc
0.000
0.001
0.097
Highest Flow Instability Indexes
***•****************************
AlJ links are stable.
Roe.ling Time Step Sur:rrnary
*******~*************~***
V.inirr,um Time Slcp
Average Time Step
Maximum Time St.ep
Percent in Steady State
Average Iterations per Step
Percent Not Converg~ng
Subcatchmenl Runoff Sumnary
•~*************************
300.00 sec
300.0C sec
300.0C sec
0.00
1. 01
0.00
-----------------------------------------------------------------------
Total Total Total Total
Total ':total Peak Runoff
Precip Runon F,vap Infil
Ru:-ioff Runoff Runoff Coeff
Subcatchment .in in in in
in 1 O" 6 gal CFS
-----------------------------------------------------------------------
---------------------------------
C:.iA-2 68.34
41 . 55 1.53 0.85 0.608
DV.A-3 68.34
41 . 71 1 . 70 0. 61 0. 61 0
DMA-1 68.34
39.65 2. 96 1.06 0.580
Si..:bcatchment. l"Jashoff Summary
**~****************~****~***
0.00
C.:JO
0.00
------------------------------------------------
Subcatchme'."lt.
'l'SS
lbs
~ead
lbs
------------------------------------------------
DMA-2
DMI\-3
!JMA-1
826.484
926.357
16L,4. /J39
0.207
0.232
0. 411
------------------------------------------------
System 3397. ?.76 0.849
:J. 00
0.00
0.00
26.82
26.65
28.)0
Node Depth Surrnary
*******w**********
----------
Average Maximum Maxirr.um Tir.te o[ Max
Reported
Depth Deplh HGL Occurrence
Max Depth
Node Type Feet Feet F'eet days hr:min
Feet
----------
Cl JUNCTION 0.00 C. 4 1 241. 41 108 1::05
0.41
,~3 JUNCTION 0.00 0.26 248.76 108 11 : 05
0.?6
C-2 JUNCUON 0.00 0.32 253 _ 67 108 11 : 05
0.32
J4 JUNCTTON 0.00 0.43 246.43 108 11: 05
0. 43
J5 JUNCTION 0.0J 0.43 24:0.43 108 11: 05
0.43
J6 JUNCTION 0.00 0. :_3 246.13 108 13: 30
0. 13
OL:t 1 OUTFALL 0.00 0.32 238.91 108 11: 05
0.31
su:. STORAGE 0. 02-3. 68 251. 68 108 13:30
3.68
*******•********-**
Node Inilow Su::rmary
**•-******'*w******
Maximum ~.faxi ~r.um
Late-:-:-al Total F:.ow
Lateral Total Time of :.fax
Ir.fl ow lnf:.ow Balance
Inflow Tnflow Occurrence
vo:.·Jme Volc.me 8rror
Node Type CFS CF'S days hr :min 10"6
gal 10"6 gal Percent
--------------------------
J:;_ JUNCTION 0.00 1. 83 108 11 : 05
0 6. 18 0.000
J3 JUNCTION 0.61 0. 61 108 11: 85
1. 7 1. 7 0.000
,T2 JUNCTlON 1.06 1. 06 108 :_1: 0:J
2. 96 ;, . 96 0.000
J1 JUNCTION U.00 1. 67 1._(l8 1._1: 05
0 4. 65 0.000
JS JUNCTION 0.00 1. 84 :os 11: cs
0 6.18 C.000
J6 JUNCTION 0.00 O. :iB 108 13:30
0 1. 53 C.000
Oc.tl OUTFALL 0.00 1.83 108 11: 05
0 6.17 0.000
SUl STORAGE 0. 8:J 0.85 108 1 1 : 05
1. 53 :;_. 53 0.: 98
*"*******************
Node Flooding Summary
*~********"***-******
No nodes we~c f1ooded.
******************~***
Storage Volume Summary
******************"***
-----------------------------------------------------------------------
Average A•1g Evap Exfi.l Maxirtl'J.m
Max Time of Max Maxi.mun
\Toiume Pent Pent Pent Volume
Pent Occurrence Outflow
Stora;ie Unit 1000 ft3 Full Loss Loss 1000 ft3
F"c.111 days r.r: :r,i:1 CFS
-----------------------------------------------------------------------
S\Jl
82 103 13:25
*******************~***
Outfo1· Loading Summary
***********************
0 0 0 4.417
-----------------------------------------------------------------------
----------------
Flow Av9 Max Total
Tolal Tot.al
F::::cq Flo-.,1 Flow Volume
TSS Lead
Outfall Node Pent CFS CFS 10"6 gal
.lbs Lba
-----------------------------------------------------------------------
Oc.tl
3389.680
System
3389.680
0.847
0. 847
J,jnk F]ow Summary
****************~***
------
Max/
Fu1 .1
T,i nk
Depth
------
Cl
0.16
C3
0.26
C4
0.32
cs
0.43
C6
0.41
C7
0 .13
C2
J. ()(;
3.81
3.81
Type
CONDUIT
CONDUIT
CONCUI?
CONDUIT
CONDUIT
COND:JIT
ORIFICE
Condui~ Surcharge Summary
***~*********************
No conduits were surcf'.arged.
**************************~
Link Pollutant Load Sur:7.mary
~**************************
Lin'<
O.C7
0.07
Maximum
I flow I
TSS
lbs
CFS
1.83
0.61
J. 06
1. 67
1.83
0. 18
0. 18
Cl 3389.680
1. 83
1. 83
Time of Max
OccJ.rrence
days hr:min
108
108
108
108
108
108
'.: 08
11: 05
11: 05
11: 05
l1: O':i
11: 05
13: JO
13:30
Leaci
lbs
0.847
6.174
6.174
Maximum Max/
IVelocl Full
ft/sec Flow
5.75 0.0':i
3. 7 9 0.15
4.81 0.23
5.14 C.39
6.1.0 C.35
3.23 C.03
C3
C4
C5
C6
C7
C2
Analysis beg·J.n on:
Analysjs ended on:
Total elapsed t~rne:
930.870 0.233
1650.652 0. 41.3
2584.945 C. 6t,6
3400.635 0.850
821.620 0.205
826.184 0.207
Mon Jan 29 16:12:55 2018
Mon Jan 29 16:43:03 2Cl8
00:CO:OB
ATTACHMENT 3
Structural BMP Maintenance Information
Use this checklist to ensure the required information has been included in the Structural
BMP Maintenance Information Attachment:
Preliminary Design/Planning/CEQA level submittal:
Attachment 3 must identify:
u Typical maintenance indicators and actions for proposed structural BMP(s) based
on Section 7.7 of the BMP Design Manual
Final Design level submittal:
Attachment 3 must identify:
11 Specific maintenance indicators and actions for proposed structural BMP(s). This
shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect
actual proposed components of the structural BMP(s)
J How to access the structural BMP(s) to inspect and perform maintenance
::J Features that are provided to facilitate inspection (e.g., observation ports,
cleanouts, silt posts, or other features that allow the inspector to view necessary
components of the structural BMP and compare to maintenance thresholds)
□ Manufacturer and part number for proprietary parts of structural BMP(s) when
applicable
J Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., si!t level
posts or other markings shall be included in all BMP components that will trap and
store sediment, trash, and/or debris, so that the inspector may determine how full
the BMP is, and the maintenance personnel may determine where the bottom of
the BMP is . If required, posts or other markings shall be indicated and described
on structural BMP plans.)
□ Recommended equipment to perform maintenance
[7 When applicable, necessary special training or certification requirements for
inspection and maintenance personnel such as confined space entry or
hazardous waste management
Chapter 7: Long Term Operation and Maintenance
swale in Appendix E.1St. The vegetated BMP may or may not include amended soils, subsurface
gravel layer, underdrain, and/ or impermeable liner. The project civil engineer is responsible for
determining which maintenance indicators and actions shown below are applicable based on the
components of the structural BMP.
TABLE 7-2. Maintenance Indicators and Actions for Vegetated BMPs
Typical Maintenance I\laintenance Actions lndicator(s) for Vegetated BMPs
Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials, without
debris damage to the vegetation.
Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans.
Overgrown vegetation Mow or trim as appropriate, but not Jess than the design height of
the vegetation per original plans when applicable (e.g. a vegetated
swale may require a minimum vegetation height).
Erosion due to concentrated irrigation Repair/ re-seed/ re-plant eroded ateas and adjust the irrigation
flow system.
Erosion due to concentrated storm Repair/ re-seed/ re-plant eroded areas, and make appropriate
water runoff flow corrective measures such as adding erosion control blankets,
adding stone at flow entry points, or minor re-grading to restore
proper drainage according to the original plan. If the issue is not
correctccl by restoring the BMP to the original plan and grade, the
City Engineer shall be contacted prior to any additional repairs or
reconstruction.
Standing water in vegetated swales used Make appropriate corrective measures such as adjusting irrigation
for pretreatment and/or site design system, removing obstructions of debris or invasive vegetation,
BMPs loosening or replacing top soil to allow for better infiltration, or
minor re-grading for proper drainage. If the issue is not corrected
by restoring the BMP to the original plan and grade, the City
Engineer shall be contacted prior to any additional repairs or
reconstruction.
Standing water in bioretention, Make appropriate corrective measures such as
biofiltration with partial retention, or inspecting/unclogging orifice opening, adjusting irrigation system,
biofiltration areas, or flow-through removing obstructions of debris or invasive vegetation, clearing
planter boxes* for longer than 96 hours underdrains (where applicable), or repairing/replacing clogged or
following a storm even~* compacted soils.
Obstructed inlet or outlet structure Clear obstructions.
Damage to structural components such Repair or replace as applicable.
as weirs, inlet or outlet structures
*"'These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to
drain following a storm event.
• Vegetated swales and flow-through planter boxes in regards to tlow-thru treatment control BMPs are not options as
structural BMPs. Carlsbad has not adopted an Alternative Compliance Program.
7-8 February 2016
Appendix E: BMP Design Fact Sheets
Design Adaptations for Project Goals
Bioftltration 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.
Design Criteria and Considerations
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 5 acres
(:'.5 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
□
□
Media surface area is 3% of contributing area
times adjusted runoff factor or greater.
Wbere receiving waters are impaired or have a
TMDL 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 m.igration prevention have been
completed.
Appendix E: BMP Design Fact Sheets
Intent/Rationale
Greater surface area to tributary area
ratios: a) maximizes volume retention as
required by the MS4 Permit 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 Llne 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 minim.ize 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
dog.
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 uniformity) to
determine if particle sizing is appropriate
or if an intermediate layer is needed.
------------------------------------·---·-·········
.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
Washing aggregate will help eliminate
fines that could clog the aggregate
storage layer void spaces or subgrade.
February 2016
Appendix E: BMP Design Fact Sheets
~~~-~=-~----------------------~--~~~-~-------Siting and Design Intent/Rationale
□
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
underdntin flows to the outlet structure.
ln.iow, Underdrain, and Outflow 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
m.inimwn 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, HDPE pipe confonning 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.
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
eros1on.
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.
□
Overflow is safely conveyed to a downstream Planning for overflow lessens the risk of
stonn drain system or discharge point Size property damage due to flooding.
overflow structure t?_pass 100-year peak flo_w _________ _
E-72 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 Water 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 Append.ix B.5 to size biofiltration BMPs.
Conceptual Design and Sizing Approach when Storm Water Flow Control ls 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 detennination
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 yault 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
ATTACHMENT 4
City standard Single Sheet BMP (SSBMP) Exhibit
(See "SWQMP Exhibit" per Attachment 1)
ATTACHMENT 5
MODULAR WETLAND SYSTEM® DETAILS
• www.ModularWetlands.com I (855) 5MOD-WET I info@ModularWetlands.com
4. Ecology approves the MWS - Linear Modular Wetland Stormwater Treatment System units
for Basic, Phosphorus, and Enhanced treatment at the hydraulic loading rate listed above.
Designers shall calculate the water quality design flow rates using the following procedures:
• Western Washington: For treatment installed upstream of detention or retentjon, the
water quality design flow rate is the peak 15-minute flow rate as calculated using the
latest version of the Western Washington Hydrology Model or other Ecology-approved
continuous runoff model.
• Eastern Washington: For treatment installed upstream of detention or retention, the
water quality design flow rate is the peak 15-minute flow rate as calculated using one of
the three methods described in Chapter 2.2.5 of the Stormwater Management Manual
for Eastern Washington (SWMMEW) or local manual.
• Entire State: For treatment installed downstream of detention, the water quality design
flow rate is the fu ll 2-year release rate of the detention faciljty.
5. These use level designations have no expiration date but may be revoked or amended by
Ecology, and are subject to the conditions specified below.
Ecology's Conditions of Use:
Applicants shall comply with the following conditions:
l. Design, assemble, install, operate, and maintain the MWS -Linear Modular Wetland
Stormwater Treatment System units, in accordance with Modular Wetland Systems, Inc.
applicable manuals and documents and the Ecology Decision.
2. Each site plan must undergo Modular Wetland Systems, Inc. review and approval before
site installation. This ensures that site grading and slope are appropriate for use of a MWS
-Linear Modular Wetland Stormwater Treatment System unit.
3. MWS -Linear Modular Wetland Stormwater Treatment System media shall conform to the
specifications submitted to, and approved by, Ecology.
4. The applicant tested the MWS-Linear Modular Wetland Stormwater Treatment System
with an external bypass weir. This weir limited the depth of water flowing through the
media, and therefore the active treatment area, to below the root zone of the plants. This
GULD applies to M WS -Linear Modular Wetland Stormwater Treatment Systems whether
plants are included in the final product or not.
5. Maintenance: The required maintenance interval for stormwater treatment devices is often
dependent upon the degree of pollutant loading from a particular drainage basin. Therefore,
Ecology does not endorse or recommend a "one size fits all" maintenance cycle for a
_Qarticular model/size of manufactured filter treatment device.
• Typically, Modular Wetland Systems, Inc. designs MWS -Linear Modular Wetland
systems for a target prefiltcr media life of 6 to 12 months.
• Indications of the need for maintenance include effluent flow decreasing to below the
design flow rate or decrease in treatment below required levels.
• Owners/operators must inspect MWS -Linear Modular Wetland systems for a minimum
of twelve months from the start of post-construction operation to determine site-specific
maintenance schedules and requirements. You must conduct inspections monthly during
the wet season, and every other month during the dry season. (According to the
SWMMWW, the wet season in western Washington is October 1 to April 30. According
to SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the
first year of operation, owners/operators must conduct inspections based on the findings
during the first year of inspections.
• Conduct inspections by qualified personnel, follow manufacturer's guidelines, and use
methods capable of determining either a decrease in treated effluent flowrate and/or a
decrease in pollutant removal ability.
• When inspections are performed, the fo1lowing findings typically serve as maintenance
triggers:
• Standing water remains in the vault between rain events, or
• Bypass occurs during storms smaller than the design storm.
• If excessive floatables (trash and debris) are present (but no standing water or
excessive sedimentation), perform a minor maintenance consisting of gross solids
removal, not prefilter media replacement.
• Additional data collection will be used to create a correlation between pretreatment
chamber sediment depth and pre-filter clogging (see Issues to be Addressed by the
Company section below)
6. Discharges from the MWS -Linear Modular Wetland Stormwater Treatment System units
shall not cause or contribute to water quality standards violations in receiving waters.
Applicant:
Applicant's Address:
Application Documents:
Modular Wetland Systems, Inc.
PO. Box 869
Oceanside, CA 92054
• Original Application for Conditional Use Level Designation, Modular Wetland System,
Linear Stormwater Filtration System Modular Wetland Systems, Inc., January 201 1
• Quality Assurance Project Plan: Modular Wetland system -Linear Treatment System
performance Monitoring Project, draft, January 201 I.
• Revised Application for Conditional Use Level Designation, Modular Wetland System,
Linear Stormwater Filtration System Modul ar Wetland Systems, Inc., May 2011
• Memorandum: Modular Wetland System-Linear GULD Application Supplementary Data,
April 2014
• Technical Evaluation Report: Modular Wetland System Stormwater Treatment System
Performance Monitoring, April 2014.
Applicant's Use Level Request:
General use level designation as a Basic, Enhanced, and Phosphorus treatment device in
accordance with Ecology's Guidance for Evaluating Emerging Stormwater Treatment
Technologies Technology Assessment Protocol -Ecology (TAPE) January 2011 Revision.
Applicant's Performance Claims:
• The MWS -Linear Modular wetland is capable of removing a minimum of SO-percent
of TSS from stonnwater with influent concentrations between I 00 and 200 mg/I.
• The MWS -Linear Modular wetland is capable of removing a minimum of SO-percent
of Total Phosphorus from stonnwater with influent concentrations between 0.1 and 0.5
mg/I.
• The MWS -Linear Modular wetland is capable of removing a minimum of 30-percent
of dissolved Copper from stormwater with influent concentrations between 0.005 and
0.020 mg/I.
• The MWS -Linear Modular wetland is capable of removing a minimum of 60-percent
of dissolved Zinc from stormwater with influent concentrations between 0.02 and 0.30
mg/I.
Ecology Recommendations:
• Modular Wetland Systems, Inc. has shown Ecology, through laboratory and field-
testing, that the MWS -Linear Modular Wetland Stormwater Treatment System filter
system is capable of attaining Ecology's Basic, Total phosphorus, and Enhanced
treatment goals.
Findings of Fact:
Laboratory Testing
The MWS-Linear Modular wetland has the:
• Capability to remove 99 percent of total suspended solids (using Sil-Co-Sil 106) in a
quarter-scale model with influent concentrations of270 mg/L.
• Capability to remove 91 percent of total suspended solids (using Sil-Co-Sil 106) in
laboratory conditions with influent concentrations of84.6 mg/Lat a flow rate of3.0
gpm per square foot of media.
• Capability to remove 93 percent of dissolved Copper in a quarter-scale model with
influent concentrations of 0. 757 mg/L
• Capability to remove 79 percent of dissolved Copper in laboratory conditions with
influent concentrations of 0.567 mg/L at a flow rate of 3.0 gpm per square foot of
media.
• Capability to remove 80.5-percent of dissolved Zinc in a quarter-scale model with
influent concentrations of0.95 mg/Lat a flow rate of3.0 gpm per square foot of media.
• Capability to remove 78~percent of dissolved Zinc in laboratory conditions with influent
concentrations of0.75 mg/Lat a flow rate of3.0 gpm per square foot of media.
Field Testing
• Modular Wetland Systems, Inc. conducted monitoring ofan MWS-Linear (Model
# MWS-L-4-13) from April 2012 through May 2013, at a transportation maintenance
facility in Portland, Oregon. The manufacturer collected flow-weighted composite
samples of the system's influent and effluent during 28 separate storm events. The
system treated approximately 75 percent of the runoff from 53.5 inches of rainfall
during the monitoring period. The applicant sized the system at I gpm/sq ft. (wetland
media) and 3gpm/sq ft. (prefilter).
• Influent TSS concentrations for qualifying sampled storm events ranged from 20 to 339
mg/f ,. A veragc TSS removal for influent concentrations greater than 100 mg/L (n=7)
averaged 85 percent. For influent concentrations in the range of20-100 mg/L (n=18),
the upper 95 percent confidence interval about the mean effluent concentration was
12.8 mg/L.
• Total phosphorus removal for 17 events with influent TP concentrations in the range of
0.1 to 0.5 mg/L averaged 65 percent. A bootstrap estimate of the lower 95 percent
confidence limit (LCL95) of the mean total phosphorus reduction was 58 percent.
• The lower 95 percent confidence limit of the mean percent removal was 60.5 percent for
dissolved zinc for influent concentrations in the range of0.02 to 0.3 mg/L (n=l 1).
The lower 95 percent confidence limit of the mean percent removal was 32.5 percent for
dissolved copper for influent concentrations in the range of 0.005 to 0.02 mg/L (n=l4)
at flow rates up to 28 gpm (design flow rate 41 gpm). Laboratory test data augmented
the data set, showing dissolved copper removal at the design flow rate of 41 gpm (93
percent reduction in influent dissolved copper of0.757 mg/L).
Issues to be addressed by the Compan;y:
I. Modular Wetland Systems, Inc. should collect maintenance and inspection data for the
first year on all installations in the Northwest in order to assess standard maintenance
requirements for various land uses in the region. Modular Wetland Systems, Inc. should
use these data to establish required maintenance cycles.
2. Modular Wetland Systems, Inc. should collect pre-treatment chamber sediment depth
data for the first year of operation for all installations in the Northwest. Modular
Wetland Systems, Inc. will use these data to create a correlation between sediment depth
and pre-filter clogging.
Technology Description:
l)ownload at http://www.modularwetlands.com/
Contact Information:
Applicant: Greg Kent
Modular Wetland Systems, Inc.
P.O. Box 869
Oceanside, CA 92054
gkent@biocleanenvironmental.net
Applicant website: http://www.modularwetlands.com/
Ecology web link: http://www.ecy.wa.gov/programs/wg/stormwater/newtech/index.html
Ecology:
Revision History
Date
June 2011
September 2012
January 2013
December 2013
April 2014
December 2015
Douglas C. Howje, P.E.
Department of Ecology
Water Quality Program
(360) 407-6444
douglas.howie@ecy.wa.gov
Revision
Original use-level-designation document
Revised dates for TER and expiration
Modified Design Storm Description, added Revision Table, added
maintenance discussion, modified format in accordance with Ecology
standard
Updated name of Applicant
Approved GULD designation for Basic, Phosphorus, and Enhanced
treatment
Updated GULD to document the acceptance ofMWS-Linear
oaular et land installations with or without the inclusion of plants.
BIii ~~.~~.N-
PART 2 -COMPONENTS
The Modular Subsurface Flow Wetland Systems (MSFWS) and all of its components shall be
self-contained within a concrete structure constructed of concrete with a minimum 28 day
compressive strength of 5,000 psi, with reinforcing per ASTM A 615, Grade 60, and supports and
H20 loading as indicated by AASHTO. Each Chamber shall have appropriate access hatches for
easy maintenance and sized to allow removal of all internal components without disassembly. All
water transfer system components shall conform with the following;
• Filter netting shall be 100% Polyester with a number 16 sieve size,
and strength tested per ASTM D 3787.
• Drainage cells sha!I be manufactured of lightweight injection-molded
plastic and have a minimum compressive strength test of 6,000 psi
and a void area along the surface making contact with the filter
media of 75% or greater. The cells shall be at least 2" in thickness
and allow water to freely flow in all four directions.
02.01 .00 Pretreatment Chamber Components
02.01.01
02.01 .02
Filter Cartridges shall operate at a loading rate not to exceed 3 gallons per
minute per square foot surface area.
Drain Down System shall include a pervious floor that allows water to drain into
the underdrain pipe that is connected to the discharge chamber.
02.02.00 Biofiltration Chamber Components
02.02.01
02.02.02
02 02 03
Media shall consist of ceramic material produced by expanding and vitrifying
select material in a rotary kiln. Media must be produced to meet the requirements
of ASTM C330, ASTM C331, and MSHTO M195. Aggregates must have a
minimum 24-hour water absorption of 10.5% mass. Media shall not contain any
organic material. Flow through media shall be horizontal from the outer perimeter
of the chamber toward the centralized and vertically extending underdrain. The
retention time in the media shall be at least 3 minutes. Downward flow filters are
not acceptable alternatives. The thickness of the media shall be at least 19" from
influent end to effluent end. The loading rate on the media shall not exceed 1.1
gallons per minute per square foot surface area. Media must be contained within
structure that spaces the surface of the media at least 2" from all vertically
extending walls of the concrete structure.
Planting shall be native, drought tolerant species recommend by manufacturer
and/or landscape architect.
Plant Support Media shall be made of a 3" thick moisture retention cell that Is
inert and contains no chemicals or fertilizers, is not made of organic material and
has an internal void percentage of 80%.
02.03.00 Discharge Chamber
The discharge device shall house a flow control orifice plate that restricts flows greater than
designed treatment flow rate. All piping components shall be made of a high-density polyethylene. The
discharge chamber shall also contain a drain down filter if specified on the drawing.
Modular Subsurface flow Wetland System Page 3 of 6
i__
MODULAR
WETLANDS
Maintenance Procedures
Screening Device
1. Remove grate or manhole cover to gain access to the screening device in the Pre-
Treatment Chamber. Vault type units do not have screening device. Maintenance
can be performed without entry.
2. Remove all pollutants collected by the screening device. Removal can be done
manually or with the use of a vacuum truck. The hose of the vacuum truck will not
damage the screening device.
3. Screening device can easily be removed from the Pre-Treatment Chamber to gain
access to separation chamber and media filters below. Replace grate or manhole
cover when completed.
Separation Chamber
1. Perform maintenance procedures of screening device listed above before
maintaining the separation chamber.
2. With a pressure washer spray down pollutants accumulated on walls and cartridge
filters.
3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace
screening device, grate or manhole cover when completed.
Cartridge Filters
1. Perform maintenance procedures on screening device and separation chamber
before maintaining cartridge filters.
2. Enter separation chamber.
3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid.
4. Remove each of 4 to 8 media cages holding the media in place.
5. Spray down the cartridge filter to remove any accumulated pollutants.
6. Vacuum out old media and accumulated pollutants.
7. Reinstall media cages and fill with new media from manufacturer or outside
supplier. Manufacturer will provide specification of media and sources to purchase.
8. Replace the lid and tighten down bolts. Replace screening device, grate or
manhole cover when completed.
Drain Down Filter
1. Remove hatch or manhole cover over discharge chamber and enter chamber.
2. Unlock and lift drain down filter housing and remove old media block. Replace with
new media block. Lower drain down filter housing and lock into place.
3. Exit chamber and replace hatch or manhole cover.
www.modularwetlands.com
_l_
MODULA I\
WETLANDS
Maintenance Notes
1. Following maintenance and/or inspection, it is recommended the maintenance
operator prepare a maintenance/inspection record. The record should include any
maintenance activities performed, amount and description of debris collected, and
condition of the system and its various filter mechanisms.
2. The owner should keep maintenance/inspection record(s) for a minimum of five
years from the date of maintenance. These records should be made available to
the governing municipality for inspection upon request at any time.
3. Transport all debris, trash, organics and sediments to approved facility for disposal
in accordance with local and state requirements.
4. Entry into chambers may require confined space training based on state and local
regulations.
5. No fertilizer shall be used in the Biofiltration Chamber.
6. Irrigation should be provided as recommended by manufacturer and/or landscape
architect. Amount of irrigation required is dependent on plant species. Some plants
may require irrigation.
www.modularwetlands.com
ATTACHMENT 6
CONTECH STORAGE SYSTEM DETAIL FOR HYDROMODIFICATION MANAGEMENT
ATTACHMENT 7
GEOTECHNICAL, SOILS ANO INFILTRATION REPORTS