HomeMy WebLinkAboutSDP 2021-0029; IONIS LOTS 21 & 22; SWQMP STUDY; 2022-08-02( City of
Carlsbad
STORM WATER QUALITY
MANAGEMENT PLAN
(SWQMP) TEMPLATE
E-35
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
SWQMP OUTLINE
[The following outline describes what is expected in the SWQMP. Do not include the following outline as a
part of the SWQMP .]
Contantl>ftcfl--
Title Paae
Table of Contents
This template contains suggested content for a certification
Certification Page page. This may be replaced by jurisdiction specific certification
oa□e
Project Vicinity Map Placeholder for applicant to insert a vicinity map, required for all
projects
City Storm Water Standards Questionnaire Form E-34 i.e., is this project a development project subject to storm water
reauirements? which reauirements annlv?
Base information about the project site that usually remains the
Site Information Checklist same even as structural BMP designs evolve. 3B is not the
place to put BMP information -BMP information goes in Forms
4, 5 and 6, and Attachments.
Project applicant must acknowledge/answer each required
City Standard Project Requirement Checklist Form E-36 source control BMP.
Project applicant must acknowledge/answer each required site
design BMP
Project applicant to identify each structural BMP to be
Summary of PDP Structural BMPs implemented, identify party responsible for certification
following construction, future owner, and party responsible for
on-going maintenance into perpetuity. BMP design information
will be included in Attachments 1 and 2.
There are several required elements in this backup for pollutant
Attachment 1: Backup for PDP Pollutant Control BMPs control. The Attachment cover page lists the required elements
as a checklist for what the applicant should include in the
Attachment.
Attachment 1a: OMA Exhibit A checklist of the minimum elements of the OMA Exhibit is
crovided at the back of the attachment 1 cover sheet.
Attachment 1 b: Tabular Summary of DMAs and Design
Cacture Volume Calculations
Attachment 1 c: Harvest and Use Feasibility Screening Worksheet (Form K-7 in Appendix K) to be included unless the
oroiect will imolement harvest and use for all DMAs.
Attachment 1d: Infiltration Feasibility Analysis Project applicant to insert infiltration feasibility analysis in
accordance with BMP Desion Manual Annendix D.
Project applicant to insert all applicable pollutant control BMP
Attachment 1e: Pollutant Control BMP Design sizing calculations including sizing worksheets, hand
Worksheets/Calculations calculations, custom spreadsheets created by the applicant,
etc.
Project applicant to insert sizing calculations and list of trash
capture BMPs in accordance with BMP Design Manual
Attachment 1f: Trash Capture BMP Requirements Appendix J for drainage areas that are only subject to trash
capture requirements and not subject to pollutant control
reauirements.
E-35 REV 10/21
There are several required elements in this backup. The
Attachment 2: Backup for PDP Hydromodification Control Attachment cover page lists the required elements as a
Measures checklist for what the applicant should include in the
Attachment.
Attachment 2a: Hydromodification Management Exhibit A checklist of the minimum elements of the Hydromodification
Manaqement Exhibit is provided.
Applicant must include a copy of the WMAA map with the
Attachment 2b: Management of Critical Coarse Sediment project drainage boundaries shown. Other optional analyses
Yield Areas for critical coarse sediment yield areas will also be included
here when applicable. The cover page provides check boxes
for the annlicant to indicate what is included.
Attachment 2c: Geomorphic Assessment of Receiving Placeholder to include when this applicable.
Channels
Attachment 2d: Flow Control Facility Design Project applicant to insert all applicable hydromodification
mana□ement BMP sizin□ calculations.
Attachment 3: Structural BMP Maintenance Thresholds Checklists for the contents of this attachment are provided -
and Actions requirements for this information will vary depending on project
status.
Attachment 4: City standard Single Sheet BMP (SSBMP) A checklist of required elements to show on the plans is
Exhibit provided. This is a comprehensive site plan (24" x 36" size) of
the project showing the type and locations of Treatment
Control, Hydromodification, Site Design, LID and Source
Control BMP's. Use the City's template SSBMP plan, latest
version.
CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP) STORM
WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR
IONIS LOTS 21 AND 22
PROJECT ID: SDP 2021-0029
DWG ---SWQMP No.
ENGINEER OF WORK:
JENNA CLARK
RCE 91069
PREPARED FOR:
lonis Pharmaceuticals, Inc
2855 Gazelle Court Carlsbad,
CA 92010
(760) 931-9200
PREPARED BY:
Michael Baker International
9755 Clairmont Mesa Blvd
San Diego, CA 92124
(858) 614-5000
DATE:
08-02-2022
SEP O 7 2022
TABLE OF CONTENTS
Certification Page
Project Vicinity Map
FORM E-34 Storm Water Standard Questionnaire
Site Information
FORM E-36 Standard Project Requirement Checklist
Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment 1a: DMA Exhibit
Attachment 1b: Tabular Summary of OMAs and Design Capture Volume Calculations
Attachment 1c: Harvest and Use Feasibility Screening (when applicable)
Attachment 1d: Infiltration Feasibility Analysis (when applicable)
Attachment 1e: Pollutant Control BMP Design Worksheets/ Calculations
Attachment 1f: Trash Capture BMP Requirements
Attachment 2: Backup for PDP Hydromodification Control Measures
Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas
Attachment 2c: Geomorphic Assessment of Receiving Channels
Attachment 2d: Flow Control Facility Design
Attachment 3: Structural BMP Maintenance Thresholds and Actions
Attachment 4: Single Sheet BMP (SSBMP) Exhibit
Attachment 5: Geotechnical Report
[Insert City's Storm Water Standard Questionnaire (Form E-34) here]
C cicyof
Carlsbad
STORM WATER STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www.carlsbadca.gov
[ INSTRUCTIONS:
To address post-development pollutants that may be generated from development projects, the city requires that new
development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management
Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual,
refer to the Engineering Standards (Volume 5).
This questionnaire must be completed by the applicant in advance of submitting for a development application
(subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of
storm water standards that must be applied to a proposed development or redevelopment project. Depending on the
outcome, your project will either be subject to 'STANDARD PROJECT' requirements, 'STANDARD PROJECT' with
TRASH CAPTURE REQUIREMENTS, or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements.
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City
staff has responsibility for making the final assessment after submission of the development application. If staff
determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than
initially assessed by you, this will result in the return of the development application as incomplete. In this case, please
make the changes to the questionnaire and resubmit to the city.
If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the
questions, please seek assistance from Land Development Engineering staff.
A completed and signed questionnaire must be submitted with each development project application. Only one completed
and signed questionnaire is required when multiple development applications for the same project are submitted
concurrently.
PROJECT INFORMATION
PROJECT NAME: lonis Lots 21 and 22 APN: 209-120-23 & 24
ADDRESS: Intersection of Whiptail Loop and Gazelle Court, Carlsbad, CA 209-120-27
92010
The project is (check one): Ix] New Development D Redevelopment
The total proposed disturbed area is: 319,010 ft2 ( 7.3 ) acres
The total proposed newly created and/or replaced impervious area is: 217.800 ft2 ( 5.0 ) 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.
This Box for City Use Only
YES NO Date: Project ID:
City Concurrence:
□ □ By:
E-34 Page 1 of 4 REV 09/21
STEP 1
TO BE COMPLETED FOR ALL PROJECTS
To determine if your project is a "development project", please answer the following question:
YES NO
Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building
or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? □ [8]
If you answered "yes" to the above question, provide justification below then go to Step 6, mark the box stating "my project
is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant
information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
If you answered "no" to the above question, the project is a 'development project', go to Step 2.
STEP 2
TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS
To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer
the following questions:
Is your project LIMITED to one or more of the following:
YES NO
1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria:
a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas; OR □ [8]
b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR
c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets quidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ ~ accordance with the USEPA Green Streets guidance?
3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ ~
If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark
the second box stating "my project is EXEMPT from PDP ... " and complete applicant information.
Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with
the USEPA Green Street guidance):
If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3.
E-34 Page 2 of 4 REV 09/21
STEP3
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,
and public development projects on public or private land.
[RI □
2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of
impervious surface collectively over the entire project site on an existing site of 10,000 square feet or
more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public □ fRI
development projects on public or private land.
3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is □ fRI a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and
refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial
Classification (SIC) code 5812).
4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious □ surface collectively over the entire project site and supports a hillside development project? A hillside [RI
development project includes develooment on anv natural slope that is twentv-five percent or qreater.
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 fRI □ 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 IZl □ site? A street, road, highway, freeway or driveway is any paved impervious surface used for the
transoortation 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 □ fRI 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 project to the ESA (i.e. not commingled with flows from adjacent lands).*
8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ IZl 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 □ fRI RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily
Traffic (ADT) of 100 or more vehicles per day.
10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land fRI □ and are expected to generate pollutants post construction?
11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of
impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC □ IZl
21 .203.040)
If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment
project, go to step 4. If your project is a new project, go to step 6, check the first box stating, "My project is a PDP ... "
and complete applicant information.
If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT'. Go to step 5, complete the
trash capture questions .. .. . . • Environmentally Sens1t1ve Areas include but are not limited 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 within the Cities and County of San Diego; Habitat
Management Plan: and any other equivalent environmentally sensitive areas which have been identified by the City.
E-34 Page 3 of 4 REV 09/21
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. □ □
Total proposed newly created or replaced impervious area (8) = sq. ft.
Percent impervious area created or replaced (8/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 6, check the first box stating, "My project is a PDP ... " and complete
applicant information.
If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 6, check the first
box statinq, "My project is a PDP ... " and complete aoolicant information.
STEPS
TO BE COMPLETED FOR STANDARD PROJECTS
Complete the question below regarding your Standard ProJect (SDRWQCB Order No. 2017-0077):
YES NO
Is the Standard Project within any of the following Priority Land Use (PLU) categories?
R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General □ □ Commercial), L (Local Shopping Center), R (Regional Commercial), V-8 (Village-Barrio), VC (Visitor
Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or
Public Transoortation Station
If you answered "yes", the 'STANDARD PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6,
check the third box stating, "My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS
... " and complete applicant information.
If you answered "no", your project is a 'STANDARD PROJECT. Go to step 6, check the second box stating, "My project is
a 'STANDARD PROJECT' ... " and complete aoolicant information.
STEP&
CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION
~ My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must
prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application.
□ 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.
□ My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS and must comply with
TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a TRASH CAPTURE Storm
Water Quality Management Plan (SWQMP) per E-35A template for submittal at time of application.
Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations
and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual.
Applicant Information and Signature Box
Applicant Name: Jenna Clark Applicant Title: Civil Engineer
Applicant Signature: ~ c~ Date: 08-02-2022
E-34 Page 4 of 4 REV 09/21
SITE INFORMATION CHECKLIST
Protect Summarv Information
Project Name lonis Lots 21 and 22
Project ID SOP 2021-0029
Project Address Intersection of Whiptail Loop and Gazelle Court,
Carlsbad, CA 92010
Assessor's Parcel Number(s) (APN(s)) 209-102-23 & 24 & 209-120-27
Project Watershed (Hydrologic Unit) Carlsbad 904.31
Parcel Area 8.3 359,806 Acres ( Souare Feet)
Existing Impervious Area 0.0 Acres { 0 Square Feet) (subset of Parcel Area)
Area to be disturbed by the project 7.3 Acres ( 319,010 Square Feet) (Project Area)
Project Proposed Impervious Area 5.0 Acres ( 217,800 Square Feet) (subset of Project Area)
Project Proposed Pervious Area 3.3 Acres ( 142,006 Square Feet) (subset of Project Area)
Note: Proposed Impervious Area+ Proposed Pervious Area= Area to be Disturbed by the
Project.
This may be less than the Parcel Area.
Description of Existing Site Condition and Drainage Patterns
Current Status of the Site (select all that apply):
1 Existing development
~ Previously graded but not built out
r Agricultural or other non-impervious use
r Vacant, undeveloped/natural
Description / Additional Information:
Existing condition consists of all natural graded lots with some vegetation.
There are two existing basins, one on each lot.
Existing Land Cover Includes (select all that apply):
~ Vegetative Cover
~ Non-Vegetated Pervious Areas
r Impervious Areas
Description / Additional Information:
Existing condition consists of all natural graded lots with some vegetation.
There are two existing basins, one on each lot.
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
r NRCS Type A
r NRCS Type B
r I NRCS Type C
~NRCS Type D
Approximate Depth to Groundwater (GW):
D GW Depth < 5 feet
□ 5 feet < GW Depth < 10 feet
[1 10 feet < GW Depth < 20 feet
~ GW Depth > 20 feet
Existing Natural Hydrologic Features (select all that apply):
C Watercourses
Seeps
r 1 Springs
□Wetlands
,O 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]:
(1) Existing condition consists of both natural and urban drainage conveyance.
(2) The easterly lot is graded north to south and drains to an existing basin. The
westerly lot is graded northeast to southwest and drains to an existing basin. The
basins infiltrate and higher storm events are discharged by an outlet that connects
to the existing storm drain system along Whiptail Loop and is conveyed west
(3) No runoff from offsite is conveyed through the project site. There is an existing
ditch at the perimeter of the site that conveys run on around the project site to the
west.
Description of Propc,sed Site Development and Dralnaae Patterns
Project Description I Proposed Land Use and/or Activities:
The project consists of developing two lots with one commercial building, parking
structure, and surface level parking areas. A DG Walkway is proposed at 2850
Gazelle.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
Buildings, hardscape, parking lots
List/describe proposed pervious features of the project (e.g., landscape areas):
Landscape areas
Does the project include grading and changes to site topography?
gYes
n No
Description/ Additional Information:
The overall site topography is similar to the existing topography, however some
grading was modified on the western and southern ends of the site. The existing
slope between the two pads will be removed to construct one flat pad for the
proposed building.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
~Yes
::J No
Description / Additional Information:
The project proposes to install a new drainage system that will collect and convey
storm water to treatment facilities and ultimately to the existing storm drain system
along Whiptail Loop.
Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
~ On-site storm drain inlets
~ Interior floor drains and elevator shaft sump pumps
IX Interior parking garages
I i Need for future indoor & structural pest control
XI Landscape/Outdoor Pesticide Use
I • Pools, spas, ponds, decorative fountains, and other water features
K Food service
I Refuse areas
IX Industrial processes
r Outdoor storage of equipment or materials
Vehicle and Equipment Cleaning
Vehicle/Equipment Repair and Maintenance
Fuel Dispensing Areas
I Loading Docks
><I Fire Sprinkler Test Water
l Miscellaneous Drain or Wash Water
IR Plazas, sidewalks, and parking lots
Identification of Recelvlna 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 project site discharges into the existing storm drain system on Whiptail Loop and is conveyed
west, ultimately discharging into the Agua Hedionda Creek that drains into the Agua Hedionda
Lagoon. The Agua Hedionda Lagoon discharges directly into the Pacific Ocean.
List any 303(d) impaired water bodies within the path of storm water from the project site to the
Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the
pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water
bodies:
303(d) Impaired Water Body Pollutant( s )/Stressor( s) TMDLs
Agua Hedionda Creek Pathogens
Agua Hedionda Creek Toxicity
Agua Hedionda Creek Metals/Metalloids
Agua Hedionda Creek Nutrients
Agua Hedionda Creek Salinity
Identification of ProJect Site Pollutants
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
Table B.6-1 below):
Also a Receiving
Not Applicable to Anticipated from the Water Pollutant of
Pollutant the Project Site Project Site Concern
Sediment ✓
Nutrients ✓ ✓
Heavy Metals ✓ ✓
Organic Compounds ✓
Trash & Debris ✓
Oxygen Demanding ✓ Substances
Oil & Grease ✓
Bacteria & Viruses ✓
Pesticides ✓
Trash Capture BMP Requirements
The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the
BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event
or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater
to 5mm.
Description / Discussion of Trash Capture BMPs:
The proposed Bio Clean Environmental Services, Inc. Modular Wetland System units are included
on the Certified Full Capture System List of Trash Treatment Control Devices.
Hydromodlflcatlon Manaaement Reaulrements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
K Yes, hydromodification management flow control structural BMPs required.
C' 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.
D 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.
D 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):
Flow Control for Post-Project Runotrt
~his Section only required If hydromodlflcatlon management requirements annly
List and describe point(s) of compliance (POCs) for flow control for hydromodification
management (see Section 6.3.1 ). For each POC, provide a POC identification name or number
correlating to the project's HMP Exhibit and a receiving channel identification name or number
correlating to the project's HMP Exhibit.
There is 1 POC for this project.
POC 1 is located on the southwest of the project site in the existing storm drain where all drainage areas within the project
discharge to. The existing storm drain flows west toward the receiving water.
Has a geomorphic assessment been performed for the receiving channel(s)?
® No, the low flow threshold is 0.102 (default low flow threshold)
C Yes, the result is the low flow threshold is 0.102
□ Yes, the result is the low flow threshold is 0.302
O Yes, the result is the low flow threshold is 0.502
If a geomorphic assessment has been performed, provide title, date, and preparer:
Discussion / Additional Information: (optional)
Other Site Reaulrements 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.
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.
[Insert City's Standard Project Requirement Checklist Form E-36 (here))
Ccityof
Carlsbad
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
Project lnfonnatlon
Project Name: lonis Lots 21 and 22
Plan ID: SOP 2021-0029 Permit No.
DWG No.
Development Services
land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www.carlsbadca.gov
Baseline BMPa for Exlatlng and Proposed Site FNturN
Complete the Table 1 -Site Design Requirement to document existing and proposed site features and the BMPs to be
implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed
if a feature exists or is proposed.
BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will
not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided
in the area below. The table provides specific instructions on when explanations are required.
Table 1 -Site DNlgn Requirement
A. Existing Natural Site Features (see Fact Sheet BL-1)
1. Check the boxes below for each existing feature on 1. Select the BMPs to be implemented for each identified feature. Explain
the site. why any BMP not selected is infeasible in the area below.
SD-G SD-H
Conserve natural Provide buffers around waterbodies
features
D Natural waterbodies D D
!XI Natural storage reservoirs & drainage corridors ~ --
!Kl Natural areas, soils, & vegetation (incl. trees) ~ -
B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2)
1. Check the boxes below for each 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor
proposed feature. SD-I is selected for a feature, explain why both BMPs are infeasible in the area below.
SD-B SD-I Minimize size of
Direct runoff to pervious Construct surfaces from impervious areas
areas oermeable materials
D Streets and roads D D !XI Check this box to confirm
igi Sidewalks & walkways 00 D that all impervious areas on
the site will be minimized
!Kl Parking areas & lots 00 D where feasible.
IX! Driveways ~ D If this box is not checked,
IKI Patios, decks, & courtyards IE D identify the surfaces that
cannot be minimized in area
□ Hardcourt recreation areas D D below, and explain why it is
0 Other: D D infeasible to do so.
C. igi BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP (see Fact
below. Sheet BL-3)
If no BMPs are selected, explain why they are infeasible in the area below.
~ SD-B I O SD-C I D SD-E
Direct runoff to pervious areas Install qreen roofs Install rain barrels
E-36 Page 1 of 3 Revised 10/21
D. ~ BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below (see Fact
~ SD-K Sustainable Landscaping Sheet BL-4)
If SD-K is not selected, explain why if is infeasible in the area below.
Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully):
Baaellne BMPs for Pollutant-114tneratlng SourcN
All development projects must complete Table 2 -Source Control Requirement to identify applicable requirements for
documenting pollutant-generating sources/ features and source control BMPs.
BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it
will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided
in the area below. The table provides specific instructions on when explanations are required.
Table 2 -Source Control Requirement
A. Management of Storm Water Discharges
1. Identify all proposed outdoor 2. Which BMPs will be used to prevent 3. Where will runoff from the
work areas below materials from contacting rainfall or work area be routed?
runoff?
~ Check here if none are proposed (See Fact Sheet BL-5) (See Fact Sheet BL-6)
Select all feasible BMPs for each work area Select one or more option for each
work area
SC-A SC-B SC-C SC-D SC-E Other
Overhead Separation Wind Sanitary Containment
covering flows from protection sewer system
adjacent
areas
□ Trash & Refuse Storaqe □ □ □ □ □ D
D Materials & Equipment Storaqe □ D □ □ D D
D Loadinq & UnloadinQ □ u □ D D D
D Fuelinq D D □ □ D D
□ Maintenance & Repair □ D □ □ D D
□ Vehicle & Equipment Cleaninq □ D □ □ D D
0 Other: □ □ □ □ □ □
B. Management of Storm Water Discharges (see Fact Sheet BL 7)
Select one ol)tion for each feature below:
• Storm drain inlets and catch basins ... □ are not proposed IX! will be labeled with stenciling or signage to
discouraqe dumpinQ (SC-F)
• Interior work surfaces, floor drains & D are not proposed IE will not discharge directly or indirectly to the MS4
sumps ... or receiving waters
• Drain lines (e.g. air conditioning, boiler, □ are not proposed IE will not discharge directly or indirectly to the MS4
etc.) ... or receiving waters
• Fire sprinkler test water ... □ are not proposed 18) will not discharge directly or indirectly to the MS4
or receivinQ waters
Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully):
The project does not propose outdoor work areas
E-36 Page 2 of 3 Revised 10/21
SUMMARY OF PDP STRUCTURAL BMPS
PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of
the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control
must be based on the selection process described in Chapter 5. PDPs subject to
hydromodification management requirements must also implement structural BMPs for flow
control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both
storm water pollutant control and flow control for hydromodification management can be
achieved within the same structural BMP(s).
PDP structural BMPs must be verified by the City at the completion of construction. This may
include requiring the project owner or project owner's representative to certify construction of
the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must
be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the
BMP Design Manual).
Use this form to provide narrative description of the general strategy for structural BMP
implementation at the project site in the box below. Then complete the PDP structural BMP
summary information sheet for each structural BMP within the project (copy the BMP summary
information page as many times as needed to provide summary information for each individual
structural BMP}.
Describe the general strategy for structural BMP implementation at the site. This information
must describe how the steps for selecting and designing storm water pollutant control BMPs
presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of
BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether
pollutant control and flow control BMPs are integrated together or separate.
-This project is not "self-retaining" except for a portion of the existing slopes.
Runoff factor was adjusted to estimate DCV.
-Harvest and use is considered infeasible per Form K-7.
-Infiltration is considered infeasible per Form 1-8
-OMA delineations were delineated during the site planning phase utilizing
proposed site contours and proposed roof drain inlet locations. Storm water
pollutant control BMPs were placed accordingly based on the OMA delineation
and the DCV was calculated.
-Sizing requirements were computed utilizing Appendix B.5
-Based on pollutants generated by the type of project and the 303(d) list at the
receiving body water, biofiltration was selected to treat all pollutants prior to
entering the public water body.
[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.]
-The calculated footprints fit the site design constraints, which included limited
open space to fit biofiltration basins
-The selected BMPs were sized and designed accordingly using design criteria
and considerations from the BMP manual fact sheets in Appendix E.
-The project has met the pollutant control performance standards.
Drainage Areas 1, 4, 5, and 6: Storm water is treated with a biofiltration BMP and
HMP mitigation is provided with a biofiltration BMP.
Drainage Areas 2, 3, 8, and 9: Storm water is treated with a proprietary compact
biofiltration BMP and HMP mitigation is provided with and underground storage
vault.
Drainage Area 7, 10, 11, and 12: These areas were determined as self mitigating
per section 5.2.1 of the BMP Design Manual.
Structural BMP Summary Information
[Copy this page as needed to provide information for each Individual proposed
structural BMPJ
Structural BMP ID No. Biofiltration Basin 1
DWG Sheet No.
Type of structural BMP:
□ Retention by harvest and use (HU-1)
o Retention by infiltration basin (INF-1)
o Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
□ Partial retention by biofiltration with partial retention (PR-1)
~ Biofiltration (BF-1)
□ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
□ Detention pond or vault for hydromodification management
□ Other (describe in discussion section below)
Purpose:
□ Pollutant control only
□ Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Biofiltration Basin 1 detains runoff from Drainage Area 1. The basin
features a basin footprint of 1528 square feet and a 0.75" orifice.
Structural BMP Summary Information
[Copy this page as needed to provide Information for each Individual proposed
structural BMPl
Structural BMP ID No. Biofiltration Basin 2
DWG Sheet No.
Type of structural BMP:
D Retention by harvest and use (HU-1)
□ Retention by infiltration basin (INF-1)
□ Retention by bioretention (INF-2)
□ Retention by permeable pavement (INF-3)
□ Partial retention by biofiltration with partial retention (PR-1 )
~ Biofiltration (BF-1)
□ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
D Other (describe in discussion section below)
Purpose:
D Pollutant control only
D Hydromodification control only
~ Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Biofiltration Basin 2 detains runoff from Drainage Area 4. The basin
features a basin footprint of 2,160 square feet and a 0.75" orifice.
Structural BMP Summary Information
(Copy this page as needed to provide Information for each Individual proposed
structural BMPl
Structural BMP ID No. Biofiltration Basin 3
DWG Sheet No.
Type of structural BMP:
o Retention by harvest and use (HU-1)
□ Retention by infiltration basin (INF-1)
□ Retention by bioretention (INF-2)
□ Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
@ Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
□ Detention pond or vault for hydromodification management
□ Other (describe in discussion section below)
Purpose:
□ Pollutant control only
□ Hydromodification control only
I& Combined pollutant control and hydromodification control
□ Pre-treatmenUforebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Biofiltration Basin 3 detains runoff from Drainage Area 6. The basin
features a basin footprint of 1,671 square feet and a 0.75" orifice.
Structural BMP Summary lnfonnatlon
[Copy this page as needed to provide infonnatlon for each individual proposed
structural BMPl
Structural BMP ID No. Biofiltration Basin 4
DWG Sheet No.
Type of structural BMP:
D Retention by harvest and use (HU-1)
□ Retention by infiltration basin (INF-1 )
□ Retention by bioretention (INF-2)
□ Retention by permeable pavement (INF-3)
□ Partial retention by biofiltration with partial retention (PR-1)
® Biofiltration (BF-1)
□ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
□ Detention pond or vault for hydromodification management
□ Other (describe in discussion section below)
Purpose:
□ Pollutant control only
□ Hydromodification control only
~ Combined pollutant control and hydromodification control
□ Pre-treatment/forebay for another structural BMP
D Other (describe in discussion section below)
Discussion (as needed):
Biofiltration Basin 4 detains runoff from Drainage Area 5. The basin
features a basin footprint of 1,876 square feet and a 0.75" orifice.
Structural BMP Summary Information
[Copy this page as needed to provide information for each Individual proposed
structural BMPl
Structural BMP ID No. MWS-1
DWG Sheet No.
Type of structural BMP:
o Retention by harvest and use (HU-1)
□ Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
□ Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
~ Other (describe in discussion section below) -BF-3 Compact Biofiltration
Purpose:
i Pollutant control only
o 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):
MWS-1 is a MWS-L-4-4 type proprietary biofiltration BMP
manufactured by BioClean. The unit features a treatment flowrate of
0.052 cfs, which is in excess of the required treatment flowrate of
0.031 cfs. The unit treats runoff from Drainage Area 2 and is located
upstream of Storage Vault 1.
Structural BMP Summary lnfonnation
[Copy this page as needed to provide infonnatlon for each Individual proposed
structural BMPl
Structural BMP ID No. MWS-2
DWG Sheet No.
Type of structural BMP:
□ Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
□ Retention by bioretention (INF-2)
D 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)
D Detention pond or vault for hydromodification management
1~ Other (describe in discussion section below) -BF-3 Compact Biofiltration
Purpose:
!>.a 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):
MWS-2 is a MWS-L-8-12 type proprietary biofiltration BMP
manufactured by BioClean. The unit features a treatment flowrate of
0.346 cfs, which is in excess of the required treatment flowrate of
0.329 cfs. The unit treats runoff from Drainage Area 3 and is located
upstream of Storage Vault 1.
Structural BMP Summary lnfonnation
[Copy this page as needed to provide lnfonnatlon for each Individual proposed
structural BMPl
Structural BMP ID No. MWS-3
DWG Sheet No.
Type of structural BMP:
□ Retention by harvest and use (HU-1)
□ Retention by infiltration basin (I NF-1)
D Retention by bioretention (INF-2)
□ Retention by permeable pavement (INF-3)
□ Partial retention by biofiltration with partial retention (PR-1)
D 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) -BF-3 Compact Biofiltration
Purpose:
~ Pollutant control only
D 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):
MWS-3 is a MWS-L-8-16 type proprietary biofiltration BMP
manufactured by BioClean. The unit features a treatment flowrate of
0.449 cfs, which is in excess of the required treatment flowrate of
0.462 cfs. The unit treats runoff from Drainage Area 8 and is located
upstream of Storage Vault 2.
Structural BMP Summary lnfonnation
[Copy this page as needed to provide lnfonnatlon for each individual proposed
structural BMPl
Structural BMP ID No. MWS-4
DWG Sheet No.
Type of structural BMP:
o Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
o Retention by permeable pavement (INF-3)
o Partial retention by biofiltration with partial retention (PR-1)
D Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
D Detention pond or vault for hydromodification management
[g Other (describe in discussion section below} -BF-3 Compact Biofiltration
Purpose:
~ Pollutant control only
□ 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):
MWS-4 is a MWS-L-4-8 type proprietary biofiltration BMP
manufactured by BioClean. The unit features a treatment flowrate of
0.092 cfs, which is in excess of the required treatment flowrate of
0.115 cfs. The unit treats runoff from Drainage Area 9 and is located
downstream of Storage Vault 2.
Structural BMP Summary lnfonnation
[Copy this page as needed to provide lnfonnatlon for each Individual proposed
structural BMP]
Structural BMP ID No. Storage Vault 1
DWG Sheet No.
Type of structural BMP:
D Retention by harvest and use (HU-1)
D Retention by infiltration basin (INF-1)
D Retention by bioretention (INF-2)
D Retention by permeable pavement (lNF-3)
□ Partial retention by biofiltration with partial retention (PR-1)
□ Biofiltration (BF-1)
□ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
~ Detention pond or vault for hydromodification management
D Other ( describe in discussion section below)
Purpose:
D Pollutant control only
~ Hydromodification control only
D Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
O Other (describe in discussion section below)
Discussion (as needed):
Storage Vault 1 is located upstream of MWS-1 . Storage Vault 1 is a
proprietary detention unit (UrbanPond) manufactured by BioClean.
The unit features a flood control storage for approximately 7840 cubic
feet with a 8' weir that's 4" below the vault top, a 0.99" water quality
orifice at the vault bottom, and 1 -3"x7.5" weir slot orifice at 6.05'
from the vault bottom.
Structural BMP Summary Information
[Copy this page as needed to provide Information for each individual proposed
structural BMPl
Structural BMP ID No. Storage Vault 2
DWG Sheet No.
Type of structural BMP:
D Retention by harvest and use (HU-1)
□ Retention by infiltration basin (INF-1)
□ Retention by bioretention (INF-2)
o Retention by permeable pavement (INF-3)
D Partial retention by biofiltration with partial retention (PR-1)
D Biofiltration (BF-1)
D Flow-thru treatment control included as pre-treatmenUforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
~ Detention pond or vault for hydromodification management
□ Other (describe in discussion section below)
Purpose:
D Pollutant control only
~ Hydromodification control only
□ Combined pollutant control and hydromodification control
D Pre-treatment/forebay for another structural BMP
O Other (describe in discussion section below)
Discussion (as needed):
Storage Vault 2 is located upstream of MWS-2. Storage Vault 2 is a
proprietary detention unit (UrbanPond) manufactured by BioClean.
The unit features a flood control storage for approximately 10,526
cubic feet with a 8' weir that's 11" below the vault top, a 1.2" water
quality orifice at the vault bottom, and 1 -3"x12" weir slot orifice at
5.4' from the vault bottom.
, ...
Attachment
Seauence .. Attachment 1 a
Attachment 1 b -
-Attachment 1 c
..
Attachment 1 d
Attachment 1e
Attachment 1f
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:
Contents Checklist
DMA Exhibit (Required) K Included
See OMA Exhibit Checklist on the back of this
Attachment cover sheet. (24"x36" Exhibit
tvnicallv reauired)
Tabular Summary of DMAs Showing OMA ID I I Included on OMA
matching OMA Exhibit, OMA Area, and DMA Exhibit in Attachment
Type (Required)" 1a
X Included as
*Provide table in this Attachment OR on OMA Attachment 1 b,
Exhibit in Attachment 1a separate from OMA
Exhibit
Form K-7, Harvest and Use Feasibility Screening ~ Included
Checklist (Required unless the entire project will I I Not included because
use infiltration BMPs) the entire project will
use infiltration BMPs
Refer to Appendix B of the BMP Design Manual
to comnlete Form K-7.
Infiltration Feasibility Analysis (Required unless rx. Included
the project will use harvest and use BMPs) Not included because
the entire project will
Refer to Appendix D of the BMP Design Manual. use harvest and use
BMPs
Pollutant Control BMP Design Worksheets / M Included
Calculations (Required)
Refer to Appendices B, E, and I of the BMP
Design Manual for structural pollutant control and
sianificant site desian BMP desian auidelines
Trash Capture BMP Design Calculations ~ Included
(Required unless the entire project will use I I Not included because
permanent storm water quality basins) the entire project will
use permanent storm
Refer to Appendices J of the BMP Design Manual water quality basins
for Trash capture BMP design guidelines (i.e. infiltration,
biofiltration BM Ps \
•
Use this checklist to ensure the required information has been included on the DMA
Exhibit:
The DMA Exhibit must identify:
l>:l Underlying hydrologic soil group
l>< Approximate depth to groundwater
l>< Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
l>< Critical coarse sediment yield areas to be protected (if present)
X Existing topography and impervious areas
t>< Existing and proposed site drainage network and connections to drainage offsite
)I'.] Proposed grading
)I'.] Proposed impervious features
)I'.] Proposed design features and surface treatments used to minimize imperviousness
rx Drainage management area (OMA) boundaries, OMA ID numbers, and OMA areas (square
footage or acreage), and OMA type (i.e., drains to BMP, self-retaining, or self-mitigating)
~ Structural BMPs (identify location and type of BMP)
~ Tabular OMA Summary
Attachment 1 b
Worksheet B-1: Tabular Summary of DMAs
~:mm ~ ~ [i'] w ~~-. . .
OMA Unique Area Impervious Area Weighted DCV Treated By Pollutant Control Drains to
Identifier (ac) Area %Imp HSG Runoff (cf) (BMPID) Type (POC ID) (ac) Coefficient
1 0.56 0.45 81 D 0.85 1025 Biofiltration Basin 1 Biofiltration 1
2 0.12 0.11 91 D 0.85 235 MWS-1 Biofiltration 1
3 1.29 1.07 83 D 0.85 2400 MWS-2 Bio filtration 1
4 0.85 0.74 87 D 0.85 1528 Biofiltration Basin 2 Biofiltration 1
5 0.77 0.60 78 D 0.85 1379 Biofiltration Basin 4 Biofiltration 1
6 0.69 0.49 71 D 0.85 1166 Biofiltration Basin 3 Biofiltration 1
7 0.84 0 0 D 0.85 -Self-Mitigating BiofiJtration 1
8 1.72 1.45 84 D 0.85 2603 MWS-3 Biofiltration 1
9 0.35 0.09 26 D 0.85 246 MWS-4 Biofiltration 1
10 0.81 0 0 D 0.85 . Self-Mitigating Biofiltration 1
11 0.15 0 0 D 0.85 . Self-Mitigating Biofiltration 1
12 0.11 0 0 D 0.85 . Self-Mitigating Biofiltration 1
h'1' r . ,. -. ,1 Ii' '!-ur' ·~ ... ·~ ., 'P'~ \1 ,._
Total OMA Total Area Weighted
NoofDMAs Area Impervious %Imp HSG Runoff Total DCV Total Treated Area Pollutant Control No. of POCs Area (cf) Ac) Type (ac) (ac) Coefficient
u 8.3 5 so D 0.85 10582 8.3 Biofiltration 1
-
·-·---
-
-
-
TABLE OF CONTENTS
I. PURPOSE AND SCOPE ...................................................................................................................... I
2. PREVIOUS SITE DEVELOPMENT ................................................................................................... I
3. SITE AND PROJECT DESCRIPTION. ···················································································2
4. SOIL AND GEOLOGIC CONDITIONS ····························2
·······························3
····························3
4.1 Compacted Fill (Qcf) .................. .
4.2 Granitic Rock (Kgr) ................................................ .
5. RIPPABILITY AND ROCK CONSIDERATIONS ......... . •••••••••••••••••••••••••••• 3
6. GROUNDWATER .............................................................................................................................. 4
7. GEOLOGIC HAZARDS ..................................................................................................................... 4
7.1 Gr?un_d _Rupture ......................................................................................................................... 4
7 .2 Se1sm1c1ty ................................................................................................................................... 4
7.3 Subsidence ................................................................................................................................. 4
7.4 Tsunamis and Seiches ................................................................................................................ 5
7.5 Flooding ...................................................................................................................................... 5
7.6 Liquefaction and Seismically Induced Settlement. ..................................................................... 5
7.7 Landslides.................................... . ............................................................................. 5
8. CONCLUSIONS AND RECOMMENDATIONS ............................................................................... 6
8. I General. ....................................................................................................................................... 6
8.2 Excavation and Soil Characteristics ........................................................................................... 6
8.3 Grading Recommendations ........................................................................................................ 8
8.4 Subdra1ns .................................................................................................................................. I 0
8.5 Sl(?pe~ ......... : ................ _. .............................................................................................................. 10
8.6 Seismic Design Cntcna ............................................................................................................ 11
8.7 Shallow Foundations ................................................................................................................ 13
8.8 Interior Concrete Slabs-on-Grade ............................................................................................. 15
8.9 Conventional Retaining Wall Recommendations ..................................................................... 16
8.1 0 Lateral Loading ......................................................................................................................... 20
8.11 Preliminary Pavement Recommendations -Flexible and Rigid .............................................. 20
8. 12 Exterior Concrete Flatwork ...................................................................................................... 24
8.13 Stonn Water Management (Detention Bio-Basins, Bioswales, Permeable Pavers) ................. 25
8.14 Site Drainage and Moisture Protection ..................................................................................... 26
8.15 Slope Maintenance .................................................................................................................... 27
8.16 Grading, Foundation and Retaining Wall Plan Review ............................................................ 27
LIMITATIONS AND UNIFORMITY OF CONDITIONS
MAPS AND ILLUSTRATIONS
Figure I, Vicinity Map
Figure 2, Geologic Map
Figure 3, Geologic Cross-Sections A-A' through C-C'
APPENDIX A
LABORATORY TESTING (Geocon Incorporated, 2007)
APPENDIX B
City of Carlsbad BMP Design Manual -Catef{orization of lnjillration Feasibility Condition
(Form l-8)
APPENDIXC
RECOMMENDED GRADING SPECIFICATIONS
LIST OF REFERENCES
of equipment to utilize for future excavation operations. Due to the limited areas of
available fill volume, it is unlikely that the oversize material could be placed as compacted
fill during the grading operation; hence, the oversize material may need to be exported or
crushed to an appropriate size for fill placement.
8.2.2 The laboratory testing that we performed on soil samples collected during mass grading
operations indicate that the prevailing soils within approximately 3 feet of grade have an
Expansion Index (EI) less than 20 and are defined as "non-expansive" as defined by 201 9
California Building Code (CBC) Section 1803.5.3. Appendix A, Table A-III presents the
laboratory expansion potential test results. Table 8.2 presents soil classifications based on
the expansion index. We expect the majority of the on-site soils possess a very low
expansion potential. We will perform additional expansion index testing after completion of
grading operations to evaluate the expansion potential of material present within the upper
approximately 3 feet of ultimate design finish elevation.
TABLE 8.2
EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX
Expansion Index (El) ASTM D 4829 2019 CBC
Expansion Classification Expansion Classification
0 -20 Very Low Non-Expansive
21-50 Low
51-90 Medium
91 -130 High Expansive
Greater Than 130 Very High
8.2.3 We performed laboratory tests on samples collected during previous grading to evaluate the
percentage of water-soluble sulfate content. Appendix A, Table A-IV presents results of the
laboratory water-soluble sulfate content tests. The test results indicate the on-site materials
at the locations tested possess "SO" sulfate exposure to concrete structures as defined by
2019 CBC Section 1904 and ACl 31 8-14 Chapter 19. The presence of water-soluble sulfates
is not a visual ly discernible characteristic; therefore, other soil samples from the site could
y ield different concentrations. Additionally, over time landscaping activities (i.e., addition
of fertilizers and other soil nutrients) may affect the concentration. We will perform
additional water-soluble sulfate testing after completion of grading operations to evaluate
the sulfate exposure of material present within the upper approximately 3 feet of ultimate
design finish elevation.
(ieoc1111 l'ro1.:ct '\o. 1)(,-1-12-32-., I,\ -7-Dclnhcr 19. 2021
8.5.3 Fill slopes should be compacted by backrolling with a loaded sheepsfoot roller at vertical
intervals not to exceed four feet and should be track-walked at the completion of each s lope
such that the fill soils are uniformly compacted to at least 90 percent relative compaction to
the face of the finished slope. Alternatively, the fill slope may be over-built at least three
feet and cut back to yield a properly compacted slope face.
8.5.4 Cut slopes in rock materials (granitic rock) do not lend themselves to conventional slope
stability analyses. Based on experience with similar rock conditions, 2: I cut slopes to the
planned heights of up to 15 feet should possess a factor of safety of at least l .5 with respect
to slope instability, if free of adversely oriented joints or fractures.
8.5.5 Although rare, the most common mode of instability for rock slopes is shallow wedge
failure from intersecting fault planes or clay filled joints/fractures dipping out of slope. We
recommend that cut slopes be observed during grading by an engineering geologist to
confim1 that the geologic conditions do not differ significantly from those anticipated. fn the
event that adverse conditions are observed, stabilization recommendations (i.e., buttresses,
stability fill s) can be provided.
8.5.6 Slopes should be landscaped with drought-tolerant vegetation having variable root depths
and requiring minimal landscape irrigation. In addition, all slopes should be drained and
properly maintained to reduce erosion. Slope planting should generally consist of drought
tolerant plants having a variable root depth. Slope watering should be kept to a minimum to
just support the plant growth.
8.6 Seismic Design Criteria
8.6.1 Table 8.6.1 summarizes site-specific design criteria obtained from the 2019 California
Building Code (CBC; Based on the 2018 International Building Code [IBC] and ASCE 7-
16), Chapter 16 Structural Design, Section I 613 Earthquake Loads. We used the computer
program US. Seismic Design Maps, provided by the Structural Engineers Association of
California (SEAOC) to calculate the seismic design parameters. The short spectral response
uses a period of 0.2 second. Based on soil conditions and planned grading, the proposed
structures and improvements (where applicable) should be designed using Site Class C. We
evaluated the Site Class based on the discussion in Section 1613.2.2 of the 20 I 9 CBC and
Table 20.3-1 of ASCE 7-16. The values presented herein are for the risk-targeted maximum
considered earthquake (MCER).
< ,cown l'ro1cc1 No. 06--1--12-32-J I,\ -11 -(klohcr 19. 2021
8.8 Interior Concrete Slabs-on-Grade
8.8.1 Concrete slabs-on-grade for the structures should be constructed in accordance with Table 8.8.
TABLE 8.8
MINIMUM CONCRETE SLAB-ON-GRADE RECOMMENDATIONS
Parameter Laboratory/Office Building Parking Garag~ I'' Level
Slab-On-Grade Slab-On-Grade*
Minimum Concrete Slab Thickness 5.0 inches 5.5 inches
Minimum Steel Reinforcement No. 3 Bars 18 Inches on No. 3 Bars 24 Lnches on
Center, Both Directions Center, Both Directions
Typical Slab Underlayment 3 to 4 Inches of 3 to 4 Inches of
Sand/Gravel/Base Sand/Gravel/Base
Design Expansion Index 50 or less 50 or less
* Assumes parking structure will be subjected to vehicular loads imposed by cars and light trucks. The
project structural engineer should design the slabs for the subsequent above ground parking levels and
provide reinforcement recommendations.
8.8.2 The concrete slab-on-grade recommendations are based on soil support characteristics only.
If the slabs will be subjected to heavy loads, consideration should be given to increas ing the
slab thickness and reinforcement. The project structural engineer should design interior
concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage
areas). Subgrade soils supporting heavy loaded slabs should be compacted to at least 95
percent relative compaction.
8.8.3 A vapor retarder should underlie slabs that may receive moisture-sensitive floor coverings
or may be used to store moisture-sensitive materials. The vapor retarder design should be
consistent with the guideli nes presented in the American Concrete Instinite's (ACI) Guide
for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (AC] 302.2R-06). In
addition, the membrane should be installed in a manner that prevents puncture in accordance
with manufacturer's recommendations and ASTM requirements. The project architect or
developer should specify the type of vapor retarder used based on the type of floor covering
that will be installed and if the structure will possess a humidity-controlled environment.
8.8.4 The project foundation engineer, architect, and/or developer should determine the thickness
of bedding sand below the building slabs. In general, 3 to 4 inches of sand bedding is
typically used. Geocon should be contacted to provide recommendations if the bedding sand
is thicker than 6 inches.
< ,.:ocon l'ro,1.:t.:l No. Oh-l.i::!-32-J l,\ October 19. 2021
8.9.7 The retaining walls may be designed using e ither the active and restrained (at-rest) loading
condition or the active and seismic loading condition as suggested by the structural
engineer. Typically, it appears the design of the restrained condition for retaining wall
loading may be adequate for the seismic design of the retaining walls. However, the active
earth pressure combined with the seismic design load should be reviewed and considered in
the design of the retaining walls.
8.9.8 Wall foundations should be designed in accordance with Table 8.9.2. The proximity of the
foundation to the top of a slope steeper than 3: 1 could impact the allowable soi l bearing
pressure. Therefore, retaining wall foundations should be deepened such that the bottom
outside edge of the footing is at least 7 feet horizontally from the face of the slope.
TABLE 8.9.2
SUMMARY OF RETAINING WALL FOUNDATION RECOMMENDATIONS
Parameter Value
Minimum Retaining Wall Foundation Width 12 inches
Minimum Retaining Wall Foundation Depth 18 Inches
Minimum Steel Reinforcement Per Structural Engineer
Bearing Capacity 2,500 psf
Bearing Capacity Increase 500 psf per additional foot of footing depth
300 psf per additional foot of footing width
Maximum Bearing Capacity 4,000 psf
Estimated Total Settlement I Inch
Estimated Differential Settlement ½ Inch in 40 Feet
8.9.9 The recommendations presented herein are generally applicable to the design of rigid
concrete or masonry retaining walls. In the event that other types of walls (such as
mechanically stabilized earth [MSE] walls, soil nail walls, or soldier pile walls) are planned,
Geocon Incorporated should be consulted for additional recommendations.
8.9.10
8.9.11
Unrestrained walls will move laterally when backfilled and loading is applied. The amount
of lateral deflection is dependent on the wall height, the type of soil used for backfill, and
loads acting on the wall. The retaining walls and improvements above the reta ining walls
should be designed to incorporate an appropriate amount of lateral deflection as determined
by the structural engineer.
Soil contemplated for use as retaining wall backfill , including import materials, should be
identified in the field prior to backfill. At that time, Geocon Incorporated should obtain samples
for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be
(,cocon Pro_1ccl No. 06~.12-3::!-31 ,\ -19 -(ktobcr 19. 2021
8. 1 1.3
8.11.4
8.11.5
We evaluated the flexible pavement sections in accordance with State of California,
Department of Transportation (Caltrans) Highway Design Manual (Topic 633). We used an
estimated R-Value of 35 and 78 for soil and aggregate base, respectively, to calculate the
preliminary pavement sections. The structural sections presented herein are in accordance
with City of Carlsbad minimum requirements for private commercial/industrial developments.
Table 8.11.1 summarizes preliminary flexible pavement sections.
TABLE 8.11.1
PRELIMINARY ASPHALT CONCRETE PAVEMENT SECTIONS
Traffic Index* Asphalt Concrete (inches)** Class 2 Base (inches)
4.5 4.0 4.0
5.0 4.0 4.0
5.5 4.0 4.0
6.0 4.0 5.5
6.5 4.0 7.0
7.0 4.0 8.0
*Civil engineer should provide Tl for final pavement design.
**City of Carlsbad minimums for Private Commercial/Industrial developments.
Prior to placing base materials and asphalt concrete, the upper 12 inches of the subgrade
soil should be scarified, moisture conditioned as necessary, mixed and compacted to at
least 95 percent of the laboratory maximum dry density near to slightly above optimum
moisture content as determined by ASTM D1557. Similarly, the base material should be
compacted to at least 95 percent of the laboratory maximum dry density near to slightly
above optimum moisture content. Asphalt concrete should be compacted to a density of at
least 95 percent of the laboratory Hveem density in accordance with ASTM D 2726.
A rigid Portland cement concrete (PCC) pavement section should be placed in driveway
entrance aprons and trash bin loading/storage areas. The concrete pad for the trash truck
areas should be large enough such that the truck wheels will be positioned on the concrete
during loading. We calculated the rigid pavement section in general conformance with the
procedure recommended by the American Concrete Jnstitute report ACI 330R-08 Guide for
Design and Construction of Concrete Parking Lots using the parameters presented in
Table 8.1 1.2.
< ii:o..:nn l'roj..:ct \Jo. 06-1-12-32-J I ,\ (ktoher 19. 2021
8.11.6
8.J 1.7
8.11.8
TABLE 8.11.2
RIGID PAVEMENT DESIGN PARAMETERS
Design Parameter Design Value
Modulus ofsubgrade reaction. k 200 pci
Modulus of rupture for concrete, MR 550 psi
Concrete Compressive Strength 3,200 psi
Traffic Category. TC A, Band C
Average daily truck traffic, ADTI IO (TC=A), 25 (TC=B), and 700 (TC=C)
Based on the criteria presented herein, the PCC pavement sections should have a minimum
thickness as presented in Table 8. I 1.3.
TABLE 8.11.3
PRELIMINARY RIGID VEHICULAR PAVEMENT RECOMMENDATIONS
Location Portland Cement
Concrete (inches)
Automobile Parking Stalls 5.0
Automobile/Light Truck Driveways 6.0
Heavy/Trash Truck Driveways/Fire Lane 7.0
Heavy Truck Loading Apron 7.0
Trash 7.5* Enclosure Apron
*City of Carlsbad minimums for Private Commercial/lndustrial developments.
Prior to placing PCC slabs, the upper 12 inches of pavement subgrade soils should be
scarified, moisture conditioned as necessary, mixed and compacted to at least 95 percent of
the laboratory maximum dry density at to slightly above optimum moisture content in
accordance with ASTM D 1557.
The rigid pavement should also be designed and constructed incorporating the parameters
presented in Table 8.11.4.
(,cocon l'ro_jccl i\O. 116-t-12-32-31 1\ -22 -October 19. 2021
TABLE 8.11.4
ADDITIONAL RIGID PAVEMENT RECOMMENDATIONS
Subject Value
1.2 Times Slab Th ickness
Thickened Edge Minimum Increase of2 Inches
3 Feet Wide
30 Times Slab Thickness
Crack Control Joi nt Spacing Max. Spacing of 12 feet for 5.5-Inch-Thick
Max. Spacing of 15 Feet for Slabs 6 Inches and
Thicker
Per ACl 330R-08
Crack Control Joint Depth I Inch Using Early-Entry Saws on Slabs Less
Than 9 Inches Thick
1/4-lncb for Sealed Joints
Crack Control Joint Width %-Inch is Common for Sealed Joints
1/10-to 1/s-lnch is Common for Unsealed Joints
8.11 .9 Rigid pavement should be reinforced with No. 3 reinforcing bars spaced 24 inches on center
in both directions placed at the slab midpoint.
8.11. IO Loading aprons such as trash bin enclosures and heavy truck areas should utilize Portland
cement concrete as presented in Table 8.11 .3 above. The concrete loading area should
extend out such that both the front and rear wheels of the truck will be located on reinforced
concrete pavement when loading and unloading.
8.11.1 1 To control the location and spread of concrete shrinkage cracks, crack-control joints
(weakened plane joints) should be included in the design of the concrete pavement slab.
Crack-control joints should be sealed with an appropriate sealant to prevent the migration of
water through the control joint to the subgrade materials. The depth of the crack-control
joints should be detem,ined by the referenced ACI report.
8.11.12 To provide load transfer between adjacent pavement slab sections, a butt-type construction
joint should be constructed. The butt-type joint should be thickened by at least 20 percent at
the edge and taper back at least 4 feet from the face of the slab. The project structural
engineer should be consulted to provide other alternative recommendations for load transfer
(i.e., dowels).
( 1i:<1i:011 Prn_11.:d No. 06.J.J2-.'l2-J I.\ -23 -Octobi:r 19. 202 I
8.11.13 Concrete curb/gutter should be placed on soil subgrade compacted to at least 90 percent of
the laboratory maximum dry density near to slightly above optimum moisture content.
Cross-gutters that receives vehicular traffic should be placed on subgrade soil compacted to
at least 95 percent of the laboratory maximum dry density near to slightly above optimum
moisture content.
8.1 I. 14 The performance of pavement is highly dependent on providing positive surface drainage
away from the edge of the pavement. Ponding of water on or adjacent to the pavement will
likely result in pavement di stress and subgrade failure. Drainage from landscaped areas
should be directed to controlled drainage structures. Landscape areas adjacent to the edge of
asphalt pavements are not recommended due to the potential for surface or irrigation water
to infiltrate the underlying permeable aggregate base and cause distress. Where such a
condition cannot be avoided, consideration should be given to incorporating measures that
will significantly reduce the potential for subsurface water migration into the aggregate
base. If planter islands are planned, the perimeter curb should extend at least 6 inches below
the level of the base materials.
8.12
8.12.1
8.12.2
Exterior Concrete Flatwork
Exterior concrete flatwork not subject to vehicular traffic should be constructed in
accordance with the recommendations presented in Table 8.12. The recommended steel
reinforcement would help reduce the potential for cracking.
TABLE 8.12
MINIMUM CONCRETE FLA TWORK RECOMMENDATIONS
Expansion M' . R . r . S I* Minimum
I d "I 1 1111mum c111,orc111g tee Th" 1. n ei., ,._ 1c ,ness
El ~50
6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh
No. 3 Bars 24 inches on center, Both Directions
4 Inches
* In excess of 8 feet square.
Even with the incorporation of the recommendations of this report, the exterior concrete
flatwork has a potential to experience some uplift due to expansive soil (if present) beneath
grade. The reinforcing steel should overlap continuously in tlatwork to reduce the potential
for vertical offsets within tlatwork. Additionally, flatwork should be structurally connected
to the curbs, where possible, to reduce the potential for offsets between the curbs and the
flatwork.
(,cocon l'ro.1cct No. O<,.J-.l.2-l2-J I A -24 -(ktoher 19. '.!021
APPENDIX
APPENDIX A
LABORATORY TESTING
PERFORMED BY GEOCON INCORPORATED (2007)
FOR
IONIS LOTS 21 AND 22
(CARLSBAD OAKS NORTH BUSINESS PARK)
CARLSBAD, CALIFORNIA
PROJECT NO. 06442-32-31A
APPENDIX
APPENDIX B
CITY OF CARLSBAD BMP DESIGN MANUAL -
CA TEGORIZA T/ON OF INFILTRATION FEASIBILITY CONDITION
(FORM 1-8)
FOR
IONIS LOTS 21 AND 22
(CARLSBAD OAKS NORTH BUSINESS PARK)
CARLSBAD, CALIFORNIA
PROJECT NO. 06442-32-31A
APPENDIX C
RECOMMENDED GRADING SPECIFICATIONS
FOR
IONIS LOTS 21 AND 22
(CARLSBAD OAKS NORTH BUSINESS PARK)
CARLSBAD, CALIFORNIA
PROJECT NO. 06442-32-31A
5. COMPACTION EQUIPMENT
5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel
wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of
acceptable compaction equipment. Equipment shall be of such a design that it will be
capable of compacting the soil or soil-rock fill to the specified relative compaction at the
specified moisture content.
5.2 Compaction of rock fills shall be perfonned in accordance with Section 6.3.
6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL
6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with
the following recommendations:
6.1. I Soil fill shall be placed by the Contractor in layers that, when compacted, should
generally not exceed 8 inches. Each layer shall be spread evenly and shall be
thoroughly mixed during spreading to obtain uniformity of material and moisture
in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock
materials greater than 12 inches in maximum dimension shall be placed in
accordance with Section 6.2 or 6.3 of these specifications.
6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the
optimum moisture content as determined by ASTM D 1557.
6.1.3 When the moisture content of soil fill is below that specified by the Consultant,
water shall be added by the Contractor until the moisture content is in the range
specified.
6.1.4 When the moisture content of the soil fill is above the range specified by the
Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by
the Contractor by blading/mixing, or other satisfactory methods until the moisture
content is within the range specified.
6.1.5 After each layer has been placed, mixed, and spread evenly. it shall be thoroughly
compacted by the Contractor to a relative compaction of at least 90 percent.
Relative compaction is defined as the ratio (expressed in percent) of the in-place
dry density of the compacted fill to the maximum laboratory dry density as
determined in accordance with ASTM D 1557. Compaction shall be continuous
over the entire area, and compaction equipment shall make sufficient passes so that
the specified minimum relative compaction has been achieved throughout the
entire fill.
I ,I 1c·1 11'"' .:'ii I'
DMA 2-MWS-1
1
2
3
4
5
Flow-Based Sizing for Compact Biofiltration
Area tributary to BMP (s) A= 0.121 acres
Area-weighted runoff factor (estimate using Appendix
B.2) C= 0.85 unitless
Design rainfall intensity i= 0.2 in/hr
Calculate Flow Rate= 1.5 x (C xix A) Q= 0.031 cfs
Proprietary biofiltration flow rate treatment capacity Q= 0.052 cfs
Note: 40% retention is achieved in Storage Vault 1. See drainage report
for calculations.
OMA 3-MWS-2
Flow-Based Sizing for Compact Biofiltration
1 Area tributary to BMP (s) A= 1.29 acres
Area-weighted runoff factor {estimate using Appendix
2 B.2) C= 0.85 unitless
3
4
5
Design rainfall intensity i= 0.2
Calculate Flow Rate= 1.5 x (C xix A) Q= 0.329
Proprietary biofiltration flow rate treatment capacity Q= 0.346
Note: 40% retention is achieved in Storage Vault 1. See drainage report
for calculations.
in/hr
els
els
DMAS-MWS-3
1
2
3
4
5
Flow-Based Sizing for Compact Biofiltration
Area tributary to BMP (s) A= 1.72 acres
Area-weighted runoff factor (estimate using Appendix
B.2) C= 0.87 unitless
Design rainfall intensity i= 0.2 in/hr
Calculate Flow Rate= 1.5 x (C xi x A) Q= 0.448 els
Proprietary biofiltration flow rate treatment capacity Q= 0.462 els
Note: 40% retention is achieved in Storage Vault 2. See drainage report
for calculations.
DMA 9-MWS-4
1
2
3
4
5
Flow-Based Sizing for Compact Biofiltration
Area tributary to BMP (s) Ac 0.35
Area-weighted runoff factor (estimate using Appendix
B.2) c-0.87
Design rainfall intensity i= 0.2
Calculate Flow Rate= 1.5 x (C xi x A) Qc 0.092
Proprietary biofiltration flow rate treatment capacity Qc 0.115
Note: 40% retention is achieved in Storage Vault 2. See drainage report
for calculations.
acres
unltless
in/hr
els
cfs
MWS
SPECIFICATIONS
FLOW-BASED DESIGNS
The Modular Wetlands-' System Linear can be used in stand-alone applications to meet treatment flow
requirements, and since it is the only biofiltration system that can accept inflow pipes several feet below the
surface. it can be used not only in decentralized design applications but also as a large central end-of-the-line
application for maximum feasibility.
WETLANDMEDIA TREATMENT FLOW
MODEL# DIMENSIONS SURFACE AREA RATE
(sq. ft.) (cfs)
MWS-L-4-4 4' X 4' 23 0.052
MWS-4 MWS-L-4-6 4' X 6' 32 0.073
MWS-L-4-8 4' X 8' 50 0.115
MWS-L-4-13 4' X 13' 63 0.144
MWS-L-4-15 4' X 15' 76 0.175
MWS-L-4-17 4' X 17' 90 0.206
MWS-L-4-19 4' X 19' 103 0.237
MWS-L-4-21 4' X 21' 117 0.268
MWS-L-6-8 7' X 9' 64 0.147
MWS-2 3-8 I 8' X 8' 100 0 .230
'
MWS-L-8-12 8' X 12' 151 0.346
MWS-L-8-16 8' X 16' 201 0.462
MWS-3 MWS-L-8-20 9' X 21' 252 0.577
MWS-L-8-24 9' X 25' 302 0.693
MWS-L-10 -20 10' X 20' 302 0.693
I
I
I
I
I
~ ~ lk I::: ~ N
-
SITE SPECIFIC DATA*
PROJECT NUMBER 716903
PROJECT NAM£ /ONIS PHARMACEUTICALS LOTS
21 AND 22
PROJECT LOCATION CARLSBAD, CA
STRUCTURE ID I URBANPOND 1
REQUIRED STORAGE VOLUME {CF} I 6, 177
PIP[ DATA /.[ I MATERIAL I DIAMETER
INLET PIP£ 1 418.00 I PVC I 12"
INLET PIPE 2 41150 I PVC I 12"
OUTLET PIPE 1 412.00 I PVC I 12"
TOP OF VAULT ELEVATION I 420.58
FINISHED GRADE ELEVATION 422.75 TO 428.50
SURFACE LOADING REQUIREMENT HS20
FRAME AND COVER ¢JO"
CORROSIVE SOIL CONDITIONS NA
KNOWN GROUNDWATER ELEVATION I NA
NOTES: CONCEPT ONLY, NOT FOR CONSTRUCTION.
'RBANPOND MODULES CONSIST OF 4' INSIDE HEIGHT
OP PIECES AND 4' BOTTOM PIECES. GRADE RINGS
'ROVIDED BY OTHERS.
•PER ENGINEER OF RECORD
URBAN POND MODULES
TYPE HEIGHT COUNT
8'X/6' PERIM. TOP 4'-o" 7
8'X16' PERIM. BASE 4'-o" 7
OUTLET MODULE TOP 4'-o" 1
OUTLET MODULE BASE 4'-o" 1
SIDEWALLS
LENGTH {FT) HEIGHT {FT) COUNT
7'-7" 9'-2" 1
8'-7" 9'-2" 3
TOTAL STORAGE CAPACITY 6,113
WATER VOLUME AT 7.25' WATER DEPTH = 6, 189 CF
HEAVIEST PIECE: PERIMETER MODULE = 22,250 LBS.
URBANPOND ACCESSORIES
TYPE UNITS I COUNT
GEOTEXTILE FABRIC 15' X 300' ROLLS I 1
JOINT TAP£ 50' ROLLS I 13
BUTYL RUBBER SEALANT I 116' BOXES
GRADE ADJUSTMENT RISERS
(BY OTHERS)
J" 6" 12"
30"¢ 2 2 11
2
N 1:80 SCALE
(,:)
8'x8' OUTLET MODULE
WITH ORIFICES FOR
CONTROLLED FLOW
DISCHARGE ANO 8'
LONG OVERFLOW WEIR.
SEE DETAIL ON
SEPARATE PAGE
8' INS/OE HEIGHT
URBANPOND
MODULES
/NV = 412.00
12•, INLET PIPE 2 12", INLET PIPE 1
!NV = 41150 !NV = 418.00
i----------+------------57'-~"--------4--------------'>-----
"----12'-o"----i
1 r, oun.ET PIPE
/NV= 412.00
7'-7" LONG
EXTERIOR WALL b -. ~
I
......... ~ .,........,......,.........,.....,.....-1)) ·········r==::i·········
.,.. ,----··'""' r·····-i
.,,.. I "",.. .,' I
:::: .......... ,. ••• ,· ..------..I
lit .,. ....
~ ~ ') .)
I ~ L.J . -/' L ~ .. i i
LJ
·······~·······:··----: •••••••••• •I • ••••••••••••••••••••••••••••••••••• • 1 · ....... I ••••••• ............. JI-.Jl ....
r· 0 ) .,
, ..... ,.//~·._'-. n ' .· -. •, ) r·,
'-·····-• •., --. ••••• .., / _.) '• l ... ______ _; c::::::>· ................ , ,------J"
r ·,
) ,!
r ·,
'---~· · ..
',. '------,
r • ••• --.. ' . L ..... -..
) 1
LJ
I (
L.J
r . •. -•-'
' ' .... -----~ L. ------·
. ' ·.._ _____ _.
r ·····-.. ..--··-·; r·····-. r ··-··1 ~ ......... :·.. ,.··,.. ...... .,; ~ ........ :·.. -__ /,.. ...... .J .. ... . ., .. .. , , .. .. , ,. .. .. ,
•) \ ,.-,-· ·.) •• 30"0 ,' (
L_J l .J \.. .J
-·-------------------------------------------------------·----...
I . 65'-i¾" INCL ~~--~
1
[
~ ::5 ~ ~
~~
K~
-co
~ • ~ -
f
d ~
8'-7" LONG
EXTERIOR WALL
PANEL AT CORNERS
B'x16' PERIMETER
MODULE WITH 2
INTERIOR SUPPORT
LEGS ct 1 EXTERIOR
WALL
ACCESS {TYP.) WITH
RISERS TO GRADE
THIS PROOIJCT U4Y BE PROTECTED Br
ONE OR ltlORf OF THE FOLJ.OWINC US
PATCNTS: 0795,385; 0828,902;
0828,90J; 10, 151,0BJ; 10,151,096.
REIATED roR£1CN PATENTS OR OTHt:R
PATENTS P0/0/NC.
PROPRIETARY AND CONFIDENTIAL:
THE INFORU4 TION CONTAJNm IN THIS DOCUl,IENT IS TH[ SOI.£
PROPERTY OF FORTERRA ANO ns COMPANIES. THIS DOCWENT,
NOR AN'r' PART THEREOF. .114r BE USW, REPROOUCt1J OR 1100/fl!D
IN AN'r' /MNN[F/ WITH our TH[ WRfTTEN CONSOff or FORTERRA.
PLAN VIEW
Bio ~Clean
AF'ortM'll(ompeny
URBANPOND
PRECAST CONCRETE STORMWATER DETENTION
PLAN VIEW
I
FINISHED SURFACE AND l
COMPACTED SUB-BASE
.-EXTERIOR WALL PANEL (SEE
PLAN ~EW FOR LOCAnONS}
PERIMETER MODULES TW01
PIECE CONSTRUCnON
..-INTERIOR MODULES TWO
PIECE CONSTRUCnON 30•, MANHOLE ACCESS (TYP.)7
WITH RISERS TO GRADE
\GEOTEXTILE FABRIC WRAPPED
\_MIN. 11-6• OVER TOP
--------- - --------------=i ---------} ----------------------------- -----.-_-_-_-_-_-_-_-_-__ -_-_-_-J ,-_ -_-_-__ -_ -- ---_-_-_ - - - --- - --- _-_-_-_-_-_-_-_-_-_-_-_-_-__ -_--__ -_-__ -_-__ -_-_-_-_-_-_-__ -_ ------- -_-_-_-_-_-_-_ - - -- --_-_-_-_-_ --_-__ -_ ---_-__ -_-_-J L---_ ----_-_-_-_-_-_-_-.
·=-=-=-=-=-=-=-=-=-=-=-=-=-=j :-----··; =~i =-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-= = = = = = = = = -= = = =-=-=-=---=-=-=-=-=-=-= ·-=-=-=-=-=-=-=-=-=-=-=-=-=~=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-:-:j:···-·-·; ,~--= -=-=-=-=-=-=-=-=-=-=-=-~=.;=%:= -T-:_-_:_.~-~~-:_-__________ ------······--···-·-··· ---~-------------~--~---'~ __;_' I -,-~ --~-, .--,~------~~-, '_;__~---------~, ~=:t::=?-~~
HI ~H),--r-.l""'\ .... 1-->--l'--------------... -------------·---------------------------.................. _____ , 1 1 1 1 , 1 1 ~>-~ >-l'-<>"'4>->->-1-? -)-, H )--; )-I I I I I I I }-}-),..j )-Hl-
t ...... -)--H),...~1,-;)-I I I I I I I >-,ri,~-.,_.HH--
1---, H >->-H I I I I I I I --H )-I r---.,...,H,_:,---,_}-1 , 1 , , 1 , ~>-H>--~r't..
1-;:)-..j-:~ : 1
: : : : : H~~:)-~H~>-,-11 \!,,.,o >->--.,..., I I I I I I ~>-H,-...)--?-~H -
. r ~n~:::~ -(4) BOLT HOLES : : : : : : ;:::O: T
-I, 1-1,t,-;:... FOR SECURING .c + -i.....i.. ..w-r+-..,.. n...l.. ~ ~ ;::,-::>--t 7 I l:;ll ~,-
== \"',-::,...::: PANEL WALLS ~ : : : ' : : : .-.:Ho-::::: I =
11 \
i!..l>-H I > ' 1
' ' ' ,-.. 11 1--1 ,=;:::1: (SEE EXT WALL : : : : : : : ~~t, '.
111==I ir,.. ..... PANEL SHEET) , , , , , , , .... l==i J -\)-~ : : : : : : : ~>->---
111= ::~ ---------------------------------------------------------------------: : : : : : : : :::ti 11
1111111J:)=~ ~ -·····---····----•···-·-....................... ....................... /7° ~\ I J~ \ \ I I ; ~ \ I J ~ \ \ ~;111, ,-1 "r
•_1111 1 ,I]lt I JU, 1 JlJ. 1 ,_II I 1 11.ll, 11_I J \ t t Jllu_JUJ_ 1 1ill, 1 ,1111 JlL 1 1-II 1 1 1_1\ I 1 1 1-I I I 1 1 ,ill1 1 1-I I I 1 1 1Ll1 ;ill, 1 1-I 1.1 11ill1 1 ,_1111 , 1ill, 1 1ill, 1 ,_II I 1 1 ,_11111 1ill11 ,_I II 1 , I ll~~ill~} I 1 1 1:illu 1ill1 uilluilJ L 1 ,_I I IT
COMPACTED~
BACKFILL
INSTALLATION NOTES
LG[OTEXTILE FABRIC FOR
DETENnON SYSTEM
1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS
REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN
ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURER'S SPECIFICATIONS, UNLESS
OTHERWISE STATED IN MANUFACTURER'S CONTRACT.
2. UNIT MUST 8£ INSTALLED ON LEVEL BAS£ MANUFACTURER RECOMMENDS A MINIMUM 6»
LEVEL ROCK BASE. SOIL COMPACnON REQUIREMENTS PER GEOTECHNICAL ENGINEER.
CONTRACTOR IS RESPONSIBLE FOR VERIFYING RECOMMENDED BASE SPECIFICATIONS.
3. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES
MUST 8£ FLUSH WITH INSIDE SURFACE OF CONCRETE. PIPES CANNOT INTRUDE BEYOND
FLUSH. INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR
UNLESS OTHERWISE NOTED. ALL CAPS AROUND PIPES SHALL BE SEALED WATERTIGHT
WITH A NON-SHRINK GROUT PER MANUFACTURER'S STANDARD CONNECnON DETAIL AND
SHALL MEET OR EXCEED REGIONAL PIPE CONNECnON STANDARDS.
4. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLE FRAMES ANO
COVERS. CONTRACTOR TO GROUT ALL FRAMES AND COVERS TO MATCH FINISHED
SURFACE UNLESS SPECIFIED OTHERWISE.
5. THE URBANPOND MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH ASTM
C891-90, INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES. PROJECT
PLAN AND SPECIF/CATIONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE
REGULATIONS.
6. CONTRACTOR TO PLACE A LAYER OF GEOTEXTILE FABRIC IN THE EXCAVATED PIT PRIOR
TO PLACEMENT OF URBANPOND MODULES. THE FABRIC SHALL EXTEND BEYOND THE
FOOTPRINT OF THE URBANPOND MODULES IN ORDER TO WRAP UP ALONG THE OUTER
WALLS AND BE SECURED INTO Pl.ACE WITH THE BACKFILL. THE GEOTEXTILE FABRIC
PREVENTS FINE SOIL PARTICLES FROM MIGRATING INTO THE SYSTEM.
7. WHEN A MEMBRANE LINER IS REQUIRED, THE LINER SHALL BE SANDWICHED IN
BETWEEN AN INNER AND OUTER LA YER OF GEOTEXTILE FABRIC TO PREVENT PUNCTURES.
8. WHEN A MEMBRANE LINER IS REQUIRED, PIPES SHALL BE ATTACHED TO THE LINER
USING PIPE BOOTS SUPPLIED BY THE LINER MANUFACTURER.
9. DESIGNATED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL
EXTERIOR ~EW ---~--INTERIOR ~EW
ELEVATION VIEW
LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS
NOTED AND IN ACCORDANCE WITH MANUFACTURER'S LIFTING PROCEDURES. US[ RIGGING
THAT EQUALIZES THE LOAD BETWEEN ALL LIFTERS.
10. BIO CLEAN RECOMMENDS BEGINNING INSTALLATION WITH TH[ OUTLET MODULE.
11. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE, AND GAPS SHALL NOT
BE GREATER THAN 1/4~
12. ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MINIMUM 6» JOINT WRAP
(ON SIDES AND TOP}.
13. INSTALL PANEL WALLS AT DESIGNATED LOCATIONS ON THE PLAN VIEW DRAWING. SECURE
PANEL WALLS WITH 2 BOLTS ON TOP AND 2 BOLTS ON THE BOTTOM.
14. THE FILL PLACED AROUND THE URBANPOND MODULES MUST BE DEPOSITED EVENLY, AT
APPROXIMATELY THE SAME ELEVATION, AROUND ALL SIDES. AT NO TIME SHALL THE FILL
BEHIND ONE SIDE BE MORE THAN 1 '-0" HIGHER THAN THE FILL ON THE OPPOSITE
SIDE. BACKFILL SHALL BE COMPACTED AND/OR VIBRATED TO ENSURE THAT BACKFILL
MATERIAL IS WELL SEATED AND PROPERLY INTERLOCKED. CARE SHALL BE TAKEN TO
PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE
AREA TO 8£ BACKFILLED MUST BE STEPPED OR SERRA TED TO PREVENT WEDGING
ACTION. CARE SHALL ALSO BE TAKEN SO AS NOT TO DISRUPT THE JOINT WRAP FROM
THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL CAN BE NATIVE
MATERIAL UNLESS OTHERWISE SPECIFIED IN GEOTECHNICAL REPORT. IF NATIVE MATERIAL
IS SUSCEPnBL[ TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE
PROTECTION AS REQUIRED.
15. AT NO nME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20
LOADING CRITERIA TRAVEL ON TOP OF THE SYSTEM WITHOUT THE MINIMUM DESIGN
COVERAGE. IF TRAVEL IS NECESSARY OVER THE SYSTEM PRIOR TO ACHIEVING THE
MINIMUM DESIGN COVER, IT MAY B[ NECESSARY TO REDUCE THE ULnMATE
LOAD/BURDEN OF THE OPERATING MACHINERY SO AS NOT TO EXCEED THE CAPACITY
OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND
COMPACTION MAY BE NECESSARY IN ORDER TO NOT EXCEED THE ALLOTTED DESIGN
GROUT TO BE PLACED UNDERY
ANY UNEVEN MODULES
LOADING.
STEPPED OR SERRA TED AND
APPLICABLE OSHA REQUIREMENTS
16. A PRE-CONSTRUCTION MEmNG IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND.
GEN ERAL NOTES
1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED.
2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO
CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS
AND ACCESSORIES PLEASE CONTACT MANUFACTURER.
3. ANY VARIATION FOUND DURING CONSTRUCTION FROM THE SITE AND SYSTEM ANALYSIS
MUST BE REPORTED TO THE PROJECT DESIGN ENGINEER.
~ THIS PRODUCT ~r 8£ PROTE:CT£D er
~ ONf OR l,l()Rf OF TH£ FOl.lOWING US ~ PATENTS: 0795,J85; 0828,902: TH[ INFORMATION CONTAINED IN THIS OOCIJ//ENT IS THE SOI.£
N 0828,90J; tO, t5t,08J; 10,151,096. PROPEKTY OF FORTERRA ANO ITS CO/r/PANIES. THIS DOCUMENT,
PROPRIETARY ANO CONFIDENTIAL: Bio ~Clean URBANPOND
PRE CAST CONCRETE STORMWA TER DETENTION
N Rfl.ATUJ FOIIEICN PATENTS OR 0-rHER NOR ANY PART THEREOF, "4Y Bf US[[), R[PR(JOUCfl) OR IIOOIRfD
N 1 :60 SCALE PATENTS PENO/NC. w ANY MANNER wt"TH 011T "TH[ WRfTTEN CONSENT OF FORTERRA. A Fortern Company ..,L,_ __________________________ _._ __________ ..i.., _________________ ..i.., ___________ ..;.,;,,;..;...~.;...;.;.;.;,;=~--------------------------------' GENERAL ELEVA TION DETAILS
!
I
I
SITE SPECIFIC DATA*
PROJECT NUMBER 716903
PROJECT NAME IONIS PHARMACEUTICALS LOTS
21 AND 22
PROJECT LOCATION CARLSBAD, CA
STRUCTURE ID I URBANPOND 2
REQUIRED STORAGE VOLUME {CF} I 8,316
PIPE DATA IE I MATERIAL I DIAMETER
INLET PIPE 1 398.00 I PVC 12"
INLET PIPE 2 395.50 I PVC I 12"
OUTLET PIPE 1 390.00 I PVC I 12"
TOP OF VAULT ELEVATION I 400. 08
FINISHED GRADE ELEVATION 401.08 TO 405.20
SURFACE LOADING REQUIREMENT HS20
FRAME AND COVER ¢JO"
CORROSIVE SOIL CONDITIONS NA
KNOWN GROUNDWATER ELEVATION I NA
NOTES: CONCEPT ONLY, NOT FOR CONSTRUCTION.
~
'RBANPOND MODULES CONSIST OF 5' INSIDE HEIGHT
OP PIECES AND 4.5' BOTTOM PIECES. GRADE RINGS
ROVIDED BY OTHERS. MIN. 1' COVER REQUIRED.
*PER ENGINEER OF RECORD
URBANPOND MODULES
TYPE HEIGHT COUNT
8'X16' INTERIOR TOP 5'-0" 2
l8'X16' INTERIOR BASE 4'-6" 2
I 8'X16' PERIM. TOP 5'-0" 6
8'X16' PERIM. BASE 4'-6" 6
OUTLET MODULE TOP 5'-0" 1
OUTLET MODULE BASE 4'-6" 1
SIDEWALLS
LENGTH {FT) HEIGHT {FT} COUNT
7'-7" 10'-8" 1
8'-r 10'-8" J
TOTAL STORAG E CAPACITY 9,175
WATER VOLUME AT 8.58' WATER DEPTH = 8,340 CF
HEAVIEST PIECE: 8'X16' PERIM. MODULE = 24,375 LBS.
URBANPOND ACCESSORIES
TYPE UNITS COUNT
GEOTEXTILE FABRIC 15' X JOO' ROLLS
JOINT TAPE 50' ROLLS 10
BUTYL RUBBER SEALANT I 116' BOXES 2
~ GRADE ADJUSTMENT RISERS
~ (BY OTHERS)
~ J" 6" 12"
~ JO"¢ J 6
~ 1:80 5C4Lt
8'X8' OUTLET MODULE WITH
ORIFICES FOR CONTROUED
FLOW DISCHARGE ANO 8' LONG
OVERFLOW WEIR.
SEE DETAIL ON SEPARATE PAGE
12•, OUTLET PIPE
/NV= 390.00
9.5' INSIDE HEIGHT
URBANPOND
MODULES
/NV= 390.00
12•, INLET PIPE 1
/NV= 398.00
.,. 8-• ~ ~ I -I I/ 8'-7¼. ~ I
12•, INLET PIPE 2
/NV= 395.50 ,--------------,--------, .......................................... .. ..................... .................... l
e ~ -"
3'-~ ·-~
• . W0 .1 __. ~ 1
• r·--. r·"' ,. '--
q • . , __ ., '·.\. /.-· <.. t:l
: c:::::~::---·--.:~:::::J c:::::~/ ··<:::::J i ,.....
7'-rLONG_/
b s sn rnl IHiSnsl '. .•••.••. c::::J ••••.•••.
r·1
EXTERIOR WALL I ;
30•, MANHOLE
ACCESS {TYP.) WITH
RISERS TO GRADE L. J
' ----.... .
L-----~ .... :---......
r----•• _, , ' .. ---.. -.... ·,
r -.. - -• -.. ' ',
\,,. ------......
·, ·,
} }
\ \
L.J
<,<.HS <. <, <, <," , S ~ <, \ <, ,r ......
)_
,
r·----~
,-··,./
\,>-. ...... '-••---,
I
,... ..... "'
,' '
,, .. ": .... r··--·J ,-,·
L.J
,·
L. - -• --...., --., \
} }
,-------' ,·· ' , .. -.. -- -_,#
,-------.. ' •, L ..... ..._
-, \
L.J
,,""" ---I
,-- ----_I ,. (
l l, •,
........ -----,
', I
,· (
L.J
,·-. -----,
,., .. r.., •• -• ..J
r·1
l \, · .. -, . '
( (
---
~-.
,' rJ
:i
~ !
~ • ~
d ~ • ~ ~
••·••·•·••·•••••••·•·•· ,n > , I
8'-r LONG
EXTERIOR WALL
PANEL AT CORNERS
i--+----------+--49'-~• INCL
8'X16' INTERIOR
1/4 • GAP BETWEEN MODULES (TYP.)'---------"-~
8'X16' PERIMETER
MODULE WITH 2
INTERIOR SUPPORT
LEGS & 1 EXTERIOR
WALL
THIS PRODUCT M-IY 8[ PROTECTrD BY
ON£ OR /,IORf OF THE FotlOWING US
PATENT'S: D795,JBS; 0828,902:
0828,903; 10,151,083; 10,151,096.
RElATUJ FOREICN PATENT'S OR OTHER
PATENT'S PENO/NG.
MODULE WITH 2
SUPPORT LEGS
PROPRIETARY AND CONFIDENTIAL:
Tl/£ INFORlt/ATION CONTAINED IN Tl/IS DOCUIIENT JS Tl/£ SOi.£
PROPfRTr OF FORT'ERRA AND ITS COl,IPANIE'S. T//IS DOCUIJENT,
NOR ANY PART THEREOF, M-IY 8[ USED, R£PROOUCfD OR 1,/()()/F/ED
IN ANY MANNER WIT// OlfT Tl/£ WRITTEN CONSENT OF f'ORTU?RA.
PLAN VIEW
Bio ~Clean
Arort.ra(ompany
URBANPOND
PRE CAST CONCRETE STORM WATER DETENTION
PLAN VIEW
~
I ~
FINISHED SURFACE ANDl
COMPACTED SUB-84SE
.-EXTERIOR WALL PANEL (SEE
PLAN VIEW FOR LOCATIONS}
PER/MITER MODULES TWO -,
PIECE CONSTRUCTION
.-INTERIOR MODULES TWO
PIECE CONSTRUCTION
30•1 MANHOLE ACCESS (TYP.)7
WITH RISERS TO GRADE j
\GEOTEXTILE FABRIC WRAPPED
\ MIN. 1 •-5• OVER TOP
-------=~----------------------~f ---------=J ----------------------
!1ff=0 i--r~~:~~~~~~~:~s~:::::~~?-
f•r \ -J-\-'I-)-I I I I I I I r"" >-J-r' -~ ),...)-,-.)--)-}-}-'-I I I I I I 1 r"}-,)-)-}--)--.,)-
_,-}-, )-)-\-j I ' I I I • >--,.... )-, )--1-l
-, , 1>-;>-:)-:>-~ : : : : : : : ~),.:,-:~:-1-}-< )-)oo, \-I t I I I I 1 >-,_.,_ -,_.>-)-)--<)--)--)-i I I I I I I )--<)-)-)-)->----n>->->-_>-~(4) BOLT HOLES ' ' ' ' ' ' ,-,_., .. ,.. I
111
_
1
:~::_:: FOR SECURING < ~ r1.-..L L.L..r J ~ ni_ J_, ~ ~~~;:il..!.=1-,-
== \"-->-;: PANEL WALLS I.? : : : : : : :,-;:: == =
==1 I 1-=:::>-: (SEE m WALL : : : : : : :~> 11 ,--1
-, 11==11~,__~-.... PANa SHEET1 : : : : : : ,->;_,)/-i1==11 -·I l'r>->-/ I I I I I I )-, I -l~l...!..l \-I f I I • I >-,-.. -
11 :=-: ~ .. ____ .. ____ .. ___ .... _ .... _ _ _ _ _.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ...................................... _.. .. : : : : : : : :~E 111 I
l l It I i1 I 't: .. ----------------------------------------------------------------,--:-~, , , ---,-"' , , " ---:-, , ,,-,-"', S;lll I i1 I If
11 l, llJ,, ,111,, ,111,, ,111,, ,!lL ,,I 11,) 11,, ,111, ,111, ,,111,,,111,,,111,, ,111,, ,111,,,111,, 111,, ,111~~111.,,111,, ,111,,,111,, ,111,, ,I 11,, ,111,,,111,, ,I 11,, ,1 11,,,1 I [;:;~I 1~11,,,11 I,, ,111,, ,111,, ,111,, ,111~
COMPACTED L......GEOTEXTILE FABRIC FOR EXTERIOR VIEW INTERIOR VIEW GROUT TO BE PLACED UNDERY STEPPED OR SERRATED AND
84CKFILL DETENTION SYSTEM ANY UNEVEN MODULES APPLICABLE OSHA REQUIREMENTS
INSTALLATI ON NOTES
1. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS
REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN
ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURER'S SPECIFICATIONS, UNLESS
OTHERWISE STATED IN MANUFACTURER'S CONTRACT.
2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6»
LEVEL ROCK BASE. SOIL COMPACTION REQUIREMENTS PER GEOTECHNICAL ENGINEER.
CONTRACTOR IS RESPONSIBLE FOR VERIFYING RECOMMENDED BASE SPECIFICATIONS.
J. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. ALL PIPES
MUST BE FLUSH WITH INSIDE SURFACE OF CONCRETE. PIPES CANNOT INTRUDE BEYOND
FLUSH. INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR
UNLESS OTHERWISE NOTED. ALL GAPS AROUND PIPES SHALL BE SEALED WATERTIGHT
WITH A NON-SHRINK GROUT PER MANUFACTURER'S STANDARD CONNECTION DETAIL AND
SHALL MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS.
4. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLE FRAMES AND
COVERS. CONTRACTOR TO GROUT ALL FRAMES AND COVERS TO MATCH FINISHED
SURFACE UNLESS SPECIFIED OTHERWISE.
5. THE URBANPOND MODULE SYSTEM IS TO BE INSTALLED IN ACCORDANCE WITH ASTM
C891-90, INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES. PROJECT
PLAN AND SPECIFICATIONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE
REGULATIONS.
6. CONTRACTOR TO PLACE A LAYER OF GEOTEXTILE FABRIC IN THE EXCAVATED PIT PRIOR
TO PLACEMENT OF URBANPOND MODULES. THE FABRIC SHALL EXTEND BEYOND THE
FOOTPRINT OF THE URBANPOND MODULES IN ORDER TO WRAP UP ALONG THE OUTER
WALLS AND BE SECURED INTO PLACE WITH THE BACKFILL. THE GEOTEXTILE FABRIC
PREVENTS FINE SOIL PARTICLES FROM MIGRATING INTO THE SYSTEM.
7. WHEN A MEMBRANE LINER IS REQUIRED, THE LINER SHALL BE SANDWICHED IN
BETWEEN AN INNER AND OUTER LA YER OF GEO TEXTILE FABRIC TO PREVENT PUNCTURES.
8. WHEN A MEMBRANE LINER IS REQUIRED, PIPES SHALL BE ATTACHED TO THE LINER
USING PIPE BOOTS SUPPLIED BY THE LINER MANUFACTURER.
9. DESIGNATED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL
ELEVATION VIEW
LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS
NOTED AND IN ACCORDANCE WITH MANUFACTURER'S umNG PROCEDURES. USE RIGGING
THAT EQUALIZES THE LOAD BETWEEN ALL LIFTERS.
10. BIO CLEAN RECOMMENDS BEGINNING INSTALLATION WITH THE OUTLET MODULE.
11. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE, AND GAPS SHALL NOT
BE GREATER THAN 1/4~
12. ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MINIMUM 6 n JOINT WRAP
(ON SIDES AND TOP}.
13. INSTALL PANEL WALLS AT DESIGNATED LOCATIONS ON THE PLAN VIEW DRAWING. SECURE
PANEL WALLS WITH 2 BOLTS ON TOP AND 2 BOLTS ON THE BOTTOM.
14. THE FILL PLACED AROUND THE URBANPOND MODULES MUST BE DEPOSITED EVENLY. AT
APPROX/MA TELY THE SAME ELEVATION, AROUND ALL SIDES. AT NO TIME SHALL THE FILL
BEHIND ONE SIDE BE MORE THAN 1'-0u HIGHER THAN THE FILL ON THE OPPOSITE
SIDE. BACKFILL SHALL BE COMPACTED AND/OR VIBRATED TO ENSURE THAT 84CKFILL
MATERIAL IS WELL SEA TED AND PROPERLY INTERLOCKED. CARE SHALL BE TAKEN TO
PREVENT ANY WEDGING ACTION AGAINST THE STRUCTURE, AND ALL SLOPES WITHIN THE
AREA TO BE BACKFILLED MUST BE STEPPED OR SERRA TED TO PREVENT WEDGING
ACTION. CARE SHALL ALSO BE TAKEN SO AS NOT TO DISRUPT THE JOINT WRAP FROM
THE JOINT DURING THE BACKFILL PROCESS. BACKFILL MATERIAL CAN BE NATIVE
MATERIAL UNLESS OTHERWISE SPECIFIED IN GEOTECHNICAL REPORT. IF NATIVE MATERIAL
IS SUSCEPTIBLE TO MIGRATION, CONFIRM WITH GEOTECHNICAL ENGINEER AND PROVIDE
PROTECTION AS REQUIRED.
15. AT NO TIME SHALL MACHINERY OR VEHICLES GREATER THAN THE DESIGN HS-20
LOADING CRITERIA TRAVEL ON TOP OF THE SYSTEM WITHOUT THE MINIMUM DESIGN
COVERAGE. IF TRAVEL IS NECESSARY OVER THE SYSTEM PRIOR TO ACHIEVING THE
MINIMUM DESIGN COVER, IT MAY BE NECESSARY TO REDUCE THE ULTIMATE
LOAD/BURDEN OF THE OPERATING MACHINERY SO AS NOT TO EXCEED THE CAPACITY
OF THE SYSTEM. IN SOME CASES, IN ORDER TO ACHIEVE REQUIRED COMPACTION, HAND
COMPACTION MAY BE NECESSARY IN ORDER TO NOT EXCffD THE ALLOTTED DESIGN
LOADING.
16. A PRE-CONSTRUCTION MEETING IS REQUIRED PRIOR TO PLACEMENT OF URBANPOND.
GENERAL NOTES
1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED.
2. ALL DIMENSIONS, ELEVATIONS, SPECIFICATIONS AND CAPACITIES ARE SUBJECT TO
CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, WEIGHTS
AND ACCESSORIES PLEASE CONTACT MANUFACTURER.
3. ANY VARIATION FOUND DURING CONSTRUCTION FROM THE SITE AND SYSTEM ANALYSIS
MUST BE REPORTED TO THE PROJECT DESIGN ENGINEER.
THIS PROO/JCT ~y Bf PROTrCTED £1( PROPRIETARY AND CONFIDENTIAL: • A URB' .,, NPOND
ON[ OR IIOR[ OF TH[ FOi.lOW/NC us 8 ~ c 1 .M ~~'::I: ,~;fJ;~; °1%.1s~7;k6, :&:~"r~~ 1:s 1';f,/f:/:t1ff,,',~ ':cu% IO ea n PRE CAST CONCRETE STORMWA TER DETENTION
RaATED FOREIGN PAT'OIT'S OR OTHfJI NOR ANY PMT THfJ/cOF. ~r Bf usro. REPROOUC£D OR MOOIW -GENER' A L EL E • / A 'ION DE• A /LS ~ 1:60 SCALE PATfNTS PfNOINC. 1N ANY MANNfJI WITH our THE: WRIT1fN CONSENT OF FOHTcRRA. AForwraCompany .11 v r111 1 r1
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
diversion structure present upstream such that a portion of the peak flow is not
treated to trap all particles 5-millimeter or greater.
Vector Control Accessibility
According to the California Health and Safety Code4, California landowners are
legally responsible to abate (eliminate the source of) a public nuisance arising from
their property, including mosquitoes. Mosquito vector control districts have
substantial authority to access public and private property, inspect known or
suspected sources of mosquitoes, abate mosquito sources, and charge the
landowner for work performed and/or charge fees if a landowner is unwilling or
unable to address a mosquito source arising from their property.
Depending on its design, certain Devices may impede the mosquito vector control
district's ability to (1) visually inspect the Device and/or storm vault for mosquito
breeding, and (2) apply the appropriate chemical treatment. Moreover, some devices
may create a habitat for mosquitoes. Prior to installation of any certified Device, the
local mosquito vector control district should be contacted to ensure the installation
conforms to the district's visual inspection, treatment, and vector breeding
minimizing guidelines. The Mosquito Vector Control Association of California may
also be contacted via email at Trashtreatment@mvcac.org.
New Device Application Certification or Fact Sheet Update
To apply for certification of a new Device, or to update a grandfathered Device fact
sheet, the Device owner shall submit an application/fact sheet in accordance with
the Trash Treatment Control Device Certification and Fact Sheet Update
Requirements. Upon determining that a Device application is complete and meets
the definition of a trash full capture system and is approved by the Mosquito Vector
Control Association of California, the Executive Director will place the Device on the
State Water Board's Certified Full Capture System List of Trash Treatment Control
Devices.
The Trash Treatment Control Device Certification and Fact Sheet Update
Requirements is found on the Trash Implementation Program webpage
(https://www.waterboards.ca.gov/water_issues/programs/stormwater/trash_impleme
ntation.html).
Certification of any Device does not constitute an endorsement by the State
Water Board. The Executive Director reserves the right to de-certify and
remove any Device from this list that does not satisfy the requirements of the
Trash Provisions, such as but not limited to when a Device is discontinued,
found to not trap trash in accordance with the Trash Provisions, or no longer
has Mosquito Vector Control Association of California approval.
4 Health & Safety Code sections 2001-4(d); 2002; 2060 (b) and Health & Safety Code
sections 2060-2067, 100170, and 100175.
2
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
Device applications and fact sheets may be obtained at:
https ://www. ca sqa . org/ resources/trash/ certified-tu I I-capture-sys tem-tras h-treatm ent-
co ntro 1-d evice s.
Questions regarding certification should be directed to Leo Cosentini at (916) 341-
5524 or email address (leo.cosentini@waterboards.ca.gov).
3
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
TABLE 1 -CATCH BASIN INSERTS AND OTHER DEVICES
Owner
AbTech, lndustries5 I
Advanced Drainage Systems, Inc. 6 I
Advanced Drainage Systems, Inc. I
Bio Clean Environmental Services, lnc.7 I
Bio Clean Environmental Services, Inc. I
BrightWater8 I
Full Capture System Trash
Device Brand Name
Ultra Urban Filter Curb
Opening and Drop-In
FLEXSTORM PURE
Full Trash Capture Inserts
FLEXSTORM
Connector Pipe Screen
Curb Inlet and Grate
Inlet Filters
Modular Connector Pipe
Trash Screen
Connector Pipe Screen
5 AbTech Industries website: https://www.abtechindustries.com/
6 Advanced Drainage Systems, Inc. website: http://www.inletfilters.com/
Date Application
Certified or Fact
Sheet Updated
Application 25
05/01/20
Application 3
03/15/18
Updated 04/21/21
ADS-1
Updated 06/08/21
-
Application 4
03/15/18
Updated 02/12/21
BC-3
Updated 04/30/20
Application 29
12/28/20
7 Bio Clean Environmental Services, Inc. website: http://www.biocleanenvironmental.com/products/
8 BrightWater website: www.wearebrightwater.com/
4
I
I
I
I
Date Vector
Control
Accessibility
Verified
04/8/20
03/30/21
03/30/21
01/27/21
03/10/20
11/19/20
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
Owner
BrightWater
Ecology Control lndustries9
Enviropod International: A Stormwater 360 Group
Company10
Filtrexx Sustainable Technologies11
Frog Creek Partners, LLC12
Frog Creek Partners, LLC
Full Capture System Trash
Device Brand Name
Curb Inlet Filter
Debris Dam -Catch Basin
Insert for Curb Inlet Design
I
Enviropod® LittaTrap ™ Full
Capture
I StormE:xx® Clean
Gutter Bin® Channel
I Filtration System & Mundus I
Bag® Water Filter
Gutter Bin® Eco Drop Inlet
1
I Filter (DIF & DIF-C) &
Mundus Bag® Water Filter
Date Application
Certified or Fact
Sheet Updated
Application 26
06/30/20
ECl-1
Updated 06/17/20
Application 27
10/15/20
Application 16
08/10/18
Updated 11/25/19
Application 22
06/26/19
Application 24
02/18/20
I
I
I
I
Date Vector
Control
Accessibility
Verified
04/17/20
04/29/20
07/20/20
12/06/19
04/19/19
12/06/19
9 Ecology Control Industries website: http://www.ecologycontrol.com/
10 Enviropod International: A Stormwater 360 Group Company website: https://www.enviropod.com/products/enviropod-
littatrap-fu II-capture/
11 Filtrexx Sustainable Technologies website: https://www.filtrexx.com/en/products/stormexx/
12 Frog Creek Partners, LLC website: https://frogcreek.partners/
5
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
Owner Full Capture System Trash
Device Brand Name
Gutter Bin® Eco Curb Inlet
1
Frog Creek Partners, LLC I Filter & Mundus Bag®
Water Filter
G2 CPS-Mod™ and
I G2 Construction, lnc.13 I Removable CPS-Mod™
Screen
G2 Construction, Inc. I G2 Grated Inlet Trash
I Screen
Inventive Resources, lnc.14 Water Decontaminator I
Oldcastle lnfrastructure15 I FloGard® Curb Inlet Basket I
Oldcastle Infrastructure FloGard®
Grate Inlet Basket
13 G2 Construction, Inc website: http://www.g2construction.com/products/
14 Inventive Resources, Inc. website: http://www.lRlproducts.com/
15 Oldcastle Infrastructure website: https://oldcastleinfrastructure.com/brands/
6
Date Application
Certified or Fact
Sheet Updated
Application 23
02/18/20
Application 18
06/26/19
Application 19
06/26/19
Application 2
03/15/18
Updated 02/05/21
01-1
Updated 06/09/21
01-2
Updated 06/09/21
I
I
I
I
Date Vector
Control
Accessibility
Verified
10/11/19
03/15/19
04/10/19
04/20/20
06/09/21
06/09/21
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
Owner
Oldcastle Infrastructure
Revel Environmental Manufacturing, lnc.16
Revel Environmental Manufacturing, Inc.
Revel Environmental Manufacturing, Inc.
Safe Drain Stormwater Holdings lnc.17
Stormtek18
I
Full Capture System Trash
Device Brand Name
FloGard® Outlet Trash
Screen
Triton TM Bioflex Inlet Trash
I Guard Catchbasin Polyester I
Fiber Mesh Trash Filter
Insert
I Triton TM Crescent Pipe
Screen
I Triton Perf-Full Trash
Capture Insert
I Storm Vector Guard
I Stormtek ST3 & STEG
Catchbasin Connector Pipe
16 Revel Environmental Manufacturing, Inc. website: http://www.remfilters.com/
17 Safe Drain Stormwater Holdings, Inc. website: http://www.safedrainusa.com/
18 Stormtek website: https://swimsclean.com/stormtek/
7
Date Application
Certified or Fact
Sheet Updated
01-3
Updated 11 /29/19
REM-1
Updated 09/10/21
Application 12
07/10/18
Application 13
07/10/18
Application 30
02/11/21
AS-1 , A1S-2
Updated 08/12/21
I
I
I
I
I
Date Vector
Control
Accessibility
Verified
12/06/19
09/07/21
03/15/19
03/15/19
12/17/20
08/04/21
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
Owner
United Stormwater, lnc.19
Full Capture System Trash
Device Brand Name
Connector Pipe Trash
Screen
19 United Stormwater, Inc. website: http://www.unitedstormwater.com/
8
Date Application
Certified or Fact
Sheet Updated
USW-1
Updated 08/06/21
Date Vector
Control
Accessibility
Verified
08/05/21
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
TABLE 2 -HIGH FLOW CAPACITY TRASH DEVICES
Owner
AquaShield, lnc.20 I
BaySaver Technologies LLC/Advanced
I Drainage Systems lnc.21
Bio Clean Environmental Services, Inc. I
Bio Clean Environmental Services, Inc. I
Bio Clean Environmental Services, Inc. I
Full Capture System Trash
Device Brand Name
Aqua-Swirl® Stormwater
Treatment System
Barracuda Hydrodynamic
Separator
Debris Separating Baffle
Box
BioClean
DeflectiveScreeni ng
Device
Modular Wetland System®
I
Date Application
Certified or Fact
Sheet Updated
Application 1
08/04/17
Updated 11/06/20
Application 21
06/26/19
Updated 05/21/21
Application 6
03/15/18
Application 20
06/26/19
Application 15
07/10/18
I
I
I
I
I
Date Vector
Control
Accessibility
Verified
12/03/20
03/15/19
07/28/20
07/28/20
03/15/19
20 AquaSheild, Inc. website: http://www.aquashieldinc.com/-aqua-swirl.html
21 BaySaver Technologies LLC/Advanced Drainage Systems Inc. website: https://baysaver.com/products/barracuda/
9
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
Owner
Coanda Inc.
Contech Construction Products22
Jensen Stormwater Systems23
Hydro lnternational24
Hydro International
I
I
Full Capture System Trash
Device Brand Name
Coanda Trash Screen and
Debris Fence
Continuous Deflective
Separator Hydrodynamic
Separator
Jensen® Deflective
Separators
Downstream Defender (In-
1
I Line and Off-Line
Configurations)
First Defense® High-I Capacity Full Trash Capture I
Device
Date Application
Certified or Fact
Sheet Updated
COA-1
Updated 09/10/21
CCP-1HF
Updated 05/27/21
Application 5
03/15/18
Application 14
07/10/18
Application 28
10/30/20
I
I
I
I
Date Vector
Control
Accessibility
Verified
09/07/21
04/29/21
12/06/19
03/16/20
08/20/20
22 Contech Construction Products website: http://www.conteches.com/products/stormwater-management/treatment/cds/
23 Jensen Stormwater Systems website: http://www.jensenengineeredsystems.com/
24 Hydro International website: https://www.hydro-int.com/
10
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
Owner
Hydro International
Hydro International
Oldcastle Infrastructure
Oldcastle Infrastructure
Roscoe Moss Company25
I
I
Full Capture System Trash
Device Brand Name
Hydro Up-Flo Filter®
Hydro DryScreen
FloGard® NetTech
Nutrient Separating Baffle
Box®
Storm Flo® Trash Screen -
Linear Radial Gross Solids
Removal Device
I
I
Date Application
Certified or Fact
Sheet Updated
Application 11
07/18/18
Application 10
07/10/18
Updated 05/05/21
OI-11HF
Updated 12/08/20
Application 17
10/12/18
Updated 07/21/20
RMC-1 HF
Updated 03/30/21
I
I
I
25 Roscoe Moss Company website: https://roscoemoss.com/products/stormwater-gross-solids-removal-device/
11
Date Vector
Control
Accessibility
Verified
03/16/20
04/29/21
12/03/20
05/01/20
03/11/21
CERTIFIED FULL CAPTURE SYSTEM LIST OF
TRASH TREATMENT CONTROL DEVICES
Owner
StormTrap Modular Concrete Stormwater
Management 26
26 StormTrap https://stormtrap.com
Full Capture System Trash
Device Brand Name
SiteSaver®
12
Date Application
Certified or Fact
Sheet Updated
Application 9
03/15/18
Updated 02/23/21
Date Vector
Control
Accessibility
Verified
03/18/21
ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
[This is the cover sheet for Attachment 2.]
Indicate which Items are Included behind this cover sheet:
Attachment Contents Checklist
Sequence
Attachment 2a Hydromodification Management I}( Included
Exhibit (Required)
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.
Attachment 2b Management of Critical Coarse IX Exhibit showing project drainage
Sediment Yield Areas (WMAA boundaries marked on WMAA
Exhibit is required, additional Critical Coarse Sediment Yield
analyses are optional) Area Map (Required)
See Section 6.2 of the BMP Design Optional analyses for Critical
Manual. Coarse Sediment Yield Area
Determination
Appendix H.6.1 Verification of
Geomorphic Landscape Units
Onsite
Appendix H.7 Downstream
Systems Sensitivity to Coarse
Sediment
Attachment 2c Geomorphic Assessment of IX Not performed
Receiving Channels (Optional) I Included
See Section 6.3.4 of the BMP Design
Manual.
Attachment 2d Flow Control Facility Design and IX Included
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of
the BMP Desi!:)n Manual
·•
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
The Hydromodification Management Exhibit must identify:
Xl Underlying hydrologic soil group
M Approximate depth to groundwater
M Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
M Critical coarse sediment yield areas to be protected (if present)
~ Existing topography
~ Existing and proposed site drainage network and connections to drainage offsite
K Proposed grading
X Proposed impervious features
Xl Proposed design features and surface treatments used to minimize imperviousness
XI Point(s) of Compliance (POC) for Hydromodification Management
M Existing and proposed drainage boundary and drainage area to each POC (when necessary,
create separate exhibits for pre•development and post•project conditions)
M Structural BMPs for hydromodification management (identify location, type of BMP, and
size/detail)
Attachment 2d
BMP Sizing Spreadsheet V3. I
Project Name: lonls lots 21 and 22 Hydrologic Unit: Carlsbad 904
Proiect Applicant: MBI Rain Gauge: Oceanside
Jurisdiction; City of Carlsbad Total Project Area: 353,266
Parcel (APN): 0 Low Flow Threshold: 0.1Q2
BMP Name: BIOFIL TRA TION BASIN 1 BMPType: Bioftltration
BMP Native Soil Type: N/A • Impervious Liner BMP Infiltration Rate (In/hr): N/A
Areas Draining to BMP HMP Sizing Factors Minimum BMP Size
Area we,gntea Kunon
OMA Pre Project Soil Post Project Factor Surface Area Surface Area (SF)
Name Area (sf} Type Pre-Project Slope Surface Type (Table G.2•1)1
OMA 1 -Impervious 19,674 D Flat Mixed 1.00 0.07 1377
OMA 1 -Perv1ous 4,656 D Flat Mixed 0.10 0.07 33
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
BMP Tributary Area 24,330 Minimum BMP s,ze 1410
Proposed BMP Size• 1528 I• Assumes standard configuration
Surface Ponding Depth 12.00 in
Bioretention Soif Media Depth 18.00 In
FIiter Coarse 6.00 in
Gravel Storage Layer Depth 12 In
Underdrain Offset 3.0 in
~
1. Runofffactors which are used for hydromodiflcatron management flow control (Table G,2·1} are different from the runoff factors used for pollutant control BMP sizing (Tible 8.1•1). Table references are taken from the San Diego Reglon Model BMP Design Man'-
Describe the BMP's ln sufficient detail In your POP SWQMP to demonstrate the area, volume, and other crlterta can be met within the constraints of the site.
BMP's must be adapted and applied to the conditions specific to the development proJect such as unstable slopes or the lack of avaUable head.
Designated Staff have final review and approval authority over the project design.
This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model 8MP Design Manual, May 2018, For Questions or concerns please contact the jurisdiction in which your project is located.
BMP Sizing Spreadsheet V3.l
Project Name: Jonis Lots 21 and 22 Hydrologic Unit: Carlsbad 904
Project Applicant: MB! Rain Gauge: Oceanside
Jurisdiction: City of Carlsbad Total Project Area: 353,266
Parcel (APN): 0 Low Flow Threshold: 0.1Q2
BMP Name BIOFILTRATION BASIN 1 BMPType: Biofiltration
OMA Rain Gauge Pre-developed Condition Unit Runoff Ratio OMA Area (ac) Orifice Flow· %Q2 Orifice Area
Name Soil Type Slope (cfs/ac) (cfs) (in1)
OMA 1 • Impervious Oceanside 0 Flat 0.571 0.452 0.026 0.37
OMA 1 -Pervious Oceanside D Flat 0.571 0.107 0.006 0.09
3.75 0.032 0.45 0.76
Max Tot. Allowable Max Tot. Allowable Max Orifice Max Orifice Head Orifice Flow Orifice Area Diameter
(feet) (cfs) (in2) (in)
0.029 0.031 0.44 0.750
Average outflow during Max Orifice Outflow Actual Orifice Area Selected
surface drawdown Orifice Diameter
(cfs) (cfs) (in1) (in)
Drawdown (Hrs) 14.7
BMP Sizing Spreadsheet V3.1
Project Name: lonis. Lots 21 and 22 Hydrologic Unit· Carlsbad 904
Project Applicant: M8I Rain GauRe: Oceanside
Jurisdiction: Citv of Carlsbad Total Project Area: 353,266
Parcel (APN): 0 low Flow Threshold: 0.10;!
BMPName: STORAGE VAUlT 1 BMP Type: Cistern
BMP Native Soll Type: N/A -Impervious Uner BMP lnfiilratiort A.ate (In/hr): NA
Areas Draining to BMP HMP Siting Factors Minimum BMP Size
Area wetgntea nunorr
OMA Pre Project Soll Post Project Factor Volume Volume (Cf)
Name Area (sf) Type Pre-.Project Slope Surface Type (Table G.2-1)'
OMA 2 & OMA 3 • Impervious 50,466 0 flat Mixed 1.00 0.12 6056
OMA 2 & OMA 3 -Pervlous 10,080 0 flat Mixed 0.10 0.12 121
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
SMP Tributary Area 60,546 Mmimum BMP Size 6177
Proposed 8MP sI,e• 8352 • As.sumes standard configuration
Standard Cistern Oepth !Overflow Elevatlon) 3.S ft
Provided Cistern Depth (Overflow Elevation) 8.0 ft
Minimum FteQulred Cistern Footprint) 772 CF
Notes:
1. Runoff factors which are used for hydromodifkat1on management flow control (Table G.2~1) are different from the runoff factors used for pollutant control BMP sizing fl able 8.1·1). Table references are taken from the San Diego Region Model BMP Design Mariual, May
Describe the BMP's fn sufficient detall In your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints or the site.
BMP's must be adapted and app!.ed to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
This SMP Sizing Spread.sheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located.
BMP SlzlnR Spreadsheet V3.l
Proje-ct Name: lonis lots 21 and 22 Hydrologic Unit: Carlsbad 904
Project Applicant: MBI Rain Gauae: Oceanside
Jurisdiction: Citv of C..rlsbad Total Proiect Area: 353,266
Parcel IAPN): 0 Low Flow Threshold: 0.1Q2
BMP Name: BIOFllTRATION BASIN 2 BMPType: Bl<>filtratlon
BMP Native Soil Type: N/A -Impervious liner BMP lnfiltr.1tion Rate {in/hr): N/A
Areas Draining to BMP HMP Sizing factors Minimum BMP Size
Area weigntea Ku non
OMA Pre Project Soil Post Project Factor Surface Area Surface Area (SF)
Name Area (sf) Type Pre-Project Slope Surface Type (Table G.2·1)'
OMA 4 -Impervious 28,973 D Flat Mixed 1.00 0.07 2028
OMA 4 -Pervious 8,245 D Flat Mil<ed 0.10 0.07 58
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
BMP Tributary Area 37,219 Minimum SMP Slze 2086
Proposed BMP Size' 2160 I• Assumes stand.ard configuration
Surface Ponding Oepth ii.oo in
Bioretention Soil Media Depth 18.00 in
Filter Coarse 6.00 in
Gravel Storage Layer Depth 12 in
Underdrain Offset 3.0 In
Notes: 21
1. Runoff factors which are used for hydromodification management flow control (Table G.2•1} are different from the runoff factors used for pollutant conuol BMP sizing (Table 8.1~1}. Table references are taken from the San Diego Region Model BMP Oe~iRn Mam
Describe the BMP's in sufficient detail in your POP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.
BMP's must be adapted and applied to the conditions specific to the development project such a, unstable slopes or the lack of available head.
Designated Staff have final review and approval authonty over the project design.
This BMP Sizing Spreadsheet has been updated in conformance wlth the San Diego Region Model BMP Design Manual, May 2018. For Questions or concerns please contact the jurisdiction in which your project is located.
BMP Sizing Spreadsheet V3.1
Project Name: lonis lots 21 and 22 Hydrologic Unit: Carlsbad 904
Project Applicant: MB! Rain Gauge: Oceanside
Jurisdiction: City of Carlsbad Total Project Area: 353,266
Parcel (APN): 0 Low Flow Threshold: 0.1Q2
BMP Name BIOFILTRATION BASIN 2 BMPType: Biofiltration
DMA Rain Gauge Pre-developed Condition Unit Runoff Ratio DMA Area (ac) Orifice Flow -%Q2 Orifice Area
Name Soil Type Slope (cfs/ac) (cfs) (in2)
OMA 4 - Impervious Oceanside D Flat 0.571 0.665 O.D38 0.54
OMA 4 -Pervious Oceanside D Flat 0.571 0.189 0.011 0.15
3.75 0.049 0.70 0.94
Ma,c Tot. Allowable Max Tot. Allowable Ma,c Orifice Max Orifice Head Orifice Flow Orifice Area Diameter
(feet) (cfs) (in2) (in)
0.029 0.031 0.44 0.750
Average outflow during Max Orifice Outflow Actual Orifice Area Selected
surface drawdown Orifice Diameter
(cfs) (cfs) (in2) (in)
Drawdown (Hrs) 20.8
8MP Sizing Spreadsheet V 3.1
Project Name: lonis lots 21 and 22 Hydrologic Unit: Carlsbad 904
Project Applicant: MBI Rain Gauge: Oceanside
Uurisdiction: City of Carlsbad Total Project Area: 353,266
ParcellAPNl: 0 Low Flow Threshold: O.lQZ
BMP Name: BIOFILTRATION BASIN 4 8MPType: 8iofiltratlon
BMP Native Soil Type: N/A • Impervious Liner BMP Infiltration Rate lin/hrl: N/A
Areas Draining to SMP HMP Sizing Factors Minimum 8MP Size
Area Weighted Runott
OMA Pre Project Soll Post Project Factor Surface Area Surface Area {SF)
Name Area {sf) Type Pre-Project Slope Surf ace Type [Table G.2·1)1
OMA S -Impervious 26,043 0 Flat Mixed 1.00 0.07 1823
OMA 5 • Pervlous 7,529 0 Flat Mixed 0.10 0.07 53
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
BMP Tributary Area 33,572 Minimum SMP Size 1876
Proposed BMP Size• 1876 "'Assumes standard configuration
Surface Ponding Depth 12.00 in
Bioretention Soil Media Depth 18.00 in
Filter Coarse 6.00 in
Gravel Storage layer Depth 12 In
Underdraln Offset 3.0 in
Notes:
l . Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table 8.1-1). Table references are taken from the San Diego Re8iOn Model BMP Design Man1.
Describe the BMP's in sufficient detail in your POP SWQMP to demonstrate the area, volume, and other crTterla can be met wfthln the constraints of the site.
BM P's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the project design.
This BMP Sizing Spreadsheet has been updated in confo,mance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located.
BMP Sizing Spreadsheet V3.1
Project Name: lonis Lots 21 and 22 Hydrologic Unit: Carlsbad 904
Project Applicant: MBI Rain Gauge: Oceanside
Jurisdiction: City of Carlsbad Total Project Area: 353,266
Parcel (APN): 0 Low Flow Threshold: 0.1Q2
BMP Name BIOFILTRATION BASIN 4 BMPType: Biofiltration
DMA Rain Gauge Pre-developed Condition Unit Runoff Ratio DMA Area (ac) Orifice Flow -%Q2 Orifice Area
Name Soil Type Slope (cfs/ac) (cfs) (in2)
DMA 5 -Impervious Oceanside D Flat 0.571 0.598 0.034 0.49
DMA 5 -Pervious Oceanside D Flat 0.571 0.173 0.010 0.14
3.75 0.044 0.63 0.89
Max Tot. Allowable Max Tot. Allowable Max Orifice Max Orifice Head Orifice Flow Orifice Area Diameter
(feet) (cfs) (in2) (in)
0.029 0.031 0.44 0.750
Average outflow during Max Orifice Outflow Actual Orifice Area Selected
surface drawdown Orifice Diameter
(cfs) (cfs) (in2) (in)
Orawdown (Hrs) 18.1
BMP Sizing Spreadsheet V3.l
Pro1ect Name: lonts Lots 21 and 22 H"'drolo12ic Unit: Carlsbad 904
Proiect Applicant: MBI Rain Gauae: Oceanside
Jurisdiction: Citv of Carlsbad Total Project Area: 353,266
ParcellAPN): 0 Low Flow Threshold: 0,1Q2
BMP Name: BIOFILTRATION BASIN 3 BMPType: Biofiltration
BMP Native Soll Type: N/A -Impervious Uner BMP lnfiltrat~on Rate jin/hr): N/A
Areas Draining to BMP HMP Sizing factors Minimum BMP Size
Area WeIg11tea fWnon
OMA Pre Project Soll Post Project Factor Surface Area Surface Area (Sf)
Name Area {sf} Type Pre-Project Slope Surface Type [Table G.2-1)1
OMA 6 • Impervious 21,338 0 Flat Mixed 1.00 0.07 1494
OMA 6 • Pervious 8,614 0 flat Mfxed 0.10 0.07 60
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
BMP Tributary Area 29,952 Minimum BMP Size 1554
Proposed BMP Size• 1671 • Assumes standard configuration
Surface Ponding Depth 12.00 in
Bloretention Soll Media Depth 18.00 in
Filter Coarse 6.00 in
Gravel Storage Layer Depth 12 in
Underdrain Offset 3.0 In
Ngtes.
1. Runoff factors which are used for hydromodlficatlon management flow control (Table G.2~1) are drfferent from the runoff factors used for pollutant control BMP stZing (Table B. l-1). Table references are taken from the San Diego Region Model BMP Design Mant
Describe the BMP's ,n sufficient detail In your POP SWQMP to demonstrate the area. volume, and other criteria can be met within the constraints of the sfte.
BMP's must be adapted and applied to the conditions specific to the development pro1ect sl.J('.h as unstable slopes or the fack of avallabfe head.
Designated Staff have final review and approval authority over the project design.
This BMP Sizing Spread.sheet ha.s been updated in conformance with the San Diego Region Model BMP Oi!sign Manua11 May 2018. For questions or concerns please contact the jurisdiction in which your project rs located.
BMP Sizing Spreadsheet V3.1
Project Name: lonis Lots 21 and 22 Hydrologic Unit: Carlsbad 904
Project Applicant: MBI Rain Gauge: Oceanside
Jurisdiction: City of Carlsbad Total Project Area: 3S3,266
Parcel (APN): 0 Low Flow Threshold: 0.1Q2
BMP Name BIOFILTRATION BASIN 3 BMPType: Biofiltration
DMA Rain Gauge Pre-developed Condition Unit Runoff Ratio OMA Area (ac) Orifice Flow -%Q2 Orifice Area
Name Soil Type Slope (cfs/ac) (cfs) (in2)
OMA 6 -Impervious Oceanside 0 Flat 0.571 0.490 O.Q28 0.40
OMA 6 • Pervious Oceanside 0 Flat 0.571 0.198 0.011 0.16
3.75 0.039 0.56 0.84
Max Tot. Allowable Max Tot. Allowable Max Orifice Max Orifice Head Orifice Flow Orifice Area Diameter
(feet) (cfs) (in2) (in)
0.029 0.031 0.44 0.750
Average outflow during Max Orifice Outflow Actual Orifice Area Selected
surface drawdown Orifice Diameter
(cfs) (cfs) (in2) (in)
Drawdown (Hrs) 16.1
BMP Sizing Spreadsheet V3.1
Pr'OJect Name: lonls Lots 21 and 22 Hydrolog1c Urnt: Carlsbad 904
Project Applicant: M81 Rain Gauge: Oceanside
Jurisdiction: City of Carlsbad Total Project Area: 353,266
Parcel (APN): 0 low Flow Threshold: 0.1Q2
8MP Name: STORAGE VAULT 2 BMP Type: Clstem
BMP Native Soil Type: N/A • lmper,,,ous liner BMP tnfiltratlon Rate {rn/hir): NA
Areas Draining to BMP HMP Sizing Factors Mlnimum BMP Site
Area we1gntea Kunon
DMA Pre Project Soil Post Project Factor Volume Volume (CF)
Name Area (sf) Type Pre•Project Slope Surface Type (TableG 2-1)1
DMA 8 & DMA 9 -Impervious 66,917 D Flat Mixed 1.00 0.12 8030
DMA B & DMA 9 • Perv,ous 23,533 D Flat Mlxed 0.10 0.12 282
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
BMP Tributary Area 90,450 Minimum 8MP Size 8312
Proposed 8MP Size• 8600 .. Assumes standard configuration
Standard Cistern Depth (OVerflow Elevation) 3.S ft
Provided Cistern Depth {Overflow Elevation) 8.0 ft
Minimum Required Cistern Footprint) 1039 Cf
t:!£W;
1. Runoff factors which are used for hydro modification management flow control ff able G.2·1) are different from the runoff faaors used for pollutant control BMP sizing (Table 8.1-1). Table references are taken from the San Diego Region Model BMP Design Manua
De.scribe the BMP's in sufficient detail in your POP SWQMP to demonstrat~ lhe atea, volume, and other critena c-an be met withm the constramt.s of the site.
BMP's must be adapted and applled to the condi1ions specific to the development project such as unstable slopes or the lack of available head.
Designated Staff have final review and approval authority over the pro,ect design.
This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Reg"ion Model BMP Design Manual, May 2018. For questtons or concerns please contact the Jurisdiction in which your project is located.
lonis -Lots 21 and 22
Storage Vault 1
Input WQ Volume:
••• Input Factor: ~ /'C
WQ Ponding Depth· ~
Note Find out the elevation value in
relation to required HMP volume
volume (cf) depth area (auto)
0 i....,h.,.. •-• -.-.i; ... --~
51 0.05 1024
102 0.10 1024
154 0.15 1024
205 0.20 1024
256 0.25 1024
307 0.30 1024
358 0.35 1024
410 0.40 1024
461 0.45 1024
512 0.50 1024
563 0.55 1024
614 0.60 1024
666 0.65 1024
717 0.70 1024
768 0.75 1024
819 0.80 1024
870 0.85 1024
922 0.90 1024
973 0.95 ';..'.. ~ 1024 ,· -. .,.. -~ .
1075 1.05 1024
1126 1.10 1024
1178 1.15 1024
1229 1.20 1024
1280 1.25 1024
1331 1.30 1024
1382 1.35 1024
1434 1.40 1024
1485 1.45 1024
1536 1.50 1024
1587 1.55 1024
1638 1.60 1024
1690 1.65 1024
1741 1.70 1024
1792 1.75 1024
1843 1.80 1024
1894 1.85 1024
1946 1.90 1024
1997 1.95 1024
2048 ~~--·r-~ ~ 2099 2.05 1024
2150 2.10 1024
2202 2.15 1024
2253 2.20 1024
2304 2.25 1024
2355 2.30 1024
2406 2.35 1024
2458 2.40 1024
2509 2.45 1024
2560 2.50 1024
2611 2.55 1024
2662 2.60 1024
2714 2.65 1024
2765 2.70 1024
2816 2.75 1024
2867 2.80 1024
2918 2.85 1024
2970 2.90 1024
3021 2.95 1024
3072 \3'.tlll(• ... • -, .-. •--.
3123 3.05 1024
3174 3.10 1024
3226 3.15 1024
3277 3.20 1024
3328 3.25 1024
3379 3.30 1024
3430 3.35 1024
3482 3.40 1024
3533 3.45 1024
3584 3.50 1024
3635 3.55 1024
3686 3.60 1024
3738 3.65 1024
3789 3.70 1024
3840 3.75 1024
3891 3.80 1024
3942 3.85 1024
3994 3.90 1024
4045 3.95 1024
4096 ~•~-,,. ~r , .. ,_ '.
4147 4.05 1024
4198 4.10 1024
4250 4.15 1024
4301 4.20 1024
4352 4.25 1024
4403 4.30 1024
4454 4.35 1024
4506 4.40 1024
4557 4.45 1024
4608 4.50 1024
4659 4.55 1024
4710 4.60 1024
4762 4.65 1024
4813 4.70 1024
4864 4.75 1024
4915 4.80 1024
4966 4.85 1024
5018 4.90 1024
5069 4.95 1024
5120 .. ,:;; ··-•.·, 'i lt.111~ 5171 5.05 , .....
5222 5.10 1024
5274 5.15 1024
5325 5.20 1024
5376 5.25 1024
5427 5.30 1024
5478 5.35 1024
5530 5.40 1024
5581 5.45 1024
5632 5.50 1024
5683 555 1024
5734 5.60 1024
5786 5.65 1024
5837 5.70 1024
5888 5.75 1024
5939 5.80 1024
5990 5.85 1024
6042 5.90 1024
6093 5.95 1024
6144 6.00 .._. ..
6195 6.05 1024
6246 6.10 1024
6298 6.15 1024
6349 6.20 1024
6400 6.25 1024
6451 6.30 1024
6502 6.35 1024
6554 6.40 1024
6605 6.45 1024
6656 6.50 1024
6707 6.55 1024
6758 6.60 1024
6810 6.65 1024
6861 6.70 1024
6912 6.75 1024
6963 6.80 1024
7014 6.85 1024
7066 6.90 1024
7117 6.95 1024
7168 7.00 ~.,.,... ,.
7219 7.05 1024
7270 7.10 1024
7322 7.15 1024
7373 7.20 1024
7424 7.25 1024
7475 7.30 1024
7526 7.35 1024
7578 7.40 1024
7629 7.45 1024
7680 7.50 1024
7731 7.55 1024
7782 7.60 1024
7834 7.65 1024
7885 7.70 1024
7936 7.75 1024
7987 7.80 1024
8038 7.85 1024
8090 7.90 1024
8141 7.95 1024
8192 8.00 ~
4.05 4909 820 6.60 0 70 0.00 0.05 40,494.50 O.OS2 0.00 0.00 0.000 o.oo 0.00 0.000 0.00 0.00 0.000 0.000 0.052
4.10 49.70 8.40 6.80 0.80 0.00 o.os 43111,31 0.053 000 0,00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.053
4,1S 5030 8.60 7.00 0.90 o.oo 005 45861.75, 0.053 000 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0,000 o.os,
4.20 50,91 8.l!O 7.20 LOO 0.00 o.os 48'7S0.6S 0.053 000 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 oos, .,, 51..51 9.00 7.40 1.10 0.00 0.05 S1783.2S D.OSd 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0,000 0.054
4,30 52.11 9.20 7.60 1.20 0,00 0.05 S-4964.84 0.OS4 0.00 0.00 0.000 o.oo 0.00 0.000 0,00 0.00 0.000 0.000 0.054
4.35 52.73 9.40 7.80 1.30 0.00 0,05 58300.SS 0.(64 0.00 0.00 0.000 0,00 0.00 0.000 0.00 0.00 0.000 0.000 0.054
4.40 S3.3.3 9.60 8.00 l40 0.00 0.05 61796.81 o.os, 0.00 0.00 0000 0.00 o.oo 0.000 0.00 0.00 0.000 0.000 o.oss
4.4S Sl.94 9.80 8.20 1.50 0.00 o.os 6-54S8.41 o.oss 0,00 0.00 0.000 0.00 o.oo 0.000 0.00 0.00 0.000 0.000 o.oss
•.50 5'5S 1000 S.40 1.60 0.00 0.0& ,9291.48 o.oss o.oo 0.00 0000 000 0.00 0.000 0.00 0.00 0.000 0.000 o.oss
4.SS S5.15 10.20 3.60 1.70 0.00 0.06 73301-~ O.OSti o.oo o.oo 0,000 0,00 o.oo 0,000 0,00 0.00 0.000 0.000 0.0S6
4.60 ss 76 10.40 8.80 1.80 0.00 0.06 7749:).92 0.OSti 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.056
4.6S S6.36 10.60 900 1,90 0.00 0.06 su~.60 0.056 o.oo o.oo 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.OS6
4,70 !>6.97 10.80 9.20 2.00 0.00 0.06 864$9.36 O.OSti o.oo 0.00 0,000 0,00 0.00 0.000 0.00 0.00 0.000 0.000 0056
4.7' 5758 11.00 9.40 2.10 0.00 0.06 9D41 70 0.057 0,00 0.00 0.000 0,00 0.00 0.000 0,00 0.00 0.000 0.000 0.057
4,80 58.18 11 20 9.60 2.20 0.00 0.06 .. ,33.26 0.057 o.oo o.oo 0.000 0,00 0.00 0.000 0.00 0.00 0.000 0.000 0.057
4.SS !>8.79 1140 9.80 2.30 0.00 0.06 101440.83 0.057 0.00 000 0,000 0,00 0.00 0,000 0.00 0.00 0.000 0.000 0.057
4.90 5,9.39 11.60 10.00 2.40 0.00 0.06 106871.)S o.ose o.oo o.oo 0.000 o.oo 0.00 0.000 0,00 0.00 0.000 0.000 0.058
4.95 60.00 11.80 10.20 2.S0 0.00 0.06 112531.89 o.ose 0.00 0.00 0.000 0,00 0.00 0000 0.00 0.00 0000 0000 o.osa s.oo 60.61 12')() 1040 2.60 0.00 0.06 UM29.69 o.ose 000 0,00 0.000 0,00 0.00 0.000 0,00 o.oo 0.000 0.000 o.ose
WQ VOLUME DRAWDOWN TIME
Vault 1 Drawdown (WQ) ~ 6.05 ft~ 46.1
Elevation QAVG (CFS) J.Vn,n,1 (CF) 1T(HR) Total T
0.00 0.001 51.2 0.00 0.00
0.05 0.004 51.2 0.00 0.00
0.10 0.007 51.2 0.00 0.00
0.15 0.010 51.2 1.49 0.00
0.20 0.011 51.2 1.27 1.49
0.25 0.013 51.2 1.13 2.76
0.30 0.014 51.2 1.02 3.89
0.35 0.015 51.2 0.94 4.91
0.40 0.016 51.2 0.88 5.85
0.45 0.017 51.2 0.83 6.73
0.50 0.018 51.2 0.78 7.56
0.55 0.019 51.2 0.74 8.34
0.60 0.020 51.2 0.71 9.08
0.65 0.021 51.2 0.68 9.79
0.70 0.022 51.2 0.66 10.48
0.75 0.022 51.2 0.63 11.13
0.80 0.023 51.2 0.61 11.77
0.85 0.024 51.2 0.60 12.38
0.90 0.025 51.2 0.58 12.98
0.95 0.025 51.2 0.56 13.56
LOO 0.026 51.2 0.55 14.12
1.05 0.027 51.2 0.53 14.67
1.10 0.027 51.2 0.52 15.20
1.15 0.028 51.2 0.51 15.72
1.20 0.028 51.2 0.50 16.23
1.25 0.029 51.2 0.49 16.73
1.30 0.030 51.2 0.48 17.22
1.35 0.030 51.2 0.47 17.70
1.40 0.031 51.2 0.46 18.17
1.45 0.031 51.2 0.45 18.63
1.50 0.032 51.2 0.45 19.09
1.55 0.032 51.2 0.44 19.53
1.60 0.033 51.2 0.43 19.97
1.65 0.033 51.2 0.43 20.40
1.70 0.034 51.2 0.42 20.83
1.75 0.034 51.2 0.41 21.25
1.80 0.035 51.2 0.41 21.66
1.85 0.035 51.2 0.40 22.07
1.90 0.036 51.2 0.40 22.47
1.95 0.036 51.2 0.39 22.87
2.00 0.037 51.2 0.39 23.26
2.05 0.037 51.2 0.38 23.64
2.10 0.038 51.2 0.38 24.02
2.15 0.038 51.2 0.37 24.40
2.20 0.039 51.2 0.37 24.77
2.25 0.039 51.2 0.36 25.14
2.30 0.040 51.2 0.36 25.50
2.35 0.040 51.2 0.36 25.86
2.40 0.040 51.2 0.35 26.22
2.45 0.041 51.2 0.35 26.57
WQ VOLUME DRAWDOWN TIME
2.50 0.041 51.2 0.34 26.92
2.55 0.042 51.2 0.34 27.26
2.60 0.042 51.2 0.34 27.61
2.65 0.042 51.2 0.33 27.94
2.70 0.043 51.2 0.33 28.28
2.75 0.043 51.2 0.33 28.61
2.80 0.044 51.2 0.33 28.94
2.85 0.044 51.2 0.32 29.27
2.90 0.044 51.2 0.32 29.59
2.95 0.045 51.2 0.32 29.91
3.00 0.045 51.2 0.31 30.23
3.05 0.046 51.2 0.31 30.54
3.10 0.046 51.2 0.31 30.85
3.15 0.046 51.2 0.31 31.16
3.20 0.047 51.2 0.30 31.47
3.25 0.047 51.2 0.30 31.77
3.30 0.047 51.2 0.30 32.08
3.35 0.048 51.2 0.30 32.38
3.40 0.048 51.2 0.30 32.67
3.45 0.048 51.2 0.29 32.97
3.50 0.049 51.2 0.29 33.26
3.55 0.049 51.2 0.29 33.55
3.60 0.050 51.2 0.29 33.84
3.65 0.050 51.2 0.29 34.13
3.70 0.050 51.2 0.28 34.41
3.75 0.051 51.2 0.28 34.70
3.80 0.051 51.2 0.28 34.98
3.85 0.051 51.2 0.28 35.26
3.90 0.052 51.2 0.28 35.54
3.95 0.052 51.2 0.27 35.81
4.00 0.052 51.2 0.27 36.09
4.05 0.053 51.2 0.27 36.36
4.10 0.053 51.2 0.27 36.63
4.15 0.053 51.2 0.27 36.90
4.20 0.054 51.2 0.27 37.16
4.25 0.054 51.2 0.26 37.43
4.30 0.054 51.2 0.26 37.69
4.35 0.054 51.2 0.26 37.96
4.40 0.055 51.2 0.26 38.22
4.45 0.055 51.2 0.26 38.48
4.50 0.055 51.2 0.26 38.74
4.55 0.056 51.2 0.26 38.99
4.60 0.056 51.2 0.25 39.25
4.65 0.056 51.2 0.25 39.50
4.70 0.057 51.2 0.25 39.75
4.75 0.057 51.2 0.25 40.01
4.80 0.057 51.2 0.25 40.26
4.85 0.058 51.2 0.25 40.50
4.90 0.058 51.2 0.25 40.75
4.95 0.058 51.2 0.24 41.00
5.00 0.058 51.2 0.24 41.24
4620 -. • ._,,,.. ~• L' ,...,
4697 3.05 1540
4774 3.10 1540
4851 3.15 1540
4928 3.20 1540
5005 3.25 1540
5082 3.30 1540
5159 3.35 1540
5236 3.40 1540
5313 3.45 1540
5390 3.50 1540
5467 3.55 1540
5544 3.60 1540
5621 3.65 1540
5698 3.70 1540
5775 3.75 1540
5852 3,80 1540
5929 3,85 1540
6006 3,90 1540
6083 3.95 1540
6160 .. ·,,.,.. ' i ~~
6237 4.05 1540
6314 4.10 1540
6391 4.15 1540
6468 4.20 1540
6545 4.25 1540
6622 4.30 1540
6699 4.35 1540
6776 4.40 1540
6853 4.45 1540
6930 4.50 1540
7007 4.55 1540
7084 4.60 1540
7161 4.65 1540
7238 4.70 1540
7315 4.75 1540
7392 4.80 1540
7469 4.85 1540
7546 4.90 1540
7623 4.95 1540
7700 ',I"~'!:~ ----7777 5.05
7854 5.10 1540
7931 5.15 1540
8008 5.20 1540
8085 5.25 1540
8162 5.30 1540
8239 5.35 1540
8316 5.40 1540
8393 5.45 1540
8470 5.50 1540
8547 5.55 1540
8624 5.60 1540
8701 5.65 1540
8778 5.70 1540
8855 5.75 1540
8932 5.80 1540
9009 5.85 1540
9086 5,90 1540
9163 5.95 1540
9240 6.00 :•• ·--
9317 6.05 1540
9394 6.10 1540
9471 6.15 1540
9548 6.20 1540
9625 6.25 1540
9702 6.30 1540
9779 6.35 1540
9856 6,40 1540
9933 6.45 1540
10010 6.50 1540
10087 6.55 1540
10164 6.60 1540
10241 6.65 1540
10318 6.70 1540
10395 6.75 1540
10472 6.80 1540
10549 6.85 1540
10626 6.90 1540
10703 6.95 1540
10780 7.00 I"~~• -·:..
10857 7.05 1540
10934 7.10 1540
11011 7.15 1540
11088 7.20 1540
11165 7.25 1540
11242 7.30 1540
11319 7.35 1540
11396 7.40 1540
11473 7.45 1540
11550 7.50 1540
11627 7.55 1540
11704 7.60 1540
11781 7,65 1540
11858 7.70 1540
11935 7.75 1540
U012 7.80 1540
12089 7.85 1540
12166 7.90 1540
12243 7.95 1540
12320 8.00 ~E 12397 8.05
12474 8.10 1540
12551 8.15 1540
12628 8.20 1540
12705 8.25 1540
12782 8.30 1540
12859 8.35 1540
12936 8.40 1540
13013 8.45 1540
13090 8.50 1540
13167 8.55 1540
13244 8.60 1540
13321 8.65 1540
13398 8.70 1540
13475 8.75 1540
13552 8.80 1540
13629 8.85 1540
13706 8.90 1540
13783 8,95 1540
13860 9.00 1540
13937 9.05 Mti 14014 9.10
14091 9.15 1540
14168 9.20 1540
14245 9.25 1540
14322 9.30 1540
14399 9.35 1540
14476 9.40 1540
14553 9.45 1540
14630 9.50 1540
14707 9.55 1540
14784 9.60 .,.~,
14861 9.65 1540
14938 9.70 1540
15015 9.75 -· 15092 9.80 1540
15169 9.85 1540
15246 9.90 1540
15323 9.95 1540
15400 10.00 1540
3.90 39 00 7.60 6.00 0,40 0.00 0.08 20167.46 0.07S 0.00 0.00 0000 0.00 0.00 0.000 0.00 000 0.000 0.000 0.075
3.9S 39.SO 7.80 6.20 o.so 0.00 0.08 11530.81 0.076 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.076 •.oo 40.00 8.00 6.40 0.60 000 0.08 22966.86 0()76 000 0.00 0.000 0.00 0.00 0.000 o.oo 0.00 0.000 0.000 0076
4.0S 40 SO 8.20 6.60 0.70 0.00 0.08 244?8.4S 0.077 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0077
4.10 41,00 8.40 6.80 0.80 0.00 0.08 26068.Sl 0.077 0.00 0.00 0.000 0.00 0.00 0.000 000 0.00 0.000 0.000 0.077
4.lS 41 SO 8.60 7.00 0.90 0.00 0.08 21740.12 0.078 000 0.00 0.000 0.00 0.00 0.000 000 0.00 0.000 0.000 0.078
4.20 4200 8.80 7.20 1.00 0.00 0.08 29496.31 0.078 000 0.00 0.000 o.oo 0.00 0.000 0.00 0.00 0.000 0.000 0.078
4.25 42.SO 9.00 7.40 l-10 0.00 0.08 31340.26 0.079 000 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.079
4.30 4300 9.20 7.60 1.20 0.00 0.08 33275.22 0.079 0.00 0.00 0.000 000 000 0 000 000 0.00 0.000 0.000 0.079
43S 43 SO 9.40 7 80 1.30 0.00 0.08 35l04.Sl 0.080 000 0.00 0.000 0.00 000 0.000 000 0.00 0.000 0.000 0.080
d.40 4. 00 9.60 B.00 1.40 0.00 0.08 3'143LS7 0.080 000 0.00 0.000 0.00 0.00 0 000 0.00 0.00 0.000 0,000 0.080 ,t.45 ••.so 9.80 8 20 1.50 0.00 0.08 396S9.84 0.081 0.00 0.00 0,000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.081
'-SO ,soo 10.00 8 40 1.60 0,00 008 '199291 0.081 0.00 0.00 0.000 0.00 0.00 0.000 0.00 000 0 000 0.000 0.081
4.SS 4S SO 10.20 8.60 1.70 0.00 0.08 44434.43 0.082 0.00 0.-00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.082
4 60 •• 00 10.40 8.80 L.80 0.00 0.08 46988.14 0.081 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0000 0081
4.65 46.50 10.60 9.00 1.90 0.00 0.08 496S7.85 0.082 0.00 0.00 0.000 0.00 000 0.000 0.00 0.00 0.000 0.000 0.082 4,70 41.00 to.BO 9.lO 2.00 0.00 0.08 52447.46 0.083 000 000 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.083
4.75 47.SO 11.00 9,40 2.10 0.00 0.08 55360.98 0.083 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.083
4 80 48.00 11.20 9.60 uo 0.00 008 58402.47 0.084 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0,000 0.000 0.084
4.85 48.50 11.40 9.80 2.30 0.00 0.08 61576.11 0.084 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.084
4 90 49.00 11.60 10.00 2.40 o.oo 0.08 64886.17 0.085 000 0.00 0000 0.00 0.00 0.000 0.00 0.00 0.000 0.000 0.085 4.95 49.50 tl.80 10.20 2.50 0.00 0.09 68Jl6.97 0.085 0.00 0.00 0.000 0.00 0.00 0.000 0,00 0.00 0.000 0.000 008~
~-00 50.00 12.00 )0.40 260 0.00 0.09 719l2,97 0.066 0.00 o.oo 0000 0.00 0.00 0.000 0.00 0.00 0,000 0.000 0.086
WQ VOLUME DRAWDOWN TIME
Vault 2 Drawdown fWg.)@ 5.40 ft -44.4
Elevation O,,,vG (CFS) j,Vn,n+l (CF) 1T(HR) Total T
0.00 0.001 77.0 0.00 0.00
0.05 0.005 77.0 0.00 0.00
0.10 0.010 77.0 0.00 0.00
0.15 0.014 77.0 1.58 0.00
0.20 0.016 77.0 1.33 1.58
0.25 0.018 77.0 1.17 2.91
0.30 0.020 77.0 1.06 4.09
0.35 0.022 77.0 0.98 5.15
0.40 0.024 77.0 0.91 6.13
0.45 0.025 77.0 0.85 7.04
0.50 0.026 77.0 0.81 7.89
0.55 0.028 77.0 0.77 8.70
0.60 0.029 77.0 0.73 9.47
0.65 0.030 77.0 0.70 10.20
0.70 0.032 77.0 0.68 10.90
0.75 0.033 77.0 0.65 11.58
0.80 0.034 77.0 0.63 12.23
0.85 0.035 77.0 0.61 12.87
0.90 0.036 77.0 0.59 13.48
0.95 0.037 77.0 0.58 14.07
1.00 0.038 77.0 0.56 14.65
1.05 0.039 77.0 0.55 15.22
1.10 0.040 77.0 0.54 15.77
1.15 0.041 77.0 0.52 16.30
1.20 0.042 77.0 0.51 16.83
1.25 0.043 77.0 0.50 17.34
1.30 0.043 77.0 0.49 17.84
1.35 0.044 77.0 0.48 18.34
1.40 0.045 77.0 0.47 18.82
1.45 0.046 77.0 0.47 19.29
1.50 0.047 77.0 0.46 19.76
1.55 0.047 77.0 0.45 20.22
1.60 0.048 77.0 0.44 20.67
1.65 0.049 77.0 0.44 21.11
1.70 0.050 77.0 0.43 21.55
1.75 0.050 77.0 0.42 21.98
1.80 0.051 77.0 0.42 22.40
1.85 0.052 77.0 0.41 22.82
1.90 0.053 77.0 0.41 23.23
1.95 0.053 77.0 0.40 23.64
2.00 0.054 77.0 0.40 24.04
2.05 0.055 77.0 0.39 24.43
2.10 0.055 77.0 0.39 24.82
2.15 0.056 77.0 0.38 25.21
2.20 0.057 77.0 0.38 25.59
2.25 0.057 77.0 0.37 25.97
2.30 0.058 77.0 0.37 26.34
2.35 0.059 77.0 0.36 26.71
2.40 0.059 77.0 0.36 27.08
2.45 0.060 77.0 0.36 27.44
WQ VOLUME DRAWDOWN TIME
2.50 0.060 77.0 0.35 27.79
2.55 0.061 77.0 0.35 28.15
2.60 0.062 77.0 0.35 28.50
2.65 0.062 77.0 0.34 28.84
2.70 0.063 77.0 0.34 29.19
2.75 0.063 77.0 0.34 29.53
2.80 0.064 77.0 0.33 29.87
2.85 0.065 77.0 0.33 30.20
2.90 0.065 77.0 0.33 30.53
2.95 0.066 77.0 0.33 30.86
3.00 0.066 77.0 0.32 31.18
3.05 0.067 77.0 0.32 31.51
3.10 0.067 77.0 0.32 31.83
3.15 0.068 77.0 0.31 32.14
3.20 0.069 77.0 0.31 32.46
3.25 0.069 77.0 0.31 32.77
3.30 0.070 77.0 0.31 33.08
3.35 0.070 77.0 0.31 33.39
3.40 0.071 77.0 0.30 33.69
3.45 0.071 77.0 0.30 34.00
3.50 0.072 77.0 0.30 34.30
3.55 0.072 77.0 0.30 34.59
3.60 0.073 77.0 0.29 34.89
3.65 0.073 77.0 0.29 35.18
3.70 0.074 77.0 0.29 35.48
3.75 0.074 77.0 0.29 35.77
3.80 0.075 77.0 0.29 36.06
3.85 0.075 77.0 0.28 36.34
3.90 0.076 77.0 0.28 36.63
3.95 0.076 77.0 0.28 36.91
4.00 0.077 77.0 0.28 37.19
4.05 0.077 77.0 0.28 37.47
4.10 0.078 77.0 0.28 37.75
4.15 0.078 77.0 0.27 38.02
4.20 0.079 77.0 0.27 38.30
4.25 0.079 77.0 0.27 38.57
4.30 0.079 77.0 0.27 38.84
4.35 0.080 77.0 0.27 39.11
4.40 0.080 77.0 0.27 39.38
4.45 0.081 77.0 0.26 39.64
4.50 0.081 77.0 0.26 39.91
4.55 0.082 77.0 0.26 40.17
4.60 0.082 77.0 0.26 40.43
4.65 0.083 77.0 0.26 40.69
4.70 0.083 77.0 0.26 40.95
4.75 0.084 77.0 0.26 41.21
4.80 0.084 77.0 0.25 41.46
4.85 0.084 77.0 0.25 41.72
4.90 0.085 77.0 0.25 41.97
4.95 0.085 77.0 0.25 42.22
5.00 0.086 77.0 0.25 42.47
ATTACHMENT 3
Structural BMP Maintenance Information
Use this checklist to ensure the required information has been included in the Structural
BMP Maintenance lnfonnation Attachment:
Preliminary Design/Planning/CEQA level submittal:
Attachment 3 must identify:
Typical maintenance indicators and actions for proposed structural BMP(s) based
on Section 7.7 of the BMP Design Manual
Final Design level submittal:
Attachment 3 must identify:
Specific maintenance indicators and actions for proposed structural BMP(s). This
shall be based on Section 7. 7 of the BMP Design Manual and enhanced to reflect
actual proposed components of the structural BMP(s)
How to access the structural BMP(s) to inspect and perform maintenance
Features that are provided to facilitate inspection (e.g., observation ports,
cleanouts, silt posts, or other features that allow the inspector to view necessary
components of the structural BMP and compare to maintenance thresholds)
Manufacturer and part number for proprietary parts of structural BMP(s) when
applicable
Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level
posts or other markings shall be included in all BMP components that will trap and
store sediment, trash, and/or debris, so that the inspector may determine how full
the BMP is, and the maintenance personnel may determine where the bottom of
the BMP is. If required, posts or other markings shall be indicated and described
on structural BMP plans.)
I i Recommended equipment to perform maintenance
I : When applicable, necessary special training or certification requirements for
inspection and maintenance personnel such as confined space entry or
hazardous waste management
Typical Maintenance Indicators and Actions
BMPs located on the lonis project consist of Biofiltrotion Basins with vegetation and MWS units with
vegetation. Section 7 .7.1, 7.7.4, and 7.7 .5 apply to this project and have been provided below for
reference.
7 .7 .1 Maintenance of Vegetated Infiltration or Filtration BMPs
"Vegetated infiltration or filtration BMPs" are BMPs that include vegetation as a component of the BMP.
Applicable Fact Sheets may include INF-2 (bioretention in Appendix E.9), PR-1 (biofiltration with partial
retention in Appendix E.12), BF-1 (biofiltration) or FT-1 (vegetated swale in Appendix E.16) *. 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 lndicator(s) Maintenance Actions
for¥ "BMPs
Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials,
debris without 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 less 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 Repair/re-seed/re-plant eroded areas and adjust the irrigation
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 corrected by restoring t he 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 Make appropriate corrective measures such as adjusting
used for pretreatment and/or site irrigation system, removing obstructions of debris or invasive
design BMPs vegetation, 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, inspecting/unclogging orifice opening, adjusting irrigation
or biofiltration areas, or flow-system, removing obstructions of debris or invasive
through planter boxes* for longer vegetation, clearing underdrains (where applicable), or
than 96 hours following a storm repairing/replacing clogged or compacted soils.
event**
Obstructed inlet or outlet structure Clear obstructions.
Damage to structural components Repair or replace as applicable.
such as weirs, inlet or outlet
structures
*Vegetated swales and flow-through planter boxes in regards to flow-thru treatment control BMPs
are not options as structural BMPs. Carlsbad has not adopted an Alternative Compliance Program.
**These BMPs typically include a surface ponding layer as part of their function which may take 96
hours to drain following a storm event.
7.7.4 Maintenance of Detention BMPs
"Detention BMPs" includes basins, cisterns, vaults, and underground galleries that are primarily
designed to store runoff for controlled release to downstream systems. For the purpose of the
maintenance discussion, this category does not include an infiltration component (refer to "vegetated
infiltration or filtration BMPs" or "non-vegetated infiltration BMPs" above). Applicable Fact Sheets may
include HU-1 (cistern in Appendix E.7) or FT-4 (extended detention basin in Appendix E.19) *. There are
many possible configurations of above ground and underground detention BMPs, including both
proprietary and non-proprietary systems. 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 7-5. Maintenance Indicators and Actions for Detention BMPs
Typical Maintenance lndlcator(s) Maintenance Actions
for Detention Basins
Poor vegetation establishment Re-seed, re-establish vegetation.
Overgrown vegetation Mow or trim as appropriate.
Erosion due to concentrated Repair/re-seed/re-plant eroded areas and adjust the irrigation
irrigation flow system.
Erosion due to concentrated storm Repair/re-seed/re-plant eroded areas and adjust the irrigation
water runoff flow system.
Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials.
debris
Standing Water Make appropriate corrective measures such as adjusting
irrigation system, removing obstructions of debris or invasive
vegetation, or minor re-grading for proper drainage.
Obstructed inlet or outlet structure Clear obstructions.
Damage to structural components Repair or replace as applicable.
such as weirs, inlet or outlet
structures
7.7.S Maintenance of Trash Capture Devices
Trash capture devices include any device listed in the California Water Board's certified list of Trash
Capture Devices and BMPs. The project civil engineer should refer to the manufacturer's guide for
maintenance indicators and actions.
Table 7-6. Maintenance Indicators and Actions for Trash Captures BMPs
Typical Maintenance lndlcator(s) Maintenance Actions
for Trash Captures BMPs
Accumulation of sediment, litter, or Remove and properly dispose accumulated materials
debris
Obstructed inlet or outlet structure Clear obstructions.
Clogged filter media Remove and properly dispose filter media, and replace with
fresh media.
Damage to components of the Repair or replace as applicable
filtration system
Note: For trash capture BMPs, refer to the manufacturer's maintenance guide