HomeMy WebLinkAboutCT 2017-0003; LA COSTA TOWN SQUARE - PARCEL 3; STORM WATER QUALITY MANAGEMENT PLAN (SWQMP); 2023-02-10TABLE 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
PROJECT VICINITY MAP
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I 1NSTRUCTIONS:
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: LA COSTA TOWN SQUARE APN: 223-050-73
ADDRESS: La Costa Ave @ Calle Timiteo
-D Redevelopment The project is (check one): ■ New Development
The total proposed disturbed area is: 222,319 ft2 ( 5.104 ) acres
The total proposed newly created and/or replaced impervious area is: 151 967 ft2 ( 3.489 ) acres
If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the
SWQMP # of the larger development project:
Project ID SWQMP#:
Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your
application to the city.
This Box for City Use Only
YES NO Date: Project ID:
City Concurrence:
□ □ By:
E-34 Page 1 of 4 REV 07/22
STEP4
TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP)
ONLY
Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)):
YES NO
Does the redevelopment project result in the creation or replacement of impervious surface in an amount of
less than 50% of the surface area of the previously existing development? Complete the percent impervious
calculation below:
Existing impervious area (A)= sq. ft. □ □
Total proposed newly created or replaced impervious area(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?
R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial}, CF (Community Facilities), GC (General ■ □ Commercial), L (Local Shopping Center), R (Regional Commercial}, V-B (Village-Barrio), VC (Visitor
Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/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.
STEP6
CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION
■ J 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).
0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT'
stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project
Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. If my
project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality
Management Plan (TCSWQMP) per E-35A.
IIIIJ 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.
D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual.
Applicant Information and Signature Box
Applicant Name: Allen L Butcher PE Applicant Title: Project Engineer
:½7~~ -
Applicant Signatu Date: 7-27-2022
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E-34 Page 4 of 4 REV 07/22
SITE INFORMATION CHECKLIST
Project Summary Information
Project Name LA COSTA TOWN SQUARE PARCEL 3
Project ID PUD 2017-0004 CT2017-0003 AMEND 2017-0012
GR 2022-0001 DWG 536-1A
Project Address La Costa Ave and Calle Timiteo
Carlsbad CA 92009
Assessor's Parcel Number(s) (APN(s)) 223-050-73
Project Watershed (Hydrologic Unit) Carlsbad 904
Parcel Area (project Limits)
7.11 Acres
( 309,523 Square Feet)
Existing Impervious Area
(subset of Parcel Area)
0.05 Acres
( 2 , 2 2 2 Square Feet)
Area to be disturbed by the project
(Project Area)
5.104 Acres
( 222,319 Square Feet)
Project Proposed Impervious Area
(subset of Project Area)
3.489 Acres
( 151,967 Square Feet)
Project Proposed Pervious Area
(subset of Project Area)
1.615 Acres
( 70,352 Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
Project. This may be less than the Parcel Area.
Parcel Area includes Lot 3 (6.32 ac) and the offsite west detention basin (0.79 ac).
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:
Project site was originally graded using O’Day consultants grading plan the La Costa
Town Square DWG NO 474-7A. Drainage flows from north to south into 2 separate sediment basins. A large anchor retaining wall to the North. Existing slopes to the South.
Existing HMP and treatment basin to the West. Existing development to the East.
Existing Land Cover Includes (select all that apply):
Vegetative Cover
Non-Vegetated Pervious Areas
Impervious Areas
Description / Additional Information:
Project site was previously originally graded. No planting or vegetated cover for the pad
area. The exterior, rear and detention basin slopes are vegetated. The project entry
including cross gutter and curb returns.
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]:
Runoff is urban. The site was previously mass graded with the central portion of the site
draining northeasterly to southwesterly to two (2) temporary sediments basins located on
either side of the graded project entry along the southerly limits of the pad.
Temporary basin outflows are directed westerly to the detention basin located west of the
mass graded pad area, which discharges to the La Costa Ave storm drain.
Runoff from the graded entry and manufactured slopes are directed to the third
temporary sediment basin located east of the project entry at the toe of the manufactured
slope, which is connected to the storm drain located to the east.
The adjacent westerly detention basin receives runoff from the southerly portion of the
Commercial Shopping Center. No other offsite runoff is conveyed through the site.
Description of Proposed Site Development and Drainage Patterns
Project Description / Proposed Land Use and/or Activities:
Large, multi-story buildings with 95 multifamily residential units.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
Buildings, driveways, parking lots & walkways.
List/describe proposed pervious features of the project (e.g., landscape areas):
Landscape buffers/slopes at the exterior boundaries, landscape as part of the walkway
areas.
Does the project include grading and changes to site topography?
Yes
No
Description / Additional Information:
The site will be regraded to allow for better drainage conditions and will therefore alter
existing conditions. However, peak flows discharging from the site will be reduced
compared to existing conditions due to the basins which will be utilized for HMP flow-
control and peak flow attenuation.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
Yes
No
Description / Additional Information:
The site will have two discharge points, one for the developed area and one from the
main entry road and southeasterly slope. The residential units, pavement, and
recreational. lot areas will be directed offsite to the westerly detention basin, along with
the existing rear slope. The entry road and adjacent slopes will be conveyed to the basin
located east of the entry.
The existing detention basin located west of the site provide detention for the project, and a
portion (7.8 ac) of the adjacent La Costa Shopping Center. See SWMM report Attachment 2.
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 (potential)
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):
Site runoff discharges to the public storm drain (MS-4) which is directed 1.5 miles
southwesterly to Encinitas Creek then 2miles northerly to San Marcos Creek and
westerly 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
Encinitas Creek Benthic Community Effects,
Phosphorus, Selenium,
Toxicity
TMDL requirement status:
TMDL still required
San Marcos Creek Benthic Community Effects,
Indicator Bacteria,
Phosphorus, Selenium
TMDL requirement status:
TMDL still required
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 X
Heavy Metals
X 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:
The Modular Wetland System units are approved trash capture devices. Basin #2 discharges via
an outlet control structure (with trash screen) to the existing storm drain connected to the curb
inlet at the La Costa Ave and Camino De Los Coches.
Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
X Yes, hydromodification management flow control structural BMPs required.
No, the project will discharge runoff directly to existing underground storm drains discharging
directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to conveyance channels whose bed and bank are
concrete-lined all the way from the point of discharge to water storage reservoirs, lakes,
enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to an area identified as appropriate for an
exemption by the WMAA for the watershed in which the project resides.
Description / Additional Information (to be provided if a 'No' answer has been selected above):
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?
X 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?
X 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 were performed, the project will avoid critical coarse sediment yield
areas identified based on WMAA maps
If optional analyses were performed, what was the final result?
X 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:
The entire site was previously graded with compacted fill. As documented in the
preliminary SWQMP, Onsite GLUs are not in the list of critical coarse sediment yield areas
in Appendix H, Table H.1-3 of the BMP Manual.
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.
There are 2 points of compliance (POC 1 and POC 2 on the HMP map). POC 1 is the
combined site discharge to the westerly Detention basin (See SWMM modeling). POC 2 is
from Basin the east onsite basin which is sized to provide both treatment and HMP
mitigation using the tabular method and is not part of the SWMM modeling.
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:
“Hydromodification Screening for La Costa Town Square” dated May 3, 2013, Chang
Consultants
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.
The site was previously mass graded with exterior slope and the sewer main was installed
through the site. The West basin was previously graded and constructed with multiple
stacked retaining walls during the grading of the project site and development of La Costa
Town Square Shopping Center. The basin is currently operational. The project entry
driveway has already been constructed.
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
LA COSTA TOWN SQUARE PARCEL 3
PUD 2017-0004, CT2017-0003, AMEND 2017-0012
536-1A
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C cityof
Carlsbad
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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
Limited landscape area
adjacent to impervious
area and soil type make
dispersion or pervious
pavers infeasible.
Limited landscape area adjacent to roof areas, soil type, proximity to structures and utilities make
dispersion infeasible. Roof types size and style do not allow rooms for green roof. Rain barrels are
not feasible for common area landscape maintenance or for low water using landscape areas.
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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):
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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.
The site was previously graded with engineered fills and manufactured slopes along the
exterior. These conditions are not feasible for infiltration. As part of the master planning
for the development, the project will utilize the existing detention basin to the west of the
development area for detention only.
The eastern portion of the site will be directed to a surface biofiltration basin, sized to
provide treatment and HMP mitigation, located east of the main entry at the toe of slope.
Treatment (MWS units) and HMP mitigation (underground storage) will be performed onsite
for the western portion of the site. Due to space limitations, a linear approach to storage
volume was achieved by using oversized storm drain pipes within the main east-west
driveway. A diversion structure is placed at the low point in the driveway, near the
intersection with the main entry driveway. The primary storm drain from the diversion
structure to the main MWS unit has been increased from 18” to 36” in size. The main MWS
unit does not have an internal bypass, which limits the outflow to 1.0 cfs. A secondary
storm drain is located above and parallel to the primary storm drain. This secondary
“overflow” storm drain line is nearly level and provides approximately 500 lineal feet of
30” diameter storage with an outlet control structure at the western end. The
diversion structure (essentially a large cleanout) allows storm runoff to fill the
primary storm drain pipe. Restriction by the MWS unit results in an “overflow” to
the upper bypass storm drain. An outlet control structure at the end of the
secondary storage pipe restricts flows using a combination of low flow & mid-flow
openings and an overflow weir. Since both the outlet control structure and the
MWS restrict flows, runoff is stored in the upstream storm drain pipes providing
the attenuation of runoff to achieve HMP mitigation. See SWMM report for detailed
volumes and outflows. {Continue on next page as necessary.]
[Structural BMP Summary Information
Structural BMP ID No: MWS 1
DWG_536-1A_Sheet No. 4 & 5
type of structural MP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-3 Proprietary)
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 + detention
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
Structural BMP ID No: MWS 2
DWG_536-1A_ Sheet No 4 & 5
type of structural MP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-3 Proprietary)
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 + detention
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
Structural BMP ID No: HMP-1
DWG 536-1A_ Sheet No. 6 & 7
Type of structural MP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1) (lined)
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):
HMP-1 is an underground HMP facility for the western portion of the project. See SWMM report in
Attachment 2.
Detention is addressed by the existing basin to the west.
Structural BMP Summary Information
Structural BMP ID No: Basin #2 (East)
DWG_536-1A_ Sheet No 4 & 5
Type of structural MP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1)
Biofiltration (BF-1) (lined)
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 + detention
Combined pollutant control and hydromodification control
Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Discussion (as needed):
Basin 2 will convert the existing sediment trap located on the southeasterly portion of the site.
This will be reconstructed as a biofiltration basin and provide both water quality and
hydromodification for the project entry driveway
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 I-7, Harvest and Use Feasibility
Screening Checklist (Required unless the entire
project will use infiltration
BMPs)
Refer to Appendix B.3-1 of the BMP Design
Manual to complete Form I-7.
Included
Not included
because the entire
project will use
infiltration BMPs
Attachment 1d Form I-8, Categorization of Infiltration
Feasibility Condition (Required unless the project
will use harvest and use BMPs)
Refer to Appendices C and D of the BMP
Design Manual to complete Form I-8.
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 and E of the BMP Design
Manual for structural pollutant control 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
X 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:
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)
The above checklist is included on Attachment 1A “DMA Exhibit”.
Plotted: 2/10/2023 1:26 PM D:\76882 LA COSTA TOWN SQUARE\03 DWG\DX\76882DX03 - DMA EXHIBIT.DWG - tony.pUNDERLYING HYDROLOGIC SOIL GROUP TYPE D
APPROXIMATE DEPTH TO GROUNDWATER >20 ft
EXISTING NATURAL HYDROLOGIC FEATURES (WATERCOURSES, SEEPS, SPRINGS,WETLANDS)NONE
CRITICAL COURSE SEDIMENT YIELD AREAS TO BE PROTECTED SEE GLU ANALYSIS - APPENDIX 2
EXISTING TOPOGRAPHY AND IMPERVIOUS AREAS SHOWN
EXISTING AND PROPOSED SITE DRAINAGE NETWORK & OFFSITE CONNECTIONS SHOWN
PROPOSED GRADING & SLOPES GRADING SHOWN
PROPOSED IMPERVIOUS FEATURES IMPERVIOUS SHOWN
PROPOSED DESIGN FEATURES & SURFACE TREATMENTS USED TO MINIMIZE IMPERVIOUSNESS FEATURES SHOWN
DRAINAGE MANGEMENT AREAS - SEE TABLE BELOW SEE DMA TABLE
POTENTIAL POLLUTANT SOURCE AREAS AND CORRESPONDING REQUIRED SOURCE CONTROLS SOURCES/CONTROLS SHOWN
STRUCTURAL BMPS (LOCATION, ID, TYPE, SIZE)BIOFILTRATION BF-1 & BF-3
DISCHARGE LOCATIONS DISCHARGES SHOWN
POINTS OF COMPLIANCE FOR HMP MANAGEMENT POC SHOWN
STRUCTURAL BMPS FOR HYDROMODIFICATION MANAGEMENT BIOFILTRATION / PIPE (CISTERN)
DMA TOTAL AREA IMPERVIOUS IMPERVIOUS PERVIOUS
ADJUSTEDIMPERV AREA DCV SURFACE AREAREQUIRED SURFACE AREAPROVIDED BMP TYPE / STANDARD BMP
NO (SF) (SF)(%) (SF) (SF) (CF) (SF)(SF)ID
1 162,700 132,926
82%29,774 128,566 6,214
6 4,537 2,042 45% 2,495 2,586 125
MWS1 167,237 134,968 81%32,269 131,152 6,339
PROPRIETARY BIOFILTRATION BF-3(MWS-1)BMP1
5 11,521 9,793 85% 1,728 9,332 451 PROPRIETARY BIOFILTRATION BF-3 (MWS-2)BMP2
2 43,561 7,207 17%36,354 17,393 841 759 760 BIOFILTRATION BF-1 (BASIN #2)BMP3
3 2,614 2,222 85%392 EXEMPT - EXISTING PAVEMENT
4 15,682 - 0%15,682 SELF MITIGATING - EXISTING SLOPE
7 68,908 - 0%68,908 SELF MITIGATING - EXISTING SLOPES
SITE 309,523 154,189
50% 155,334 157,876 7,631
HMP AND OMA EXH/BfT FOR, l1lHiQL. LA COSTA TOWN SQUARE PARCEL 3 l°"d~ 0 ,-/ ·------,_.,. :---+-LA COSTA s:o,,ltGn • II " ' f r!R e , i::: S<e ·-,, V _;, 0 .= P'i1 " C:"""""'j":"·~ •~I ~~I ' ';"\,' • "". ""· \ . fXIS11NG CURB AND GtJT1[R CXISTING CONTOUR DIIIAUWTS DIRECTION OF ORAJNAGE SJ,IAJ..L DIAMETER STORM DRAIN (SIZE P£R PU.NJ LARGE DIAMETER STORM ORAJN (SIZE PfR Pl.AN)
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HMP AND OMA EXH/BfT FOR,
LA COSTA TOWN SQUARE
PARCEL 3
T
811
BB&D~
PLANNING ENGINEERING SURVEYING
33EICIRufflnROBd.SUll:<!1a:J =,~;82123
El5&6EI00157 F-
~ 76882.25
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IL11?ATION BMP.-~ r~ ' r.V£NU£ '-"f~~-r -I/ ~ LA --~~~~-~--------d ----~ --------------~-------~----:-,~t-~--=~--=------=---~ -~-1/flIE FOR EXIST. AND PROPOSCD EASDIENTS, SEE SHffT .f. ffi DETAIL ~ BASIN 2 SCALE: 1• • 20' 'AS BUil T' DATE ~===~==:t=====================~===l===!:===l===l:::::::-:-l~n•n ~:".~•:::C.l"""""IMC.,..I '~ 20' .fO' 60' ~ I I I I 1,u,rn, •ncTIOOHH~NOET•Ls 1 £3 "~ ~-"~ ,-1= "11 ~ •:o:~:.=f o:::::i OllO ~,,.. CIT"!' A.PPAOYN. RVV.O BY;--CT 2017-000J SJ6-1A REVISION DESCRIPTION 76882.J0
Plotted: 2/10/2023 12:47 PM D:\76882 LA COSTA TOWN SQUARE\03 DWG\RGP\76882RG06-RG09.DWG - tony.pI ; I I ~ I I I I I ,--1 i :,➔"'=t:=::;;:;:a1----1 ~ .11 'd1 i.O"ESZ 'NIVllO mKl/.S .9 ] Z6WZ '~JS .9 1--f----.:~-+ ;+-----,-----.,-6 I (OIT6Z) 'O:JO'S I • -V. 3dA1 1S~+! 0 '1' 0 ., 'l' --------® ' l'-,: 3: c:, ..: :,. "-@ ® 00~1 0<rzo+11. 0 ..... -' ..,_ _ __3'1"-;,J~~pf.Lt!~~I }' 0 ~:)3HH<X) :UI ,l!.'0£ "·96+6 91 ] ("99Z BfUS "O'S .9 :n .o~·9Z 68T6+6'J..,,:'..\\.-+-t,\\--\t-t\~-T')< ~1.:.;~t :c1 .oo·zz 68T6+6 ·o·a·a'S .Y-v. 1S/X3 aL 1:J3NN<XJ ' ,607:Z '09+6 a: ~~ :I i1~ I I~ ~ ; I ~ "' ., • C "' § • ., . ~ 0 " ::: gg • • ~ I f ~ r; ~ ! ii "' I . ... ~ 0 I ,1,1 I I ~Iii ~ ~! ii H q ~ i i§ F' I i'i ~
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STORM DRAIN DATA TABLE
1!./BEARING
N83Vl'45"E 187.37 I 36" H.D.P.E.
N06'58'15"W I -I 25.50 I 6" P. v.c.
J N06'58'15"W -13.00 6" P. V.C.
4 N2811·2o·w -18.81 6" P. v.c. w N01£: AU. P. V.C. TO BE SDR-35, Ail H.D.P.E. TO BE wr-lB. WAJE'R TIGHT JOINTS RCOUIRED.
GRAPHIC SCALE
811 20' 20' 4()' 60'
'2B0
1/!llE
'290 n ~~~---290
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8
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SCJ.L£: I" • 20' (H), ,• • 4' (V)
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STORM DRAIN DATA TABLE
"'/BEARING I RADIUS I LENGTH I DESCRIPTION
I Noo·33·51•w -16.36 12" H.D.PE.
2 N20V4'50"W -12.31 12" H.D.PE
NOm AU. P. V.C. TO BE SDR-"-Ail H.D.P.E. TO BE wr-lB.
PRIVATE ON-SITE UT1UTIES PCR D..C. NO. 5J6-IB. 'AS BUil T'
1/!llE
-£-70 I I "
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110 111
EB PROFILE ~ STORM DRAIN LINE "D" SCALE: 1• • 20' (H), 1• • <f' (V)
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STORM DRAIN DATA TABLE
□ I l!./BEARING I RADIUS I LENGTH I DESCRIPTION
N83°36'34"E 47.88 I 12· H.0.PE
25•43'59• I 50.00 I 22.46 I 12· H.0.PE
3 I N76'38'23"W 16.46 12· H.D.PE
2T51'16" 50.00 24.31 12• H.D.P.E. I N75'30'21"E I -I 47.26 I 12· H.D.P.E.
NOTt: ALL P. V.C. TO BE SOR-J.5, ALL H.O.P.E. TO BE .,_,..
fsiiml CITY OF CARLSBAD l'""TSI L.2_J ENGINEERING DEPARTMENT 12
ROUGH GRADING PLANS fOR:
LA COSTA TOWN SQUARE
GR 2022-0001 STORM DRAIN PROFILES
FOR EXJST. ANO PROPOSED EASEMOJTS. SEE SHEET 4.
IAPPROVEO JASON s. GELOERTI P.E. __ EXP. ___ DATE
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16882.JO
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Use the following table for Tabular DMA Summary Project Name: La Costa Town Square Attachment 1b /l~a DMA Weigrta!d o:v Are. lm~rvious ¼Imp [cubic Treated By Pollutant co,trc,I Type Drains to Uniqu= !acres) Area ( acres) H3G Funoff [BI/P ID) (POC ID) Identifier f=et) Coefficient PRDPP.IEi.llRY BIOFILTRATION BF-3 1 I :.735 I 3.052 S2% I D I O.i'SO I 6,2141 f.llWS-1 I (MWS-1) I POC-1 PRDPP.IEJ.t\RY BIOFILTRATION BF-3 6 I 0.104 I 0.()17 45% I D I 0.570 I 125 I MWS-1 I (MWS-1) I POC-1 PRDPP.IEJ.t\RY BIOFILTRATION BF-3 5 I 0.264 I 0.225 85% D 0.&10 <151 MWS-2 (MWS-2) I POC-1 0 ,. I 1.000 I 0.165 1?% D 0.3S9 841 Basin 2 BIOFILTP.ATIOIJ ef.l (BASIN #2) I POC-2 3 0.060 0.051 85% D 0.((-0 . . EXEMPT· E>:ISTIIJG PA I/EM ENT 4 0.360 0.0'.)) 0% D 0.((-0 . . SELF WITIGATING • EXISTINGSLCPE 7 1.582 0.0)) 0% D 0.({-0 --SELF MITl3ATING -EXISTING SLOPES f I Total OMA -ot,I Area Total Weigrta!d Tohl Area 1 I No.of No, o ¼Imp D:V Treated Are, lm~r.rious D'-'A5 ~unoff [cubic PO:; facres) Area ( acres) Coefficient feet) (,ere,) , • I 7.106 I 3.540 50% 0.510 7,6311 5.104 I I 2 Where: DMA = Drainage Management Are.; Imp = lmperviou5ne5s; HSG = Hy:lrologic ~oil Grc1,,p; D:V= Design Captur2 Volurre; BMP
Toilet and urinal flushing: 95 units x 3/unit x 9.3 gpd x 1.5 days/7.484 gal/cf = 531 cf/36 hrs
Landscape irrigation: Plant Factor @ Upper Moderate= 0.7/Hydrazone Mod = 1,470 gals in 36 hrs
Other:______ Irrigation Demand = 2.7 x [(0.7 x 1,470)/0.9] x 0.015 =46.3 cf/36-hrs/acre
Irrigation Demand 2.39 ac x 46.3 = 110.7 cf.
Toilet Demand 531 cf
7,631 cf 25% = 1,908 cf
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Forms I-7 / Attach 1C
I-7.1 June 2015
La Costa Town Square
Categorization of Infiltration Feasibility Condition Form I-8
Part 1 - Full Infiltration Feasibility Screening Criteria
Would infiltration of the full design volume be feasible from a physical perspective without any undesirable
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
1
Is the estimated reliable infiltration rate below proposed facility
locations greater than 0.5 inches per hour? The response to this
Screening Question shall be based on a comprehensive evaluation of
the factors presented in Appendix C.2 and Appendix D.
Provide basis:
Soil type onsite is type C & D per geotechnical report prepared by Southern California
Soils & Testing, Inc. on February 28th, 2017. Additional evidence provided by the National
Resources Conservation Service’s Web Soil Survey, can be found in Attachment 5.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
2
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of geotechnical hazards (slope stability,
groundwater mounding, utilities, or other factors) that cannot be
mitigated to an acceptable level? The response to this Screening
Question shall be based on a comprehensive evaluation of the factors
presented in Appendix C.2.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Forms I-7 / Attach 1C
I-7.1 June 2015
La Costa Town Square
Form I-8 Page 2 of 4
Criteria Screening Question Yes No
3
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of groundwater contamination (shallow
water table, storm water pollutants or other factors) that cannot
be mitigated to an acceptable level? The response to this Screening
Question shall be based on a comprehensive evaluation of the factors
presented in Appendix C.3.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
4
Can infiltration greater than 0.5 inches per hour be allowed
without causing potential water balance issues such as change of
seasonality of ephemeral streams or increased discharge of
contaminated groundwater to surface waters? The response to this
Screening Question shall be based on a comprehensive evaluation of
the factors presented in Appendix C.3.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability.
Part 1
Result
*
If all answers to rows 1 - 4 are “Yes” a full infiltration design is potentially feasible. The
feasibility screening category is Full Infiltration
If any answer from row 1-4 is “No”, infiltration may be possible to some extent but
would not generally be feasible or desirable to achieve a “full infiltration” design.
Proceed to Part 2
*To be completed using gathered site information and best professional judgment considering the definition of MEP in
the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings
Forms I-7 / Attach 1C
I-7.1 June 2015
La Costa Town Square
Form I-8 Page 3 of 4
Part 2 – Partial Infiltration vs. No Infiltration Feasibility Screening Criteria
Would infiltration of water in any appreciable amount be physically feasible without any negative
consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No
5
Do soil and geologic conditions allow for infiltration in any
appreciable rate or volume? The response to this Screening
Question shall be based on a comprehensive evaluation of the factors
presented in Appendix C.2 and Appendix D.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
6
Can Infiltration in any appreciable quantity be allowed without
increasing risk of geotechnical hazards (slope stability,
groundwater mounding, utilities, or other factors) that cannot
be mitigated to an acceptable level? The response to this Screening
Question shall be based on a comprehensive evaluation of the factors
presented in Appendix C.2.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Forms I-7 / Attach 1C
I-7.1 June 2015
La Costa Town Square
Form I-8 Page 4 of 4
Criteria Screening Question Yes No
7
Can Infiltration in any appreciable quantity be allowed without
posing significant risk for groundwater related concerns
(shallow water table, storm water pollutants or other factors)?
The response to this Screening Question shall be based on a
comprehensive evaluation of the factors presented in Appendix C.3.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
8
Can infiltration be allowed without violating downstream water
rights? The response to this Screening Question shall be based on a
comprehensive evaluation of the factors presented in Appendix C.3.
Provide basis:
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Part 2
Result*
If all answers from row 1-4 are yes then partial infiltration design is potentially feasible.
The feasibility screening category is Partial Infiltration.
If any answer from row 5-8 is no, then infiltration of any volume is considered to be
infeasible within the drainage area. The feasibility screening category is No Infiltration.
No Infiltration
*To be completed using gathered site information and best professional judgment considering the definition of MEP in
the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings
Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides
Based on our review and experience, onsite soils are anticipated to be neutral to mildly
alkaline with respect to soil acidity/alkalinity, corrosive to exposed, buried metals when
saturated; present a negligible to moderate ("not applicable" to "moderate "per ACI
318R-14) sulfate exposure to concrete; and an elevated chloride exposure. On a
preliminary basis reinforced concrete mix design for foundations, slab-on-grade floors, and
pavements should minimally conform to "Exposure Classes S1, W1, and C1" in Table
19.3.1.1 of ACI 31 BR-14, as concrete would likely be exposed to moisture and a moderate
sulfate exposure. It should be noted that GSI does not consult in the field of corrosion
engineering. The client and project architect should agree on the level of corrosion
protection required for the project and seek consultation from a qualified corrosion
consultant as warranted. Conformation testing is recommended upon the completion of
rough grading. Importing and placement of a select fill cap for foundation support may
reduce overall corrosiveness of the soil, dependant on the nature of the import.
STORM WATER INFILTRATION RATE EVALUATION AND DISCUSSION
USDA Study
A review of the United States Department of Agriculture database ([USDA]; 1973, 2021)
indicates two (2) main soil groups onsite (pre-grading). Each soil type exhibits relatively
low infiltration rates, between 0.06 to 0.02 inches per hour for the Altamont Clay, and 0.00
to 0.06 inches per hour for the Huerhuero Loam. The USDA study further indicates that
site soils are classified as belonging to Hydrologic Soil Group C and D, respectively.
However, as the site is graded, the "native" soils represented by these classifications have
been remediated, i.e., removed, and recompacted (densified), and/or removed to expose
the underlying "restrictive layer" or "paralithic bedrock" per the USDA.
Infiltration Feasibility
In general accordance with the City BMP design manual (City, 2016), the infiltration
feasibility for this site was evaluated using "desk top" methodology, including the soils
infiltration characteristics and potential impact on site development, and existing onsite and
offsite improvements. Based on our review, including; presence of existing compacted fill,
clayey site soils, adjacent properties, existing (or proposed) utility backfill, and/or existing
moisture-sensitive improvements, such as pavements, foundations, exteriorflatwork, etc.,
would likely be adversely affected by soil infiltration, including offsite improvements,
causing settlement and distress, or subject to shallow surface, or near surface lateral
seepage. As such, a "no infiltration" design for any planned storm water BMP onsite is
recommended. However, it is our understanding from a review of H&A (2018) that the
existing desilting basin immediately west of the site will be modified to function as a storm
water BMP.
Woodside oss, LP
La Costa Town Square, Carlsbad
File:e:\wp12\8100\8144a.gdd GeoSoils, Inc.
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Page 13
Storm water BMPs can adversely affect the performance of the onsite and offsite structures
foundation systems by: 1) Increasing soil moisture transmission rates through concrete
flooring; 2) reducing the stability of slopes 3) induce expansion; and 4) increase the
potential for a loss in bearing strength of soil. Furthermore, any onsite mitigative grading
of compressible near-surface soils for the support of structures generally involves removal
and recompaction. This is anticipated to create a permeability contrast, and the potential
for the development of a shallow "perched" and mounded water table, which can
reasonably be anticipated to migrate laterally, beneath the structure(s), and offsite onto
adjacent property, causing settlement and associated distress to public (offsite) and private
improvements.
Onsite Filtration/Infiltration-Runoff Retention Systems
General design criteria regarding the use of onsite filtration-infiltration-runoff retention
systems (OIRRS) are presented below.
Should onsite infiltration-runoff retention systems (OIRRS) be required for Best
Management Practices (BMPs) or Low Impact Development (LID) principles for the project,
some guidelines should/must be followed in the planning, design, and construction of such
systems. Such facilities, if improperly designed or implemented without consideration of
the geotechnical aspects of site conditions, can contribute to flooding, saturation of
bearing materials beneath site improvements, slope instability, and possible concentration
and contribution of pollutants into the groundwater or storm drain and/or utility trench
systems.
Some of the methods which are utilized for onsite infiltration include percolation basins,
dry wells, bio-swale/bio-retention, permeable pavers/pavement, infiltration trenches, filter
boxes and subsurface infiltration galleries/chambers. Some of these systems are
constructed using native and import soils, perforated piping, and filter fabrics while others
employ structural components such as storm water infiltration chambers and
filters/separators. Every site will have characteristics which should lend themselves to one
or more of these methods, but not every site is suitable for OIRRS. In practice, OIRRS are
usually initially designed by the project design civil engineer. Selection of methods should
include (but should not be limited to) review by licensed professionals including the
geotechnical engineer, hydrogeologist, engineering geologist, project civil engineer,
landscape architect, environmental professional, and industrial hygienist. Applicable
governing agency requirements should be reviewed and included in design
considerations.
Based on our evaluation, the following issues should be addressed when considering any
storm water BMP design:
• The probability of limited space and proximity of settlement-sensitive improvements
to potential treatment area BMPs.
Woodside oss, LP
La Costa Town Square, Carlsbad
File:e:\wp12\8100\8144a.gdd GeoSoils, Inc.
W.O . 8144-A-SC
June 17, 2021
Page 14
• The presence of a thin layer of engineered fill overlying formation (future
as-built condition) and the potential for developing a shallow, perched water table
beneath foundations.
• Potential for adverse performance of planned improvements such as floor slabs,
below grade walls, and foundations, due to potential settlement from saturation, or
other distress due to water vapor transmission.
• The potential for the migration of subsurface water offsite, beneath adjacent
residential properties, or streets, and/or into utility line trenches.
The following geotechnical guidelines should be considered when designing onsite
infiltration-runoff retention systems:
• It is not good engineering practice to allow water to saturate soils, especially near
slopes or improvements; however, the controlling agency/authority may now
require this.
• Areas adjacent to, or within, the OIRRS that are subject to inundation should be
properly protected against scouring, undermining, and erosion, in accordance with
the recommendations of the design engineer.
• Should they be required , where infiltration systems are located near slopes or
improvements, impermeable liners and subdrains should be used along the bottom
of bioretention swales/basins located within the influence of such slopes and
structures. Impermeable liners used in conjunction with bioretention basins should
consist of a 30-mil polyvinyl chloride (PVC) membrane that is covered by a
minimum of 12 inches of clean soil, free from rocks and debris, with a
maximum 4:1 (h:v) slope inclination, or flatter, and meets the following minimum
specifications:
Specific Gravity (ASTM D792): 1.2 (g/cc, min.); Tensile (ASTM D882):
73 (lb/in-width, min); Elongation at Break (ASTM D882): 380 (%, min);
Modulus (ASTM D882): 32 (lb/in-width, min.); and Tear Strength
(ASTM D1004): 8 (lb/in, min); Seam Shear Strength (ASTM D882)
58.4 (lb/in, min); Seam Peel Strength (ASTM D882) 15 (lb/in, min).
• Subdrains for basins should consist of at least 4-inch diameter Schedule 40 or
SOR 35 drain pipe with perforations oriented down. The drain pipe should be
sleeved with a filter sock.
• Utility backfill within OIRRS should consist of a two-sack mix of slurry.
Final project plans (infiltration, grading, precise grading, foundation, retaining wall,
landscaping, etc.), should be reviewed by this office prior to construction, so that
Woodside 055, LP
La Costa Town Square, Carlsbad
File:e:\wp12\8100\8144a.gdd GeoSoils, Inc.
W.O . 8144-A-SC
June 17, 2021
Page 15
construction is in accordance with the conclusions and recommendations of this report.
Based on our review, supplemental recommendations and/or further geotechnical studies
may be warranted. It should be noted that structural and landscape plans were not
available for review at this time.
PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS
Based on our field exploration, laboratory testing, and geotechnical engineering
analysis, it is our opinion that the subject site is suitable for the proposed residential
development from a geotechnical engineering and geologic viewpoint, provided that the
recommendations presented in the following sections are incorporated into the design and
construction phases of site development. The primary geotechnical concerns with respect
to the proposed development and improvements are:
• Earth materials characteristics and depth to competent bearing material.
• On-going expansion and corrosion potential of site soils.
• Erosiveness of site earth materials.
• Potential for perched water during and following site development.
• Potential to encounter hard rock and oversized materials requiring special handling.
• Temporary slope stability.
• Regional seismic activity.
The recommendations presented herein consider these as well as other aspects of the
site. The engineering analyses performed concerning site preparation and the
recommendations presented herein have been completed using the information provided
and obtained during our field work.
In the event that any significant changes are made to proposed site development, the
conclusions and recommendations contained in this report shall not be considered valid
unless the changes are reviewed and the recommendations of this report verified or
modified in writing by this office. Foundation design parameters are considered
preliminary until the foundation design, layout, and structural loads are provided to this
office for review.
EARTHWORK CONSTRUCTION RECOMMENDATIONS
General
All earthwork should conform to the guidelines presented in the 2019 CBC (CBSC, 2019a),
the requirements of the City of Carlsbad, except where specifically superceded in the text,
or Appendix E of this report. Prior to earthwork, a GSI representative should be present
at the preconstruction meeting to provide additional earthwork guidelines, if needed, and
Woodside oss, LP
La Costa Town Square, Carlsbad
File:e:\wp12\8100\8144a.gdd GeoSoils, Inc.
W.O . 8144-A-SC
June 17, 2021
Page 16
SWQMP Attachment 1E
Project
Site
San Diego County
85 th Percentile lsopluvials
Legend
--85th PERCENTILE ISOPLUVIAL
[°_-_~:.J INCORPORATED CITY
NOTE:
The 85th percentile is a 24 hour rainfall total.
It represetns a value such that 85% of the
observed 24 hour rainfall totals will be less
than that value.
N + ~Mill's
0 1 2 4 8 8
THIS IAAP,O,,..T,.1$ l'ftOVIOEtl VIITHOUT !MRRANTY Of'N4Y KIHO, t'1™ER EXPRESSOAIMPUEO, INO..UONO lllJl J<tOTUMITEOlO. THE IMPLED ~IESOF MERCHANlA81UfY ANOFllNESS FORA PIUITICUlAA PURP05E NaleTio9produc:l~-~ .... ,_ ... SANCl,\c;
Rt,g.an .. ~~--be~""'""""U.wrlll!n ~Of&\Nll,lr,GTr.p,Odua....,conratnl'IIOr,,_~-~~l>l'~Mcfqllyl ~,,._.tl.S.,01$ Tr,,.ra_,,. t:QP7fV'llt<lin'R""'3~&0;,mpe~••~IOOOPrOI~ .. or"r""11"""'°'...,,.,.,.'°'_ ...... or,ftllle ~"'""°' w,;q., ~olRardM<tlallyl Cotllf'lln,9 ~&nGIS101•·MRlgl'II-FIIIIIHIOl_fa(j,11_.»Clolla. -•-11111-Nng,a~---
D~'U/201~ PFIIXld~_ATI.AS_1,'PCTll5_REVISITED_l01!P. PClM_OISPI.AflUII
Figure B.1-1: 85th Percentile 2
Project Name:La Costa Town Square
Project Applicant:WOODSIDE 05S, LP
Jurisdiction:City of Carlsbad
Parcel (APN):223-050-73
Hydrologic Unit:Carlsbad
Rain Gauge:Oceanside
Total Project Area (sf):43,561
Channel Susceptibility:High
BMP Sizing Spreadsheet V3.1
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP Name:BMP Type:BMP Native Soil Type:BMP Infiltration Rate (in/hr):HMP Sizing FactorsMinimum BMP SizeDMA NameArea (sf)Pre Project Soil TypePre-Project SlopePost Project Surface TypeArea Weighted Runoff Factor(Table G.2-1)1Surface Area Surface Area (SF)Impervious7,207DModerateConcrete 1.00.07504Pervious36,354DModerateLandscape 0.10.0725400000000000000000000000000BMP Tributary Area43,561Minimum BMP Size759Proposed BMP Size*760* Assumes standard configuration 12.00in18.00 in6.00in12in3.0in3.5Notes:1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, May 2018.BMP Sizing Spreadsheet V3.1N/ABiofiltration0.1Q243,561OceansideCarlsbadBasin 2La Costa Town SquareWOODSIDE 05S, LPSurface Ponding DepthAreas Draining to BMPCity of Carlsbad223-050-73N/A - Impervious LinerThis BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located.Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design.Underdrain OffsetBioretention Soil Media DepthFilter CoarseGravel Storage Layer Depth
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP NameBMP Type:Rain GaugeUnit Runoff Ratio DMA Area (ac)Orifice Flow - %Q2Orifice AreaSoil TypeSlope(cfs/ac)(cfs) (in2)ImperviousOceansideDModerate0.5750.1650.0100.14PerviousOceansideDModerate0.5750.8350.0480.683.750.0580.821.02Max Orifice HeadMax Tot. Allowable Orifice FlowMax Tot. AllowableOrifice AreaMax Orifice Diameter(feet)(cfs)(in2)(in)0.0510.0550.791.000Average outflow during surface drawdownMax Orifice Outflow Actual Orifice AreaSelected Orifice Diameter(cfs) (cfs)(in2)(in)Drawdown (Hrs) 4.1OceansideBiofiltrationDrawdown time exceeds 96 Hrs. Project must implement a vector control program.CarlsbadBMP Sizing Spreadsheet V3.1City of Carlsbad223-050-73La Costa Town SquareWOODSIDE 05S, LP0.1Q243,561Basin 2Pre-developed ConditionNo Orifice Required for Infiltration FacilitiesDMA Name
Lower Flow Threshold Soil Group Slope Rain GaugeA0.1Q2AFlatLindbergh0.0550.1Q2AModerateLindbergh0.0550.1Q2ASteepLindbergh0.0550.1Q2BFlatLindbergh0.0450.1Q2BModerateLindbergh0.0450.1Q2BSteepLindbergh0.0450.1Q2CFlatLindbergh0.0350.1Q2CModerateLindbergh0.0350.1Q2CSteepLindbergh0.0350.1Q2DFlatLindbergh0.030.1Q2DModerateLindbergh0.030.1Q2DSteepLindbergh0.030.1Q2AFlatOceanside0.060.1Q2AModerateOceanside0.060.1Q2ASteepOceanside0.060.1Q2BFlatOceanside0.050.1Q2BModerateOceanside0.050.1Q2BSteepOceanside0.050.1Q2CFlatOceanside0.050.1Q2CModerateOceanside0.050.1Q2CSteepOceanside0.0450.1Q2DFlatOceanside0.0350.1Q2DModerateOceanside0.0350.1Q2DSteepOceanside0.0350.1Q2AFlatLake Wohlford0.0850.1Q2AModerateLake Wohlford0.0850.1Q2ASteep Lake Wohlford0.0850.1Q2BFlatLake Wohlford0.07Table G.2-3: Sizing Factors for Hydromodification Flow Control Infiltration BMPs Designed Using Sizing Factor Method
0.1Q2B Moderate Lake Wohlford 0.070.1Q2B Steep Lake Wohlford 0.070.1Q2C Flat Lake Wohlford 0.0550.1Q2C Moderate Lake Wohlford 0.0550.1Q2C Steep Lake Wohlford 0.0550.1Q2D Flat Lake Wohlford 0.040.1Q2D Moderate Lake Wohlford 0.040.1Q2D Steep Lake Wohlford 0.04Lower Flow Threshold Soil Group SlopeAggregate below low orifice invert (inches)Rain Gauge A0.1Q2AFlat18Lindbergh0.080.1Q2AModerate18Lindbergh0.080.1Q2ASteep18Lindbergh0.080.1Q2BFlat18Lindbergh0.0650.1Q2BModerate18Lindbergh 0.0650.1Q2BSteep18Lindbergh0.060.1Q2CFlat6Lindbergh0.050.1Q2CModerate6Lindbergh0.050.1Q2CSteep6Lindbergh0.050.1Q2DFlat3Lindbergh0.050.1Q2DModerate3Lindbergh0.050.1Q2DSteep3Lindbergh0.050.1Q2AFlat18Oceanside0.080.1Q2AModerate18Oceanside 0.0750.1Q2ASteep18Oceanside 0.0750.1Q2BFlat18Oceanside0.070.1Q2BModerate18Oceanside0.070.1Q2BSteep18Oceanside0.070.1Q2CFlat6Oceanside0.070.1Q2CModerate6Oceanside0.07Table G.2-4: Sizing Factors for Hydromodification Flow Control Biofiltration with Partial Retention Designed Using Sizing Factor Method
0.1Q2C Steep 6 Oceanside 0.070.1Q2D Flat 3 Oceanside 0.070.1Q2D Moderate 3 Oceanside 0.070.1Q2D Steep 3 Oceanside 0.070.1Q2A Flat 18 Lake Wohlford 0.110.1Q2A Moderate 18 Lake Wohlford 0.110.1Q2A Steep 18 Lake Wohlford 0.1050.1Q2B Flat 18 Lake Wohlford 0.090.1Q2B Moderate 18 Lake Wohlford 0.0850.1Q2B Steep 18 Lake Wohlford 0.0850.1Q2C Flat 6 Lake Wohlford 0.0650.1Q2C Moderate 6 Lake Wohlford 0.0650.1Q2C Steep 6 Lake Wohlford 0.0650.1Q2D Flat 3 Lake Wohlford 0.060.1Q2D Moderate 3 Lake Wohlford 0.060.1Q2D Steep 3 Lake Wohlford 0.06Lower Flow Threshold Soil Group Slope Rain GaugeA0.1Q2AFlatLindbergh0.320.1Q2AModerateLindbergh0.30.1Q2ASteepLindbergh0.2850.1Q2BFlatLindbergh0.1050.1Q2BModerateLindbergh0.10.1Q2BSteepLindbergh0.0950.1Q2CFlatLindbergh0.0550.1Q2CModerateLindbergh0.050.1Q2CSteepLindbergh0.050.1Q2DFlatLindbergh0.050.1Q2DModerateLindbergh0.050.1Q2DSteepLindbergh0.050.1Q2AFlatOceanside0.150.1Q2AModerateOceanside0.140.1Q2ASteepOceanside0.135Table G.2-5: Sizing Factors for Hydromodification Flow Control Biofiltration BMPs Designed Using Sizing Factor Method
0.1Q2B Flat Oceanside 0.0850.1Q2B Moderate Oceanside 0.0850.1Q2B Steep Oceanside 0.0850.1Q2C Flat Oceanside 0.0750.1Q2C Moderate Oceanside 0.0750.1Q2C Steep Oceanside 0.0750.1Q2D Flat Oceanside 0.070.1Q2D Moderate Oceanside 0.070.1Q2D Steep Oceanside 0.070.1Q2A Flat Lake Wohlford 0.2850.1Q2A Moderate Lake Wohlford 0.2750.1Q2A Steep Lake Wohlford 0.270.1Q2B Flat Lake Wohlford 0.150.1Q2B Moderate Lake Wohlford 0.1450.1Q2B Steep Lake Wohlford 0.1450.1Q2C Flat Lake Wohlford 0.070.1Q2C Moderate Lake Wohlford 0.070.1Q2C Steep Lake Wohlford 0.070.1Q2D Flat Lake Wohlford 0.060.1Q2D Moderate Lake Wohlford 0.060.1Q2D Steep Lake Wohlford 0.06Lower Flow Threshold Soil Group Slope Rain GaugeV0.1Q2AFlatLindbergh0.540.1Q2AModerateLindbergh0.510.1Q2ASteepLindbergh0.490.1Q2BFlatLindbergh0.190.1Q2BModerateLindbergh0.180.1Q2BSteepLindbergh0.180.1Q2CFlatLindbergh0.110.1Q2CModerateLindbergh0.110.1Q2CSteepLindbergh0.110.1Q2DFlatLindbergh0.09Table G.2-6: Sizing Factors for Hydromodification Flow Control Cistern Facilities Designed Using Sizing Factor Method
0.1Q2D Moderate Lindbergh 0.090.1Q2D Steep Lindbergh 0.090.1Q2A Flat Oceanside 0.260.1Q2A Moderate Oceanside 0.250.1Q2A Steep Oceanside 0.250.1Q2B Flat Oceanside 0.160.1Q2B Moderate Oceanside 0.160.1Q2B Steep Oceanside 0.160.1Q2C Flat Oceanside 0.140.1Q2C Moderate Oceanside 0.140.1Q2C Steep Oceanside 0.140.1Q2D Flat Oceanside 0.120.1Q2D Moderate Oceanside 0.120.1Q2D Steep Oceanside 0.120.1Q2A Flat Lake Wohlford 0.530.1Q2A Moderate Lake Wohlford 0.490.1Q2A Steep Lake Wohlford 0.490.1Q2B Flat Lake Wohlford 0.280.1Q2B Moderate Lake Wohlford 0.280.1Q2B Steep Lake Wohlford 0.280.1Q2C Flat Lake Wohlford 0.140.1Q2C Moderate Lake Wohlford 0.140.1Q2C Steep Lake Wohlford 0.140.1Q2D Flat Lake Wohlford 0.120.1Q2D Moderate Lake Wohlford 0.120.1Q2D Steep Lake Wohlford 0.12
WORK SHEET B.2.1: DCV DMA 5MWS-2
1 d= 0.58 inches
2 A = 9,793 sf
A = 1,728 sf
Total 0.264 ac
3 C= 0.81 unitless
4 TCV = N/A cf
5 RCV = N/A cf
6 DCV = 451 cf
WORKSHEET B.6-1 FLOW BASED BMP DESING MWS-2
1 DCV = 451 cu. ft.
2 DCV retained = - cu. ft.
3 DCV biofiltered = - cu. ft.
4 DCV flow-thru = 451 cu. ft.
5 AF =1.000 unitless
6 i=0.20 in/hr
7 A=0.264 ac
8 C=0.81 unitless
9 Q =0.043 cfs
Treatment Flow Rate =Q =0.043 cfs
Required Treatment Flow Rate =150%0.064
Treatment Flow rate provided Q =0.064 cfs
MWS-L-4-6-4'8"-C Planted
1.Adjustment factor shall be estimated considering only retention and biofiltration BMPs located upstream of
flow-thru BMPs. That is, if thre flow-thru BMP is upstream of the project's retention and biofiltration BMPs
then the flow thru BMP shall be sized using an adjustment facotr of 1.
2. Volume based (e.g dry extended detention basin) flow-thru treatment control BMPs shall be sized to the
volume in Line 4, and flow based (e.g. vegetated swales) shall be sized to flow rate in Line 9. Sand filter and
media filter can be designed either by volume in Line 4 or flow rate in Line 9.
3.Proprietary BMPs, if used, shall provide certified treatment capacity equal to or greater than the calculated
flow rate in Line 9; certified treatment cpacity per unit shall be consistent with third party certifications.
Adjustment Factor (Line 4/Line 1)
Design Rainfall Intesity
Area Tributary to BMP
Area Weighted Runoff Factor (estimate per Appendix B.2)
Calculate Flow Rate = AF * (C * I * A)
Worksheet B.6-1
DCV
DCV retained
DCV biofiltered
DCV requiring flow thru (Line 1 - Line 2 - 0.67 * Line 3)
Area Weighted Runoff factor
Tree Credit Volume
Rain barrel Credit Volume
Calculate DCV
Flow-Based Design
Design Capture Volume Worksheet B.2-1
85th Percentile 24-hr storm depth from Figure B.1-1
Area Tributary to BMP (s) - Impervious
Area Tributary to BMP (s) - Pervious
WORK SHEET B.2.1: DCV DMA 1 MWS-1
1 d= 0.58 inches
2 A = 134,968 sf
A = 32,269 sf
Total 3.839 ac
3 C= 0.78 unitless
4 TCV = N/A cf
5 RCV = N/A cf
6 DCV = 6,339 cf
WORKSHEET B.6-1 FLOW BASED BMP DESING MWS-1
1 DCV = 6,339 cu. ft.
2 DCV retained = - cu. ft.
3 DCV biofiltered = - cu. ft.
4 DCV flow-thru = 6,339 cu. ft.
5 AF =1.000 unitless
6 i=0.20 in/hr
7 A=3.84 ac
8 C=0.78 unitless
9 Q =0.602 cfs
Treatment Flow Rate =Q =0.602 cfs
Required Treatment Flow Rate =150%0.903
Treatment Flow rate provided Q =0.903 cfs
MWS-L-8-24-12-V-HC Planted
1.Adjustment factor shall be estimated considering only retention and biofiltration BMPs located upstream of
flow-thru BMPs. That is, if thre flow-thru BMP is upstream of the project's retention and biofiltration BMPs
then the flow thru BMP shall be sized using an adjustment facotr of 1.
2. Volume based (e.g dry extended detention basin) flow-thru treatment control BMPs shall be sized to the
volume in Line 4, and flow based (e.g. vegetated swales) shall be sized to flow rate in Line 9. Sand filter and
media filter can be designed either by volume in Line 4 or flow rate in Line 9.
3.Proprietary BMPs, if used, shall provide certified treatment capacity equal to or greater than the calculated
flow rate in Line 9; certified treatment capacity per unit shall be consistent with third party certifications.
Area Tributary to BMP
Area Weighted Runoff Factor (estimate per Appendix B.2)
Calculate Flow Rate = AF * (C * I * A)
Design Rainfall Intesity
Rain barrel Credit Volume
Calculate DCV
Flow-Based Design
DCV
DCV retained
DCV biofiltered
DCV requiring flow thru (Line 1 - Line 2 - 0.67 * Line 3)
Adjustment Factor (Line 4/Line 1)
Worksheet B.6-1
Area Tributary to BMP (s) - Impervious
Area Weighted Runoff factor
Tree Credit Volume
Area Tributary to BMP (s) - Pervious
Design Capture Volume Worksheet B.2-1
85th Percentile 24-hr storm depth from Figure B.1-1
WELCOME:INSTRUCTIONS:DISCLAIMER:QUESTIONS:-General questions/comments on this worksheet may be directed to Charles Mohrlock in the County of San Diego Watershed Protection Program (link below).General:To use this workbook, navigate to each of the worksheet tabs below and populate allyellow cells with project specific information. Yellowcells require user input, whitecells are locked for editing and areautomatically calculated, bluecells are also locked for editing and are automatically populated based on results from previous worksheet tabs, greycells are items that do not require user input because of previous userinputs, orangecells represent warnings where supplemental information and/or revisions may be required for compliance. The worksheets are formatted to accommodate calculations for up to 10 drainage areas andassociated BMPs. Each drainage area and BMP is represented as a discrete column with corresponding user inputs and calculations appearing in the rows below. Please note that projects with more than 10 drainageareas may need to use more than one workbook to accommodate the entire project.Step 1. DCV:Provide the required inputs to determine the design capture volume for each PDP drainage area. The calculations in this worksheet determine the initial design capture volume and also apply anyapplicable reductions associated with site design techniques including dispersion to pervious surfaces, incorporation of tree wells, and incorporation of rain barrels. Step 2. Retention Requirements: Provide required inputs to determine the minimum retention requirements for each drainage area.Step 3. BMP Performance: Provide required inputs to determine the portion of the pollutant control performance standards that are satisfied by the proposed BMPs. Reduced Size BMP Maintenance (optional):If BMPs with a footprint of less than 3% of the effective impervious tributary are proposed, provide required inputs to determine the anticipated frequency for majorBMP maintenance activities.Welcome to the County of San Diego Automated Stormwater Pollutant Control Worksheets. These worksheets may be used to demonstrate compliance with stormwater pollutant control standards set forth in the 2013MS4 Permit for Priority Development Projects and Green Street Projects. charles.mohrlock@sdcounty.ca.govCounty of San Diego Automated Stormwater Pollutant Control Worksheets(Version 2.0)The County of San Diego has developed this tool in an effort to streamline traditionally complex efforts associated with planning, design, submittal, and review of PDPs that are subject to stormwater pollutant control requirements set forth in the 2013 MS4 Permit. While the calculations performed herein are deemed to be in compliance with Permit requirements, applicants may elect to provide their own calculations. Use of this tool is optional and the County will not be held liable for any errors or other negative impacts associated with its use. In the event that the County performs updates to these worksheets, applicants that have not established reliance on previous versions of the worksheet via discretionary approval may be required to utilize the latest version of the worksheets. A summary of version releases is included below. PDS Land Development Project Manager-Questions relating to specific projects, submittal requirements, approval process, and/or policy-related issues should be directed your PDS Land Development Project Manager (link below).7
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Category #DescriptioniiiiiiivvviviiviiiixxUnits1Drainage Basin ID or NameDMA 1 + 6DMA 5 DMA 2unitless285th Percentile 24-hr Storm Depth 0.58 0.58 0.58inches3Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 134,968 9,793 7,207sq-ft4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30)sq-ft5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10)sq-ft6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10)sq-ft7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14)sq-ft8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23)sq-ft9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) 32,269 1,728 36,354sq-ft10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No No yes/no11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10)sq-ft15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14)sq-ft16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23)sq-ft17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30)sq-ft18Number of Tree Wells Proposed per SD-A#19Average Mature Tree Canopy Diameterft20Number of Rain Barrels Proposed per SD-E#21Average Rain Barrel Sizegal22Total Tributary Area 167,237 11,521 43,561 0 0 0 0 0 0 0 sq-ft23 Initial Runoff Factor for Standard Drainage Areas 0.78 0.81 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless24 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 unitless25Initial Weighted Runoff Factor 0.78 0.81 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless26Initial Design Capture Volume 6,305 451 842 0000000 cubic-feet27Total Impervious Area Dispersed to Pervious Surface 0000000000 sq-ft28Total Pervious Dispersion Area 0000000000 sq-ft29Ratio 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 ratio30Adjustment 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 ratio31Runoff Factor After Dispersion Techniques 0.78 0.81 0.40 n/a n/a n/a n/a n/a n/a n/a unitless32Design Capture Volume After Dispersion Techniques 6,305 451 842 0000000 cubic-feet33Total Tree Well Volume Reduction 0000000000 cubic-feet34Total Rain Barrel Volume Reduction 0000000000 cubic-feet35Final Adjusted Runoff Factor 0.78 0.81 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless36Final Effective Tributary Area 130,445 9,332 17,424 0000000 sq-ft37Initial Design Capture Volume Retained by Site Design Elements 0000000000 cubic-feet38Final Design Capture Volume Tributary to BMP 6,305 451 842 0000000 cubic-feetFalseFalseAutomated Worksheet B.1: Calculation of Design Capture Volume (V2.0)Dispersion Area, Tree Well & Rain Barrel Inputs(Optional)Standard Drainage Basin InputsResultsTree & Barrel AdjustmentsInitial Runoff Factor CalculationDispersion Area AdjustmentsNo Warning Messages
Category #DescriptioniiiiiiivvviviiviiiixxUnits1Drainage Basin ID or NameDMA 1 + 6DMA 5 DMA 2 ------- unitless285th Percentile Rainfall Depth 0.58 0.58 0.58 ------- inches3Predominant NRCS Soil Type Within BMP Location DDDunitless4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Restricted Restricted Restrictedunitless5Nature of Restriction Soil Type Soil Type Structuresunitless6Do Minimum Retention Requirements Apply to this Project? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no7Are Habitable Structures Greater than 9 Stories Proposed? No No Noyes/no8Has Geotechnical Engineer Performed an Infiltration Analysis? Yes Yes Yesyes/no9Design Infiltration Rate Recommended by Geotechnical Engineer 0.060 0.060 0.060in/hr10Design Infiltration Rate Used To Determine Retention Requirements 0.000 0.000 0.000 ------- in/hr11Percent of Average Annual Runoff that Must be Retained within DMA 4.5% 4.5% 4.5% ------- percentage12Fraction of DCV Requiring Retention 0.02 0.02 0.02 ------- ratio13Required Retention Volume 126 917------- cubic-feetFalseFalseAutomated Worksheet B.2: Retention Requirements (V2.0)Advanced AnalysisBasic AnalysisResultNo Warning Messages
Category#DescriptioniiiiiiivvviviiviiiixxUnits1Drainage Basin ID or NameDMA 1 + 6DMA 5DMA 2-------sq-ft2Design Infiltration Rate Recommended0.0000.0000.000-------in/hr3Design Capture Volume Tributary to BMP6,305451842-------cubic-feet4Is BMP Vegetated or Unvegetated?Vegetatedunitless5Is BMP Impermeably Lined or Unlined?Linedunitless6Does BMP Have an Underdrain?Underdrainunitless7Does BMP Utilize Standard or Specialized Media?Standardunitless8Provided Surface Area760sq-ft9Provided Surface Ponding Depth12inches10Provided Soil Media Thickness21inches11Provided Gravel Thickness (Total Thickness)15inches12Underdrain Offset3inches13Diameter of Underdrain or Hydromod Orifice (Select Smallest)1.00inches14Specialized Soil Media Filtration Ratein/hr15Specialized Soil Media Pore Space for Retentionunitless16Specialized Soil Media Pore Space for Biofiltrationunitless17Specialized Gravel Media Pore Spaceunitless18Volume Infiltrated Over 6 Hour Storm0000000000cubic-feet19Ponding Pore Space Available for Retention1.001.000.001.001.001.001.001.001.001.00unitless20Soil Media Pore Space Available for Retention0.050.050.050.050.050.050.050.050.050.05unitless21Gravel Pore Space Available for Retention (Above Underdrain)0.400.400.000.400.400.400.400.400.400.40unitless22Gravel Pore Space Available for Retention (Below Underdrain)0.400.400.400.400.400.400.400.400.400.40unitless23Effective Retention Depth0.000.002.250.000.000.000.000.000.000.00inches24Fraction of DCV Retained (Independent of Drawdown Time)0.000.000.170.000.000.000.000.000.000.00ratio25Calculated Retention Storage Drawdown Time001200000000hours26Efficacy of Retention Processes0.000.000.190.000.000.000.000.000.000.00ratio27Volume Retained by BMP (Considering Drawdown Time)001610000000cubic-feet28Design Capture Volume Remaining for Biofiltration6,3054516810000000cubic-feet29Max Hydromod Flow Rate through Underdrain0.00000.00000.05060.00000.00000.00000.00000.00000.00000.0000cfs30Max Soil Filtration Rate Allowed by Underdrain Orifice0.000.002.870.000.000.000.000.000.000.00in/hr31Soil Media Filtration Rate per Specifications5.005.005.005.005.005.005.005.005.005.00in/hr32Soil Media Filtration Rate to be used for Sizing0.000.002.870.000.000.000.000.000.000.00in/hr33Depth Biofiltered Over 6 Hour Storm0.000.0017.250.000.000.000.000.000.000.00inches34Ponding Pore Space Available for Biofiltration0.000.001.000.000.000.000.000.000.000.00unitless35Soil Media Pore Space Available for Biofiltration0.200.200.200.200.200.200.200.200.200.20unitless36Gravel Pore Space Available for Biofiltration (Above Underdrain)0.400.400.400.400.400.400.400.400.400.40unitless37Effective Depth of Biofiltration Storage 0.000.0021.000.000.000.000.000.000.000.00inches38Drawdown Time for Surface Ponding0040000000hours39Drawdown Time for Effective Biofiltration Depth0070000000hours40Total Depth Biofiltered0.000.0038.250.000.000.000.000.000.000.00inches41Option 1 - Biofilter 1.50 DCV: Target Volume9,4586771,0220000000cubic-feet42Option 1 - Provided Biofiltration Volume 001,0220000000cubic-feet43Option 2 - Store 0.75 DCV: Target Volume 4,7293385110000000cubic-feet44Option 2 - Provided Storage Volume005110000000cubic-feet45Portion of Biofiltration Performance Standard Satisfied0.000.001.000.000.000.000.000.000.000.00ratio46Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?NoNoYes-------yes/no47Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)0.000.001.000.000.000.000.000.000.000.00ratio48Deficit of Effectively Treated Stormwater-6,305-4510n/an/an/an/an/an/an/acubic-feetRetention CalculationsAutomated Worksheet B.3: BMP Performance (V2.0)FalseFalseBMP InputsBiofiltration Calculations-This BMP does not fully satisfy the performance standards for pollutant control for the drainage area.FalseFalseFalseResult-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.FalseAttention!I
La Costa Town Square
Project Name La Costa Town Square MWS#1
Model#Modular Wetland MWS L-8-24-12
Media Volume Calculations
1 Bed Width 3.9 ft
2 Bed Length 23 ft
3 Bed Height 11.0 ft
4 Gross Storage [Line 1 x 2 x 3]986.7 cf
Evapotranspiration Calculations
5 Porosity 0.72
6 Field Cpacity 0.48
7 Welting Point 0.1
8 Water Storage [Line 4 x Line 5]710.4 cf
9 Field Capacity [Line 6 - Line 7]0.38
10 Total Evapotranspiration [Line 4 x Line 9]374.9 cf
Project Name La Costa Town Square MWS#2
Model#Modular Wetland MWS L-4-6-4'8"
Media Volume Calculations
1 Bed Width 3.9 ft
2 Bed Length 3.4 ft
3 Bed Height 3.5 ft
4 Gross Storage [Line 1 x 2 x 3]46.4 cf
Evapotranspiration Calculations
5 Porosity 0.72
6 Field Cpacity 0.48
7 Welting Point 0.1
8 Water Storage [Line 4 x Line 5]33.4 cf
9 Field Capacity [Line 6 - Line 7]0.38
10 Total Evapotranspiration [Line 4 x Line 9]17.6 cf
Total MWS VR Credit Credit 392.6 cf
Sizing Method of Evapotranspiration Losses in Biofiltration BMPs
Sizing Method of Evapotranspiration Losses in Biofiltration BMPs
D:\76882 La Costa Town Square\13 Reports\ProjectData.xlsx 8/3/2022
La Costa Town Square 76880
MWS 1 & 2 Volume Retention Check
DMA 1 & 6, 5 Soil Type D
Gross Area 210,798
Impervious Area 142,175 0.90 127,957
Pervious Area 68,623 0.30 20,587
Impervious %67.4%148,544 0.705
Adjusted Impervious Area 148,544 sf
85th 0.58 in
DCV 7,179.6 cf
Infiltration Rate 0.00 in/hr
Avg Annual Volume Reduction Target 3.50%
DCV Fraction 0.027
Target Volume Retention 193.9 cf
Evapotranspiration Credit 374.9 cf
VR satisfied
D:\76882 La Costa Town Square\13 Reports\ProjectData.xlsx 8/3/2022
La Costa Town Square Final 12/1/2022
Trash Capture
DMA ID
Area
(sf)
Area
(ac)
%
Imperv
C
factor I (in/hr) Qt (cfs)Trash Capture BMP
1 162,700 Bioclean Modular Wetland System MWS 1
6 4,537 Bioclean Modular Wetland System MWS 1
5 11,521 Bioclean Modular Wetland System MWS 2
2 43,561 1.000 17%
43,561 1.000 17%0.8 0.457 0.37 Trash Screen at Basin #2
D:\76882 La Costa Town Square\13 Reports\ProjectData.xlsx Tab: Hydrology
July 2017 GENERAL USE LEVEL DESIGNATION FOR BASIC, ENHANCED, AND PHOSPHORUS TREATMENT
For the
MWS-Linear Modular Wetland
Ecology’s Decision:
Based on Modular Wetland Systems, Inc. application submissions, including the Technical Evaluation Report, dated April 1, 2014, Ecology hereby issues the following use level
designation:
1. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Basic treatment
Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density
residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area.
2. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Phosphorus treatment
Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of
cartridge surface area.
3. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Enhanced treatment
Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density
residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area.
WA SH I N GT ON ST AT E
0 E P A R T M E N T O F E C O L O G Y
4. Ecology approves the MWS - Linear Modular Wetland Stormwater Treatment System units
for Basic, Phosphorus, and Enhanced treatment at the hydraulic loading rate listed above. Designers shall calculate the water quality design flow rates using the following procedures:
Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the
latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model.
Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of
the three methods described in Chapter 2.2.5 of the Stormwater Management Manual
for Eastern Washington (SWMMEW) or local manual.
Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility.
5. These use level designations have no expiration date but may be revoked or amended by
Ecology, and are subject to the conditions specified below.
Ecology’s Conditions of Use:
Applicants shall comply with the following conditions:
1. Design, assemble, install, operate, and maintain the MWS – Linear Modular Wetland
Stormwater Treatment System units, in accordance with Modular Wetland Systems, Inc.
applicable manuals and documents and the Ecology Decision.
2. Each site plan must undergo Modular Wetland Systems, Inc. review and approval before site installation. This ensures that site grading and slope are appropriate for use of a MWS – Linear Modular Wetland Stormwater Treatment System unit.
3. MWS – Linear Modular Wetland Stormwater Treatment System media shall conform to the
specifications submitted to, and approved by, Ecology.
4. The applicant tested the MWS – Linear Modular Wetland Stormwater Treatment System with an external bypass weir. This weir limited the depth of water flowing through the media, and therefore the active treatment area, to below the root zone of the plants. This
GULD applies to MWS – Linear Modular Wetland Stormwater Treatment Systems whether
plants are included in the final product or not.
5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a
particular model/size of manufactured filter treatment device.
Typically, Modular Wetland Systems, Inc. designs MWS - Linear Modular Wetland systems for a target prefilter media life of 6 to 12 months.
Indications of the need for maintenance include effluent flow decreasing to below the design flow rate or decrease in treatment below required levels.
Owners/operators must inspect MWS - Linear Modular Wetland systems for a minimum of twelve months from the start of post-construction operation to determine site-specific
maintenance schedules and requirements. You must conduct inspections monthly during
the wet season, and every other month during the dry season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According to SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections.
Conduct inspections by qualified personnel, follow manufacturer’s guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability.
When inspections are performed, the following findings typically serve as maintenance
triggers:
Standing water remains in the vault between rain events, or
Bypass occurs during storms smaller than the design storm.
If excessive floatables (trash and debris) are present (but no standing water or excessive sedimentation), perform a minor maintenance consisting of gross solids removal, not prefilter media replacement.
Additional data collection will be used to create a correlation between pretreatment
chamber sediment depth and pre-filter clogging (see Issues to be Addressed by the
Company section below)
6. Discharges from the MWS - Linear Modular Wetland Stormwater Treatment System units shall not cause or contribute to water quality standards violations in receiving waters.
Applicant: Modular Wetland Systems, Inc. Applicant's Address: PO. Box 869
Oceanside, CA 92054
Application Documents:
Original Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., January 2011
Quality Assurance Project Plan: Modular Wetland system – Linear Treatment System performance Monitoring Project, draft, January 2011.
Revised Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., May 2011
Memorandum: Modular Wetland System-Linear GULD Application Supplementary Data,
April 2014
Technical Evaluation Report: Modular Wetland System Stormwater Treatment System
Performance Monitoring, April 2014.
Applicant's Use Level Request:
General use level designation as a Basic, Enhanced, and Phosphorus treatment device in
accordance with Ecology’s Guidance for Evaluating Emerging Stormwater Treatment
Technologies Technology Assessment Protocol – Ecology (TAPE) January 2011 Revision.
Applicant's Performance Claims:
The MWS – Linear Modular wetland is capable of removing a minimum of 80-percent
of TSS from stormwater with influent concentrations between 100 and 200 mg/l.
The MWS – Linear Modular wetland is capable of removing a minimum of 50-percent of Total Phosphorus from stormwater with influent concentrations between 0.1 and 0.5 mg/l.
The MWS – Linear Modular wetland is capable of removing a minimum of 30-percent
of dissolved Copper from stormwater with influent concentrations between 0.005 and 0.020 mg/l.
The MWS – Linear Modular wetland is capable of removing a minimum of 60-percent
of dissolved Zinc from stormwater with influent concentrations between 0.02 and 0.30
mg/l.
Ecology Recommendations:
Modular Wetland Systems, Inc. has shown Ecology, through laboratory and field-testing, that the MWS - Linear Modular Wetland Stormwater Treatment System filter
system is capable of attaining Ecology's Basic, Total phosphorus, and Enhanced treatment goals.
Findings of Fact:
Laboratory Testing
The MWS-Linear Modular wetland has the:
Capability to remove 99 percent of total suspended solids (using Sil-Co-Sil 106) in a quarter-scale model with influent concentrations of 270 mg/L.
Capability to remove 91 percent of total suspended solids (using Sil-Co-Sil 106) in
laboratory conditions with influent concentrations of 84.6 mg/L at a flow rate of 3.0 gpm per square foot of media.
Capability to remove 93 percent of dissolved Copper in a quarter-scale model with influent concentrations of 0.757 mg/L.
Capability to remove 79 percent of dissolved Copper in laboratory conditions with influent concentrations of 0.567 mg/L at a flow rate of 3.0 gpm per square foot of media.
Capability to remove 80.5-percent of dissolved Zinc in a quarter-scale model with
influent concentrations of 0.95 mg/L at a flow rate of 3.0 gpm per square foot of media.
Capability to remove 78-percent of dissolved Zinc in laboratory conditions with influent concentrations of 0.75 mg/L at a flow rate of 3.0 gpm per square foot of media.
Field Testing
Modular Wetland Systems, Inc. conducted monitoring of an MWS-Linear (Model # MWS-L-4-13) from April 2012 through May 2013, at a transportation maintenance facility in Portland, Oregon. The manufacturer collected flow-weighted composite samples of the system’s influent and effluent during 28 separate storm events. The
system treated approximately 75 percent of the runoff from 53.5 inches of rainfall during the monitoring period. The applicant sized the system at 1 gpm/sq ft. (wetland media) and 3gpm/sq ft. (prefilter).
Influent TSS concentrations for qualifying sampled storm events ranged from 20 to 339 mg/L. Average TSS removal for influent concentrations greater than 100 mg/L (n=7)
averaged 85 percent. For influent concentrations in the range of 20-100 mg/L (n=18), the upper 95 percent confidence interval about the mean effluent concentration was 12.8 mg/L.
Total phosphorus removal for 17 events with influent TP concentrations in the range of
0.1 to 0.5 mg/L averaged 65 percent. A bootstrap estimate of the lower 95 percent confidence limit (LCL95) of the mean total phosphorus reduction was 58 percent.
The lower 95 percent confidence limit of the mean percent removal was 60.5 percent for dissolved zinc for influent concentrations in the range of 0.02 to 0.3 mg/L (n=11).
The lower 95 percent confidence limit of the mean percent removal was 32.5 percent for
dissolved copper for influent concentrations in the range of 0.005 to 0.02 mg/L (n=14) at flow rates up to 28 gpm (design flow rate 41 gpm). Laboratory test data augmented the data set, showing dissolved copper removal at the design flow rate of 41 gpm (93 percent reduction in influent dissolved copper of 0.757 mg/L).
Issues to be addressed by the Company:
1. Modular Wetland Systems, Inc. should collect maintenance and inspection data for the first year on all installations in the Northwest in order to assess standard maintenance requirements for various land uses in the region. Modular Wetland Systems, Inc. should
use these data to establish required maintenance cycles.
2. Modular Wetland Systems, Inc. should collect pre-treatment chamber sediment depth data for the first year of operation for all installations in the Northwest. Modular Wetland Systems, Inc. will use these data to create a correlation between sediment depth and pre-filter clogging.
Technology Description: Download at http://www.modularwetlands.com/
Contact Information: Applicant: Zach Kent BioClean A Forterra Company.
398 Vi9a El Centro Oceanside, CA 92058
zach.kent@forterrabp.com
Applicant website: http://www.modularwetlands.com/
Ecology web link: http://www.ecy.wa.gov/programs/wg/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E. Department of Ecology
Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov Revision History Date Revision
June 2011 Original use-level-designation document
September 2012 Revised dates for TER and expiration
January 2013 Modified Design Storm Description, added Revision Table, added maintenance discussion, modified format in accordance with Ecology standard
December 2013 Updated name of Applicant
April 2014 Approved GULD designation for Basic, Phosphorus, and Enhanced treatment
December 2015 Updated GULD to document the acceptance of MWS-Linear Modular Wetland installations with or without the inclusion of plants
July 2017 Revised Manufacturer Contact Information (name, address, and email)
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
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
6.2.1 Verification of
Geomorphic
Landscape Units Onsite
6.2.2 Downstream Systems
Sensitivity to Coarse Sediment
6.2.3 Optional Additional
Analysis of Potential Critical
Coarse
Sediment Yield Areas Onsite
Attachment 2c Geomorphic Assessment of
Receiving Channels (Optional)
See Section 6.3.4 of the BMP Design
Manual.
Not performed
Included
Performed by Others – See SWMM
Report.
Attachment 2d Flow Control Facility Design and
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of
the BMP Design Manual
Included
See attached SWMM Report
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)
See Attachment 1 DMA Exhibit Single Sheet BMP Exhibit.
Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas
&.niit ~fL ..... :.i Ill I ~mit ~lin!mwu!i llEIIJ1l,-, ...... 11'
I -..:;,. ... ..:;,. ~ !11.lj!i
155 37400 Semi-Desert Chaparral Scrub/Shrub
156 37500 Montane Chaparral Scrub/Shrub
157 37510 Mixed Montane Chaparral Scrub/Shrub
158 37520 Montane Manzanita Chaparral Scrub/Shrub
159 37530 Montane Ceanothus Chaparral Scrub/Shrub
160 3 7 540 Montane Scrub Oak Chaparral Scrub/Shrub
161 37800 Upper Sonoran Ceanothus Scrub/Shrub Chaparral
162 37830 Ceanothus crassifolius Chaparral Scrub/Shrub
163 3 7900 Scrub Oak Chaparral Scrub/Shrub
164 3 7 A00 Interior Live Oak Chaparral Scrub/Shrub
165 37C30 Southern Maritime Chaparral Scrub/Shrub
166 37G00 Coastal Sage-Chaparral Scrub Scrub/Shrub
167 37K00 Flat-topped Buckwheat Scrub/Shrub
168 39000 Upper Sonoran Subshrub Scrub Scrub and Chaparral Scrub/Shrub
169 Diegan Coastal Sage Scrub Scrub/Shrub
170 Granitic Northern Mixed Chaparral Scrub/Shrub
171 Southern Mixed Chaparral Scrub/Shrub
172 11000 Non-Native Vegetation Unknown
173 11000 Non-Native VegetionVegetation Unknown
174 11200 Disturbed Wetland Non-Native Vegetation, Unknown
175 11300 Disturbed Habitat Developed Areas, or Unknown
176 13000 Unvegetated Habitat Unvegetated Habitat Unknown
177 Disturbed Habitat Unknown
H-16 February 2016
Appendix H: Guidance for Investigation Potential Critical Coarse Sediment Yield Areas
Table H.1-3: Potential Critical Coarse Sediment Yield Areas
-... -I .. 1111 ......... . ,_, ...... ~ .. I I . I -=--
CB-Agricultural/Grass-3 Coarse Bedrock Agricultural/ Grass 20%-40%
CB-Agricultural/ Grass-4 Coarse Bedrock Agricultural/ Grass >40%
CB-Forest-2 Coarse Bedrock Forest 10-20%
CB-Forest-3 Coarse Bedrock Forest 20%-40%
CB-Forest-4 Coarse Bedrock Forest >40%
CB-Scrub /Shrub-4 Coarse Bedrock Scrub/Shrub >40%
CB-Unknown-4 Coarse Bedrock Unknown >40%
CSI-Agricultural/Grass-2 Coarse Sedimentary Impermeable Agricultural/ Grass 10-20%
CST-Agricultural/ Grass-3 Coarse Sedimentary Impermeable Agricultural/ Grass 20%-40%
CST-Agricultural/ Grass-4 Coarse Sedimentary Impermeable Agricultural/ Grass >40%
CSP-Agricultural/ Grass-4 Coarse Sedimentary Permeable Agricultural/ Grass >40%
CSP-Forest-3 Coarse Sedimentary Permeable Forest 20%-40%
CSP-Forest-4 Coarse Sedimentary Permeable Forest >40%
CSP-Scrub/Shrub-4 Coarse Sedimentary Permeable Scrub/Shrub >40%
GLU ANALYSIS FOR MITIGATION OF CCSY As
The project level GLU analysis was performed following the Carlsbad BMP Manual
Section 6.2 and Appendix H.
Based on the Geotechenical Study provided by SCST Inc., the site has predominately Td
(Del Mar Formations) classified as "Fine Sedimentary Impermeable (FSI)", JMV
(Metamorphic Rock) classified as "Coarse Bedrock (CB)", and additional areas covered
by fill are classified as "Other".
The site is currently graded pad with disturbed habitat so the land cover is classified as
"Unknown".
Existing slopes on site are less than 10%. and onsite GLU's are identified below:
FSI-unknown-I
CB-unknown-I
Other-unknown-I
None of the GLU's identified on site are listed in Table H.1-3 of the Carlsbad BMP Manual Appendix H
and therefore, no measures for protection of Critical Coarse Sediment Yield Areas on site are necessary
H-17 February 2016
Project Name:La Costa Town Square
Project Applicant:WOODSIDE 05S, LP
Jurisdiction:City of Carlsbad
Parcel (APN):223-050-73
Hydrologic Unit:Carlsbad
Rain Gauge:Oceanside
Total Project Area (sf):43,561
Channel Susceptibility:High
BMP Sizing Spreadsheet V3.1
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP Name:BMP Type:BMP Native Soil Type:BMP Infiltration Rate (in/hr):HMP Sizing FactorsMinimum BMP SizeDMA NameArea (sf)Pre Project Soil TypePre-Project SlopePost Project Surface TypeArea Weighted Runoff Factor(Table G.2-1)1Surface Area Surface Area (SF)Impervious7,207DModerateConcrete 1.00.07504Pervious36,354DModerateLandscape 0.10.0725400000000000000000000000000BMP Tributary Area43,561Minimum BMP Size759Proposed BMP Size*760* Assumes standard configuration 12.00in18.00 in6.00in12in3.0in3.5Notes:1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, May 2018.BMP Sizing Spreadsheet V3.1N/ABiofiltration0.1Q243,561OceansideCarlsbadBasin 2La Costa Town SquareWOODSIDE 05S, LPSurface Ponding DepthAreas Draining to BMPCity of Carlsbad223-050-73N/A - Impervious LinerThis BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located.Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head. Designated Staff have final review and approval authority over the project design.Underdrain OffsetBioretention Soil Media DepthFilter CoarseGravel Storage Layer Depth
Project Name:Hydrologic Unit:Project Applicant:Rain Gauge:Jurisdiction:Total Project Area:Parcel (APN):Low Flow Threshold:BMP NameBMP Type:Rain GaugeUnit Runoff Ratio DMA Area (ac)Orifice Flow - %Q2Orifice AreaSoil TypeSlope(cfs/ac)(cfs) (in2)ImperviousOceansideDModerate0.5750.1650.0100.14PerviousOceansideDModerate0.5750.8350.0480.683.750.0580.821.02Max Orifice HeadMax Tot. Allowable Orifice FlowMax Tot. AllowableOrifice AreaMax Orifice Diameter(feet)(cfs)(in2)(in)0.0510.0550.791.000Average outflow during surface drawdownMax Orifice Outflow Actual Orifice AreaSelected Orifice Diameter(cfs) (cfs)(in2)(in)Drawdown (Hrs) 4.1OceansideBiofiltrationDrawdown time exceeds 96 Hrs. Project must implement a vector control program.CarlsbadBMP Sizing Spreadsheet V3.1City of Carlsbad223-050-73La Costa Town SquareWOODSIDE 05S, LP0.1Q243,561Basin 2Pre-developed ConditionNo Orifice Required for Infiltration FacilitiesDMA Name
Lower Flow Threshold Soil Group Slope Rain GaugeA0.1Q2AFlatLindbergh0.0550.1Q2AModerateLindbergh0.0550.1Q2ASteepLindbergh0.0550.1Q2BFlatLindbergh0.0450.1Q2BModerateLindbergh0.0450.1Q2BSteepLindbergh0.0450.1Q2CFlatLindbergh0.0350.1Q2CModerateLindbergh0.0350.1Q2CSteepLindbergh0.0350.1Q2DFlatLindbergh0.030.1Q2DModerateLindbergh0.030.1Q2DSteepLindbergh0.030.1Q2AFlatOceanside0.060.1Q2AModerateOceanside0.060.1Q2ASteepOceanside0.060.1Q2BFlatOceanside0.050.1Q2BModerateOceanside0.050.1Q2BSteepOceanside0.050.1Q2CFlatOceanside0.050.1Q2CModerateOceanside0.050.1Q2CSteepOceanside0.0450.1Q2DFlatOceanside0.0350.1Q2DModerateOceanside0.0350.1Q2DSteepOceanside0.0350.1Q2AFlatLake Wohlford0.0850.1Q2AModerateLake Wohlford0.0850.1Q2ASteep Lake Wohlford0.0850.1Q2BFlatLake Wohlford0.07Table G.2-3: Sizing Factors for Hydromodification Flow Control Infiltration BMPs Designed Using Sizing Factor Method
0.1Q2B Moderate Lake Wohlford 0.070.1Q2B Steep Lake Wohlford 0.070.1Q2C Flat Lake Wohlford 0.0550.1Q2C Moderate Lake Wohlford 0.0550.1Q2C Steep Lake Wohlford 0.0550.1Q2D Flat Lake Wohlford 0.040.1Q2D Moderate Lake Wohlford 0.040.1Q2D Steep Lake Wohlford 0.04Lower Flow Threshold Soil Group SlopeAggregate below low orifice invert (inches)Rain Gauge A0.1Q2AFlat18Lindbergh0.080.1Q2AModerate18Lindbergh0.080.1Q2ASteep18Lindbergh0.080.1Q2BFlat18Lindbergh0.0650.1Q2BModerate18Lindbergh 0.0650.1Q2BSteep18Lindbergh0.060.1Q2CFlat6Lindbergh0.050.1Q2CModerate6Lindbergh0.050.1Q2CSteep6Lindbergh0.050.1Q2DFlat3Lindbergh0.050.1Q2DModerate3Lindbergh0.050.1Q2DSteep3Lindbergh0.050.1Q2AFlat18Oceanside0.080.1Q2AModerate18Oceanside 0.0750.1Q2ASteep18Oceanside 0.0750.1Q2BFlat18Oceanside0.070.1Q2BModerate18Oceanside0.070.1Q2BSteep18Oceanside0.070.1Q2CFlat6Oceanside0.070.1Q2CModerate6Oceanside0.07Table G.2-4: Sizing Factors for Hydromodification Flow Control Biofiltration with Partial Retention Designed Using Sizing Factor Method
0.1Q2C Steep 6 Oceanside 0.070.1Q2D Flat 3 Oceanside 0.070.1Q2D Moderate 3 Oceanside 0.070.1Q2D Steep 3 Oceanside 0.070.1Q2A Flat 18 Lake Wohlford 0.110.1Q2A Moderate 18 Lake Wohlford 0.110.1Q2A Steep 18 Lake Wohlford 0.1050.1Q2B Flat 18 Lake Wohlford 0.090.1Q2B Moderate 18 Lake Wohlford 0.0850.1Q2B Steep 18 Lake Wohlford 0.0850.1Q2C Flat 6 Lake Wohlford 0.0650.1Q2C Moderate 6 Lake Wohlford 0.0650.1Q2C Steep 6 Lake Wohlford 0.0650.1Q2D Flat 3 Lake Wohlford 0.060.1Q2D Moderate 3 Lake Wohlford 0.060.1Q2D Steep 3 Lake Wohlford 0.06Lower Flow Threshold Soil Group Slope Rain GaugeA0.1Q2AFlatLindbergh0.320.1Q2AModerateLindbergh0.30.1Q2ASteepLindbergh0.2850.1Q2BFlatLindbergh0.1050.1Q2BModerateLindbergh0.10.1Q2BSteepLindbergh0.0950.1Q2CFlatLindbergh0.0550.1Q2CModerateLindbergh0.050.1Q2CSteepLindbergh0.050.1Q2DFlatLindbergh0.050.1Q2DModerateLindbergh0.050.1Q2DSteepLindbergh0.050.1Q2AFlatOceanside0.150.1Q2AModerateOceanside0.140.1Q2ASteepOceanside0.135Table G.2-5: Sizing Factors for Hydromodification Flow Control Biofiltration BMPs Designed Using Sizing Factor Method
0.1Q2B Flat Oceanside 0.0850.1Q2B Moderate Oceanside 0.0850.1Q2B Steep Oceanside 0.0850.1Q2C Flat Oceanside 0.0750.1Q2C Moderate Oceanside 0.0750.1Q2C Steep Oceanside 0.0750.1Q2D Flat Oceanside 0.070.1Q2D Moderate Oceanside 0.070.1Q2D Steep Oceanside 0.070.1Q2A Flat Lake Wohlford 0.2850.1Q2A Moderate Lake Wohlford 0.2750.1Q2A Steep Lake Wohlford 0.270.1Q2B Flat Lake Wohlford 0.150.1Q2B Moderate Lake Wohlford 0.1450.1Q2B Steep Lake Wohlford 0.1450.1Q2C Flat Lake Wohlford 0.070.1Q2C Moderate Lake Wohlford 0.070.1Q2C Steep Lake Wohlford 0.070.1Q2D Flat Lake Wohlford 0.060.1Q2D Moderate Lake Wohlford 0.060.1Q2D Steep Lake Wohlford 0.06Lower Flow Threshold Soil Group Slope Rain GaugeV0.1Q2AFlatLindbergh0.540.1Q2AModerateLindbergh0.510.1Q2ASteepLindbergh0.490.1Q2BFlatLindbergh0.190.1Q2BModerateLindbergh0.180.1Q2BSteepLindbergh0.180.1Q2CFlatLindbergh0.110.1Q2CModerateLindbergh0.110.1Q2CSteepLindbergh0.110.1Q2DFlatLindbergh0.09Table G.2-6: Sizing Factors for Hydromodification Flow Control Cistern Facilities Designed Using Sizing Factor Method
0.1Q2D Moderate Lindbergh 0.090.1Q2D Steep Lindbergh 0.090.1Q2A Flat Oceanside 0.260.1Q2A Moderate Oceanside 0.250.1Q2A Steep Oceanside 0.250.1Q2B Flat Oceanside 0.160.1Q2B Moderate Oceanside 0.160.1Q2B Steep Oceanside 0.160.1Q2C Flat Oceanside 0.140.1Q2C Moderate Oceanside 0.140.1Q2C Steep Oceanside 0.140.1Q2D Flat Oceanside 0.120.1Q2D Moderate Oceanside 0.120.1Q2D Steep Oceanside 0.120.1Q2A Flat Lake Wohlford 0.530.1Q2A Moderate Lake Wohlford 0.490.1Q2A Steep Lake Wohlford 0.490.1Q2B Flat Lake Wohlford 0.280.1Q2B Moderate Lake Wohlford 0.280.1Q2B Steep Lake Wohlford 0.280.1Q2C Flat Lake Wohlford 0.140.1Q2C Moderate Lake Wohlford 0.140.1Q2C Steep Lake Wohlford 0.140.1Q2D Flat Lake Wohlford 0.120.1Q2D Moderate Lake Wohlford 0.120.1Q2D Steep Lake Wohlford 0.12
Prepared by:
___________________________________ Tory R. Walker, PE
R.C.E. 45005
TECHNICAL MEMORANDUM
SWMM Modeling for
Hydromodification Compliance at POC-1
La Costa Town Square
Carlsbad, CA
Project No. CT 2017-0003
Prepared for:
Woodside 05S, LP
1250 Corona Pointe Court, Suite 500
Corona, CA 92879
(951) 363-0369
December 2022
WATERSHED, FLOODPLAIN & STORMWATER MANAGEMENT | RIVER RESTORATION | FLOOD FACILITIES DESIGN | SEDIMENT & EROSION
122 CIVIC CENTER DRIVE, SUITE 206, VISTA, CA 92084 | (760) 414-9212 | TRWENGINEERING.COM
TECHNICAL MEMORANDUM
Date: December 2022
To: Woodside 05S, LP
1250 Corona Pointe Court, Suite 500
Corona, CA 92879
(951) 363-0369
From: Tory Walker, PE, CFM, LEED GA
Subject: Summary of SWMM Modeling for Hydromodification Compliance at POC-1 for
La Costa Town Square, City of Carlsbad, CA.
INTRODUCTION
This technical memorandum summarizes the approach used to model the proposed La Costa
Town Square development project in the City of Carlsbad, CA, using the Environmental Protection
Agency (EPA) Storm Water Management Model (SWMM). SWMM analyses were prepared for the
pre- and post-developed conditions at the project site to determine if the proposed flow control
facility basin meets Hydromodification Management Plan (HMP) requirements. The San Diego
Regional Water Quality Control Board (SDRWQCB) established these requirements in the Model
BMP Design Manual San Diego Region1 (BMPDM) for the County of San Diego Copermittees,
which includes the City of Carlsbad.
SWMM MODEL DEVELOPMENT
The project proposes to subdivide and develop a property located north of the intersection of La
Costa Avenue and Calle Timiteo, in the City of Carlsbad. Two (2) SWMM scenarios were prepared
for this study, one for the pre-developed and another for the post-developed conditions. This
study analyzes the pre-to-post project flow rates and durations at one Point of Compliance (POC-
1). POC-1 is located at the western end project site, at the existing outfall draining to the existing
detention basin (as shown on the DMA Exhibit in SWQMP Attachment 1A). The existing detention
basin was constructed as a part of the La Costa Town Center project (CT 01-09) to provide
hydromodification flow control for a portion of the La Costa Town Center project and 100-year
storm detention for said project and offsite tributary areas. No changes to the existing detention
basin storage or outflow structure are proposed as part of the La Costa Town Square project. For
both SWMM scenarios, flow duration curves were prepared for POC-1 to determine whether the
proposed Best Management Practice (BMP) is sufficient to meet the current HMP requirements.
The input data required to develop SWMM analyses include rainfall, watershed characteristics,
and BMP configurations. The Oceanside gauge from the Project Clean Water website was used
for this study, since it is the most representative of the site precipitation due to elevation and
proximity to the project site.
La Costa Town Square SWMM Technical Memorandum December 2022
Page 2 of 6 Job # 666-01
Evaporation for the site was modeled using average monthly values from the County hourly
dataset. Surrounding soils for the project site were determined to be type D soils, thus the
predeveloped condition for the site was modeled with Type D hydrologic soils. In existing
conditions, soils are assumed to be uncompacted to represent the current undeveloped
condition of the site. Soils are assumed to be compacted in proposed conditions. Based on the
HMP Review and Analysis prepared for the Cities of San Marcos, Oceanside & Vista2, other SWMM
inputs for the subareas are discussed in the appendices to this document, where the selection of
the parameters is explained in detail.
HMP MODELING
POC-1 is located west of the project, at the outfall where the site currently discharges into the
existing detention basin. In the existing condition, the site drains westerly to POC-1, and
confluences with runoff from the La Costa Town Center project (Project No. CT 01-09) within the
detention basin before entering the MS4. The existing site is in a mass graded state and was
modeled as completely pervious. For simplicity, the existing and proposed condition areas were
assumed equal. In the proposed condition, the developed area tributary to POC-1 is drained to
two proprietary biofiltration systems, and one undisturbed onsite slope area will continue to
discharge directly to the revised basin, with unchanged subcatchment properties. Table 1.1
summarizes data for DMA 1 and the offsite area.
TABLE 1.1 – SUMMARY OF EXISTING AND PROPOSED CONDITIONS FOR POC-1
DMA Tributary Area, A (ac) Impervious Percentage, Ip
DMA EX 4.94 0.0%
DMA PR 81.25%
The proprietary biofiltration systems are responsible for handling hydromodification requirements
for POC-1. Low flows are routed through the proposed biofiltration BMPs, where treated
stormwater runoff is directly discharged to POC-1. The larger of the two biofiltration systems, BMP
2, will feature an oversized influent storm drain designed to detain high flows (i.e., flows
corresponding to all ponded depths exceeding the system operating head) through a flow
control structure located at the west end of the drive aisle.
General Considerations
It is assumed that storm water quality requirements for the project will be met by the proposed
storm water quality facilities. However, detailed water quality requirements are not discussed
within this technical memo. For further information regarding storm water quality requirements for
the project, please refer to the Project Storm Water Management Plan (SWQMP).
BMP MODELING FOR HMP PURPOSES
Modeling HMP BMPs
La Costa Town Square SWMM Technical Memorandum December 2022
Page 3 of 6 Job # 666-01
Two flow-based proprietary biofiltration systems are proposed for hydromodification conformance
for POC-1. Table 2 presents the proposed low-flow dimensions for the proposed proprietary
biofiltration systems. Table 3 presents the high-flow dimensions for the dedicated flow control
structure for hydromodification flow control compliance at POC-1.
TABLE 2 – SUMMARY OF PROPRIETARY BIOFILTRATION BMPs
BMP Model No. Flow Control Riser Orifice Diameter (in)
Low-Flow Orifice Quantity Operating Head (feet)
MWS # 1 MWS-L-8-24-V-HC 4.09 1 4.4
MWS # 2 MWS-L-4-6-C 1.22 1 3.4
TABLE 3 – SUMMARY OF FLOW CONTROL STRUCTURE
Lowest Flow Control Type
Lowest Flow Control Elevation
Mid Flow Control Type
Mid Flow Control Elevation
Highest Flow Control Type
Highest Flow Control Elevation
(1x) 1.5-inch
orifice
4.4 feet above MWS
orifice
(1x) 12-inch wide by 1-
inch high slot
3.17 feet
above orifice
(1x) 4-foot-
wide weir
5.59 feet
above orifice
FLOW DURATION CURVE COMPARISON
Flow Duration Curves (FDC) were compared at the project’s POC by exporting the hourly runoff
time series results from SWMM to a spreadsheet. The FDC was compared between 50% of the
existing condition Q2 up to the existing condition Q10. The Q2 and Q10 were determined with a
partial duration statistical analysis of the runoff time series in an Excel spreadsheet using the
Cunnane plotting position method (which is the preferred plotting methodology in the HMP
Permit). As the SWMM Model includes a statistical analysis based on the Weibull Plotting Position
Method, the Weibull Method was also used within the spreadsheet to ensure that the results were
similar to those obtained by the SWMM Model.
The range from 50% of Q2 up to Q10 was divided into 100 equal time intervals; the number of hours
that each flow rate was exceeded was counted from the hourly series. Additionally, the
intermediate peaks with a return period “i” were obtained (Qi with i=3 to 9). For the purpose of
the plot, the values were presented as percentage of time exceeded for each flow rate. FDC
comparison for POC-1 is illustrated in Figure 1 in both normal and logarithmic scale.
As can be seen in Figure 1, the FDC for the proposed condition with the HMP facilities is within 110%
of the curve for the existing condition in both peak flow and duration. The additional runoff
volume generated from developing the site will be released to the existing curb and gutter system
at a flow rate below the 50% Q2 lower threshold. Additionally, the project will not increase peak
flow rates between the Q2 and the Q10, as shown in the graphics and in the peak flow tables in
Attachment 1.
La Costa Town Square SWMM Technical Memorandum December 2022
Page 4 of 6 Job # 666-01
SUMMARY
This study has demonstrated that the proposed proprietary biofiltration BMPs and flow control
structure provided within the La Costa Town Square project is sufficient to meet the current HMP
criteria at POC-1 if the cross-sectional area and volume recommended within this technical
memorandum, and the respective pump flowrates, are incorporated as specified within the
proposed project site.
La Costa Town Square SWMM Technical Memorandum December 2022
Page 5 of 6 Job # 666-01
KEY ASSUMPTIONS
1. Types D soils are representative of the existing and developed conditions per the SDMBMPDM.
2. The existing and proposed condition drainage areas were taken to be equivalent for
hydromodification flow control purposes.
REFERENCES
[1] – “Model BMP Design Manual San Diego Region – For Permanent Site Design, Storm Water
Treatment, and Hydromodification Management”, June 2015, Geosyntec Consultants & Rick
Engineering Company.
[2] – “Review and Analysis of San Diego County Hydromodification Management Plan (HMP):
Assumptions, Criteria, Methods, & Modeling Tools – Prepared for the Cities of San Marcos,
Oceanside & Vista”, May 2012, Tory R. Walker Engineering.
[3] – Order R9-2013-001, California Regional Water Quality Control Board San Diego Region
(SDRWQCB).
[4] – “Handbook of Hydrology”, David R. Maidment, Editor in Chief. 1992, McGraw Hill.
ATTACHMENTS
1. Q2 to Q10 Comparison Tables
2. FDC Plots (log and natural “x” scale) and Flow Duration Tables.
3. List of the “n” largest Peaks: Pre-Developed and Post-Developed Conditions
4. Elevation vs. Area Curves and Elevation vs. Discharge Curves to be used in SWMM
5. DMA Maps, Project plan and section sketches
6. SWMM Input Data in Input Format (Existing and Developed Models)
7. SWMM Explanation of Significant Variables
8. Soil Map
9. Summary files from the SWMM Model
La Costa Town Square SWMM Technical Memorandum December 2022
Page 6 of 6 Job # 666-01
Figure 1. Flow Duration Curve Comparison for POC-1 (logarithmic and normal “x” scale).
ATTACHMENT 1
Q 2 to Q10 Comparison Tables
ATTACHMENT 1
Q2 to Q10 Comparison Table – POC-1
Return Period Existing Condition
(cfs)
Mitigated Condition
(cfs)
Reduction, Exist -
Mitigated (cfs)
2-year 2.647 2.230 0.417
3-year 2.841 2.543 0.299
4-year 3.263 2.865 0.399
5-year 3.368 2.943 0.426
6-year 3.408 2.969 0.439
7-year 3.620 3.000 0.620
8-year 3.695 3.019 0.676
9-year 3.861 3.091 0.770
10-year 4.209 3.303 0.906
ATTACHMENT 2
FDC Plots (log and natural “x” scale) and Flow Duration Table
ATTACHMENT 2
FLOW DURATION CURVE ANALYSIS
1) Flow duration curve shall not exceed the existing conditions by more than 10%,
neither in peak flow nor duration.
The figures on the following pages illustrate that, for the project’s POC, the flow duration
curve in post-developed conditions with the proposed BMPs is within 110% of the
existing flow duration curve. The flow duration curve table following the curve shows
that if the interval 0.10Q2 – Q10 is divided in 100 sub-intervals, then the post developed
divided by pre-developed durations are never larger than 110% (the permit allows up to
110%).
Consequently, the design passes the hydromodification test.
It is important to note that the flow duration curve can be expressed in the “x” axis as
percentage of time, hours per year, total number of hours, or any other similar time
variable. As those variables only differ by a multiplying constant, their plot in
logarithmic scale is going to look exactly the same, and compliance can be observed
regardless of the variable selected. However, for this project, % of time exceeded is the
variable of choice in the flow duration curve. The selection of a logarithmic scale in lieu
of the normal scale is preferred, as differences between the pre-developed and post-
developed curves can be seen more clearly in the entire range of analysis. Both
graphics are presented just to prove the difference.
In terms of the “y” axis, the peak flow value is the variable of choice. As an additional
analysis performed by TRWE, not only the range of analysis is clearly depicted (10% of
Q2 to Q10), but also all intermediate flows are shown (Q2, Q3, Q4, Q5, Q6, Q7, Q8 and Q9)
in order to demonstrate compliance at any range Qx – Qx+1. One of the limitations of
both the SWMM and SDHM models is that the intermediate analysis is not performed (to
obtain Qi from i = 2 to 10). TRWE performed the analysis using the Cunnane Plotting
position Method (the preferred method in the HMP permit) from the “n” largest
independent peak flows obtained from the continuous time series.
The largest “n” peak flows are attached in this appendix, as well as the values of Qi with
a return period “i”, from i=2 to 10. The Qi values are also added into the flow-duration
plot.
0.000.501.001.502.002.503.003.504.004.505.000.0001 0.001 0.01 0.1Q (cfs)Percentage of time exceeded (%)Flow Duration Curve ‐La Costa Town Square, Carlsbad (POC‐1)ExistingProposedQx
0.000.501.001.502.002.503.003.504.004.505.000 0.010.020.030.040.05Q (cfs)Percentage of time exceeded (%)Flow Duration Curve ‐La Costa Town Square, Carlsbad (POC‐1) ExistingProposedQx
Q2 =2.65 cfs Fraction 50 %
Q10 =4.21 cfs
Step =0.0292 cfs
Count =497370 hours
56.74 years
Pass or
Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail?
1 1.324 157 3.16E-02 144 2.90E-02 92%Pass
2 1.353 146 2.94E-02 132 2.65E-02 90%Pass
3 1.382 140 2.81E-02 125 2.51E-02 89%Pass
4 1.411 133 2.67E-02 116 2.33E-02 87%Pass
5 1.440 130 2.61E-02 109 2.19E-02 84%Pass
6 1.469 127 2.55E-02 103 2.07E-02 81%Pass
7 1.498 123 2.47E-02 94 1.89E-02 76%Pass
8 1.528 121 2.43E-02 90 1.81E-02 74%Pass
9 1.557 120 2.41E-02 87 1.75E-02 73%Pass
10 1.586 115 2.31E-02 78 1.57E-02 68%Pass
11 1.615 111 2.23E-02 74 1.49E-02 67%Pass
12 1.644 105 2.11E-02 72 1.45E-02 69%Pass
13 1.673 100 2.01E-02 70 1.41E-02 70%Pass
14 1.702 96 1.93E-02 68 1.37E-02 71%Pass
15 1.732 89 1.79E-02 65 1.31E-02 73%Pass
16 1.761 82 1.65E-02 61 1.23E-02 74%Pass
17 1.790 80 1.61E-02 59 1.19E-02 74%Pass
18 1.819 74 1.49E-02 59 1.19E-02 80%Pass
19 1.848 70 1.41E-02 56 1.13E-02 80%Pass
20 1.877 68 1.37E-02 56 1.13E-02 82%Pass
21 1.907 68 1.37E-02 56 1.13E-02 82%Pass
22 1.936 64 1.29E-02 56 1.13E-02 88%Pass
23 1.965 64 1.29E-02 55 1.11E-02 86%Pass
24 1.994 63 1.27E-02 52 1.05E-02 83%Pass
25 2.023 60 1.21E-02 49 9.85E-03 82%Pass
26 2.052 59 1.19E-02 47 9.45E-03 80%Pass
27 2.081 53 1.07E-02 43 8.65E-03 81%Pass
28 2.111 53 1.07E-02 37 7.44E-03 70%Pass
29 2.140 51 1.03E-02 36 7.24E-03 71%Pass
30 2.169 51 1.03E-02 34 6.84E-03 67%Pass
31 2.198 49 9.85E-03 33 6.63E-03 67%Pass
32 2.227 47 9.45E-03 32 6.43E-03 68%Pass
33 2.256 44 8.85E-03 31 6.23E-03 70%Pass
34 2.285 43 8.65E-03 30 6.03E-03 70%Pass
35 2.315 43 8.65E-03 30 6.03E-03 70%Pass
36 2.344 42 8.44E-03 29 5.83E-03 69%Pass
37 2.373 42 8.44E-03 28 5.63E-03 67%Pass
Detention Optimized
Interval
Existing Condition
Flow Duration Curve Data for La Costa Town Square (POC-1)
Pass or
Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail?
Detention Optimized
Interval
Existing Condition
38 2.402 42 8.44E-03 27 5.43E-03 64%Pass
39 2.431 42 8.44E-03 27 5.43E-03 64%Pass
40 2.460 40 8.04E-03 26 5.23E-03 65%Pass
41 2.490 40 8.04E-03 25 5.03E-03 63%Pass
42 2.519 37 7.44E-03 25 5.03E-03 68%Pass
43 2.548 37 7.44E-03 20 4.02E-03 54%Pass
44 2.577 35 7.04E-03 19 3.82E-03 54%Pass
45 2.606 33 6.63E-03 19 3.82E-03 58%Pass
46 2.635 33 6.63E-03 19 3.82E-03 58%Pass
47 2.664 32 6.43E-03 19 3.82E-03 59%Pass
48 2.694 32 6.43E-03 19 3.82E-03 59%Pass
49 2.723 29 5.83E-03 19 3.82E-03 66%Pass
50 2.752 28 5.63E-03 19 3.82E-03 68%Pass
51 2.781 26 5.23E-03 19 3.82E-03 73%Pass
52 2.810 22 4.42E-03 18 3.62E-03 82%Pass
53 2.839 22 4.42E-03 17 3.42E-03 77%Pass
54 2.868 22 4.42E-03 16 3.22E-03 73%Pass
55 2.898 21 4.22E-03 15 3.02E-03 71%Pass
56 2.927 21 4.22E-03 14 2.81E-03 67%Pass
57 2.956 21 4.22E-03 13 2.61E-03 62%Pass
58 2.985 21 4.22E-03 11 2.21E-03 52%Pass
59 3.014 21 4.22E-03 9 1.81E-03 43%Pass
60 3.043 21 4.22E-03 7 1.41E-03 33%Pass
61 3.073 21 4.22E-03 7 1.41E-03 33%Pass
62 3.102 21 4.22E-03 7 1.41E-03 33%Pass
63 3.131 21 4.22E-03 7 1.41E-03 33%Pass
64 3.160 20 4.02E-03 7 1.41E-03 35%Pass
65 3.189 20 4.02E-03 7 1.41E-03 35%Pass
66 3.218 17 3.42E-03 7 1.41E-03 41%Pass
67 3.247 16 3.22E-03 7 1.41E-03 44%Pass
68 3.277 14 2.81E-03 7 1.41E-03 50%Pass
69 3.306 13 2.61E-03 7 1.41E-03 54%Pass
70 3.335 12 2.41E-03 7 1.41E-03 58%Pass
71 3.364 12 2.41E-03 6 1.21E-03 50%Pass
72 3.393 10 2.01E-03 6 1.21E-03 60%Pass
73 3.422 9 1.81E-03 6 1.21E-03 67%Pass
74 3.451 9 1.81E-03 6 1.21E-03 67%Pass
75 3.481 9 1.81E-03 5 1.01E-03 56%Pass
76 3.510 9 1.81E-03 4 8.04E-04 44%Pass
77 3.539 9 1.81E-03 4 8.04E-04 44%Pass
78 3.568 9 1.81E-03 4 8.04E-04 44%Pass
79 3.597 8 1.61E-03 4 8.04E-04 50%Pass
80 3.626 8 1.61E-03 4 8.04E-04 50%Pass
81 3.656 8 1.61E-03 4 8.04E-04 50%Pass
82 3.685 7 1.41E-03 3 6.03E-04 43%Pass
Pass or
Q (cfs)Hours > Q % time Hours>Q % time Post/Pre Fail?
Detention Optimized
Interval
Existing Condition
83 3.714 7 1.41E-03 3 6.03E-04 43%Pass
84 3.743 7 1.41E-03 3 6.03E-04 43%Pass
85 3.772 6 1.21E-03 3 6.03E-04 50%Pass
86 3.801 6 1.21E-03 3 6.03E-04 50%Pass
87 3.830 6 1.21E-03 3 6.03E-04 50%Pass
88 3.860 6 1.21E-03 3 6.03E-04 50%Pass
89 3.889 6 1.21E-03 3 6.03E-04 50%Pass
90 3.918 6 1.21E-03 3 6.03E-04 50%Pass
91 3.947 6 1.21E-03 3 6.03E-04 50%Pass
92 3.976 6 1.21E-03 3 6.03E-04 50%Pass
93 4.005 6 1.21E-03 2 4.02E-04 33%Pass
94 4.034 6 1.21E-03 2 4.02E-04 33%Pass
95 4.064 6 1.21E-03 2 4.02E-04 33%Pass
96 4.093 6 1.21E-03 2 4.02E-04 33%Pass
97 4.122 6 1.21E-03 2 4.02E-04 33%Pass
98 4.151 6 1.21E-03 2 4.02E-04 33%Pass
99 4.180 6 1.21E-03 2 4.02E-04 33%Pass
100 4.209 6 1.21E-03 2 4.02E-04 33%Pass
Peak Flows calculated with Cunnane Plotting Position
Return Period
(years)Pre-dev. Q (cfs)Post-Dev. Q
(cfs)
Reduction
(cfs)
10 4.209 3.303 0.906
9 3.861 3.091 0.770
8 3.695 3.019 0.676
7 3.620 3.000 0.620
6 3.408 2.969 0.439
5 3.368 2.943 0.426
4 3.263 2.865 0.399
3 2.841 2.543 0.299
2 2.647 2.230 0.417
ATTACHMENT 3
List of the “n” largest Peaks: Existing
and Proposed Conditions
ATTACHMENT 3
List of the “n” Largest Peaks: Existing & Proposed Conditions
Basic Probabilistic Equation:
R = 1/P R: Return period (years).
P: Probability of a flow to be equaled or exceeded any given year (dimensionless).
Cunnane Equation: Weibull Equation:
P =i−0.4n+0.2 P =in+1
i: Position of the peak whose probability is desired (sorted from large to small)
n: number of years analyzed.
Explanation of Variables for the Tables in this Attachment
Peak: Refers to the peak flow at the date given, taken from the continuous simulation
hourly results of the n year analyzed.
Posit: If all peaks are sorted from large to small, the position of the peak in a sorting
analysis is included under the variable Posit.
Date: Date of the occurrence of the peak at the outlet from the continuous simulation
Note: all peaks are not annual maxima; instead they are defined as event maxima, with
a threshold to separate peaks of at least 12 hours. In other words, any peak P in a time
series is defined as a value where dP/dt = 0, and the peak is the largest value in 25
hours (12 hours before the hour of occurrence and 12 hours after the occurrence, so it is
in essence a daily peak).
List of Peak events and Determination of Q2 and Q10 (Pre-Development)
La Costa Town Square (POC-1)
T
(Year)
Cunnane
(cfs)
Weibull
(cfs)
10 4.21 4.32 Date Posit Weibull Cunnane
9 3.86 4.02 1.993 2/6/1969 57 1.02 1.01
8 3.69 3.72 2.001 2/22/1998 56 1.04 1.03
7 3.62 3.64 2.006 2/8/1993 55 1.05 1.05
6 3.41 3.46 2.019 4/27/1960 54 1.07 1.07
5 3.37 3.37 2.026 1/16/1972 53 1.09 1.09
4 3.26 3.27 2.058 2/22/2008 52 1.12 1.11
3 2.84 2.85 2.064 4/28/2005 51 1.14 1.13
2 2.65 2.65 2.073 3/19/1981 50 1.16 1.15
2.134 12/22/1982 49 1.18 1.18
2.138 3/1/1991 48 1.21 1.20
Note:2.172 3/15/1986 47 1.23 1.23
Cunnane is the preferred 2.182 2/12/1992 46 1.26 1.25
method by the HMP permit.2.2 2/14/1998 45 1.29 1.28
2.201 1/29/1980 44 1.32 1.31
2.234 2/15/1986 43 1.35 1.34
2.254 2/27/1991 42 1.38 1.38
2.255 1/6/2008 41 1.41 1.41
2.284 1/16/1978 40 1.45 1.44
2.34 3/11/1995 39 1.49 1.48
2.439 1/18/1993 38 1.53 1.52
2.458 2/4/1994 37 1.57 1.56
2.498 2/17/1998 36 1.61 1.61
2.503 12/2/1961 35 1.66 1.65
2.514 3/17/1963 34 1.71 1.70
2.566 11/11/1985 33 1.76 1.75
2.575 11/15/1952 32 1.81 1.81
2.581 10/20/2004 31 1.87 1.87
2.604 2/18/1993 30 1.93 1.93
2.647 2/23/1998 29 2.00 2.00
2.694 2/16/1980 28 2.07 2.07
2.698 1/29/1983 27 2.15 2.15
2.72 12/19/1970 26 2.23 2.23
2.744 11/22/1965 25 2.32 2.33
2.761 1/27/2008 24 2.42 2.42
2.772 2/3/1998 23 2.52 2.53
2.789 12/30/1991 22 2.64 2.65
2.79 2/10/1978 21 2.76 2.78
2.804 2/27/1983 20 2.90 2.92
2.876 3/2/1980 19 3.05 3.08
3.19 3/1/1978 18 3.22 3.25
3.193 4/1/1958 17 3.41 3.45
3.219 1/16/1952 16 3.63 3.67
3.259 3/17/1982 15 3.87 3.92
3.274 2/20/1980 14 4.14 4.21
3.317 2/18/2005 13 4.46 4.54
3.368 10/27/2004 12 4.83 4.93
3.371 10/29/2000 11 5.27 5.40
3.396 1/14/1993 10 5.80 5.96
3.594 2/25/1969 9 6.44 6.65
3.659 2/4/1958 8 7.25 7.53
3.745 2/25/2003 7 8.29 8.67
4.284 9/23/1986 6 9.67 10.21
4.484 1/4/1995 5 11.60 12.43
4.654 1/15/1979 4 14.50 15.89
4.946 10/1/1983 3 19.33 22.00
5.184 1/4/1978 2 29.00 35.75
5.528 4/14/2003 1 58.00 95.33
Peaks
(cfs)
Period of Return
(Years)
List of Peak events and Determination of Q2 and Q10 (Post-Development)
La Costa Town Square (POC-1)
T
(Year)
Cunnane
(cfs)
Weibull
(cfs)
10 3.30 3.37 Date Posit Weibull Cunnane
9 3.09 3.19 1.732 2/19/1993 57 1.02 1.01
8 3.02 3.02 1.74 12/2/1961 56 1.04 1.03
7 3.00 3.01 1.753 2/4/1994 55 1.05 1.05
6 2.97 2.97 1.76 2/17/1998 54 1.07 1.07
5 2.94 2.95 1.779 3/15/1952 53 1.09 1.09
4 2.86 2.87 1.781 1/12/1960 52 1.12 1.11
3 2.54 2.54 1.828 2/23/1998 51 1.14 1.13
2 2.23 2.23 1.839 11/8/2002 50 1.16 1.15
1.841 2/15/1986 49 1.18 1.18
1.938 3/17/1963 48 1.21 1.20
Note:1.98 11/22/1965 47 1.23 1.23
Cunnane is the preferred 1.988 11/18/1986 46 1.26 1.25
method by the HMP permit.2.018 2/27/1983 45 1.29 1.28
2.02 1/29/1983 44 1.32 1.31
2.024 12/30/1991 43 1.35 1.34
2.066 4/28/2005 42 1.38 1.38
2.068 2/14/1998 41 1.41 1.41
2.071 12/24/1983 40 1.45 1.44
2.08 2/8/1993 39 1.49 1.48
2.082 1/6/1979 38 1.53 1.52
2.086 1/6/2008 37 1.57 1.56
2.091 2/18/1993 36 1.61 1.61
2.096 11/15/1952 35 1.66 1.65
2.097 2/3/1998 34 1.71 1.70
2.139 1/29/1980 33 1.76 1.75
2.149 2/12/1992 32 1.81 1.81
2.159 1/30/2007 31 1.87 1.87
2.212 12/19/1970 30 1.93 1.93
2.23 1/18/1993 29 2.00 2.00
2.263 2/22/2008 28 2.07 2.07
2.319 2/10/1978 27 2.15 2.15
2.348 10/20/2004 26 2.23 2.23
2.401 1/16/1952 25 2.32 2.33
2.44 2/16/1980 24 2.42 2.42
2.488 1/27/2008 23 2.52 2.53
2.534 9/23/1986 22 2.64 2.65
2.54 2/27/1991 21 2.76 2.78
2.542 10/29/2000 20 2.90 2.92
2.543 11/11/1985 19 3.05 3.08
2.545 8/17/1977 18 3.22 3.25
2.554 1/16/1978 17 3.41 3.45
2.783 2/4/1958 16 3.63 3.67
2.862 4/1/1958 15 3.87 3.92
2.871 3/17/1982 14 4.14 4.21
2.907 3/2/1980 13 4.46 4.54
2.94 3/1/1978 12 4.83 4.93
2.959 1/14/1993 11 5.27 5.40
2.968 2/20/1980 10 5.80 5.96
2.988 2/18/2005 9 6.44 6.65
3.018 4/14/2003 8 7.25 7.53
3.02 10/27/2004 7 8.29 8.67
3.349 10/1/1983 6 9.67 10.21
3.461 2/25/1969 5 11.60 12.43
3.666 2/25/2003 4 14.50 15.89
3.997 1/4/1978 3 19.33 22.00
4.335 1/4/1995 2 29.00 35.75
17.37 1/15/1979 1 58.00 95.33
Peaks (cfs)
Period of Return
(Years)
ATTACHMENT 4
Elevation vs. Area Curves and Elevation vs. Discharge Curves
to be used in SWMM
ATTACHMENT 4
ELEVATION vs. AREA
The elevation vs. area curves in the model are calculated in Excel and imported into
the model. The summary of elevation vs. area for each BMP has been provided on the
following pages.
The storage provided within the oversized and sloped 36-inch storm drain system was
determined using TankCalc software. TankCalc is an open source software that uses
numerical integration to compute the liquid surface area, the liquid wetted line, and
the liquid surface line within storage tanks.
ELEVATION vs. DISCHARGE
The total elevation vs. discharge curve is imported from an Excel spreadsheet that
calculates the elevation vs. discharge of the outlet system. Elevation vs. discharge
relationships are provided for the surface discharge of the BMPs as this is where a
Modified Puls routing procedure will be taken into account in the continuous simulation
model.
DISCHARGE EQUATIONS
1) Weir: 𝑄𝑄𝑊𝑊= 𝐶𝐶𝑊𝑊·𝐿𝐿·𝐻𝐻3/2 (1)
2) Slot:
As an orifice: 𝑄𝑄𝑠𝑠=𝐵𝐵𝑠𝑠·ℎ𝑠𝑠·𝑐𝑐𝑔𝑔·�2𝑔𝑔�𝐻𝐻 −ℎ𝑠𝑠2 � (2.a)
As a weir: 𝑄𝑄𝑠𝑠=𝐶𝐶𝑊𝑊·𝐵𝐵𝑠𝑠·𝐻𝐻3/2 (2.b)
For H > hs slot works as weir until orifice equation provides a smaller discharge. The elevation
such that equation (2.a) = equation (2.b) is the elevation at which the behavior changes from
weir to orifice.
3) Vertical Orifices
As an orifice: 𝑄𝑄𝑜𝑜= 0.25 ·𝜋𝜋𝐷𝐷2 ·𝑐𝑐𝑔𝑔·�2𝑔𝑔�𝐻𝐻 −𝐷𝐷2� (3.a)
As a weir: Critical depth and geometric family of circular sector must be solved to determine
Q as a function of H: 𝑄𝑄𝑂𝑂2𝑔𝑔=𝐴𝐴𝑐𝑐𝑐𝑐3𝑇𝑇𝑐𝑐𝑐𝑐; 𝐻𝐻= 𝑦𝑦𝑐𝑐𝑐𝑐+𝐴𝐴𝑐𝑐𝑐𝑐2 ·𝑇𝑇𝑐𝑐𝑐𝑐; 𝑇𝑇𝑐𝑐𝑐𝑐= 2�𝑦𝑦𝑐𝑐𝑐𝑐(𝐷𝐷 − 𝑦𝑦𝑐𝑐𝑐𝑐) ; 𝐴𝐴𝑐𝑐𝑐𝑐= 𝐷𝐷28 [𝛼𝛼𝑐𝑐𝑐𝑐−𝑠𝑠𝑠𝑠𝑠𝑠(𝛼𝛼𝑐𝑐𝑐𝑐)] ; 𝑦𝑦𝑐𝑐𝑐𝑐= 𝐷𝐷2 [1 −𝑠𝑠𝑠𝑠𝑠𝑠(0.5 ·𝛼𝛼𝑐𝑐𝑐𝑐)] (3.b.1, 3.b.2, 3.b.3, 3.b.4 and 3.b.5)
There is a value of H (approximately H = 110% D) from which orifices no longer work as weirs as
critical depth is not possible at the entrance of the orifice. This value of H is obtained equaling
the discharge using critical equations and equations (3.b).
A mathematical model is prepared with the previous equations depending on the type of discharge.
The following are the variables used above:
QW, QS, QO = Discharge of weir, slot or orifice (cfs)
CW, cg : Coefficients of discharge of weir (typically 3.1) and orifice (0.61 to 0.62)
L, BS, D, hS : Length of weir, width of slot, diameter of orifice and height of slot, respectively; (ft)
H: Level of water in the pond over the invert of slot, weir or orifice (ft)
Acr, Tcr, ycr, αcr: Critical variables for circular sector: area (ft2), top width (ft), critical depth (ft), and
angle to the center, respectively.
Stage-Area for MWS_1 and Oversized Upstream 36" Storm Drain (Plus Cleanout)
Elevation (ft)Depth (ft)Area (ft2)Volume (ft3)Depth (ft)Area (ft2)Volume (ft3)Depth (ft)Area (ft2)Volume (ft3)Area (ft2)Volume (ft3)
276.86 0.00 38 0 38 0
276.94 0.08 38 3 38 3
277.03 0.17 38 6 38 6
277.11 0.25 38 9 38 9
277.19 0.33 38 13 38 13
277.28 0.42 38 16 0.08 0.00 0.00 38 16
277.36 0.50 38 19 0.17 6.13 0.25 44 19
277.44 0.58 38 22 0.25 17.34 1.29 55 23
277.53 0.67 38 25 0.33 31.63 3.41 70 29
277.61 0.75 38 28 0.42 48.27 6.84 86 35
277.69 0.83 38 32 0.50 66.82 11.75 105 43
277.78 0.92 38 35 0.58 86.96 18.29 125 53
277.86 1.00 38 38 0.67 108.43 26.58 146 64
277.94 1.08 38 41 0.75 131.28 36.73 169 78
278.03 1.17 38 44 0.83 155.17 48.82 193 93
278.11 1.25 38 47 0.92 179.94 62.96 218 110
278.19 1.33 38 51 1.00 205.47 79.19 243 130
278.28 1.42 38 54 1.08 231.63 97.58 270 151
278.36 1.50 38 57 1.17 258.26 118.17 296 175
278.44 1.58 38 60 1.25 285.40 141.02 323 201
278.53 1.67 38 63 1.33 312.99 166.15 351 229
278.61 1.75 38 66 1.42 340.83 193.59 379 260
278.69 1.83 38 69 1.50 368.82 223.35 407 293
278.78 1.92 38 73 1.58 396.88 255.45 435 328
278.86 2.00 38 76 1.67 424.91 289.88 463 366
278.94 2.08 38 79 1.75 452.73 326.66 491 406
279.03 2.17 38 82 1.83 480.59 365.75 518 448
279.11 2.25 38 85 1.92 508.17 407.15 546 492
279.19 2.33 38 88 2.00 535.38 450.82 573 539
279.28 2.42 38 92 2.08 562.13 496.74 600 588
279.36 2.50 38 95 2.17 588.29 544.86 626 640
279.44 2.58 38 98 2.25 613.73 595.12 652 693
279.53 2.67 38 101 2.33 638.40 647.48 676 749
279.61 2.75 38 104 2.42 662.29 701.85 700 806
279.69 2.83 38 107 2.50 685.13 758.17 723 866
279.78 2.92 38 111 2.58 706.75 816.32 745 927
279.86 3.00 38 114 2.67 726.95 876.20 765 990
279.94 3.08 38 117 2.75 745.48 937.69 783 1055
280.03 3.17 38 120 2.83 761.92 1000.63 800 1121
280.11 3.25 38 123 2.92 776.23 1064.85 0.00 16 0 830 1188
280.19 3.33 38 126 3.00 783.01 1129.96 0.08 16 1 837 1258
280.28 3.42 38 130 3.08 778.67 1195.08 0.17 16 3 833 1327
280.36 3.50 38 133 3.17 765.15 1259.32 0.25 16 4 819 1396
280.44 3.58 38 136 3.25 748.99 1322.31 0.33 16 5 803 1463
280.53 3.67 38 139 3.33 730.78 1383.84 0.42 16 7 785 1529
280.61 3.75 38 142 3.42 710.87 1443.77 0.50 16 8 765 1594
280.69 3.83 38 145 3.50 689.50 1501.98 0.58 16 9 743 1657
280.78 3.92 38 148 3.58 666.87 1558.34 0.67 16 11 721 1717
280.86 4.00 38 152 3.67 643.33 1612.78 0.75 16 12 697 1776
Stage-Area for MWS_1 and Oversized Upstream 36" Storm Drain (Plus Cleanout)
Elevation (ft)Depth (ft)Area (ft2)Volume (ft3)Depth (ft)Area (ft2)Volume (ft3)Depth (ft)Area (ft2)Volume (ft3)Area (ft2)Volume (ft3)
280.94 4.08 38 155 3.75 618.82 1665.19 0.83 16 13 673 1833
281.03 4.17 38 158 3.83 593.46 1715.52 0.92 16 15 647 1888
281.11 4.25 38 161 3.92 567.38 1763.70 1.00 16 16 621 1941
281.19 4.33 38 164 4.00 540.72 1809.68 1.08 16 17 595 1991
281.26 4.40 38 167 4.08 513.58 1853.42 1.17 16 19 567 2039
281.28 4.42 38 167 4.17 486.04 1894.89 1.25 16 20 540 2082
281.36 4.50 38 171 4.25 458.46 1934.05 1.33 16 21 512 2126
281.44 4.58 38 174 4.33 430.54 1970.89 1.42 16 23 484 2167
281.53 4.67 38 177 4.42 402.49 2005.39 1.50 16 24 456 2206
281.61 4.75 38 180 4.50 427.21 2051.79 1.58 16 25 481 2257
281.69 4.83 38 183 4.58 409.02 2086.46 1.67 16 27 463 2296
281.78 4.92 38 186 4.67 391.35 2119.64 1.75 16 28 445 2334
281.86 5.00 38 190 4.75 374.38 2151.38 1.83 16 29 428 2370
281.94 5.08 38 193 4.83 358.04 2181.73 1.92 16 31 412 2405
282.03 5.17 38 196 4.92 342.28 2210.74 2.00 16 32 396 2439
282.11 5.25 38 199 5.00 327.25 2238.49 2.08 16 33 381 2471
282.19 5.33 38 202 5.08 312.99 2265.01 2.17 16 35 367 2502
282.28 5.42 38 205 5.17 299.36 2290.38 2.25 16 36 353 2532
282.36 5.50 38 208 5.25 283.79 2314.55 2.33 16 37 338 2560
282.44 5.58 38 212 5.33 267.67 2337.39 2.42 16 39 322 2588
282.53 5.67 38 215 5.42 251.41 2358.87 2.50 16 40 305 2614
282.61 5.75 38 218 5.50 235.49 2379.02 2.58 16 41 289 2638
282.69 5.83 38 221 5.58 220.28 2397.89 2.67 16 43 274 2662
282.78 5.92 38 224 5.67 206.17 2415.52 2.75 16 44 260 2684
282.86 6.00 38 227 5.75 193.60 2432.07 2.83 16 45 248 2705
282.94 6.08 38 231 5.83 183.35 2447.69 2.92 16 47 237 2725
283.03 6.17 38 234 5.85 176.85 2462.61 3.00 16 48 231 2744
283.11 6.25 38 237 5.93 176.53 2477.32 3.08 16 49 230 2764
283.19 6.33 38 240 6.02 176.22 2492.02 3.17 16 51 230 2783
283.28 6.42 38 243 6.10 590.52 2734.30 3.25 16 52 644 3030
283.36 6.50 38 246 6.18 624.64 2785.16 3.33 16 53 679 3085
283.44 6.58 38 250 6.27 657.89 2838.82 3.42 16 55 712 3143
283.53 6.67 38 253 6.35 690.83 2895.25 3.50 16 56 745 3204
283.61 6.75 38 256 6.43 722.64 2954.36 3.58 16 57 777 3268
283.69 6.83 38 259 6.52 753.71 3016.09 3.67 16 59 808 3334
283.78 6.92 38 262 6.60 783.28 3080.35 3.75 16 60 837 3403
283.86 7.00 38 265 6.68 811.47 3147.01 3.83 16 61 865 3474
283.94 7.08 38 268 6.77 837.19 3215.91 3.92 16 63 891 3547
284.03 7.17 38 272 6.85 859.60 3286.80 4.00 16 64 914 3622
284.11 7.25 38 275 6.93 881.08 3359.50 4.08 16 65 935 3700
284.19 7.33 38 278 7.02 901.80 3433.96 4.17 16 67 956 3779
284.28 7.42 38 281 7.10 921.74 3510.11 4.25 16 68 976 3859
284.36 7.50 38 284 7.18 940.46 3587.87 4.33 16 69 994 3941
284.44 7.58 38 287 7.27 958.41 3667.14 4.42 16 71 1012 4025
284.53 7.67 38 291 7.35 974.69 3747.83 4.50 16 72 1029 4110
284.61 7.75 38 294 7.43 986.71 3829.76 4.58 16 73 1041 4197
284.69 7.83 38 297 7.52 988.11 3912.13 4.67 16 75 1042 4284
284.78 7.92 38 300 7.60 982.63 3994.27 4.75 16 76 1037 4370
284.86 8.00 38 303 7.68 970.96 4075.66 4.83 16 77 1025 4456
Stage-Area for MWS_1 and Oversized Upstream 36" Storm Drain (Plus Cleanout)
Elevation (ft)Depth (ft)Area (ft2)Volume (ft3)Depth (ft)Area (ft2)Volume (ft3)Depth (ft)Area (ft2)Volume (ft3)Area (ft2)Volume (ft3)
284.94 8.08 38 306 7.77 952.62 4155.77 4.92 16 79 1007 4541
285.03 8.17 38 310 7.85 924.02 4233.87 5.00 16 80 978 4623
285.11 8.25 38 313 7.93 891.83 4309.35 5.08 16 81 946 4703
285.19 8.33 38 316 8.02 858.99 4382.11 5.17 16 83 913 4781
285.28 8.42 38 319 8.10 827.56 4452.16 5.25 16 84 881 4855
285.36 8.50 38 322 8.18 796.56 4519.64 5.33 16 85 850 4927
285.44 8.58 38 325 8.27 764.56 4584.48 5.42 16 87 818 4996
285.53 8.67 38 329 8.35 731.65 4646.61 5.50 16 88 786 5063
285.61 8.75 38 332 8.43 697.91 4705.96 5.58 16 89 752 5127
285.69 8.83 38 335 8.52 663.65 4762.47 5.67 16 91 718 5188
285.78 8.92 38 338 8.60 628.70 4816.10 5.75 16 92 683 5246
285.86 9.00 38 341 8.65 593.58 4866.80 5.83 16 93 647 5301
285.94 9.08 38 344 8.73 557.92 4914.55 5.92 16 95 612 5354
286.03 9.17 38 347 8.81 522.39 4959.33 6.00 16 96 576 5403
286.11 9.25 38 351 8.90 486.48 5001.13 6.08 16 97 540 5449
286.19 9.33 38 354 8.98 450.98 5039.96 6.17 16 99 505 5492
286.28 9.42 38 357 9.06 415.32 5075.83 6.25 16 100 469 5533
286.36 9.50 38 360 9.15 380.24 5108.75 6.33 16 101 434 5570
286.44 9.58 38 363 9.23 345.39 5138.76 6.42 16 103 399 5605
286.53 9.67 38 366 9.31 311.08 5165.88 6.50 16 104 365 5636
286.61 9.75 38 370 9.40 277.45 5190.18 6.58 16 105 331 5665
286.69 9.83 38 373 9.48 244.49 5211.70 6.67 16 107 298 5691
286.78 9.92 38 376 9.56 212.59 5230.53 6.75 16 108 266 5714
286.86 10.00 38 379 9.65 181.56 5246.75 6.83 16 109 235 5735
286.94 10.08 38 382 9.73 152.00 5260.44 6.92 16 111 206 5753
287.03 10.17 38 385 9.81 123.60 5271.73 7.00 16 112 178 5769
287.11 10.25 38 389 9.90 97.16 5280.75 7.08 16 113 151 5783
287.19 10.33 38 392 9.98 72.32 5287.64 7.17 16 115 126 5794
287.28 10.42 38 395 10.06 50.10 5292.58 7.25 16 116 104 5803
287.36 10.50 38 398 10.15 30.33 5295.79 7.33 16 117 84 5811
287.44 10.58 38 401 10.23 14.17 5297.51 7.42 16 119 68 5817
287.53 10.67 38 404 10.31 2.68 5298.09 7.50 16 120 57 5822
287.61 10.75 38 407 10.40 0.00 5298.12 7.58 16 121 54 5827
287.69 10.83 38 411 7.67 16 123 54 5831
287.78 10.92 38 414 7.75 16 124 54 5836
287.86 11.00 38 417 7.83 16 125 54 5840
287.94 11.08 38 420 7.92 16 127 54 5845
288.03 11.17 8.00 16 128 16 5846
288.11 11.25 8.08 16 129 16 5848
288.19 11.33 8.17 16 131 16 5849
288.28 11.42 8.25 16 132 16 5850
288.36 11.50 8.33 16 133 16 5852
288.44 11.58 8.42 16 135 16 5853
288.53 11.67 8.50 16 136 16 5854
288.61 11.75 8.58 16 137 16 5856
288.69 11.83 8.67 16 139 16 5857
290.00 13.14 8.75 1741 192 1741 5910
291.00 14.14 8.83 8252 575 8252 6293
Stage-Area for MWS_2 Forebay
Elevation (ft)Depth (ft)Area (ft2)Volume (ft3)
273.60 0.00 8 0
273.68 0.08 8 1
273.77 0.17 8 1
273.85 0.25 8 2
273.93 0.33 8 3
274.02 0.42 8 3
274.10 0.50 8 4
274.18 0.58 8 4
274.27 0.67 8 5
274.35 0.75 8 6
274.43 0.83 8 6
274.52 0.92 8 7
274.60 1.00 8 8
274.68 1.08 8 8
274.77 1.17 8 9
274.85 1.25 8 9
274.93 1.33 8 10
275.02 1.42 8 11
275.10 1.50 8 11
275.18 1.58 8 12
275.27 1.67 8 13
275.35 1.75 8 13
275.43 1.83 8 14
275.52 1.92 8 14
275.60 2.00 8 15
275.68 2.08 8 16
275.77 2.17 8 16
275.85 2.25 8 17
275.93 2.33 8 18
276.02 2.42 8 18
276.10 2.50 8 19
276.18 2.58 8 20
276.27 2.67 8 20
276.35 2.75 8 21
276.43 2.83 8 21
276.52 2.92 8 22
276.60 3.00 8 23
276.68 3.08 8 23
276.77 3.17 8 24
276.85 3.25 8 25
276.93 3.33 8 25
277.02 3.42 8 26
277.10 3.50 8 26
277.18 3.58 8 27
277.27 3.67 8 28
277.35 3.75 8 28
277.43 3.83 8 29
277.52 3.92 8 30
277.60 4.00 1000 60
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
276.86 0.000 N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000276.90 0.042 N/A N/A 0.003 0.003 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.003276.94 0.083 N/A N/A 0.013 0.013 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.013276.99 0.125 N/A N/A 0.029 0.029 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.029277.03 0.167 N/A N/A 0.050 0.050 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.050277.07 0.208 N/A N/A 0.075 0.075 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.075
277.11 0.250 N/A N/A 0.104 0.104 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.104277.15 0.292 N/A N/A 0.136 0.136 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.136
277.19 0.333 N/A N/A 0.170 0.170 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.170277.24 0.375 0.597 0.198 N/A 0.198 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.198
277.28 0.417 0.597 0.217 N/A 0.217 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.217277.32 0.458 0.597 0.235 N/A 0.235 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.235
277.36 0.500 0.597 0.251 N/A 0.251 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.251277.40 0.542 0.597 0.266 N/A 0.266 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.266
277.44 0.583 0.597 0.281 N/A 0.281 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.281277.49 0.625 0.597 0.295 N/A 0.295 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.295
277.53 0.667 0.597 0.308 N/A 0.308 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.308277.57 0.708 0.597 0.321 N/A 0.321 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.321
277.61 0.750 0.597 0.333 N/A 0.333 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.333277.65 0.792 0.597 0.345 N/A 0.345 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.345
277.69 0.833 0.597 0.356 N/A 0.356 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.356277.74 0.875 0.598 0.368 N/A 0.368 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.368277.78 0.917 0.598 0.378 N/A 0.378 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.378277.82 0.958 0.598 0.389 N/A 0.389 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.389277.86 1.000 0.598 0.399 N/A 0.399 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.399277.90 1.042 0.598 0.409 N/A 0.409 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.409277.94 1.083 0.599 0.419 N/A 0.419 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.419277.99 1.125 0.599 0.428 N/A 0.428 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.428278.03 1.167 0.599 0.438 N/A 0.438 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.438
278.07 1.208 0.599 0.447 N/A 0.447 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.447278.11 1.250 0.599 0.455 N/A 0.455 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.455
278.15 1.292 0.599 0.464 N/A 0.464 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.464278.19 1.333 0.599 0.473 N/A 0.473 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.473
278.24 1.375 0.599 0.481 N/A 0.481 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.481278.28 1.417 0.599 0.489 N/A 0.489 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.489
278.32 1.458 0.599 0.497 N/A 0.497 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.497278.36 1.500 0.599 0.506 N/A 0.506 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.506
278.40 1.542 0.599 0.514 N/A 0.514 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.514278.44 1.583 0.599 0.522 N/A 0.522 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.522
278.49 1.625 0.599 0.529 N/A 0.529 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.529278.53 1.667 0.599 0.537 N/A 0.537 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.537
278.57 1.708 0.599 0.544 N/A 0.544 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.544
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
278.61 1.750 0.599 0.551 N/A 0.551 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.551278.65 1.792 0.599 0.559 N/A 0.559 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.559278.69 1.833 0.599 0.566 N/A 0.566 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.566278.74 1.875 0.599 0.573 N/A 0.573 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.573278.78 1.917 0.599 0.580 N/A 0.580 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.580278.82 1.958 0.599 0.587 N/A 0.587 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.587
278.86 2.000 0.599 0.593 N/A 0.593 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.593278.90 2.042 0.599 0.600 N/A 0.600 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.600
278.94 2.083 0.599 0.607 N/A 0.607 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.607278.99 2.125 0.599 0.613 N/A 0.613 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.613
279.03 2.167 0.599 0.620 N/A 0.620 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.620279.07 2.208 0.599 0.626 N/A 0.626 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.626
279.11 2.250 0.599 0.632 N/A 0.632 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.632279.15 2.292 0.599 0.639 N/A 0.639 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.639
279.19 2.333 0.599 0.645 N/A 0.645 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.645279.24 2.375 0.599 0.651 N/A 0.651 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.651
279.28 2.417 0.599 0.657 N/A 0.657 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.657279.32 2.458 0.599 0.663 N/A 0.663 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.663
279.36 2.500 0.599 0.669 N/A 0.669 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.669279.40 2.542 0.599 0.675 N/A 0.675 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.675
279.44 2.583 0.599 0.681 N/A 0.681 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.681279.49 2.625 0.599 0.687 N/A 0.687 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.687279.53 2.667 0.599 0.693 N/A 0.693 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.693279.57 2.708 0.599 0.699 N/A 0.699 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.699279.61 2.750 0.599 0.704 N/A 0.704 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.704279.65 2.792 0.599 0.710 N/A 0.710 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.710279.69 2.833 0.599 0.716 N/A 0.716 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.716279.74 2.875 0.599 0.721 N/A 0.721 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.721279.78 2.917 0.599 0.727 N/A 0.727 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.727
279.82 2.958 0.599 0.732 N/A 0.732 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.732279.86 3.000 0.599 0.738 N/A 0.738 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.738
279.90 3.042 0.599 0.743 N/A 0.743 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.743279.94 3.083 0.599 0.749 N/A 0.749 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.749
279.99 3.125 0.599 0.754 N/A 0.754 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.754280.03 3.167 0.599 0.759 N/A 0.759 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.759
280.07 3.208 0.599 0.764 N/A 0.764 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.764280.11 3.250 0.599 0.770 N/A 0.770 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.770
280.15 3.292 0.599 0.775 N/A 0.775 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.775280.19 3.333 0.599 0.780 N/A 0.780 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.780
280.24 3.375 0.599 0.785 N/A 0.785 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.785280.28 3.417 0.599 0.790 N/A 0.790 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.790
280.32 3.458 0.599 0.795 N/A 0.795 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.795
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
280.36 3.500 0.599 0.800 N/A 0.800 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.800280.40 3.542 0.599 0.805 N/A 0.805 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.805280.44 3.583 0.599 0.810 N/A 0.810 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.810280.49 3.625 0.599 0.815 N/A 0.815 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.815280.53 3.667 0.599 0.820 N/A 0.820 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.820280.57 3.708 0.599 0.825 N/A 0.825 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.825
280.61 3.750 0.599 0.830 N/A 0.830 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.830280.65 3.792 0.599 0.834 N/A 0.834 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.834
280.69 3.833 0.599 0.839 N/A 0.839 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.839280.74 3.875 0.599 0.844 N/A 0.844 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.844
280.78 3.917 0.599 0.848 N/A 0.848 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.848280.82 3.958 0.599 0.853 N/A 0.853 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.853
280.86 4.000 0.599 0.858 N/A 0.858 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.858280.90 4.042 0.599 0.862 N/A 0.862 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.862
280.94 4.083 0.598 0.867 N/A 0.867 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.867280.99 4.125 0.598 0.871 N/A 0.871 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.871
281.03 4.167 0.598 0.876 N/A 0.876 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.876281.07 4.208 0.598 0.880 N/A 0.880 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.880
281.11 4.250 0.598 0.885 N/A 0.885 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.885281.15 4.292 0.598 0.889 N/A 0.889 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.889
281.19 4.333 0.598 0.894 N/A 0.894 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.894281.24 4.375 0.598 0.898 N/A 0.898 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.898281.26 4.400 0.598 0.901 N/A 0.901 N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.901281.28 4.417 0.598 0.903 N/A 0.903 N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.903281.32 4.458 0.598 0.907 N/A 0.907 N/A N/A 0.004 0.004 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.911281.36 4.500 0.598 0.911 N/A 0.911 N/A N/A 0.010 0.010 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.921281.40 4.542 0.598 0.916 N/A 0.916 0.612 0.017 N/A 0.017 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.933281.44 4.583 0.598 0.920 N/A 0.920 0.612 0.021 N/A 0.021 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.941281.49 4.625 0.598 0.924 N/A 0.924 0.612 0.024 N/A 0.024 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.949
281.53 4.667 0.598 0.929 N/A 0.929 0.612 0.027 N/A 0.027 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.956281.57 4.708 0.598 0.933 N/A 0.933 0.612 0.030 N/A 0.030 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.963
281.61 4.750 0.598 0.937 N/A 0.937 0.612 0.032 N/A 0.032 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.970281.65 4.792 0.598 0.941 N/A 0.941 0.612 0.035 N/A 0.035 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.976
281.69 4.833 0.598 0.946 N/A 0.946 0.612 0.037 N/A 0.037 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.982281.74 4.875 0.598 0.950 N/A 0.950 0.611 0.039 N/A 0.039 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.988
281.78 4.917 0.598 0.954 N/A 0.954 0.611 0.041 N/A 0.041 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.995281.82 4.958 0.598 0.958 N/A 0.958 0.611 0.042 N/A 0.042 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.001
281.86 5.000 0.598 0.962 N/A 0.962 0.609 0.044 N/A 0.044 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.006281.90 5.042 0.598 0.966 N/A 0.966 0.609 0.046 N/A 0.046 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.012
281.94 5.083 0.598 0.971 N/A 0.971 0.608 0.047 N/A 0.047 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.018281.99 5.125 0.598 0.975 N/A 0.975 0.608 0.049 N/A 0.049 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.023
282.03 5.167 0.598 0.979 N/A 0.979 0.607 0.050 N/A 0.050 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.029
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
282.07 5.208 0.598 0.983 N/A 0.983 0.607 0.052 N/A 0.052 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.034282.11 5.250 0.598 0.987 N/A 0.987 0.607 0.053 N/A 0.053 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.040282.15 5.292 0.598 0.991 N/A 0.991 0.606 0.054 N/A 0.054 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.045282.19 5.333 0.598 0.995 N/A 0.995 0.606 0.056 N/A 0.056 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.051282.24 5.375 0.598 0.999 N/A 0.999 0.605 0.057 N/A 0.057 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.056282.28 5.417 0.598 1.003 N/A 1.003 0.605 0.058 N/A 0.058 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.061
282.32 5.458 0.598 1.007 N/A 1.007 0.605 0.059 N/A 0.059 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.066282.36 5.500 0.598 1.011 N/A 1.011 0.605 0.061 N/A 0.061 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.071
282.40 5.542 0.598 1.015 N/A 1.015 0.605 0.062 N/A 0.062 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.077282.44 5.583 0.598 1.019 N/A 1.019 0.604 0.063 N/A 0.063 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.082
282.49 5.625 0.598 1.023 N/A 1.023 0.604 0.064 N/A 0.064 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.087282.53 5.667 0.598 1.026 N/A 1.026 0.604 0.065 N/A 0.065 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.092
282.57 5.708 0.598 1.030 N/A 1.030 0.604 0.066 N/A 0.066 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.097282.61 5.750 0.598 1.034 N/A 1.034 0.604 0.067 N/A 0.067 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.102
282.65 5.792 0.598 1.038 N/A 1.038 0.603 0.068 N/A 0.068 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.107282.69 5.833 0.598 1.042 N/A 1.042 0.603 0.070 N/A 0.070 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.111
282.74 5.875 0.598 1.046 N/A 1.046 0.603 0.071 N/A 0.071 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.116282.78 5.917 0.598 1.050 N/A 1.050 0.603 0.072 N/A 0.072 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.121
282.82 5.958 0.598 1.053 N/A 1.053 0.603 0.073 N/A 0.073 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.126282.86 6.000 0.598 1.057 N/A 1.057 0.602 0.074 N/A 0.074 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.131
282.90 6.042 0.598 1.061 N/A 1.061 0.602 0.075 N/A 0.075 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.135282.94 6.083 0.598 1.065 N/A 1.065 0.602 0.075 N/A 0.075 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.140282.99 6.125 0.598 1.068 N/A 1.068 0.602 0.076 N/A 0.076 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.145283.03 6.167 0.598 1.072 N/A 1.072 0.602 0.077 N/A 0.077 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.150283.07 6.208 0.598 1.076 N/A 1.076 0.602 0.078 N/A 0.078 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.154283.11 6.250 0.598 1.080 N/A 1.080 0.602 0.079 N/A 0.079 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.159283.15 6.292 0.598 1.083 N/A 1.083 0.602 0.080 N/A 0.080 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.163283.19 6.333 0.598 1.087 N/A 1.087 0.602 0.081 N/A 0.081 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.168283.24 6.375 0.598 1.091 N/A 1.091 0.601 0.082 N/A 0.082 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.173
283.28 6.417 0.598 1.094 N/A 1.094 0.601 0.083 N/A 0.083 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.177283.32 6.458 0.598 1.098 N/A 1.098 0.601 0.084 N/A 0.084 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.182
283.36 6.500 0.598 1.102 N/A 1.102 0.601 0.084 N/A 0.084 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.186283.40 6.542 0.598 1.105 N/A 1.105 0.601 0.085 N/A 0.085 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.190
283.44 6.583 0.598 1.109 N/A 1.109 0.601 0.086 N/A 0.086 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.195283.49 6.625 0.598 1.112 N/A 1.112 0.601 0.087 N/A 0.087 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.199
283.53 6.667 0.598 1.116 N/A 1.116 0.601 0.088 N/A 0.088 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.204283.57 6.708 0.598 1.120 N/A 1.120 0.601 0.089 N/A 0.089 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.208
283.61 6.750 0.598 1.123 N/A 1.123 0.601 0.089 N/A 0.089 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.213283.65 6.792 0.598 1.127 N/A 1.127 0.601 0.090 N/A 0.090 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.217
283.69 6.833 0.598 1.130 N/A 1.130 0.601 0.091 N/A 0.091 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.221283.74 6.875 0.598 1.134 N/A 1.134 0.601 0.092 N/A 0.092 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.226
283.78 6.917 0.598 1.137 N/A 1.137 0.601 0.093 N/A 0.093 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.230
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
283.82 6.958 0.598 1.141 N/A 1.141 0.601 0.093 N/A 0.093 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.234283.86 7.000 0.598 1.144 N/A 1.144 0.601 0.094 N/A 0.094 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.238283.90 7.042 0.598 1.148 N/A 1.148 0.601 0.095 N/A 0.095 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.243283.94 7.083 0.598 1.151 N/A 1.151 0.601 0.096 N/A 0.096 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.247283.99 7.125 0.598 1.155 N/A 1.155 0.601 0.097 N/A 0.097 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.251284.03 7.167 0.598 1.158 N/A 1.158 0.601 0.097 N/A 0.097 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.255
284.07 7.208 0.598 1.162 N/A 1.162 0.601 0.098 N/A 0.098 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.260284.11 7.250 0.598 1.165 N/A 1.165 0.601 0.099 N/A 0.099 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.264
284.15 7.292 0.598 1.168 N/A 1.168 0.601 0.100 N/A 0.100 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.268284.19 7.333 0.598 1.172 N/A 1.172 0.601 0.100 N/A 0.100 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.272
284.24 7.375 0.598 1.175 N/A 1.175 0.601 0.101 N/A 0.101 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.276284.28 7.417 0.598 1.178 N/A 1.178 0.601 0.102 N/A 0.102 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.280
284.32 7.458 0.598 1.182 N/A 1.182 0.601 0.102 N/A 0.102 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.284284.36 7.500 0.598 1.185 N/A 1.185 0.601 0.103 N/A 0.103 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.288
284.40 7.542 0.598 1.188 N/A 1.188 0.601 0.104 N/A 0.104 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.292284.44 7.583 0.598 1.192 N/A 1.192 0.601 0.105 N/A 0.105 N/A N/A 3.270 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.296
284.49 7.625 0.598 1.195 N/A 1.195 0.601 0.105 N/A 0.105 N/A N/A 3.270 0.028 0.028 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.328284.53 7.667 0.598 1.198 N/A 1.198 0.601 0.106 N/A 0.106 N/A N/A 3.270 0.079 0.079 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.383
284.57 7.708 0.598 1.201 N/A 1.201 0.601 0.107 N/A 0.107 0.626 0.121 N/A N/A 0.121 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.429284.61 7.750 0.598 1.205 N/A 1.205 0.601 0.107 N/A 0.107 0.626 0.148 N/A N/A 0.148 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.460
284.65 7.792 0.598 1.208 N/A 1.208 0.601 0.108 N/A 0.108 0.626 0.171 N/A N/A 0.171 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.487284.69 7.833 0.598 1.211 N/A 1.211 0.601 0.109 N/A 0.109 0.626 0.191 N/A N/A 0.191 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.511284.74 7.875 0.598 1.214 N/A 1.214 0.601 0.109 N/A 0.109 0.626 0.209 N/A N/A 0.209 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.533284.78 7.917 0.598 1.218 N/A 1.218 0.601 0.110 N/A 0.110 0.626 0.226 N/A N/A 0.226 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.554284.82 7.958 0.598 1.221 N/A 1.221 0.601 0.111 N/A 0.111 0.626 0.242 N/A N/A 0.242 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.573284.86 8.000 0.597 1.224 N/A 1.224 0.601 0.111 N/A 0.111 0.626 0.256 N/A N/A 0.256 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.592284.90 8.042 0.597 1.227 N/A 1.227 0.601 0.112 N/A 0.112 0.625 0.270 N/A N/A 0.270 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.609284.94 8.083 0.597 1.230 N/A 1.230 0.601 0.113 N/A 0.113 0.625 0.283 N/A N/A 0.283 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.626284.99 8.125 0.597 1.234 N/A 1.234 0.601 0.113 N/A 0.113 0.624 0.295 N/A N/A 0.295 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.642
285.03 8.167 0.597 1.237 N/A 1.237 0.600 0.114 N/A 0.114 0.624 0.307 N/A N/A 0.307 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.658285.07 8.208 0.597 1.240 N/A 1.240 0.600 0.114 N/A 0.114 0.624 0.319 N/A N/A 0.319 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.673
285.11 8.250 0.597 1.243 N/A 1.243 0.600 0.115 N/A 0.115 0.623 0.329 N/A N/A 0.329 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.688285.15 8.292 0.597 1.246 N/A 1.246 0.600 0.116 N/A 0.116 0.623 0.340 N/A N/A 0.340 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.702
285.19 8.333 0.597 1.249 N/A 1.249 0.600 0.116 N/A 0.116 0.623 0.351 N/A N/A 0.351 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.716285.24 8.375 0.597 1.253 N/A 1.253 0.600 0.117 N/A 0.117 0.623 0.361 N/A N/A 0.361 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.730
285.28 8.417 0.597 1.256 N/A 1.256 0.600 0.118 N/A 0.118 0.623 0.371 N/A N/A 0.371 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.744285.32 8.458 0.597 1.259 N/A 1.259 0.600 0.118 N/A 0.118 0.622 0.380 N/A N/A 0.380 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.757
285.36 8.500 0.597 1.262 N/A 1.262 0.600 0.119 N/A 0.119 0.622 0.389 N/A N/A 0.389 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.770285.40 8.542 0.597 1.265 N/A 1.265 0.600 0.119 N/A 0.119 0.622 0.398 N/A N/A 0.398 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.783
285.44 8.583 0.597 1.268 N/A 1.268 0.600 0.120 N/A 0.120 0.622 0.407 N/A N/A 0.407 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.795285.49 8.625 0.597 1.271 N/A 1.271 0.600 0.121 N/A 0.121 0.622 0.416 N/A N/A 0.416 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.808
285.53 8.667 0.597 1.274 N/A 1.274 0.600 0.121 N/A 0.121 0.622 0.425 N/A N/A 0.425 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.820
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
285.57 8.708 0.597 1.278 N/A 1.278 0.600 0.122 N/A 0.122 0.622 0.433 N/A N/A 0.433 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.832285.61 8.750 0.597 1.281 N/A 1.281 0.600 0.122 N/A 0.122 0.622 0.441 N/A N/A 0.441 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.844285.65 8.792 0.597 1.284 N/A 1.284 0.600 0.123 N/A 0.123 0.622 0.449 N/A N/A 0.449 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.856285.69 8.833 0.597 1.287 N/A 1.287 0.600 0.123 N/A 0.123 0.621 0.457 N/A N/A 0.457 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.867285.74 8.875 0.597 1.290 N/A 1.290 0.600 0.124 N/A 0.124 0.621 0.464 N/A N/A 0.464 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.878285.78 8.917 0.597 1.293 N/A 1.293 0.600 0.125 N/A 0.125 0.621 0.472 N/A N/A 0.472 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.890
285.82 8.958 0.597 1.296 N/A 1.296 0.600 0.125 N/A 0.125 0.621 0.479 N/A N/A 0.479 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.901285.86 9.000 0.597 1.299 N/A 1.299 0.599 0.126 N/A 0.126 0.621 0.487 N/A N/A 0.487 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.912
285.90 9.042 0.597 1.302 N/A 1.302 0.599 0.126 N/A 0.126 0.620 0.494 N/A N/A 0.494 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.922285.94 9.083 0.597 1.305 N/A 1.305 0.599 0.127 N/A 0.127 0.620 0.501 N/A N/A 0.501 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.933
285.99 9.125 0.597 1.308 N/A 1.308 0.599 0.127 N/A 0.127 0.620 0.508 N/A N/A 0.508 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.944286.03 9.167 0.597 1.311 N/A 1.311 0.599 0.128 N/A 0.128 0.620 0.515 N/A N/A 0.515 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.954
286.07 9.208 0.597 1.314 N/A 1.314 0.599 0.129 N/A 0.129 0.620 0.522 N/A N/A 0.522 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.964286.11 9.250 0.597 1.317 N/A 1.317 0.599 0.129 N/A 0.129 0.620 0.528 N/A N/A 0.528 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.974
286.15 9.292 0.597 1.320 N/A 1.320 0.599 0.130 N/A 0.130 0.620 0.535 N/A N/A 0.535 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.985286.19 9.333 0.597 1.323 N/A 1.323 0.599 0.130 N/A 0.130 0.619 0.541 N/A N/A 0.541 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.995
286.24 9.375 0.597 1.326 N/A 1.326 0.599 0.131 N/A 0.131 0.619 0.548 N/A N/A 0.548 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.005286.28 9.417 0.597 1.329 N/A 1.329 0.599 0.131 N/A 0.131 0.619 0.554 N/A N/A 0.554 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.015
286.32 9.458 0.597 1.332 N/A 1.332 0.599 0.132 N/A 0.132 0.619 0.561 N/A N/A 0.561 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.025286.36 9.500 0.597 1.335 N/A 1.335 0.599 0.132 N/A 0.132 0.619 0.567 N/A N/A 0.567 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.035
286.40 9.542 0.597 1.338 N/A 1.338 0.599 0.133 N/A 0.133 0.619 0.573 N/A N/A 0.573 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.044286.44 9.583 0.597 1.341 N/A 1.341 0.599 0.133 N/A 0.133 0.619 0.579 N/A N/A 0.579 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.054286.49 9.625 0.597 1.344 N/A 1.344 0.599 0.134 N/A 0.134 0.619 0.585 N/A N/A 0.585 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.064286.53 9.667 0.597 1.347 N/A 1.347 0.599 0.135 N/A 0.135 0.619 0.591 N/A N/A 0.591 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.073286.57 9.708 0.597 1.350 N/A 1.350 0.599 0.135 N/A 0.135 0.619 0.597 N/A N/A 0.597 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.083286.61 9.750 0.597 1.353 N/A 1.353 0.599 0.136 N/A 0.136 0.619 0.603 N/A N/A 0.603 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.092286.65 9.792 0.597 1.356 N/A 1.356 0.599 0.136 N/A 0.136 0.619 0.609 N/A N/A 0.609 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.101286.69 9.833 0.597 1.359 N/A 1.359 0.599 0.137 N/A 0.137 0.618 0.614 N/A N/A 0.614 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.110286.74 9.875 0.597 1.362 N/A 1.362 0.599 0.137 N/A 0.137 0.618 0.620 N/A N/A 0.620 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.119
286.78 9.917 0.597 1.365 N/A 1.365 0.599 0.138 N/A 0.138 0.618 0.626 N/A N/A 0.626 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.128286.82 9.958 0.597 1.368 N/A 1.368 0.599 0.138 N/A 0.138 0.618 0.631 N/A N/A 0.631 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.137
286.86 10.000 0.597 1.370 N/A 1.370 0.599 0.139 N/A 0.139 0.618 0.637 N/A N/A 0.637 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.146286.90 10.042 0.597 1.373 N/A 1.373 0.599 0.139 N/A 0.139 0.617 0.642 N/A N/A 0.642 N/A N/A N/A N/A N/A 3.270 0.111 N/A N/A N/A 2.266
286.94 10.083 0.597 1.376 N/A 1.376 0.599 0.140 N/A 0.140 0.617 0.647 N/A N/A 0.647 N/A N/A N/A N/A N/A 3.270 0.315 N/A N/A N/A 2.478286.99 10.125 0.597 1.379 N/A 1.379 0.599 0.140 N/A 0.140 0.617 0.653 N/A N/A 0.653 N/A N/A N/A N/A N/A 3.270 0.578 N/A N/A N/A 2.750
287.03 10.167 0.597 1.382 N/A 1.382 0.599 0.141 N/A 0.141 0.617 0.658 N/A N/A 0.658 N/A N/A N/A N/A N/A 3.270 0.890 N/A N/A N/A 3.071287.07 10.208 0.597 1.385 N/A 1.385 0.599 0.141 N/A 0.141 0.617 0.663 N/A N/A 0.663 N/A N/A N/A N/A N/A 3.270 1.244 N/A N/A N/A 3.433
287.11 10.250 0.597 1.388 N/A 1.388 0.599 0.142 N/A 0.142 0.617 0.668 N/A N/A 0.668 N/A N/A N/A N/A N/A 3.270 1.635 N/A N/A N/A 3.833287.15 10.292 0.597 1.391 N/A 1.391 0.599 0.142 N/A 0.142 0.617 0.674 N/A N/A 0.674 N/A N/A N/A N/A N/A 3.270 2.061 N/A N/A N/A 4.267
287.19 10.333 0.597 1.393 N/A 1.393 0.599 0.143 N/A 0.143 0.617 0.679 N/A N/A 0.679 N/A N/A N/A N/A N/A 3.270 2.518 N/A N/A N/A 4.733287.24 10.375 0.597 1.396 N/A 1.396 0.599 0.143 N/A 0.143 0.617 0.684 N/A N/A 0.684 N/A N/A N/A N/A N/A 3.271 3.004 N/A N/A N/A 5.228
287.28 10.417 0.597 1.399 N/A 1.399 0.599 0.144 N/A 0.144 0.617 0.689 N/A N/A 0.689 N/A N/A N/A N/A N/A 3.271 3.519 N/A N/A N/A 5.751
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
287.32 10.458 0.597 1.402 N/A 1.402 0.599 0.144 N/A 0.144 0.617 0.694 N/A N/A 0.694 N/A N/A N/A N/A N/A 3.271 4.059 N/A N/A N/A 6.300287.36 10.500 0.597 1.405 N/A 1.405 0.599 0.145 N/A 0.145 0.617 0.699 N/A N/A 0.699 N/A N/A N/A N/A N/A 3.271 4.625 N/A N/A N/A 6.874287.40 10.542 0.597 1.408 N/A 1.408 0.599 0.145 N/A 0.145 0.616 0.704 N/A N/A 0.704 N/A N/A N/A N/A N/A 3.271 5.216 N/A N/A N/A 7.473287.44 10.583 0.597 1.411 N/A 1.411 0.599 0.146 N/A 0.146 0.616 0.709 N/A N/A 0.709 N/A N/A N/A N/A N/A 3.271 5.829 N/A N/A N/A 8.094287.49 10.625 0.597 1.413 N/A 1.413 0.599 0.146 N/A 0.146 0.616 0.714 N/A N/A 0.714 N/A N/A N/A N/A N/A 3.271 6.465 N/A N/A N/A 8.738287.53 10.667 0.597 1.416 N/A 1.416 0.599 0.147 N/A 0.147 0.616 0.718 N/A N/A 0.718 N/A N/A N/A N/A N/A 3.271 7.122 N/A N/A N/A 9.403
287.57 10.708 0.597 1.419 N/A 1.419 0.599 0.147 N/A 0.147 0.616 0.723 N/A N/A 0.723 N/A N/A N/A N/A N/A 3.271 7.800 N/A N/A N/A 10.090287.61 10.750 0.597 1.422 N/A 1.422 0.599 0.148 N/A 0.148 0.616 0.728 N/A N/A 0.728 N/A N/A N/A N/A N/A 3.271 8.498 N/A N/A N/A 10.796
287.65 10.792 0.597 1.425 N/A 1.425 0.599 0.148 N/A 0.148 0.616 0.733 N/A N/A 0.733 N/A N/A N/A N/A N/A 3.271 9.217 N/A N/A N/A 11.522287.69 10.833 0.597 1.427 N/A 1.427 0.599 0.149 N/A 0.149 0.616 0.737 N/A N/A 0.737 N/A N/A N/A N/A N/A 3.271 9.954 N/A N/A N/A 12.267
287.74 10.875 0.597 1.430 N/A 1.430 0.599 0.149 N/A 0.149 0.616 0.742 N/A N/A 0.742 N/A N/A N/A N/A N/A 3.271 10.710 N/A N/A N/A 13.031287.78 10.917 0.597 1.433 N/A 1.433 0.599 0.150 N/A 0.150 0.616 0.747 N/A N/A 0.747 N/A N/A N/A N/A N/A 3.271 11.484 N/A N/A N/A 13.814
287.82 10.958 0.597 1.436 N/A 1.436 0.599 0.150 N/A 0.150 0.615 0.751 N/A N/A 0.751 N/A N/A N/A N/A N/A 3.271 12.276 N/A N/A N/A 14.614287.86 11.000 0.597 1.438 N/A 1.438 0.599 0.151 N/A 0.151 0.615 0.756 N/A N/A 0.756 N/A N/A N/A N/A N/A 3.271 13.086 N/A N/A N/A 15.431
287.90 11.042 0.597 1.441 N/A 1.441 0.599 0.151 N/A 0.151 0.615 0.760 N/A N/A 0.760 N/A N/A N/A N/A N/A 3.271 13.912 N/A N/A N/A 16.265287.94 11.083 0.597 1.444 N/A 1.444 0.599 0.152 N/A 0.152 0.615 0.765 N/A N/A 0.765 N/A N/A N/A N/A N/A 3.272 14.755 N/A N/A N/A 17.116
287.99 11.125 0.597 1.447 N/A 1.447 0.599 0.152 N/A 0.152 0.615 0.770 N/A N/A 0.770 N/A N/A N/A N/A N/A 3.272 15.615 N/A N/A N/A 17.984288.03 11.167 0.597 1.449 N/A 1.449 0.599 0.153 N/A 0.153 0.615 0.774 N/A N/A 0.774 N/A N/A N/A N/A N/A 3.272 16.491 N/A N/A N/A 18.867
288.07 11.208 0.597 1.452 N/A 1.452 0.599 0.153 N/A 0.153 0.615 0.779 N/A N/A 0.779 N/A N/A N/A N/A N/A 3.272 17.382 N/A N/A N/A 19.766288.11 11.250 0.597 1.455 N/A 1.455 0.599 0.154 N/A 0.154 0.615 0.783 N/A N/A 0.783 N/A N/A N/A N/A N/A 3.272 18.290 N/A N/A N/A 20.681
288.15 11.292 0.597 1.458 N/A 1.458 0.599 0.154 N/A 0.154 0.615 0.787 N/A N/A 0.787 N/A N/A N/A N/A N/A 3.272 19.212 N/A N/A N/A 21.611288.19 11.333 0.597 1.460 N/A 1.460 0.599 0.155 N/A 0.155 0.615 0.791 N/A N/A 0.791 N/A N/A N/A N/A N/A 3.272 20.149 N/A N/A N/A 22.556288.24 11.375 0.597 1.463 N/A 1.463 0.599 0.155 N/A 0.155 0.615 0.796 N/A N/A 0.796 N/A N/A N/A N/A N/A 3.272 21.102 N/A N/A N/A 23.516288.28 11.417 0.597 1.466 N/A 1.466 0.599 0.156 N/A 0.156 0.615 0.800 N/A N/A 0.800 N/A N/A N/A N/A N/A 3.272 22.068 N/A N/A N/A 24.490288.32 11.458 0.597 1.469 N/A 1.469 0.599 0.156 N/A 0.156 0.614 0.804 N/A N/A 0.804 N/A N/A N/A N/A N/A 3.272 23.050 N/A N/A N/A 25.479288.36 11.500 0.597 1.471 N/A 1.471 0.599 0.156 N/A 0.156 0.614 0.809 N/A N/A 0.809 N/A N/A N/A N/A N/A 3.272 24.045 N/A N/A N/A 26.481288.40 11.542 0.597 1.474 N/A 1.474 0.599 0.157 N/A 0.157 0.614 0.813 N/A N/A 0.813 N/A N/A N/A N/A N/A 3.272 25.054 N/A N/A N/A 27.498288.44 11.583 0.597 1.477 N/A 1.477 0.599 0.157 N/A 0.157 0.614 0.817 N/A N/A 0.817 N/A N/A N/A N/A N/A 3.272 26.077 N/A N/A N/A 28.528288.49 11.625 0.597 1.479 N/A 1.479 0.599 0.158 N/A 0.158 0.614 0.821 N/A N/A 0.821 N/A N/A N/A N/A N/A 3.272 27.114 N/A N/A N/A 29.572
288.53 11.667 0.597 1.482 N/A 1.482 0.599 0.158 N/A 0.158 0.614 0.825 N/A N/A 0.825 N/A N/A N/A N/A N/A 3.272 28.164 N/A N/A N/A 30.630288.57 11.708 0.597 1.485 N/A 1.485 0.599 0.159 N/A 0.159 0.614 0.830 N/A N/A 0.830 N/A N/A N/A N/A N/A 3.272 29.227 N/A N/A N/A 31.700
288.61 11.750 0.597 1.487 N/A 1.487 0.599 0.159 N/A 0.159 0.614 0.834 N/A N/A 0.834 N/A N/A N/A N/A N/A 3.272 30.303 N/A N/A N/A 32.784288.65 11.792 0.597 1.490 N/A 1.490 0.599 0.160 N/A 0.160 0.614 0.838 N/A N/A 0.838 N/A N/A N/A N/A N/A 3.272 31.392 N/A N/A N/A 33.880
288.69 11.833 0.597 1.493 N/A 1.493 0.599 0.160 N/A 0.160 0.614 0.842 N/A N/A 0.842 N/A N/A N/A N/A N/A 3.273 32.494 N/A N/A N/A 34.989288.74 11.875 0.597 1.495 N/A 1.495 0.599 0.161 N/A 0.161 0.614 0.846 N/A N/A 0.846 N/A N/A N/A N/A N/A 3.273 33.609 N/A N/A N/A 36.111
288.78 11.917 0.597 1.498 N/A 1.498 0.599 0.161 N/A 0.161 0.614 0.850 N/A N/A 0.850 N/A N/A N/A N/A N/A 3.273 34.736 N/A N/A N/A 37.245288.82 11.958 0.597 1.501 N/A 1.501 0.599 0.161 N/A 0.161 0.613 0.854 N/A N/A 0.854 N/A N/A N/A N/A N/A 3.273 35.876 N/A N/A N/A 38.392
288.86 12.000 0.597 1.503 N/A 1.503 0.599 0.162 N/A 0.162 0.613 0.858 N/A N/A 0.858 N/A N/A N/A N/A N/A 3.273 37.027 N/A N/A N/A 39.551288.90 12.042 0.597 1.506 N/A 1.506 0.599 0.162 N/A 0.162 0.613 0.862 N/A N/A 0.862 N/A N/A N/A N/A N/A 3.273 38.191 N/A N/A N/A 40.721
288.94 12.083 0.597 1.509 N/A 1.509 0.599 0.163 N/A 0.163 0.613 0.866 N/A N/A 0.866 N/A N/A N/A N/A N/A 3.273 39.367 N/A N/A N/A 41.904288.99 12.125 0.597 1.511 N/A 1.511 0.599 0.163 N/A 0.163 0.613 0.870 N/A N/A 0.870 N/A N/A N/A N/A N/A 3.273 40.555 N/A N/A N/A 43.099
289.03 12.167 0.597 1.514 N/A 1.514 0.599 0.164 N/A 0.164 0.613 0.874 N/A N/A 0.874 N/A N/A N/A N/A N/A 3.273 41.754 N/A N/A N/A 44.305
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
289.07 12.208 0.597 1.517 N/A 1.517 0.599 0.164 N/A 0.164 0.613 0.878 N/A N/A 0.878 N/A N/A N/A N/A N/A 3.273 42.965 N/A N/A N/A 45.523289.11 12.250 0.597 1.519 N/A 1.519 0.599 0.165 N/A 0.165 0.613 0.881 N/A N/A 0.881 N/A N/A N/A N/A N/A 3.273 44.187 N/A N/A N/A 46.752289.15 12.292 0.597 1.522 N/A 1.522 0.599 0.165 N/A 0.165 0.613 0.885 N/A N/A 0.885 N/A N/A N/A N/A N/A 3.273 45.421 N/A N/A N/A 47.993289.19 12.333 0.597 1.524 N/A 1.524 0.599 0.165 N/A 0.165 0.613 0.889 N/A N/A 0.889 N/A N/A N/A N/A N/A 3.273 46.666 N/A N/A N/A 49.245289.24 12.375 0.597 1.527 N/A 1.527 0.599 0.166 N/A 0.166 0.613 0.893 N/A N/A 0.893 N/A N/A N/A N/A N/A 3.273 47.923 N/A N/A N/A 50.509289.28 12.417 0.597 1.530 N/A 1.530 0.599 0.166 N/A 0.166 0.613 0.897 N/A N/A 0.897 N/A N/A N/A N/A N/A 3.273 49.190 N/A N/A N/A 51.783
289.32 12.458 0.597 1.532 N/A 1.532 0.599 0.167 N/A 0.167 0.612 0.900 N/A N/A 0.900 N/A N/A N/A N/A N/A 3.273 50.469 N/A N/A N/A 53.068289.36 12.500 0.597 1.535 N/A 1.535 0.599 0.167 N/A 0.167 0.612 0.904 N/A N/A 0.904 N/A N/A N/A N/A N/A 3.273 51.758 N/A N/A N/A 54.365
289.40 12.542 0.597 1.537 N/A 1.537 0.599 0.168 N/A 0.168 0.612 0.908 N/A N/A 0.908 N/A N/A N/A N/A N/A 3.274 53.059 N/A N/A N/A 55.672289.44 12.583 0.597 1.540 N/A 1.540 0.599 0.168 N/A 0.168 0.612 0.912 N/A N/A 0.912 N/A N/A N/A N/A N/A 3.274 54.370 N/A N/A N/A 56.989
289.49 12.625 0.597 1.543 N/A 1.543 0.599 0.168 N/A 0.168 0.612 0.915 N/A N/A 0.915 N/A N/A N/A N/A N/A 3.274 55.691 N/A N/A N/A 58.318289.53 12.667 0.597 1.545 N/A 1.545 0.599 0.169 N/A 0.169 0.612 0.919 N/A N/A 0.919 N/A N/A N/A N/A N/A 3.274 57.024 N/A N/A N/A 59.657
289.57 12.708 0.597 1.548 N/A 1.548 0.599 0.169 N/A 0.169 0.612 0.923 N/A N/A 0.923 N/A N/A N/A N/A N/A 3.274 58.366 N/A N/A N/A 61.006289.61 12.750 0.597 1.550 N/A 1.550 0.599 0.170 N/A 0.170 0.612 0.926 N/A N/A 0.926 N/A N/A N/A N/A N/A 3.274 59.719 N/A N/A N/A 62.366
289.65 12.792 0.597 1.553 N/A 1.553 0.599 0.170 N/A 0.170 0.612 0.930 N/A N/A 0.930 N/A N/A N/A N/A N/A 3.274 61.083 N/A N/A N/A 63.736289.69 12.833 0.597 1.555 N/A 1.555 0.599 0.171 N/A 0.171 0.612 0.933 N/A N/A 0.933 N/A N/A N/A N/A N/A 3.274 62.457 N/A N/A N/A 65.116
289.74 12.875 0.597 1.558 N/A 1.558 0.599 0.171 N/A 0.171 0.612 0.937 N/A N/A 0.937 N/A N/A N/A N/A N/A 3.274 63.841 N/A N/A N/A 66.507289.78 12.917 0.597 1.561 N/A 1.561 0.599 0.171 N/A 0.171 0.612 0.941 N/A N/A 0.941 N/A N/A N/A N/A N/A 3.274 65.235 N/A N/A N/A 67.907
289.82 12.958 0.597 1.563 N/A 1.563 0.599 0.172 N/A 0.172 0.611 0.944 N/A N/A 0.944 N/A N/A N/A N/A N/A 3.274 66.639 N/A N/A N/A 69.318289.86 13.000 0.597 1.566 N/A 1.566 0.599 0.172 N/A 0.172 0.611 0.948 N/A N/A 0.948 N/A N/A N/A N/A N/A 3.274 68.053 N/A N/A N/A 70.739
289.90 13.042 0.597 1.568 N/A 1.568 0.599 0.173 N/A 0.173 0.611 0.951 N/A N/A 0.951 N/A N/A N/A N/A N/A 3.274 69.477 N/A N/A N/A 72.169289.94 13.083 0.597 1.571 N/A 1.571 0.599 0.173 N/A 0.173 0.611 0.955 N/A N/A 0.955 N/A N/A N/A N/A N/A 3.274 70.910 N/A N/A N/A 73.609289.99 13.125 0.597 1.573 N/A 1.573 0.599 0.174 N/A 0.174 0.611 0.959 N/A N/A 0.959 N/A N/A N/A N/A N/A 3.274 72.354 N/A N/A N/A 75.059290.03 13.167 0.597 1.576 N/A 1.576 0.599 0.174 N/A 0.174 0.611 0.962 N/A N/A 0.962 N/A N/A N/A N/A N/A 3.274 73.807 N/A N/A N/A 76.519290.07 13.208 0.597 1.578 N/A 1.578 0.599 0.174 N/A 0.174 0.611 0.965 N/A N/A 0.965 N/A N/A N/A N/A N/A 3.274 75.270 N/A N/A N/A 77.988290.11 13.250 0.597 1.581 N/A 1.581 0.599 0.175 N/A 0.175 0.611 0.969 N/A N/A 0.969 N/A N/A N/A N/A N/A 3.275 76.742 N/A N/A N/A 79.467290.15 13.292 0.597 1.583 N/A 1.583 0.599 0.175 N/A 0.175 0.611 0.972 N/A N/A 0.972 N/A N/A N/A N/A N/A 3.275 78.224 N/A N/A N/A 80.955290.19 13.333 0.597 1.586 N/A 1.586 0.599 0.176 N/A 0.176 0.611 0.976 N/A N/A 0.976 N/A N/A N/A N/A N/A 3.275 79.715 N/A N/A N/A 82.453290.24 13.375 0.597 1.588 N/A 1.588 0.599 0.176 N/A 0.176 0.611 0.979 N/A N/A 0.979 N/A N/A N/A N/A N/A 3.275 81.216 N/A N/A N/A 83.960
290.28 13.417 0.597 1.591 N/A 1.591 0.599 0.176 N/A 0.176 0.611 0.983 N/A N/A 0.983 N/A N/A N/A N/A N/A 3.275 82.726 N/A N/A N/A 85.476290.32 13.458 0.597 1.593 N/A 1.593 0.599 0.177 N/A 0.177 0.610 0.986 N/A N/A 0.986 N/A N/A N/A N/A N/A 3.275 84.246 N/A N/A N/A 87.002
290.36 13.500 0.597 1.596 N/A 1.596 0.599 0.177 N/A 0.177 0.610 0.989 N/A N/A 0.989 N/A N/A N/A N/A N/A 3.275 85.774 N/A N/A N/A 88.537290.40 13.542 0.597 1.598 N/A 1.598 0.599 0.178 N/A 0.178 0.610 0.993 N/A N/A 0.993 N/A N/A N/A N/A N/A 3.275 87.312 N/A N/A N/A 90.081
290.44 13.583 0.597 1.601 N/A 1.601 0.599 0.178 N/A 0.178 0.610 0.996 N/A N/A 0.996 N/A N/A N/A N/A N/A 3.275 88.859 N/A N/A N/A 91.634290.49 13.625 0.597 1.603 N/A 1.603 0.599 0.178 N/A 0.178 0.610 1.000 N/A N/A 1.000 N/A N/A N/A N/A N/A 3.275 90.415 N/A N/A N/A 93.196
290.53 13.667 0.597 1.606 N/A 1.606 0.599 0.179 N/A 0.179 0.610 1.003 N/A N/A 1.003 N/A N/A N/A N/A N/A 3.275 91.980 N/A N/A N/A 94.767290.57 13.708 0.597 1.608 N/A 1.608 0.599 0.179 N/A 0.179 0.610 1.006 N/A N/A 1.006 N/A N/A N/A N/A N/A 3.275 93.554 N/A N/A N/A 96.348
290.61 13.750 0.597 1.611 N/A 1.611 0.599 0.180 N/A 0.180 0.610 1.009 N/A N/A 1.009 N/A N/A N/A N/A N/A 3.275 95.137 N/A N/A N/A 97.937290.65 13.792 0.597 1.613 N/A 1.613 0.599 0.180 N/A 0.180 0.610 1.013 N/A N/A 1.013 N/A N/A N/A N/A N/A 3.275 96.729 N/A N/A N/A 99.535
290.69 13.833 0.597 1.616 N/A 1.616 0.599 0.180 N/A 0.180 0.610 1.016 N/A N/A 1.016 N/A N/A N/A N/A N/A 3.275 98.329 N/A N/A N/A 101.141290.74 13.875 0.597 1.618 N/A 1.618 0.598 0.181 N/A 0.181 0.610 1.020 N/A N/A 1.020 N/A N/A N/A N/A N/A 3.275 99.938 N/A N/A N/A 102.757
290.78 13.917 0.597 1.621 N/A 1.621 0.598 0.181 N/A 0.181 0.610 1.023 N/A N/A 1.023 N/A N/A N/A N/A N/A 3.275 101.556 N/A N/A N/A 104.381
MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE
Notes:
Diameter:4.09 inches Quantity:1 Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:7.58ft Invert Elevation:10.00 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:1.00ft Length:4.00 ft
Type Vertical Height:1.00in Hw:286.86 ft
0.083ft Type Sharp
Hw:284.44ft
Diameter:1.500 inches Quantity:Invert Elevation:ft Basin Footprint:sfQuantity:1 Invert Elevation:ft Length:ft Infiltration Rate in/hrInvert Elevation:4.400 ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:276.86 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:276.86ft Invert Elevation:276.86 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
LOWER WEIR EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
UPPER SLOTElevation (ft)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
Absolute Invert Elevation of Lowest Discharge Opening
h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER SLOT
0.000
5.000
10.000
15.000
0.000 20.000 40.000 60.000 80.000 100.000 120.000Stage (ft)Discharge (cfs)
Rating Curve
290.82 13.958 0.597 1.623 N/A 1.623 0.598 0.182 N/A 0.182 0.610 1.026 N/A N/A 1.026 N/A N/A N/A N/A N/A 3.276 103.183 N/A N/A N/A 106.014290.86 14.000 0.597 1.626 N/A 1.626 0.598 0.182 N/A 0.182 0.610 1.029 N/A N/A 1.029 N/A N/A N/A N/A N/A 3.276 104.818 N/A N/A N/A 107.655290.90 14.042 0.597 1.628 N/A 1.628 0.598 0.182 N/A 0.182 0.610 1.033 N/A N/A 1.033 N/A N/A N/A N/A N/A 3.276 106.462 N/A N/A N/A 109.305290.94 14.083 0.597 1.630 N/A 1.630 0.598 0.183 N/A 0.183 0.610 1.036 N/A N/A 1.036 N/A N/A N/A N/A N/A 3.276 108.115 N/A N/A N/A 110.964291.00 14.140 0.597 1.634 N/A 1.634 0.598 0.183 N/A 0.183 0.610 1.040 N/A N/A 1.040 N/A N/A N/A N/A N/A 3.276 110.376 N/A N/A N/A 113.233
MWS #2 DISCHARGE RATING CURVE
Notes:
Diameter:1.23 inches Quantity:Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:ft Invert Elevation:3.40 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:ft Length:3.50 ft
Type Vertical Height:in Hw:277.00 ft
0.000ft Type Sharp
Hw:273.60ft
Diameter:inches Quantity:Invert Elevation:3.96 ft Basin Footprint:sfQuantity:Invert Elevation:ft Length:2.00 ft Infiltration Rate in/hrInvert Elevation:ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:277.56 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:273.60ft Invert Elevation:273.60 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
273.60 0.000 N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000273.64 0.042 N/A N/A 0.002 0.002 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.002273.68 0.083 N/A N/A 0.006 0.006 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.006273.73 0.125 0.620 0.011 N/A 0.011 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.011273.77 0.167 0.620 0.014 N/A 0.014 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.014273.81 0.208 0.620 0.016 N/A 0.016 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.016
273.85 0.250 0.620 0.018 N/A 0.018 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.018273.89 0.292 0.620 0.020 N/A 0.020 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.020
273.93 0.333 0.620 0.022 N/A 0.022 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.022273.98 0.375 0.620 0.023 N/A 0.023 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.023
274.02 0.417 0.620 0.025 N/A 0.025 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.025274.06 0.458 0.617 0.026 N/A 0.026 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.026
274.10 0.500 0.617 0.027 N/A 0.027 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.027274.14 0.542 0.617 0.029 N/A 0.029 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.029
274.18 0.583 0.614 0.030 N/A 0.030 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.030274.23 0.625 0.614 0.031 N/A 0.031 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.031
274.27 0.667 0.613 0.032 N/A 0.032 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.032274.31 0.708 0.613 0.033 N/A 0.033 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.033
274.35 0.750 0.613 0.034 N/A 0.034 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.034274.39 0.792 0.611 0.035 N/A 0.035 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.035
274.43 0.833 0.611 0.036 N/A 0.036 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.036274.48 0.875 0.610 0.037 N/A 0.037 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.037274.52 0.917 0.610 0.038 N/A 0.038 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.038274.56 0.958 0.609 0.038 N/A 0.038 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.038274.60 1.000 0.609 0.039 N/A 0.039 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.039274.64 1.042 0.609 0.040 N/A 0.040 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.040274.68 1.083 0.608 0.041 N/A 0.041 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.041274.73 1.125 0.608 0.042 N/A 0.042 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.042274.77 1.167 0.607 0.042 N/A 0.042 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.042
274.81 1.208 0.607 0.043 N/A 0.043 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.043274.85 1.250 0.607 0.044 N/A 0.044 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.044
274.89 1.292 0.606 0.045 N/A 0.045 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.045274.93 1.333 0.606 0.045 N/A 0.045 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.045
274.98 1.375 0.605 0.046 N/A 0.046 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.046275.02 1.417 0.605 0.047 N/A 0.047 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.047
275.06 1.458 0.605 0.048 N/A 0.048 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.048275.10 1.500 0.605 0.048 N/A 0.048 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.048
275.14 1.542 0.605 0.049 N/A 0.049 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.049275.18 1.583 0.605 0.050 N/A 0.050 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.050
275.23 1.625 0.605 0.050 N/A 0.050 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.050275.27 1.667 0.605 0.051 N/A 0.051 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.051
275.31 1.708 0.605 0.052 N/A 0.052 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.052
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
Elevation (ft)h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER WEIRLOWER SLOT UPPER SLOT
Absolute Invert Elevation of Lowest Discharge Opening
0.000
1.000
2.000
3.000
4.000
0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080Stage (ft)Discharge (cfs)
Rating Curve
MWS #2 DISCHARGE RATING CURVE
Notes:
Diameter:1.23 inches Quantity:Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:ft Invert Elevation:3.40 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:ft Length:3.50 ft
Type Vertical Height:in Hw:277.00 ft
0.000ft Type Sharp
Hw:273.60ft
Diameter:inches Quantity:Invert Elevation:3.96 ft Basin Footprint:sfQuantity:Invert Elevation:ft Length:2.00 ft Infiltration Rate in/hrInvert Elevation:ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:277.56 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:273.60ft Invert Elevation:273.60 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
Elevation (ft)h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER WEIRLOWER SLOT UPPER SLOT
Absolute Invert Elevation of Lowest Discharge Opening
0.000
1.000
2.000
3.000
4.000
0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080Stage (ft)Discharge (cfs)
Rating Curve
275.35 1.750 0.605 0.052 N/A 0.052 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.052275.39 1.792 0.604 0.053 N/A 0.053 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.053275.43 1.833 0.604 0.053 N/A 0.053 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.053275.48 1.875 0.604 0.054 N/A 0.054 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.054275.52 1.917 0.604 0.055 N/A 0.055 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.055275.56 1.958 0.604 0.055 N/A 0.055 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.055
275.60 2.000 0.604 0.056 N/A 0.056 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.056275.64 2.042 0.604 0.056 N/A 0.056 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.056
275.68 2.083 0.604 0.057 N/A 0.057 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.057275.73 2.125 0.604 0.058 N/A 0.058 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.058
275.77 2.167 0.603 0.058 N/A 0.058 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.058275.81 2.208 0.603 0.059 N/A 0.059 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.059
275.85 2.250 0.603 0.059 N/A 0.059 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.059275.89 2.292 0.603 0.060 N/A 0.060 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.060
275.93 2.333 0.603 0.060 N/A 0.060 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.060275.98 2.375 0.603 0.061 N/A 0.061 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.061
276.02 2.417 0.603 0.061 N/A 0.061 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.061276.06 2.458 0.603 0.062 N/A 0.062 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.062
276.10 2.500 0.603 0.063 N/A 0.063 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.063276.14 2.542 0.603 0.063 N/A 0.063 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.063
276.18 2.583 0.603 0.064 N/A 0.064 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.064276.23 2.625 0.603 0.064 N/A 0.064 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.064276.27 2.667 0.603 0.065 N/A 0.065 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.065276.31 2.708 0.603 0.065 N/A 0.065 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.065276.35 2.750 0.603 0.066 N/A 0.066 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.066276.39 2.792 0.603 0.066 N/A 0.066 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.066276.43 2.833 0.603 0.067 N/A 0.067 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.067276.48 2.875 0.603 0.067 N/A 0.067 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.067276.52 2.917 0.603 0.068 N/A 0.068 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.068
276.56 2.958 0.603 0.068 N/A 0.068 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.068276.60 3.000 0.603 0.069 N/A 0.069 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.069
276.64 3.042 0.603 0.069 N/A 0.069 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.069276.68 3.083 0.603 0.070 N/A 0.070 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.070
276.73 3.125 0.603 0.070 N/A 0.070 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.070276.77 3.167 0.603 0.070 N/A 0.070 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.070
276.81 3.208 0.603 0.071 N/A 0.071 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.071276.85 3.250 0.603 0.071 N/A 0.071 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.071
276.89 3.292 0.602 0.072 N/A 0.072 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.072276.93 3.333 0.602 0.072 N/A 0.072 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.072
276.98 3.375 0.602 0.073 N/A 0.073 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.073277.00 3.400 0.602 0.073 N/A 0.073 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.073
277.02 3.417 0.602 0.073 N/A 0.073 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.025 N/A N/A N/A 0.098
MWS #2 DISCHARGE RATING CURVE
Notes:
Diameter:1.23 inches Quantity:Quantity:1 h taken as total depth above the invert of the lowest discharge opening.
Quantity:1 Invert Elevation:ft Invert Elevation:3.40 ft Hw = height of slot/weir invert above basin bottom
Invert Elevation:0.000 ft Width:ft Length:3.50 ft
Type Vertical Height:in Hw:277.00 ft
0.000ft Type Sharp
Hw:273.60ft
Diameter:inches Quantity:Invert Elevation:3.96 ft Basin Footprint:sfQuantity:Invert Elevation:ft Length:2.00 ft Infiltration Rate in/hrInvert Elevation:ft Width:ft Breadth:ft Factor of Safety
Height:in Hw:277.56 ft Design Infiltration Rate in/hr
0.000ft Type Sharp
Hw:273.60ft Invert Elevation:273.60 ft
Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Orifice Discharge Coefficient Orifice Flow Weir Discharge Coefficient Weir Flow Qcontrol (cfs)Weir Discharge Coefficient Q (cfs)Weir Discharge Coefficient Q (cfs)
Lowest Orifice Lower Slot Lower Weir
Upper Orifice Upper Slot Emergency Weir
EMERGENCY WEIR Qinf(cfs)
QTOTAL(cfs)
Infiltration
Elevation (ft)h(ft)
LOWEST ORIFICE UPPER ORIFICE LOWER WEIRLOWER SLOT UPPER SLOT
Absolute Invert Elevation of Lowest Discharge Opening
0.000
1.000
2.000
3.000
4.000
0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080Stage (ft)Discharge (cfs)
Rating Curve
277.04 3.442 0.602 0.073 N/A 0.073 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.097 N/A N/A N/A 0.171277.06 3.458 0.602 0.074 N/A 0.074 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.161 N/A N/A N/A 0.235277.08 3.483 0.602 0.074 N/A 0.074 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.275 N/A N/A N/A 0.349277.10 3.500 0.602 0.074 N/A 0.074 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.362 N/A N/A N/A 0.436277.13 3.525 0.602 0.074 N/A 0.074 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.506 N/A N/A N/A 0.580277.14 3.542 0.602 0.075 N/A 0.075 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.610 N/A N/A N/A 0.685
277.17 3.567 0.602 0.075 N/A 0.075 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.779 N/A N/A N/A 0.854277.18 3.583 0.602 0.075 N/A 0.075 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.898 N/A N/A N/A 0.973
277.21 3.608 0.602 0.075 N/A 0.075 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 1.088 N/A N/A N/A 1.164277.23 3.625 0.602 0.075 N/A 0.075 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 1.222 N/A N/A N/A 1.297
277.25 3.650 0.602 0.076 N/A 0.076 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 1.431 N/A N/A N/A 1.506277.27 3.667 0.602 0.076 N/A 0.076 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 1.576 N/A N/A N/A 1.652
277.29 3.692 0.602 0.076 N/A 0.076 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 1.803 N/A N/A N/A 1.879277.31 3.708 0.602 0.076 N/A 0.076 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 1.960 N/A N/A N/A 2.036
277.33 3.733 0.602 0.077 N/A 0.077 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 2.203 N/A N/A N/A 2.279277.35 3.750 0.602 0.077 N/A 0.077 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 2.370 N/A N/A N/A 2.447
277.38 3.775 0.602 0.077 N/A 0.077 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 2.629 N/A N/A N/A 2.706277.39 3.792 0.602 0.077 N/A 0.077 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 2.806 N/A N/A N/A 2.883
277.42 3.817 0.602 0.077 N/A 0.077 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 3.079 N/A N/A N/A 3.156277.43 3.833 0.602 0.078 N/A 0.078 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 3.265 N/A N/A N/A 3.343
277.46 3.858 0.602 0.078 N/A 0.078 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 3.552 N/A N/A N/A 3.630277.48 3.875 0.602 0.078 N/A 0.078 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 3.748 N/A N/A N/A 3.826277.50 3.900 0.602 0.078 N/A 0.078 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 4.047 N/A N/A N/A 4.126277.52 3.917 0.602 0.078 N/A 0.078 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 4.251 N/A N/A N/A 4.330277.54 3.942 0.602 0.079 N/A 0.079 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 4.564 N/A N/A N/A 4.642277.56 3.958 0.602 0.079 N/A 0.079 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 4.776 3.270 0.000 N/A 4.855277.58 3.983 0.602 0.079 N/A 0.079 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 5.100 3.270 0.026 N/A 5.205277.60 4.000 0.602 0.079 N/A 0.079 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.271 5.321 3.270 0.056 N/A 5.455
ATTACHMENT 5
DMA Maps,
Project Plan, and Section Sketches
4453 4453 4453 4453 4453 4453 4453 4453
333433345
2
35
4 2
4
3445
5 332333323333233PLANNING ENGINEERING SURVEYING3990 Ruffin Road, Suite 120San Diego, Ca. 92123858-560-1141858-560-8157 Fax
Plotted: 2/10/2023 1:26 PM D:\76882 LA COSTA TOWN SQUARE\03 DWG\DX\76882DX03 - DMA EXHIBIT.DWG - tony.pUNDERLYING HYDROLOGIC SOIL GROUP TYPE D
APPROXIMATE DEPTH TO GROUNDWATER >20 ft
EXISTING NATURAL HYDROLOGIC FEATURES (WATERCOURSES, SEEPS, SPRINGS,WETLANDS)NONE
CRITICAL COURSE SEDIMENT YIELD AREAS TO BE PROTECTED SEE GLU ANALYSIS - APPENDIX 2
EXISTING TOPOGRAPHY AND IMPERVIOUS AREAS SHOWN
EXISTING AND PROPOSED SITE DRAINAGE NETWORK & OFFSITE CONNECTIONS SHOWN
PROPOSED GRADING & SLOPES GRADING SHOWN
PROPOSED IMPERVIOUS FEATURES IMPERVIOUS SHOWN
PROPOSED DESIGN FEATURES & SURFACE TREATMENTS USED TO MINIMIZE IMPERVIOUSNESS FEATURES SHOWN
DRAINAGE MANGEMENT AREAS - SEE TABLE BELOW SEE DMA TABLE
POTENTIAL POLLUTANT SOURCE AREAS AND CORRESPONDING REQUIRED SOURCE CONTROLS SOURCES/CONTROLS SHOWN
STRUCTURAL BMPS (LOCATION, ID, TYPE, SIZE)BIOFILTRATION BF-1 & BF-3
DISCHARGE LOCATIONS DISCHARGES SHOWN
POINTS OF COMPLIANCE FOR HMP MANAGEMENT POC SHOWN
STRUCTURAL BMPS FOR HYDROMODIFICATION MANAGEMENT BIOFILTRATION / PIPE (CISTERN)
DMA TOTAL AREA IMPERVIOUS IMPERVIOUS PERVIOUS
ADJUSTEDIMPERV AREA DCV SURFACE AREAREQUIRED SURFACE AREAPROVIDED BMP TYPE / STANDARD BMP
NO (SF) (SF)(%) (SF) (SF) (CF) (SF)(SF)ID
1 162,700 132,926
82%29,774 128,566 6,214
6 4,537 2,042 45% 2,495 2,586 125
MWS1 167,237 134,968 81%32,269 131,152 6,339
PROPRIETARY BIOFILTRATION BF-3(MWS-1)BMP1
5 11,521 9,793 85% 1,728 9,332 451 PROPRIETARY BIOFILTRATION BF-3 (MWS-2)BMP2
2 43,561 7,207 17%36,354 17,393 841 759 760 BIOFILTRATION BF-1 (BASIN #2)BMP3
3 2,614 2,222 85%392 EXEMPT - EXISTING PAVEMENT
4 15,682 - 0%15,682 SELF MITIGATING - EXISTING SLOPE
7 68,908 - 0%68,908 SELF MITIGATING - EXISTING SLOPES
SITE 309,523 154,189
50% 155,334 157,876 7,631
ATTACHMENT 6
SWMM Input Data in Input Format
(Existing & Proposed Models)
[TITLE];;Project Title/NotesLa Costa Town CenterExisting Condition[OPTIONS];;Option ValueFLOW_UNITS CFSINFILTRATION GREEN_AMPTFLOW_ROUTING KINWAVELINK_OFFSETS DEPTHMIN_SLOPE 0ALLOW_PONDING NOSKIP_STEADY_STATE NOSTART_DATE 08/28/1951START_TIME 05:00:00REPORT_START_DATE 08/28/1951REPORT_START_TIME 05:00:00END_DATE 05/23/2008END_TIME 23:00:00SWEEP_START 01/01SWEEP_END 12/31DRY_DAYS 0REPORT_STEP 01:00:00WET_STEP 00:15:00DRY_STEP 04:00:00ROUTING_STEP 0:01:00 RULE_STEP 00:00:00INERTIAL_DAMPING PARTIALNORMAL_FLOW_LIMITED BOTHFORCE_MAIN_EQUATION H‐WVARIABLE_STEP 0.75LENGTHENING_STEP 0MIN_SURFAREA 0MAX_TRIALS 0HEAD_TOLERANCE 0SYS_FLOW_TOL 5LAT_FLOW_TOL 5MINIMUM_STEP 0.5THREADS 1[EVAPORATION];;Data Source Parameters;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐MONTHLY .06 .08 .11 .16 .18 .21 .21 .2 .16 .12 .08 .06 DRY_ONLY NO[RAINGAGES];;Name Format Interval SCF Source ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐Oceanside_Rain INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS];;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐DMA_1+6 Oceanside_Rain POC‐1 3.84 0 3345 2 0 DMA_5 Oceanside_Rain POC‐1 0.26 0 230 2 0 DMA_7 Oceanside_Rain POC‐1 0.84 0 732 50 0 [SUBAREAS];;Subcatchment N‐Imperv N‐Perv S‐Imperv S‐Perv PctZero RouteTo PctRouted ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐DMA_1+6 0.012 0.05 0.05 0.10 25 OUTLET DMA_5 0.012 0.05 0.05 0.10 25 OUTLET DMA_7 0.012 0.05 0.05 0.10 25 OUTLET [INFILTRATION];;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐DMA_1+6 9 0.025 0.33 7 0 DMA_5 9 0.025 0.33 7 0 DMA_7 9 0.025 0.33 7 0 [OUTFALLS];;Name Elevation Type Stage Data Gated Route To ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐POC‐1 0 FREE NO [CURVES];;Name Type X‐Value Y‐Value ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐OUT_2 Rating 0 0 OUT_2 1 0.6 OUT_2 2 2.6 OUT_2 2.5 27.3 OUT_2 3 32.3 OUT_2 4 40.5 OUT_2 5 47.3 OUT_2 6 53.2 OUT_2 7 58.5 ;STOR_2 Storage 0 0 STOR_2 1 5387 STOR_2 2 11229 STOR_2 2.5 12121 STOR_2 3 13013 STOR_2 4 14074 STOR_2 5 15168 STOR_2 6 16300 STOR_2 7 17491 [TIMESERIES];;Name Date Time Value ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐Oceanside FILE "t:\ENGR\HMP\SWMM\Rain Gages\Oceanside\Oside_HOURLY.prn"[REPORT];;Reporting OptionsSUBCATCHMENTS ALLNODES ALL
LINKS ALL[TAGS][MAP]DIMENSIONS 0.000 0.000 10000.000 10000.000Units None[COORDINATES];;Node X‐Coord Y‐Coord ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐POC‐1 1134.021 4133.083 [VERTICES];;Link X‐Coord Y‐Coord ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐[Polygons];;Subcatchment X‐Coord Y‐Coord ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐DMA_1+6 208.333 7608.696 DMA_5 1113.281 7651.367 DMA_7 1933.594 7651.367 [SYMBOLS];;Gage X‐Coord Y‐Coord ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐Oceanside_Rain 1567.029 8985.507
[TITLE];;Project Title/NotesLa Costa Town CenterProposed Condition[OPTIONS];;Option ValueFLOW_UNITS CFSINFILTRATION GREEN_AMPTFLOW_ROUTING KINWAVELINK_OFFSETS DEPTHMIN_SLOPE 0ALLOW_PONDING NOSKIP_STEADY_STATE NOSTART_DATE 08/28/1951START_TIME 05:00:00REPORT_START_DATE 08/28/1951REPORT_START_TIME 05:00:00END_DATE 05/23/2008END_TIME 23:00:00SWEEP_START 01/01SWEEP_END 12/31DRY_DAYS 0REPORT_STEP 01:00:00WET_STEP 00:15:00DRY_STEP 04:00:00ROUTING_STEP 0:01:00 RULE_STEP 00:00:00INERTIAL_DAMPING PARTIALNORMAL_FLOW_LIMITED BOTHFORCE_MAIN_EQUATION H‐WVARIABLE_STEP 0.75LENGTHENING_STEP 0MIN_SURFAREA 0MAX_TRIALS 0HEAD_TOLERANCE 0SYS_FLOW_TOL 5LAT_FLOW_TOL 5MINIMUM_STEP 0.5THREADS 1[EVAPORATION];;Data Source Parameters;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐MONTHLY .06 .08 .11 .16 .18 .21 .21 .2 .16 .12 .08 .06 DRY_ONLY NO[RAINGAGES];;Name Format Interval SCF Source ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐Oceanside_Rain INTENSITY 1:00 1.0 TIMESERIES Oceanside [SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐DMA_1+6 Oceanside_Rain MWS_1+36SD 3.84 81 3345 2 0 DMA_5 Oceanside_Rain MWS‐2 0.26 85 230 19 0 DMA_7 Oceanside_Rain POC‐1 0.84 0 732 50 0 [SUBAREAS];;Subcatchment N‐Imperv N‐Perv S‐Imperv S‐Perv PctZero RouteTo PctRouted ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐DMA_1+6 0.012 0.05 0.05 0.10 25 OUTLET DMA_5 0.012 0.05 0.05 0.10 25 OUTLET DMA_7 0.012 0.05 0.05 0.10 25 OUTLET [INFILTRATION];;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐DMA_1+6 9 0.025 0.33 7 0 DMA_5 9 0.025 0.33 7 0 DMA_7 9 0.025 0.33 7 0 [OUTFALLS];;Name Elevation Type Stage Data Gated Route To ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐POC‐1 0 FREE NO [STORAGE];;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐MWS_1+36SD 276.86 14.14 0 TABULAR MWS_1 0 0 MWS‐2 273.60 4 0 TABULAR MWS_2 0 0 [OUTLETS];;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐OUT_1 MWS_1+36SD POC‐1 0 TABULAR/DEPTH MWS_1+HIFLOWCTRL NO OUT_2 MWS‐2 POC‐1 0 TABULAR/DEPTH MWS_2_OUTLET NO [CURVES];;Name Type X‐Value Y‐Value ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐MWS_1+HIFLOWCTRL Rating 0.000 0.000 MWS_1+HIFLOWCTRL 0.042 0.003 MWS_1+HIFLOWCTRL 0.083 0.013 MWS_1+HIFLOWCTRL 0.125 0.029 MWS_1+HIFLOWCTRL 0.167 0.050 MWS_1+HIFLOWCTRL 0.208 0.075 MWS_1+HIFLOWCTRL 0.250 0.104 MWS_1+HIFLOWCTRL 0.292 0.136 MWS_1+HIFLOWCTRL 0.333 0.170 MWS_1+HIFLOWCTRL 0.375 0.198 MWS_1+HIFLOWCTRL 0.417 0.217 MWS_1+HIFLOWCTRL 0.458 0.235 MWS_1+HIFLOWCTRL 0.500 0.251 MWS_1+HIFLOWCTRL 0.542 0.266 MWS_1+HIFLOWCTRL 0.583 0.281
MWS_1+HIFLOWCTRL 0.625 0.295 MWS_1+HIFLOWCTRL 0.667 0.308 MWS_1+HIFLOWCTRL 0.708 0.321 MWS_1+HIFLOWCTRL 0.750 0.333 MWS_1+HIFLOWCTRL 0.792 0.345 MWS_1+HIFLOWCTRL 0.833 0.356 MWS_1+HIFLOWCTRL 0.875 0.368 MWS_1+HIFLOWCTRL 0.917 0.378 MWS_1+HIFLOWCTRL 0.958 0.389 MWS_1+HIFLOWCTRL 1.000 0.399 MWS_1+HIFLOWCTRL 1.042 0.409 MWS_1+HIFLOWCTRL 1.083 0.419 MWS_1+HIFLOWCTRL 1.125 0.428 MWS_1+HIFLOWCTRL 1.167 0.438 MWS_1+HIFLOWCTRL 1.208 0.447 MWS_1+HIFLOWCTRL 1.250 0.455 MWS_1+HIFLOWCTRL 1.292 0.464 MWS_1+HIFLOWCTRL 1.333 0.473 MWS_1+HIFLOWCTRL 1.375 0.481 MWS_1+HIFLOWCTRL 1.417 0.489 MWS_1+HIFLOWCTRL 1.458 0.497 MWS_1+HIFLOWCTRL 1.500 0.506 MWS_1+HIFLOWCTRL 1.542 0.514 MWS_1+HIFLOWCTRL 1.583 0.522 MWS_1+HIFLOWCTRL 1.625 0.529 MWS_1+HIFLOWCTRL 1.667 0.537 MWS_1+HIFLOWCTRL 1.708 0.544 MWS_1+HIFLOWCTRL 1.750 0.551 MWS_1+HIFLOWCTRL 1.792 0.559 MWS_1+HIFLOWCTRL 1.833 0.566 MWS_1+HIFLOWCTRL 1.875 0.573 MWS_1+HIFLOWCTRL 1.917 0.580 MWS_1+HIFLOWCTRL 1.958 0.587 MWS_1+HIFLOWCTRL 2.000 0.593 MWS_1+HIFLOWCTRL 2.042 0.600 MWS_1+HIFLOWCTRL 2.083 0.607 MWS_1+HIFLOWCTRL 2.125 0.613 MWS_1+HIFLOWCTRL 2.167 0.620 MWS_1+HIFLOWCTRL 2.208 0.626 MWS_1+HIFLOWCTRL 2.250 0.632 MWS_1+HIFLOWCTRL 2.292 0.639 MWS_1+HIFLOWCTRL 2.333 0.645 MWS_1+HIFLOWCTRL 2.375 0.651 MWS_1+HIFLOWCTRL 2.417 0.657 MWS_1+HIFLOWCTRL 2.458 0.663 MWS_1+HIFLOWCTRL 2.500 0.669 MWS_1+HIFLOWCTRL 2.542 0.675 MWS_1+HIFLOWCTRL 2.583 0.681 MWS_1+HIFLOWCTRL 2.625 0.687 MWS_1+HIFLOWCTRL 2.667 0.693 MWS_1+HIFLOWCTRL 2.708 0.699 MWS_1+HIFLOWCTRL 2.750 0.704 MWS_1+HIFLOWCTRL 2.792 0.710 MWS_1+HIFLOWCTRL 2.833 0.716 MWS_1+HIFLOWCTRL 2.875 0.721
MWS_1+HIFLOWCTRL 2.917 0.727 MWS_1+HIFLOWCTRL 2.958 0.732 MWS_1+HIFLOWCTRL 3.000 0.738 MWS_1+HIFLOWCTRL 3.042 0.743 MWS_1+HIFLOWCTRL 3.083 0.749 MWS_1+HIFLOWCTRL 3.125 0.754 MWS_1+HIFLOWCTRL 3.167 0.759 MWS_1+HIFLOWCTRL 3.208 0.764 MWS_1+HIFLOWCTRL 3.250 0.770 MWS_1+HIFLOWCTRL 3.292 0.775 MWS_1+HIFLOWCTRL 3.333 0.780 MWS_1+HIFLOWCTRL 3.375 0.785 MWS_1+HIFLOWCTRL 3.417 0.790 MWS_1+HIFLOWCTRL 3.458 0.795 MWS_1+HIFLOWCTRL 3.500 0.800 MWS_1+HIFLOWCTRL 3.542 0.805 MWS_1+HIFLOWCTRL 3.583 0.810 MWS_1+HIFLOWCTRL 3.625 0.815 MWS_1+HIFLOWCTRL 3.667 0.820 MWS_1+HIFLOWCTRL 3.708 0.825 MWS_1+HIFLOWCTRL 3.750 0.830 MWS_1+HIFLOWCTRL 3.792 0.834 MWS_1+HIFLOWCTRL 3.833 0.839 MWS_1+HIFLOWCTRL 3.875 0.844 MWS_1+HIFLOWCTRL 3.917 0.848 MWS_1+HIFLOWCTRL 3.958 0.853 MWS_1+HIFLOWCTRL 4.000 0.858 MWS_1+HIFLOWCTRL 4.042 0.862 MWS_1+HIFLOWCTRL 4.083 0.867 MWS_1+HIFLOWCTRL 4.125 0.871 MWS_1+HIFLOWCTRL 4.167 0.876 MWS_1+HIFLOWCTRL 4.208 0.880 MWS_1+HIFLOWCTRL 4.250 0.885 MWS_1+HIFLOWCTRL 4.292 0.889 MWS_1+HIFLOWCTRL 4.333 0.894 MWS_1+HIFLOWCTRL 4.375 0.898 MWS_1+HIFLOWCTRL 4.400 0.901 MWS_1+HIFLOWCTRL 4.417 0.903 MWS_1+HIFLOWCTRL 4.458 0.911 MWS_1+HIFLOWCTRL 4.500 0.921 MWS_1+HIFLOWCTRL 4.542 0.933 MWS_1+HIFLOWCTRL 4.583 0.941 MWS_1+HIFLOWCTRL 4.625 0.949 MWS_1+HIFLOWCTRL 4.667 0.956 MWS_1+HIFLOWCTRL 4.708 0.963 MWS_1+HIFLOWCTRL 4.750 0.970 MWS_1+HIFLOWCTRL 4.792 0.976 MWS_1+HIFLOWCTRL 4.833 0.982 MWS_1+HIFLOWCTRL 4.875 0.988 MWS_1+HIFLOWCTRL 4.917 0.995 MWS_1+HIFLOWCTRL 4.958 1.001 MWS_1+HIFLOWCTRL 5.000 1.006 MWS_1+HIFLOWCTRL 5.042 1.012 MWS_1+HIFLOWCTRL 5.083 1.018 MWS_1+HIFLOWCTRL 5.125 1.023
MWS_1+HIFLOWCTRL 5.167 1.029 MWS_1+HIFLOWCTRL 5.208 1.034 MWS_1+HIFLOWCTRL 5.250 1.040 MWS_1+HIFLOWCTRL 5.292 1.045 MWS_1+HIFLOWCTRL 5.333 1.051 MWS_1+HIFLOWCTRL 5.375 1.056 MWS_1+HIFLOWCTRL 5.417 1.061 MWS_1+HIFLOWCTRL 5.458 1.066 MWS_1+HIFLOWCTRL 5.500 1.071 MWS_1+HIFLOWCTRL 5.542 1.077 MWS_1+HIFLOWCTRL 5.583 1.082 MWS_1+HIFLOWCTRL 5.625 1.087 MWS_1+HIFLOWCTRL 5.667 1.092 MWS_1+HIFLOWCTRL 5.708 1.097 MWS_1+HIFLOWCTRL 5.750 1.102 MWS_1+HIFLOWCTRL 5.792 1.107 MWS_1+HIFLOWCTRL 5.833 1.111 MWS_1+HIFLOWCTRL 5.875 1.116 MWS_1+HIFLOWCTRL 5.917 1.121 MWS_1+HIFLOWCTRL 5.958 1.126 MWS_1+HIFLOWCTRL 6.000 1.131 MWS_1+HIFLOWCTRL 6.042 1.135 MWS_1+HIFLOWCTRL 6.083 1.140 MWS_1+HIFLOWCTRL 6.125 1.145 MWS_1+HIFLOWCTRL 6.167 1.150 MWS_1+HIFLOWCTRL 6.208 1.154 MWS_1+HIFLOWCTRL 6.250 1.159 MWS_1+HIFLOWCTRL 6.292 1.163 MWS_1+HIFLOWCTRL 6.333 1.168 MWS_1+HIFLOWCTRL 6.375 1.173 MWS_1+HIFLOWCTRL 6.417 1.177 MWS_1+HIFLOWCTRL 6.458 1.182 MWS_1+HIFLOWCTRL 6.500 1.186 MWS_1+HIFLOWCTRL 6.542 1.190 MWS_1+HIFLOWCTRL 6.583 1.195 MWS_1+HIFLOWCTRL 6.625 1.199 MWS_1+HIFLOWCTRL 6.667 1.204 MWS_1+HIFLOWCTRL 6.708 1.208 MWS_1+HIFLOWCTRL 6.750 1.213 MWS_1+HIFLOWCTRL 6.792 1.217 MWS_1+HIFLOWCTRL 6.833 1.221 MWS_1+HIFLOWCTRL 6.875 1.226 MWS_1+HIFLOWCTRL 6.917 1.230 MWS_1+HIFLOWCTRL 6.958 1.234 MWS_1+HIFLOWCTRL 7.000 1.238 MWS_1+HIFLOWCTRL 7.042 1.243 MWS_1+HIFLOWCTRL 7.083 1.247 MWS_1+HIFLOWCTRL 7.125 1.251 MWS_1+HIFLOWCTRL 7.167 1.255 MWS_1+HIFLOWCTRL 7.208 1.260 MWS_1+HIFLOWCTRL 7.250 1.264 MWS_1+HIFLOWCTRL 7.292 1.268 MWS_1+HIFLOWCTRL 7.333 1.272 MWS_1+HIFLOWCTRL 7.375 1.276 MWS_1+HIFLOWCTRL 7.417 1.280
MWS_1+HIFLOWCTRL 7.458 1.284 MWS_1+HIFLOWCTRL 7.500 1.288 MWS_1+HIFLOWCTRL 7.542 1.292 MWS_1+HIFLOWCTRL 7.583 1.296 MWS_1+HIFLOWCTRL 7.625 1.328 MWS_1+HIFLOWCTRL 7.667 1.383 MWS_1+HIFLOWCTRL 7.708 1.429 MWS_1+HIFLOWCTRL 7.750 1.460 MWS_1+HIFLOWCTRL 7.792 1.487 MWS_1+HIFLOWCTRL 7.833 1.511 MWS_1+HIFLOWCTRL 7.875 1.533 MWS_1+HIFLOWCTRL 7.917 1.554 MWS_1+HIFLOWCTRL 7.958 1.573 MWS_1+HIFLOWCTRL 8.000 1.592 MWS_1+HIFLOWCTRL 8.042 1.609 MWS_1+HIFLOWCTRL 8.083 1.626 MWS_1+HIFLOWCTRL 8.125 1.642 MWS_1+HIFLOWCTRL 8.167 1.658 MWS_1+HIFLOWCTRL 8.208 1.673 MWS_1+HIFLOWCTRL 8.250 1.688 MWS_1+HIFLOWCTRL 8.292 1.702 MWS_1+HIFLOWCTRL 8.333 1.716 MWS_1+HIFLOWCTRL 8.375 1.730 MWS_1+HIFLOWCTRL 8.417 1.744 MWS_1+HIFLOWCTRL 8.458 1.757 MWS_1+HIFLOWCTRL 8.500 1.770 MWS_1+HIFLOWCTRL 8.542 1.783 MWS_1+HIFLOWCTRL 8.583 1.795 MWS_1+HIFLOWCTRL 8.625 1.808 MWS_1+HIFLOWCTRL 8.667 1.820 MWS_1+HIFLOWCTRL 8.708 1.832 MWS_1+HIFLOWCTRL 8.750 1.844 MWS_1+HIFLOWCTRL 8.792 1.856 MWS_1+HIFLOWCTRL 8.833 1.867 MWS_1+HIFLOWCTRL 8.875 1.878 MWS_1+HIFLOWCTRL 8.917 1.890 MWS_1+HIFLOWCTRL 8.958 1.901 MWS_1+HIFLOWCTRL 9.000 1.912 MWS_1+HIFLOWCTRL 9.042 1.922 MWS_1+HIFLOWCTRL 9.083 1.933 MWS_1+HIFLOWCTRL 9.125 1.944 MWS_1+HIFLOWCTRL 9.167 1.954 MWS_1+HIFLOWCTRL 9.208 1.964 MWS_1+HIFLOWCTRL 9.250 1.974 MWS_1+HIFLOWCTRL 9.292 1.985 MWS_1+HIFLOWCTRL 9.333 1.995 MWS_1+HIFLOWCTRL 9.375 2.005 MWS_1+HIFLOWCTRL 9.417 2.015 MWS_1+HIFLOWCTRL 9.458 2.025 MWS_1+HIFLOWCTRL 9.500 2.035 MWS_1+HIFLOWCTRL 9.542 2.044 MWS_1+HIFLOWCTRL 9.583 2.054 MWS_1+HIFLOWCTRL 9.625 2.064 MWS_1+HIFLOWCTRL 9.667 2.073 MWS_1+HIFLOWCTRL 9.708 2.083
MWS_1+HIFLOWCTRL 9.750 2.092 MWS_1+HIFLOWCTRL 9.792 2.101 MWS_1+HIFLOWCTRL 9.833 2.110 MWS_1+HIFLOWCTRL 9.875 2.119 MWS_1+HIFLOWCTRL 9.917 2.128 MWS_1+HIFLOWCTRL 9.958 2.137 MWS_1+HIFLOWCTRL 10.000 2.146 MWS_1+HIFLOWCTRL 10.042 2.266 MWS_1+HIFLOWCTRL 10.083 2.478 MWS_1+HIFLOWCTRL 10.125 2.750 MWS_1+HIFLOWCTRL 10.167 3.071 MWS_1+HIFLOWCTRL 10.208 3.433 MWS_1+HIFLOWCTRL 10.250 3.833 MWS_1+HIFLOWCTRL 10.292 4.267 MWS_1+HIFLOWCTRL 10.333 4.733 MWS_1+HIFLOWCTRL 10.375 5.228 MWS_1+HIFLOWCTRL 10.417 5.751 MWS_1+HIFLOWCTRL 10.458 6.300 MWS_1+HIFLOWCTRL 10.500 6.874 MWS_1+HIFLOWCTRL 10.542 7.473 MWS_1+HIFLOWCTRL 10.583 8.094 MWS_1+HIFLOWCTRL 10.625 8.738 MWS_1+HIFLOWCTRL 10.667 9.403 MWS_1+HIFLOWCTRL 10.708 10.090 MWS_1+HIFLOWCTRL 10.750 10.796 MWS_1+HIFLOWCTRL 10.792 11.522 MWS_1+HIFLOWCTRL 10.833 12.267 MWS_1+HIFLOWCTRL 10.875 13.031 MWS_1+HIFLOWCTRL 10.917 13.814 MWS_1+HIFLOWCTRL 10.958 14.614 MWS_1+HIFLOWCTRL 11.000 15.431 MWS_1+HIFLOWCTRL 11.042 16.265 MWS_1+HIFLOWCTRL 11.083 17.116 MWS_1+HIFLOWCTRL 11.125 17.984 MWS_1+HIFLOWCTRL 11.167 18.867 MWS_1+HIFLOWCTRL 11.208 19.766 MWS_1+HIFLOWCTRL 11.250 20.681 MWS_1+HIFLOWCTRL 11.292 21.611 MWS_1+HIFLOWCTRL 11.333 22.556 MWS_1+HIFLOWCTRL 11.375 23.516 MWS_1+HIFLOWCTRL 11.417 24.490 MWS_1+HIFLOWCTRL 11.458 25.479 MWS_1+HIFLOWCTRL 11.500 26.481 MWS_1+HIFLOWCTRL 11.542 27.498 MWS_1+HIFLOWCTRL 11.583 28.528 MWS_1+HIFLOWCTRL 11.625 29.572 MWS_1+HIFLOWCTRL 11.667 30.630 MWS_1+HIFLOWCTRL 11.708 31.700 MWS_1+HIFLOWCTRL 11.750 32.784 MWS_1+HIFLOWCTRL 11.792 33.880 MWS_1+HIFLOWCTRL 11.833 34.989 MWS_1+HIFLOWCTRL 11.875 36.111 MWS_1+HIFLOWCTRL 11.917 37.245 MWS_1+HIFLOWCTRL 11.958 38.392 MWS_1+HIFLOWCTRL 12.000 39.551
MWS_1+HIFLOWCTRL 12.042 40.721 MWS_1+HIFLOWCTRL 12.083 41.904 MWS_1+HIFLOWCTRL 12.125 43.099 MWS_1+HIFLOWCTRL 12.167 44.305 MWS_1+HIFLOWCTRL 12.208 45.523 MWS_1+HIFLOWCTRL 12.250 46.752 MWS_1+HIFLOWCTRL 12.292 47.993 MWS_1+HIFLOWCTRL 12.333 49.245 MWS_1+HIFLOWCTRL 12.375 50.509 MWS_1+HIFLOWCTRL 12.417 51.783 MWS_1+HIFLOWCTRL 12.458 53.068 MWS_1+HIFLOWCTRL 12.500 54.365 MWS_1+HIFLOWCTRL 12.542 55.672 MWS_1+HIFLOWCTRL 12.583 56.989 MWS_1+HIFLOWCTRL 12.625 58.318 MWS_1+HIFLOWCTRL 12.667 59.657 MWS_1+HIFLOWCTRL 12.708 61.006 MWS_1+HIFLOWCTRL 12.750 62.366 MWS_1+HIFLOWCTRL 12.792 63.736 MWS_1+HIFLOWCTRL 12.833 65.116 MWS_1+HIFLOWCTRL 12.875 66.507 MWS_1+HIFLOWCTRL 12.917 67.907 MWS_1+HIFLOWCTRL 12.958 69.318 MWS_1+HIFLOWCTRL 13.000 70.739 MWS_1+HIFLOWCTRL 13.042 72.169 MWS_1+HIFLOWCTRL 13.083 73.609 MWS_1+HIFLOWCTRL 13.125 75.059 MWS_1+HIFLOWCTRL 13.167 76.519 MWS_1+HIFLOWCTRL 13.208 77.988 MWS_1+HIFLOWCTRL 13.250 79.467 MWS_1+HIFLOWCTRL 13.292 80.955 MWS_1+HIFLOWCTRL 13.333 82.453 MWS_1+HIFLOWCTRL 13.375 83.960 MWS_1+HIFLOWCTRL 13.417 85.476 MWS_1+HIFLOWCTRL 13.458 87.002 MWS_1+HIFLOWCTRL 13.500 88.537 MWS_1+HIFLOWCTRL 13.542 90.081 MWS_1+HIFLOWCTRL 13.583 91.634 MWS_1+HIFLOWCTRL 13.625 93.196 MWS_1+HIFLOWCTRL 13.667 94.767 MWS_1+HIFLOWCTRL 13.708 96.348 MWS_1+HIFLOWCTRL 13.750 97.937 MWS_1+HIFLOWCTRL 13.792 99.535 MWS_1+HIFLOWCTRL 13.833 101.141 MWS_1+HIFLOWCTRL 13.875 102.757 MWS_1+HIFLOWCTRL 13.917 104.381 MWS_1+HIFLOWCTRL 13.958 106.014 MWS_1+HIFLOWCTRL 14.000 107.655 MWS_1+HIFLOWCTRL 14.042 109.305 MWS_1+HIFLOWCTRL 14.083 110.964 MWS_1+HIFLOWCTRL 14.140 113.233 ;MWS_2_OUTLET Rating 0.000 0.000 MWS_2_OUTLET 0.042 0.002 MWS_2_OUTLET 0.083 0.006
MWS_2_OUTLET 0.125 0.011 MWS_2_OUTLET 0.167 0.014 MWS_2_OUTLET 0.208 0.016 MWS_2_OUTLET 0.250 0.018 MWS_2_OUTLET 0.292 0.020 MWS_2_OUTLET 0.333 0.022 MWS_2_OUTLET 0.375 0.023 MWS_2_OUTLET 0.417 0.025 MWS_2_OUTLET 0.458 0.026 MWS_2_OUTLET 0.500 0.027 MWS_2_OUTLET 0.542 0.029 MWS_2_OUTLET 0.583 0.030 MWS_2_OUTLET 0.625 0.031 MWS_2_OUTLET 0.667 0.032 MWS_2_OUTLET 0.708 0.033 MWS_2_OUTLET 0.750 0.034 MWS_2_OUTLET 0.792 0.035 MWS_2_OUTLET 0.833 0.036 MWS_2_OUTLET 0.875 0.037 MWS_2_OUTLET 0.917 0.038 MWS_2_OUTLET 0.958 0.038 MWS_2_OUTLET 1.000 0.039 MWS_2_OUTLET 1.042 0.040 MWS_2_OUTLET 1.083 0.041 MWS_2_OUTLET 1.125 0.042 MWS_2_OUTLET 1.167 0.042 MWS_2_OUTLET 1.208 0.043 MWS_2_OUTLET 1.250 0.044 MWS_2_OUTLET 1.292 0.045 MWS_2_OUTLET 1.333 0.045 MWS_2_OUTLET 1.375 0.046 MWS_2_OUTLET 1.417 0.047 MWS_2_OUTLET 1.458 0.048 MWS_2_OUTLET 1.500 0.048 MWS_2_OUTLET 1.542 0.049 MWS_2_OUTLET 1.583 0.050 MWS_2_OUTLET 1.625 0.050 MWS_2_OUTLET 1.667 0.051 MWS_2_OUTLET 1.708 0.052 MWS_2_OUTLET 1.750 0.052 MWS_2_OUTLET 1.792 0.053 MWS_2_OUTLET 1.833 0.053 MWS_2_OUTLET 1.875 0.054 MWS_2_OUTLET 1.917 0.055 MWS_2_OUTLET 1.958 0.055 MWS_2_OUTLET 2.000 0.056 MWS_2_OUTLET 2.042 0.056 MWS_2_OUTLET 2.083 0.057 MWS_2_OUTLET 2.125 0.058 MWS_2_OUTLET 2.167 0.058 MWS_2_OUTLET 2.208 0.059 MWS_2_OUTLET 2.250 0.059 MWS_2_OUTLET 2.292 0.060 MWS_2_OUTLET 2.333 0.060 MWS_2_OUTLET 2.375 0.061
MWS_2_OUTLET 2.417 0.061 MWS_2_OUTLET 2.458 0.062 MWS_2_OUTLET 2.500 0.063 MWS_2_OUTLET 2.542 0.063 MWS_2_OUTLET 2.583 0.064 MWS_2_OUTLET 2.625 0.064 MWS_2_OUTLET 2.667 0.065 MWS_2_OUTLET 2.708 0.065 MWS_2_OUTLET 2.750 0.066 MWS_2_OUTLET 2.792 0.066 MWS_2_OUTLET 2.833 0.067 MWS_2_OUTLET 2.875 0.067 MWS_2_OUTLET 2.917 0.068 MWS_2_OUTLET 2.958 0.068 MWS_2_OUTLET 3.000 0.069 MWS_2_OUTLET 3.042 0.069 MWS_2_OUTLET 3.083 0.070 MWS_2_OUTLET 3.125 0.070 MWS_2_OUTLET 3.167 0.070 MWS_2_OUTLET 3.208 0.071 MWS_2_OUTLET 3.250 0.071 MWS_2_OUTLET 3.292 0.072 MWS_2_OUTLET 3.333 0.072 MWS_2_OUTLET 3.375 0.073 MWS_2_OUTLET 3.400 0.073 MWS_2_OUTLET 3.417 0.098 MWS_2_OUTLET 3.442 0.171 MWS_2_OUTLET 3.458 0.235 MWS_2_OUTLET 3.483 0.349 MWS_2_OUTLET 3.500 0.436 MWS_2_OUTLET 3.525 0.580 MWS_2_OUTLET 3.542 0.685 MWS_2_OUTLET 3.567 0.854 MWS_2_OUTLET 3.583 0.973 MWS_2_OUTLET 3.608 1.164 MWS_2_OUTLET 3.625 1.297 MWS_2_OUTLET 3.650 1.506 MWS_2_OUTLET 3.667 1.652 MWS_2_OUTLET 3.692 1.879 MWS_2_OUTLET 3.708 2.036 MWS_2_OUTLET 3.733 2.279 MWS_2_OUTLET 3.750 2.447 MWS_2_OUTLET 3.775 2.706 MWS_2_OUTLET 3.792 2.883 MWS_2_OUTLET 3.817 3.156 MWS_2_OUTLET 3.833 3.343 MWS_2_OUTLET 3.858 3.630 MWS_2_OUTLET 3.875 3.826 MWS_2_OUTLET 3.900 4.126 MWS_2_OUTLET 3.917 4.330 MWS_2_OUTLET 3.942 4.642 MWS_2_OUTLET 3.958 4.855 MWS_2_OUTLET 3.983 5.205 MWS_2_OUTLET 4.000 5.455 ;
MWS_1 Storage 0.00 38 MWS_1 0.08 38 MWS_1 0.17 38 MWS_1 0.25 38 MWS_1 0.33 38 MWS_1 0.42 38 MWS_1 0.50 44 MWS_1 0.58 55 MWS_1 0.67 70 MWS_1 0.75 86 MWS_1 0.83 105 MWS_1 0.92 125 MWS_1 1.00 146 MWS_1 1.08 169 MWS_1 1.17 193 MWS_1 1.25 218 MWS_1 1.33 243 MWS_1 1.42 270 MWS_1 1.50 296 MWS_1 1.58 323 MWS_1 1.67 351 MWS_1 1.75 379 MWS_1 1.83 407 MWS_1 1.92 435 MWS_1 2.00 463 MWS_1 2.08 491 MWS_1 2.17 518 MWS_1 2.25 546 MWS_1 2.33 573 MWS_1 2.42 600 MWS_1 2.50 626 MWS_1 2.58 652 MWS_1 2.67 676 MWS_1 2.75 700 MWS_1 2.83 723 MWS_1 2.92 745 MWS_1 3.00 765 MWS_1 3.08 783 MWS_1 3.17 800 MWS_1 3.25 830 MWS_1 3.33 837 MWS_1 3.42 833 MWS_1 3.50 819 MWS_1 3.58 803 MWS_1 3.67 785 MWS_1 3.75 765 MWS_1 3.83 743 MWS_1 3.92 721 MWS_1 4.00 697 MWS_1 4.08 673 MWS_1 4.17 647 MWS_1 4.25 621 MWS_1 4.33 595 MWS_1 4.40 567 MWS_1 4.42 540
MWS_1 4.50 512 MWS_1 4.58 484 MWS_1 4.67 456 MWS_1 4.75 481 MWS_1 4.83 463 MWS_1 4.92 445 MWS_1 5.00 428 MWS_1 5.08 412 MWS_1 5.17 396 MWS_1 5.25 381 MWS_1 5.33 367 MWS_1 5.42 353 MWS_1 5.50 338 MWS_1 5.58 322 MWS_1 5.67 305 MWS_1 5.75 289 MWS_1 5.83 274 MWS_1 5.92 260 MWS_1 6.00 248 MWS_1 6.08 237 MWS_1 6.17 231 MWS_1 6.25 230 MWS_1 6.33 230 MWS_1 6.42 644 MWS_1 6.50 679 MWS_1 6.58 712 MWS_1 6.67 745 MWS_1 6.75 777 MWS_1 6.83 808 MWS_1 6.92 837 MWS_1 7.00 865 MWS_1 7.08 891 MWS_1 7.17 914 MWS_1 7.25 935 MWS_1 7.33 956 MWS_1 7.42 976 MWS_1 7.50 994 MWS_1 7.58 1012 MWS_1 7.67 1029 MWS_1 7.75 1041 MWS_1 7.83 1042 MWS_1 7.92 1037 MWS_1 8.00 1025 MWS_1 8.08 1007 MWS_1 8.17 978 MWS_1 8.25 946 MWS_1 8.33 913 MWS_1 8.42 881 MWS_1 8.50 850 MWS_1 8.58 818 MWS_1 8.67 786 MWS_1 8.75 752 MWS_1 8.83 718 MWS_1 8.92 683 MWS_1 9.00 647
MWS_1 9.08 612 MWS_1 9.17 576 MWS_1 9.25 540 MWS_1 9.33 505 MWS_1 9.42 469 MWS_1 9.50 434 MWS_1 9.58 399 MWS_1 9.67 365 MWS_1 9.75 331 MWS_1 9.83 298 MWS_1 9.92 266 MWS_1 10.00 235 MWS_1 10.08 206 MWS_1 10.17 178 MWS_1 10.25 151 MWS_1 10.33 126 MWS_1 10.42 104 MWS_1 10.50 84 MWS_1 10.58 68 MWS_1 10.67 57 MWS_1 10.75 54 MWS_1 10.83 54 MWS_1 10.92 54 MWS_1 11.00 54 MWS_1 11.08 54 MWS_1 11.17 16 MWS_1 11.25 16 MWS_1 11.33 16 MWS_1 11.42 16 MWS_1 11.50 16 MWS_1 11.58 16 MWS_1 11.67 16 MWS_1 11.75 16 MWS_1 11.83 16 MWS_1 13.14 1741 MWS_1 14.14 8252 ;MWS_2 Storage 0.00 8 MWS_2 0.08 8 MWS_2 0.17 8 MWS_2 0.25 8 MWS_2 0.33 8 MWS_2 0.42 8 MWS_2 0.50 8 MWS_2 0.58 8 MWS_2 0.67 8 MWS_2 0.75 8 MWS_2 0.83 8 MWS_2 0.92 8 MWS_2 1.00 8 MWS_2 1.08 8 MWS_2 1.17 8 MWS_2 1.25 8 MWS_2 1.33 8 MWS_2 1.42 8
MWS_2 1.50 8 MWS_2 1.58 8 MWS_2 1.67 8 MWS_2 1.75 8 MWS_2 1.83 8 MWS_2 1.92 8 MWS_2 2.00 8 MWS_2 2.08 8 MWS_2 2.17 8 MWS_2 2.25 8 MWS_2 2.33 8 MWS_2 2.42 8 MWS_2 2.50 8 MWS_2 2.58 8 MWS_2 2.67 8 MWS_2 2.75 8 MWS_2 2.83 8 MWS_2 2.92 8 MWS_2 3.00 8 MWS_2 3.08 8 MWS_2 3.17 8 MWS_2 3.25 8 MWS_2 3.33 8 MWS_2 3.42 8 MWS_2 3.50 8 MWS_2 3.58 8 MWS_2 3.67 8 MWS_2 3.75 8 MWS_2 3.83 8 MWS_2 3.92 8 MWS_2 4.00 1000 [TIMESERIES];;Name Date Time Value ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐Oceanside FILE "t:\ENGR\HMP\SWMM\Rain Gages\Oceanside\Oside_HOURLY.prn"[REPORT];;Reporting OptionsSUBCATCHMENTS ALLNODES ALLLINKS ALL[TAGS][MAP]DIMENSIONS 0.000 0.000 10000.000 10000.000Units None[COORDINATES];;Node X‐Coord Y‐Coord ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐POC‐1 2221.181 4217.432 MWS_1+36SD 993.440 6223.055 MWS‐2 2061.856 6373.008
[VERTICES];;Link X‐Coord Y‐Coord ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐[Polygons];;Subcatchment X‐Coord Y‐Coord ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐DMA_1+6 208.333 7608.696 DMA_5 1921.275 7694.470 DMA_7 3514.527 7628.866 [SYMBOLS];;Gage X‐Coord Y‐Coord ;;‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐Oceanside_Rain 1567.029 8985.507
ATTACHMENT 7
SWMM Explanation of Significant Variables
ATTACHMENT 7
EPA SWMM EXPLANATIONS
Variables for modeling are associated with typical recommended values by the EPA-
SWMM model, the BMP Design Manual, and TRWE’s professional experience.
Soil characteristics of the existing soils were determined from the site specific
geotechnical investigation.
Some values incorporated within the SWMM model have been determined from the
professional experience of TRWE using conservative assumptions that have a tendency
to increase the size of the needed BMP and also generate a long-term runoff as a
percentage of rainfall similar to those measured in gage stations in Southern California
by the USGS.
EXPLANATION OF SELECTED VARIABLES
Sub Catchment Areas:
Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the
time of concentration for the pre-development and post-development conditions is significantly
smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the
underdrain pipe system, and the discharge pipe was considered unnecessary. The truncation
error of the precipitation into hourly steps is much more significant than the precise routing in a
system where the time of concentration is much smaller than 1 hour.
Parameters for the existing and proposed models include Soil Type D per the site specific NRCS
Web Soil Survey. In existing conditions, soils are assumed to be uncompacted to represent the
vacant, ungraded condition of the site. Soils are assumed to be compacted in proposed
conditions. Suction head, conductivity, and initial deficit correspond to average values
expected for each soil type, according to the BMP Design Manual (BMPDM).
The pervious overland flow roughness values (N-Perv) were selected by comparing the existing
surface (determined from aerial photos) and proposed surface (assumed based on plans) to the
surface types and N-perv values presented in the SUMMARY ON MANNING'S "N" VALUES FOR
OVERLAND FLOW USING EPA SWMM and the WHITE PAPER ON MANNING'S "N" VALUES FOR
OVERLAND FLOW USING EPA SWMM. These documents have been reviewed and accepted by
the Copermittee Land Development Work Group, and are available on Project Clean Water at
the following link:
http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemi
d=220
The following table provides a summary of the surface type and corresponding N-Perv value for
each DMA in the existing condition:
ATTACHMENT 8
Soil Map
(SEE ATTACHMENT 1 OF PROJECT’S SWQMP FOR NRCS WEB SOIL SURVEY)
ATTACHMENT 9
Summary Files from the SWMM Model
EPA STORM WATER MANAGEMENT MODEL ‐ VERSION 5.2 (Build 5.2.0) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ La Costa Town Center Existing 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 ...... 277.978 675.250 Evaporation Loss ......... 9.766 23.723 Infiltration Loss ........ 212.113 515.254 Surface Runoff ........... 63.101 153.281 Final Storage ............ 0.000 0.000 Continuity Error (%) ..... ‐2.519 ************************** Volume Volume Flow Routing Continuity acre‐feet 10^6 gal ************************** ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 63.101 20.562 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 63.101 20.562 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_1+6 675.25 0.00 23.74 515.71 0.00 152.13 152.13 15.86 4.30 0.225 DMA_5 675.25 0.00 23.74 515.68 0.00 152.20 152.20 1.07 0.29 0.225 DMA_7 675.25 0.00 23.62 513.03 0.00 158.89 158.89 3.62 0.94 0.235 Analysis begun on: Tue Aug 9 11:33:20 2022 Analysis ended on: Tue Aug 9 11:33:51 2022 Total elapsed time: 00:00:31
EPA STORM WATER MANAGEMENT MODEL ‐ VERSION 5.2 (Build 5.2.1) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ La Costa Town Center Proposed 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 ************************** ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ Total Precipitation ...... 277.978 675.250 Evaporation Loss ......... 30.840 74.915 Infiltration Loss ........ 68.441 166.253 Surface Runoff ........... 184.232 447.527 Final Storage ............ 0.011 0.028 Continuity Error (%) ..... ‐1.995 ************************** Volume Volume Flow Routing Continuity acre‐feet 10^6 gal ************************** ‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐ Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 184.231 60.034 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 185.449 60.431 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 (%) ..... ‐0.662 ******************************** 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+6 675.25 0.00 85.73 97.01 474.76 30.44 505.21 52.68 4.56 0.748 DMA_5 675.25 0.00 87.57 76.26 500.08 24.53 524.61 3.70 0.31 0.777 DMA_7 675.25 0.00 21.56 510.64 0.00 159.99 159.99 3.65 0.94 0.237 ****************** 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 MWS_1+36SD STORAGE 0.01 12.07 288.93 18857 11:46 11.06 MWS‐2 STORAGE 0.01 3.95 277.55 12810 17:26 3.94 ******************* 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 0.94 43.08 18857 11:46 3.65 60.4 0.000 MWS_1+36SD STORAGE 4.56 4.56 18857 12:01 52.7 52.7 ‐0.347 MWS‐2 STORAGE 0.31 0.31 18857 11:46 3.7 3.7 ‐5.451 ********************* 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 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ MWS_1+36SD 0.003 0 0 0 5.637 48 18857 11:46 41.46 MWS‐2 0.000 0 0 0 0.039 54 12810 17:26 0.72 *********************** Outfall Loading Summary *********************** ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ POC‐1 2.18 0.21 43.08 60.427 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ System 2.18 0.21 43.08 60.427 ******************** 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 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ OUT_1 DUMMY 41.46 18857 11:46 OUT_2 DUMMY 0.72 9626 09:15
************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Thu Dec 1 11:58:48 2022 Analysis ended on: Thu Dec 1 11:59:31 2022 Total elapsed time: 00:00:43
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:
x 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)
x How to access the structural BMP(s) to inspect and perform maintenance
x 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)
x Manufacturer and part number for proprietary parts of structural BMP(s) when applicable
x 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.)
x Recommended equipment to perform maintenance
x When applicable, necessary special training or certification requirements for inspection and
maintenance personnel such as confined space entry or
hazardous waste management
BMP DESCRIPTION MAINTENANCE METHOD ACCESS
Existing Detention Basin See “BMP Maintenance Fact Sheet for
Detention basin included.
Paved access ramp from La Costa
Avenue.
Biofiltration Basin See “BMP Maintenance Fact Sheet for
Structural BMP BF-1 Biofiltration”
included
Adjacent to La Costa Avenue.
Modular Wetland Systems See Bioclean Maintenance information
and inspection checklist included.
Site Driveway and paved access
road from La Costa Ave.
HMP Facility See Cistern & Detention Maintenance &
Inspection
Private Site Driveway -Diversion
Cleanout & Control Structure
www.modularwetlands.com
Maintenance Guidelines for
Modular Wetland System - Linear
Maintenance Summary
o Remove Trash from Screening Device – average maintenance interval is 6 to 12 months.
(5 minute average service time).
o Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months.
(10 minute average service time).
o Replace Cartridge Filter Media – average maintenance interval 12 to 24 months.
(10-15 minute per cartridge average service time).
o Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months.
(5 minute average service time).
o Trim Vegetation – average maintenance interval is 6 to 12 months.
(Service time varies).
System Diagram
Access to screening device, separation
chamber and cartridge filter
Access to drain
down filter
Pre-Treatment
Chamber
Biofiltration Chamber
Discharge
Chamber
Outflow
Pipe
Inflow Pipe
(optional)
www.modularwetlands.com
Maintenance Procedures
Screening Device
1. Remove grate or manhole cover to gain access to the screening device in the Pre-Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry.
2. Remove all pollutants collected by the screening device. Removal can be done
manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device. 3. Screening device can easily be removed from the Pre-Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole
cover when completed.
Separation Chamber 1. Perform maintenance procedures of screening device listed above before
maintaining the separation chamber.
2. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. 3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed.
Cartridge Filters 1. Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters.
2. Enter separation chamber.
3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 4. Remove each of 4 to 8 media cages holding the media in place. 5. Spray down the cartridge filter to remove any accumulated pollutants. 6. Vacuum out old media and accumulated pollutants.
7. Reinstall media cages and fill with new media from manufacturer or outside
supplier. Manufacturer will provide specification of media and sources to purchase. 8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed.
Drain Down Filter
1. Remove hatch or manhole cover over discharge chamber and enter chamber. 2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place.
3. Exit chamber and replace hatch or manhole cover.
www.modularwetlands.com
Maintenance Notes
1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and
condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time.
3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local
regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape
architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation.
www.modularwetlands.com
Maintenance Procedure Illustration
Screening Device The screening device is located directly under the manhole or grate over the Pre-Treatment Chamber. It’s mounted
directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck.
Separation Chamber
The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a
vacuum truck or by hand. A pressure
washer is useful to assist in the cleaning process.
www.modularwetlands.com
Cartridge Filters
The cartridge filters are located in the Pre-Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have
removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck.
Drain Down Filter
The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with
new block.
www.modularwetlands.com
Trim Vegetation
Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as needed. No fertilizer shall
be used on the plants. Irrigation
per the recommendation of the manufacturer and or landscape architect. Different types of vegetation requires different amounts of
irrigation.
www.modularwetlands.com
Inspection Form
Modular Wetland System, Inc.
P. 760.433-7640
F. 760-433-3176
E. Info@modularwetlands.com
For Office Use Only
(city) (Zip Code)(Reviewed By)
Owner / Management Company
(Date)
Contact Phone ( )_
Inspector Name Date / /Time AM / PM
Weather Condition Additional Notes
Yes
Depth:
Yes No
Modular Wetland System Type (Curb, Grate or UG Vault):Size (22', 14' or etc.):
Other Inspection Items:
Storm Event in Last 72-hours? No Yes Type of Inspection Routine Follow Up Complaint Storm
Office personnel to complete section to the left.
2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176
Inspection Report
Modular Wetlands System
Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system?
Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber?
Any signs of improper functioning in the discharge chamber? Note issues in comments section.
Chamber:
Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly?
Structural Integrity:
Working Condition:
Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging theunit?
Is there standing water in inappropriate areas after a dry period?
Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting
pressure?
Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure?
Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)?
Project Name
Project Address
Inspection Checklist
CommentsNo
Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes,
specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber.
Is there a septic or foul odor coming from inside the system?
Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)?
Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below.
Sediment / Silt / Clay
Trash / Bags / Bottles
Green Waste / Leaves / Foliage
Waste:Plant Information
No Cleaning Needed
Recommended Maintenance
Additional Notes:
Damage to Plants
Plant Replacement
Plant Trimming
Schedule Maintenance as Planned
Needs Immediate Maintenance
www.modularwetlands.com
Maintenance Report
Modular Wetland System, Inc.
P. 760.433-7640
F. 760-433-3176
E. Info@modularwetlands.com
For Office Use Only
(city) (Zip Code)(Reviewed By)
Owner / Management Company (Date)
Contact Phone ( )_
Inspector Name Date / /Time AM / PM
Weather Condition Additional Notes
Site Map #
Comments:
2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176
Inlet and Outlet Pipe Condition
Drain Down Pipe Condition
Discharge Chamber Condition
Drain Down Media Condition
Plant Condition
Media Filter Condition
Long:
MWS
Sedimentation
Basin
Total Debris
Accumulation
Condition of Media
25/50/75/100
(will be changed
@ 75%)
Operational Per
Manufactures'
Specifications
(If not, why?)
Lat:MWS Catch Basins
GPS Coordinates
of Insert
Manufacturer /
Description / Sizing
Trash
Accumulation
Foliage
Accumulation
Sediment
Accumulation
Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes
Office personnel to complete section to
the left.
Project Address
Project Name
Cleaning and Maintenance Report
Modular Wetlands System
HU-1
Cistern
BMP MAINTENANCE FACT SHEET
FOR
STRUCTURAL BMP HU-1 CISTERN
Cisterns are containers that capture runoff (typically rooftop runoff) and store it for future use such as irrigation or
alternative grey water between storm events. Cisterns can be aboveground or below ground systems. Typical
cistern components include:
• Storage container, barrel or tank for holding captured flows
• Inlet and associated valves and piping
• Outlet and associated valves and piping
• Overflow outlet
• Access riser or tank serviceway (i.e., access for underground and above-ground cisterns)
• Optional pump
• Optional first flush diverters
• Optional debris screen or pretreatment BMP (e.g., roof drain filter, drainage inlet insert)
• Optional roof, supports, foundation, level indicator, and other accessories
Normal Expected Maintenance
Cisterns can be expected to accumulate sediment and debris that is small enough to pass through the inlet into the
storage container. Larger debris such as leaves or trash may accumulate at the inlet. While the storage container is
generally a permanent structure, ancillary parts including valves, piping, screens, level indicators, and other
accessories will wear and require occasional replacement. Maintenance of a cistern generally involves: removing
accumulated sediment and debris from the inlet and storage container on a routine basis; and replacement of
ancillary parts on an as-needed basis. A summary table of standard inspection and maintenance indicators is
provided within this Fact Sheet. If the system as a whole includes a pump or other electrical equipment,
maintenance of the equipment shall be based on the manufacturer’s recommended maintenance plan.
Non-Standard Maintenance or BMP Failure
If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream
waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP
replacement, or a different BMP type will be required.
• The inlet is found to be obstructed at every inspection such that storm water bypasses the cistern. The cistern is not functioning properly if it is not capturing storm water. This would require addition of
ancillary features to protect the inlet, or pretreatment measures within the watershed draining to the
cistern to intercept larger debris, such as screens on roof gutters, or drainage inserts within catch basins.
Increase the frequency of inspection until the issue is resolved.
• Accumulation of sediment within one year is greater than 25% of the volume of the cistern. This means
the sediment load from the tributary drainage area has diminished the storage volume of the cistern and
the cistern will not capture the required volume of storm water. This would require pretreatment
measures within the tributary area draining to the cistern to intercept sediment.
• The cistern is not drained between storm events. If the cistern is not drained between storm events, the
storage volume will be diminished and the cistern will not capture the required volume of storm water
from subsequent storms. This would require implementation of practices onsite to drain and use the
stored water, or a different BMP if onsite use cannot be reliably sustained.
HU-1 Page 1 of 8
January 12, 2017
HU-1
Cistern
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR HU-1 CISTERN
The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred
to an agency, community facilities district, homeowners association, property owners association, or other special district.
Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently.
Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections
to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior
to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the
minimum inspection and maintenance frequency can be determined based on the results of the first year inspections.
Threshold/Indicator Maintenance Action Typical Inspection and Maintenance Frequency
Accumulation of sediment, litter, or debris at the inlet Remove and properly dispose of accumulated materials. • Inspect monthly and after every 0.5-inch or larger storm event.
• Remove any accumulated materials found at each
inspection.
Outlet blocked Clear blockage. • Inspect monthly and after every 0.5-inch or larger
storm event.
• Remove any accumulated materials found at each
inspection.
Accumulation of sediment, litter, or debris in the
storage container
Remove and properly dispose of accumulated materials. • Inspect monthly. If the BMP is 25% full* or more in
one month, increase inspection frequency to monthly
plus after every 0.1-inch or larger storm event.
• Remove materials annually (minimum), or more
frequently when BMP is 25% full* (or at manufacturer threshold if manufacturer threshold is less than 25%
full*) in less than one year, or if accumulation blocks outlet
Standing water in storage container between storm
events outside of normal use timeframe for the stored
water. Normal use timeframe is 36 to 96 hours following
a storm event depending on the purpose and design of
the cistern.
Use the water as intended, or disperse to landscaping.
Implement practices onsite to drain and use the stored
water.
Contact the [City Engineer] to determine a solution if
onsite use cannot be reliably sustained.
• Inspect monthly and after every 0.5-inch or larger storm event. If standing water is observed, increase inspection frequency to after every 0.1-inch or larger storm event.
• Maintenance when needed.
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure)
HU-1 Page 2 of 8
January 12, 2017
HU-1
Cistern
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR HU-1 CISTERN (Continued from previous page)
Threshold/Indicator Maintenance Action Typical Inspection and Maintenance Frequency
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
If mosquitos/larvae are observed: first, immediately
remove any standing water by using the water as
intended for irrigation or alternative grey water, or by
dispersing to landscaping; second, check cistern outlet
for blockage and clear blockage if applicable to restore
drainage; third, install barriers such as screens that
prevent mosquito access to the storage container.
• Inspect monthly and after every 0.5-inch or larger
storm event. If mosquitos are observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.
Leaks or other damage to ancillary parts including
valves, piping, screens, level indicators, and other
accessories
Repair or replace as applicable. • Inspect twice per year.
• Maintenance when needed.
Leaks or other damage to storage container Repair or replace as applicable. • Inspect twice per year.
• Maintenance when needed.
Cistern leaning or unstable, damage to roof, supports, anchors, or foundation Make repairs as appropriate to correct the problem and stabilize the system. • Inspect twice per year.
• Maintenance when needed.
References
American Mosquito Control Association.
http://www.mosquito.org/
California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook.
https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook
County of San Diego. 2014. Low Impact Development Handbook.
http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html
San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet HU-1.
http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220
HU-1 Page 3 of 8
January 12, 2017
HU-1
Cistern
Page Intentionally Blank for Double-Sided Printing
HU-1 Page 4 of 8
January 12, 2017
HU-1
Cistern
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
Property / Development Name:
Responsible Party Name and Phone Number:
Property Address of BMP:
Responsible Party Address:
INSPECTION AND MAINTENANCE CHECKLIST FOR HU-1 CISTERN PAGE 1 of 4
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Accumulation of sediment, litter, or debris at the inlet
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove and properly dispose of
accumulated materials
☐ If the inlet is found to be obstructed at
every inspection, add features to
protect the inlet, or pretreatment
measures within the watershed
☐ Other / Comments:
Outlet blocked
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:
HU-1 Page 5 of 8
January 12, 2017
HU-1
Cistern
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR HU-1 CISTERN PAGE 2 of 4
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Standing water in storage container between
storm events outside of normal use timeframe
for the stored water. Normal use timeframe is
36 to 96 hours following a storm event
depending on the purpose and design of the
cistern.
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Use the water as intended, or disperse
to landscaping
☐ Implement practices onsite to drain and
use the stored water
☐ Contact the [City Engineer] to determine
a solution if onsite use cannot be
reliably sustained
☐ Other / Comments:
Presence of mosquitos/larvae For images of egg rafts, larva, pupa, and adult mosquitos, see http://www.mosquito.org/biology
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Use the water as intended, or disperse
to landscaping
☐ Install barriers such as screens that
prevent mosquito access to the
storage container
☐ Other / Comments:
HU-1 Page 6 of 8
January 12, 2017
HU-1
Cistern
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR HU-1 CISTERN PAGE 3 of 4
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Accumulation of sediment, litter, or debris in the
storage container – to be cleared once per year
or when debris accumulation is 25% of the total
container volume, or accumulation blocks
outlet, whichever is more frequent
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove and properly dispose of
accumulated materials
☐ If accumulation of sediment within one
year is >25% of the volume of the
cistern, add pretreatment measures
within the watershed
☐ Other / Comments:
Leaks or other damage to storage container
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair or replace as applicable
☐ Other / Comments:
HU-1 Page 7 of 8
January 12, 2017
HU-1
Cistern
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR HU-1 CISTERN PAGE 4 of 4
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Leaks or other damage to ancillary parts
including valves, piping, screens, level indicators,
and other accessories
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair or replace as applicable
☐ Other / Comments:
Cistern leaning or unstable, damage to roof, supports, anchors, or foundation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Make repairs as appropriate to correct
the problem and stabilize the system
☐ Other / Comments:
HU-1 Page 8 of 8
January 12, 2017
BF-1
Biofiltration
BMP MAINTENANCE FACT SHEET
FOR
STRUCTURAL BMP BF-1 BIOFILTRATION
Biofiltration facilities are vegetated surface water systems that filter water through vegetation, and soil or
engineered media prior to discharge via underdrain or overflow to the downstream conveyance system.
Biofiltration facilities have limited or no infiltration. They are typically designed to provide enough hydraulic head
to move flows through the underdrain connection to the storm drain system. Typical biofiltration components
include:
• Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips)
• Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap)
• Shallow surface ponding for captured flows
• Side slope and basin bottom vegetation selected based on climate and ponding depth
• Non-floating mulch layer
• Media layer (planting mix or engineered media) capable of supporting vegetation growth
• Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils
or the aggregate storage layer
• Aggregate storage layer with underdrain(s)
• Impermeable liner or uncompacted native soils at the bottom of the facility
• Overflow structure
Normal Expected Maintenance
Biofiltration requires routine maintenance to: remove accumulated materials such as sediment, trash or debris;
maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain
integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and
maintenance indicators is provided within this Fact Sheet.
Non-Standard Maintenance or BMP Failure
If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream
waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP
replacement, or a different BMP type will be required.
• The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours
following a storm event may be detrimental to vegetation health, and surface ponding longer than
approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage
can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet
structure. The specific cause of the drainage issue must be determined and corrected.
• Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one
month. This means the load from the tributary drainage area is too high, reducing BMP function or
clogging the BMP. This would require pretreatment measures within the tributary area draining to the
BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of
components that are more expensive to replace such as media, filter course, and aggregate layers.
• Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion
control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage
according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and
grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction.
BF-1 Page 1 of 11
January 12, 2017
BF-1
Biofiltration
Other Special Considerations
Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or
connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters
or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United
States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish
and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to
perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine
maintenance is key to preventing this scenario.
BF-1 Page 2 of 11
January 12, 2017
BF-1
Biofiltration
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION
The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district. Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently. Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the
minimum inspection and maintenance frequency can be determined based on the results of the first year inspections.
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials,
without damage to the vegetation or compaction of the
media layer.
• Inspect monthly. If the BMP is 25% full* or more in
one month, increase inspection frequency to monthly
plus after every 0.1-inch or larger storm event.
• Remove any accumulated materials found at each
inspection.
Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger
storm event.
• Remove any accumulated materials found at each
inspection.
Damage to structural components such as weirs, inlet or
outlet structures
Repair or replace as applicable • Inspect annually.
• Maintenance when needed.
Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans. • Inspect monthly.
• Maintenance when needed.
Dead or diseased vegetation Remove dead or diseased vegetation, re-seed, re-plant,
or re-establish vegetation per original plans.
• Inspect monthly.
• Maintenance when needed.
Overgrown vegetation Mow or trim as appropriate. • Inspect monthly.
• Maintenance when needed.
2/3 of mulch has decomposed, or mulch has been removed Remove decomposed fraction and top off with fresh mulch to a total depth of 3 inches. • Inspect monthly.
• Replenish mulch annually, or more frequently when needed based on inspection.
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the
bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).
BF-1 Page 3 of 11
January 12, 2017
BF-1
Biofiltration
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR BF-1 BIOFILTRATION (Continued from previous page)
Threshold/Indicator Maintenance Action Typical Maintenance Frequency
Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the
irrigation system. • Inspect monthly.
• Maintenance when needed.
Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make
appropriate corrective measures such as adding erosion
control blankets, adding stone at flow entry points, or
minor re-grading to restore proper drainage according
to the original plan. If the issue is not corrected by
restoring the BMP to the original plan and grade, the
[City Engineer] shall be contacted prior to any additional
repairs or reconstruction.
• Inspect after every 0.5-inch or larger storm event. If erosion due to storm water flow has been observed, increase inspection frequency to after every 0.1-inch or larger storm event.
• Maintenance when needed. If the issue is not
corrected by restoring the BMP to the original plan
and grade, the [City Engineer] shall be contacted prior
to any additional repairs or reconstruction.
Standing water in BMP for longer than 24 hours following a storm event
Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health
Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or invasive vegetation, clearing underdrains, or repairing/replacing clogged or compacted soils.
• Inspect monthly and after every 0.5-inch or larger
storm event. If standing water is observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
If mosquitos/larvae are observed: first, immediately
remove any standing water by dispersing to nearby
landscaping; second, make corrective measures as
applicable to restore BMP drainage to prevent standing
water.
If mosquitos persist following corrective measures to
remove standing water, or if the BMP design does not
meet the 96-hour drawdown criteria due to release
rates controlled by an orifice installed on the
underdrain, the [City Engineer] shall be contacted to
determine a solution. A different BMP type, or a Vector
Management Plan prepared with concurrence from the
County of San Diego Department of Environmental
Health, may be required.
• Inspect monthly and after every 0.5-inch or larger storm event. If mosquitos are observed, increase inspection frequency to after every 0.1-inch or larger storm event.
• Maintenance when needed.
Underdrain clogged Clear blockage. • Inspect if standing water is observed for longer than
24-96 hours following a storm event.
• Maintenance when needed.
BF-1 Page 4 of 11
January 12, 2017
BF-1
Biofiltration
References
American Mosquito Control Association.
http://www.mosquito.org/
California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook.
https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook
County of San Diego. 2014. Low Impact Development Handbook.
http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html
San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet BF-1.
http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220
BF-1 Page 5 of 11
January 12, 2017
BF-1
Biofiltration
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BF-1 Page 6 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
Property / Development Name:
Responsible Party Name and Phone Number:
Property Address of BMP:
Responsible Party Address:
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 1 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Accumulation of sediment, litter, or debris
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove and properly dispose of
accumulated materials, without damage
to the vegetation
☐ If sediment, litter, or debris accumulation exceeds 25% of the surface ponding
volume within one month (25% full*),
add a forebay or other pre-treatment measures within the tributary area
draining to the BMP to intercept the materials.
☐ Other / Comments:
Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the
bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).
BF-1 Page 7 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 2 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Dead or diseased vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove dead or diseased vegetation, re-
seed, re-plant, or re-establish vegetation
per original plans
☐ Other / Comments:
Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Mow or trim as appropriate
☐ Other / Comments:
2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove decomposed fraction and top off
with fresh mulch to a total depth of 3
inches
☐ Other / Comments:
BF-1 Page 8 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 3 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas and
adjust the irrigation system
☐ Other / Comments:
Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas,
and make appropriate corrective
measures such as adding erosion
control blankets, adding stone at flow
entry points, or minor re-grading to
restore proper drainage according to
the original plan
☐ If the issue is not corrected by restoring
the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction
☐ Other / Comments:
BF-1 Page 9 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 4 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:
Underdrain clogged (inspect underdrain if
standing water is observed for longer than 24-96
hours following a storm event)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:
Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair or replace as applicable
☐ Other / Comments:
BF-1 Page 10 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:
Permit No.: APN(s):
INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 5 of 5
Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted
Standing water in BMP for longer than 24-96 hours following a storm event*
Surface ponding longer than approximately 24
hours following a storm event may be detrimental to vegetation health
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Make appropriate corrective measures
such as adjusting irrigation system,
removing obstructions of debris or
invasive vegetation, clearing
underdrains, or repairing/replacing
clogged or compacted soils
☐ Other / Comments:
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Apply corrective measures to remove standing water in BMP when standing
water occurs for longer than 24-96 hours following a storm event.**
☐ Other / Comments:
*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain,
or outlet structure. The specific cause of the drainage issue must be determined and corrected. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria due to release rates
controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required.
BF-1 Page 11 of 11
January 12, 2017
UrbanPond™
A Stormwater Storage Solution
A Forterra Company
INSPECTION & MAINTENANCE
MANUAL
5796 Armada Drive Suite 250 | Carlsbad, CA 92008 | 855.566.3938
stormwater@forterrabp.com | biocleanenvironmental.com
1 | Page
URBAN POND INSPECTION & MAINTENANCE
Inspection and maintenance of the Urban Pond underground detention, retention, or infiltration
system is vital for the performance and life cycle of the stormwater management system. All local,
state, and federal permits and regulations must be followed for system compliance. Manway access
locations are provided on each system for ease of ingress and egress for routine inspection and
maintenance activities. Stormwater regulations require that all BMPs be inspected and maintained
to ensure they are operating as designed and providing protection to receiving water bodies. It is
recommended that inspections be performed multiple times during the first year to assess the site
specific conditions. Inspection after the first significant rainfall event and at quarterly intervals is
typical. This is recommended because pollutant loading and pollutant characteristics can vary
greatly from site to site. Variables such as nearby soil erosion or construction sites, winter sanding
on roads, amount of daily traffic and land use can increase pollutant loading on the system. The first
year of inspections can be used to set inspection and maintenance intervals for subsequent years to
ensure appropriate maintenance is provided. Without appropriate maintenance a BMP can exceed
its storage capacity, become blocked, or damaged, which can negatively affect its continued
performance.
Inspection Equipment
Following is a list of equipment to allow for simple and effective inspection of the underground
detention, retention, or infiltration system:
• Bio Clean Environmental Inspection and Maintenance Report Form
• Flashlight
• Manhole hook or appropriate tools to access hatches and covers
• Appropriate traffic control signage and procedures
• Measuring pole and/or tape measure
• Protective clothing and eye protection
• Note: Entering a confined space requires appropriate safety and certification. It is generally
not required for routine inspections of the system.
Inspection Steps
The key to any successful stormwater BMP maintenance program is routine inspections. The
inspection steps required on the Urban Pond underground detention, retention, or infiltration
system are quick and easy. As mentioned above, the first year should be seen as the maintenance
interval establishment phase. During the first year more frequent inspections should occur in order
2 | Page
to gather loading data and maintenance requirements for that specific site. This information can be
used to establish a base for long term inspection and maintenance interval requirements.
The Urban Pond underground detention, retention, or infiltration system can be inspected though
visual observation without entry into the system. All necessary pre-inspection steps must be carried
out before inspection occurs, especially traffic control and other safety measures to protect the
inspector and nearby pedestrians from any dangers associated with an open access hatch or
manhole. Once these access covers have been safely opened the inspection process can proceed:
• Prepare the inspection form by writing in the necessary information including project name,
location, date & time, unit number and other information (see inspection form).
• Observe the upstream drainage area and look for sources of pollution, sediment, trash and
debris.
• Observe the inside of the system through the access manholes. If minimal light is available
and vision into the unit is impaired, utilize a flashlight to see inside the system and all of its
modules.
• Look for any out of the ordinary obstructions in the inflow and outflow pipes. Check pipes
for movement or leakage. Write down any observations on the inspection form.
• Observe any movement of modules.
• Observe concrete for cracks and signs of deterioration.
• In detention and retention systems inspect for any signs of leakage.
• In infiltration systems inspect for any signs of blockage or reasons that the soils are not
infiltrating.
• Through observation and/or digital photographs, estimate the amount of floatable debris
accumulated in the system. Record this information on the inspection form. Next, utilizing a
tape measure or measuring stick, estimate the amount of sediment accumulated in the
system. Sediment depth may vary throughout the system, depending on the flow path.
Record this depth on the inspection form.
• Finalize inspection report for analysis by the maintenance manager to determine if
maintenance is required.
Maintenance Indicators
Based upon observations made during inspection, maintenance of the system may be required
based on the following indicators:
• Damaged inlet and outlet pipes.
• Obstructions in the system or its inlet or outlet.
• Excessive accumulation of floatables.
• Excessive accumulation of sediment of more than 6” in depth.
• Damaged joint sealant.
3 | Page
Maintenance Equipment
While maintenance can be done fully by hand it is recommended that a vacuum truck be utilized to
minimize time requirements required to maintain the Urban Pond underground detention,
retention, or infiltration system:
• Bio Clean Environmental Inspection and Maintenance Report Form
• Flashlight
• Manhole hook or appropriate tools to access hatches and covers
• Appropriate traffic control signage and procedures
• Measuring pole and/or tape measure
• Protective clothing and eye protection
• Vacuum truck
• Trash can
• Pressure washer
• Note: Entering a confined space requires appropriate safety and certification. It is generally
not required for routine inspections of the system. Entry into the system will be required if
maintenance is required.
Maintenance Procedures
It is recommended that maintenance occurs at least three days after the most recent rain event to
allow for drain down of the system and any upstream detention systems designed to drain down
over an extended period of time. Maintaining the system while flows are still entering it will
increase the time and complexity required for maintenance. Once all safety measures have been set
up cleaning of the system can proceed as follows:
• Using an extension on a boom on the vacuum truck, position the hose over the opened
manway and lower into the system. Remove all floating debris, standing water (as needed)
and sediment from the system. A power washer can be used to assist if sediments have
become hardened and stuck to the walls and columns. Repeat the same procedure at each
manway until the system has been fully maintained. Be sure not to pressure wash the
infiltration area as it may scour.
If maintenance requires entry into the vault:
• Following rules for confined space entry use a gas meter to detect the presence of any
hazardous gases. If hazardous gases are present do not enter the vault. Follow appropriate
confined space procedures, such as utilizing venting system, to address the hazard. Once it
is determined to be safe, enter utilizing appropriate entry equipment such as a ladder and
tripod with harness.
4 | Page
• The last step is to close up and replace all manhole covers and remove all traffic control.
• All removed debris and pollutants shall be disposed of following local and state
requirements.
For Maintenance Services please contact Bio Clean at 760-433-7640, or email
info@biocleanenvironmental.com.
CPS Maintenance Guide
CPS
Connector Pipe Screen
Maintenance Guide
Manufacturer:
Fabco Industries, Inc
66 Central Avenue
Farmingdale, NY 11735
Phone: (631)-393-6024
Caution:
The CPS device should be maintained by trained individuals who are
familiar with all confined space entry, disposal procedures and traffic
safety regulations.
Contact:
SWIMS
31642 Ave. Los Cerritos
San Juan Capistrano, CA 92675
(866) 967-9467
CPS Maintenance Guide
1.0 Inspecting the CPS
The CPS device, like any other stormwater treatment device requires maintenance to remain
efficient as a stormwater filter. Fabco Industries highly recommends inspecting the system
within the first year after installation following the steps below.
Inspection and cleaning should be performed only after NO rainfall for at least 24 hours. If working in the street, proper safety equipment should be worn,
including but not limited to a hardhat, vest, gloves and eye
protection, and local traffic safety rules & regulations should be
followed. Begin by removing the manhole access covers located over the
catch basin structure. Allow several minutes for the system to
vent. CAUTION: Grates can be extremely heavy. Some type of lifting
mechanism is highly recommended.
Visually inspect all chambers for heavy sediment, trash and debris
loading. A battery powered flashlight or droplight is
recommended for thorough inspection. Some telltale signs that cleaning or filter replacement is necessary
are as follows:
Waterline marks within a couple inches of the top of the bypass weir.
Standing water in the chamber because it was designed to drain down after a storm.
Cannot see the screen surface area because they are covered with sediment, trash and debris, etc. Record observations and comments on the maintenance log sheet.
In addition, the use of digital photographs and/or sketches may be
warranted to maintain the most accurate historical records.
Inspection and cleaning should be performed only after NO rainfall for at least 24 hours. If working in the street, proper safety equipment should be worn,
including but not limited to a hardhat, vest, gloves and eye
protection, and local traffic safety rules & regulations should be
followed. Begin by removing the manhole access covers located over the
catch basin structure. Allow several minutes for the system to
vent. CAUTION: Grates can be extremely heavy. Some type of lifting
mechanism is highly recommended.
Visually inspect all chambers for heavy sediment, trash and debris
loading. A battery powered flashlight or droplight is
recommended for thorough inspection. Some telltale signs that cleaning or filter replacement is necessary
are as follows:
Waterline marks within a couple inches of the top of the bypass weir.
Standing water in the chamber because it was designed to drain down after a storm. Cannot see the screen surface area because they are covered with sediment, trash and debris, etc. Record observations and comments on the maintenance log sheet.
In addition, the use of digital photographs and/or sketches may be
warranted to maintain the most accurate historical records.
CPS Maintenance Guide
2.0 Cleaning Frequency
The CPS device requires periodic cleaning. There are no hard and fast rules in this regard.
Small units and installation sites with higher than expected sediment loads or areas with
significant trees and foliage require more maintenance. In general, Fabco Industries
recommends cleaning out the unit(s) at least two times per year by removing the trash and
debris, sand and silt with a vacuum assisted device.
3.0 Cleaning out the CPS unit:
Be sure to follow all safety and traffic control protocols.
With the manhole access covers or hatches removed, the CPS
unit is available for cleaning.
Remove the sediment and debris from the system. This can
be done manually or with a vacuum device.
4.0 Disposal
All liquid, oils, sediment, debris, trash and other accumulates
removed from the CPS unit must be handled and disposed of in
accordance with local, state and federal regulations.
Disposal considerations must be part of a well-planed and
scheduled maintenance regime. Solid waste disposal can
typically be coordinated with a local landfill, whereas liquid
waste can be disposed of at either a wastewater treatment plant,
or a municipal vacuum truck decant facility.
we
CPS Maintenance Guide
Inspection and Maintenance Log-
Sheet
CPS unit
Maintenance Company
Information Company Name:
Onsite Technician:
Contact Phone No:
Treatment System
Information Date of Maintenance: CPS unit Model
Vault\Manhole Location:
Maintenance Item Comments
Water Depth (prior to maintenance) in forebay:
Sediment Depth (prior to maintenance) in forebay:
Sediment Depth (prior to maintenance) on cartridge deck:
Structural Damage:
Maintenance Performed:
Additional Work Required:
Structural Repairs:
ATTACHMENT 4
City standard Single Sheet BMP (SSBMP) Exhibit
[Use the City’s standard Single Sheet BMP Plan.]
BMP CONSTRUCTION AND INSPECTION NOTES:THE EOW WILL VERIFY THAT PERMANENT BMPS
ARECONSTRUCTED AND OPERATING IN COMPLIANCE WITH
THEAPPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY,
THEEOW MUST PROVIDE:1.PHOTOGRAPHS OF
THE INSTALLAT
ION
OFPERMANENT BMPS PRIOR TO CONSTRUCTION, DUR
INGCONSTRUCTION, AND AT FINAL INSTALLATION
.2.A WET STAMPED LETTER VERIFYING THAT PERMANENTBMPS ARE CONSTRUCTED AND OPERATING PER THEREQUIREMENTS OF THE APPROVED PLANS.3.PHOTOGRAPHS TO
VERIFY THAT PERMANENT WATERQUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED
.PRIOR TO RELEASE OF SECURITIES,
THE DEVELOPER ISRESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVENOT BEEN REMOVED OR MODIFIED BY
THE NEWHOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITYENGINEER.1. THESE BMPS ARE MANDATORY TO BE INSTALLED
PER MANUFACTURER
'SRECOMMENDATIONS OR THESE PLANS.2. NO
CHANGES TO THE PROPOSED BMPS ON THIS SHEET W
ITHOUT PRIORAPPROVAL FROM THE CITY ENGINEER.3. NO
SUBSTITUT
IONS TO
THE MATERIAL OR TYPES OR PLANTING TYPESWITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER.4. NO
OCCUPANCY W
ILL BE GRANTED
UNTIL THE CITY
INSPECTION
STAFFHAS INSPECTED THIS
PROJECT FOR APPROPRIATE
BMP
CONSTRUCTIONAND INSTALLATION.BMP NOTES:PARTY RESPONSIBLE FOR MAINTENANCE:NAMEADDRESSPHONE NO.CONTACTPLAN PREPARED BY:NAMEADDRESSPHONE NO.CERTIFICATIONCOMPANYHYDROMODIFICATION & TREATMENT CONTROL5. REFER TO MAINTENANCE AGREEMENT DOCUMENT.6. SEE PROJECT
SWMP FOR ADDITIONAL
INFORMATION.SIGNATUREWOODSIDE 05S
, LPSTEPHEN C. OTTSB&O INC.3990 RUFFIN ROADSUITE 120SAN D
IEGO,
CA
. 92123(858) 560-11411250 CORONA PO
INTE CT. STE. 500#202CORONA, CA. 92879CRAIG MORAES(760) 535-2333QUARTERLYTC-32760 SF.536-1A4,5SEMI-ANNUALLYBMP TABLEBMP ID#BMP TYPESYMBOLCASQA NO.QUANTITY
DRAWING NO.SHEET NO.(S)INSPECTIONFREQUENCY
MAINTENANCEFREQUENCY2BIORETENTIONAREA
PE C70666TREATMENT CONTROL3QUARTERLYMP-402 EA.4SEMI-ANNUALLY4MODULARWETLAND536-1A1QUARTERLYMP-604,980 CF.536-1A4,6, DETAILSEMI-ANNUALLYPIPE (CISTERN) &STRUCTURETRASH CAPTURE BMPs6QUARTERLYMP-522536-1ASEMI-ANNUALLYTRASH SCREENSOURCE CONTROLSTENCILSSD-135NO DUMPINGDRAINS TO OCEAN9536-1AANNUALANNUALTHIS SHEET4, DETAILTHIS SHEET4,5,6, DETAILTHIS SHEETPER STORMTEK DETAIL THIS SHEET ORAPPROVED EQUIVALENT.EXISTING
STORMTEK DETAIL THIS SHEET OR APPROVEDEQUIVALENT.PER