HomeMy WebLinkAboutCDP 2023-0011; TIMM RESIDENCE; STORM WATER QUALITY MANAGEMENT PLAN - SWQMP; 2023-12-07
CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR
TIMM RESIDENCE
CDP2023-0011
(DWG ___- )
GR No. ___
ENGINEER OF WORK:
WILLIAM G. MACK P.E. 73620
PREPARED FOR:
JENS PETER TIMM
314 DATE AVENUE
CARLSBAD, CA 92008
949.278.2716
PREPARED BY:
1911 SAN DIEGO AVENUE, SUITE 100
SAN DIEGO, CA 92110
(858) 259-8212
DATE:
DECEMBER 7, 2023
TABLE OF CONTENTS
Certification Page
Project Vicinity Map
FORM E-34 Storm Water Standard Questionnaire
Site Information
FORM E-36 Standard Project Requirement Checklist
Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment 1a: DMA Exhibit
Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations
Attachment 1c: Harvest and Use Feasibility Screening (when applicable)
Attachment 1d: Infiltration Feasibility Analysis (when applicable)
Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations
Attachment 1f: Trash Capture BMP Requirements
Attachment 2: Backup for PDP Hydromodification Control Measures
Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas
Attachment 2c: Geomorphic Assessment of Receiving Channels
Attachment 2d: Flow Control Facility Design
Attachment 3: Structural BMP Maintenance Thresholds and Actions
Attachment 4: Single Sheet BMP (SSBMP) Exhibit
Attachment 5: Geotechnical Report
CERTIFICATION PAGE
Project Name: Timm Residence
Project ID: CDP2023-0011
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.
P.E. 73620 Exp. 12/31/2025
Engineer of Work's Signature, PE Number & Expiration Date
William G. Mack
Print Name
Pasco Laret Suiter & Associates
Company
Date
PROJECT VICINITY MAP
SITE INFORMATION CHECKLIST
Project Summary Information
Project Name Timm Residence
Project ID CDP2023-0011
Project Address 314 Date Avenue
Carlsbad, CA 92008
Assessor's Parcel Number(s) (APN(s)) 206-080-24
Project Watershed (Hydrologic Unit) Carlsbad 904
Parcel Area
0.46 Acres (20,153 Square Feet)
Existing Impervious Area
(subset of Parcel Area)
0.10 Acres (4,172 Square Feet)
Area to be disturbed by the project
(Project Area)
0.46 Acres (20,153 Square Feet)
Project Proposed Impervious Area
(subset of Project Area)
0.33 Acres (14,585 Square Feet)
Project Proposed Pervious Area
(subset of Project Area)
0.13 Acres (5,568 Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
Project.
This may be less than the Parcel Area.
STORM WATER STANDARDS QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
442-339-2750
www.carlsbadca.gov
To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer
to the Engineering Standards (Volume 5).
This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision,
discretionary permits and/or construction permits). The results of the questionnaire determine the level of 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, “PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS.
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city.
If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff.
A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION
PROJECT NAME: APN:
ADDRESS:
The project is (check one): New Development Redevelopment
The total proposed disturbed area is: ft2 ( ) acres
The total proposed newly created and/or replaced impervious area is: ft2 ( ) acres
If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project:
Project ID SWQMP #:
Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city.
This Box for City Use Only
City Concurrence:
YES NO Date: Project ID:
By:
E-34 Page 1 of 4 REV 08/22
INSTRUCTIONS:
E-34 Page 2 of 4 REV 08/22
STEP 1 TO BE COMPLETED FOR ALL PROJECTS
To determine if your project is a “development project”, please answer the following question: YES NO
Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)?
If you answered “yes” to the above question, provide justification below then go to Step 6, mark the box stating “my project is not a ‘development project’ and not subject to the requirements of the BMP manual” and complete applicant information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered “no” to the above question, the project is a ‘development project’, go to Step 2.
STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS
To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions:
Is your project LIMITED to one or more of the following: YES NO
1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance?
3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual?
If you answered “yes” to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating “my project is EXEMPT from PDP …” and complete applicant information.
Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance):
If you answered “no” to the above questions, your project is not exempt from PDP, go to Step 3.
E-34 Page 3 of 4 REV 08/22
STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS
To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO
1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.
2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.
3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a
facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812).
4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious
surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater.
5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a
land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce.
6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles.
7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? “Discharging Directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).*
8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539.
9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes
RGO’s that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day.
10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction?
11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC
21.203.040)
If you answered “yes” to one or more of the above questions, your project is a PDP. If your project is a redevelopment
project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question.
If you answered “no” to all of the above questions, your project is a ‘STANDARD PROJECT’. Go to step 5, complete the trash capture question.
* Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City.
E-34 Page 4 of 4 REV 08/22
STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO
Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below:
Existing impervious area (A) = sq. ft.
Total proposed newly created or replaced impervious area (B) = sq. ft.
Percent impervious area created or replaced (B/A)*100 = %
If you answered “yes”, the structural BMPs required for PDP apply only to the creation or replacement of impervious surface
and not the entire development. Go to step 5, complete the trash capture question.
If you answered “no,” the structural BMP’s required for PDP apply to the entire development. Go to step 5, complete the trash capture question.
STEP 5 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS
Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077):
YES NO
Is the Project within any of the following Priority Land Use (PLU) categories and not exempt from trash capture requirements per section 4.4.2.2 of the BMP Manual?
R-23 (15-23 du/ac), R-30 (23-30 du/ac), PI (Planned Industrial), CF (Community Facilities), GC (General Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), O (Office), VC/OS (Visitor Commercial/Open Space), PI/O (Planned Industrial/Office), or Public Transportation Station
If you answered “yes”, the ‘PROJECT’ is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, “My project is subject to TRASH CAPTURE REQUIREMENTS …” and the second or third box as determined in step 3.
If you answered “no”, Go to step 6, check the second or third box as determined in step 3. List exemption if applicable for ‘no’ answer here:
STEP 6 CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION
My project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP).
My project is a ‘STANDARD PROJECT’ OR EXEMPT from PDP and must only comply with ‘STANDARD PROJECT’ stormwater requirements of the BMP Manual. I will submit a “Standard Project Requirement Checklist Form E-36”. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35A.
My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application.
Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if ‘STANDARD PROJECT’ stormwater requirements apply.
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: Applicant Title:
Applicant Signature: Date:
Description of Existing Site Condition and Drainage Patterns
Current Status of the Site (select all that apply):
Existing development
Previously graded but not built out
Agricultural or other non-impervious use
Vacant, undeveloped/natural
Description / Additional Information:
Existing single-family residence
Existing Land Cover Includes (select all that apply):
Vegetative Cover
Non-Vegetated Pervious Areas
Impervious Areas
Description / Additional Information:
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
NRCS Type A
NRCS Type B
NRCS Type C
NRCS Type D
Approximate Depth to Groundwater (GW):
GW Depth < 5 feet
5 feet < GW Depth < 10 feet
10 feet < GW Depth < 20 feet
GW Depth > 20 feet
Existing Natural Hydrologic Features (select all that apply):
Watercourses
Seeps
Springs
Wetlands
None
Description / Additional Information:
Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from
the site? At a minimum, this description should answer (1) whether existing drainage
conveyance is natural or urban; (2) describe existing constructed storm water conveyance
systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]:
The 0.46-acre project site is moderately sloped, and sheets flows drainage in a north easterly
direction towards the adjacent property and away from Date Avenue. Runoff flows across the
adjacent lots to the northeast direction and toward the railroad tracks. Storm water then collects
and is conveyed in the PCC ditch in a southeasterly direction before it is picked up by a storm
drain inlet. The storm water ultimately discharges to the Agua Hedionda Lagoon. The existing
single-family dwelling roof drains to the ground which sheet flows across the site and then
outlets at the northeast corner of the site. There is no offsite runoff conveyed through this site.
Description of Proposed Site Development and Drainage Patterns
Project Description / Proposed Land Use and/or Activities:
New single-family residence, pool cabana (unit 2), and studio (unit 3)
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
Buildings, courtyards, driveways
List/describe proposed pervious features of the project (e.g., landscape areas):
Landscape areas
Does the project include grading and changes to site topography?
Yes
No
Description / Additional Information:
Grading associated with the construction of a new single-family residence, pool cabana (unit 2),
studio (unit 3), driveway, and biofiltration basins
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
Yes
No
Description / Additional Information:
New private storm drain system, storm water biofiltration basins, and infiltration dry wells.
Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
On-site storm drain inlets
Interior floor drains and elevator shaft sump pumps
Interior parking garages
Need for future indoor & structural pest control
Landscape/Outdoor Pesticide Use
Pools, spas, ponds, decorative fountains, and other water features
Food service
Refuse areas
Industrial processes
Outdoor storage of equipment or materials
Vehicle and Equipment Cleaning
Vehicle/Equipment Repair and Maintenance
Fuel Dispensing Areas
Loading Docks
Fire Sprinkler Test Water
Miscellaneous Drain or Wash Water
Plazas, sidewalks, and parking lots
Identification of Receiving Water Pollutants of Concern
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or
reservoir, as applicable):
Runoff flows across the adjacent lots to the northeast direction and toward the railroad tracks.
Storm water then collects and is conveyed in the PCC ditch in a southeasterly direction before
it is picked up by a storm drain inlet. The storm water ultimately discharges to the Agua
Hedionda Lagoon, which then outlets to the Pacific Ocean.
List any 303(d) impaired water bodies within the path of storm water from the project site to the
Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the
pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water
bodies:
303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs
Agua Hedionda Creek
Bethnic Community Effects,
Bifenthrin, Chlorpyrifos,
Cypermethrin, Indicator Bacteria,
Malathion, Manganese, Nitrogen,
Phosphorus, Selenium, Total
Dissolved Solids, Toxicity
Agua Hedionda Lagoon Toxicity
Pacific Ocean Shoreline, Los
Monos HAS, Carlsbad State Beach
at Tamarack Ave
Trash
Identification of Project Site Pollutants
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
Table B.6-1 below):
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 X
Organic Compounds X
Trash & Debris X
Oxygen Demanding
Substances X
Oil & Grease X
Bacteria & Viruses X
Pesticides X
TABLE B.6-1: Anticipated and Potential Pollutants Generated by Land Use Type
Priority
Project
Categories
General Pollutant Categories
Sediment
Nutrients
Heavy
Metals
Organic
Compounds
Trash &
Debris
Oxygen
Demanding
Substances
Oil &
Grease
Bacteria &
Viruses
Pesticides
Detached
Residential
Development
X
X
X
X
X
X
X
Attached
Residential
Development
X
X
X
P(1)
P(2)
P
X
Commercial
Development
>one acre
P(1)
P(1)
X
P(2)
X
P(5)
X
P(3)
P(5)
Heavy
Industry
X
X
X
X
X
X
Automotive
Repair
Shops
X
X(4)(5)
X
X
Restaurants X X X X P(1)
Hillside
Development
>5,000 ft2
X
X
X
X
X
X
Parking Lots
P(1)
P(1)
X
X
P(1)
X
P(1)
Retail
Gasoline
Outlets
X
X
X
X
X
Streets,
Highways &
Freeways
X
P(1)
X
X(4)
X
P(5)
X
X
P(1)
X = anticipated
P = potential
(1) A potential pollutant if landscaping exists onsite.
(2) A potential pollutant if the project includes uncovered parking areas.
(3) A potential pollutant if land use involves food or animal waste products.
(4) Including petroleum hydrocarbons.
(5) Including solvents.
Trash Capture BMP Requirements
The project must meet the following Trash Capture BMP Requirements (see Section 4.4 of the
BMP Design Manual): 1) The trash capture BMP is sized for a one-year, one-hour storm event
or equivalent storm drain system, and 2) the trash capture BMP captures trash equal or greater
to 5mm.
Description / Discussion of Trash Capture BMPs:
Not Applicable per form E-34
Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
Yes, hydromodification management flow control structural BMPs required.
No, the project will discharge runoff directly to existing underground storm drains discharging
directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to conveyance channels whose bed and bank are
concrete-lined all the way from the point of discharge to water storage reservoirs, lakes,
enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to an area identified as appropriate for an
exemption by the WMAA for the watershed in which the project resides.
Description / Additional Information (to be provided if a 'No' answer has been selected above):
Critical Coarse Sediment Yield Areas*
*This Section only required if hydromodification management requirements apply
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
Yes
No, no critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Appendix H of the manual been
performed?
H.6.1 Site-Specific GLU Analysis
H.7 Downstream Systems Sensitivity to Coarse Sediment
H.7.3 Coarse Sediment Source Area Verification
No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMAA maps
If optional analyses were performed, what is the final result?
No critical coarse sediment yield areas to be protected based on verification of GLUs onsite.
Critical coarse sediment yield areas exist but additional analysis has determined that
protection is not required. Documentation attached in Attachment 8 of the SWQMP.
Critical coarse sediment yield areas exist and require protection. The project will implement
management measures described in Sections H.2, H.3, and H.4 as applicable, and the areas
are identified on the SWQMP Exhibit.
Discussion / Additional Information:
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.
Runoff from the project discharges at a point of compliance at the project boundary. The POC
for flow control analysis will be analyzed at the point of discharge from the site.
Has a geomorphic assessment been performed for the receiving channel(s)?
No, the low flow threshold is 0.1Q2 (default low flow threshold)
Yes, the result is the low flow threshold is 0.1Q2
Yes, the result is the low flow threshold is 0.3Q2
Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:
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.
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.
E-36 Page 1 of 4 Revised 02/22
Development Services
Land Development Engineering
1635 Faraday Avenue
442-339-2750
www.carlsbadca.gov
STANDARD PROJECT
REQUIREMENT CHECKLIST
E-36
Project Information
Project Name:
Project ID:
DWG No. or Building Permit No.:
Baseline BMPs for Existing and Proposed Site Features
Complete the Table 1 - Site Design Requirement to document existing and proposed site features and the BMPs to be
implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed.
BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required.
Table 1 - Site Design Requirement
A. Existing Natural Site Features (see Fact Sheet BL-1)
1. Check the boxes below for each existing feature on
the site. 1. Select the BMPs to be implemented for each identified feature. Explain
why any BMP not selected is infeasible in the area below.
SD-G Conserve natural features
SD-H Provide buffers around waterbodies
Natural waterbodies
Natural storage reservoirs & drainage corridors -- Natural areas, soils, & vegetation (incl. trees) --
B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2)
1. Check the boxes below for each
proposed feature. 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor
SD-I is selected for a feature, explain why both BMPs are infeasible in the area below.
SD-B Direct runoff to pervious areas
SD-I Construct surfaces from permeable materials
Minimize size of impervious areas
Streets and roads Check this box to confirm
that all impervious areas on
the site will be minimized
where feasible.
If this box is not checked,
identify the surfaces that
cannot be minimized in area
below, and explain why it is
Sidewalks & walkways
Parking areas & lots
Driveways
Patios, decks, & courtyards
Hardcourt recreation areas
E-36 Page 2 of 4 Revised 02/22
Other: _______________ infeasible to do so.
C. BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP
below.
If no BMPs are selected, explain why they are infeasible in the area below.
(see Fact Sheet BL-3)
SD-B Direct runoff to pervious areas
SD-C Install green roofs
SD-E Install rain barrels
D. BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below
SD-K Sustainable Landscaping
If SD-K is not selected, explain why it is infeasible in the area below.
(see Fact Sheet BL-4)
Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully):
Baseline BMPs for Pollutant-generating Sources
All development projects must complete Table 2 - Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs.
BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required.
Table 2 - Source Control Requirement
A. Management of Storm Water Discharges
1. Identify all proposed outdoor
work areas below
Check here if none are proposed
2. Which BMPs will be used to prevent materials from contacting rainfall or runoff? (See Fact Sheet BL-5)
Select all feasible BMPs for each work area
3. Where will runoff from the work area be routed? (See Fact Sheet BL-6)
Select one or more option for each
work area SC-A Overhead covering
SC-B Separation flows from adjacent areas
SC-C Wind protection
SC-D Sanitary sewer
SC-E Containment system
Other
Trash & Refuse Storage
Materials & Equipment Storage
E-36 Page 3 of 4 Revised 02/22
Loading & Unloading
Fueling
Maintenance & Repair
Vehicle & Equipment Cleaning
Other: _________________
B. Management of Storm Water Discharges (see Fact Sheet BL-7)
Select one option for each feature below:
• Storm drain inlets and catch basins … are not proposed will be labeled with stenciling or signage to discourage dumping (SC-F)
• Interior work surfaces, floor drains &
sumps …
are not proposed will not discharge directly or indirectly to the MS4 or receiving waters
• Drain lines (e.g. air conditioning, boiler,
etc.) …
are not proposed will not discharge directly or indirectly to the MS4 or receiving waters
• Fire sprinkler test water … are not proposed will not discharge directly or indirectly to the MS4 or receiving waters
Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully):
E-36 Page 4 of 4 Revised 02/22
Form Certification
This E-36 Form is intended to comply with applicable requirements of the city’s BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for project design. Preparer Signature: Date:
Print preparer name:
SUMMARY OF PDP STRUCTURAL BMPS
PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of
the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control
must be based on the selection process described in Chapter 5. PDPs subject to
hydromodification management requirements must also implement structural BMPs for flow
control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both
storm water pollutant control and flow control for hydromodification management can be
achieved within the same structural BMP(s).
PDP structural BMPs must be verified by the City at the completion of construction. This may
include requiring the project owner or project owner's representative to certify construction of
the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must
be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the
BMP Design Manual).
Use this form to provide narrative description of the general strategy for structural BMP
implementation at the project site in the box below. Then complete the PDP structural BMP
summary information sheet for each structural BMP within the project (copy the BMP summary
information page as many times as needed to provide summary information for each individual
structural BMP).
Describe the general strategy for structural BMP implementation at the site. This information
must describe how the steps for selecting and designing storm water pollutant control BMPs
presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of
BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether
pollutant control and flow control BMPs are integrated together or separate.
For the purpose of this report, the proposed site condition has been divided into five (5) Drainage
Management Areas (DMAs) all of which ultimately discharge as sheet flow through a riprap
energy dissipation area in the northeast corner of the site (POC-1). DMA 1 is draining to
Biofiltration BMP 1 and then gravity draining via storm drain to POC-1, DMA-2 is draining to
Biofiltration BMP 2 and then gravity draining via storm drain to POC-1, DMA-3 is draining to
Biofiltration BMP 3 and then gravity draining via storm drain to POC-1, DMA-4 is draining to a
series of one (1) pre-treatment BMP-4 into two (2) Infiltration Dry-Wells BMP-5 into a Pipe
Storage Tank with an HMP orifice BMP-6, and then will be pumped to POC-1. DMA-5 is a self-
mitigating DMA and consists of only landscaped areas that drains directly offsite and meets all
characteristics listed in section 5.2.1 of the Carlsbad BMP Design Manual. The DMAs have
been delineated based on onsite drainage patterns and proposed BMP locations.
The type of structural BMP chosen for the project was based on the flow chart presented in
Figures 5-1 and 5-2 of the City of Carlsbad BMP Design Manual. Using Form K-7 to gauge the
feasibility of implementing capture and use techniques for the project site, it was determined that
Harvest and Use BMPs are considered infeasible. After determining Harvest and Use BMPs are
infeasible, the infiltration feasibility analysis was performed by Engineering Design Group and is
included in their “Preliminary Geotechnical Investigation and Recommendations Report 226818-
1” included as attachment 1D in this report. Infiltration was considered feasible for BMP 4 –
Infiltration Drywells and an infiltration rate of 0.125 in/hr was recommended in the Geotechnical
Investigation Report Appendix E. Biofiltration BMPs 1, 2, & 3 were considered “Restricted” for
infiltration per Table B.2-1 which is included in attachment 1D of this report.
The Biofiltration BMPs 1, 2, and 3 have been adequately sized to treat and retain the required
DCV for their respective DMAs. Each biofiltration BMP has been designed with restrictor plates
on the outlet of the detention structure to restrict post-project flows to meet Hydromodification
Management criteria. Each detention outlet control structure also has an overflow riser built into
it.
DMA 4 is designed to drain to a series of BMPs to handle all water quantity, quality, and
hydromodification requirements. The entire DMA will be routed via sheet flow and curb inlets to
a landscaped area. From there it is routed via storm drain to a pre-treatment BMP-4, which is
responsible for mitigating debris, sediment, and hydrocarbons from stormwater runoff. Silt and
heavy particles will settle at the bottom and then the system is drained as water rises under the
debris shield and spills into the top of the overflow pipe, conveying clean water to the dry well
vertical pits.
The type of pre-treatment BMP is a CDS hydrodynamic separator, manufactured by Contech.
The CDS unit has a certification for “pre-treatment” based on 50 percent removal of TSS, which
provides moderate levels of pre-treatment according to the Washington State Technology
Acceptance Protocol-Ecology (TAPE). The CDS unit is considered an “offline BMP”. The
diversion flow rate for the offline BMP has been sized to convey the maximum flow rate of runoff
produced from a rainfall intensity of 0.2 inches per hour. See diversion flow rate calculations in
Attachment 1e.
The pre-treatment BMP-4 is routed via storm pipe to two (2) infiltration dry wells BMP-5, which
are located beneath the driveway near the garage entrance for the Main residence. The
drywells are responsible for handling water quality requirements for DMA-4. Each Drywell is 4-ft
in diameter and has a total depth of 24 feet including a 2-foot cap depth/settling chamber at the
top for overflow storage purposes. The bottom 22 feet of the dry wells have a 3’ diameter
gravity-fed pit, lined with 4” thick concrete perforated casing, and is backfilled with gravel on the
outside for a total diameter of 4 feet. The calculations for the Drywells total volumes, DCV
drawdown times, and total infiltration surface areas are included in Attachment 1e. Flows will
enter the drywells and infiltrate through the bottom and side walls of the facilities. The overflow
outlets have been constructed at the bottom of the top 2-foot overflow chambers, such that peak
flows can be safely discharged to the receiving Pipe Storage Tank with an HMP orifice (BMP-6).
The downstream Pipe Storage Tank was adequately sized to handle water quantity and
hydromodification requirements for DMA-4. The tank is located under the proposed driveway
and is designed to be a 40-foot long, 42” diameter pipe. The end of the storage tank is
designed with a restrictor plate on the outlet of the detention structure to restrict post-project
flows to meet Hydromodification Management criteria. It also has an overflow weir for peak flow
conditions.
The controlled flow from the storage tank will then be routed to an underground stormwater
pump station and a series of pumps that will be designed to adequately pump stormwater up to
an above ground enclosed stormwater detention area with a similar HMP outlet orifice to the
underground pipe storage tank BMP-6 to control the pumps flow rate out and will ultimately
discharge into the riprap energy dissipation area or POC-1.
The biofiltration, drywells, and pipe storage tank BMPs have been modeled using the Storm
Water Management Model (SWMM) version 5.2. The model uses continuous model simulation
to determine if the proposed HMP facilities are sufficient to meet current HMP requirements for
the Q2 to Q10 return periods. Flow duration curves were generated to analyze the differences
between pre-developed and post-project peak flow frequencies and durations at POC-1.
Since a geomorphic channel assessment analysis has not been performed for the receiving
water body, the receiving water body is assumed to have a high susceptibility to erosion.
Therefore, the default 0.1 Q2 low-flow threshold was selected.
As the flow duration curve (FDC) comparison demonstrates, the proposed flow control facilities
mitigates post-project peak flow frequencies and durations at or below 110% of the pre-
developed condition; therefore, the additional storm water generated by the site development
will be detained and released at a rate that will not exceed the pre-developed peak flow
frequencies and durations for the gynomorphically significant range of flows.
The SWMM report for POC-1 is included in Attachment 2d of this report.
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. BMP-1
DWG Sheet No.
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Dry Wells (INF-4)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Proprietary Biofiltration (BF-3)
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):
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No.
DWG Sheet No.
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Dry Wells (INF-4)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Proprietary Biofiltration (BF-3)
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):
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No.
DWG Sheet No.
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Dry Wells (INF-4)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Proprietary Biofiltration (BF-3)
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):
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No.
DWG Sheet No.
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Dry Wells (INF-4)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Proprietary Biofiltration (BF-3)
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):
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No.
DWG Sheet No.
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Dry Wells (INF-4)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Proprietary Biofiltration (BF-3)
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):
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No.
DWG Sheet No.
Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Dry Wells (INF-4)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1)
Proprietary Biofiltration (BF-3)
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):
ATTACHMENT 1
BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment 1.
Check which Items are Included behind this cover sheet:
Attachment
Sequence
Contents Checklist
Attachment 1a DMA Exhibit (Required)
See DMA Exhibit Checklist on the back of this
Attachment cover sheet. (24”x36” Exhibit
typically required)
Included
Attachment 1b Tabular Summary of DMAs Showing DMA ID
matching DMA Exhibit, DMA Area, and DMA
Type (Required)*
*Provide table in this Attachment OR on DMA
Exhibit in Attachment 1a
Included on DMA
Exhibit in Attachment
1a
Included as
Attachment 1b,
separate from DMA
Exhibit
Attachment 1c Form K-7, Harvest and Use Feasibility Screening
Checklist (Required unless the entire project will
use infiltration BMPs)
Refer to Appendix B of the BMP Design Manual
to complete Form K-7.
Included
Not included because
the entire project will
use infiltration BMPs
Attachment 1d Infiltration Feasibility Analysis (Required unless
the project will use harvest and use BMPs)
Refer to Appendix D of the BMP Design Manual.
Included
Not included because
the entire project will
use harvest and use
BMPs
Attachment 1e Pollutant Control BMP Design Worksheets /
Calculations (Required)
Refer to Appendices B, E, and I of the BMP
Design Manual for structural pollutant control and
significant site design BMP design guidelines
Included
Attachment 1f Trash Capture BMP Design Calculations
(Required unless the entire project will use
permanent storm water quality basins)
Refer to Appendices J of the BMP Design Manual
for Trash capture BMP design guidelines
Included
Not included because
the entire project will
use permanent storm
water quality basins
(i.e. infiltration,
biofiltration BMPs)
Use this checklist to ensure the required information has been included on the DMA
Exhibit:
The DMA Exhibit must identify:
Underlying hydrologic soil group
Approximate depth to groundwater
Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
Critical coarse sediment yield areas to be protected (if present)
Existing topography and impervious areas
Existing and proposed site drainage network and connections to drainage offsite
Proposed grading
Proposed impervious features
Proposed design features and surface treatments used to minimize imperviousness
Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square
footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating)
Structural BMPs (identify location and type of BMP)
Tabular DMA Summary
314 Date Ave
J-3811
December 2023
BMP
Location BMP Description
Total Area
(sq-ft)
Impervious
Area
(sq-ft)
Pervious
Area
(sq-ft)
%
Impervious
%
Pervious
C
Weighted
Runoff
Factor
Min 4%
Treatment
Area
(sq-ft)
BMP Area
Provided
(sf)
DCV Required
(Cu-Ft)
BMP
Volume
Provided
(cf)
DMA-1 Biofiltration 4146 2553 1593 62% 38%0.64 107 211 129 646
DMA-2 Biofiltration 6069 4708 1361 78% 22%0.75 182 248 221 744
DMA-3 Biofiltration 4760 2777 1983 58% 42%0.62 118 120 144 220
DMA-4 Infiltration
Drywells 4522 4522 0 100% 0%0.90 - - 197 347
SM A Self-Mitigating 631 0 631 0% 100%0.23 - ---
DM A DEMINIMIS 25 25 0 100% 0%0.90 - ---
TOTAL DMA AREA:20153 14585 5568 72% 28%0.71 407 579 690 1956
NOTE: Weighted runoff factor based on percent of impervious, pervious, and paver area in each respective DMA
C =(Impervious % * Impervious Runoff Factor)+(Pervious % * Landscape Runoff Factor)+(Pavers % * Permeable Pavers Runoff Factor)
Runoff Factor P85th Parameters
0.9 Intensity: 0.20 in/hr
0.23 Precip: 0.58 in
BMP Sizing and DCV Summary Table
Landscape
Impervious
J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\SWQMP\3811_WQ-CALCS - 1.6.23
Timm Residence Page No. 15
314 Date Avenue, Carlsbad, California Job No. 226818-1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS
recommendations should be reviewed in consideration of proposed finishes and usage,
performance expectations and budget.
14.11 If deemed necessary by the project owner, based on the above analysis, and waterproofing
systems can be upgraded to include slab under drains and enhanced waterproofing elements.
14.12 In moisture sensitive areas (i.e., interior living space where vapor emission is a concern), in our
experience poured-in-place concrete provides a surface with higher performance-repairability of
below grade waterproofing systems. The developer should consider the cost-benefit of utilizing
cast in place building retaining walls in lieu of masonry as part of the overall construction of the
structures. Waterproofing at any basement floors is recommended in areas of moisture sensitive
floor finishes.
15.0 POOL
At the time of this report, specific pool plans were not available. Depending upon proposed pool depth
and final configuration, undercutting may be required. We anticipate proposed pool to be placed on
competent recompacted fill or paralic deposit material. The following general pool design parameters
are provided below.
• Pool and spa should be founded on a uniform building pad as outlined in the Earthworks /
Transitions and the Foundations section of this report.
• Vanishing edge type pools or other pool designs that do not allow for ½”-1” differential, may
require a deepened/specialty foundation system.
• Flatwork around the proposed pool should be designed to be impervious and slope away from
the pool to an area drain system.
• Additional recommendations may be necessary upon review of specific pool plans.
16.0 INFILTRATION
We understand new infiltration/ bioretention facilities, and a drywell system are proposed for this project.
Infiltration testing was conducted as part of field investigations for the preparation of this report.
Timm Residence Page No. 16
314 Date Avenue, Carlsbad, California Job No. 226818-1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS
Infiltration testing was performed using the Borehole Percolation Test Method of the City of Carlsbad BMP
Design Manual. Findings of our infiltration tests and calculations, show design infiltration rates for Type C
soils at the location and depth tested. (Please see Appendices/Appendix E/Infiltration).
Infiltration/bioretention facilities and drywell systems, shall be designed to maintain sufficient horizontal
and vertical offset to the structures so as not to create a groundwater condition. Infiltration/bioretention
facilities proposed within a 10-foot horizontal distance to a moisture sensitive structure should be lined
with an impervious barrier, within the 10-foot zone. Drywell systems proposed within a 10-foot horizontal
distance to a moisture sensitive structure shall maintain an infiltration depth below finish pad depth of
the structure. In cases where there is a vertical offset, wherein the bottom of the infiltration basin is
detailed above the finish floor of the building, the impervious barrier should line the bottom of the basin
or paver subgrade, such that the cumulative distance of the horizontal and vertical offset equal at a
minimum the depth of the subterranean finish pad.
Infiltration/bioretention facilities should be offset from the top and toes of any slopes steeper than a 3:1
or lined with an impervious barrier, or in the case of a drywell system, the infiltration depth shall be
maintained below the toe of slope elevation. At tops of slopes minimum horizontal distance of 10 feet or
a horizontal distance equal to the height of the slope, measured from the edge of infiltration basin to
slope, up to a maximum of 40 horizontal feet. At the toe of new fill slopes infiltration facilities shall
maintain a minimum 10 feet horizontal offset to not undermine the stability of the slope. New retaining
walls to support proposed slope might be necessary where infiltration/retention basins are located at toes
of slopes.
Although not proposed at the time of this report, should pervious pavers be proposed, where pervious
paver subgrade is located adjacent to the building, paver subgrade shall be sloped away at 2% should be
lined with an impervious liner a minimum horizontal distance of 5 feet from building. Permeable paver
subgrade shall be sloped 2% minimum to a perforated subdrain, gravel filled (1cf/ft), wrapped in a filter
fabric, permeable pavers shall be detailed with reinforced concrete edge restraints that extend minimum
4 inches below reservoir depth, and horizontal restraints. Where permeable paver driveways are utilized
in sloped driveway conditions, cut-off wall detailing should also be anticipated. In addition to the above
details, specific paver detailing should be detailed and constructed per the minimum recommendations
of the specific paver manufacturer as well as the Interlocking Concrete Paver Institute including minimum
bedding specifications, base and subgrade requirements, installation tolerances, and drainage, etc. Where
runoff and storm water are directed over permeable pavements and water is anticipated to flow through
pavers into an aggregate base near and adjacent to foundations, basements or other structures, additional
detailing shall include systems to control and to prevent subsurface flow beneath the building. Generally,
these systems, detailed as part of the specific building construction plans, may include the cut-off walls
Timm Residence Page No. 17
314 Date Avenue, Carlsbad, California Job No. 226818-1
ENGINEERING DESIGN GROUP
GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS
and underdrains.
Proper surface drainage and irrigation practices will play a significant role in the future performance of
the project. Please note in the Corrosion and Vapor Emission section of this report for specific
recommendations regarding water to cement ratio for moisture sensitive areas should be adhered. The
project architect and/or waterproofing consultant shall specifically address waterproofing details.
17.0 SURFACE DRAINAGE
Adequate drainage precautions at this site are imperative and will play a critical role on the future
performance of the proposed improvements. Under no circumstances should water be allowed to pond
against or adjacent to tops of slopes and/or foundation walls.
The ground surface surrounding proposed improvements should be relatively impervious in nature, and
slope to drain away from the structure in all directions, with a minimum slope of 2% for a horizontal
distance of 10 feet (where possible). Area drains or surface swales should then be provided in low spots
to accommodate runoff and avoid any ponding of water. Any french drains, backdrains and/or slab
underdrains shall not be tied to surface area drain systems. Roof gutters and downspouts shall be installed
on the new and existing structures and tightlined to the area drain system. All drains should be kept clean
and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for
proper drainage.
Over watering can adversely affect site improvements and cause perched groundwater conditions.
Irrigation should be limited to only the amount necessary to sustain plant life. Low flow irrigation devices
as well as automatic rain shut-off devices should be installed to reduce over watering. Irrigation practices
and maintenance of irrigation and drainage systems are an important component to the performance of
onsite improvements.
During periods of heavy rain, the performance of all drainage systems should be inspected. Problems
such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as
water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or
other vegetation, located adjacent to the foundation or exterior flat work improvements should be strictly
controlled or avoided.
18.0 LABORATORY TESTING
1 26 feet 0.125 C
APPENDIX E
EDG Infiltration
Test Location
Test Hole Depth Below
Adjacent Grade (ft.)
Design Infiltration
Rate (in/hr)
Soil
Type
Design Infiltration Rates
Timm Residence - 314 Date Ave. Carlsbad
Category #Description i ii iii iv v vi vii viii ix x Units
1 Drainage Basin ID or Name 1 2 3 4 unitless
2 85th Percentile 24-hr Storm Depth 0.58 0.58 0.58 0.58 inches
3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 2,553 4,708 2,777 4,522 sq-ft
4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30)sq-ft
5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)sq-ft
6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft
7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft
8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) 1,593 1,361 1,983 0 sq-ft
9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30)sq-ft
10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No No yes/no
11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft
12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft
13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft
14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft
15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft
16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft
17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft
18 Number of Tree Wells Proposed per SD-A #
19 Average Mature Tree Canopy Diameter ft
20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 4,146 6,069 4,760 4,522 0 0 0 0 0 0 sq-ft
23 Initial Runoff Factor for Standard Drainage Areas 0.64 0.75 0.62 0.90 0.00 0.00 0.00 0.00 0.00 0.00 unitless
24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless
25 Initial Weighted Runoff Factor 0.64 0.75 0.62 0.90 0.00 0.00 0.00 0.00 0.00 0.00 unitless
26 Initial Design Capture Volume 128 220 143 197 0 0 0 0 0 0 cubic-feet
27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft
28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft
29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio
30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio
31 Runoff Factor After Dispersion Techniques 0.64 0.75 0.62 0.90 n/a n/a n/a n/a n/a n/a unitless
32 Design Capture Volume After Dispersion Techniques 128 220 143 197 0 0 0 0 0 0 cubic-feet
33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet
34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet
35 Final Adjusted Runoff Factor 0.64 0.75 0.62 0.90 0.00 0.00 0.00 0.00 0.00 0.00 unitless
36 Final Effective Tributary Area 2,653 4,552 2,951 4,070 0 0 0 0 0 0 sq-ft
37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet
38 Final Design Capture Volume Tributary to BMP 128 220 143 197 0 0 0 0 0 0 cubic-feet
False
False
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0)
Dispersion
Area, Tree Well
& Rain Barrel
Inputs
(Optional)
Standard
Drainage Basin
Inputs
Results
Tree & Barrel
Adjustments
Initial Runoff
Factor
Calculation
Dispersion
Area
Adjustments
No Warning Messages
Category #Description i ii iii iv v vi vii viii ix x Units
1 Drainage Basin ID or Name 1 2 3 4 ------unitless
2 85th Percentile Rainfall Depth 0.58 0.58 0.58 0.58 ------ inches
3 Predominant NRCS Soil Type Within BMP Location C C C C unitless
4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restricted Unrestricted unitless
5 Nature of Restriction n/a n/a n/a n/a unitless
6 Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes yes/no
7 Are Habitable Structures Greater than 9 Stories Proposed? No No No No yes/no
8 Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Yes 146 Yes yes/no
9 Design Infiltration Rate Recommended by Geotechnical Engineer 0.000 0.000 0.000 0.125 in/hr
10 Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 0.125 ------ in/hr
11 Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% 25.9% ------ percentage
12 Fraction of DCV Requiring Retention 0.02 0.02 0.02 0.18 ------ ratio
13 Required Retention Volume 3 4 3 35 ------ cubic-feet
False
False
Automated Worksheet B.2: Retention Requirements (V2.0)
Advanced
Analysis
Basic Analysis
Result
No Warning Messages
Category #Description i ii iii iv v vi vii viii ix x Units
1 Drainage Basin ID or Name 1 2 3 4 ------sq-ft
2 Design Infiltration Rate Recommended 0.000 0.000 0.000 0.125 ------in/hr
3 Design Capture Volume Tributary to BMP 128 220 143 197 ------cubic-feet
4 Is BMP Vegetated or Unvegetated?Vegetated Vegetated Vegetated Unvegetated unitless
5 Is BMP Impermeably Lined or Unlined?Lined Lined Lined Unlined unitless
6 Does BMP Have an Underdrain?Underdrain Underdrain Underdrain No Underdrain unitless
7 Does BMP Utilize Standard or Specialized Media?Standard Standard Standard Standard unitless
8 Provided Surface Area 211 248 146 sq-ft
9 Provided Surface Ponding Depth 21 24 9 inches
10 Provided Soil Media Thickness 24 24 24 inches
11 Provided Gravel Thickness (Total Thickness)9 9 8 inches
12 Underdrain Offset 3 3 3 inches
13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)0.22 0.28 0.22 inches
14 Specialized Soil Media Filtration Rate in/hr
15 Specialized Soil Media Pore Space for Retention unitless
16 Specialized Soil Media Pore Space for Biofiltration unitless
17 Specialized Gravel Media Pore Space unitless
18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 0 cubic-feet
19 Ponding Pore Space Available for Retention 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless
20 Soil Media Pore Space Available for Retention 0.05 0.05 0.05 0.40 0.05 0.05 0.05 0.05 0.05 0.05 unitless
21 Gravel Pore Space Available for Retention (Above Underdrain)0.00 0.00 0.00 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless
22 Gravel Pore Space Available for Retention (Below Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless
23 Effective Retention Depth 2.40 2.40 2.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches
24 Fraction of DCV Retained (Independent of Drawdown Time)0.33 0.23 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio
25 Calculated Retention Storage Drawdown Time 120 120 120 0 0 0 0 0 0 0 hours
26 Efficacy of Retention Processes 0.33 0.25 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio
27 Volume Retained by BMP (Considering Drawdown Time)43 54 32 0 0 0 0 0 0 0 cubic-feet
28 Design Capture Volume Remaining for Biofiltration 85 166 111 197 0 0 0 0 0 0 cubic-feet
29 Max Hydromod Flow Rate through Underdrain 0.0026 0.0044 0.0022 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 cfs
30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.53 0.77 0.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr
31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr
32 Soil Media Filtration Rate to be used for Sizing 0.53 0.77 0.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr
33 Depth Biofiltered Over 6 Hour Storm 3.18 4.60 3.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches
34 Ponding Pore Space Available for Biofiltration 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless
35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 0.20 0.00 0.20 0.20 0.20 0.20 0.20 0.20 unitless
36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.40 0.40 0.40 0.00 0.40 0.40 0.40 0.40 0.40 0.40 unitless
37 Effective Depth of Biofiltration Storage 28.20 31.20 15.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches
38 Drawdown Time for Surface Ponding 40 31 14 0 0 0 0 0 0 0 hours
39 Drawdown Time for Effective Biofiltration Depth 53 41 24 0 0 0 0 0 0 0 hours
40 Total Depth Biofiltered 31.38 35.80 19.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches
41 Option 1 - Biofilter 1.50 DCV: Target Volume 128 249 167 296 0 0 0 0 0 0 cubic-feet
42 Option 1 - Provided Biofiltration Volume 128 249 167 0 0 0 0 0 0 0 cubic-feet
43 Option 2 - Store 0.75 DCV: Target Volume 64 124 84 148 0 0 0 0 0 0 cubic-feet
44 Option 2 - Provided Storage Volume 64 124 84 0 0 0 0 0 0 0 cubic-feet
45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio
46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes Yes Yes No ------yes/no
47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio
48 Deficit of Effectively Treated Stormwater 0 0 0 -197 n/a n/a n/a n/a n/a n/a cubic-feet
Biofiltration
Calculations
-This BMP does not fully satisfy the performance standards for pollutant control for the drainage area.
False
-Vegetated BMPs with surface ponding drawdown times over 24 hours must be certified by a landscape architect or agronomist. All BMPs must have a surface ponding drawdown time of 96 hours or less.
False
Result
-Minimum annual retention criteria are not satisfied for each individual drainage area. Implement additional site design elements, increase structural BMP retention capacity, or demonstrate that such requirements are satisfied at the project-level.
False
Attention!
Retention
Calculations
Automated Worksheet B.3: BMP Performance (V2.0)
False
False
BMP Inputs
Drywell Surface Area Calculations
Each of the 4 foot diameter dry well provides 12.57 SF of infiltration area per foot of depth, plus
12.57 SF of infiltration area at the bottom. For a 22 foot deep dry well, infiltration occurs
between 4 and 26 feet below grade. This provides 22 feet of infiltration depth in addition to
the bottom area. Total infiltration area is calculated below.
For Proposed Drywell:
Pit diameter = 4 ft
Pit depth = 22 ft
Usable gravel depth = 22 ft
Total infiltration area = depth of sidewalls * pit circumference + pit bottom area
= 22 ft * 12.57 SF per foot of depth + 12.57 SF
= 289.02 SF
DCV Drawdown Calculations
For Proposed Drywell:
Total DCV for Drywell = 199 CF
Drywell infiltration rate, K (per Geotech recommendation) = 0.125 in/hr
Surface Area, ABMP = 289.02 sf * 2 Drywells = 578.04 sf
Effective Depth, DAVG = DCV/ ABMP = 0.36 ft
Drawdown Time, T = DAVG * 12 / K = 34.56 hours
Diversion Flow Rate Calculation
The diversion flow rate for the offline Pre-Treatment BMP has been sized to convey the
maximum flow rate of runoff produced from a rainfall intensity of 0.20 inches per hour. The
diversion flow rate for offline BMPs is calculated by: Q = CiA
Where:
Q = Diversion flow rate (cfs)
C = Runoff factor, per table 3-1 of the SD County Hydrology Manual
i = Rainfall intensity of 0.20 in/hr
A = Tributary area (acres) which includes the total area draining to the BMP
For BMP-4:
Q = 0.90 * 0.20 * 0.105 ac = 0.02 CFS
Treatment Capacity of CSD1515-3 = 0.50 CFS > 0.02 CFS
Drywell Infiltration Storage Calculations
Each of the 4 foot diameter Drywells has a 3’ diameter gravity-fed pit, lined with 4” thick
concrete perforated casing, and is backfilled with gravel on the outside for a total diameter of 4
feet. Total volume of the Drywell is calculated below:
For Proposed Drywells:
Inside concrete pit diameter = 3 ft
Full outer gravel pit diameter = 4 ft
Inside concrete pit depth = 22 ft
Full outer gravel pit depth = 22 ft
Inside concrete pit volume, V = πr2h = π(1.5 ft)2(22 ft) = 155.51 cubic ft
Inside concrete pit volume (including 4” wall thickness), V = πr2h = π(1.83 ft)2(20 ft) = 231.46
cubic ft
Outer pit full volume, V = πr2h = π(2 ft)2(22 ft) = 276.46 cubic ft
Volume of gravel = [Outer pit full volume - Inside concrete pit volume (including 4” wall
thickness)] * 0.4 Void ratio = 18 cubic ft
Total Storage = 155.51 cf + 18 cf
= 173.51 CF
2 Drywells = 347.02 cf > 199 cf (required DCV)
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
Sequence
Contents Checklist
Attachment 2a Hydromodification Management
Exhibit (Required)
Included
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.
Attachment 2b Management of Critical Coarse
Sediment Yield Areas (WMAA
Exhibit is required, additional
analyses are optional)
See Section 6.2 of the BMP Design
Manual.
Exhibit showing project drainage
boundaries marked on WMAA
Critical Coarse Sediment Yield
Area Map (Required)
Optional analyses for Critical
Coarse Sediment Yield Area
Determination
Appendix H.6.1 Verification of
Geomorphic Landscape Units
Onsite
Appendix H.7 Downstream
Systems Sensitivity to Coarse
Sediment
Attachment 2c Geomorphic Assessment of
Receiving Channels (Optional)
See Section 6.3.4 of the BMP Design
Manual.
Not performed
Included
Attachment 2d Flow Control Facility Design and
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of
the BMP Design Manual
Included
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
The Hydromodification Management Exhibit must identify:
Underlying hydrologic soil group
Approximate depth to groundwater
Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
Critical coarse sediment yield areas to be protected (if present)
Existing topography
Existing and proposed site drainage network and connections to drainage offsite
Proposed grading
Proposed impervious features
Proposed design features and surface treatments used to minimize imperviousness
Point(s) of Compliance (POC) for Hydromodification Management
Existing and proposed drainage boundary and drainage area to each POC (when necessary,
create separate exhibits for pre-development and post-project conditions)
Structural BMPs for hydromodification management (identify location, type of BMP, and
size/detail)
314 Date Avenue
Potential Critical Coarse Sediment Yield Areas
Legend
PCCSYA
Project Site
1000 ft
N
➤➤
N
3811 SWMM SCHEMATICS
9/8/2023
SWMM MODEL SCHEMATICS
PRE-PROJECT MODEL POST-PROJECT MODEL
SWMM PRE-DEV INPUT PARAMETERS FOR POC-1
DMA-1 0.46265 20,153 98.5 205 4.5 4172.0 20.7% 0.012 0.06 6.0 0.100 0.31 0.00925 24
*0% Imperv for SWMM purposes
SWMM POST-DEV INPUT PARAMETERS FOR POC-1
DMA-1 0.09034 3,935 98 40 1% 2,553 64.9% 0.012 0.06 6.0 0.100 0.31 0.00181
DMA-2 0.13363 5,821 66 88 1% 4,708 80.9% 0.012 0.06 6.0 0.100 0.31 0.00267
DMA-3 0.10652 4,640 120 39 1% 2,777 59.8% 0.012 0.06 6.0 0.100 0.31 0.00213
DMA-4 0.10324 4,497 130 35 9% 4,497 100.0% 0.012 0.06 6.0 0.100 0.31 0.00206
BMP-1 0.00484 211 56 4 0% 0 0.0% 0.012 0.08 6.0 0.100 0.31 0.00010
BMP-2 0.00569 248 38 7 0% 0 0.0% 0.012 0.08 6.0 0.100 0.31 0.00011
BMP-3 0.00275 120 27 4 0% 0 0.0% 0.012 0.08 6.0 0.100 0.31 0.00006
DRYWELL 0.00057 25.0 7.0 4 0% 25 100.0% 0.012 0.08 6.0 0.100 0.31 0.00001
Self-Mit 0.01449 631.0 5.0 126 1% 0 0.0% 0.012 0.06 6.0 0.100 0.31 0.00029
De-Min 0.00057 25.0 4.0 6 1% 0 0.0% 0.012 0.06 6.0 0.100 0.31 0.00001
TOTAL 0.46265 20,153 0.00925 24
Conductivity Initial
Deficit
Total
Inflow
Separation
Time
% Slope,
So
Imp. Area
(sf)% Imperv N-Imperv N-Perv
Suction
Head
DMA Tributary
Area, A (Ac)
Tributary
Area, A (sf)
Overland Flow
Length, L (ft)
Overland Flow
Width, W=A/LDMATributary
Area, A (Ac)
Tributary
Area, A (sf)
Overland Flow
Length, L (ft)
Overland Flow
Width, W=A/L
% Slope,
So
Imp. Area
(sf)% Imperv N-Imperv Separation
TimeN-Perv Suction
Head Conductivity Initial
Deficit
Total
Inflow
[TITLE]
;;Project Title/Notes
Timm Residence
J-3811
Pre-Development Condition
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION GREEN_AMPT
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 08/28/1951
START_TIME 05:00:00
REPORT_START_DATE 08/28/1951
REPORT_START_TIME 05:00:00
END_DATE 05/23/2008
END_TIME 23:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 01:00:00
WET_STEP 00:15:00
DRY_STEP 04:00:00
ROUTING_STEP 0:01:00
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
MONTHLY .06 .08 .11 .15 .17 .19 .19 .18 .15 .11 .08 .06
DRY_ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
DMA-EX1 Oceanside POC-1 .46265 0 205 4.5 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
DMA-EX1 .012 .06 0.05 .1 25 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
DMA-EX1 6 0.1 .310
[LID_CONTROLS]
;;Name Type/Layer Parameters
;;-------------- ---------- ----------
BMP1 BC
BMP1 SURFACE 06.0 0.0 0 0 5
BMP1 SOIL 18 0.4 0.2 0.1 5 5 1.5
BMP1 STORAGE 12 .67 0 0 NO
BMP1 DRAIN .1164 0.5 0 6 0 0
BMP2 BC
BMP2 SURFACE 6 0.0 0 0 5
BMP2 SOIL 18 0.4 0.2 0.1 5 5 1.5
BMP2 STORAGE 12 .67 0 0 NO
BMP2 DRAIN 0 0.5 6 6 0 0
BMP3 BC
BMP3 SURFACE 6 0.0 0 0 5
BMP3 SOIL 18 0.4 0.2 0.1 5 5 1.5
BMP3 STORAGE 12 .67 0 0 NO
BMP3 DRAIN .1505 0.5 0 6 0 0
[LID_USAGE]
;;Subcatchment LID Process Number Area Width InitSat FromImp ToPerv RptFile DrainTo
FromPerv
;;-------------- ---------------- ------- ---------- ---------- ---------- ---------- ---------- ------------------------ ------------
---- ----------
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
POC-1 0 FREE NO
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
Oceanside FILE "Rainfall\oceanside.dat"
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -86.051 0.000 10000.000 10000.000
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
POC-1 607.015 5239.166
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
DMA-EX1 128.683 6322.567
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
Oceanside 435.306 6753.884
[LABELS]
;;X-Coord Y-Coord Label
77.263 6431.435 "EX-1" "" "Arial" 10 0 0
533.426 5191.128 "POC-1" "" "Arial" 10 0 0
337.187 6853.025 "Oceanside" "" "Arial" 10 0 0
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.0)
------------------------------------------------------------
Timm Residence
J-3811
Pre-Development Condition
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... NO
Water Quality .......... NO
Infiltration Method ...... GREEN_AMPT
Starting Date ............ 08/28/1951 05:00:00
Ending Date .............. 05/23/2008 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 01:00:00
Wet Time Step ............ 00:15:00
Dry Time Step ............ 04:00:00
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 26.028 675.090
Evaporation Loss ......... 0.255 6.627
Infiltration Loss ........ 23.826 617.985
Surface Runoff ........... 2.155 55.900
Final Storage ............ 0.000 0.000
Continuity Error (%) ..... -0.803
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 2.155 0.702
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 2.155 0.702
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.000 0.000
Continuity Error (%) ..... 0.000
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
DMA-EX1 675.09 0.00 6.63 617.99 0.00 55.90 55.90 0.70 0.51 0.083
Analysis begun on: Thu Dec 7 11:52:31 2023
Analysis ended on: Thu Dec 7 11:52:52 2023
Total elapsed time: 00:00:21
[TITLE]
;;Project Title/Notes
Timm Residence
J-3811
Post-Development Condition
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION GREEN_AMPT
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 08/28/1951
START_TIME 05:00:00
REPORT_START_DATE 08/28/1951
REPORT_START_TIME 05:00:00
END_DATE 05/23/2008
END_TIME 23:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 01:00:00
WET_STEP 00:15:00
DRY_STEP 04:00:00
ROUTING_STEP 0:01:00
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
MONTHLY 0.06 0.08 .11 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06
DRY_ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
Oceanside INTENSITY 1:00 1.0 TIMESERIES Oceanside
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
DMA-1 Oceanside BMP-1 .09034 64.9 40 1 0
BMP-1 Oceanside POC-1 .00484 0 4 0 0
Self-Mit Oceanside POC-1 .01449 0 126 1 0
DMA-2 Oceanside BMP-2 .13363 80.9 88 1 0
DMA-4 Oceanside DRYWELLS .10324 100 35 9 0
BMP-2 Oceanside POC-1 .00569 0 7 0 0
DMA-3 Oceanside BMP-3 .10652 59.8 39 1 0
BMP-3 Oceanside POC-1 .00275 0 4 0 0
De-Min Oceanside POC-1 .00057 0 6 1 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
DMA-1 0.012 .06 0.05 0.1 25 OUTLET
BMP-1 0.012 .08 0.05 0.1 25 OUTLET
Self-Mit 0.012 .06 0.05 0.1 25 OUTLET
DMA-2 0.012 .06 0.05 0.1 25 OUTLET
DMA-4 0.012 .06 0.05 0.1 25 OUTLET
BMP-2 0.012 .08 0.05 0.1 25 OUTLET
DMA-3 0.012 .06 0.05 0.1 25 OUTLET
BMP-3 0.012 .08 0.05 0.1 25 OUTLET
De-Min 0.012 .06 0.05 0.1 25 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
DMA-1 6 .1 .31
BMP-1 6 .1 .31
Self-Mit 6 .1 .31
DMA-2 6 .1 .31
DMA-4 6 .1 .31
BMP-2 6 .1 .31
DMA-3 6 .1 .31
BMP-3 6 .1 .31
De-Min 6 .1 .31
[LID_CONTROLS]
;;Name Type/Layer Parameters
;;-------------- ---------- ----------
BMP_1 BC
BMP_1 SURFACE 24.73 0 0 0 5
BMP_1 SOIL 24 0.4 0.2 0.1 5 5 1.5
BMP_1 STORAGE 9 0.67 0 0 NO
BMP_1 DRAIN .0749 0.5 0 6 0 0
BMP_2 BC
BMP_2 SURFACE 24 0.0 0 0 5
BMP_2 SOIL 24 0.4 0.2 0.1 5 5 1.5
BMP_2 STORAGE 9 .67 0 0 NO
BMP_2 DRAIN .1053 0.5 0 6 0 0
BMP_3 BC
BMP_3 SURFACE 13.76 0.0 0 0 5
BMP_3 SOIL 24 0.4 0.2 0.1 5 5 1.5
BMP_3 STORAGE 8 0.67 0 0 NO
BMP_3 DRAIN 0.1082 0.5 0 6 0 0
[LID_USAGE]
;;Subcatchment LID Process Number Area Width InitSat FromImp ToPerv RptFile DrainTo
FromPerv
;;-------------- ---------------- ------- ---------- ---------- ---------- ---------- ---------- ------------------------ ------------
---- ----------
BMP-1 BMP_1 1 210.83 0 0 100 0 * *
100
BMP-2 BMP_2 1 247.86 0 0 100 0 * *
100
BMP-3 BMP_3 1 119.79 0 0 100 0 * *
100
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
POC-1 0 FREE NO
INFILTRATION_LOSS 0 FREE NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- --------
STORAGE_PIPE 0 3 0 TABULAR STOR2(PIPESTORAGE) 0 0
DRYWELLS 0 24 0 TABULAR STOR3(DRYWELLS) 0 0
[OUTLETS]
;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated
;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- --------
R2 STORAGE_PIPE POC-1 0 TABULAR/DEPTH R2 NO
R3 DRYWELLS STORAGE_PIPE 0 TABULAR/DEPTH R3 NO
R4 DRYWELLS INFILTRATION_LOSS 0 TABULAR/DEPTH R4 NO
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
R4 Rating 0 0
R4 0.5 0
R4 1 0
R4 1.5 0
R4 2 0
R4 2.5 0
R4 3 0
R4 3.5 0.001
R4 4 0.001
R4 4.5 0.001
R4 5 0.001
R4 5.5 0.001
R4 6 0.001
R4 6.5 0.001
R4 7 0.001
R4 7.5 0.001
R4 8 0.001
R4 8.5 0.001
R4 9 0.001
R4 9.5 0.001
R4 10 0.001
R4 10.5 0.002
R4 11 0.002
R4 11.5 0.002
R4 12 0.002
R4 12.5 0.002
R4 13 0.002
R4 13.5 0.002
R4 14 0.002
R4 14.5 0.002
R4 15 0.002
R4 15.5 0.002
R4 16 0.002
R4 16.5 0.002
R4 17 0.002
R4 17.5 0.003
R4 18 0.003
R4 18.5 0.003
R4 19 0.003
R4 19.5 0.003
R4 20 0.003
R4 20.5 0.003
R4 21 0.003
R4 21.5 0.003
R4 22 0.003
R4 22.5 0.003
R4 23 0.003
R4 23.5 0.003
R4 24 0.003
;
R3 Rating 0 0
R3 0.5 0
R3 1 0
R3 1.5 0
R3 2 0
R3 2.5 0
R3 3 0
R3 3.5 0
R3 4 0
R3 4.5 0
R3 5 0
R3 5.5 0
R3 6 0
R3 6.5 0
R3 7 0
R3 7.5 0
R3 8 0
R3 8.5 0
R3 9 0
R3 9.5 0
R3 10 0
R3 10.5 0
R3 11 0
R3 11.5 0
R3 12 0
R3 12.5 0
R3 13 0
R3 13.5 0
R3 14 0
R3 14.5 0
R3 15 0
R3 15.5 0
R3 16 0
R3 16.5 0
R3 17 0
R3 17.5 0
R3 18 0
R3 18.5 0
R3 19 0
R3 19.5 0
R3 20 0
R3 20.5 0
R3 21 0
R3 21.5 0
R3 22 0
R3 22.5 1.182
R3 23 2.019
R3 23.5 2.473
R3 24 2.856
;
R2 Rating 0 0
R2 0.1 0.001
R2 0.2 0.002
R2 0.3 0.002
R2 0.4 0.003
R2 0.5 0.003
R2 0.6 0.003
R2 0.7 0.003
R2 0.8 0.004
R2 0.9 0.004
R2 1 0.004
R2 1.1 0.004
R2 1.2 0.005
R2 1.3 0.005
R2 1.4 0.005
R2 1.5 0.005
R2 1.6 0.005
R2 1.7 0.005
R2 1.8 0.006
R2 1.9 0.006
R2 2 0.006
R2 2.1 0.057
R2 2.2 0.147
R2 2.3 0.260
R2 2.4 0.388
R2 2.5 0.526
R2 2.6 0.669
R2 2.7 0.814
R2 2.8 0.958
R2 2.9 1.097
R2 3 1.228
R2 3.1 1.348
R2 3.2 1.453
R2 3.3 1.605
R2 3.4 1.826
R2 3.5 2.061
;
STOR2(PIPESTORAGE) Storage 0 0
STOR2(PIPESTORAGE) .1 31.3
STOR2(PIPESTORAGE) .2 56.4
STOR2(PIPESTORAGE) .3 72
STOR2(PIPESTORAGE) .4 83.9
STOR2(PIPESTORAGE) .5 93.6
STOR2(PIPESTORAGE) .6 101.9
STOR2(PIPESTORAGE) .7 108.8
STOR2(PIPESTORAGE) .8 114.9
STOR2(PIPESTORAGE) .9 120
STOR2(PIPESTORAGE) 1 124.5
STOR2(PIPESTORAGE) 1.1 128.3
STOR2(PIPESTORAGE) 1.2 131.5
STOR2(PIPESTORAGE) 1.3 134.1
STOR2(PIPESTORAGE) 1.4 136.3
STOR2(PIPESTORAGE) 1.5 137.9
STOR2(PIPESTORAGE) 1.6 139.1
STOR2(PIPESTORAGE) 1.7 140
STOR2(PIPESTORAGE) 1.8 138.8
STOR2(PIPESTORAGE) 1.9 139
STOR2(PIPESTORAGE) 2 137.9
STOR2(PIPESTORAGE) 2.1 136.3
STOR2(PIPESTORAGE) 2.2 134.2
STOR2(PIPESTORAGE) 2.3 131.4
STOR2(PIPESTORAGE) 2.4 128.3
STOR2(PIPESTORAGE) 2.5 124.5
STOR2(PIPESTORAGE) 2.6 120.1
STOR2(PIPESTORAGE) 2.7 114.8
STOR2(PIPESTORAGE) 2.8 108.9
STOR2(PIPESTORAGE) 2.9 101.8
STOR2(PIPESTORAGE) 3 93.7
STOR2(PIPESTORAGE) 3.1 83.9
STOR2(PIPESTORAGE) 3.2 72
STOR2(PIPESTORAGE) 3.3 56.4
STOR2(PIPESTORAGE) 3.4 31.3
STOR2(PIPESTORAGE) 3.5 0
;
STOR3(DRYWELLS) Storage 0 15.74
STOR3(DRYWELLS) 0.5 15.74
STOR3(DRYWELLS) 1 15.74
STOR3(DRYWELLS) 1.5 15.74
STOR3(DRYWELLS) 2 15.74
STOR3(DRYWELLS) 2.5 15.74
STOR3(DRYWELLS) 3 15.74
STOR3(DRYWELLS) 3.5 15.74
STOR3(DRYWELLS) 4 15.74
STOR3(DRYWELLS) 4.5 15.74
STOR3(DRYWELLS) 5 15.74
STOR3(DRYWELLS) 5.5 15.74
STOR3(DRYWELLS) 6 15.74
STOR3(DRYWELLS) 6.5 15.74
STOR3(DRYWELLS) 7 15.74
STOR3(DRYWELLS) 7.5 15.74
STOR3(DRYWELLS) 8 15.74
STOR3(DRYWELLS) 8.5 15.74
STOR3(DRYWELLS) 9 15.74
STOR3(DRYWELLS) 9.5 15.74
STOR3(DRYWELLS) 10 15.74
STOR3(DRYWELLS) 10.5 15.74
STOR3(DRYWELLS) 11 15.74
STOR3(DRYWELLS) 11.5 15.74
STOR3(DRYWELLS) 12 15.74
STOR3(DRYWELLS) 12.5 15.74
STOR3(DRYWELLS) 13 15.74
STOR3(DRYWELLS) 13.5 15.74
STOR3(DRYWELLS) 14 15.74
STOR3(DRYWELLS) 14.5 15.74
STOR3(DRYWELLS) 15 15.74
STOR3(DRYWELLS) 15.5 15.74
STOR3(DRYWELLS) 16 15.74
STOR3(DRYWELLS) 16.5 15.74
STOR3(DRYWELLS) 17 15.74
STOR3(DRYWELLS) 17.5 15.74
STOR3(DRYWELLS) 18 15.74
STOR3(DRYWELLS) 18.5 15.74
STOR3(DRYWELLS) 19 15.74
STOR3(DRYWELLS) 19.5 15.74
STOR3(DRYWELLS) 20 15.74
STOR3(DRYWELLS) 20.5 15.74
STOR3(DRYWELLS) 21 15.74
STOR3(DRYWELLS) 21.5 15.74
STOR3(DRYWELLS) 22 15.74
STOR3(DRYWELLS) 22.5 25.14
STOR3(DRYWELLS) 23 25.14
STOR3(DRYWELLS) 23.5 25.14
STOR3(DRYWELLS) 24 25.14
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
Oceanside FILE "Rainfall\oceanside.dat"
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS 191.920 4920.830 1158.573 5718.627
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
POC-1 613.987 5157.890
INFILTRATION_LOSS 802.039 5158.460
STORAGE_PIPE 702.884 5175.555
DRYWELLS 763.859 5259.894
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
DMA-1 564.189 5320.237
DMA-1 564.189 5320.237
BMP-1 574.667 5243.368
Self-Mit 521.209 5221.018
Self-Mit 521.209 5221.018
Self-Mit 524.302 5228.233
DMA-2 631.083 5327.599
DMA-2 631.083 5327.599
DMA-2 631.083 5329.631
DMA-4 765.569 5326.567
DMA-4 765.569 5326.567
BMP-2 632.222 5241.089
DMA-3 700.035 5324.857
DMA-3 700.035 5324.857
BMP-3 688.638 5235.390
De-Min 505.703 5182.565
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
Oceanside 674.392 5364.747
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.0)
------------------------------------------------------------
Timm Residence
J-3811
Post-Development Condition
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... GREEN_AMPT
Flow Routing Method ...... KINWAVE
Starting Date ............ 08/28/1951 05:00:00
Ending Date .............. 05/23/2008 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 01:00:00
Wet Time Step ............ 00:15:00
Dry Time Step ............ 04:00:00
Routing Time Step ........ 60.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Initial LID Storage ...... 0.003 0.069
Total Precipitation ...... 25.995 675.090
Evaporation Loss ......... 3.925 101.924
Infiltration Loss ........ 5.916 153.632
Surface Runoff ........... 5.849 151.906
LID Drainage ............. 10.649 276.553
Final Storage ............ 0.005 0.118
Continuity Error (%) ..... -1.329
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 16.498 5.376
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 16.904 5.508
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.001 0.000
Continuity Error (%) ..... -2.468
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 60.00 sec
Average Time Step : 60.00 sec
Maximum Time Step : 60.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 1.00
% of Steps Not Converging : 0.00
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
DMA-1 675.09 0.00 67.63 216.57 379.17 20.00 399.16 0.98 0.11 0.591
BMP-1 675.09 7450.41 924.03 0.00 0.00 0.00 7200.87 0.95 0.11 0.886
Self-Mit 675.09 0.00 4.61 614.88 0.00 61.31 61.31 0.02 0.02 0.091
DMA-2 675.09 0.00 82.80 117.61 473.17 11.40 484.58 1.76 0.16 0.718
DMA-4 675.09 0.00 100.78 0.00 585.64 0.00 585.64 1.64 0.12 0.868
BMP-2 675.09 11380.17 974.71 0.00 0.00 0.00 11079.92 1.71 0.17 0.919
DMA-3 675.09 0.00 62.86 248.28 349.09 22.45 371.54 1.07 0.12 0.550
BMP-3 675.09 14391.43 994.21 0.00 0.00 0.00 14071.33 1.05 0.13 0.934
De-Min 675.09 0.00 4.60 614.75 0.00 61.61 61.61 0.00 0.00 0.091
***********************
LID Performance Summary
***********************
--------------------------------------------------------------------------------------------------------------------
Total Evap Infil Surface Drain Initial Final Continuity
Inflow Loss Loss Outflow Outflow Storage Storage Error
Subcatchment LID Control in in in in in in in %
--------------------------------------------------------------------------------------------------------------------
BMP-1 BMP_1 8125.50 924.07 0.00 84.00 7117.15 2.40 2.87 -0.00
BMP-2 BMP_2 12055.26 974.73 0.00 378.38 10701.78 2.40 3.10 -0.00
BMP-3 BMP_3 15066.52 994.25 0.00 2271.56 11800.28 2.40 3.21 -0.00
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
POC-1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00
INFILTRATION_LOSS OUTFALL 0.00 0.00 0.00 0 00:00 0.00
STORAGE_PIPE STORAGE 0.01 2.29 2.29 18857 11:27 2.22
DRYWELLS STORAGE 3.44 22.17 22.17 12810 17:54 22.12
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
POC-1 OUTFALL 0.39 0.54 18857 11:57 3.73 4.11 0.000
INFILTRATION_LOSS OUTFALL 0.00 0.00 123 18:48 0 1.4 0.000
STORAGE_PIPE STORAGE 0.00 0.40 12810 17:54 0 0.377 0.073
DRYWELLS STORAGE 0.12 0.12 18857 11:16 1.64 1.64 -7.490
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
STORAGE_PIPE 0.000 0 0 0 0.259 76 18857 11:27 0.25
DRYWELLS 0.054 14 0 0 0.353 89 12810 17:54 0.40
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
POC-1 5.87 0.01 0.54 4.111
INFILTRATION_LOSS 6.83 0.00 0.00 1.397
-----------------------------------------------------------
System 6.35 0.01 0.54 5.508
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
R2 DUMMY 0.25 18857 11:27
R3 DUMMY 0.40 12810 17:54
R4 DUMMY 0.00 123 18:48
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Thu Dec 7 13:21:31 2023
Analysis ended on: Thu Dec 7 13:22:07 2023
Total elapsed time: 00:00:36
R2 Outlet Rating Curve HydroCAD output, SWMM Rating Curve
Depth (ft) Area (ft2)
0 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.76
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.76
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.76
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.76
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.76
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.76
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 15.74
0.5 25.14
0.5 25.14
0.5 25.12
0.5 25.14
STOR3(DRYWELL) CURVE
Depth (ft) Area (ft2)
0 0
0.1 31.3
0.2 56.4
0.3 72
0.4 83.9
0.5 93.6
0.6 101.9
0.7 108.8
0.8 114.9
0.9 120
1 124.5
1.1 128.3
1.2 131.5
1.3 134.1
1.4 136.3
1.5 137.9
1.6 139.1
1.7 140
1.8 139.8
1.9 139
2 137.9
2.1 136.3
2.2 134.2
2.3 131.4
2.4 128.3
2.5 124.5
2.6 120.1
2.7 114.8
2.8 108.9
2.9 101.8
3 93.7
3.1 83.9
3.2 72
3.3 56.4
3.4 31.3
3.5 0
STOR2(PIPESTORAGE) CURVE
Elevation
(feet)
Discharge
(cfs)
Discarded
(cfs)
Primary
(cfs)
10 0 0 0
10.5 0 0 0
11 0 0 0
11.5 0 0 0
12 0 0 0
12.5 0 0 0
13 0 0 0
13.5 0.001 0.001 0
14 0.001 0.001 0
14.5 0.001 0.001 0
15 0.001 0.001 0
15.5 0.001 0.001 0
16 0.001 0.001 0
16.5 0.001 0.001 0
17 0.001 0.001 0
17.5 0.001 0.001 0
18 0.001 0.001 0
18.5 0.001 0.001 0
19 0.001 0.001 0
19.5 0.001 0.001 0
20 0.001 0.001 0
20.5 0.002 0.002 0
21 0.002 0.002 0
21.5 0.002 0.002 0
22 0.002 0.002 0
22.5 0.002 0.002 0
23 0.002 0.002 0
23.5 0.002 0.002 0
24 0.002 0.002 0
24.5 0.002 0.002 0
25 0.002 0.002 0
25.5 0.002 0.002 0
26 0.002 0.002 0
26.5 0.002 0.002 0
27 0.002 0.002 0
27.5 0.003 0.003 0
28 0.003 0.003 0
28.5 0.003 0.003 0
29 0.003 0.003 0
29.5 0.003 0.003 0
30 0.003 0.003 0
30.5 0.003 0.003 0
31 0.003 0.003 0
31.5 0.003 0.003 0
32 0.003 0.003 0
32.5 1.185 0.003 1.182
33 2.022 0.003 2.019
33.5 2.476 0.003 2.473
34 2.859 0.003 2.856
R3 and R4 Rating Curve (Infiltration and Outlet
Flow from Drywells via Hydrocad)
Drawdown Calculation for BMP 1
Project Name Timm Residence
Project No 3811
Surface Drawdown Time: 4.9 hr
Surface Area 211 sq ft
Underdrain Orifice Diameter:
in 0.2188 in
C:0.6
Surface Ponding (to invert of lowest
surface discharge opening in outlet
structure):
2.06
ft
Amended Soil Depth: 2 ft
Gravel Depth: 0.75 ft
Orifice Q = 0.003 cfs
Effective Depth 33.12 in
Infiltration controlled by orifice 0.564 in/hr
Infiltration controlled by media 5 in/hr
Drawdown Calculation for BMP 2
Project Name Timm Residence
Project No 3811
Surface Drawdown Time: 4.8 hr
Surface Area 248 sq ft
Underdrain Orifice Diameter:
in 0.2813 in
C:0.6
Surface Ponding (to invert of lowest
surface discharge opening in outlet
structure):
2
ft
Amended Soil Depth: 2 ft
Gravel Depth: 0.75 ft
Orifice Q = 0.005 cfs
Effective Depth 32.4 in
Infiltration controlled by orifice 0.788 in/hr
Infiltration controlled by media 5 in/hr
Drawdown Calculation for BMP 3
Project Name Timm Residence
Project No 3811
Surface Drawdown Time: 2.8 hr
Surface Area 120 sq ft
Underdrain Orifice Diameter:
in 0.2188 in
C:0.6
Surface Ponding (to invert of lowest
surface discharge opening in outlet
structure):
1.1467
ft
Amended Soil Depth: 2 ft
Gravel Depth: 0.67 ft
Orifice Q = 0.002 cfs
Effective Depth 21.7764 in
Infiltration controlled by orifice 0.883 in/hr
Infiltration controlled by media 5 in/hr
Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing
Factors
G-6 February 26, 2016
Figure G.1-2: California Irrigation Management Information System "Reference Evapotranspiration
Zones"
Appendix G: Guidance for Continuous Simulation and Hydromodification Management Sizing Factors
G-7 February 26, 2016
Table G.1-1: Monthly Average Reference Evapotranspiration by ETo Zone
(inches/month and inches/day) for use in SWMM Models for Hydromodification Management Studies in San Diego County
CIMIS Zones 1, 4, 6, 9, and 16 (See CIMIS ETo Zone Map)
January February March April May June July August
Septembe
r October
Novembe
r December
Zone in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month in/month
1 0.93 1.4 2.48 3.3 4.03 4.5 4.65 4.03 3.3 2.48 1.2 0.62
4 1.86 2.24 3.41 4.5 5.27 5.7 5.89 5.58 4.5 3.41 2.4 1.86
6 1.86 2.24 3.41 4.8 5.58 6.3 6.51 6.2 4.8 3.72 2.4 1.86
9 2.17 2.8 4.03 5.1 5.89 6.6 7.44 6.82 5.7 4.03 2.7 1.86
16 1.55 2.52 4.03 5.7 7.75 8.7 9.3 8.37 6.3 4.34 2.4 1.55
January February March April May June July August
Septembe
r October
Novembe
r December
Days 31 28 31 30 31 30 31 31 30 31 30 31
Zone in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day in/day
1 0.030 0.050 0.080 0.110 0.130 0.150 0.150 0.130 0.110 0.080 0.040 0.020
4 0.060 0.080 0.110 0.150 0.170 0.190 0.190 0.180 0.150 0.110 0.080 0.060
6 0.060 0.080 0.110 0.160 0.180 0.210 0.210 0.200 0.160 0.120 0.080 0.060
9 0.070 0.100 0.130 0.170 0.190 0.220 0.240 0.220 0.190 0.130 0.090 0.060
16 0.050 0.090 0.130 0.190 0.250 0.290 0.300 0.270 0.210 0.140 0.080 0.050
ATTACHMENT 3
Structural BMP Maintenance Information
Use this checklist to ensure the required information has been included in the Structural
BMP Maintenance Information Attachment:
Preliminary Design/Planning/CEQA level submittal:
Attachment 3 must identify:
Typical maintenance indicators and actions for proposed structural BMP(s) based
on Section 7.7 of the BMP Design Manual
Final Design level submittal:
Attachment 3 must identify:
Specific maintenance indicators and actions for proposed structural BMP(s). This
shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect
actual proposed components of the structural BMP(s)
How to access the structural BMP(s) to inspect and perform maintenance
Features that are provided to facilitate inspection (e.g., observation ports,
cleanouts, silt posts, or other features that allow the inspector to view necessary
components of the structural BMP and compare to maintenance thresholds)
Manufacturer and part number for proprietary parts of structural BMP(s) when
applicable
Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level
posts or other markings shall be included in all BMP components that will trap and
store sediment, trash, and/or debris, so that the inspector may determine how full
the BMP is, and the maintenance personnel may determine where the bottom of
the BMP is . If required, posts or other markings shall be indicated and described
on structural BMP plans.)
Recommended equipment to perform maintenance
When applicable, necessary special training or certification requirements for
inspection and maintenance personnel such as confined space entry or
hazardous waste management
ATTACHMENT 4
City standard Single Sheet BMP (SSBMP) Exhibit
[Use the City’s standard Single Sheet BMP Plan.]