HomeMy WebLinkAboutCT 2018-0008; GRAND JEFFERSON; STORM WATER QUALITY MANGEMENT PLAN; 2020-07-01'(I-)!
No. 80356
y-f-t Exp. 12/31/20
164d Carl
1f'o
CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
PRCLIMIF4ARYLSTORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR
GRAND JEFFERSON
786 GRAND AVENUE
I0
CT 2018-0008 I SDP 2018-0008-'
DWG 523-7A I GR 2020-0010 / Rob) oao- 24
ENGINEER OF WORK:
7/7/20
TYLER G LAWSON, PE #80356
PREPARED FOR:
RINCON REAL ESTATE GROUP
3005 S. EL CAMINO REAL
SAN CLEMENTE, CA 92672
PH: (949) 438-5494
PREPARED BY:
. • •
OCT 29 2020
LAND DEVELO1ENT
ENGINEERING
FE 4SS,o
PASCO, LARET, SUITER & ASSOCIATES
535 N. HWY 101, SUITE A
SOLANA BEACH, CA 92075
PH: (858) 259-8212
DATE:
MARCH 2020
REVISED: MAY 2020
REVISED: JULY 2020
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 la: DMA Exhibit
Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations
Attachment lc: Harvest and Use Feasibility Screening (when applicable)
Attachment I d: Categorization of Infiltration Feasibility Condition (when applicable)
Attachment I e: Pollutant Control BMP Design Worksheets I Calculations
Attachment 2: Backup for PDP Hydromodification Control Measures (EXEMPT)
Attachment 2a: Hydromodification Management Exhibit (Not Included)
Attachment 2b: Management of Critical Coarse Sediment Yield Areas (Not Included)
Attachment 2c: Geomorphic Assessment of Receiving Channels (Not Included)
Attachment 2d: Flow Control Facility Design (Not Included)
Attachment 3: Structural BMP Maintenance Thresholds and Actions
Attachment 4: Single Sheet BMP (SSBMP) Exhibit
CERTIFICATION PAGE
Project Name: The Grand Jefferson
Project ID: DWG 523-7A I GR 2020-0010 (CT 2018-00081 SDP 2018-0008)
I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs
for this project, and that I have exercised responsible charge over the design of the project as
defined in Section 6703 of the Business and Professions Code, and that the design is consistent
with the requirements of the BMP Design Manual, which is based on the requirements of
SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order.
I have read and understand that the City Engineer has adopted minimum requirements for
managing urban runoff, including storm water, from land development activities, as described in
the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability
and accurately reflects the project being proposed and the applicable source control and site
design BMPs proposed to minimize the potentially negative impacts of this project's land
development activities on water quality. I understand and acknowledge that the plan check
review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as
the Engineer in Responsible Charge of design of storm water BMPs for this project, of my
responsibilities for project design.
PE #80356 EXD. 12/31/20
EngineEr o?Work's Signature, PE Number & Expiration Date
Tyler Lawson
Print Name
Pasco, Laret. Suiter & Associates
Company
Aq FESSi01 7/7/20
Date
80356 rn
\ Exp. 12/31/20 )
PROJECT VICINITY MAP
VILIIVI I T !WIW
SCALE iVTS
STORM WATER STANDARDS Development Services C(7city of
Carlsbad QUESTIONNAIRE Land Development Engineering
1635 Faraday Avenue E-34 (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 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
stions, please seek assistance from Land Development Engineering staff.
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: The Grand Jefferson - Grading PROJECT ID: CT201 8-0008
ADDRESS: 786 Grand Avenue, Carlsbad, CA 92008 APN: 203-302-04-00
The project is (check one): 0 New Development IJ Redevelopment
The total proposed disturbed area is: 12.450 ft2 (_0.286 ) acres
The total proposed newly created and/or replaced impervious area is: 11,080 ft2 (_0.254 ) acres
If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the
SWQMP # of the larger development project:
Project ID N/A SWQMP #: N/A
Then, go to Step I and follow the instructions. When completed, sign the form at the end and submit this with your
application to the city.
E-34 Page 1 of 4 REV 02116
STEP I
- TO BE COMPLETED FOR ALL PROJECTS
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 El IN or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)?
If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my
project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant
information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
If you answered "no' to the above question, the project is a 'development project', go to Step 2.
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:
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:
Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas; 13 Designed and constructed to be hydraulically disconnected from paved streets or roads;
Designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets guidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in o 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? fl 191
If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark
the second box stating "my project is EXEMPT from POP ..." 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):
answered "no" to the above questions, your project is not exempt from POP, go to Step 3.
E-34 Page 2of4 REV 04/17
STEP
L, TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS
determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)):
YES NO
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.
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 El 91 more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public
development projects on public or private land.
Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is
a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and El Xl
refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial
Classification (SIC) code 5812).
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 El ISI
development project includes development on any natural slope that is twenty-five percent or greater.
Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is
a land area or facility for the temporary parking or storage of motor vehicles used personally for
business or for commerce.
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 El ZI site? A street, road, highway, freeway or driveway is any paved impervious surface used for the
transportation of automobiles, other vehicles. _trucks, _motorcycles, _and
Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more
of impervious surface collectively over the entire site, and discharges directly to an Environmentally
Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of El Xl
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 commingled with_flows from adjacent lands).*_ESA _(i.e._not
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
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.
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 El El RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily
Traffic (AD T) of 100 or more vehicles per day.
Is your project a new or redevelopment project that results in the disturbance of one or more acres of land El El and are expected to generate pollutants post construction?
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 El IX]
21.203.040) 1
If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment
project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP . .
and complete applicant information.
If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the
second box stating "My project is a 'STANDARD PROJECT'..." and complete applicant information.
E-34 Page 3of4 REV 04/17
STEP 4
TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP)
ONLY
mplete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)):
YES NO
Does the redevelopment project result in the creation or replacement of impervious surface in an amount
of less than 50% of the surface area of the previously existing development? Complete the percent
impervious calculation below:
Existing impervious area (A) = 3,497 sq. ft. 0
Total proposed newly created or replaced impervious area (B) = 11,080 sq. ft.
Percent impervious area created or replaced (B/A)*1 00 = 317 %
If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious
surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ..." and complete
applicant information.
If you answered "no," the structural BMP's required for POP apply to the entire development. Go to step 5, check the
check the first box stating "My project is a PDP ..." and complete applicant information.
STEP 5
CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION
IXI My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must
prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application.
0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT'
stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project
Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project.
te: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations
d exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
O 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: Kevin Dunn Applicant Title: Principal
3/18/20 Applicant Signature: Date:
nvirorimentally sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special
Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and
amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat
Management Plan: and any other equivalent environmentally sensitive areas which have been identified by the City.
This Box for City Use Only
City Concurrence:
YES NO
El 0
By:
Date:
Project ID:
E-34 Page 4of4 REV 04/17
SITE INFORMATION CHECKLIST
Project Summary Information
Project Name The Grand Jefferson
Project ID DWG 523-7A (CT 2018-0008/ SOP 2018-00081
Project Address
786 Grand Avenue
Carlsbad, CA 92008
Assessor's Parcel Number(s) (APN(s)) 203-302-04-00
Project Watershed (Hydrologic Unit) Carlsbad 904.21 (El Salto HSA)
Parcel Area
_0.208 Acres (.8,966 Square Feet)
Existing Impervious Area
(subset of Parcel Area)
0.080 Acres (_3.497 Square Feet)
Area to be disturbed by the project
(Project Area)
0.286 Acres (12.450 Square Feet)
Project Proposed Impervious Area
(subset of Project Area)
0.254 Acres ( 11.080 Square Feet)
Project Proposed Pervious Area
(subset of Project Area)
0.02 Acres ( 1.370 Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
Project.
This may be less than the Parcel Area.
• • Description of Existing Site Conditiofl and Drainage Patterns • : •
Current Status of the Site (select all that apply):
I Existing development
IJ Previously graded but not built out
O Agricultural or other non-impervious use
O Vacant, undeveloped/natural
Description / Additional Information:
Existing Land Cover Includes (select all that apply):
I Vegetative Cover
I Non-Vegetated Pervious Areas
I Impervious Areas
Description / Additional Information:
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
ONRCS Type A
/ NRCS Type B
0 NRCS Type C
ONRCS Type
Approximate Depth to Groundwater (GW):
O GW Depth < 5 feet
05 feet < GW Depth < 10 feet
/ lo feet <GW Depth <20feet
0 GW Depth> 20 feet
Existing Natural Hydrologic Features (select all that apply):
O Watercourses
0 Seeps
o Springs
0 Wetlands
I 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]:
Existing drainage conveyance can be categorized as urban. However, there does not
appear to be any significant drainage infrastructure onsite to convey storm water, and water
travels through the site on the surface by way of sheet flow. Water eventually leaves the site to
the southwest towards Grand Avenue, flowing on the surface and entering the public right-of-
way.
There do not appear to be any existing onsite storm water conveyance systems. Water
eventually leaves the subject property at the southwest corner of the site toward Grand Avenue..
Drainage leaving the site flows on the surface in the existing curb and gutter before public storm
drain infrastructure further downstream eventually intercepts runoff and routes to the Pacific
Ocean.
Offsite runoff is not conveyed through the project site. Existing residential developments
surrounding the property, in addition to Grand Avenue to the south and Jefferson Street to the
east, preclude drainage from entering the site by way of neighboring properties.
Description of Proposed Site Development and Drainage Patterns
Project Description I Proposed Land Use and/or Activities:
The project proposes to demolish all existing onsite structures, clear and grub the site, and
construct 6 new multi-family condominium units and 1 commercial unit along with covered
parking, a shared driveway and other improvements typical of mixed-use development.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
Proposed impervious features onsite include buildings / roof areas, concrete walkways, and
concrete drive aisle
List/describe proposed pervious features of the project (e.g., landscape areas):
Proposed pervious features onsite include landscaping and biofiltration treatment control BMPs
/ planters
Does the project include grading and changes to site topography?
lYes
o No
Description / Additional Information:
Project proposes to precise grade the site along with some changes to onsite topography. The
onsite grading consists of approximately 150 CY of cut and 15 CV of fill, resulting in 135 CY of
export. The proposed roof drain system has been designed to flow to various biofiltration
planters I BMPs located on the upper levels of the building for treatment control and detention.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
I Yes
0 N
Description I Additional Information:
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
I Interior floor drains and elevator shaft sump pumps
-'Interior parking garages
Need for future indoor & structural pest control
ILandscape/Outdoor Pesticide Use
U Pools, spas, ponds, decorative fountains, and other water features
Food service
0 Refuse areas
O Industrial processes
Outdoor storage of equipment or materials
O Vehicle and Equipment Cleaning
O Vehicle/Equipment Repair and Maintenance
O Fuel Dispensing Areas
O Loading Docks
O Fire Sprinkler Test Water
O Miscellaneous Drain or Wash Water
0 Plazas, sidewalks, and parking lots
Identification of Receiving Water Pollutants of Concern'
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or
reservoir, as applicable):
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)IStressor(s) TMDLs
Buena Vista Lagoon Indicator Bacteria
Nutrients
Sedimentation / Siltation
Toxicity
Identification of Project Site Pollutants
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
BMP Design Manual Appendix B.6):
Pollutant
Not Applicable to
the Project Site
Anticipated from the
Project Site
Also a Receiving
Water Pollutant of
Concern
Sediment X
Nutrients X
Heavy Metals
OrganicCompounds
Trash & Debris X
Oxygen Demanding
Substances X
Oil & Grease X
Bacteria & Viruses X
Pesticides X
irements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
Yes, hydromodification management flow control structural BMPs required.
No, the project will discharge runoff directly to existing underground storm drains discharging
directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
O No, the project will discharge runoff directly to conveyance channels whose bed and bank are
concrete-lined all the way from the point of discharge to water storage reservoirs, lakes,
enclosed embayments, or the Pacific Ocean.
I 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):
Critical Coarse Sediment Yield Areas*
*This Section only required if hydromodification management requirements apply
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
0 Yes
I No, No critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual
been performed?
06.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
06.2.2 Downstream Systems Sensitivity to Coarse Sediment
06.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
U No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMAA maps
If optional analyses were performed, what is the final result?
O No critical coarse sediment yield areas to be protected based on verification of GLUs onsite
O Critical coarse sediment yield areas exist but additional analysis has determined that
protection is not required. Documentation attached in Attachment 8 of the SWQMP.
O Critical coarse sediment yield areas exist and require protection. The project will implement
management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas
are identified on the SWQMP Exhibit.
Discussion / Additional Information:
Flow Control for Post-Project Runoff*
*This Section only required if hydromodification management requirements apply
List and describe point(s) of compliance (POCs) for flow control for hydromodification
management (see Section 6.3.1). For each POC, provide a POC identification name or number
correlating to the project's HMP Exhibit and a receiving channel identification name or number
correlating to the project's HMP Exhibit.
This project is exempt from complying with HMP requirements per Section 5.3 of the Carlsbad
WMAA.
Has a geomorphic assessment been performed for the receiving channel(s)?
/ No, the low flow threshold is 0.1Q2 (default low flow threshold)
Yes, the result is the low flow threshold is 0.1 Q2
Yes, the result is the low flow threshold is 0.3Q2
0 Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:
N/A
Discussion / Additional Information: (optional)
Other Site Requirements and Constraints
When applicable, list other site requirements or constraints that will influence storm water
management design, such as zoning requirements including setbacks and open space, or City
codes governing minimum street width, sidewalk construction, allowable pavement types, and
drainage requirements.
Constraints that influenced storm water management design included the size and scale of the
proposed site plan. While the proposed building complies with zoning requirements and the
land use element of the general plan, it was deemed infeasible to provide a conventional
bioretention basin on the surface. Raised planters were proposed along the building façade
where appropriate, and the roof drain system was designed to convey water to each planter
location accordingly. For the proposed hardscape improvements in the right-of-way that slope
away from the project, tree wells are proposed near the downstream corner along Grand
Avenue to capture and treat surface runoff.
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.
(City of
Carlsbad
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
Development Services
Land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www.carlsbadca.gov
Project Information
Project Name: The Grand Jefferson - 786 Grand Avenue
Project ID: CT 2018-0008/ SDP 2018-0008
DWG No. or Building Permit No.: DWG 523-7A
Source Control BMPs
All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See
Chapter 4 and Appendix E.1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to
implement source control BMPs shown in this checklist.
Answer each category below pursuant to the following.
"Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the
Model BMP Design Manual. Discussion/justification is not required.
"No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be
provided. Please add attachments if more space is needed.
"N/A" means the BMP is not applicable at the project site because the project does not include the feature that is
addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be
provided.
Source Control Requirement I Applied?
C-I Prevention of Illicit Discharges into the MS4 LII Yes 0 No 0 N/A
Discussion/justification if SC-1 not implemented:
SC-2 Storm Drain Stenciling or Signage LII Yes 0 No 0 N/A
Discussionljustification if SC-2 not implemented:
No public storm drain inlets proposed for stenciling and/or signage; provide signage for private storm
drain as needed and adjacent to BMP basin
SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Yes 0 No III N/A Dispersal
Discussionfjustification if SC-3 not implemented:
No permanent outdoor materials storage areas proposed by this project
E-36 Page 1 of 4 Revised 09/16
Source Control Requirement (continued) Applied?
SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and
W Wind Dispersal
, 0 es 0 o iii N/A
liscussionljustification if SC-4 not implemented:
No permanent materials stored in outdoor work areas proposed by this project
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal N Yes 0 No 0 N/A
Discussion/justification if SC-5 not implemented:
All outdoor trash storage areas will be covered to protect from rainfall, run-on, and wind dispersal
SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and
identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for guidance).
On-site storm drain inlets !J Yes 0 No 0 N/A
lii Interior floor drains and elevator shaft sump pumps Iii Yes 0 No 0 N/A
Ill Interior parking garages N Yes 0 No 0 N/A
Need for future indoor & structural pest control 0 Yes 0 No 0 N/A
Landscape/Outdoor Pesticide Use Iii Yes 0 No 0 N/A
Pools, spas, ponds, decorative fountains, and other water features 0 Yes 0 No N/A
Food service 0 Yes 0 No (!J N/A
Refuse areas 0 Yes 0 No E N/A
Industrial processes 0 Yes 0 No II N/A
Outdoor storage of equipment or materials 0 Yes 0 No til N/A
Vehicle and Equipment Cleaning 0 Yes 0 No M N/A
Vehicle/Equipment Repair and Maintenance 0 Yes 0 No H N/A
Fuel Dispensing Areas 0 Yes 0 No M N/A
Loading Docks 0 Yes 0 No V N/A
Fire Sprinkler Test Water 0 Yes 0 No 9 N/A
Miscellaneous Drain or Wash Water 0 Yes 0 No 0 N/A
Plazas, sidewalks, and parking lots 0 Yes 0 No II N/A
For "Yes" answers, identify the additional BMP per Appendix E. 1. Provide justification for "No" answers.
On-site storm drain inlets: maintain and periodically repaint or replace inlet markings.
Interior floor drains and elevator shaft sump pumps: will be plumbed to sanitary sewer.
Interior parking garages: floor drains will be plumbed to sanitary sewer.
Landscape/Outdoor Pesticide Use: maintain landscaping using minimum or no pesticides.
E-36 Page 2 of 4 Revised 09/16
• Site Design BMPs .
All development projects must implement site design BMPs SD-I through SD-8 where applicable and feasible. See
Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information
implement site design BMPs shown in this checklist.
Answer each category below pursuant to the following.
"Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of
the Model BMP Design Manual. Discussion /justification is not required.
"No" means the BMPs is applicable to the project but it is not feasible to implement. DiscussionTjustification must be
provided. Please add attachments if more space is needed.
"N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is
addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be
provided.
Site Design Requirement Applied?
SD-I Maintain Natural Drainage Pathways and Hydrologic Features 0 Yes I 0 No I Iii NIA
Discussion/justification if SD-1 not implemented:
No natural drainage pathways I hydrologic features to maintain
SD-2 Conserve Natural Areas, Soils, and Vegetation I 0 Yes I0 No I 0 N/A
Discussion/justification if SD-2 not implemented:
Entire project site is proposed to be graded to accommodate the proposed site plan
SD-3 Minimize Impervious Area I 0 Yes E No TOJ N/A
Discussionfjustification if SD-3 not implemented:
Project is proposed to be built out. Use, density, etc in accordance with local zoning ordinances,
General Plan and Land Use Element
SD-4 Minimize Soil Compaction I iii Yes I 0 No I 0 N/A
Discussion/justification if SD-4 not implemented:
Soil compaction outside of building envelopes will be minimized where applicable.
SD-5 Impervious Area Dispersion I Yes I 0 No I 0 N/A
Discussion/justification if SD-5 not implemented:
Roof drain system will route and convey water to raised planter I biofiltration BMP areas for treatment
and detention prior to leaving project site.
E-36 Page 3 of 4 Revised 09/16
... Site Design Requirement (continued) . . - Applied?
SD--6 Runoff Collection E Yes 0 No 1 0 N/A
Discussion/justification if SD-6 not implemented:
SD-7 Landscaping with Native or Drought Tolerant Species I !I Yes I 0 No 1 0 N/A
Discussion/justification if SD-7 not implemented:
SD-8 Harvesting and Using Precipitation I 0 Yes I 0 No I ti N/A
Discussion/justification if SD-6 not implemented:
No harvest and reuse proposed with this project
E-36 Page 4 of 4 Revised 09/16
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. POPs subject to
hydromodification management requirements must also implement structural BMPs for flow
control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both
storm water pollutant control and flow control for hydromodification management can be
achieved within the same structural BMP(s).
POP 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.
After development of the project site plan (including size of proposed building and density) in
accordance with City of Carlsbad General Plan and local zoning ordinance, the structural BMP
deemed most feasible for the site was a biofiltration planter. The project proposes biofiltration
planters located at ground level, podium level, and floors 2-4 of the building. A roof drain
system has been designed to route portions of the roof to each planter for treatment and
detention prior to being conveyed offsite through sidewalk under drain pipes.
To treat the proposed hardscape improvements in the Grand Avenue and Jefferson Street right-
of-way, 4x 10' diameter tree wells (with 4' wide x 10' long x 4' deep column of structural soil) are
proposed in the parkway with curb cuts to receive surface drainage from Grand Avenue and
Jefferson Street. The tree wells are sized to receive a DCV credit volume for the area draining
to them in accordance with Appendix B.2.2.1 of the BMP Design Manual. The amount of
structural soil provided has been sized per fact sheet SD-I. The tree wells have been
accurately sized to treat the hardscape replace in each area draining to the different tree
locations as well as manage pollutant control in accordance with the guidelines in Appendix B of
the manual. The tree well design conforms with the County of San Diego Green Street Design
using modified GS-1.00, GS-1.02, GS-1.05, GS-1.04a & GS-1.04b details as shown on DWG
523-7.
Structural BMP Summary Information
[Copy this page as needed to provide, information for each individual proposed
structural BMPJ
Structural BMP ID No. BMP I (BF-1) - Planter on 41h floor
DWG DWG 523-7A Sheet No. _3-5
Type of structural BMP:
O Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
O Retention by bioretention (INF-2)
IJ Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
I 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)
0 Detention pond or vault for hydromodification management
0 Other (describe in discussion section below)
Purpose:
I Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
72 SF biofiltration planter located on 4th floor of building. Refer to project DMA Exhibit for size of
drainage area I portion of roof draining to planter.
. Structural BMP Summary Information'
[Copy this page as needed to provide information for each individual propoSed.
structural BMPJ
Structural BMP ID No. BMP 2 (BF-1) - Planter on 31d floor
DWG DWG 523-7A Sheet No. _3-5
Type of structural BMP:
O Retention by harvest and use (HU-1)
El Retention by infiltration basin (INF-1)
El Retention by bioretention (INF-2)
El Retention by permeable pavement (lNF-3)
El Partial retention by biofiltration with partial retention (PR-1)
I Biofiltration (BF-1)
0 Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
El Detention pond or vault for hydromodification management
O Other (describe in discussion section below)
Purpose:
I Pollutant control only
0 Hydromodification control only
O Combined pollutant control and hydromodification control
El Pre-treatment/forebay for another structural BMP
El Other (describe in discussion section below)
Discussion (as needed):
72 SF biofiltration planter located on 3rd floor of building. Refer to project DMA Exhibit for size of
drainage area / portion of roof draining to planter.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMPL.
Structural BMP ID No. BMP 3 (BF-1) - Planter on 2nd floor
DWG DWG 523-7A Sheet No. _3-5
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (lNF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INE-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:
I Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
72 SF biofiltration planter located on 2' floor of building. Refer to project DMA Exhibit for size
of drainage area / portion of roof draining to planter.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed•
structural BMP]
Structural BMP ID No. BMP 4 (BF-1) - Planter on 1st floor
DWG DWG 523-7A Sheet No. _3-5
Type of structural BMP:
Retention by harvest and use (HU-1)
0 Retention by infiltration basin (INF-1)
O Retention by bioretention (INF-2)
D Retention by permeable pavement (INF-3)
0 Partial retention by biofiltration with partial retention (PR-1)
I 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)
0 Detention pond or vault for hydromodification management
0 Other (describe in discussion section below)
Purpose:
I Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
21 SF biofiltration planter located on 1s' floor of building. Refer to project DMA Exhibit for size of
drainage area / portion of roof draining to planter.
Structural BMP Summary Information
[Copy page as needed to provide information for each individual propoSed
structural BMPI
Structural BMP ID No. BMP 5(BF-1)— Planter on 15t floor
DWG DWG 523-7A Sheet No. _3-5
Type of structural BMP:
Retention by harvest and use (HU-1)
O Retention by infiltration basin (lNF-l)
Retention by bioretention (lNF-2)
O Retention by permeable pavement (lNF-3)
IJ Partial retention by biofiltration with partial retention (PR-1)
-/ Biofiltration (BF-1)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
Detention pond or vault for hydromodification management
Other (describe in discussion section below)
Purpose:
( Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
20 SF biofiltration planter located on 1st floor of building. Refer to project DMA Exhibit for size of
drainage area / portion of roof draining to planter.
Structural BMP Summary Information
[Copy this page as needed to provide. information for each individual proposed : structural BMPI
Structural BMP ID No. BMP 6 (BF-1) - Planter on 1st floor
DWG DWG 523-7A Sheet No. _3-5
Type of structural BMP:
Retention by harvest and use (HU-l)
El Retention by infiltration basin (lNF-1)
El Retention by bioretention (INF-2)
El Retention by permeable pavement (lNF-3)
El Partial retention by biofiltration with partial retention (PR-1)
I Biofiltration (BF-1)
El 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)
El Detention pond or vault for hydromodification management
El Other (describe in discussion section below)
Purpose:
I Pollutant control only
Hydromodification control only
El Combined pollutant control and hydromodification control
El Pre-treatmentlforebay for another structural BMP
El Other (describe in discussion section below)
Discussion (as needed):
25 SF biofiltration planter located on 1st floor of building. Refer to project DMA Exhibit for size of
drainage area / portion of roof draining to planter.
Structural BMP Summary Information
[Copy-this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. BMP 7 (BF-1) - Planter on 15t floor
DWG DWG 523-7A Sheet No. _3-5
Type of structural BMP:
Retention by harvest and use (H U-1)
Retention by infiltration basin (lNF-l)
0 Retention by bioretention (lNF-2)
0 Retention by permeable pavement (INF-3)
0 Partial retention by biofiltration with partial retention (PR-1)
I Biofiltration (BF-1)
0 Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
Detention pond or vault for hydromodification management
0 Other (describe in discussion section below)
Purpose:
I Pollutant control only
0 Hydromodification control only
0 Combined pollutant control and hydromodification control
P Pre-treatment/forebay for another structural BMP
0 Other (describe in discussion section below)
Discussion (as needed):
25 SF biofiltration planter located on floor of building. Refer to project DMA Exhibit for size of
drainage area I portion of roof draining to planter.
ATTACHMENT I
BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment 1.
Check which Items are Included behind this cover sheet:
Attachment Contents Checklist
Sequence
Attachment la DMA Exhibit (Required) Included
See DMA Exhibit Checklist on the
back of this Attachment cover sheet.
(24"x36" Exhibit typically required)
Attachment lb Tabular Summary of DMAs Showing Included on DMA Exhibit in DMA ID matching DMA Exhibit, DMA Attachment 1 Area, and DMA Type (Required)* 0 Included as Attachment lb,
*Provide table in this Attachment OR separate from DMA Exhibit
on DMA Exhibit in Attachment la
Attachment Ic Form 1-7, Harvest and Use Feasibility I Included Screening Checklist (Required unless
the entire project will use infiltration 0 Not included because the entire
BMPs) project will use infiltration BMPs
Refer to Appendix B.3-1 of the BMP
Design Manual to complete Form 1-7.
Attachment 1 d Form 1-8, Categorization of Infiltration I Included Feasibility Condition (Required unless
the project will use harvest and use O Not included because the entire BMPs) project will use harvest and use
Refer to Appendices C and D of the BMPs
BMP Design Manual to complete
Form 1-8.
Attachment le Pollutant Control BMP Design Included Worksheets I Calculations (Required)
Refer to Appendices B and E of the
BMP Design Manual for structural
pollutant control BMP design
guidelines
Use this checklist to ensure the required information has been included on the DMA
Exhibit:
The DMA Exhibit must identify:
I Underlying hydrologic soil group
-/Approximate depth to groundwater
(N/A) Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
(N/A) Critical coarse sediment yield areas to be protected (if present)
I Existing topography and impervious areas
I 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
I Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square
footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating)
I Structural BMPs (identify location and type of BMP)
P~rqwllpl
SHEET I 0F4
BMP / PLANTER OUTLET SCHEMA TIC
ULTIMATE
DMA DRAINS TO OUTLETPIPE POINT OF
DRAINS TO DISCHARGE
I BMPI BMP2
(SURFACE) (OUTLET STRUCTURE) I
2 BMP2 BMP3 1 (SURFACE) (OUTLET STRUCTURE)
Cal (SURFACE) 3 BMP3 BMP6 1 (OUTLET STRUCTURE)
6 BMP 6
(SURFACE) SIDEWALK UNDERDRAIN I
C) 7 BMP 7
(SURFACE) SIDEWALK UNDERDRAIN 2
Cn
4 BMP4
(SURFACE) SIDEWALK UNDERDRAIN 3
Cl) BMP5 BMP4
(SURFACE) (OUTLET STRUCTURE)
LEGEND DRAINAGE MANAGEMENTAREA EXHIBIT
GRAND JEFFERSON — 786 GRAND AVENUE
SOIL TYPE INFORMATION GROUND WA TER INFORMATION
PROPERTY BOUNDARY
CENTERLINE OF ROAD
ADJACENT PROPERTY LINE I RIGHT-OF-WAY
EXISTING CONTOUR LINE
PROPOSED CONTOUR LINE
DMA DRAINAGE BASIN BOUNDARY
PROPOSED IMPERVIOUS AREA
PLANTER/BMP AREA
SELF-MITIGATING AREA
BE MINIM/S AREA (**SEE NOTE SHEET 3)
SOIL: TYPE B SOILS PER WEB SOIL SURVEY APPLICATION AVAILABLE
THROUGH UNITED STATES DEPARTMENT OFAGRICUL TURE
GROUNDWATER ENCOUNTERED AT DEPTHS BETWEEN 101AND 20' PER
PRELIMINARY GEOTECHNICAL INVESTIGATION PERFORMED BY
HETHERING TON ENGINEERING, INC. TREE WELL
COARSE SEDIMENT YIELD TREATMENT CONTROL BMPS
0 SF) DE
'JIMUS DMA
R AMP DESIGN
NUAL 5.2.2
BIOFIL TRATION BASIN PR-1
STREET TREES SD-1
NO CRITICAL COARSE SEDIMENT YIELD AREAS TO BE PROTECTED.
REFER TO PRIORITY DEVELOPMENT PROJECT S WQMP PREPARED
BYPASCO, LARET, SUITER&ASSOCIATES
"RAISED PLANTER NOTE: ROOF DRAINAGE COLLECTED TO DISCHARGE
TO SURFACE OF BIOFIL TRATION PLANTER; PVC OUTLET DRAIN PIPE TO
CONNECT DIRECTLY TO DOWNSTREAM CATCH BASIN OR DISCHARGE
OFFSITE; THERE SHALL BE NO COMINGLING OF STORM WATER
BETWEEN BIOFIL TRA TION / RAISED PLANTER AREAS
REFER TO SEPARATE
LANDSCAPE PLAN FOR
PLANTING MATERIAL
IVVtLV
AMP FG+ 1.17'
w
—w-
WATER QUALITY CALCULATIONS - ROOF PLAN
DMA DMA
LOCATION
BMP
LOCATION AREA (SF) IMPERVIOUS
(SF)
MINIMUM
BIOFILTRATION
REQUIRED (SF) PLANTER AREA
PROVIDED (SF)
I ROOF 4TH FLR 1,487 1,415 39 72
2 ROOF 3RD FLR 2,158 2,086 57 72
3 ROOF 2NDFLR 1,685 1,613 44 72
4 ROOF ISTFLR 557 536 15 21
5 ROOF ISTFLR 625 605 17 20
6 ROOF ISTFLR 787 762 21 25
7 ROOF ISTFLR 841 811 22 30
2x 3" PVC OUTFALL PIPE FROM UPSTREAM
PLANTER TO CONNECT DIRECTLY TO
BROOKS BOX; SEE DETAIL SHEET
DWG 523-7A
12"X 12" CATCH BASIN W/33" MIN. DEPTH
BY BROOKS PRODUCTS OR APPROVED
EQUAL FOR EMERGENCY OVERFLOW;
(IE = PER PLAN OR FG -2.75)
14"
'0/NT OF
)ISCHARGE #1
3" MULCH LAYER; -
BMP FG=PER PLAN
CONCRETE PLANTER
WALL PER SEPARATE—
BUILDING PLAN
SEAL JOINT WITH APPROVED
WATERPROOF SEALANT OR PROVIDE
WATERSTOP A TJO/NT (IFAPPLICABLE)
I , .. . I • • Sul .!... • • • .
9"X30"PCC TREE —k 50' LIMITS OF STRUCTURAL SOIL
GRATE SUPPORT \
PER SDRSD L-4
\ 4.0' TREE GRATE FRAME "X30"PCC TREE
6"PCCC&GPER PER SDRSD L-4
Cl) uj SDRSD G-2
CU PER CUR
DETAIL
4" OPENING 3" MIN MULCH
LPER
PCC
/
SIDEWALK
L
YER
DWG
STREETFLOW S523-7
DRAINAGE
ftj
Cl) LIIIiiTI1 ______ COMPACTED
—1 : ' SUBGRADE
COMPACTED
- w SUBGRADE ROOT #4 18" 0. C. BOTH WAYS
BALL I I PER SDC GS DS GS-1.00
#4X8"SM0OTHDOWELS @ 18"OC, . I
?EE WELL WIO GREASED ON ONE END, TYP. ALL I 111111 I ...I "— 30 MIL PLASTIC
RATE PER DETAIL SIDES PER SDC GS DS GS-1.00_
,
77 : - -- F IMPERMEABLE LINER
DMA EXHIBIT SPLASH
----- I -
VD DWG 523-7 PAD PER SOC - - I I - - 48 DEEP GSDSGS-5.06 I
-- I STRUCTURAL SOIL
ROOT BARRIER
PER SDRSD L-6
30 MIL PLASTIC DEEP ROOT TREE
IMPERMEABLE LINER - r r BUBBLER PER
1 SDRSD DWG 14 POINT OF 6" SAND FILTER -' 1
DISCHARGE #2 LAYER UNCOMPACTED SUBGRADE
ROOF DOWNSPOUT PIPE
TO CONVEY STORMWATER
TO PLANTER (2x 3" PVC PIPES / PER SEPARATE MEP PLAN) / 1'X 1' COBBLE OR RIVER ROCK / RIP RAP CENTERED A T ROOF
DOWNSPOUT LOCATION
I II I I 8" WIDE CONCRETE
PLANTER WALL PER
SEPARATE BUILDING PLAN
*I8f THICK LAYER OF
4 ENGINEERED SOIL; SEE
NOTE BELOW
3" CLEAN WASHED ASTM 33
===- FINE AGGREGATE SAND OVER 3" OF
ASTM NO 8 STONE (FILTER COURSE)
o000 0000 000
6" ASTM #57 OPEN
GRADED STONE
2X 3" PVC OUTLET PIPE (TYP. BMPS #5-7) TO
DISCHARGE TO RIGHT-OF-WAY; 3" PVC
OUTLET PIPE FROM BMPS #14 TO CONNECT
DIRECTLY TO CATCH BASIN OF DOWNSTREAM
PLANTER; SEE SCHEMATIC DIAGRAM SHEETS DWG 523-7A
3" PVC RISER/ CLEANOUT FOR
MAINTENANCE; STRAP RISER TO INLET
MY I tLV
BMP FG -2.75'
FOUNDATION OR PODIUM DECK ,
PER STRUCTURAL PLANS
PLANTER
WATERPROOFING
3" DIAMETER
PERFORATED
UNDERDRAIN PIPE
MIPT PVC ADAPTER CAS T/N
SIDE OF CATCH BASIN Wl
WATERPROOF CONNECTION
TYPICAL DETAIL - BIOFIL TRA TION BASIN
NOT TO SCALE
*BIOFILTRATION "ENGINEERED SOIL" LAYER SHALL BE MINIMUM 18"
DEEP "SANDY LOAM" SOIL MIX WITH NO MORE THAN 5% CLAY CONTENT.
THE MIX SHALL CONTAIN 50-60% SAND, 20-30% COMPOST OR
HARDWOOD MULCH, AND 20-30% TOPSOIL.
TYIPICAL SECTION - TREE WELL WI GRATE (AT GRAND AVE)
MODIFIED SDC GS DS GS- 1.00 + GS-1.05 (TYPE 1)
6"X 18"
DEEPENED
EDGE
r PCC
" SIDEWALK
4.5' LIMITS OF STRUCTURAL SOIL
r- 3" MIN MULCH / LAYER
11 /
6"PCC C&G
PER SDRSD G-2
CURB CUT PER -
DETAIL B-B
DWG 523-7
STREET FLOW
NOT TO SCALE
COMPACTED
SUBGRADE
SPLASH
PAD PER SDC GS
OS GS-5.06
ROOT BARRIER
PER SDRSD L-6
30 MIL PLASTIC
IMPERMEABLE LINER
GRAPHIC SCALE I"= 10'
10 0 10 20 30
\ CURB CUT PER
"—DETAIL ON DWG
523-7 (TYP.)
NOTES:
SAND SHALL BE PER THE GREEN STREET "ENGINEERED SOIL"
SPECIFICATIONS SECTION B-3.
SEE SDRSD DWG L-1 THRU L-4 FOR TREE INSTALLATION
REQUIREMENTS.
PROVIDE PLASTIC LINER WHERE CONCRETE WILL BE POURED
ON TOP OF STRUCTURAL SOIL PER GREEN BOOK STANDARD
SPECIFICATIONS SECTION 210-2.
SEE STRUCTURAL SOIL PROPERTIES ON SHEET
DMA EXHIBIT
GRAND JEFFERSON - 786 GRAND AVENUE
CITY OF CARLSBAD
UNCOMPACTED SUBGRADE
V POINTOF
DISCHARGE #3 TREE WELL WI GRATE
PER DETAIL THIS
SHEET AND DWG 523-7
6" SAND)
FILTER LAYER
GRAND A VENUE
PLAN VIEW - DMA / BMP EXHIBIT
TYPICAL SECTION - TREE WELL W/O GRATE (AT JEFFERSON ST)
MODIFIED SDC GS DS GS-1.04a + GS-1.04b
SCALE: 1' 10' NOT TO SCALE
& ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
535 North HIghway 101, Ste A. Solana Beach, CA 92075
ph 858.259.8212 I ft 858.259.4812 I pl.aenglneering.com
PLSA 2863-01
w-
-w---
'0/NT OF
)ISCHARGE #1
EE WELL W/O
RATE PER DETAIL
I DMA EXHIBIT
VD DWG 523-7
POINT OF
DISCHARGE #2
SHEET 0F4
DRAINAGE MANAGEMENTAREA EXHIBIT LEGEND
WATER QUALITY CALCULATIONS - 4TH FLOOR
DMA DMA BMP AREA (SF) IMPERVIOUS MINIMUM
BIOFILTRATION PLANTER AREA
LOCATION LOCATION (SF) REQUIRED (SF) PROVIDED (SF)
1 ROOF 4THFLR 1,487 1,415 39 72
WATER QUALITY CAL CULA TIONS - 3RD FLOOR
DMA DMA BMP AREA (SF) IMPERVIOUS MINIMUM
BIOFIL TRA TION PLANTER AREA
LOCATION LOCATION (SF) REQUIRED (SF) PROVIDED (SF)
2 ROOF 3RD FLR 2,158 2,086 57 72
GRAND JEFFERSON - 786 GRAND AVENUE
4TH & 3RD FLOOR WATER QUALITY
PROPERTY BOUNDARY -
CENTERLINE OF ROAD
ADJACENT PROPERTYLINE/ RIGHT-OF-WAY
EXISTING CONTOUR LINE
PROPOSED CONTOUR LINE
DMA DRAINAGE BASIN BOUNDARY
PROPOSED IMPERVIOUS AREA 1-777/77777 _71
PLANTER IBMPAREA I I
SELF-MITIGATING AREA
TREE WELL
[:~)K
W
-w
'0/NT OF
)ISCHARGE #1
ot-
(ID LU
LJL-
-w
EE WELL W/O
RATE PER DETAIL
V DMA EXHIBIT
VD DWG 523-7
POINT OF
DISCHARGE #2
CURB CUT PER POINT OF DETAIL ON DWG DISCHARGE #3 TREE WELL W1 GRATE 523-7 (TYP.) PER DETAIL THIS
SHEETAND DWG 523-7
GRAND A VENUE
PLAN VIEW- 4TH FLOOR WATER QUALITY
I
GRAPHIC SCALE 1'- 10'
10 0 10 20 30
DMA EXHIBIT
GRAND JEFFERSON - 786 GRAND AVENUE
CITY OF CARLSBAD
I
\CURB CUT PER
VPOINTOF DETAIL ON DWG DISCHARGE #3 TREE WELL WI GRATE 523-7 (TYP.) PER DETAIL THIS
SHEETAND DWG 523-7
GRAND A VENUE
PLAN VIEW- 3RD FLOOR WATER QUALITY
SCALE: 1"- 10' SCALE: I"= 10' & ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
535 North Highway 101 Ste A. Solana Beech, CA 92075
ph 858.259.82121 ft 858.259.4812 I plesenglneering.com
PLSA 2863-01
W
W
W
'0/NT OF
)ISCHARGE #1
—W
EE WELL WIO
RATE PER DETAIL
N DMA EXHIBIT
VD DWG 523-7
POINT OF
DISCHARGE #2
SHEET 3 0F4
LEGEND
WATER QUALITY CALCULATIONS - 2ND FLOOR
DMA DMA BMP AREA (SF) IMPERVIOUS MINIMUM PLANTERPLANTER AREA
LOCATION LOCATION (SF) REQUIRED (SF) PROVIDED (SF)
3 ROOF 2NDFLR 1,685 1,613 44 72
WATER QUALITY CALCULATIONS - GROUND FLOOR
DMA DMA BMP AREA (SF) IMPERVIOUS MINIMUM
BIOFIL TRA TION PLANTER AREA
LOCATION LOCATION (SF) REQUIRED (SF) PROVIDED (SF)
4 ROOF ISTFLR 557 536 15 21
5 ROOF 1STFLR 625 605 17 20
6 ROOF 1ST FLR 787 762 21 25
7 ROOF 1STFLR 841 811 22 30
DRAINAGE MANAGEMENTAREA EXHIBIT
GRAND JEFFERSON - 786 GRAND AVENUE
2ND & GROUND FLOOR WATER QUALITY
PROPERTY BOUNDARY
CENTERLINE OF ROAD
ADJACENT PROPERTY LINE/ RIGHT-OF-WAY
EXISTING CONTOUR LINE
PROPOSED CONTOUR LINE
DMA DRAINAGE BASIN BOUNDARY
PROPOSED IMPERVIOUS AREA
PLANTER /BMP AREA
SELF-MITIGATING AREA
DE MINIMIS AREA (**SEE NOTE BELOW)
TREE WELL
0 SF) DE
VIMUS DMA
R BMP DESIGN
INUAL 5.2.2
DE MINIM/S AREA
w w
_WI
W
'OINT OF
)ISCHARGE #1
OLU
—W W ---
?EE WELL W/O
RATE PER DETAIL
V DMA EXHIBIT
VD DWG 523-7
TOTAL PROPOSED/ REPLACED IMPERVIOUS AREA = 11,080 SF
DE MINIM/S DMA IMPERVIOUS AREA = 220 SF
% OVERALL PROPOSED HARDSCAPE = 2.0%
SECTION 5.2.2 OF CITY OF CARLSBAD BMP DESIGN MANUAL ALLOWS FOR DE
MINIM/S DMA AREAS OF UP TO 250 SQUARE FEET. TOTAL DE MINIM/S DMA
AREAS SHOULD REPRESENT LESS THAN 2.0 PERCENT OF THE TOTAL
ADDED OR REPLACED IMPERVIOUS SURFACE OF THE PROJECT.
POINT OF
DISCHARGE #2
GRAPHIC SCALE V'= 10'
10 0 10 20 30
\ CURB CUT PER \_POINT OF DETAIL ON DWG DISCHARGE #3 TREE WELL WI GRATE 523-7 (TYP.) PER DETAIL THIS
SHEET AND DWG 523-7
DMA EXHIBIT
GRAND JEFFERSON - 786 GRAND AVENUE
CITY OF CARLSBAD
GRAND A VENUE
PLAN VIEW- 2ND FLOOR WATER QUALITY
(KANUAVbNUb
PLAN VIEW- GROUND FLOOR WATER QUALITY
SCALE: 1"- 10' SCALE: I"= 10'
PASCO LARET SUITEN
& ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
535 North Highway 101, St. A, Solana Beach, CA 92075
ph 858.259.8212 I fz 858.259.4812 I pluenglneering.com
PLSA 2863-01
DRA NACm7F MANArmj FA4FNT ARFA FYNif; /T SHEET 4 OF 4
- R,I UN iwi •x va i'- 1V1 1W I I I #I III I
GRAND JEFFERSON 786 GRAND AVENUE
A '1rA ItI IR IA II A A , I A t t II A I
DMA 1- AREA CALCULATIONS
A I A UMM/t/V / I b = AKLA 6 VC; V UAL C;ULA / 1UN5
DMA 2 - AREA CAL CULA TIONS DMA 3 - AREA CAL CULA TIONS DMA 4 - AREA CAL CULA TIONS DMA 5 - AREA CAL CULA TIONS DMA 6 - AREA CAL CULA TIONS
IMPERVIOUS AREA (BUILDING ROOF) - 1,415 SF
1,415 SF
IMPERVIOUS AREA (BUILDING ROOF) 2,086 SF IMPERVIOUS AREA (BUILDING ROOF) 1,613 SF IMPERVIOUS AREA IMPERVIOUS AREA IMPERVIOUS AREA (BUILDING ROOF) 536 SF (BUILDING ROOF) 605 SF (BUILDING ROOF) 762 SF TOTAL TOTAL 2,086 SF TOTAL 1,613 SF TOTAL 536 SF TOTAL 605 SF TOTAL 762 SF
PER VIOUS AREA (BIORETENTION BASIN) 72 SF
72 SF
PERVIOUS AREA (BIORETENTION BASIN) 72 SF PERVIOUS AREA (BIORETENTION BASIN) 72 SF PERVIOUS AREA (BIORETENTION BASIN) 21 SF PERVIOUS AREA (BIORETENTION BASIN) 20 SF PERVIOUS AREA (BIORETENTION BASIN) 25 SF TOTAL TOTAL 72 SF TOTAL 72 SF TOTAL 21 SF TOTAL 20 SF TOTAL 25 SF
TOTAL BASIN AREA 1,487 SF TOTAL BASIN AREA 2,158 SF TOTAL BASIN AREA 1685SF TOTAL BASIN AREA 557 SF TOTAL BASINAREA 625 SF TOTAL BA IN AREA 787 SF
% IMPERVIOUS AREA 952% % IMPERVIOUS AREA 967% % IMPERVIOUS AREA 957% % IMPERVIOUS AREA 962% % IMPERVIOUS AREA 968% % IMPERVIOUS AREA 968%
DMA TABLE - TREATMENT (BASIN 1)
DMA / AREA POST-PROJECT SURFACE ADJUSTMENT AREA X
BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED
FACTOR RUNOFF (SF)
1 1415 POR. ROOF 0.9 1 1274
BMP-4TH
1 72 FLOOR 0.3 22
TOTAL 1295
DMA TABLE - TREA TMENT (BASIN 2)
DMA / AREA POST-PROJECT SURFACE ADJUSTMENT AREA X
BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED
FACTOR RUNOFF (SF)
2 2086 POR. ROOF 0.9 1 1877
BMP-3RD
2 72 FLOOR 0.3 1 22
TOTAL 1899
DMA TABLE - TREATMENT (BASIN 3)
DMA / AREA POST-PROJECT ADJUSTMENT AREA X
BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED
FACTOR RUNOFF (SF)
3 1613 POR. ROOF 0.9 1 1452
BMP - 2ND
3 72 FLOOR 0.3 1 22
TOTAL 1473
*PER APPENDIX B OF CITY OF CARLSBAD BMP DESIGN MANUAL *PER APPENDIX B OF CITY OF CARLSBAD BMP DESIGN MANUAL
TOTAL DMA SIZE = 1,295 SF TOTAL DMA SIZE 1,899 SF
IMP. SIZING FACTOR = 0.03 (FOR BIOFILTRATION BMPS) IMP. SIZING FACTOR = 0,03 (FOR BIOFILTRATION BMPS) MIN AREA REQUIRED = 003 * 1,295 SF = 39 SF MIN AREA REQUIRED 003 * 1,899 SF = 57 SF
72 SF PROVIDED > 39 SF REQUIRED THEREFORE, OK FOR WATER QUALITY 72 SF PROVIDED > 57 SF REQUIRED THEREFORE OK FOR WATER QUALITY
DCV CALCULATION - DMA I DCV CAL CULA TION - DMA 2
DMA TABLE - TREATMENT (BASIN 6)
SURFACE AREA X DMA / AREA POST-PROJECT RUNOFF ADJUSTMENT ADJUSTED BMP (SF) SURFACE TYPE FACTOR FACTOR RUNOFF (SF)
6 762 POR. ROOF 0.9 1 686
BMP - 1ST
6 25 FLOOR 0.3 1 8
TOTAL 693
DMA TABLE - TREA TMENT (BASIN 5,)
DMA / AREA POST-PROJECT SURFA
RUNOFF ADJUSTMENT AREA X
BMP (SF) SURFACE TYPE FACTOR FACTOR ADJUSTED
FACTOR RUNOFF (SF)
5 605 POR. ROOF 0.9 1 545
BMP - IST
5 20 FLOOR 0.3 1 6
TOTAL 551
DMA TABLE - TREATMENT (BASIN 4)
DMA / AREA POST-PROJECT SURFACE ADJUSTMENT AREA X
BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED
FACTOR RUNOFF (SF)
4 536 POR. ROOF 0.9 1 482
BMP - IST
4 21 FLOOR 0.3 1 6
TOTAL 489
TOTAL BASIN SIZE (A) = 1487SF (0034 AC) TOTAL BASIN SIZE (A) = 2,158 SF (0. 050 AC)
TOTAL DMA SIZE (Cx *Ax) = 1,295 SF TOTAL DMA SIZE (Cx *Ax) 1,899 SF RUNOFF FACTOR (Cx) = 0,9 RUNOFF FACTOR (Cx) = 0.9
85TH PERCENTILE RAINFALL DEPTH (d) = 058/N 85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN
DCV(C*D*A*3,630) = 65 CU FT DCV(C*D*A *3 630) = 94 CU FT
DMA 7-AREA CALCULATIONS DMA 8-AREA CALCULATIONS
IMPERVIOUS AREA (BUILDING ROOF) 811 SF
TOTAL 811 SF
PERVIOUS AREA (BIORETENTION BASIN) 30 SF
TOTAL 30 SF
TOTAL BASIN AREA 841 SF
% IMPERVIOUS AREA 96.4%
IMPERVIOUS AREA (PCCHARDSCAPE) 811 SF
TOTAL 811 SF
PERVIOUS AREA (TREE WELL) 40 SF
(LANDSCAPE AREA) 80 SF
TOTAL 120 SF
TOTAL BASIN AREA 931 SF
% IMPERVIOUS AREA 87.1%
DMA TABLE - TREA TMENT (BASIN 7)
DMA / AREA POST-PROJECT SURFACE ADJUSTMENT AREA X
BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED
FACTOR RUNOFF (SF)
7 811 POR. ROOF 0.9 1 730
BMP-IST
7 30 FLOOR 0.3 1 9
TOTAL 739
*PER APPENDIX B OF CITY OF CARLSBAD BMP DESIGN MANUAL 'PER APPENDIX B OF CITY OF CARLSBAD BMP DESIGN MANUAL *PER APPENDIX B OF CITY OF CARLSBAD BMP DESIGN MANUAL *PER APPENDIX B OF CITY OF CARLSBAD BMP DESIGN MANUAL
TOTAL DMA SIZE = 1,473 SF TOTAL DMA SIZE = 489 SF TOTAL DMA SIZE 551 SF TOTAL DMA SIZE = 693 SF
IMP SIZING FACTOR = 003 (FOR BIOFILTRATION BMPS)
AñIM AREA iior - 0.03 * 1,473 Q - ,IA -
IMP SIZING FACTOR = 003 (FOR BIOFILTRATION BMPS) IMP SIZING FACTOR = 003 (FOR BIOFILTRATION BMPS) IMP SIZING FACTOR = 003 (FOR BIOFIL TRA TION BMPS)
* MIN. AREA REQUIRED = 0.03 * 489 SF = 15 SF MIN, AREA REQUIRED = 0.03 *551 SF = 17SF MIN AREA REQUIRED = 0.03 693 SF = 21 SF
72 SF PROVIDED >44 SF REQUIRED THEREFORE OK FOR WATER QUALITY 21 SF PROVIDED> 15 SF REQUIRED THEREFORE OK FOR WATER QUALITY 20 SF PROVIDED> 17 SF REQUIRED THEREFORE OK FOR WATER QUALITY 25 SF PROVIDED '21 SF REQUIRED THEREFORE OK FOR WATER QUALITY
DCV CALCULATION - DMA 3
- DCV CALCULATION - DMA 4 DCV CALCULATION - DMA 5 DCV CALCULATION - DMA 6
- TOTAL BASIN SIZE (A) = 1685SF (0039 AC) TOTAL BASIN SIZE (A) = 557 SF (0013 AC) TOTAL BASIN SIZE (A) = 635 SF (0015 AC) TOTAL BASIN SIZE (A) = 787 SF (0018 AC)
TOTAL DMA SIZE (Cx *Ax) = 1,473 SF TOTAL DMA SIZE (Cx *Ax) = 489 SF TOTAL DMA SIZE (Cx *Ax) = 551 SF TOTAL DMA SIZE (Cx *Ax) = 693 SF RUNOFF FACTOR (Cx) = 0.9 RUNOFF FACTOR (Cx) 0.9 RUNOFF FACTOR (Cx) 0,87 RUNOFF FACTOR (Cx) = 0.9 85TH PERCENTILE RAINFALL DEPTH (d) 0,58 IN 85TH PERCENTILE RAINFALL DEPTH (d) 0,58 IN 85TH PERCENTILE RAINFALL DEPTH (d) 0.58 IN 85TH PERCENTILE RAINFALL DEPTH (d) 0,58 IN
DCV (C*D*A*3 630) = 73 CU FT DCV (C*D*A*3 630) = 24 CU FT DCV (C*D*A *3630) = 28 CU FT DCV (C*DW3 630) = 35 CU FT
DMA 9-AREA CALCULATIONS
- DMA 10-AREA CALCULATIONS DMA Il - AREA CALCULATIONS
- IMPERVIOUS AREA (PCC HARDSCAPE) 855 SF IMPERVIOUS AREA (PCC HARDSCAPE) 517 SF IMPERVIOUS AREA (PCC HARDSCAPE) 462 SF TOTAL 855 SF TOTAL 517 SF TOTAL 462 SF STRUCTURAL SOIL PROPERTIES:
ORGANIC CONTENT (OC) >5 PERCENT PH BETWEEN 6-8 CATION EXCHANGE
CAPACITY (CEC)> 5 MILLIEQUIVALENT (MEQ)/100 G SOIL, INFILTRA TION RATES OF 0.5 PERVIOUS AREA (TREE WELL) 40 SF PERVIOUS AREA (TREE WELL) 40 SF PER VIOUS AREA (TREE WELL) 40 SF IN/HR OR GREATER. SOIL MEDIA MUST HAVE AN APPROPRIATE AMOUNT OF ORGANIC (LANDSCAPE AREA) 78 SF TOTAL 40 SF TOTAL 40 SF MATERIAL TO SUPPORT PLANT GROWTH (E.G., LOAMY SAND MIXED THOROUGHLY TOTAL 118 SF WITH AN ORGANIC MATERIAL) IF THE EXISTING SOILS MEET THE CRITERIA IT CAN BE
TOTAL BASIN AREA 557 SF TOTAL BASIN AREA 502 SF USED AS THE SOIL MEDIA. IF THE EXISTING SOILS DO NOT MEET THE CRITERIA, A TOTAL BASIN AREA 973 SF SUBSTITUTE MEDIA MUST BE USED SOIL MEDIA THAT IS BROUGHT TO THE SITE % IMPERVIOUS AREA 92.8% % IMPERVIOUS AREA 92.0% MUST MEET THE STANDARDS SET IN THE STORM WATER % IMPERVIOUS AREA 879% STANDARDS AS WELL AS THE FOLLOWING CRITERIA
I SOIL MEDIA CONSISTS OF 7080 PERCENT SAND BY WEIGHT, 10% MAX SILTBY
jutw,ii-r OI IA V tI A V V lAIId"LI'r A t'flI A IA V P'fA I.'P'1 rl IA,rr,, ,r
*PER APPENDIX B OF CITY OF CARLSBAD BMP DESIGN MANUAL
YVI1flt, 010 IVW'IA LdU-11 0, vvrILn I, rnvu '7o wii-ti L,L/IvirLio I OT VVCIfl I. 470
COMPOST BY WEIGHT RESULTS IN APPROXIMATELY 5% ORGANIC MATTER BY
WEIGHT
2. THE SAND PORTION SHOULD CONSIST OF CONCRETE SAND (PASSING A
ONE-QUARTER-INCH SIEVE), MORTAR SAND (PASSING A ONE-EIGHTH-INCH
SIEVE) IS ACCEPTABLE AS LONG AS IT IS THOROUGHLY WASHED TO REMOVE
THE FINES.
3, FINES SHOULD PASS A #270 (SCREEN SIZE) SIEVE.
DMA TABLE- TREATMENT (BASIN 8)
SURFACE AREA
DMA I AREA POST-PROJECT ADJUSTMENT ADJUSTED
BMP (SF) SURFACE TYPE RUNOFF FACTOR RUNOFF FACTOR (SF)
8 811 'CC HARDSCAPL 0.9 1 730
8 80 LANDSCAPE 0.3 1 24
8 40 TREE WELL 0.3 1 12
TOTAL 766
DMA TABLE - TREA TMENT (BASIN 9)
DMA / AREA POST-PROJECT SURFACE ADJUSTMENT AREA X
BMP (SF) SURFACE TYPE RUNOFF FACTOR ADJUSTED
FACTOR RUNOFF (SF)
10 855 CC HARDSCAP 0.9 1 770
10 78 LANDSCAPE 0.3 1 23
10 40 TREE WELL 0.3 1 12
TOTAL 805
DMA TABLE - TREA TMENT (BASIN 10)
DMA/ AREA POST-PROJECT ADJUSTMENT AREA X
BMP (SF) SURFACE TYPE RUNOFF FACTOR FACTOR ADJUSTED
FACTOR RUNOFF (SF)
11 517 CC HARDSCAPE 0.9 1 465
11 40 TREE WELL 0.3 1 12
TOTAL 477
TOTAL DMA SIZE = 739 SF DCV CALCULATION - DMA 8 DCV CALCULATION - DMA 9 DCV CALCULATION - DMA 10
IMP. SIZING FACTOR =
MIN. AREA REQUIRED =
0.03 (FOR BIOFILTRATION BMPS)
0.03 * 739 SF = 22 SF TOTAL BASIN SIZE (A) = 931 SF (0.021 AC) TOTAL BASIN SIZE (A) = 973 SF (0.022 AC) TOTAL BASIN SIZE (A) = 557 SF (0.013 AC)
30 SF PROVIDED > 22 SF REQUIRED THEREFORE, OK FOR WATER QUALITY TOTAL DMA SIZE (Cx *Ax) = 766 SF
RUNOFF FACTOR (Cx) = 0.82
TOTAL DMA SIZE (Cx *Ax) 805 SF
RUNOFF FACTOR (Cx) 0.83
TOTAL DMA SIZE (Cx *Ax) = 477 SF
RUNOFF FACTOR (Cx) = 0.86 85TH PERCENTILE RAINFALL DEPTH (d) 058 IN 85TH PERCENTILE RAINFALL DEPTH (d) = 058 IN 85TH PERCENTILE RAINFALL DEPTH (d) = 058 IN
DCV CAL CULA TION - DMA 7
DCV (C*D*A*3,630) = 37 CU FT
**lx 10' TREE WELL PROVIDED PER SD = 40 CU FT OF -1 CREDIT PER APPENDIX B OF
DCV (C*D*A*3, 630) = 39 CU FT
**lx DCV (C*D*A*3, 630) = 23 CU FT
10' TREE WELL PROVIDED PER SD-I = 40 CU FT OF CREDIT PER APPENDIX B OF **1x 10' TREE WELL PROVIDED PER SD-1 = 40 CU FT OF CREDIT PER APPENDIX B 01
T'c,'rA, IAI&I r'I'7r' I.
BMP DESIGN MANUAL BMP DESIGN MANUAL BMP DESIGN MANUAL
DMA TABLE - TREATMENT (BASIN 11)
SURFACE AREA
DMA! AREA POST-PROJECT ADJUSTMENT ADJUSTED
BMP (SF) SURFACE TYPE RUNOFF FACTOR RUNOFF FACTOR TO (SF)
11 462 'CCHARDSCAP 0.9 1 416
11 40 TREE WELL 0.3 1 12
TOTAL 428
!L'JfiLJWIIV.IL(I-1) 41 !-(U.U1 -J/4U)
TOTAL DMA SIZE (Cx *Ax) = 739 SF
RUNOFF FACTOR (Cx) = 0.9
85TH PERCENTILE RAINFALL DEPTH (d) = 0.58 IN
DCV(C*D*A*3,630) = 37 CU FT
4 ORGANIC MATTER IS CONSIDERED AN ADDITIVE TO ASSIST VEGETATION IN
DCV CAL CULA TION DMA 11 INITIAL ESTABLISHMENT AND CONTRIBUTES TO SORPTION OF POLLUTANTS
- BUT GENERALLY SHOULD BE MINIMIZED (5 PERCENT). ORGANIC MATERIALS
WILL OXIDIZE OVER TIME CAUSING AN INCREASE IN PONDING THAT COULD
TOTAL BASIN SIZE (A) = 502 SF (0. 020 AC) ADVERSEL Y AFFECT THE PERFORMANCE OF THE BIOFILTRATION AREA
ORGANIC MATERIAL SHOULD CONSIST OF AGED BARK FINES, OR SIMILAR
TOTAL DMA SIZE (Cx * Ax) 428 SF ORGANIC MATERIAL. ORGANIC MATERIAL SHOULD NOT CONSIST OF MANURE
RUNOFF FACTOR (Cx) 0.85 OR ANIMAL COMPOST STUDIES HAVE ALSO SHOWN NEWSPAPER MULCH TO BE
85TH PERCENTILE RAINFALL DEPTH (d) = 058/N AN ACCEPTABLE ADDITIVE (KIM ET AL. 2003 DAVIS 2007)
DCV (C*D*A*3,630,) = 21 CU FT 5. HIGH LEVELS OF PHOSPHORUS IN THE MEDIA HAVE BEEN IDENTIFIED AS THE **1x 10' TREE WELL PROVIDED PER SD-1 = 40 CU FT OF CREDIT PER APPENDIX B OF MAIN CAUSE OF BIOFJLTRA TION AREAS EXPORTING NUTRIENTS (HUNTAND
MP DESIGN MANUAL ORD 2006) ALL STRUCTURAL SOIL SHOULD BE ANAL YZED FOR BACKGROUND
LEVELS OF NUTRIENTS, TOTAL PHOSPHORUS SHOULD NOT EXCEED 15 PPM.
DIVERSION FLOWRATE CALCULATION DIVERSION FLOW RATE CALCULATION
**NOT APPLICABLE - TREE WELLS LOCATED IN SUMP CONDITION IN LANDSCAPED
PARKWAY; WILL CAPTURE AND TREAT ENTIRE DMA DRAINING TO THEM
**NOTAPPLICABLE - TREE WELLS LOCATED IN SUMP CONDITION IN LANDSCAPED
PARKWAY; WILL CAPTURE AND TREAT ENTIRE DMA DRAINING TO THEM
DIVERSION FLOW RATE CALCULATION
**NOTAPPLICABLE TREE WELLS LOCATED IN SUMP CONDITION IN LANDSCAPED
- WELL , , CREDIT
DMA EXHIBIT PARKWAY; WILL CAPTURE AND TREAT ENTIRE DMA DRAINING TO THEM I V V LL. Li I I GRAND JEFFERSON - 786 GRAND AVENUE
CITY OF CARLSBAD TOTAL TREE WELL CREDIT 120 CU FT
TOTAL PROJECT DCV 480 CU FT
% CREDIT TREE WELLS 25% PASCO LARET SUITEN
' & ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
535 North Highway 101, Ste A Solana Beach, CA 92075
ph 858.259.8212 I ft 858.259.4812 I pl.aenglneering.com
-
Appendix I: Forms and Checklists
99MOM M9 go RUM W
Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
] Toilet and urinal flushing
I Landscape irrigation
0 Other:________
If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
Toilet and urinal flushing = 6.0 res. units x 4.0 residents / unit x 9.3 Gal / resident = 223.2 Gal
for 1.0 comm. unit x —40 employees x 7.0 Gal/ employee = 70 Gal
Landscape irrigation = 0.023 AC * 1,470 Gal/AC/36hr = 34 Gal = 4.5 Cu Ft
Total = 223.2 Gal + 70 Gal + 34 Gal = 327.2 Gal = 44 Cu Ft
Calculate the DCV using worksheet B.2-1.
DCV = 480 (total) (cubic feet)
3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand
than or equal to the DCV? 0.25DCV but less than the full DCV? less than 0.25DC\7?
D Yes / X No => D Yes / X No => N Yes
Harvest and use appears to be Harvest and use may be feasible. ,.i '—Harvest and use is
feasible. Conduct more detailed Conduct more detailed evaluation and \ considered to be infeasible.
evaluation and sizing calculations sizing calculations to determine
to confirm that DCV can be used feasibility. Harvest and use may only be
at an adequate rate to meet able to be used for a portion of the site,
drawdown criteria, or (optionally) the storage may need to be
upsized to meet long term capture targets
I while draining in longer than 36 hours.
Is harvest and use feasible based on further evaluation?
o Yes, refer to Appendix E to select and size harvest and use BMPs.
N No, select alternate BMPs.
1-2 February 2016
Appendix I: Forms and Checklists
Part 1- Full Infiltration Feasibility Screening Criteria
Would infiltration of the full design volume be feasible from a physical perspective without any undesirable
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
Is the estimated reliable infiltration rate below proposed
facility locations greater than 0.5 inches per hour? The response
1 to this Screening Question shall be based on a comprehensive X
evaluation of the factors presented in Appendix C.2 and Appendix
D.
Provide basis:
Per Hydrologic Type B Soils per Web Soil Survey application available through United States
Department of Agriculture
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of geotechnical hazards (slope stability,
2 groundwater mounding, utilities, or other factors) that cannot X
be mitigated to an acceptable level? The response to this
Screening Question shall be based on a comprehensive evaluation of
the factors presented in Appendix C.2.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
1-3 February 2016
Appendix I: Forms and Checklists
Criteri Screening Question Yes No a
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of groundwater contamination (shallow
water table, storm water pollutants or other factors) that cannot X
be mitigated to an acceptable level? The response to this
Screening Question shall be based on a comprehensive evaluation of
the factors presented in Appendix C.3.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Can infiltration greater than 0.5 inches per hour be allowed
without causing potential water balance issues such as change
of seasonality of ephemeral streams or increased discharge of X
contaminated groundwater to surface waters? The response to
this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.3.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
If all answers to rows 1 - 4 are "Yes" a full infiltration design is potentially feasible.
Part 1 The feasibility screening category is Full Infiltration Proceed to
Result
* If any answer from row 1-4 is "No", infiltration may be possible to some extent but Part 2
would not generally be feasible or desirable to achieve a "full infiltration" design.
Proceed to Part 2
*To be completed using gathered site information and best professional judgment considering the definition of MEP in
the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
1-4 February 2016
Appendix I: Forms and Checklists
-Form . 1-8 Page -
Part 2— Partial Infiltration vs. No Infiltration Feasibility Screening Criteria
Would infiltration of water in any appreciable amount be physically feasible without any negative
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
Do soil and geologic conditions allow for infiltration in any
- appreciable rate or volume? The response to this Screening x Question shall be based on a comprehensive evaluation of the
factors presented in Appendix C.2 and Appendix D.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Can Infiltration in any appreciable quantity be allowed
without increasing risk of geotechnical hazards (slope
(I stability, groundwater mounding, utilities, or other factors) x that cannot be mitigated to an acceptable level? The response
to this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.2.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
1-5 February 2016
Appendix I: Forms and Checklists
Criteria Screening Question Yes No
Can Infiltration in any appreciable quantity be allowed
without posing significant risk for groundwater related
concerns (shallow water table, storm water pollutants or other X
factors)? The response to this Screening Question shall be based
on a comprehensive evaluation of the factors presented in
Appendix C.3.
Provide basis:
Groundwater was encountered at depths of 16-17 feet per "Geotechnicat Investigation" performed by
Hetherinton Engineering, Inc.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Can infiltration be allowed without violating downstream
8 water rights? The response to this Screening Question shall be
based on a comprehensive evaluation of the factors presented in
Appendix C.3.
Provide basis:
The property discharges directly to the public right-of-way before entering public storm drain infrastructure
and being conveyed to the Pacific Ocean. There are no downstream properties with water rights who would
be affected by an infiltration condition
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
If all answers from row 5-8 are yes then partial infiltration design is potentially feasible.
Part 2 The feasibility screening category is Partial Infiltration. No
infiltration
Result* If any answer from row - i -8 s no, then infiltration of any volume is considered to be
infeasible within the drainage area. The feasibility screening category is No Infiltration.
*To be completed using gathered site information and best professional judgment considering the definition of ?rlEP in
the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
1-6 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-1
Worksheet B-2.1
I
85 h percentile 24-hr storm depth from Figure B.1-1 d=
I
0.58
I
inches
2 Area tributary to BMP (s) A= 0.034 acres
3
Area weighted runoff factor (estimate using Appendix
B.1.1 and B.2.1) C 0.9 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 65 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-2
I 85" percentile 24-hr storm depth from Figure B.1-I d= 0.58 inches
2 Area tributary to BMP (s) A= 0.050 acres
3
Area weighted runoff factor (estimate using Appendix
B.I.I and B.2.I) C 0.9 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RCV cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 1 94 1 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-3
85th percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.039 acres
3
Area weighted runoff factor (estimate using Appendix
B.1.1 and B.2.1) C
0.9
unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 1 73 1 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-4
! 85 di percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.013 acres
3
Area weighted runoff factor (estimate using Appendix
B.1.1 and B.2.1) C 0.9 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV I DCV= 1
24 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-5
M-000 1flWJt!ffiT
i 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.015 acres
3
Area weighted runoff factor (estimate using Appendix
B.1.1 and B.2.1) C 0.9 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 28 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-6
IBjxnuWcilmiI ao
1 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.018 acres
3
Area weighted runoff factor (estimate using Appendix
B.1.1 and B.2.1) C 0.9 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 35 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-7
85th percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.019 acres
3
Area weighted runoff factor (estimate using Appendix
B.1.l and B.2.1) C 0.9 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RC\' cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 37 1 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-8
ftem
1 85th percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.021 acres
3
Area weighted runoff factor (estimate using Appendix
B.1.1 and B.2.1) C= 0.82 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RCV cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 37 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-9
I 85 percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.022 acres
3
Area weighted runoff factor (estimate using Appendix
B.I.I and B.2.I) C= 0.83 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
Rain barrels volume reduction RCV cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 39 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA-10
I 85' percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.013 acres
3
Area weighted runoff factor (estimate using Appendix
B.I.l and B.2.1) C= 0.86 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RC\' cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 23 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.2-1. DCV DMA- li
85 percentile 24-hr storm depth from Figure B.1-1 d= 0.58 inches
2 Area tributary to BMP (s) A= 0.020 acres
3
Area weighted runoff factor estimate using Appendix
B.1.1 and B.2.1) C= 0.85 unitless
4 Tree wells volume reduction TCV= 0 cubic-feet
5 Rain barrels volume reduction RCV= cubic-feet
6
Calculate DCV =
(3630 x C x d x A) - TCV - RCV DCV= 21 cubic-feet
B-10 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs BF-I
I 1 Remaining DCV after implementing retention BMPs 65 cubic-feet
Partial Retention
2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr.
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 0 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4/ Line 5] 0 inches
7 Assumed surface area of the biofiltration BMP 72 sq-ft
8 Media retained pore storage 0.1 in/in
9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 10.8 cubic-feet
10 1 DCV that requires biofiltration [Line I - Line 9] 54 cubic-feet
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 8 inches
12
-
Media Thickness [18 inches minimum], also add mulch layer thickness to
. this line for sizing calculations 18 inches
13
-
Aggregate Storage above underdrain invert (12 inches typical) - use 0
inches for sizing if the aggregate is not over the entire bottom surface area 12 inches
14 Media available pore space 0.2 in/in
15
-
Media filtration rate to be used for sizing (5 in/hr. with no outlet control;
. if the filtration is controlled by the outlet, use the outlet controlled rate)
- in/hr.
Baseline Calculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 16] 30 inches
18
-
Depth of Detention Storage
[Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 17.4 inches
19 Total Depth Treated [Line 17 + Line 18] 47.4 inches
Option 1— Biofilter 1.5 times the DCV
20 Required biofiltered volume [1.5 x Line 101 81.3 cubic-feet
21 Required Footprint [Line 20/ Line 19] x 12 21 sq-ft
Option 2- Store 0.75 of remaining DCV in pores and ponding
22 Required Storage (surface + pores) Volume [0.75 x Line 10] 4.0.5 cubic-feet
23 Required Footprint [Line 22/ Line 18] x 12 28 sq-ft
Footprint of the BMP
24 Area draining to the BMP 1, 487 sq-ft
25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.9
26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 39 sq-ft
27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 72 sq-ft
Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until
its equivalent to the required biotiltration footprint (either Line 21 or Line 23)
B-26 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs BF-2
__ I
1 J Remaining DCV after implementing retention BMPs I94 cubic-feet
Partial Retention
2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr.
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 0 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4/ Line 5] 0 inches
7 Assumed surface area of the biofiltration BMP 72 sq-ft
8 Media retained pore storage 0.1 in/in
9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 II cubic-feet
10 1 DCV that requires biofiltration [Line I - Line 9] 83 cubic-feet
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 8 inches
12
-
Media Thickness [18 inches minimum] also add mulch layer thickness to
. . this line for sizing calculations 18 inches
13
-
Aggregate Storage above underdrain invert (12 inches typical) - use 0
inches for sizing if the aggregate is not over the entire bottom surface area 12 inches
14 Media available pore space 0.2 in/in
15
-
Media filtration rate to be used for sizing (5 in/hr. with no outlet control;
i i f the filtration s controlled by the outlet, use the outlet controlled rate)
5 in/hr.
Baseline Calculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 161 30 inches
18
-
Depth of Detention Storage
[Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 17.4 inches
19 Total Depth Treated [Line 17 + Line 18] 47.4 inches
Option 1— Biofilter 1.5times theDCV
20 Required biofiltered volume [1.5 x Line 10] 124.5 cubic-feet
21 Required Footprint [Line 20/ Line 19] x 12 31.5 sq-ft
Option 2-Store 0.75 of remaining DCV in pores and ponding
22 Required Storage (surface + pores) Volume [0.75 x Line 101 62 cubic-feet
23 Required Footprint [Line 22/ Line 18] x 12 43 sq-ft
Footprint of the BMP
24 Area draining to the BMP 2,158 sq-ft
25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.9
26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 57 sq-ft
27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 72 sq-ft
Note: Line 7 is used to estimate the amount of volume retained by the B1P. Update assumed surface area in Line 7 until
its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
B-26 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs BF-3
1 Remaining DCV after implementing retention BMPs I 73 cubic-feet
Partial Retention
2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr.
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 31 0 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4/ Line 5] 0 inches
7 Assumed surface area of the biofiltration BMP 72 sq-ft
8 Media retained pore storage 0.1 in/in
9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 11 cubic-feet
10 1 DCV that requires biofiltration [Line I - Line 9] 62 cubic-feet
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 8 inches
12
-
Media Thickness [18 inches minimum], also add mulch layer thickness to
this line for sizing calculations 18 inches
13
-
Aggregate Storage above underdrain invert (12 inches typical) - use 0
inches for sizing if the aggregate is not over the entire bottom surface area 12 1nc • hes
14 Media available pore space 0.2 in/in
15
-
Media filtration rate to be used for sizing (5 in/hr. with no outlet control;
if the filtration is controlled by the outlet, use the outlet controlled rate)
5 in/hr.
BaselineCalculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 161 30 inches
18
-
Depth of Detention Storage
[Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 17.4 inches
19 Total Depth Treated [Line 17 + Line 18] 47.4 inches
Option 1— Biofilter 1.5timesthe DCV
20 Required biofiltered volume [1.5 x Line 10] 93 cubic-feet
21 Required Footprint [Line 20/ Line 19] x 12 23.5 sq-ft
Option 2- Store 0.75 of remaining DCV in pores and ponding
22 Required Storage (surface + pores) Volume [0.75 x Line 10] 46.5 cubic-feet
23 Required Footprint [Line 22/ Line 18] x 12 32 sq-ft
Footprint of the BMP
24 Area draining to the BMP 1,685 sq-ft
25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.9
26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 44 sq-ft
27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 72 sq-ft
Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until
its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
B-26 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs BF4
I 1 Remaining DCV after implementing retention BMPs 24 J cubic-feet
Partial Retention
2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr.
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 0 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4/ Line 5] 0 inches
7 Assumed surface area of the biofiltration BMP 21 sq-ft
8 Media retained pore storage 0.1 in/in
9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/121 x Line 7 3 cubic-feet
10 1 DCV that requires biofiltration [Line 1 - Line 9] 21 cubic-feet
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 8 inches
12
-
Media Thickness [18 inches minimum], also add mulch layer thickness to this line for sizing calculations 18 inches
13
-
Aggregate Storage above underdrain invert (12 inches typical) - use 0
inches for sizing if the aggregate is not over the entire bottom surface area 12 inches
14 Media available pore space 0.2 in/in
15
-
Media filtration rate to be used for sizing (5 in/hr. with no outlet control;
if the filtration is controlled by the outlet, use the outlet controlled rate)
5 in/hr.
Baseline Calculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 16] 30 inches
18
-
Depth of Detention Storage
[Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 17.4 inches
19 Total Depth Treated [Line 17 + Line 18] 47.4 inches
.Option 1— Biofilter 1.5times theDCV
20 Required biofiltered volume [1.5 x Line 10] 31.5 cubic-feet
21 Required Footprint [Line 20/ Line 19] x 12 8 sq-ft
Option 2-Store 0.75 of remaining DCV in pores and ponding
22 Required Storage (surface + pores) Volume [0.75 x Line 10] 22 cubic-feet
23 Required Footprint [Line 22/ Line 18] x 12 11 sq-ft
Footprint of theBMP
24 Area draining to the BMP sq-ft
25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.9
26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 15 sq-ft
27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 21 sq-ft
Note: Line 7 is used to estimate the amount of volume retained by the Bi%IP. Update assumed surface area in Line 7 until
its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
B-26 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs BF-5
RMUR 1DXX &V Mob
I J Remaining DCV after implementing retention BMPs I 28 cubic-feet
Partial Retention
2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr.
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 0 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4/ Line 5] 0 inches
7 Assumed surface area of the biofiltration BMP 20 sq-ft
8 Media retained pore storage 0.1 in/in
9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 3 cubic-feet
10 DCV that requires biofiltration [Line I - Line 9] 25 cubic-feet
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 8 inches
12
-
Media Thickness [18 inches minimum], also add mulch layer thickness to
. this line for sizing calculations 18 inches
13 Aggregate Storage above underdrain invert (12 inches typical) - use 0
inches for sizing if the aggregate is not over the entire bottom surface area 12 inches
14 Media available pore space 0.2 in/in
15 Media filtration rate to be used for sizing (5 in/hr. with no outlet control;
. . if the filtration is controlled by the outlet, use the outlet controlled rate) 111/hr.
-
5
Baseline Calculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 16] 30 inches
18
-
Depth of Detention Storage
[Line 11+ (Line 12x Line 14) + (Line 13x Line 5)] 17.4 inches
19 Total Depth Treated [Line 17 + Line 18] 47.4 inches
Option 1— Biofilter 1.5timesthe DCV
20 Required biofiltered volume [1.5 x Line 101 37.5 cubic-feet
21 Required Footprint [Line 20/ Line 191 x 12 9.5 sq-ft
.Option 2- Store 0.75 of remaining DCV in pores and ponding
22 Required Storage (surface + pores) Volume [0.75 x Line 10] 19 cubic-feet
23 Required Footprint [Line 22/ Line 18] x 12 13 sq-ft
Footprint of the BMP
24 Area draining to the BMP 625 sq-ft
25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.9
26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 17 sq-ft
27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 20 sq-ft
Note: Line 7 is used to estimate the amount of volume retained by the BISJP. Update assumed surface area in J.ine7 until
its equivalent to the required bioliltracion footprint (either Line 21 or Line 23)
B-26 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.5-1: Simple Sizing Method for Biofiltradon BMPs BF-6
'a- fth@3 Most ft RUM
I 1 Remaining DCV after implementing retention BMPs I 35 cubic-feet
Partial Retention
2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr.
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 3] 0 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4/ Line 5] 0 inches
7 Assumed surface area of the biofiltration BMP 25 sq-ft
8 Media retained pore storage 0.1 in/in
9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 6 cubic-feet
10 1 DCV that requires biofiltration [Line I - Line 9] 29 cubic-feet
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 8 inches
12
-
Media Thickness [18 inches minimum], also add mulch layer thickness to
. this line for sizing calculations 18 inches
13
-
Aggregate Storage above underdrain invert (12 inches typical) - use 0
inches for sizing if the aggregate is not over the entire bottom surface area 12 inches
14 Media available pore space 0.2 in/in
15
-
Media filtration rate to be used for sizing (5 in/hr. with no outlet control;
. if the filtration is controlled by the outlet, use the outlet controlled rate)
5 in/hr.
BaselineCalculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 16] 30 inches
18
-
Depth of Detention Storage
[Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 17.4 inches
19 Total Depth Treated [Line 17 + Line 18] 47.4 inches
Option 1— Biofilter 1.5 times theDCV
20 Required biofiltered volume [1.5 x Line 10] 43.5 cubic-feet
21 Required Footprint [Line 20/ Line 19] x 12 11 sq-ft
Option 2- Store 0.75 of remaining DCV in pores and ponding
22 Required Storage (surface + pores) Volume [0.75 x Line 10] 22 cubic-feet
23 Required Footprint [Line 22/ Line 18] x 12 15 sq-ft
Footprint of the BMP
24 Area draining to the BMP 787 sq-ft
25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.9
26 Minimum BMP Footprint [Line 24 x Line 25 x 0.031 21 sq-ft
27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 25 sq-ft
Note: Line 7 is used to estimate the amount of volume retained by the BAD. Update assumed surface area in Line 7 until
its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
B-26 February 2016
Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.5-1: Simple Sizing Method for Biofiltration BMPs BF-7
afflum hI1hII Th1 JJ __
I 1 Remaining DCV after implementing retention BMPs I 37 cubic-feet
Partial Retention
2 Infiltration rate from Form 1-9 if partial infiltration is feasible 0 in/hr.
3 Allowable drawdown time for aggregate storage below the underdrain 36 hours
4 Depth of runoff that can be infiltrated [Line 2 x Line 31 0 inches
5 Aggregate pore space 0.40 in/in
6 Required depth of gravel below the underdrain [Line 4/ Line 5] 0 inches
7 Assumed surface area of the biofiltration BMP 30 sq-ft
8 Media retained pore storage 0.1 in/in
9 Volume retained by BMP [[Line 4 + (Line 12 x Line 8)]/12] x Line 7 4.5 cubic-feet
10 DCV that requires biofiltration [Line I - Line 9] 32.5 cubic-feet
BMP Parameters
11 Surface Ponding [6 inch minimum, 12 inch maximum] 8 inches
12
-
Media Thickness [18 inches minimum], also add mulch layer thickness to
. . this line for sizing calculations 18 inches
13
-
Aggregate Storage above underdrain invert (12 inches typical) - use 0
inches for sizing if the aggregate is not over the entire bottom surface area 12 inches
14 Media available pore space 0.2 in/in
15
-
Media filtration rate to be used for sizing (5 in/hr. with no outlet control;
. . if the filtration is controlled by the outlet, use the outlet controlled rate)
5 in/hr.
Baseline Calculations
16 Allowable Routing Time for sizing 6 hours
17 Depth filtered during storm [Line 15 x Line 16] 30 inches
18
-
Depth of Detention Storage
[Line 11 + (Line 12 x Line 14) + (Line 13 x Line 5)] 17.4 inches
19 Total Depth Treated [Line 17 + Line 18] 47.4 inches
Option 1— Biofilter 1.5times the DCV
20 Required biofiltered volume [1.5 x Line 10] 49 cubic-feet
21 Required Footprint [Line 20/ Line 19] x 12 12.5 sq-ft
Option 2 - Store 0.75 of remaining DCV in pores and ponding
22 Required Storage (surface + pores) Volume [0.75 x Line 10] 24.5 cubic-feet
23 Required Footprint [Line 22/ Line 18] x 12 17 sq-ft
Footprint of the BMP
24 Area draining to the BMP 841 sq-ft
25 Adjusted Runoff Factor for drainage area (Refer to Appendix B.1 and B.2) 0.9
26 Minimum BMP Footprint [Line 24 x Line 25 x 0.03] 22 sq-ft
27 Footprint of the BMP = Maximum(Minimum(Line 21, Line 23), Line 26) 30 sq-ft
Note: Line 7 is used to estimate the amount of volume retained by the BMP. Update assumed surface area in Line 7 until
its equivalent to the required biofiltration footprint (either Line 21 or Line 23)
B-26 February 2016
Appendix E: BMP Design Fact Sheets
E.12 BF-1 Biofiltration
MS4 Permit Category
Biofiltra tion
¶
41-;~* Allrti
Manual Category
Biotiltration
-?• —V. •'•. •''!
it.. :•.
Applicable Performance
Standard
Pollutant Control
Flow Control
Primary Benefits
Treatment
Volume Reduction (Incidental)
Peak Flow Attenuatio n (Optional)
Location: 43rd Street and Logan Avenue, San Diego, California
Description
Biotiltraton Bioretenuon with underdrain) facilities are vegetated surface water systems that filter
water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow
to the downstream conveyance system. Bioretention with underdrain facilities are commonly
incorporated into the site within parking lot landscaping, along roadsides, and in open spaces. Because
these types of facilities have limited or no infiltration, they are typically designed to provide enough
hydraulic head to move flows through the underdrain connection to the storm drain system.
Treatment is achieved through filtration, sedimentation, sorption, biochemical processes and plant
uptake.
Typical bioretention with underdrain components include:
Inflow distribution mechanisms (e.g, perimeter flow spreader or filter strips)
Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap)
Shallow surface ponding for captured flows
Side slope and basin bottom vegetation selected based on expected climate and ponding depth
Non-floating mulch layer (Optional)
Media layer (planting mix or engineered media) capable of supporting vegetation growth
Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted
native soils or the aggregate storage layer
Aggregate storage layer with underdrain(s)
Impermeable liner or uncompacted native soils at the bottom of the facility
E-66 February 2016
Appendix E: BMP Design Fact Sheets
Overflow structure
CURB
CURB C
12" MIN.
A'
MEDIA SURFACE AREA
ction A-A shown hereon for
reference only; refer to DWG
523-7A for project specific
Biofiltration BMP detail
CURB CUT
VEGETATED SIDE SLOPE NN
PLAN
NOT TO SCALE
4-6" DROP FROM CURB CUT TO APRON
F APRON FOR ENERGY DISSIPATION
r 6" MIN. TO 12" MAX.
SURFACE PONDING
CLEANOUT-
2" MIN. FREEBOARD
j- 3" WELL-AGED, SHREDDED
I HARDWOOD MULCH ( (OPTIONAL) , MAINTENANCE
I ACCESS
I (AS NEEDED)
EXCAVATED SLOPE
(SHOWN AT 1H:IV) /41
MIN. 18 MEDIA WITH
MIN. 5 IN/HR
FILTRATION RATE
SATURATED STORAGE
(OPTIONAL)
FILTER COURSE -
AGGREGATE STORAGE LAYER
OVERFLOW
STRUCTURE
IMPERMEABLE LINER (OPTIONAL)
GREGATE BELOW UNDERDRAIN
MIN. 6" DIAMETER UNDERDRAIN
EXISTING UNCOMPACTED SOILS
SECTION A-A'
NOT TO SCALE
Typical plan and Section view of a Biofiltration BMP
E-67 February 2016
Appendix E: BMP Design Fact Sheets
Design Adaptations for Project Goals
Biofiltration Treatment BMP for storm water pollutant control. The system is lined or un-lined
to provide incidental infiltration, and an underdrain is provided at the bottom to carry away filtered
runoff. This configuration is considered to provide biofiltration treatment via flow through the media
layer. Storage provided above the underdrain within surface ponding, media, and aggregate storage is
considered included in the biofiltration treatment volume. Saturated storage within the aggregate
storage layer can be added to this design by raising the underdrain above the bottom of the aggregate
storage layer or via an internal weir structure designed to maintain a specific water level elevation.
Integrated storm water flow control and pollutant control configuration. The system can be
designed to provide flow rate and duration control by primarily providing increased surface ponding
and/or having a deeper aggregate storage layer above the underdrain. This will allow for significant
detention storage, which can be controlled via inclusion of an outlet structure at the downstream end
of the underdrain.
Criteria and Considerations . 1
Bioretention with underdrain must meet the following design criteria. Deviations from the below
criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate:
Siting and Design Intent/Rationale
Placement observes geotechnical
recommendations regarding potential hazards Must not negatively impact existing site (e.g., slope stability, landslides, liquefaction geotechnical concerns. zones) and setbacks (e.g., slopes, foundations,
utilities).
Lining prevents storm water from
An impermeable liner or other hydraulic impacting groundwater and/or sensitive
restriction layer is included if site constraints environmental or geotechnical features.
indicate that infiltration or lateral flows should Incidental infiltration, when allowable,
not be allowed. can aid in pollutant removal and
groundwater recharge.
Bigger BMPs require additional design
features for proper performance.
Contributing tributary area greater than 5
Contributing tributary area shall be S 5 acres acres may be allowed at the discretion of
(~ I acre preferred). the City Engineer if the following
conditions are met: I) incorporate design
features (e.g. flow spreaders) to
minimizing short circuiting of flows in
E-68 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
the BMP and 2) incorporate additional
design features requested by the City
Engineer for proper performance of the
regional BMP.
Finish grade of the facility is 2%. Flatter surfaces reduce erosion and
channelization within the facility.
Surface Pon ding
Surface ponding limited to 24 hours for
plant health. Surface ponding drawdown
Surface ponding is limited to a 24-hour time greater than 24-hours but less than
drawdown time. 96 hours may be allowed at the
discretion of the City Engineer if
certified by a landscape architect or
agronomist.
Surface ponding capacity lowers
] Surface ponding depth is 2 6 and :5 12 inches.
subsurface storage requirements. Deep
surface ponding raises safety concerns.
Surface ponding depth greater than 12
inches (for additional pollutant control
or surface outlet structures or flow-
control orifices) may be allowed at the
discretion of the City Engineer if the
following conditions are met: 1) surface
ponding depth drawdown time is less
than 24 hours; and 2) safety issues and
fencing requirements are considered
(typically ponding greater than 18" will
require a fence and/or flatter side slopes)
and 3) potential for elevated clogging risk
is considered.
A minimum of 2 inches of freeboard is Freeboard provides room for head over
FXI provided, overflow structures and minimizes risk
of uncontrolled surface discharge.
Side slopes are stabilized with vegetation and Gentler side slopes are safer, less prone
IN are = 3H:IV or shallower, to erosion, able to establish vegetation
more quickly and easier to maintain.
Vegetation
E-69 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
Plantings are suitable for the climate and Plants suited to the climate and ponding I expected ponding depth. A plant list to aid in depth are more likely to survive.
selection can be found in Appendix E.20.
An irrigation system with a connection to Seasonal irrigation might be needed to D water supply should be provided as needed. keep plants healthy.
Mulch (Optional)
Mulch will suppress weeds and maintain
A minimum of 3 inches of well-aged, shredded moisture for plant growth. Aging mulch
hardwood mulch that has been stockpiled or kills pathogens and weed seeds and
stored for at least 12 months is provided, allows the beneficial microbes to
multiply.
Media Layer
A filtration rate of at least 5 inches per
Media maintains a minimum filtration rate of 5 hour allows soil to drain between events.
in/hr over lifetime of facility. An initial The initial rate should be higher than
filtration rate of 8 to 12 in/hr is recommended long term target rate to account for
to allow for clogging over time; the initial clogging over time. However an
filtration rate should not exceed 12 inches per excessively high initial rate can have a
hour. negative impact on treatment
performance, therefore an upper limit is
needed.
Media is a minimum 18 inches deep, meeting
either of these two media specifications:
City of San Diego Storm Water Standards A deep media layer provides additional
Appendix F (February 2016, unless superseded filtration and supports plants with deeper
by more recent edition) ar County of San roots.
Diego Low Impact Development Handbook:
Appendix G -Bioretention Soil Specification Standard specifications shall be followed. Qune 2014, unless superseded by more recent
edition).
Alternatively, for proprietary designs and For non-standard or proprietary designs,
custom media mixes not meeting the media compliance with F.1 ensures that
specifications contained in the 2016 City of adequate treatment performance will be
San Diego Storm Water Standards or County provided.
LID Manual, the media meets the pollutant
treatment performance criteria in Section F.1.
E-70 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
Greater surface area to tributary area
ratios: a) maximizes volume retention as
required by the MS4 Permit and b)
decrease loading rates per square foot
and therefore increase longevity.
Media surface area is 3% of contributing area Adjusted runoff factor is to account for
times adjusted runoff factor or greater. site design BMPs implemented upstream
of the BMP (such as rain barrels,
impervious area dispersion, etc.). Refer
to Appendix B.2 guidance.
Use Worksheet B.5-1 Line 26 to estimate
the minimum surface area required per
this criteria.
Potential for pollutant export is partly a
Where receiving waters are impaired or have a function of media composition; media
TMDL for nutrients, the system is designed design must minimize potential for
El with nutrient sensitive media design (see fact export of nutrients, particularly where
sheet BF-4 receiving waters are impaired for
nutrients.
Filter Course Layer
A filter course is used to prevent migration of Migration of media can cause dogging of
fines through layers of the facility. Filter fabric the aggregate storage layer void spaces or
is not used. subgrade. Filter fabric is more likely to
clog.
Washing aggregate will help eliminate
( Filter course is washed and free of fines, fines that could clog the facility and
impede infiltration.
Gradation relationship between layers
Filter course calculations assessing suitability can evaluate factors (e.g., bridging,
for particle migration prevention have been permeability, and uniformity) to
completed. determine if particle sizing is appropriate
or if an intermediate layer is needed.
Aggregate Storage Layer
Class 2 Permeable per Caltrans specification Washing aggregate will help eliminate
68-1.025 is recommended for the storage layer. fines that could clog the aggregate
Washed, open-graded crushed rock may be storage layer void spaces or subgrade.
used, however a 4-6 inch washed pea gravel
E-71 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
filter course layer at the top of the crushed
rock is required.
The depth of aggregate provided (12-inch Proper storage layer configuration and typical) and storage layer configuration is underdrain placement will minimize adequate for providing conveyance for facility drawdown time. underdrain flows to the outlet structure.
Inflow, Underdrain, and Outflow Structures
Inflow, underdrains and outflow structures are Maintenance will prevent clogging and
accessible for inspection and maintenance, ensure proper operation of the flow
control structures.
Inflow velocities are limited to 3 ft/s or less or High inflow velocities can cause erosion, use energy dissipation methods. (e.g., riprap, scour and/or channeling. level spreader) for concentrated inflows.
Curb cut inlets are at least 12 inches wide, have Inlets must not restrict flow and apron
a 4-6 inch reveal (drop) and an apron and prevents blockage from vegetation as it
energy dissipation as needed. grows in. Energy dissipation prevents
erosion.
A minimal separation from subgrade or
Underdrain outlet elevation should be a the liner lessens the risk of fines entering
minimum of 3 inches above the bottom the underdrain and can improve
elevation of the aggregate storage layer. hydraulic performance by allowing
perforations to remain unblocked.
[J Minimum underdrain diameter is 6 inches. Smaller diameter underdrains are prone
to clogging.
Underdrains are made of slotted, PVC pipe Slotted underdrains provide greater
conforming to ASTM D 3034 or equivalent or intake capacity, clog resistant drainage,
corrugated, HDPE pipe conforming to and reduced entrance velocity into the
AASHTO 252M or equivalent. pipe, thereby reducing the chances of
solids migration.
An underdrain cleanout with a minimum 6-
inch diameter and lockable cap is placed every Properly spaced deanouts will facilitate
250 to 300 feet as required based on underdrain maintenance.
underdrain length.
Overflow is safely conveyed to a downstream Planning for overflow lessens the risk of
storm drain system or discharge point Size property damage due to flooding.
overflow structure to pass 100-year peak flow
E-72 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
for on-line infiltration basins and water quality
peak flow for off-line basins.
Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only
To design bioretention with underdrain for storm water pollutant control only (no flow control
required), the following steps should be taken:
Verify that siting and design criteria have been met, including placement requirements,
contributing tributary area, maximum side and finish grade slopes, and the recommended
media surface area tributary ratio.
Calculate the DCV per Appendix B based on expected site design runoff for tributary areas.
Use the sizing worksheet presented in Appendix B.5 to size biofiltration BMPs.
Conceptual Design and Sizing Approach when Storm Water Flow Control is Applicable
Control of flow rates and/or durations will typically require significant surface ponding and/or
aggregate storage volumes, and therefore the following steps should be taken prior to determination
of storm water pollutant control design. Pre-development and allowable post-project flow rates and
durations should be determined as discussed in Chapter 6 of the manual.
Verify that siting and design criteria have been met, including placement requirements,
contributing tributary area, maximum side and finish grade slopes, and the recommended
media surface area tributary ratio.
Iteratively determine the facility footprint area, surface ponding and/or aggregate storage layer
depth required to provide detention storage to reduce flow rates and durations to allowable
limits. Flow rates and durations can be controlled from detention storage by altering outlet
structure orifice size(s) and/or water control levels. Multi-level orifices can be used within an
outlet structure to control the full range of flows.
If bioretention with underdrain cannot fully provide the flow rate and duration control
required by this manual, an upstream or downstream structure with significant storage volume
such as an underground vault can be used to provide remaining controls.
After bioretention with underdrain has been designed to meet flow control requirements,
calculations must be completed to verify if storm water pollutant control requirements to treat
the DCV have been met.
E-73 February 2016
Appendix E: BMP Design Fact Sheets
E.2 SD-1 Tree Wells
MS4 Permit Category
Site Design
Manual Category
Site Dcsin
Applicable Performance
Standard
Site Design
Primary Benefits
Volume Reduction
Tree Wells (Source: County of San Diego LID Manual - EOA, Inc.)
Description
Trees planted to intercept rainfall and runoff from impervious areas can be used as storm water quality
management measures that provide additional benefits beyond those typically associated with trees,
including energy conservation, air quality improvement, and aesthetic enhancement. Typical storm
water management benefits associated with trees include:
Treatment of storm water - Storm water from impervious area should be directed the tree
wells. Trees provide treatment through uptake of nutrients and other storm water pollutants
(phvtoremediation) and support of other biological processes that break down pollutants..
Canopy Interception of rainfall - tree surfaces (roots, foliage, bark, and branches) intercept,
evaporate, store, or convey precipitation to the soil before it reaches surrounding impervious
surfaces
Reduced erosion - trees protect denuded area by intercepting or reducing the velocity of rain
drops as they fall through the tree canopy
Increased infiltration - soil conditions created by roots and fallen leaves promote infiltration
Typical tree well system components include:
Directing runoff from impervious areas through a drainage opening into a tree well planting
area
Trees of the appropriate species for site conditions and constraints
Available growing space based on tree species, soil type, water availability, surrounding land
E-15 February 2016
Appendix E: BMP Design Fact Sheets
uses, and project goals
Optional suspended pavement design to provide structural support for adjacent pavement
without requiring compaction of underlying layers
Optional root barrier devices as needed; a root barrier is a device installed in the ground,
between a tree and the sidewalk, intended to guide roots down and away from the sidewalk in
order to prevent sidewalk lifting from tree roots.
Optional tree grates; to be considered to maximize available space for pedestrian circulation
and to protect tree roots from compaction related to pedestrian circulation; tree grates are
typically made up of porous material that will allow the runoff to soak through.
Optional shallow surface depression for ponding of excess runoff
Optional planter box drain
FDesign Adaptations for Project Goals • 1
Site design BMP to provide incidental treatment. Tree wells primarily functions as site design
BMPs for incidental treatment. Benefits from tree wells are accounted for by adjustment factors
presented in Appendix B.2. Trees as a site design BMP are only credited up to 0.25 times the DCV
from the project footprint (with a maximum single tree credit volume of 400 f 3).
Storm water pollutant control BMP to provide treatment. Applicants are allowed to design trees
as a pollutant control BMP and obtain credit greater than 0.25 times the DCV from the project
footprint (or a credit greater than 400 ft' from a single tree). For this option to be approved by the
City Engineer, applicant is required to do infiltration feasibility screening (Appendix C and D) and
provide calculations supporting the amount of credit claimed from implementing trees within the
project footprint. The City Engineer has the discretion to request additional analysis before approving
credits greater than 0.25 times the DCV from the project footprint (or a credit greater than 400 ft'
from a single tree).
Design Criteria and Consideratloné S . 7
Tree Wells must meet the following design criteria and considerations. Deviations from the below
criteria may be approved at the discretion of the City Engineer if it is determined to be appropriate:
Siting and Design Intent/Rationale
Tree species is appropriately chosen for the
development (private or public). For public
rights-of-ways, city planning guidelines and Proper tree placement and species
]
selection minimizes problems such as zoning provisions for the permissible species pavement damage by surface roots and and placement of trees are consulted. A list of
trees appropriate for site design are provided in poor growth.
Appendix E.20
E-16 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
Location of trees planted within private
development follows city landscape guidelines.
Building setback, utility alignments, vehicle and
pedestrian line of sight are considered in tree
selection and placement.
Location of trees planted along public streets
follows city requirements and guidelines.
Vehicle and pedestrian line of sight are
considered in tree selection and placement.
Unless otherwise approved by the City
Engineer the following minimum tree
separation distance is suggested:
?vlthimum
Improvement distance to
Tree Well
Traffic Signal, Stop sign 20 feet
Underground Utility lines
(except sewer) 5 feet
Sewer Lines 10 feet
Above ground utility
structures (Transformers, 10 feet
Hydrants, Utility poles, etc.)
Driveways 10 feet
Intersections (intersecting 25 feet curb lines of two streets)
Roadway safety for both vehicular and
pedestrian traffic is a key consideration
for placement along public streets.
Underground utilities and overhead wires
are considered in the design and avoided or Tree growth can damage utilities and
circumvented. Underground utilities are routed overhead wires resulting in service
] around or through the planter in suspended interruptions. Protecting utilities routed
pavement applications. All underground through the planter prevents damage and
utilities are protected from water and root service interruptions.
penetration.
E-17 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
Suspended pavement designs provide
structural support without compaction
Suspended pavement design was developed of the underlying layers, thereby
where appropriate to minimize soil compaction promoting tree growth.
and improve infiltration and filtration
E Recommended structural cells include
capabilities. poured in place concrete columns, Silva
Suspended pavement was constructed with an Cells manufactured by Deeproot Green
approved structural cell. Infrastructures and Stratacell and
Stratavault systems manufactured by
Citygreen Systems.
The minimum soil volume ensures that
there is adequate storage volume to
allow for unrestricted
A minimum soil volume of 2 cubic feet per evapotranspiration.
square foot of canopy projection volume is A lower amount of soil volume may be
j provided for each tree. Canopy projection area allowed at the discretion of the City
is the ground area beneath the tree, measured Engineer if certified by a landscape
at the drip line, architect or agronomist. The retention
*Area of 10' tree canopy is -78.5 SF. Volume credit from the tree is directly
required for 10' diameter tree is -460 CF of soil. proportional to the soil volume provided
for the tree.
Establishing Amended Soil regains
greater storm water functions in the tree
wells, provides increased treatment of
Amended soil layer for tress shall be a pollutants and sediments that result from
minimum of three feet deep and extend at least development and habitation, and
twelve inches in all directions of the root ball minimizes that need for some
when planted. The length and width must landscaping chemicals, thus reducing
ensure the appropriate volume for the species pollution through prevention. and site.
For more details on Amended Soil, refer
to Appendix E in County of San Diego
BMP Design Manual.
The minimum tributary area ensures that
DCV from the tributary area draining to the the tree receives enough runoff to fully
tree is equal to or greater than the tree credit utilize the in filtration and
volume evapotranspi ration potential provided. In
cases where the minimum tributary area
is not provided, the tree credit volume
E-18 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
must be reduced proportionately to the
actual tributary area.
Inlet opening to the tree that is at least 18
inches wide.
A minimum 2 inch drop in grade from the inlet
to the finish grade of the tree.
Grated inlets are allowed for pedestrian
circulation. Grates need to be ADA compliant
and have sufficient slip resistance.
Design requirement to ensure that the
runoff from the tributary area is not
bypassed.
Different inlet openings and drops in
grade may be allowed at the discretion of
the City Engineer if calculations are
shown that the diversion flow rate
(Appendix B.1.2) from the tributary area
can be conveyed to the tree. In cases
where the inlet capacity is limiting the
amount of runoff draining to the tree,
the tree credit volume must be reduced
proportionately.
conceptual Design and Sizing Approach for Site Design
Determine the areas where tree wells can be used in the site design to achieve incidental
treatment. Tree wells reduce runoff volumes from the site. Refer to Appendix B.2. Document
the proposed tree locations in the SWQMP.
When trees are proposed as a storm water pollutant control BMP, applicant must complete
feasibility analysis in Appendix C and D and submit detailed calculations for the DCV treated
by trees. Document the proposed tree locations, feasibility analysis and sizing calculations in
the SWQMP. The following calculations should be performed and the smallest of the three
should be used as the volume treated by trees:
a. Delineate the DMA (tributary area) to the tree and calculate the associated DCV.
b. Calculate the required diversion flow rate using Appendix B.1.2 and size the inlet
required to covey this flow rate to the tree. If the proposed inlet cannot convey the
diversion flow rate for the entire tributary area, then the DCV that enters the tree
should be proportionally reduced.
For example, 0.5 acre drains to the tree and the associated DCV is 820 ft'. The
required diversion flow rate is 0.10 ft/s, but only an inlet that can divert 0.05
ft3/s could be installed.
Then the effectiveDCV draining to the tree = 820 ft' * (0.05/0.10) = 420 ft'
c. Estimate the amount of storm water treated by the tree by summing the following:
E-19 February 2016
Appendix E: BMP Design Fact Sheets
Evapotranspiration credit of 0.1 * amount of soil volume installed; and
Infiltration credit calculated using sizing procedures in Appendix B.4.
E-20 February 2016
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 Not Included Exhibit (Required)
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.
Attachment 2b Management of Critical Coarse I Exhibit showing project drainage Sediment Yield Areas (WMAA Exhibit boundaries marked on WMM is required, additional analyses are Critical Coarse Sediment Yield optional) Area Map (Required)
See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual. Sediment Yield Area Determination
06.2.1 Verification of Geomorphic
Landscape Units Onsite
06.2.2 Downstream Systems
Sensitivity to Coarse Sediment
06.2.3 Optional Additional Analysis
of Potential Critical Coarse
Sediment Yield Areas Onsite
Attachment 2c Geomorphic Assessment of Receiving I Not performed Channels (Optional) 0 Included
See Section 6.3.4 of the BMP Design
Manual.
Attachment 2d Flow Control Facility Design and
Structural BMP Drawdown 0 Included
Calculations (Required)
See Chapter 6 and Appendix G of the
BMP Design Manual
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
The Hydromodification Management Exhibit must identify:
El Underlying hydrologic soil group
El Approximate depth to groundwater
El Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
El Critical coarse sediment yield areas to be protected (if present)
El Existing topography
IJ Existing and proposed site drainage network and connections to drainage offsite
Proposed grading
El Proposed impervious features
IJ Proposed design features and surface treatments used to minimize imperviousness
Point(s) of Compliance (POC) for Hydromodification Management
O Existing and proposed drainage boundary and drainage area to each POC (when necessary,
create separate exhibits for pre-development and post-project conditions)
O Structural BMPs for hydromodification management (identify location, type of BMP, and
size/detail)
An HMP Exhibit is not applicable to this project as the project is exempt from
hydromodification management requirements. This project is located within an area of
the Carlsbad Village that is deemed exempt from HMP requirements based on Section 5.3
and Attachment B.2 of the Carlsbad WMAA. A map of the exempt conveyance systems
and water bodies for the Carlsbad Watershed Management Area has been included in
this section for reference.
t :
CRITICAL COARSE SEDIMENT YIELD AREAS EXHIBIT
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NOT TO SCALE CRITICAL COARSE SEDIMENT
YIELD AREA EXHIBIT
GRAND BEACH HOMES - 786 GRAND AVENUE
CITY OF CARLSBAD
PASCO LARET SUITEN"
& ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
535 North Highway 101 Ste A. Solana Beach, CA 92075
ph 858.259.8212 I ft 858.259.4812 plsaenglneering.com
PLSA 2863-01
ATTACHMENT 3
Structural BMP Maintenance Information
Use this checklist to ensure the required information has been included in the Structural
BMP Maintenance Information Attachment:
Preliminary DesignlPlanninglCEQA level submittal:
Attachment 3 must identify:
I 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)
I How to access the structural BMP(s) to inspect and perform maintenance
I 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)
'U Manufacturer and part number for proprietary parts of structural BMP(s) when applicable
U 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 Recommended equipment to perform maintenance
U When applicable, necessary special training or certification requirements for inspection
and maintenance personnel such as confined space entry or hazardous waste management
ATTACHMENT- 3a
BMP MAINTENANCE THRESHOLDS
BMP DESCRIPTION
BIOFILTRATION (312 SF TOTAL) STORM WATER MANAGEMENT AND DISCHARGE CONTROL MAINTENANCE AGREEMENT APPROVAL NO:________
O&M RESPONSIBLE PARTY DESIGNEE: GRAND JEFFERSON HOA
POST-CONSTRUCTION PERMANENT BMP 1 OPERATION & MAINTENANCE PROCEDURE DETAILS
MAINTENANCE INDICATORS MAINTENANCE ACTION
ACCUMULATION OF SEDIMENT, LITTER, OR DEBRIS REMOVE AND PROPERL Y DISPOSE OF ACCUMULATED MATERIALS, 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 THAT THE DESIGN HEIGHT OF THE VEGETATION PER ORIGINAL PLANS.
EROSION DUE TO CONCENTRATED IRRIGATION FLOW REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND ADJUST THE IRRIGATION SYSTEM
EROSION DUE TO CONCENTRATED STORM WATER RUNOFF FLOW
REPAIR/RE-SEED/RE-PLANT ERODED AREAS AND MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS
ADDING STONE AT FLOW ENTRY POINTS OR MINOR RE-GRADING TO RESTORE PROPER DRAINAGE
ACCORDING TO THE ORIGINAL PLAN.
STANDING WATER IN BIOFILTRATIONAREAS MAKE APPROPRIATE CORRECTIVE MEASURES SUCH AS ADJUSTING IRRIGATION SYSTEM, REMOVING OBSTRUCTION OF
DEBRIS OR INVASIVE VEGETATION, OR CLEANING UNDERDRAINS
OBSTRUCTED INLET OR OUTLET STRUCTURE CLEAR OBSTRUCTIONS
DAMAGE TO INLET OR OUTLET STRUCTURE REPAIR OR REPLACE AS APPLICABLE
MAINTENANCE EQUIPMENTAND ACCESS MAINTENANCE FREQUENCY
USE LANDSCAPE EQUIPMENT FOR MAINTENANCE; ACCESS BMPS FROM PRIVATE DRIVEWAY ON EASTERN
PORTION OF SITE BIOFILTRATION BMPS / RAISED PLANTERS TO BE MAINTAINED ANNUALLY & AS-NEEDED
INSPECTION FACILITATION
INSTALL 12X 120 OUTLET RISER STRUCTURE TO SERVE AS CLEANOUTAND PROVIDE
OBSERVATION ACCESS FOR INSPECTION OF MAINTENANCE THRESHOLDS; MARKING TO BE
PROVIDED ON BMP COMPONENTS TO DETERMINE HOW FULL BMP IS.
ASCO LARET SUITER
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as site design BMPs are trees planted in configurations that allow storm water runoff to be directed into
the soil immediately surrounding the tree. The tree may be contained within a planter box or structural cells. The
surrounding area will be graded to direct runoff to the tree well. There may be features such as tree grates,
suspended pavement design, or shallow surface depressions designed to allow runoff into the tree well. Typical
tree well components include:
Trees of the appropriate species for site conditions and constraints
Available growing space based on tree species, soil type, water availability, surrounding land uses, and
project goals
Entrance/opening that allows storm water runoff to flow into the tree well (e.g., a curb opening, tree
grate, or surface depression)
Optional suspended pavement design to provide structural support for adjacent pavement without
requiring compaction of underlying layers
Optional root barrier devices as needed; a root barrier is a device installed in the ground, between a tree
and the sidewalk, intended to guide roots down and away from the sidewalk in order to prevent sidewalk
lifting from tree roots
Optional tree grates; to be considered to maximize available space for pedestrian circulation and to
protect tree roots from compaction related to pedestrian circulation; tree grates are typically made up of
porous material that will allow the runoff to soak through
Optional shallow surface depression for ponding of excess runoff
Optional planter box drain
Tree health shall be maintained as part of normal landscape maintenance. Additionally, ensure that storm water
runoff can be conveyed into the tree well as designed. That is, the opening that allows storm water runoff to flow
into the tree well (e.g., a curb opening, tree grate, or surface depression) shall not be blocked, filled, re-graded, or
otherwise changed in a manner that prevents storm water from draining into the tree well. A summary table of
standard inspection and maintenance indicators is provided within this Fact Sheet.
Tree wells are site design BMPs that normally do not require maintenance actions beyond routine landscape
maintenance. The normal expected maintenance described above ensures the BMP functionality. If changes have
been made to the tree well entrance / opening such that runoff is prevented from draining into the tree well (e.g.,
a curb inlet opening is blocked by debris or a grate is clogged causing runoff to flow around instead of into the tree
well, or a surface depression has been filled so runoff flows away from the tree well), the BMP is not performing as
intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance will be
required to restore drainage into the tree well as designed.
Surface ponding of runoff directed into tree wells is expected to infiltrate/evapotranspirate within 24-96 hours
following a storm event. Surface ponding longer than approximately 24 hours following a storm event may be
detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event
poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging or compaction of the soils
surrounding the tree. Loosen or replace the soils to restore drainage.
SID-1 Page 1 of 6
January 12, 2017
Site design BMPs, such as tree wells, installed within a new development or redevelopment project are
components of an overall storm water management strategy for the project. The presence of site design BMPs
within a project is usually a factor in the determination of the amount of runoff to be managed with structural
BMPs (i.e., the amount of runoff expected to reach downstream retention or biofiltration basins that process
storm water runoff from the project as a whole). When site design BMPs are not maintained or are removed, this
can lead to clogging or failure of downstream structural BMPs due to greater delivery of runoff and pollutants than
intended for the structural BMP. Therefore, the [City Engineer] may require confirmation of maintenance of site
design BMPs as part of their structural BMP maintenance documentation requirements. Site design BMPs that
have been installed as part of the project should not be removed, nor should they be bypassed by re-routing roof
drains or re-grading surfaces within the project. If changes are necessary, consult the [City Engineer] to determine
requirements.
SD-1 Page 2of6
January 12, 2017
The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to
an agency, community facilities district, homeowners association, property owners association, or other special district.
Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently.
Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections
to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior
to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the
minimum inspection and maintenance frequency can be determined based on the results of the first year inspections.
Tree health Routine actions as necessary to maintain tree health. Inspect monthly.
Maintenance when needed.
Dead or diseased tree Remove dead or diseased tree. Replace per original Inspect monthly.
plans. Maintenance when needed.
Standing water In tree well for longer than 24 hours Loosen or replace soils surrounding the tree to restore Inspect monthly and after every 0.5-inch or larger
following a storm event drainage, storm event. If standing water is observed, increase
Surface ponding longer than approximately 24 hours inspection frequency to after every 0.1-inch or larger
following a storm event may be detrimental to tree storm event.
health Maintenance when needed.
Presence of mosquitos/larvae Disperse any standing water from the tree well to Inspect monthly and after every 0.5-inch or larger
nearby landscaping. Loosen or replace soils surrounding storm event. If mosquitos are observed, increase
For images of egg rafts, larva, pupa, and adult the tree to restore drainage (and prevent standing inspection frequency to after every 0.1-inch or larger
mosquitos, see water). storm event.
htto://www.mosguito.orgJbiologv Maintenance when needed
Entrance / opening to the tree well is blocked such that Make repairs as appropriate to restore drainage into the Inspect monthly.
storm water will not drain into the tree well (e.g., a curb tree well. Maintenance when needed.
inlet opening Is blocked by debris or a grate is clogged
causing runoff to flow around instead of into the tree
well; or a surface depression is filled such that runoff
drains away from the tree well)
SD-1 Page 3 of 6
January 12, 2017
American Mosquito Control Association.
http://www.mospuito.org]
County of San Diego. 2014. Low Impact Development Handbook.
http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susm/ljd.htmI
San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet SD-i.
http://www.proiectcleanwater.orgJindex.php?option=com content&view=article&id=250<emid=220
SD-1 Page 4 of 6
Janur"',2O17
Date: Inspector: I BMP ID No.:
Permit No.: APN(s):
Property / Development Name: Responsible Party Name and Phone Number:
Property Address of BMP: Responsible Party Address:
Dead or diseased tree 0 Remove dead or diseased tree
Maintenance Needed? 0 Replace per original plans
YES 0 Other / Comments:
NO
Cl N/A
Standing water in tree well for longer than 24 0 Loosen or replace soils surrounding the
hours following a storm event tree to restore drainage
Surface ponding longer than approximately 24 0 Other / Comments:
hours following a storm event may be
detrimental to tree health
Maintenance Needed?
YES
NO
ON/A
SD-1 Page 5 of 6
January 12, 2017
Da IInspector: I BMP ID No.:
Permit No.: I APN(s):
Presence of mosquitos/larvae 0 Disperse any standing water from the tree
well to nearby landscaping
For images of egg rafts, larva, pupa, and adult
mosquitos, see 0 Loosen or replace soils surrounding the
http://www.moscuito.orgjbiology tree to restore drainage (and prevent
standing water)
Maintenance Needed?
Cl Other / Comments: o YES
0 N
ON/A
Entrance / opening to the tree well Is blocked 0 Make repairs as appropriate to restore
such that storm water will not drain into the drainage into the tree well
tree well (e.g., a curb inlet opening is blocked by
debris or a grate is clogged causing runoff to 0 Other / Comments:
flow around instead of into the tree well; or a
surface depression is filled such that runoff
drains away from the tree well)
Maintenance Needed?
O YES
O NO
ON/A
SD-1 Page 6 of 6
January 12, 2017
ATTACHMENT 4
City standard Single Sheet BMP (SSBMP) Exhibit
[Use the City's standard Single Sheet BMP Plan.]
II I
PARTY RESPONSIBLE FOR MAINTENANCE:
NAME: RINCON REAL ESTATE GROUP
ADDRESS: 3005 S. EL CAMINO REAL CONTACT: KEVIN DUNN
SAN CLEMENTE, CA 92672
PHONE NO: (949) 438-5641
PLAN PREPARED BY:
NAME: TYLER LAWSON
COMPANY: PASCO, LARET, SUITER & SIGNATURE
ADDRES:
ASSOCIATES
535 N. HWY 101, SUITE A OESS/0
SOLANA BEACH, CA 92075
PHONE NO
CERTIFICATION 282 20
,)
BMP TABLE
BMP ID# BMP TYPE
I
I
SYMBOL CASQA NO. QUANTITY DRAWING NO.
I
SHEET NO.(S)
:
INSPECTION
FREQUENCY
MAINTENANCE
FREQUENCY
TREATMENT CONTROL
BIO
PLANTER"
FILTRATION_J Xt~ TC 32 312 SF ANN
AS-NE
I
DWG
SEMI-ANNUALLY I IEL
TRE
REET SD-1 E WELL SHEET 4 EA SD-1 PER BMP
2, 3 SEMI-ANNUALLY SEMI-ANNUALLY
SOURCE CONTROL
BMP/WATER
QUALITY SIGN
**BMP PLANTER LOCATIONS: BMP #1 - 4TH FLOOR, BMP #2 - 3RD FLOOR, BMP #3 - 2ND FLOOR, BMPS #4-7 - GROUND FLOOR 'It
BMP NOTES:
THESE BMPS ARE MANDATORY TO BE INSTALLED PER THESE PLANS.
NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR APPROVAL
9"X30"PCC TREE 5.0 LIMITS OF STRUCTURAL SOIL FROM THE CITY ENGINEER.
GRATE SUPPORT \ NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT
PER SDRSD L4 \ 4.0' TREE GRATE FRAME 9"X 30" PCC TREE PRIOR APPROVAL FROM THE CITY ENGINEER.
I GRATE FRAME NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS
6" PCC C&G PER \ / PER SDRSD L-4 INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLATION.
SDRSD G-2 - 3" MIN IV IVIVLLI I PCC REFER TO MAINTENANCE AGREEMENT DOCUMENT. \ 4" OPENING
CURB CUT PER \ I FOR
r LAYER / SIDEWALK SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION.
GROUND FLOOR BMP'S SHOWN HEREON ONLY FOR CLARITY. RAISED PLANTERS ON
ST
DETAIL THIS DRAINAGE REETFLOW / FLOORS ABOVE NOT PICTURED THIS SHEET; SEE SWQMP FOR REFERENCE.
0W3523-7 .L. r3"MIN
COMPACTED
-1. SUBGRADE
-- ------
--
.
BMP CONSTRUCTION AND INSPECTION NOTES:
COMPACTED
SUBGRADE ROOT I I . #4 18"O.C. BOTH WAYS THE EOW WILL VERIFY THAT ALL PERMANENT BMPS -INCLUDING BMPS LOCATED WITHIN THE
#4 X8"SMOOTH DOWELS 18" OC,
BALL I I .: PER SDC GS DS GS-1.00 BUILDING - ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE
GREASED ON ONE END, TYP. ALL
______ i t 30 MIL PLASTIC
REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE:
SIDES PER SDC GS DS GS-1.00_
,,
7' I I IMPERMEABLE LINER 1. PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO
SPLASH i-
______ ____
I F CONSTRUCTION, DURING CONSTRUCTION, AND AT FINAL INSTALLATION.
PAD PER SDC
48" DEEP 2. A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED
GSDSGS-5.06
I I STRUCTURAL SOIL AND OPERATING PER THE REQUIREMENTS OF THE APPROVED PLANS.
ROOT BARRIER --- -----j -
. .)-
3. PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE
PER SDRSD L-6 /' - I HAS BEEN INSTALLED.
30 MIL PLASTIC DEEP ROOT TREE
IMPERMEABLE LINER .
. •.... BUBBLER PER PRIOR TO RELEASE OF SECURITIES, HE DEVELOPER IS RESPONSIBLE FOR ENSURING THE
SDRSD DWG 1-4 PERMANENT BMPS HAVE NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR
6" SAND FILTER —" '" HOA WITHOUT THE APPROVAL OF THE: CITY ENGINEER.
LAYER UNCOMPAC TED SUBGRADE
TYPICAL SECTION - TREE WELL WI GRATE (AT GRAND A VENUE) 3" PVC OUTFALL PIPE (PER SEPARATE MEP PLAN) REFER TO SEPARATE
MODIFIED SDC GS DS GS- 1.00 + GS-1.05 (TYPE 1) FROM UPSTREAM PLANTER TO CONNECT LANDSCAPE PLAN FOR
/PLANTING MATERIAL DIREC TLYTO BROOKS BOX; SEE DETAIL SHEET 5\
SCALE: NOT TO SCALE \ ROOF DOWNSPOUT PIPE
TWELEV= 12°X 12" CA TCH BASIN WI 33" MIN. DEPTH \ TO CONVEY STORMWA TER
BY BROOKS PRODUCTS OR APPROVED \ TO PLANTER (2x 3" PVC PIPES OR 2X 4"
\ EQUAL FOR EMERGENCY OVERFLOW, \ \ PVC PIPES PER SEPARATE MEP PLAN)
(1E PER PLAN OR FG -2.759 \ \ 1'X 1'COBBLE OR RIVER ROCK
I \ ,.—RIP RAP CENTERED AT ROOF
3 MULCH LA YER: \ DOWNSPOUT LOCATION
BMP FG PER PLAN 8" WIDE CONCRETE
4.5' LIMITS OF STRUCTURAL SOIL 6 X18 r- 14" — PLANTER WALL PER
6 PCC C&G / DEEPENED CONCRETE PLANTER . \I/ \Ii - 8 SEPARATE BUILDING PLAN
PER SDRSD G-2
\
EDGE
/
WALL PER SEPARATE
r
.
*9fl THICK LAYER OF
3" MIN MULCH BUILDING PLAN
fl.
mIr j
ENGINEERED SOIL; SEE
CURB CUT PER \ r LAYER .
PCC
- NOTE BELOW
DETAIL B-B SIDEWALK SEAL JOINT MTH APPROVED
STREETFLOW
61r WATERPROOF SEALANT OR PROVIDE 3" CLEAN WASHED ASTM 33
WATERS TOP AT JOINT (IFAPPLICABLE)
0
FINE AGGREGATE SAND OVER 3".OF
U 4:1 NJ xi j
IOOOOOOOOQ.
ASTM NO 8 STONE (FILTER COURSE)
COMPACTED
--r J SUBGRADE
_EY -1 / t3' / \ —..6'ASTM#57OPEN
COMPACTED BMP / I \ - GRADED STONE
SUBGRADE
-
R
BALL
OT
FOUNDATION OR PODIUM DECK
FG -2!~~
7PERFORATED / \ \ 2X3" PVC OUTLET PIPE (TYP. BMPS #5-7) TO
SPLASH-1 — J N. PER STRUCTURAL PLANS / DISCHARGE TO RIGHT-OF-WAY; 3" PVC PAD PER SDC GS 30 MIL PLASTIC / UNDERDRAIN PIPE OUTLET PIPE FROM BMPS #14 TO CONNECT
DS GS-5.06 IMPERMEABLE LINER PLANTER WATERPROOFING; TREMCO MIPTPVC ADAPTER CAST IN DIRECTLY TO CATCH BASIN OF DOWNSTREAM
ROOT BARRIER I
TREMPROOF 6100 SYSTEM WITH SIDE OF CATCH BASIN W` PLANTER; SEE SCHEMATIC DIAGRAM SHEET 5
PER SDRSD L-6 48" DEEP TREMCO HDPE-40 PROTECTION
COURSE OR APPROVED EQUAL
I WATERPROOF CONNECTION L3" PVC RISER / CLEANOUT FOR
STRUCTURAL SOIL MAINTENANCE, STRAP RISER TO INLET
30 MIL PLASTIC
IMPERMEABLE LINER DEEP ROOT TREE TYPICAL SECTION BIOFILTRATION PLANTER *BIOFILTRATION "ENGINEERED SOIL" LAYER SHALL
BUBBLER PER DEEP "SANDY LOAM" SOIL MIX W`TH NO MORE THAN 5% CLAY CONTENT
-'1 ç SDRSD DWG /4 NOT TO SCALE THE MIX SHALL CONTAIN 5060% SAND 2030% COMPOST OR S '- HARDWOOD MULCH, AND 20-30% TOPSOIL,
6" SAND
FILTER LAYER UNCOMPACTED SUBGRADE
FES '1 "AS BUILT
No.
TYPICAL SECTION - TREE WELL WIO GRATE (AT JEFFERSON ST)
MODIFIED SDC GS DS GS-1.04a + GS- I.04b 80356
Exp. 12/31/20 rri PASCO LARET SUITER RCE EXP._______ DATE
SCALE: NOT TO SCALE
C/V\J'
ASSOCIATES I REVIEWED BY:
PERMANENT WATER QUALITY
TREA TMENT FACILITY
KEEPING OUR WATERWAYS CLEAN
MAINTAIN WITH CARE - NO MODIFICATIONS WITHOUTAGENCYAPPROVAL
..Jcl I I L.'I v... 5.J .J S..) I 0"0 L) V Cl S. I I ¼.) I Cl I 15 ¼...S.J LI I I I. Orp- CP Phone 858 259 8212 1 www.plsaengineeririg.com
INSPECTOR DATE
CITY OF CARLSBAD SHEETS
ENGINEERING DEPARTMENT
WATER QUALITY SIGN - TYPICAL DETAIL
SCALE.- NOT TO SCALE
GRAPHIC SCALE 1"= 10'
DATE INITIAL -
10 0 10 20 30 ENGINEER OF WORK
APPROVED: JASON S. GELDERT
CITY ENGINEER RCE 63912 EXPIRES 9/30/20 DATE
PROJECT NO. DRAWING NO. DATE I INITIAL DATE I INIll DWN BY BAK
AL CHKD BY: RE\ASION DESCRIP11ON OTHER APPROVAL CITY APPROVAL RVWD BY CT 2018-0008 523 — 7A
I Ii
J:\ACTIVE JOBS\2863 RINCON - GRAND\CIVIL\REPORTS\SWQMP\FINAL ENGINEERING\ATTACHMENTS\ATTACHMENT 4 - SINGLE SHEET BMP\2863-SINGLE SHEET BMP.DWG