HomeMy WebLinkAboutCT 03-02; MARBRISA VILLA 67; PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN SWQMP FOR MARBISA – VILLA 67; 2022-12-22CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR
MarBrisa -Villa 67
PROJECT ID CT 03-02
DWG# 428-9K
GR 2022-0032
CT 03-02
ENGINEER OF WORK:
~ov~ //&;/zJ y
Robert D. Dentino, PERCE 45629
PREPARED FOR:
Grand Pacific Carlsbad, L.P.
C/O Grand Pacific Development, INC.
5900 Pasteur Court, Suite 200
Carlsbad, CA 92008
PREPARED BY:
EXCEL ENGINEERING
440 State Place
Escondido, CA, 92029
(760) 745-8118
DATE:
DECEMBER 22, 2022
TABLE OF CONTENTS
Certification Page
Project Vicinity Map
FORM E-34 Storm Water Standard Questionnaire
Site Information
FORM E-36 Standard Project Requirement Checklist
Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment 1a: DMA Exhibit
Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations
Attachment 1c: Harvest and Use Feasibility Screening (when applicable)
Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable)
Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations
Attachment 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
MarBrisa -Villa 67
Project ID: CT 03-02
CERTIFICATION PAGE
I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs
for this project, and that I have exercised responsible charge over the design of the project as
defined in Section 6703 of the Business and Professions Code, and that the design is consistent
with the requirements of the BMP Design Manual, which is based on the requirements of
SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order.
I have read and understand that the City Engineer has adopted minimum requirements for
managing urban runoff, including storm water, from land development activities, as described in
the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability
and accurately reflects the project being proposed and the applicable source control and site
design BMPs proposed to minimize the potentially negative impacts of this project's land
development activities on water quality. I understand and acknowledge that the plan check
review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as
the Engineer in Responsible Charge of design of storm water BMPs for this project, of my
responsibilities for project design.
¼V~cE 45629/ EXP. 12-31-2024
gineer of Work's Signature, PE Number & Expiration Date
ROBERT D. DENTINO
Print Name
EXCEL ENGINEERING
Company
1/}a/z_:;
Date
PROJECT VICINITY MAP
VICINIT Y MAP
CITY OF OCEANS IDE
HIGH 7S
PACIFIC
OCEAN
CITY OF ENCINITAS
NOT TO
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OF VISTA
[Insert City’s Storm Water Standard Questionnaire (Form E-34) here]
C cicyof
Carlsbad
I INSTRUCTIONS:
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, 'STANDARD PROJECT' with TRASH CAPTURE
REQUIREMENTS, or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements.
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City
staff has responsibility for making the final assessment after submission of the development application. If staff determines
that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed
by you, this will result in the return of the development application as incomplete. In this case, please make the changes to
the questionnaire and resubmit to the city.
If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the
questions, please seek assistance from Land Development Engineering staff.
A completed and signed questionnaire must be submitted with each development project application. Only one completed
and signed questionnaire is required when multiple development applications for the same project are submitted
concurrently.
PROJECT INFORMATION
PROJECT NAME: MARBRISA -VILLA 67 APN:
ADDRESS: MARBRISA CIR, CARLSBAD, CA 92008 211-131-13
The project is (check one): D New Development ~edevelopment
The total proposed disturbed area is: 11 ,586.96 ft2 ( 0.266 ) acres
The total proposed newly created and/or replaced impervious area is: 7,858 ft2 ( 0.180 ) 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 CT 03-02 SWQMP#: 15-19
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 02/22
STEP 1
TO BE COMPLETED FOR ALL PROJECTS
To determine if your project is a "development project", please answer the following question:
YES NO
Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building □ ~ or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)?
If you answered "yes" to the above question, provide justification below then go to Step 6, mark the box stating "my project
is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
If you answered "no" to the above question, the project is a 'development project', go to Step 2.
STEP2
TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS
To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer
the following questions:
Is your project LIMITED to one or more of the following:
YES NO
1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria:
a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas; OR □ g
b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR
c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets quidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ g
accordance with the USEPA Green Streets guidance?
3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ ~
If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark
the second box stating "my project is EXEMPT from PDP ... " and complete applicant information.
Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with
the USEPA Green Street guidance):
If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3.
E-34 Page 2 of 4 REV 02/22
STEP3
TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS
To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.( 1) ):
YES NO
1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces
□ ~ collectively over the entire project site? This includes commercial, industrial, residential, mixed-use,
and public development projects on public or private land.
2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious
surface collectively over the entire project site on an existing site of 10,000 square feet or more of ~ □ impervious surface? This includes commercial, industrial, residential, mixed-use, and public
development projects on public or private land.
3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of
impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a □ M' facility that sells prepared foods and drinks for consumption, including stationary lunch counters and
refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial
Classification (SIC) code 5812).
4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious
□ ~ surface collectively over the entire project site and supports a hillside development project? A hillside
development project includes development on any natural slope that is twenty-five percent or Qreater.
5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of
impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a □ ~ land area or facility for the temporary parking or storage of motor vehicles used personally for
business or for commerce.
6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious street, road, highway, freeway or driveway surface collectively over the entire project □ ~ site? A street, road, highway, freeway or driveway is any paved impervious surface used for the
transoortation of automobiles, trucks, motorcycles, and other vehicles.
7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of
impervious surface collectively over the entire site, and discharges directly to an Environmentally
□ ~ Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200
feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an
isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).*
8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ ~ shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC)
codes: 5013, 5014, 5541, 7532-7534, or 7536-7539.
9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
M' feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily
Traffic (ADT) of 100 or more vehicles per day.
10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land □ ~ and are expected to generate pollutants post construction?
11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of ~ impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC □ 21.203.040)
If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment
project, go to step 4. If your project is a new project, go to step 6, check the first box stating, "My project is a PDP ... " and
complete applicant information.
If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT'. Go to step 5, complete the
trash capture questions ..
• Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special
Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments);
areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management
Plan; and any other equivalent environmentally sensitive areas which have been identified by the City.
E-34 Page 3 of 4 REV 02/22
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) = 323,816 (PHASE 2) sq. ft. ~ □
Total proposed newly created or replaced impervious area (B) = 7,858 sq. ft.
Percent impervious area created or replaced (B/A)*100 = 2.43 %
If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface
and not the entire development. Go to step 6, check the first box stating, "My project is a PDP ... " and complete applicant
information.
If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 6, check the first
box statinq, "Mv project is a PDP ... " and complete applicant information.
STEPS
TO BE COMPLETED FOR STANDARD PROJECTS
Complete the question below regarding your Standard Project (SDRWQCB Order No. 2017-0077):
YES NO
Is the Standard Project within any of the following Priority Land Use (PLU) categories?
R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General □ □ Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor
Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or
Public Transoortation Station
If you answered "yes", the 'STANDARD PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6,
check the third box stating, "My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS
... " and complete applicant information.
If you answered "no", your project is a 'STANDARD PROJECT'. Go to step 6, check the second box stating, "My project is
a 'STANDARD PROJECT' ... " and complete annlicant information.
STEP6 I
CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION
~My project is a PDP and must comply with PDP stormwater requirements of the BMPI Ma~ual. I understand I must
prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal ~ime of application.
0 My project is a 'STANDARDrPROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT'
stormwater requirements of the BMP Manual. As part of these requirements, I will sub it a "Standard Project
Requirement Checklist Form E-36" and incorporate low impact development strategies througtiout my project.
0 My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH
CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a TRASH CAPTURE Storm Water
Quality Management Plan (SWQMP) per E-35A template for submittal at time of application.
Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations
and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual.
Applicant Information and Signature Box
Applicant Name: TIM STRIPE ./'J Applicant Title: CO-PRESIDENT
(\W H, /l_J--
Applicant Signature: ~7'-~ 1,4,.;"!-I J::ite: [2-L3·-2?----
\../ u I
E-34 Page 4 of 4 REV 02/22
SITE INFORMATION CHECKLIST
Project Summary Information
Project Name MarBrisa - Villa 67
Project ID CT 03-02
Project Address MarBrisa Cir
Carlsbad, CA 92008
Assessor's Parcel Number(s) (APN(s)) 211-131-13
Project Watershed (Hydrologic Unit) Carlsbad 904.31
Parcel Area
2.02 Acres
( 87,991.2 Square Feet)
Existing Impervious Area
(subset of Parcel Area)
0 Acres
( 0 Square Feet)
Area to be disturbed by the project
(Project Area)
0.266 Acres
( 11,586.96 Square Feet)
Project Proposed Impervious Area
(subset of Project Area)
0.180 Acres
( 7,858 Square Feet)
Project Proposed Pervious Area
(subset of Project Area)
0.086 Acres
( 3,728.96 Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
Project.
This may be less than the Parcel Area.
Description of Existing Site Condition and Drainage Patterns
Current Status of the Site (select all that apply):
◻ Existing development
◻ Previously graded but not built out
◻ Agricultural or other non-impervious use
◻ Vacant, undeveloped/natural
Description/Additional Information:
The project area consists of a previously graded lot and pad planned for the construction of a
three-story resort villa building along with hardscape walkways connecting to the existing
sidewalk.
Existing Land Cover Includes (select all that apply):
◻ Vegetative Cover
◻ Non-Vegetated Pervious Areas
◻ Impervious Areas
Description / Additional Information:
Surrounding the villa will remain as what is currently a landscape area. The villa will be
constructed with roof downspouts that connect directly into an area drain system that then
connects to the existing drainage system. Surface runoff will flow away from the building into
area drains surrounding the villa. On the front side, water runoff will flow into the existing curb
and gutter in the parking lot and continue into an existing catch basin.
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
NRCS Type A
NRCS Type B
NRCS Type C
NRCS Type D
Approximate Depth to Groundwater (GW):
GW Depth < 5 feet
5 feet < GW Depth < 10 feet
10 feet < GW Depth < 20 feet
GW Depth > 20 feet
Existing Natural Hydrologic Features (select all that apply):
Watercourses
Seeps
Springs
Wetlands
None
Description / Additional Information:
Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from
the site? At a minimum, this description should answer (1) whether existing drainage
conveyance is natural or urban; (2) describe existing constructed storm water conveyance
systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]:
The existing site topography is a graded flat pad located in a vacant lot in MarBrisa Carlsbad
Resort located between Cannon Road and Palomar Airport Road. The villa’s roof directs
stormwater directly into the area drain via 5 downspouts. Surface flow on the building’s exterior
flows away from building and into 6 area drains on the exterior landscape. 5 additional area
drains are located within the building’s hardscape. All other flow follows the current drainage
pattern into the two existing catch basins with one located in the northwestern corner and one in
the parking lot directly in front of the villa. The area drains connect into the existing stormwater
drainage system at the locations of these catch basins. Ultimately, these pipe outfall along the
western perimeter of the resort into IMP-I and IMP-2 basins which were sized in anticipation to
receive drainage from Villa 67. No runoff from offsite is conveyed though the project site.
Description of Proposed Site Development and Drainage Patterns
Project Description / Proposed Land Use and/or Activities:
The project proposes the addition of a lodging villa with a footprint of approximately 7,500 square
feet. This villa is a part of a series of construction within MarBrisa Carlsbad Ranch, which
consists of multiple resort amenities such as lodging, restaurants, pools, and parking.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
The proposed impervious features of the project include the building roof area and the
hardscape walkways.
List/describe proposed pervious features of the project (e.g., landscape areas):
The pervious areas of the site include the current landscape.
Does the project include grading and changes to site topography?
◻ Yes
◻ No
Description / Additional Information:
The existing site topography is already a graded flat pad. Site topography will change slightly.
Grading as necessary to direct flows away from building and toward area drains.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
◻ Yes
◻ No
Description / Additional Information:
New area drains to be installed but will tie-in to the existing storm water conveyance system.
Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
◻ On-site storm drain inlets
◻ Interior floor drains and elevator shaft sump pumps
◻ Interior parking garages
◻ Need for future indoor & structural pest control
◻ Landscape/Outdoor Pesticide Use
◻ Pools, spas, ponds, decorative fountains, and other water features
◻ Food service
◻ Refuse areas
◻ Industrial processes
◻ Outdoor storage of equipment or materials
◻ Vehicle and Equipment Cleaning
◻ Vehicle/Equipment Repair and Maintenance
◻ Fuel Dispensing Areas
◻ Loading Docks
◻ Fire Sprinkler Test Water
◻ Miscellaneous Drain or Wash Water
◻ Plazas, sidewalks, and parking lots
Identification of Receiving Water Pollutants of Concern
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or
reservoir, as applicable):
The project is located in Carlsbad Hydrologic Unit (904.31). The project discharges directly to an
unlined drainage channel that parallels the western and southwestern side of the project site. The
flow path follows a natural water course to the Pacific Ocean less than 2 miles from the site. The
natural water course is Agua Hedionda and is listed on the 303(d) list as having the impairments
to water quality listed below.
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)lStressor(s) TMDLs
Agua Hedionda Creek
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
Nutrients
Heavy Metals
Organic Compounds
Trash & Debris
Oxygen Demanding
Substances
Oil & Grease
Bacteria & Viruses
Pesticides
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
Attached
Residential
Development
Commercial
Development
>one acre
Heavy
Industry
Automotive
Repair Shops
Restaurants
Hillside
Development
>5,000 ft2
Parking Lots
Retail
Gasoline
Outlets
Streets,
Highways &
Freeways
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.
Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
Yes, hydromodification management flow control structural BMPs required.
No, the project will discharge runoff directly to existing underground storm drains discharging
directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to conveyance channels whose bed and bank are
concrete-lined all the way from the point of discharge to water storage reservoirs, lakes,
enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to an area identified as appropriate for an
exemption by the WMAA for the watershed in which the project resides.
Description / Additional Information (to be provided if a 'No' answer has been selected above):
Critical Coarse Sediment Yield Areas*
*This Section only required if hydromodification management requirements apply
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
Yes
No, No critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual
been performed?
6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
6.2.2 Downstream Systems Sensitivity to Coarse Sediment
6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMAA maps
If optional analyses were performed, what is the final result?
No critical coarse sediment yield areas to be protected based on verification of GLUs onsite
Critical coarse sediment yield areas exist but additional analysis has determined that
protection is not required. Documentation attached in Attachment 8 of the SWQMP.
Critical coarse sediment yield areas exist and require protection. The project will implement
management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas
are identified on the SWQMP Exhibit.
Discussion / Additional Information:
Flow Control for Post-Project Runoff*
*This Section only required if hydromodification management requirements apply
List and describe point(s) of compliance (POCs) for flow control for hydromodification
management (see Section 6.3.1). For each POC, provide a POC identification name or number
correlating to the project's HMP Exhibit and a receiving channel identification name or number
correlating to the project's HMP Exhibit.
Has a geomorphic assessment been performed for the receiving channel(s)?
◻ No, the low flow threshold is 0.1Q2 (default low flow threshold)
◻ Yes, the result is the low flow threshold is 0.1Q2
◻ Yes, the result is the low flow threshold is 0.3Q2
◻ Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:
Discussion / Additional Information: (optional)
Other Site Requirements and Constraints
When applicable, list other site requirements or constraints that will influence storm water
management design, such as zoning requirements including setbacks and open space, or City
codes governing minimum street width, sidewalk construction, allowable pavement types, and
drainage requirements.
N/A
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.
[lnsert City’s Standard Project Requirement Checklist Form E-36 (here)]
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
□ □ □
□
□
□
□
□
□
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
□ □ □
D
□ □ □
D
D
□
□ □ □ □ □ □ □
□ □ □ □ □ □ □
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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E-36 Page 4 of 4 Revised 02/22
Form Certification
This E-36 Form is intended to comply with applicable requirements of the city’s BMP Design Manual. I certify that it has
been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs
proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I
understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as
the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for
project design.
Preparer Signature: Date:
Print preparer name:
I
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.
Carlsbad Ranch Planning Area 5 – MarBrisa Phase II was designed with Villa 67 included in
the post-project DMA calculations. Phase II proposed the need for five Integrated
Management Practice (IMP) bio-retention basins. The DMA exhibit shows drainage from Villa
67 to either Outfall 1 or Outfall 2. It was calculated that the northerly half of Villa 67’s roof
enters the storm drain ultimately to Outfall 1 and the southerly half of the roof enters the
storm drain and ends up at Outfall 2. Furthermore, Outfall 1 outlets into IMP-1 and Outfall 2
outlets into IMP-2. These IMP basins are sized accordingly based on the respective DMA
from Phase II planning.
[Continue on next page as necessary.]
[Continued from previous page – This page is reserved for continuation of description of general
strategy for structural BMP implementation at the site.]
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID
DWG 428-9G Sheet No. 19
Type of structural BMP:
◻ Retention by harvest and use (HU-1)
◻ Retention by infiltration basin (INF-1)
◻ Retention by bioretention (INF-2)
◻ Retention by permeable pavement (INF-3)
◻ Dry Wells (INF-4)
◻ Partial retention by biofiltration with partial retention (PR-1)
◻ Biofiltration (BF-1)
◻ Proprietary Biofiltration (BF-3)
◻ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
◻ Detention pond or vault for hydromodification management
◻ Trash Capture Device
◻ 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
◻ Trash Capture
◻ Other (describe in discussion section below)
Discussion (as needed):
IMP-I and IMP-II are existing bio-retention swales that were sized with the consideration of Villa
67 runoff included. These IMPs are designed per worksheet B.5-1 of the COC BMP Design
Manual and modeled using continuous simulation modeling with SWMM. Because Villa 67 is a
portion of both IMP-I and IMP-II, the calculations were updated to show that the entirety is still in
compliance with DCV current standards.
V
Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No.
DWG Sheet No.
Type of structural BMP:
◻ Retention by harvest and use (HU-1)
◻ Retention by infiltration basin (INF-1)
◻ Retention by bioretention (INF-2
◻ Retention by permeable pavement (INF-3)
◻ Dry Wells (INF-4)
◻ Partial retention by biofiltration with partial retention (PR-1)
◻ Biofiltration (BF-1)
◻ Proprietary Biofiltration (BF-3)
◻ Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or
biofiltration BMP it serves in discussion section below)
◻ Detention pond or vault for hydromodification management
◻ Trash Capture Device
◻ 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
◻ Trash Capture
◻ Other (describe in discussion section below)
Discussion (as needed):
The landscape at Villa 67 is categorized as self-cleaning. The northerly half of the roof will enter
through downspouts into the area drains to the north and tie-in to the existing storm drain system
at an existing cleanout. At this cleanout, one trash screen will be installed. The southerly half of
the roof will enter through downspouts into area drains to the south and tie-in to the existing
storm drain system at an existing catch basin. At this catch basin, another trash screen will be
installed. The installments of these trash capture devices satisfy the requirements of section 4.4
of the Carlsbad BMP Manual.
V
V
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 of the BMP
Design Manual to complete Form I-7.
◻ Included
◻ Not included because the entire
project will use infiltration BMPs
Attachment 1d Infiltration Feasibility Analysis
(Required unless the project will use
harvest and use BMPs)
Refer to Appendix D of the BMP
Design Manual.
◻ Included
◻ Not included because the entire
project will use harvest and use
BMPs
Attachment 1e Pollutant Control BMP Design
Worksheets / Calculations (Required)
Refer to Appendices B, E, and I of
the BMP Design Manual for structural
pollutant control BMP design
guidelines
◻ Included
Attachment 1f Trash Capture BMP Design
Calculations
Refer to Appendices J of the BMP
Design Manual for Trash capture BMP
design guidelines
◻ Included
◻ Not included because the entire
project is not subject to trash
capture requirements
~
IV
~
IV
IV
IV
..
IV
Use this checklist to ensure the required information has been included on the DMA
Exhibit:
The DMA Exhibit must identify:
◻ Underlying hydrologic soil group
◻ Approximate depth to groundwater
◻ Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
◻ Critical coarse sediment yield areas to be protected (if present)
◻ Existing topography and impervious areas
◻ Existing and proposed site drainage network and connections to drainage offsite
◻ Proposed grading
◻ Proposed impervious features
◻ Proposed design features and surface treatments used to minimize imperviousness
◻ Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square
footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating)
◻ Structural BMPs (identify location and type of BMP)
◻ Tabular DMA Summary
... $XIST. INTERIM
AGRICULTUR41,
USAGE +",.
DA '!\,IGHT LINE/
G~1.DING Ll\.111S ,, .. +
.... ..,
:...,
~
DA'illGH1 LINE/
GR/\DING Ll\.111S
SCALE 1"=50' ----------=i 0 50 JOO 150
LEGEND
-66l. -INDICATES EXISTING CONTOUR
690 INDICATES PROPOSED CONTOUR
PROPOSED STORM DRAIN PIPE
E(
IIJPER,fOfJS AREAS
PROPOSED BIO-RETENTION FACILITY
PERVIOUS AREA/LANDSCAPE AREA
A/C PAVEMENT
CONCRETE PAVEMENT OR SIDEWALK
SELF-TREATING AREA
BUILDING ENVELOPE
FLOW DIRECTION
STREET DRAINING TO OUTFALL 1
STREET DRAINING TO OUTFALL 2
STREET DRAINING TO OUTFALL .3
A/C PA VEA/ENT
t 1111 II 1111 II ll fH ROOF AREA
~ AREA DRAINING TO IAIP
PER,fOfJS AREAS
HYORO!.OGY NOOE; SEE DRAINAGE REPORT
LIO-TC BNP & SOfJRCE CONlRot. NOTE
MINIMIZING IMPERVIOUS AREAS
INCORPORATE LANDSC/\PE BUFFER /\REA BETWEEN
SIDEW /ILK AND STREU.
MINIMIZE DCIAs
DIRECTING ROOF STORM WATER TO LANDSC/\PE /\REA /\ND THEN TO
BIO-RETENTION F /\CILITY PRIOR TO THE STOR\.IDR/\\N.
g SOURCE CONTROL BMPs
• MINIMIZE STORMW/\ TER POLLUT /\N1S OF CONCERN
• PRl\/1\TE STREU SWEEPING SH/ILL BE NO LESS TH/IN THE FREQUENCY
OF STREET SWEEPING BY THE C\1Y OF CARLSBAD ON PUBLIC STREETS.
-SWEEP PRIOR TO THE R/\IN\NG SE/\SON
• DR/\INAGE F /\CIL\TY \NSPEC1\0N /\ND \.IAINTEN/\NCE:
-INSPEC1\0N /\ND \.11\INTENANCE MINIMUM IN THE LATE SUMMER OF
E/\RLY F/\LL PRIOR TO ST/\RT OF THE R/\\NY SE/ISDN.
• ON-S\TE STORM DRAIN INLET
PER\.11\NENT CONTROLS: STENCILING /\ND S\GN/\GE:
-PRO'J\DE LABEL OF /\LL STORM DR/\IN INLETS /\ND Cl\ TCH B/\SINS
'M1HIN THE PROJEC1 /\REA WITH PROHIB\1\\/E LANGUAGE SUCH />.S:
"NO DU\.IP\NG/ ONLY RA\N IN THE DRAIN"/>.ND 11,/>.Y BE /\LSD
TRANSL/>. TED IN SPANISH.
• L/\NDSC/\PE/OUTDOOR PESTICIDE USE:
SEE STORMW/\TER TRE/\TMENT F/\CIL\TI ON THIS DR/\WING.
• L/\NDSC/\PING IS DESIGNED TO MINIMIZE IRRIG/\ 1\0N /\ND RUNOFF, TO
PROMOTE SURF/ICE INFILTR/>.1\0N WHERE /\PPROPRI/\TE.
1111mTREATMENT CONTROL BMPs
llli1JJ B/0-RETENllON FACILITY
T/>.RGETED CONS1\TUENTS (HIGH REM0\/1\L EFFECT\\1£NESS):
• SEDIMENT, NUTRIENTS, TR/>.SH, MU/\LS, B/>.CTERI/>., ORG/\NICS
• OIL /\ND GRE/>.SE
raw LOW IMPACT DEVELOPMENT AND SITE DESIGN
• ROUTE DR/>.INAGE TO PER'J\OUS />.RE/IS
• INCORPOR/>. TE L/>.NDSCAPED ARE/>.S FOR INFIL TR/>. T\ON
• INTEGR/\TE PER'J\OUS MATERI/\LS /\ND SURF/ICES
• MINIMIZE SOIL COMP/\C1\0N
• MINIMIZE DIRECTLY CONNECTED /\REAS
C a r l s b a d R a n c h, Planning Area 5 -
CARLSBAD, CALIFORNIA
Grand Pacific Resorts
Date: October 3, 2011 Project Number: 11008
BMPs
CONSTRUCTION
(I) NEW PR/VA TE STORA/ DRAINAGE SYSTEAI (SEE GRADING PLANS)
(I} CIJRB INLET TYPE A PER SORSO 0-1
(It
I
BROOKS BOX GRA TEO INLET
LANDSCAPE Bt/FFER BNP (TC-JI)
STORA/ DRAIN SIGNAGE (50-13)
LANDSCAPE & IRRIGAllON SYSTEAI (S0-10)
B/0-RETENllON (TC-32)
MarBrisa Phase II
POST-PROJECT DMA CALCULATION
PROJECT NAME: MARBR\SA -CARLSB/\D R/\NCH P/\.5
PROJECT LOCI\ 1\0N: GR/IND P /\CIFIC ORI\/£
C/\RLSBAD, Cl\ 92008
/\SSESOR'S PARCEL NUMBER: 211-131-05-00, 211-131-06-00, 211-131-07-00, 211-131-09-00
1011\L PROJECT /\REI\: 561,504 SQU/\RE FEU
\.IE/IN ANNU/\L PRECIP\1111\0N 111 PROJECT S\1E: 15 INCHES
SOIL TIPE: B
GROUND WATER LE\1£L: > 9 FT DEEP FROM N/11\\/E SOIL
TABEL I. SELF-lREAllNG AREAS ON SLOPE (ST}
OAIA NAAIE AREA(F1') 0/JA NAAIE AREA(F1')
SLOPE 1 22.320 SLOPE6 925
SLOPE 2 17.951 SLOPE 7 6.287
SLOPE J 8.032 SLOPE 8 17,340
SLOPE 4 2,518 SLOPE 9 9,840
SLOPE 5 12,053
TABEL 2. SELF-lREAllNG AREAS ON LANDSCAPE AREA (ST}
OAIA NAAIE AREA(H') OAIA NAAIE AREA(H')
ULLA 70 7.491 ,fLLA 65 16.569
,fLLA 69 8.121 ,fLLA 64 8.266
ULLA 68 13.024 ,fLLA 63 10.670
ULLA 67 12.383 ,fLLA 62 7.323
,fLLA 66 13.555 ULLA 61 8.151
OAIA NAAIE AREA(F1')
,fLLA 60 10,076
,fLLA 59 8,280
,fLLA 58 10.382
SALES 57 6.251
POOi. AREA 7,300
TABEL J. AREAS DRAINING TO INTEGRATED AIANAGEAIENT PRACllCE (!NP) CALCt/LAllON
AREAS DRAINING TO IMP I
OAIA 0/JA OAIA SOIL IAIP NAA/£· OAIA NAIi£ SURFACE AREA RUNOFF X T'/PE: B/0-RElENllON tn') TYPE FACTOR (C. C FACTOR 0
ST INLETS 67,560 A/C 1.0 67,560 IAIP AIIN. AREA PROPOSED
ULLAS LANDSCAPE 139,799 TVRF 0. 1 13,980 SIZING REQIJIREO AREA
,fLLAS ROOF 73,163 ROOF 1.0 73,163 FACTOR tn') tn')
POOi. AREA 49,367 HARO SCAPE 1.0 49,367
204.070 0. (J,f. 8,163 8,177 IAIPAREA I
TABEL 4. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCt/LAllON
AREAS DRAINING TO IMP II
OAIA 0/JA OAIA SOIL IAIP NAA/£· OAIA NAIi£ AREA SURFACE RUNOFF X T'/PE: <n"i TYPE BIO-RElENllON FACTOR (C, C FACTOR 0
ST INLETS 71,968 A/C 1.0 71,968 IAIP A/IN. AREA PROPOSED
ULLAS LANDSCAPE 81,530 TVRF 0. I 8,153 SIZING REQIJIREO AREA
,fLLAS ROOF 31,732 ROOF 1.0 31,732 FACTOR tn') tn')
SALES BLOC PLAZA 5,474 HARO SCAPE 1.0 5,474
!!7.327 0. (J,f. 4,693 4,900 IAIP AREAl
TABE1. 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE {!NP) CALCULAllON
AREAS DRAINING TO IMP Ill
OAIA OAIA OAIA SOIL IAIP NAA/£· OAIA NAN£ AREA SURFACE RUNOFF X TIPE: TYPE B/0-RETENllON F1 FACTOR C. C FACTOR 0
,.1 '2 BLOG 57 5,442 ROOF 1.0 5,442 IAIP A/IN. AREA PROPOSED , SIZING REQIJIREO AREA ~-
FACTOR (FT') tn')
5,442 0. (},f. 218 220
TABEL 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCULAllON
AREAS DRAINING TO IMP IV
OAIA OAIA OAIA SOIL IAIP NAA/£· OAIA NAN£ SURFACE
A~~A RUNOFF X TIPE: B/0-RETENllON tn TYPE FACTOR (C, C FACTOR 0
1/2 BLOG 57 5,442 ROOF 1.0 5,442 IAIP A/IN. AREA PROPOSED
SIZING REQIJIREO AREA
FACTOR (FT') (FT')
5,442 0. (},f. 218 220
TABEL 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCULAllON
AREAS DRAINING TO IMP V
OAIA OAIA OAIA SOIL IAIP NAAIE' OAIA NAIi£ SURFACE AREA RUNOFF X TIPE: B/0-RETENllON tn') TYPE FACTOR (C, C FACTOR 0
0Rlt€WAY 13,668 A/C 1.0 13,668 IAIP A/IN. AREA PROPOSED
SLOPE 4 2,518 LANDSCAPE 0. 1 252 SIZING REQIJIREO AREA
FACTOR tn') tn')
!J.752 0. (J,f. 557 560
ABBREWA llONS:
IAIPV: IAIPER,fOfJS AREA DRAINING TO SELF-RETAINING AREA
Sl: SELF-lREAllNG AREA IN SQ/JAR£ FrET
!EXCELi
ENGINEERING
LAND PlANNING CML Et«;INEERING SURVEYING
440 STATE PLACE
ESCONDIOO, CA 92029
TEL (760) 745-8118
7 -
I/JP AREA
I/JP AREA I
IAIP AREA I
LID AND DMA EXHIBIT
DMA EXHIBIT
VILLA 67
---- -- -0
lt'!!#I
ENGINEERING
LIND PLINNING • ENQNEEmNG • SIJIMT1NG
440 STAIT PL\C£, ESCOODO, CA 92029
PH (760)745--8118 FX (760)745--1890
!O 20 JO 40
\ I I
I C) \
'-....... _.,,,,,,,, ------
tllDE;._
!HE E%/S11NC S1RI/C1VRAL Bl.IP LOCA110N IS ON !HE OVERALL 11EIY OF !HE OAIA E%11/BIT. PLEASE
SEE CARLSBAO RANCH, PLANNINC AREA 5 AIARBRISA PHASE II LIO ANO OAIA E%1118/T
Sll?IJCll/RAL BIO-BASIN SIJAIAIARY TABLE
81,/P /Jl,/A ocv PERV/Ol/S /1,/PERV/Ol/S
NAAIE Na T'tPE OF BAIP (CF) AREA
(SOFT)
PAR11AL
!REA TS 1p 11LLA 67 RETEN110N BY
/1,/P-I TREATS BIORL !RA 110N 9,J59 138,234 ANO E%/S11NC HflH PAR11AL
RETEN110N
PAR11AL
!REA TS 1p 11LLA 67 RETEN110N BY
/1,/P-II TREATS BIORL !RA 110N 5,211 88,569 ANO E%/S11NC HflH PAR11AL
RETEN110N
HWl/NlQCIC Jl'J£ <M4"
!HE IIYOROI.OCICAL SO'L CROt/P FOR !HIS SITE IS T'tPE B.
EJt/STWC 511£ fEAfllf&
• !HE APPRO%/AIA TE OEP 1H TO CROI.INOWA !ER IS CREA !ER !HAN 20 FEET.
• !HERE ARE NO NA ll/RAL IIYOROI.OCIC fEA ll/RES ON !HE SllE
• !HE SITE PROPOSES TO CONNECT TO !HE E%/S11NC P(JBI.IC STORA/ ORAJN SY.SlD,/
LOCA TEO IN !HE SOl.llH EOCE OF !HE SllE
AREA
(SOFT)
189,955
104, IJ5
• BASEO ON IYAlERSHEO A/APP/NC OF POTEN11AL CR/11CAL COARSE SEO/A/ENT ~E/.0
AREAS (CCSYA), !HERE ARE NO CCSYA LOCATEO HflHIN !HE PROJECT BOI.INOARY OR
11?/B(JTARY TO !HE RIJNOfF BYPASSEO AROI.INO !HE SllE
EFFEC11V£
AREA OF
81,/P
(SQFT)
8,177
4,900
\---~
\ \ ---
~ ---
\\
\---~
\~
BO)(RISER /
AIEOIA CRAm 0//ERFLOIY
(INCH) (INCH) SIR/IC ll/RE
SIZE
(INCHES)
18.0 12.0 24)(24
18.0 12.0 -
NO!E· BAIP IS AN E%/S11NC
FACILITY PER: CT OJ----02 OM/ Na
4289----C
I
I
I
...
PERMANENT WATER OUALITY
TREATMENT FACILITY
!JETAIL
WA !ER Q/JAUTY SIGN-PLACE!J AT
EACH BIORL lli'A llON BASIN
NOlE· ALL BIOF/L !RA 110N AREAS HILL
HAVE A SICN POSTEO TO BE
VISIBLE AT ALL 11AIES.
EX/S77NC FACILITY
WATER OEPlH VARIES
1.28' ----1. 50'
Ml.L AIAINTAINEO CAUFORNIAN
OROl/CHT TOI.ERANT CRASSES
ANO HIL0/10/YERS
Ml.L AIA/NTAINEO CAUFORN/AN OROI/CHT TOI.ERANT ---~~ PROl10E J" CRASSES ANO HIL0/10/YERS -CRAl-fZ TO 18' A/IN. TOP SO'L HflH II/CH SANO (60----80%)
ANO LIA/IT Cl.A Y (10----20%} CONTENT
ABOVE
. _ 1/CHEST
\-:;:;; --' LEm OF
OR/RCES
0/AAIElER IAIPERAIEABI.E
LOHER LINER?
(INCH)
2, NO
- -
---......-.-. -I PERFORA 110NS
12• SOl.10 p,-c CI.EANOl/T EVERY 50 FT.
HflH A!R/1/AI CRATE, TC 12• II/CHER !HAN
FC (TYP) 12" PERFORATEO p,-c U0.75% CONNECT TO
A 48' RISER AT lHE 00/YNS!REAAI 3.3%
---~ RLTER FABRIC HflH PERAIEABIUTY
CREA !ER !HAN 10 INCHES PER HOUR
OR PER SO'L ENC/NEER REC/Jl,/AIENOA 110N TYPICAL LONGITUDINAL SECTION
OF THE BIO-RETENTION SWALE
NOT TO SCALE
/YELL AIA/NTAINEO CAUFORNIAN OROl/CHT
TOI.ERANT
CRASSES ANO HIL0/10/YERS
18" A/IN. TOP SO'L WllH HICH SANO
(60----80%) ANO
IMP II
/YATER OEPlH VAR/£.S
1.41' ----2.15' 12• SOl./0 Pl,C CI.EANOl/T EVERY 50 FT.
WllH Alli'/1/AI CRATE, TC 12• II/CHER !HAN
FS
2• ORIRCE TO BE
INSTALLEO AT /10Wl./NE
IF NOT CI/RRENll. Y
E%/S17NC.
"l~::::=,,,
12• PERFORATED p,-c OV.75% CONNECT TO
A 48" RISER AT !HE 00/YNSlli'EAAI
IYATERL/NE
EASEAIENT
ACCESS
5' 5
5'
±30 FEET SWALE WIDHT
SECllON A-A
B/0-HElENllON SWAl.£ HflH UNOEHOHAIN PIPE
FR(JA( STA 1+00.00 TO .J+-I0.97
NOT TO SCALE
Appendix I: Forms and Checklists
I-2 February 2016
Harvest and Use Feasibility Checklist Form I-7
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
Toilet and urinal flushing
Landscape irrigation
Other:______________
2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
[Provide a summary of calculations here]
3. Calculate the DCV using worksheet B.2-1.
DCV = __________ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
Yes / No
3b. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
Yes / No
3c. Is the 36 hour demand
less than 0.25DCV?
Yes
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
Harvest and use may be feasible.
Conduct more detailed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while draining in longer than 36 hours.
Harvest and use is
considered to be infeasible.
Is harvest and use feasible based on further evaluation?
Yes, refer to Appendix E to select and size harvest and use BMPs.
No, select alternate BMPs.
□
□
□
c::> ~ ~ i ,(),
Appendix I: Forms and Checklists
I-3 February 2016
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:
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.
Appendix I: Forms and Checklists
I-4 February 2016
Form I-8 Page 2 of 4
Criteri
a 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 the City to substantiate findings.
Appendix I: Forms and Checklists
I-5 February 2016
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.
Appendix I: Forms and Checklists
I-6 February 2016
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 5-8 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.
*To be completed using gathered site information and best professional judgment considering the definition of MEP in
the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
Appendix D: Geotechnical Engineer Analysis
Appendix D Geotechnical Engineer
Analysis
Analysis of Infiltration Restrictions
This section is only applicable if the analysis of infiltration restrictions is performed by a
licensed engineer practicing in geotechnical engineering. The SWQMP Preparer and
Geotechnical Engineer must work collaboratively to identify any infiltration restrictions identified in
Table D.1-1 below. Upon completion of this section, the Geotechnical Engineer must characterize
each DMA as Restricted or Unrestricted for infiltration and provide adequate support/ discussion in
the geotechnical report. A DMA is considered restricted when one or more restrictions exist which
cannot be reasonably resolved through site design changes.
Table D.1-1: Considerations for Geotechnical Analysis of Infiltration Restrictions
Mandatory
Considerations
Optional
Considerations
Result
Restriction Element
BMP is within 100' of Contaminated Soils
BMP is within 100' of Industrial Activities Lacking Source Control
BMP is within 100' of Well/ Groundwater Basin
BMP is within 50' of Septic Tanks/Leach Fields
BMP is within 10' of Structures/Tanks/Walls
BMP is within 10' of Sewer Utilities
BMP is within 10' of Groundwater Table
BMP is within Hydric Soils
BMP is within Highly Liquefiable Soils and has Connectivity to Structures
BMP is within 1.5 Times the Height of Adjacent Steep Slopes (::::25%)
County Staff has Assigned "Restricted" Infiltration Category
BMP is within Predominantly Type D Soil
BMP is within 1 O' of Property Line
BMP is within Fill Depths of ::::5' (Existing or Proposed)
BMP is within 10' of Underground Utilities
BMP is within 250' of Ephemeral Stream
Other (Provide detailed geotechnical support)
Is Element
Applicable?
(Yes/No)
Based on examination of the best available information, D
I have not identified any restrictions above. Unrestricted
Based on examination of the best available information, D
I have identified one or more restrictions above. Restricted
Table D.1-1 1s divided into Mandatory Considerations and Optional Considerations. Mandatory
D-1 Jan.2023
Category # Description i ii Units
1 Drainage Basin ID or Name Original IMP I Original IMP II unitless
2 85th Percentile 24-hr Storm Depth 0.59 0.59 inches
3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 190,090 103,700 sq-ft
4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) sq-ft
5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) sq-ft
6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft
7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) 139,799 87,004 sq-ft
8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft
9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft
10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No yes/no
11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft
12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft
13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft
14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft
15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft
16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft
17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft
18 Number of Tree Wells Proposed per SD-A #
19 Average Mature Tree Canopy Diameter ft
20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 329,889 190,704 sq-ft
23 Initial Runoff Factor for Standard Drainage Areas 0.58 0.55 unitless
24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 unitless
25 Initial Weighted Runoff Factor 0.58 0.55 unitless
26 Initial Design Capture Volume 9,407 5,157 cubic-feet
27 Total Impervious Area Dispersed to Pervious Surface 0 0 sq-ft
28 Total Pervious Dispersion Area 0 0 sq-ft
29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a ratio
30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 ratio
31 Runoff Factor After Dispersion Techniques 0.58 0.55 unitless
32 Design Capture Volume After Dispersion Techniques 9,407 5,157 cubic-feet
33 Total Tree Well Volume Reduction 0 0 cubic-feet
34 Total Rain Barrel Volume Reduction 0 0 cubic-feet
35 Final Adjusted Runoff Factor 0.58 0.55 unitless
36 Final Effective Tributary Area 191,336 104,887 sq-ft
37 Initial Design Capture Volume Retained by Site Design Elements 0 0 cubic-feet
38 Final Design Capture Volume Tributary to BMP 9,407 5,157 cubic-feet
False
False
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0)
Dispersion
Area, Tree Well
& Rain Barrel
Inputs
(Optional)
Standard
Drainage Basin
Inputs
Results
Tree & Barrel
Adjustments
Initial Runoff
Factor
Calculation
Dispersion
Area
Adjustments
No Warning Messages
Category # Description i ii Units
1 Drainage Basin ID or Name Original IMP I Original IMP II sq-ft
2 Design Infiltration Rate Recommended 0.100 0.100 in/hr
3 Design Capture Volume Tributary to BMP 9,407 5,157 cubic-feet
4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated unitless
5 Is BMP Impermeably Lined or Unlined? Unlined Unlined unitless
6 Does BMP Have an Underdrain? Underdrain Underdrain unitless
7 Does BMP Utilize Standard or Specialized Media? Standard Standard unitless
8 Provided Surface Area 8,177 4,900 sq-ft
9 Provided Surface Ponding Depth 6 6 inches
10 Provided Soil Media Thickness 18 18 inches
11 Provided Gravel Thickness (Total Thickness) 0 0 inches
12 Underdrain Offset 3 3 inches
13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 1.25 0.75 inches
14 Specialized Soil Media Filtration Rate in/hr
15 Specialized Soil Media Pore Space for Retention unitless
16 Specialized Soil Media Pore Space for Biofiltration unitless
17 Specialized Gravel Media Pore Space unitless
18 Volume Infiltrated Over 6 Hour Storm 409 245 cubic-feet
19 Ponding Pore Space Available for Retention 0.00 0.00 unitless
20 Soil Media Pore Space Available for Retention 0.05 0.05 unitless
21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 unitless
22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 unitless
23 Effective Retention Depth 2.10 2.10 inches
24 Fraction of DCV Retained (Independent of Drawdown Time) 0.20 0.21 ratio
25 Calculated Retention Storage Drawdown Time 21 21 hours
26 Efficacy of Retention Processes 0.44 0.46 ratio
27 Volume Retained by BMP (Considering Drawdown Time) 4,153 2,350 cubic-feet
28 Design Capture Volume Remaining for Biofiltration 5,254 2,807 cubic-feet
29 Max Hydromod Flow Rate through Underdrain 0.0535 0.0194 cfs
30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.28 0.17 in/hr
31 Soil Media Filtration Rate per Specifications 5.00 5.00 in/hr
32 Soil Media Filtration Rate to be used for Sizing 0.28 0.17 in/hr
33 Depth Biofiltered Over 6 Hour Storm 1.69 1.02 inches
34 Ponding Pore Space Available for Biofiltration 1.00 1.00 unitless
35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 unitless
36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 unitless
37 Effective Depth of Biofiltration Storage 8.40 8.40 inches
38 Drawdown Time for Surface Ponding 16 22 hours
39 Drawdown Time for Effective Biofiltration Depth 22 31 hours
40 Total Depth Biofiltered 10.09 9.42 inches
41 Option 1 - Biofilter 1.50 DCV: Target Volume 7,881 4,211 cubic-feet
42 Option 1 - Provided Biofiltration Volume 6,879 3,848 cubic-feet
43 Option 2 - Store 0.75 DCV: Target Volume 3,941 2,105 cubic-feet
44 Option 2 - Provided Storage Volume 3,941 2,105 cubic-feet
45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 ratio
46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes yes/no
47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 ratio
48 Deficit of Effectively Treated Stormwater 0 0 cubic-feet
Retention
Calculations
Automated Worksheet B.3: BMP Performance (V2.0)
False
False
BMP Inputs
Biofiltration
Calculations
False
False
False
False
Result
False
False
No Warning Messages
Category # Description i ii Units
1 Drainage Basin ID or Name Updated IMP I Updated IMP II unitless
2 85th Percentile 24-hr Storm Depth 0.59 0.59 inches
3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 189,955 104,135 sq-ft
4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) sq-ft
5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) sq-ft
6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft
7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) 138,234 88,569 sq-ft
8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft
9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft
10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No yes/no
11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft
12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft
13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft
14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft
15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft
16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft
17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft
18 Number of Tree Wells Proposed per SD-A #
19 Average Mature Tree Canopy Diameter ft
20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 328,189 192,704 sq-ft
23 Initial Runoff Factor for Standard Drainage Areas 0.58 0.55 unitless
24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 unitless
25 Initial Weighted Runoff Factor 0.58 0.55 unitless
26 Initial Design Capture Volume 9,359 5,211 cubic-feet
27 Total Impervious Area Dispersed to Pervious Surface 0 0 sq-ft
28 Total Pervious Dispersion Area 0 0 sq-ft
29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a ratio
30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 ratio
31 Runoff Factor After Dispersion Techniques 0.58 0.55 unitless
32 Design Capture Volume After Dispersion Techniques 9,359 5,211 cubic-feet
33 Total Tree Well Volume Reduction 0 0 cubic-feet
34 Total Rain Barrel Volume Reduction 0 0 cubic-feet
35 Final Adjusted Runoff Factor 0.58 0.55 unitless
36 Final Effective Tributary Area 190,350 105,987 sq-ft
37 Initial Design Capture Volume Retained by Site Design Elements 0 0 cubic-feet
38 Final Design Capture Volume Tributary to BMP 9,359 5,211 cubic-feet
False
False
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0)
Dispersion
Area, Tree Well
& Rain Barrel
Inputs
(Optional)
Standard
Drainage Basin
Inputs
Results
Tree & Barrel
Adjustments
Initial Runoff
Factor
Calculation
Dispersion
Area
Adjustments
No Warning Messages
Category # Description i ii Units
1 Drainage Basin ID or Name Updated IMP I Updated IMP II sq-ft
2 Design Infiltration Rate Recommended 0.100 0.100 in/hr
3 Design Capture Volume Tributary to BMP 9,359 5,211 cubic-feet
4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated unitless
5 Is BMP Impermeably Lined or Unlined? Unlined Unlined unitless
6 Does BMP Have an Underdrain? Underdrain Underdrain unitless
7 Does BMP Utilize Standard or Specialized Media? Standard Standard unitless
8 Provided Surface Area 8,177 4,900 sq-ft
9 Provided Surface Ponding Depth 6 6 inches
10 Provided Soil Media Thickness 18 18 inches
11 Provided Gravel Thickness (Total Thickness) 0 0 inches
12 Underdrain Offset 3 3 inches
13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 2.00 2.00 inches
14 Specialized Soil Media Filtration Rate in/hr
15 Specialized Soil Media Pore Space for Retention unitless
16 Specialized Soil Media Pore Space for Biofiltration unitless
17 Specialized Gravel Media Pore Space unitless
18 Volume Infiltrated Over 6 Hour Storm 409 245 cubic-feet
19 Ponding Pore Space Available for Retention 0.00 0.00 unitless
20 Soil Media Pore Space Available for Retention 0.05 0.05 unitless
21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 unitless
22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 unitless
23 Effective Retention Depth 2.10 2.10 inches
24 Fraction of DCV Retained (Independent of Drawdown Time) 0.20 0.21 ratio
25 Calculated Retention Storage Drawdown Time 21 21 hours
26 Efficacy of Retention Processes 0.44 0.46 ratio
27 Volume Retained by BMP (Considering Drawdown Time) 4,132 2,375 cubic-feet
28 Design Capture Volume Remaining for Biofiltration 5,227 2,836 cubic-feet
29 Max Hydromod Flow Rate through Underdrain 0.1356 0.1356 cfs
30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.72 1.20 in/hr
31 Soil Media Filtration Rate per Specifications 5.00 5.00 in/hr
32 Soil Media Filtration Rate to be used for Sizing 0.72 1.20 in/hr
33 Depth Biofiltered Over 6 Hour Storm 4.30 7.17 inches
34 Ponding Pore Space Available for Biofiltration 1.00 1.00 unitless
35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 unitless
36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 unitless
37 Effective Depth of Biofiltration Storage 8.40 8.40 inches
38 Drawdown Time for Surface Ponding 7 5 hours
39 Drawdown Time for Effective Biofiltration Depth 10 6 hours
40 Total Depth Biofiltered 12.70 15.57 inches
41 Option 1 - Biofilter 1.50 DCV: Target Volume 7,841 4,255 cubic-feet
42 Option 1 - Provided Biofiltration Volume 7,841 4,255 cubic-feet
43 Option 2 - Store 0.75 DCV: Target Volume 3,921 2,127 cubic-feet
44 Option 2 - Provided Storage Volume 3,921 2,127 cubic-feet
45 Portion of Biofiltration Performance Standard Satisfied 1.00 1.00 ratio
46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes yes/no
47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 1.00 1.00 ratio
48 Deficit of Effectively Treated Stormwater 0 0 cubic-feet
Retention
Calculations
Automated Worksheet B.3: BMP Performance (V2.0)
False
False
BMP Inputs
Biofiltration
Calculations
False
False
False
False
Result
False
False
No Warning Messages
CARLSBAD RANCH, PLANNING AREA NO.5
STORM WATER MANAGEMENT PLAN
(SWMP)
PREPARED FOR
GRAND PACIFIC CARLSBAD, L.P.
5900 PASTEUR COURT, SUITE 200
CARLSBAD, CA 92008
(760) 431-8500
Prepared by:
ROBERT D. DENTINO
LAND PLANNING● ENGINEERING● GIS●SURVEYING
440 State Place
Escondido, CA 92029
Ph:760-745-8118
Fax: 745-8118-1890
Preparation Date:
MARBRISA
... $XIST. INTERIM
AGRICULTUR41,
USAGE +",.
DA '!\,IGHT LINE/
G~1.DING Ll\.111S ,, .. +
.... ..,
:...,
~
DA'illGH1 LINE/
GR/\DING Ll\.111S
SCALE 1"=50' ----------=i 0 50 JOO 150
LEGEND
-66l. -INDICATES EXISTING CONTOUR
690 INDICATES PROPOSED CONTOUR
PROPOSED STORM DRAIN PIPE
E(
IIJPER,fOfJS AREAS
PROPOSED BIO-RETENTION FACILITY
PERVIOUS AREA/LANDSCAPE AREA
A/C PAVEMENT
CONCRETE PAVEMENT OR SIDEWALK
SELF-TREATING AREA
BUILDING ENVELOPE
FLOW DIRECTION
STREET DRAINING TO OUTFALL 1
STREET DRAINING TO OUTFALL 2
STREET DRAINING TO OUTFALL .3
A/C PA VEA/ENT
t 1111 II 1111 II ll fH ROOF AREA
~ AREA DRAINING TO IAIP
PER,fOfJS AREAS
HYORO!.OGY NOOE; SEE DRAINAGE REPORT
LIO-TC BNP & SOfJRCE CONlRot. NOTE
MINIMIZING IMPERVIOUS AREAS
INCORPORATE LANDSC/\PE BUFFER /\REA BETWEEN
SIDEW /ILK AND STREU.
MINIMIZE DCIAs
DIRECTING ROOF STORM WATER TO LANDSC/\PE /\REA /\ND THEN TO
BIO-RETENTION F /\CILITY PRIOR TO THE STOR\.IDR/\\N.
g SOURCE CONTROL BMPs
• MINIMIZE STORMW/\ TER POLLUT /\N1S OF CONCERN
• PRl\/1\TE STREU SWEEPING SH/ILL BE NO LESS TH/IN THE FREQUENCY
OF STREET SWEEPING BY THE C\1Y OF CARLSBAD ON PUBLIC STREETS.
-SWEEP PRIOR TO THE R/\IN\NG SE/\SON
• DR/\INAGE F /\CIL\TY \NSPEC1\0N /\ND \.IAINTEN/\NCE:
-INSPEC1\0N /\ND \.11\INTENANCE MINIMUM IN THE LATE SUMMER OF
E/\RLY F/\LL PRIOR TO ST/\RT OF THE R/\\NY SE/ISDN.
• ON-S\TE STORM DRAIN INLET
PER\.11\NENT CONTROLS: STENCILING /\ND S\GN/\GE:
-PRO'J\DE LABEL OF /\LL STORM DR/\IN INLETS /\ND Cl\ TCH B/\SINS
'M1HIN THE PROJEC1 /\REA WITH PROHIB\1\\/E LANGUAGE SUCH />.S:
"NO DU\.IP\NG/ ONLY RA\N IN THE DRAIN"/>.ND 11,/>.Y BE /\LSD
TRANSL/>. TED IN SPANISH.
• L/\NDSC/\PE/OUTDOOR PESTICIDE USE:
SEE STORMW/\TER TRE/\TMENT F/\CIL\TI ON THIS DR/\WING.
• L/\NDSC/\PING IS DESIGNED TO MINIMIZE IRRIG/\ 1\0N /\ND RUNOFF, TO
PROMOTE SURF/ICE INFILTR/>.1\0N WHERE /\PPROPRI/\TE.
1111mTREATMENT CONTROL BMPs
llli1JJ B/0-RETENllON FACILITY
T/>.RGETED CONS1\TUENTS (HIGH REM0\/1\L EFFECT\\1£NESS):
• SEDIMENT, NUTRIENTS, TR/>.SH, MU/\LS, B/>.CTERI/>., ORG/\NICS
• OIL /\ND GRE/>.SE
raw LOW IMPACT DEVELOPMENT AND SITE DESIGN
• ROUTE DR/>.INAGE TO PER'J\OUS />.RE/IS
• INCORPOR/>. TE L/>.NDSCAPED ARE/>.S FOR INFIL TR/>. T\ON
• INTEGR/\TE PER'J\OUS MATERI/\LS /\ND SURF/ICES
• MINIMIZE SOIL COMP/\C1\0N
• MINIMIZE DIRECTLY CONNECTED /\REAS
C a r l s b a d R a n c h, Planning Area 5 -
CARLSBAD, CALIFORNIA
Grand Pacific Resorts
Date: October 3, 2011 Project Number: 11008
BMPs
CONSTRUCTION
(I) NEW PR/VA TE STORA/ DRAINAGE SYSTEAI (SEE GRADING PLANS)
(I} CIJRB INLET TYPE A PER SORSO 0-1
(It
I
BROOKS BOX GRA TEO INLET
LANDSCAPE Bt/FFER BNP (TC-JI)
STORA/ DRAIN SIGNAGE (50-13)
LANDSCAPE & IRRIGAllON SYSTEAI (S0-10)
B/0-RETENllON (TC-32)
MarBrisa Phase II
POST-PROJECT DMA CALCULATION
PROJECT NAME: MARBR\SA -CARLSB/\D R/\NCH P/\.5
PROJECT LOCI\ 1\0N: GR/IND P /\CIFIC ORI\/£
C/\RLSBAD, Cl\ 92008
/\SSESOR'S PARCEL NUMBER: 211-131-05-00, 211-131-06-00, 211-131-07-00, 211-131-09-00
1011\L PROJECT /\REI\: 561,504 SQU/\RE FEU
\.IE/IN ANNU/\L PRECIP\1111\0N 111 PROJECT S\1E: 15 INCHES
SOIL TIPE: B
GROUND WATER LE\1£L: > 9 FT DEEP FROM N/11\\/E SOIL
TABEL I. SELF-lREAllNG AREAS ON SLOPE (ST}
OAIA NAAIE AREA(F1') 0/JA NAAIE AREA(F1')
SLOPE 1 22.320 SLOPE6 925
SLOPE 2 17.951 SLOPE 7 6.287
SLOPE J 8.032 SLOPE 8 17,340
SLOPE 4 2,518 SLOPE 9 9,840
SLOPE 5 12,053
TABEL 2. SELF-lREAllNG AREAS ON LANDSCAPE AREA (ST}
OAIA NAAIE AREA(H') OAIA NAAIE AREA(H')
ULLA 70 7.491 ,fLLA 65 16.569
,fLLA 69 8.121 ,fLLA 64 8.266
ULLA 68 13.024 ,fLLA 63 10.670
ULLA 67 12.383 ,fLLA 62 7.323
,fLLA 66 13.555 ULLA 61 8.151
OAIA NAAIE AREA(F1')
,fLLA 60 10,076
,fLLA 59 8,280
,fLLA 58 10.382
SALES 57 6.251
POOi. AREA 7,300
TABEL J. AREAS DRAINING TO INTEGRATED AIANAGEAIENT PRACllCE (!NP) CALCt/LAllON
AREAS DRAINING TO IMP I
OAIA 0/JA OAIA SOIL IAIP NAA/£· OAIA NAIi£ SURFACE AREA RUNOFF X T'/PE: B/0-RElENllON tn') TYPE FACTOR (C. C FACTOR 0
ST INLETS 67,560 A/C 1.0 67,560 IAIP AIIN. AREA PROPOSED
ULLAS LANDSCAPE 139,799 TVRF 0. 1 13,980 SIZING REQIJIREO AREA
,fLLAS ROOF 73,163 ROOF 1.0 73,163 FACTOR tn') tn')
POOi. AREA 49,367 HARO SCAPE 1.0 49,367
204.070 0. (J,f. 8,163 8,177 IAIPAREA I
TABEL 4. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCt/LAllON
AREAS DRAINING TO IMP II
OAIA 0/JA OAIA SOIL IAIP NAA/£· OAIA NAIi£ AREA SURFACE RUNOFF X T'/PE: <n"i TYPE BIO-RElENllON FACTOR (C, C FACTOR 0
ST INLETS 71,968 A/C 1.0 71,968 IAIP A/IN. AREA PROPOSED
ULLAS LANDSCAPE 81,530 TVRF 0. I 8,153 SIZING REQIJIREO AREA
,fLLAS ROOF 31,732 ROOF 1.0 31,732 FACTOR tn') tn')
SALES BLOC PLAZA 5,474 HARO SCAPE 1.0 5,474
!!7.327 0. (J,f. 4,693 4,900 IAIP AREAl
TABE1. 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE {!NP) CALCULAllON
AREAS DRAINING TO IMP Ill
OAIA OAIA OAIA SOIL IAIP NAA/£· OAIA NAN£ AREA SURFACE RUNOFF X TIPE: TYPE B/0-RETENllON F1 FACTOR C. C FACTOR 0
,.1 '2 BLOG 57 5,442 ROOF 1.0 5,442 IAIP A/IN. AREA PROPOSED , SIZING REQIJIREO AREA ~-
FACTOR (FT') tn')
5,442 0. (},f. 218 220
TABEL 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCULAllON
AREAS DRAINING TO IMP IV
OAIA OAIA OAIA SOIL IAIP NAA/£· OAIA NAN£ SURFACE
A~~A RUNOFF X TIPE: B/0-RETENllON tn TYPE FACTOR (C, C FACTOR 0
1/2 BLOG 57 5,442 ROOF 1.0 5,442 IAIP A/IN. AREA PROPOSED
SIZING REQIJIREO AREA
FACTOR (FT') (FT')
5,442 0. (},f. 218 220
TABEL 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCULAllON
AREAS DRAINING TO IMP V
OAIA OAIA OAIA SOIL IAIP NAAIE' OAIA NAIi£ SURFACE AREA RUNOFF X TIPE: B/0-RETENllON tn') TYPE FACTOR (C, C FACTOR 0
0Rlt€WAY 13,668 A/C 1.0 13,668 IAIP A/IN. AREA PROPOSED
SLOPE 4 2,518 LANDSCAPE 0. 1 252 SIZING REQIJIREO AREA
FACTOR tn') tn')
!J.752 0. (J,f. 557 560
ABBREWA llONS:
IAIPV: IAIPER,fOfJS AREA DRAINING TO SELF-RETAINING AREA
Sl: SELF-lREAllNG AREA IN SQ/JAR£ FrET
!EXCELi
ENGINEERING
LAND PlANNING CML Et«;INEERING SURVEYING
440 STATE PLACE
ESCONDIOO, CA 92029
TEL (760) 745-8118
7 -
I/JP AREA
I/JP AREA I
IAIP AREA I
LID AND DMA EXHIBIT
DRAINAGE MANAGE AREAS (DMAs)
The entire project area is divided into individual Drainage Manage Areas (DMAs). This delineate is done
by following grade brakes and roof ridge lines. In general, there are 3 outfalls in the post-development for
this project. Tributary area basin 1 represents the flow that drains to the OUTFALL 1 (south), Tributary
area Basin 2 drains to OUTFALL 2 (Southeast), and Basin 3 drains to OUTFALL 3 (east). In post-
development this three tributary areas are divided into sub-areas based on the proposed surface shape and
the existing topography. These three outfalls ultimately will confluence at the down stream in an existing
5’x4’ storm drain cleanout.
Basin 1 is the area that drain to Integrated Management Practice (IMP I), Basin 2 some will be treated in
IMP II and the third drains to IMP III, IV and V and then to an existing stormdrain system.
Drainage Management Areas Tabulation
Self-treating Areas on Slope (ST)
Slope 1 22,320
Slope 2 17,951
Slope 3 8,032
Slope 4 2,518
Slope 5 12,053
Slope 6 925
Slope 7 6,287
Slope 8 17,340
Slope 9 9,840
DMA NAME AREA
Self-treating Areas on Landscape (ST)
Pool Area 7,300
Villa 70 7,491
Villa 69 8,121
Villa 68 13,024
Villa 67 12,383
Villa 66 13,555
Villa 65 16,569
Villa 64 8,266
Villa 63 10,670
Villa 62 7,323
Villa 61 8,151
Villa 60 10,076
Villa 59 8,280
Villa 58 10,382
Villa 57 6,251
DMA NAME AREA
Areas Draining to IMPs
The Drainage Management Areas (DMAs) are multiplied by a sizing factor to calculate the
required size of the IMP and Most of these DMAs drain to IMPs. Due to its location, more than
one type of surface drain to the designated IMP. Turf or landscaping is included in determining
the size of the bio-retention facility.
∆Area = (pervious area) x (runoff factor) x (sizing factor)
IMP I: Basin 1 – Storm Drain system Line A – OUTFALL 1
Areas Draining to IMP I
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type: IMP Name
(square surface Runoff runoff
feet) type factor factor
Street inlet 2 4,412 A/C 1.0 4,412
Street inlet 4 6,414 A/C 1.0 6,414
Street inlet 6 10,854 A/C 1.0 10,854
Street inlet 12 8,470 A/C 1.0 8,470
Street inlet 13 4,359 A/C 1.0 4,359
Street inlet 15 5,831 A/C 1.0 5,831
Street inlet 22 10,280 A/C 1.0 10,280
Street inlet 23 16,940 A/C 1.0 16,940
Slope 1 22,320 Landscape 0.1 2,232
Villa 61 7,811 Roof 1.0 7,811
Villa 62 7,837 Roof 1.0 7,837
Villa 63 8,464 Roof 1.0 8,464
Villa 64 6,088 Roof 1.0 6,088
Villa 65 7,725 Roof 1.0 7,725
Villa 68 7,762 Roof 1.0 7,762
1/2 Villa 66 3,879 Roof 1.0 3,879
1/2 Villa 67 4,335 Roof 1.0 4,335
Gym 1,651 Roof 1.0 1,651
Restroom 2,087 Roof 1.0 2,087
Pool Area 49,367 Hardscape 1.0 49,367
Villa 69 7,762 Roof 1.0 7,762
Villa 70 7,762 Roof 1.0 7,762
Villa 61 8,151 Landscape 0.1 815
Villa 62 7,323 Landscape 0.1 732
Villa 63 10,670 Landscape 0.1 1,067
Villa 64 8,266 Landscape 0.1 827
Villa 67 13,215 Landscape 0.1 1,322
Villa 68 13,024 Landscape 0.1 1,302
Villa 69 8,121 Landscape 0.1 812
Villa 70 7,491 Landscape 0.1 749
Pool Area 7,300 Landscape 0.1 730
Slope 8 17,349 Landscape 0.1 1,735
Villa 65 16,569 Landscape 0.1 1,657
- Minimun
- IMP Area
- Sizing Factor sq.ft.
204,070 0.04 8,163 8,700
sq.ft.
B Bio-retention
IMP
Proposed Area
Areas Draining to IMP II
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type:IMP Name
(square surface Runoff runoff
feet) type factor factor
Street inlet 51 7,248 A/C 1.0 7,248
Street inlet 53 6,352 A/C 1.0 6,352
Street inlet 57 7,352 A/C 1.0 7,352
Street inlet 60 5,288 A/C 1.0 5,288
Street inlet 63 12,031 A/C 1.0 12,031
Street inlet 65 5,244 A/C 1.0 5,244
Street inlet 67 7,985 A/C 1.0 7,985
Street inlet 70 8,437 A/C 1.0 8,437
Villa 58 7,762 Roof 1.0 7,762
Villa 59 8,214 Roof 1.0 8,214
Villa 60 8,443 Roof 1.0 8,443
1/2 Villa 66 3,883 Roof 1.0 3,883
1/2 Villa 67 3,430 Roof 1.0 3,430
Villa 58 10,382 Landscape 0.1 1,038
Villa 59 8,280 Landscape 0.1 828
Street Access 12,031 AC/Sidewalk 1.0 12,031
Villa 60 10,076 Landscape 0.1 1,008
Slope 2 17,951 Landscape 0.1 1,795
Slope 5 12,053 Landscape 0.1 1,205
Slope 6 925 Landscape 0.1 93
Slope 7 6,287 Landscape 0.1 629
Slope 9 9,840 Landscape 0.1 984 Minimun
Sales Bldg 5,474 hardscape 1.0 5,474 IMP Area
Villa 67 5,736 Landscape 0.1 574 Sizing Factor sq.ft.
117,327 0.04 4,693 4,900
sq.ft.
B Bio-retention
IMP
Proposed Area
I II I
Areas Draining to IMP III
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type: IMP Name
(square surface Runoff runoff
feet) type factor factor
1/2 Bldg 57 5,442 Roof 1.0 5,442
Minimun
IMP Area
Sizing Factor sq.ft.
5,442 0.04 218 4,900
sq.ft.
B Bio-retention
IMP
Proposed Area
Areas Draining to IMP IV
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type: IMP Name
(square surface Runoff runoff
feet) type factor factor
1/2 Bldg 57 5,442 Roof 1.0 5,442
Minimun
IMP Area
Sizing Factor sq.ft.
5,442 0.04 218 4,900
sq.ft.
B Bio-retention
IMP
Proposed Area
Areas Draining to IMP V
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type: IMP Name
(square surface Runoff runoff
feet) type factor factor
Driveway 13,668 Roof 1.0 13,668
Slope 4 2,518 Landscape 0.1 252
Minimun
IMP Area
Sizing Factor sq.ft.
13,920 0.04 557
sq.ft.
B Bio-retention
IMP
Proposed Area
20' (TYP)
WA!ERUNE
EASEMENT
ACCESS
RL!ER FABRIC lfflll
PERNEA8/LITY CREA !ER
ll/AN 10 INCHES PER HOIJR
OR PER SOIL ENC/NEER
RECOl,IAIENOA 170N
SECllQV F-F
lfELL NAINTAINEO CAUFORNIAN OROIJCHT TOLERANT
GRASSES ANO lffLOFZOlfERS
12• SOLID PVC CLEANOIJT EVERY 50 FT.
lfflll ATRl!Jl,I CRATE. TC 12' HICHER ll/AN
FS (TYP}
/8. NIN. TOP SOIL lfflll HICH SANO
(60-80%} ANO
UNIT CLAY (10-20%} CON
±14 '-20'TO TOE OF SLOPE
12• PERFORAlFO Pie Ol?.75% CONNECT TO
A 49• RISER AT ll/E OOHNSTREAAI
B/0-RElENllQV SWALE llflH UNOER/JIWN PIPE
FHfM STA -1+70.00 TO 8+76.8-1
NOT TO SCALE
NO!E: BAIP IS AN EXISllNC
FACILITY PER: CT OJ-02 0/IC NO
1289-C
Ml.L AIAINTAINEO CALIFORNIAN ORO/JCHT TOLERANT
GRASSES ANO llfLOFLOMl?S
18' A/IN. TOP SOIL llflH H/CH SANO (60-80%}
ANO UAIIT Cl.AY (10-20%} CON!ENT
WA!ER OEP!H VAR/IT 1.28' -1.50'
A/AX PONO/NC ElElr. I 77. 01
Ml.L AIAINTAINEO CAUFORN/AN
ORO/JCHT TOLERANT GRASSES
ANO /lfLOFLO~RS
12' SOL/0 PVC CLEANO/JT £~RY 50 FT.
llflH Alli'IUAI GRAlE, TC 12' HIGHER !HAN
FC (TYP) 12' PERFORA!EO PVC fJ0.75% CONNECT TO
A 48' RISER AT !HE 00/lfvSlli'EAAI
Rllm FABRIC /lflH PERAIEA8/L/TY
GREA!ER !HAN 10 INCHES PER HO/JR
OR PER SOIL ENC/NEER RECOAIAIENOA llON TYPICAL LONGITUDINAL SECTION
OF THE BIO-RETENTION SWALE
NOi lo SCALE
NOTE A:
CREA!E NEW PERFORAllON Hot.ES AT llfE E%/Sl7NC RISER PIP£ ALL PERFORA!EO HOLES SHALL 8E 2•
PERFORAllONS. HOLES SHALL OE A 1,1/N/l,l!J!.I OF 8-2' HOLES AT ELEV 173.25, ELEV 174.25 ANO ELEV
175.25. PROV/OE !./ESH SCREEN OVER OPEN/NC.
2' OR/RC£ TO 8£
/NSTALLEO AT FLOll!.INE
IF NOT CURREN!ZY
EX/SllNC.
-.?-
20' (TYP)
WA!ERUNE
EASEMENT
ACCESS
RL!ER FABRIC lfflll
PERNEA8/LITY CREA !ER
ll/AN 10 INCHES PER HOIJR
OR PER SOIL ENC/NEER
RECOl,IMENOA 170N
WA!ER OEPlll VARIES 1.28' -1.50'
MAX PONO/NC ELEI-' 177. 04
lfELL MAINTAINED CAL/FOR,
12• SOLID PI-C CLEANOIJT EVERY 50 FT.
lfflll ATR/!Jl,I CRATE, TC 12" HICHER ll/AN
FC (TYP}
SECllQV F-F
lfELL NAINTAINEO CAUFORNIAN OROIJCHT TOLERANT
GRASSES ANO lffLOFZOlfERS
12• SOLID PVC CLEANOIJT E/£RY 50 FT.
lfflll ATRl!Jl,I CRATE. TC 12" HICHER ll/AN
FS (TYP}
/8. NIN. TOP SOIL lfflll HICH SANO
(60-80%} ANO
UNIT CLAY (10-20%} CON
±14 '-20'TO TOE OF SLOPE
12• PERFORAlFO Pie Ol?.75% CONNECT TO
A 49• RISER AT ll/E OOHNSTREAM
B/0-RElENllQV SWALE llflH UNOER/JIWN PIPE
FHfM STA -1+70.00 TO 8+76.8-1
NOT TO SCALE
,• CRUSHED
CRAIEL
12" PERFORA!EO PVC Ol?.75% CONNECT TO
A 49• RISER AT ll/E OOHNSTREAM
RL!ER FABRIC lfflll PERl,IEA8/LITY
CREA!ER ll/AN 10 INCHES PER HOIJR
OR PER SOIL ENC/NEER RECONNENOA llON TYPICAL LONGITUDINAL SECTION
OF THE BIO-RETENTION SWALE
NOT TO SCALE
NOTE A:
CREA!E NEW PERFORAllON HOLES AT ll/E EX/SllNC RISER PIP£ ALL PERFORA!EO HOLES SHALL 8E 2•
PERFORAllONS. HOLES SHALL OE A 1,1/N/l,l!J!.I OF 8-2• HOLES AT ELEV 17.J.25, ELEV 174.25 ANO ELEV
175.25. PROV/OE !./ESH SCREEN O/£R OPEN/NC.
VIOE s•
/EL TO
1£
'EST
Z OF
""RFORA llONS
fi" SOL/0 PVC CLEANOUT El-'ERY
15 FT. H?TH ATRIUAI CRATE, TC
4" HIGHER 17-IAN FS
z
_--::;.
lf)
N
1.5'
~• CRLISHEO
CRAlfZ
HELL MAINTAINEO CALIFOPNIAN OROUCHT
TOLERANT
GRASSES Al✓O MLOfZOHERS
1. 5'
18" AIIN. 1VP SOIL Mlli HIGH SANO
(60-80%) ANO
LIMIT CLAY (10-20%) CONTENT
IMP IV
4" PERFORATEO PVC fKJ.5% CONNECT TO
6" SOf./0 HOPE AT 00/#VSTREAM
SECT!ON H-H
810-RETENT!CW OEPTH (TrP}
5 ' W/0£ CURB OPEN/NC
EVERY 70 FEET
/8" MIN. TOP SOIL l'tfTH HICH SANO
(60-80%} ANO
LIMIT CLAY (10-20%} CONTENT
NOT TO SCALE
1.5' 5•
l'tF!.L MAINTAINED CALIFORNIAN OROUCHT
TOLERANT
GRASSES ANO WILOl'l.OWERS
1.5'
--t---!!~~5>""',,.__f""" ~ "'-f"" _ ""rt__4"to ,;+.~~~ 6" SOLID PVC CLEANOUT EVERY _.-'75 FT. l'tfTH Alli'IUM CRATE, TC
'\ I ll<ffi'ff:.Ll."""'"'' ,;· CRUSHED
CRA /EL SECllON /-/
_ 4" HICH£R !HAN FS
4" PERFORAT£0 PVC @05% CONNECT TO
/2" HOP£ AT 1H£ DOWNSTREAM
810-RE'lENllON lJEPlH (TYP}
NOT TO SCALF
Chapter 4: Source Control and Site Design Requirements for All Development Projects
4-15 Sept. 2021
4.4 Trash Capture BMPs
4.4.1 Introduction
The California Regional Water Quality Control Board, San Diego Region (San Diego Water Board)
issued Order No. R9-2017-0077 (San Diego Water Board 2017) to owners and operators of Phase 1
municipal separate storm sewer systems (MS4s) in the City. The order requires MS4 permittees to
submit reports pertaining to the control of trash in discharges to ocean waters, inland surface waters,
enclosed bays and estuaries in the City.
City of Carlsbad has selected the Track 2 Implementation Plan which uses an approach that prioritizes
existing controls and implementation of Full Capture Systems (FCS), multi-benefit projects, other
treatment controls, and/or institutional controls within city jurisdiction based on need and analysis of
ongoing programs. The City’s Track 2 Implementation Plan can be found on the city’s website.
4.4.2 Requirements
All areas within the project’s property boundary are subject trash capture including DMAs excluded
from DCV calculations as discussed in Section 5.2. If the city’s right-of-way adjacent to a self-
mitigating area, as demonstrated in Figure 5-3, contains sufficient BMPs for trash capture per the city’s
Trash Capture Program, the self-mitigating area may be excluded from trash capture requirements
subject to discretion of the City Engineer. For specific design requirements and documentation, see
Appendix J.
4.4.2.1 Applicable Projects
The Trash Capture MS4 permit amendments provide the framework for implementation of Priority
Land Use (PLU) based compliance approaches into NPDES storm water discharge permits, waste
discharge requirements, and waivers of waste discharge requirements for the City. The PLU-based
approach is designed to target areas with high trash generation rates.
All development projects within a PLU is subject to the Trash Capture requirements. PLUs include
land areas designated as high density residential, industrial, commercial, mixed urban, and public
transportation stations. Table 4-1 categorizes the City’s land use designations that are subject to the
Trash Capture requirements. To determine whether the project is located in a PLU and is subject to
Trash Capture BMPs, see the city’s Planning division webpage for the city’s Land Use Map.
Chapter 4: Source Control and Site Design Requirements for All Development Projects
4-16 Sept. 2021
Table 4-1 City of Carlsbad Trash Capture Land Use Categories
Land Use Categories Priority Land Use Categories
R-23 (15-23 du/ac)
R-30 (23-30 du/ac)
High Density Residential
PI (Planned Industrial) Industrial
CF (Community Facilities)
GC (General Commercial)
L (Local Shopping Center)
R (Regional Commercial)
V-B (Village-Barrio)
VC (Visitor Commercial)
O (Office)
VC/OS (Visitor Commercial/Open Space)
Commercial
PI/O (Planned Industrial/Office) Mixed Urban
All transit stops part of development projects
and major transit centers such as NCTD transit
center at Shoppes of Carlsbad, and Coaster
Stations at Carlsbad Village and Poinsettia. It
does not include roadways or transportation
corridors (TC).
Public Transportation Stations
All PDPs are required to implement Trash Capture BMPs.
4.4.2.2 Trash Capture Sizing Criteria
Development projects subject to the Trash Amendment requirements must capture all trash greater
than 5 millimeters in size and at a minimum size the Trash Capture BMPs for a 1-year 1-hour storm
event, or same size of the storm drain system.
4.4.3 Types of Trash Capture BMPs
For an approved list of Trash Capture devices and BMPs, see the California Water Board website for
the Certified Full Capture System List of Trash Treatment Control Devices and Certified Trash Full
Capture Systems List of Multi-Benefit Treatment Systems.
Visit:
https://www.waterboards.ca.gov/water_issues/programs/stormwater/trash_implementation.html
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Land Use MapGENERAL PLAN
General Plan Land Use
R-1.5, Residential 0-1.5 du/ac
R-4, Residential 0-4 du/ac
R-8, Residential 4-8 du/ac
R-15, Residential 8-15 du/ac
R-15/L, Residential 8-15 du/ac/Local Shopping Center
R-15/VC, Residential 8-15 du/ac/Visitor Commercial
R-15/O, Residential 8-15 du/ac / Office
R-23, Residential 15-23 du/ac
R-30, Residential 23-30 du/ac
V-B, Village-Barrio
L, Local Shopping Center
L/CF, Local Shopping Center/Community Facilities
GC, General Commercial
VC, Visitor Commercial
VC/OS, Visitor Commercial/Open Space
R, Regional Commercial
PI, Planned Industrial
PI/O, Planned Industrial/Office
O, Office
P, Public
CF, Community Facilities
OS, Open Space
TC, Transportation Corridor \\shares\GIS_App\cbgis\products\planning\StandardMap\GPLandUse11x17_Jan2020.mxd
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Updated August 2021
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State Water Resources Control Board
CERTIFIED FULL CAPTURE SYSTEM LIST OF TRASH TREATMENT CONTROL DEVICES (Updated September 2021)
Trash Provisions In accordance with the Trash Provisions,1 all trash treatment control devices (Devices) installed after December 2, 2015 shall meet the Full Capture System definition2 and be certified by the State Water Resources Control Board (State Water Board) Executive Director, or designee, prior to installation. The Devices included on this list are either: 1) new Device applications certified by the State Water Board after adoption of the Trash Provisions, or 2) grandfathered device fact sheets listed by the San Francisco Regional Water Board prior to the adoption of the Trash Provisions.
The Trash Provisions require that only Certified Full Capture Devices may be installed, and that the Devices be designed according to the following criteria:
1. Appropriately sized to treat not less than the peak flowrate resulting from a one--year, one-hour storm event (design storm) or at least the same peak flows from the corresponding storm drain;2. Do not bypass trash below the design storm under maximum operational loading conditions; and3. Trap all particles that are 5 mm or greater up to the design flow3 or at least the same peak flows from the corresponding storm drain; and do not have a
1 Amendment to the Water Quality Control Plan for Ocean Waters of California to Control Trash and Part 1 Trash Provisions of the Water Quality Control Plan for Inland Surface Waters, Enclosed Bays, And Estuaries of California adopted by the State Water Board.2 A Full Capture System is a treatment control, or series of treatment controls, including but not limited to, a multi-benefit project or a low-impact development control that traps all particles that are 5 mm or greater, and has a design treatment capacity that is either: of not less than the peak flow rate, Q, resulting from a one-year, one-hour storm in the subdrainage area, or b) appropriately sized to, and designed to carry at least the same flows as, the corresponding storm drain.3 The region specific one-year, one-hour storm (or design flow) may be obtained from the National Oceanic and Atmospheric Precipitation Estimates (https://www.weather.gov/media/owp/oh/hdsc/docs/Atlas14_Volume6.pdf)
Water Boards
E. JOAQUIN ESQUIVEL, CHAIR I EILEEN SOBECK, EXECUTIVE DIRECTOR
GAVIN N EWSOM
GOVERNOR
J ARED B LUMENFELD
SECRETARY FOR
ENVIRONMENTAL PROTECTION
1001 I Street, Sacramento, CA 95814 I Mailing Address: P.O. Box 100, Sacramento, CA 95812-0100 I www.waterboards.ca.gov
CERTIFIED FULL CAPTURE SYSTEM LIST OFTRASHTREATMENT CONTROL DEVICES
8
Owner Full Capture System Trash Device Brand Name
Date Application Certified or Fact Sheet Updated
Date Vector Control Accessibility Verified
United Stormwater, Inc.19 Connector Pipe Trash Screen USW-1Updated 08/06/21 08/05/21
19 United Stormwater, Inc. website: http://www.unitedstormwater.com/
MACHADO LAKE TRASH TMDL PROJECT
CIP NO.1-138
CIP NO. 1-138
02-19-2014
MACHADO LAKE TRASH TMDL PROJECT
LOS ANGELES COUNTY
DEPARTMENT OF PUBLIC WORKS
0 ACCEPTED
0 MAKE CORRECTIONS NOTED
1:3 REVISE CALCULATIONS
El REJECTED
REVIEW IS PERFORMED BY TtE DEPARTMENT TO ENSURE
THE CONTRACTOR'S GENERAL CONFORMANCE WITH THE
DESIGN CONCEPT OF THE PROJECT AND GENERAL CON.
PLIANCE WITH THE SPECIFICATIONS. THE CONTRACTOR
IS SOLELY RESPONSIBLE FOR THE CORRECTNESS OF
DIMENSIONS, PROPER CONSTRUCTION AND INSTALLA-
TION METHODS, AND FOR FULFILUNG ALL CONTRACTUAL
REQUIREMENTS. ACCEPTANCE INDICATED HEREONDOES NOT RELIEVE THE CONTRACTOR OF THESE 0131.§.
CATIONS.
BY DATE...........---.
X
Amir Zandieh 06-09-14
SS-304
SS-304 Wedge Anchor
3/8" x 3" (Typ)
SS-304 Wedge Anchor
3/8" x 3" (2 each)(Typ)
A\
UNITED STORM WATER. Inc.
Prorecri11g Our Water Resources
14000 E Valley Blvd
City of Industry, CA 9146
(877) 71 STORM. Fax (626) 961-3166
Ramon Menjivar Ext 243
1x 1 ½" Brake or bent
14 gauge
*Hs
14 Gauge ---+-1-1
---Deflector
(See Detail Sheet 3)
•
8" {Ty
~x.Connector
Pipe
SS 304 Perforated Angle
1"x11/2"-14 Gauge (Typ)
ss 304
Perforated Angle 2"x2"
14 Gauge
•
1x1 1/2" Angle 14 Gauge
• •
0 0 0 0 0 0 0 0 0 0 0 000000¾00000000000000 ooooooo~Q?OOOOOOOOOO ooooooooa°ooooooooo 0000000000000 000000 000000 000000 000000 000000
• 000000 0000
304 Stainless Slee
14 Gauge ---=·::10 ooooooo
Opening Shape ( 0 o 0 o 0 o 0 o 0 000000000 000000000 000000000
• SS 304 Perforated go go go go g
1"x11/2"-14 Gau ogogogogo
0 0 0
00 00
0
ss 304
Perforated Angle 2"x
14 Gauge (Typ)
•
1-3" -12" 1--3"--1
A
14 Gauge
*see Appendix A-1
and CPS sizing
Tables 1 & 2
LOS ANGELES COUNlY
DEPARTMENT OF PUBLIC WORKS -----□ACCEPTED 0 MAKE CORRECTIONS NOTED
□ REVISE CALCIJI.ATIONS
1-----=□::.,;;;REJ=E:::C;.:.TE=D:;_ _____ -I
REVIEW IS PERFORMED BY ll£ DEPARTMENT 10 ENStJU5 lHE CONTIW:TOR'S GENERAL CONFORW,NCE 'Milt TIE
DESIGN CONCEPT OF lHE PROJECT AND GENERAL COM-
PLIANCE WllH lHE SPECIFICATIONS. THE CONTRACTOR
IS SOLELY RESPONSIBLE FOR THE CORREClNESS aF
DIMENSIONS, PROPER CONSTRUCTION AN> INSTAI.IA-
TION MElHOOS, AND FOR RlFIWNG AU. CONTRACl\JAL
REQUIREMENTS. ACCEPTANCE INDICATED HEREON
DOES NOT REI.EvE DIE CQNTIW;TOR Of 1ltESf. oa.,
GAllONS.
BY llAff
A ------
*L=A+B J '-------------'
-----------..-.." General Notes
Revision/Issue Date...,.
United Storm Water Inc.
14000 E. Valley Blvd
..,
City of Industry, CA 91746.,.
Project Name and Address ..,
County of Los Angeles .
Projeet Sheet ..,
-0,-,.-------1 1 of 5
500Not to Scale ... \..-------i----~
MACHADO LAKE TRASH TMDL PROJECT
02-19-2014
CIP NO. 1-138
MACHADO LAKE TRASH TMDL PROJECT
CIP NO.1-138
LOS ANGELES COUNTY
DEPARTMENT OF PUBLIC WORKS
0 ACCEPTED
0 MAKE CORRECTIONS NOTED
1:3 REVISE CALCULATIONS
El REJECTED
REVIEW IS PERFORMED BY TtE DEPARTMENT TO ENSURE
THE CONTRACTOR'S GENERAL CONFORMANCE WITH THE
DESIGN CONCEPT OF THE PROJECT AND GENERAL CON.PLIANCE WITH THE SPECIFICATIONS. THE CONTRACTOR
IS SOLELY RESPONSIBLE FOR THE CORRECTNESS OF
DIMENSIONS, PROPER CONSTRUCTION AND INSTALLA-TION METHODS, AND FOR FULFILUNG ALL CONTRACTUALREQUIREMENTS. ACCEPTANCE INDICATED HEREONDOES NOT RELIEVE THE CONTRACTOR OF THESE 0131.§.
CATIONS.
BY DATE...........---.
X
Amir Zandieh 06-09-14
SS-304
SS-304 Wedge Anchor
3/8" x 3" (Typ)
SS-304 Wedge Anchor
3/8" x 3" (2 each)(Typ)
SS-304
~
UNITED STORM WATER. Inc.
Protecti11g Our Water Re ources
14000 E Valley Blvd
City of Industry, CA 9146
(877) 71 STORM. Fax (626) 961-3166
Ramon Menjivar Ext 243
---Deflector
(See Detail Sheet 3)
•
14 Gauge ----1-:r-<
• • ~ ~
~x. Connector
Pipe
\ ..
0~9~
\
1x 1 ½" Brake or bent
14 gauge
•
•
•
A
1x1 1/2 "Angle 14 Gauge
• •
14 Gauge
LOS ANGELES C0UNlY
.__ __ DE;;;.PARTMENT OF PUBLIC WORKS
□ACCEPTED
0 MAKE CORRECTIONS NOTED 0 REVISE CALCUlATIONS .,_ __ ....;□ REJECTED
REVIEW IS PERFORMED BY ll£ DEPARTMENT 10 ENSURE
Tl1E CONTRACTOR'S GENEAAI. CONFORMANCI: WllH ll£
DESIGN CONCEPT OF Tl1E PROJECT AND GENEAAI. ~
PUANCE WITH Tl1E SPECIACATIONS. THE CONTRACTOR
IS SOLELY RESPONSIBU: FOR Tl1E CORRECTNESS OF
DIMENSIONS, PROPER CONS1RIJCTION NIJ !NSTAUA,,
TION METHODS, AND FOR RlFWNG All CONTRACT\W.
REQUIREMENTS. ACCEPTANCE INDICATED HEREOII
DOES NOT RELIEVE 1ltE COHlMCTQR OF 1ltESE oau,.
GAllONS.
11V 11,fflf
----------"I" General Notes
Revision/Issue Date...,.
United Storm Water Inc.
14000 E. Valley Blvd
..,
City of Industry, CA 91746.,.
Project Name and Address ..,
County of Los Angeles
Proieet Sheet ..,
-0,-,.-------1 2 of 5
500Not to Scale ... \..--------i----~
MACHADO LAKE TRASH TMDL PROJECT
02-19-2014
CIP NO. 1-138
MACHADO LAKE TRASH TMDL PROJECT
CIP NO.1-138
LOS ANGELES COUNTY
DEPARTMENT OF PUBLIC WORKS
0 ACCEPTED
0 MAKE CORRECTIONS NOTED
1:3 REVISE CALCULATIONS
El REJECTED
REVIEW IS PERFORMED BY TtE DEPARTMENT TO ENSURE
THE CONTRACTOR'S GENERAL CONFORMANCE WITH THE
DESIGN CONCEPT OF THE PROJECT AND GENERAL CON.
PLIANCE WITH THE SPECIFICATIONS. THE CONTRACTOR
IS SOLELY RESPONSIBLE FOR THE CORRECTNESS OF
DIMENSIONS, PROPER CONSTRUCTION AND INSTALLA-
TION METHODS, AND FOR FULFILUNG ALL CONTRACTUAL
REQUIREMENTS. ACCEPTANCE INDICATED HEREON
DOES NOT RELIEVE THE CONTRACTOR OF THESE 0131.§.
CATIONS.
BY DATE...........---.
X
Amir Zandieh 06-09-14
SS-304 Wedge Anchor
3/8" x 3" (Typ)
~
LI
UNITED STORM WATER , Inc. ...._..,.. Prore riu ,,, Warer Re 011rce
14000 E Valley Blvd
City of Industry, CA 91746
(877)71-storm. Fax (626)961-3166
Ramon Menjivar, Ext 243
<J
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LI
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(Typ)
<J
LJ
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* see Appendix A-1 and
CPS Sizing Tables 1 & 2
12" C-C
(Typ)
I
-EX. Connector -
Pipe
LJ
<J
I LI LI
SS 304 Perforated Screen
5 mm Opening 14 Gauge
<J
"A"
* L= A+2B
Deflector Detail
Plain View (Sheet 1)
N.T_S.
LI
' I
CPS unit Front S1
304 SS 14 Gaug1
Opening Screen
1x1 1/2" Angle 14
Center Support B1
<J
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LOS ANGELES COUNTY
DEPARTMENT OF PUBLIC WORKS
1-----:c□ACCEPTED
□ MAKE CORRECTIONS NOTED
0 REVISE CAI.CIJI.ATIONS
-----□:!..!R::::::EJ~EC::..::TE:!:..D----~
REVIEW IS PERFORMED BY Tl£ DEPARTMENT TO ENSURE
lHE CONTAACTOR'S GENERAL CONFORMANCE WTH TIE
DESIGN CONCEPT OF 'INE PROJECT AND GENERAi. COM-
PLIANCE Wl'IN 'INE SPECIFICATIONS. THE CONTRACTOR
IS SOI.ElY RESPONSIBLE FOR lHE COARECTNESS ~
DIMENSIONS, PROPER CONSTRUCTION ANll INSTAI.IA-
TION METHODS, ANO FOR RJLFIWNG AU. CONTRACTUAL
REQUIREMENTS. ACCEPTANCE INDICATED HEREON
IIOES NOT RELIEVE ntE COHlRACTOR 0f 1HESE OSU-
GA110N$.
B'f D"1!
\..
---------.... ~ General Notes
Revision/Issue Date ..ii
United Storm Water Inc.
14000 E. Valley Blvd
City of Industry, CA 91746
,Project Nama and Address ""'
County of Los Angeles
'" ...
Proiect Sheet ~
Dot.
3 of 5
'~''Not to Scale
...
~
MACHADO LAKE TRASH TMDL PROJECT
02-19-2014
CIP NO. 1-138
MACHADO LAKE TRASH TMDL PROJECT
CIP NO.1-138
LOS ANGELES COUNTY
DEPARTMENT OF PUBLIC WORKS
0 ACCEPTED
0 MAKE CORRECTIONS NOTED
1:3 REVISE CALCULATIONS
El REJECTED
REVIEW IS PERFORMED BY TtE DEPARTMENT TO ENSURE
THE CONTRACTOR'S GENERAL CONFORMANCE WITH THE
DESIGN CONCEPT OF THE PROJECT AND GENERAL CON.
PLIANCE WITH THE SPECIFICATIONS. THE CONTRACTOR
IS SOLELY RESPONSIBLE FOR THE CORRECTNESS OF
DIMENSIONS, PROPER CONSTRUCTION AND INSTALLA-TION METHODS, AND FOR FULFILUNG ALL CONTRACTUALREQUIREMENTS. ACCEPTANCE INDICATED HEREONDOES NOT RELIEVE THE CONTRACTOR OF THESE 0131.§.
CATIONS.
BY DATE...........---.
X
Amir Zandieh 06-09-14
• UNITED STORM WATER, Inc.
Prorecri11g Our Warer Resources
14000 E Valley Blvd
City of Industry, CA 91746
(877) 71-STORM. Fax (626)961-3166
Ramon Menjivar, Ext 243
t
Sidewalk
Gutter
Top of Side Walk C.B.
M.H.
Deflector, se~
Sheet (2) /_ f_--i
Section X-X
N.T.S.
Ex. C.B. 300
Plan
N.T.S.
C.B.
M.H.
X
X
Curb Face
----
(/)CJ
CD CD
CD :::!!
~~
CD 0 m. ..,
~
---
LOS ANGELES COUNTY
ARTMENT OF PUBLIC WORKS DEP
D D
□
ACCEPTED
MAKE CORRECTIONS NOTED
REVISE CAI.CUlATIONS
REJECTED
RFORMED BY Tl£ DEPARTMENT TO ENSURE
--...c□
REVIEWIS PE
lHE CONTRAC
DESIGN CON
PLIANCE WlH
IS SOI.ELY RE
DIMENSIONS
TION METHOD
REOUIREME
lOR"S GENERAL CONFOIUMNCE WTH TIE
CEPT Of THE PROJECT ANJ GENERAL COM-
THE SPECIFlCATIONS. THE CONlRACTOR
SPONSIBLE FOR "IIIE COARECTNESS 0f
, PROPER CONSTRUCTION All> INSTAI.II,-
S, ANO FOR RlfiLUHG AU. CONTRACTIW.
NTS. ACCEPTANCE INDICATED HEREON
DOES NOT RELM
GA1lOHS.
BY
DIE COIITRACTOR 0f ntESe OSU-
llAff:
----·
-~ General Notes
it
~·,
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l,!
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'
Revision/Issue Date_,,
am11 and Address .,
~ORMWAT<R.O"'-_""ll ___
united Storm Water Inc.
14000 E. Valley Blvd
City of Industry, CA 91746
,...-Project Nama and Address -.,
County of Los Angeles
.... ~
Project Sheet .,
Dot,
4 of 5 Scale Not to Scale ~ \.. ~
MACHADO LAKE TRASH TMDL PROJECT
02-19-2014
CIP NO. 1-138
MACHADO LAKE TRASH TMDL PROJECT
CIP NO.1-138
LOS ANGELES COUNTY
DEPARTMENT OF PUBLIC WORKS
0 ACCEPTED
0 MAKE CORRECTIONS NOTED
1:3 REVISE CALCULATIONS
El REJECTED
REVIEW IS PERFORMED BY TtE DEPARTMENT TO ENSURE
THE CONTRACTOR'S GENERAL CONFORMANCE WITH THE
DESIGN CONCEPT OF THE PROJECT AND GENERAL CON.
PLIANCE WITH THE SPECIFICATIONS. THE CONTRACTOR
IS SOLELY RESPONSIBLE FOR THE CORRECTNESS OF
DIMENSIONS, PROPER CONSTRUCTION AND INSTALLA-TION METHODS, AND FOR FULFILUNG ALL CONTRACTUALREQUIREMENTS. ACCEPTANCE INDICATED HEREONDOES NOT RELIEVE THE CONTRACTOR OF THESE 0131.§.
CATIONS.
BY DATE...........---.
X
Amir Zandieh 06-09-14
SS-304
SS-304 Wedge Anchor
3/8" x 3" (2 each)(Typ)
UNITED STORM WATER. Inc.
Prorurillg Our Wnrer Resourrrs
14000 E. Valley Blvd
City of Industry, CA 91746
Ramon Menjivar, Office (877)
71-STORM. Ext 243 (626)890-7104
Sidewalk
Gutter
Top of Side Walk C.B.
M.H.
Deflector, se~
Sheet(2)/ f
Section X-X
N.T.S.
Ex. C.B.
*L=A+B
Plan
N.T.S
Curb Face ,,.....-'"--
X
i
@ Deflector
See sheet (2)
Ex. Connectoce
X
r
Ill
L
LOS ANGEi.ES COUNlY
DEPARTMENT OF PUBLIC WORKS
□ACCEPTED □ MAKE CORRECTIONS NOTED
□ REVISE CALClAATIONS
□ REJECTED
REVIEW IS PERFORMED BY 1IIE DEPARlMENTlO ENSIR:
lttE CONTRACTOR'S GENERAL CONFOFIM'NCE l"'1H 11£
DESIGN CONCEPT OF lttE PROJECT AND GENERAL COM,
PLIANCE Wlltt lttE SPECIFICATIONS. THE CONTRACTOR
IS SOLELY RESPONSIBLE FOR THE CORRECTNESS Of
DIMENSIONS, PROPER CONSTRUCTION AND INSTAUA-
TION METHODS, AND FOR F\lFIUING All. CON!RACTlJM.
REQUIREMENTS. ACCEPTANCE INDICATED HEREON
DCES NOT REIJE'vE DIE CONTRACTOR Of 1IIESf. OBIJ,
GA110NS,
B'f IIA1!
* See Appendix A-1
and CPS Sizing Tables 1 & 2
** Both legs of Deflector Support Bracket
must extend to the top of the Deflector and
Also extend at least to the bottom of the Mounting
Bracket.
General Notes
Revision/Issue
e ond Addrn!I
United Storm Water Inc.
14000 E. Valley Blvd
Date
City of Industry, CA 91746
Project Name and Address
County of Los Angeles
Proleet Sheet ~
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{JNllEO STORA/ IYAlER
ENGINEER OF WORK
EXCEL ENGINEERING
OWNERSHIP
PRIVAlF
LAND PLANNING • ENGINEERING • SURVEYING
440 STA TE PLACE, ESCONDIDO, CA 92029
PH (760)745-8118 FAX (760)745-1890
ROBERT D, DENTINO
RCE: 45629
12-31-2024
DATE
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~ CITY OF CARLSBAD I SHESETS I
1------1---+----------------+----+--+-----11------< ~ LAND DEVELOPMENT ENGINEERING
1------1---+----------------+----+--+-----11------<
1------1---+----------------+----+--+-----11------1 GRADING PLANS FOR:
CARLSBAD RANCH, P.A. NO. 5
(MARBRISA -VILLA 67)
l------l---+----------------+----+--+-----11------1 GR2022-0032 GRADING SHEET
APPROVED: JASON S. GELDERT
1------1---+----------------+----+--+-----11------< CITY ENGINEER PE 63912 EXPIRES 09 30 24 DATE
DATE INITIAL DA TE INITIAL DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
OWN BY: KW
CHKD BY: __ _
RVWD BY:
PROJECT NO.
CT 03-02
I DRAWING NO.
428-9K
CARLSBAD RANCH, PLANNING AREA NO.5
MARBRISA – PHASE II
STORM WATER MANAGEMENT PLAN
(SWMP)
PREPARED FOR
GRAND PACIFIC CARLSBAD, L.P.
5900 PASTEUR COURT, SUITE 200
CARLSBAD, CA 92008
(760) 431-8500
Prepared by:
ROBERT D. DENTINO
LAND PLANNING● ENGINEERING● GIS●SURVEYING
440 State Place
Escondido, CA 92029
Ph:760-745-8118
Fax: 745-8118-1890
Preparation Date:
10-3-2011
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
TABLE OF CONTENT
I. Project Description
1.1 Project Existing and Vicinity Map
1.2 Project Stormwater Quality Determination
1.3 Proposed Land use and anticipated activities that would affect Stormwater
1.4 Nearby water bodies, existing storm drain systems
II. Applicable Stormwater Standards
2.1 Completed Storm Water Standard Questionnaires (SWSQ)
2.2 HMP Applicability Determination using expanded narrative from SUSMP
a. HMP exemption
III. Identify Pollutant of concern
3.1 Identify Watershed and Hydrologic Unit Contribution Basin and Receiving waters
3.2 Identify pollutants associated with type of Land use
3.3 Beneficial uses of receiving water
3.4 Summary of primary pollutants of concern
IV. Source Control Measures
4.1 Description of site activities and potential sources of pollutants
4.2 Complete table showing sources, permanent source control, and operational
source control
V. Low Impact Development (LID) design strategies
5.1 Description of site activities and potential sources of pollutants
5.2 Approach to Integrated LID
5.3 Integrated LID Design
VI. Operation and Maintenance
6.1 Ownership and Responsibility
Attachments
A. Stormwater Standards Questionnaire (SWSQ)
B. Post-construction BMP Exhibit
C. DMA/ TCBMP sizing Exhibit
D. BMP product information and Educational Material
1
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
I. Project Description
1.1 Project Description and Vicinity Map
The proposed development is located at the west of Grand Pacific Drive, 600 feet from Cannon
Road and Grand Pacific Drive intersection. It is approximately 12.8 acres as a part of 56.4 acres
Carlsbad Ranch, Planning Area 5 project, County of San Diego, California.
At this phase II, the existing condition is a graded pad (graded from phase I). The storm water at the
existing condition is collected into a depression area acting as a detention pond with 36” stand pipe
and 24” storm drain outlet to a bio-filtration area at the downstream before draining to a 42” public
storm drain on the south.
The Proposed development will contain a combination of parking lots/areas, swimming pools,
landscaping and dwelling or building areas as well as the proposed private street that will provide
access throughout the entire site. Infrastructures will include new storm drain as well as water and
sewer main extensions and new dry utilities runs/extensions to service the lots.
Fig. 1. Vicinity Map
2
SITE
CITY OF
PACIFI C
OCEAN
VICINITY MAP
CITY OF ENCINITAS
NOT TO
SCALE
VISTA
Y OF
N MARCOS
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
1.2 Project Stormwater Quality Determination
Total Project Site Area ____12.8______ (Acres)
Estimated amount of disturbed acreage: ____12.8___ (Acres)
WDID number from the SWRCB: ________
Amount of impervious surface on your project before and after construction.
A. Total size of project site: ___12.8____ (Acres)
B. Total impervious area (including roof tops) before construction __0.10__ (Acres)
C. Total impervious area (including roof tops) after construction ___7.5__ (Acres)
Calculate percent impervious before construction: B/A = __0.80____%
Calculate percent impervious after construction: C/A = __57___%
1.3 Proposed Land use and anticipated activities that would affect Stormwater
Proposed Land use is multi-apartment building (time share) and recreation facility. Anticipated
pollutants that may be generated from this type of land use activity are as follows:
Trash and Debris – Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials)
and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general
waste products on the landscape. The presence of trash and debris may have a significant impact
on the recreational value of a water body and aquatic habitat. Excess organic matter can crate a
high biochemical oxygen demand in stream and thereby lower its water quality. In addition, in areas
where stagnant water exists, the presence of excess organic matter can promote septic conditions
resulting in the growth of undesirable organisms and the release of odorous and hazardous
compounds such as hydrogen sulfide.
Oxygen-Demanding Substances – This category includes biodegradable organic material as well as
chemicals that react with dissolved oxygen in water to form other compounds. Proteins,
carbohydrates, and fats are examples of biodegradable organic compounds. Compounds such as
ammonia and hydrogen sulfide are examples of oxygen-demanding compounds. The oxygen
demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the
development of septic conditions.
Oil and Grease – Oil and grease are characterized as high-molecular weight organic compounds.
Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking
vehicles, esters, oils, fats, waxes, and high molecular-weight fatty acids. Introduction of these
pollutants to the water bodies are very possible due to the wide use and applications of some of
these products in municipal, residential, commercial, industrial, and construction areas. Elevated oil
and grease content can decrease the aesthetic value of the water body, as well as the water quality.
Pathogens – Pathogens (bacteria and viruses) are ubiquitous microorganisms that thrive under certain
environmental conditions. Their proliferation is typically caused by the transport of animal or human
fecal wastes from the watershed. Water, containing excessive bacteria and viruses can alter the
aquatic habitat and create a harmful environment for humans and aquatic life. Also, the
decomposition of excess organic wastes causes increased growth of undesirable organisms in the
water.
Pesticides – Pesticides (including herbicides) are chemical compound commonly used to control
nuisance growth or prevalence of organisms. Excessive or improper application of a pesticide may
result in runoff containing toxic levels of its active ingredient.
Nutrients – Nutrients are in organic substances, such as nitrogen and phosphorus. They commonly
exist in the form of mineral salts that are either dissolved or suspended in water. Primary sources or
nutrients in urban runoff are fertilizers and eroded soils. Excessive discharge of nutrients to water bodies
and streams can cause excessive aquatic algae and plant growth. Such excessive production,
3
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
referred to as cultural eutrophication, may lead to excessive decay of organic matter in the water
body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic
organisms.
Metals – the primary source of metal pollution in urban runoff is typically commercially available
metals and metal products. Metals of concern include cadmium, chromium, copper, lead, mercury,
and zinc. Lead and chromium have been used as corrosion inhibitors in primer coatings and cooling
tower systems. Metals are also raw material components in non-metal products such as fuels,
adhesives, paints, and other coatings. At low concentrations naturally occurring in soil, metals may
not be toxic. However, at higher concentrations, certain metals can be toxic to aquatic life. Humans
can be impacted from contaminated groundwater resources, and bioaccumulation of metals in fish
and shellfish. Environmental concerns, regarding the potential for release of metals to the
environment, have already led to restricted metal usage in certain applications.
Sediments – Sediments are soils or other surficial materials eroded and then transported or deposited
by the action of wind, water, ice or gravity. Sediments can increase turbidity, clog fish gills, reduce
spawning habitat, lower young aquatic organisms survival rates, smoother bottom dwelling
organisms, and suppress aquatic vegetation growth.
The first flush of storm water will be treated by TCBMP media filter or sand filter and the 100
year-storm event will be over flowing to the catch basins/ grated inlets. Some temporary
ponding areas may occur on some spots of the parking space during big storm event to
detain some of the storm water and to mimic the existing condition. All run-offs will be
directed to sand filter areas before they are released to the public storm drain.
1.4 Nearby waterbodies and Impaired waterbodies
This major part of the project is located in the Carlsbad Hydrologic Unit (904.00), Encinas Hydrologic
watershed (904.40). Receiving water downstream is Canyon De Las Encinas and eventually to
Pacific Ocean. The Carlsbad Hydrologic Unit is approximately 210 square miles in area extending
from the headwaters above Lake Wohlford in the east to Pacific Ocean in the west and from Vista
and Oceanside in the north to Solana Beach, Escondido, and the community of Rancho Santa Fe
to the south.
The impaired waterbodies is NOT listed in 303(d) 2007 list.
The proposed project is designed so that it will not significantly alter the drainage pattern on the site.
The surface water runoff discharge will not divert from existing conditions. This project will not present
any potential threat to erosion or water quality deterioration.
4
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
II. Applicable Stormwater Standards
2.1. Stormwater Standard Questionnaires (SWSQ)
To address post-development pollutants that may be generated from development projects and
meet the City of Carlsbad requirements a Stormwater Standard Questioners is completed. Please
refer to Attachment A for this completed form.
2.2. Hydromodification Exemption
Phase II – Water quality or stormwater management and maintenance for this portion of the site
was covered in the original entitled SWMP document for the entire Carlsbad ranch planning area
no. 5. site. consequently, the following measures were constructed under the phase I portion of the
site, which provides treatment for phase II, these include: Bio-retention, ultimate downstream storm
drain outfall pipes as well as off-site detention ponds constructed per adjacent projects.
Hydromodification exemption:
The final exemption category focuses on small urban infill projects where the potential for future
cumulative watershed impacts is minimal.
Urban infill projects may be exempt from HMP criteria if:
1. the potential future development impacts within the sub-watershed, as measured from the
entire sub-watershed area draining to existing conveyance system outfall, would not increase
the composite impervious area percentage of the sub-watershed by more than 3%.
2. The project discharges runoff to an existing hardened or rehabilitated conveyance system
(storm drain, concrete channel, or engineered vegetated channel) that extends beyond the
domain analysis determined for the project site.
3. The stabilized conveyance system eventually discharges to a channel with a low susceptibility to
erosion, as designed by the SCCWRP channel assessment tool.
5
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
Fig. 2. Analysis Domain Map
Analysis domain:
Defining the downstream extents until reaching the closest equal order tributary.
As shown on the drawing stabilized conveyance extend past domain of analysis, the potential for
cumulative impacts in the watershed are low, therefore the ultimate receiving channel has a low
susceptibility to erosion as defined in the SCCWRP channel assessment tool.
From the final exemption category above, we conclude that this project has met the HMP
exemption criteria; therefore the hydromodification management plan does not apply to this
project.
6
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NOTE: IW>.CE TAKEN Fll(M l>O..TE AND AS!lOCIATES, lHC., U..ITWlTE HYDRa..OOY IMI' FOR LEQO Cflll/E STORW CRAIN. DATED< 9-12--00
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
III. Identify Pollutant of Concern
3.1 Identify Watershed and Hydrologic Unit Contribution Basin And Receiving Waters
San Juan 901 Santa Margarita 902 San Luis Rey 903 Carlsbad 904
San Dieguito 905 Penasquitos 906 San Diego 907 Sweetwater 909
Otay 910 Tijuana 911 Whitewater 719 Clark 720
West Salton 721 Anza Borrego 722 Imperial 723
http://www.waterboards.ca.gov/sandiego/water_issues/programs/basin_plan/index.shtml
Receiving water downstream
Number Name
904.40 Encinas
http://www.waterboards.ca.gov/sandiego/water_issues/programs/basin_plan/index.shtml
SURFACE WATERS
Table 1. Receiving Surface waters
Surface Waters
(rivers, creeks, stream, etc.)
Hydrologic Unit
Basin Number
Impairment(s) listed
[303(d) listed waters or
waters with established
TMDLs ]
Distance to Project
Canyon de Las Encinas 904.40 Not listed 0.75 miles
3.2 Identify Pollutants associated with type of Land use
As discuss on section 1.2 regarding proposed land use and anticipated activities that would affect
Stormwater, Table 1 below shows what are the Developments that are most likely generated types of
pollutants.
7
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
Table 2. Anticipated and Potential Pollutants Generated by Land Use
Source: SUSMP County of San Diego – January 2011
8
General Pollutant Categories
Pnorii1y Oxygen
Project He:irvy Ot;ganic Trasb& Demanding Oil& Bacteria&
Categories Sediment Nu.ttierus Metals Compcmndls Debris; Subs-t:mces Grease Vimses Pesticides;
Detached
ResideP.11:i.1 X X X X X X X
D eve. meat
A,m .ed
Reside.n'Ei.1 X X X P(1) P(-p X
D eve i'neat
Co.tnmerei.1
D eve op1'blleat p ) p ) X P ( X ) X p ~) P (5)
>oue, A.c,·e
He,;ivy X X X X X X Indu,sa:y
AutOluotive X (5) X X RE:pau ~ ' op,s
Res· aura! · s X X X X P (1)
H side
Deve. meat X X X X X X
>5 000 ft2
Pa:rlciog Lot~ p ) p ) X X 1) X P (1)
Ret.tl
G;i.soline X X X X X
Ou.ells
Streets,
ffgh,;;;i.ys& X p ) X X{ X I 5) X X p )
F.lleew;i. s
X = ;utti':::'"Dated
P = potelntial
(1) A poteim,il pollll!taot iif !mcilS1::apm,g exi;.t,; o -site. -A potei:rti;il pollllltaot iif · ~p~o ct m.chld.i!'S lllllCDr.'er:ed pal!king ar:e11;.,
(J) A pot£-niliil pollll!illl!t if md rn;;.e in ·clves food Cl a!lliJna ·...ste prodl.t ..
(4) lnd'U.tilim.g petro i!'um hydr,xaibous.
(5) llldiro!i!l!!!: sowants.
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
Anticipated Potential Pollutants
Using Table 1 above, the anticipated pollutants of this project are the following:
Sediments Trash & Debris
Nutrients Oxygen Demanding Substances
Heavy metal Oil & grease
Organic Compounds Pesticides
Bacteria & viruses
3.3 Beneficial uses of receiving water
The beneficial uses for the hydrologic unit are included in Table 2 and 3. These tables were
extracted from the Water Quality Control Plan for the San Diego Basin. The following are the meaning
and descriptions of the acronyms used:
MUN – Municipal and Domestic Supply: Includes uses of water for community, military, or individual water
supply systems including, but not limited to, drinking water supply.
AGR – Agricultural Supply: Includes uses of water for farming, horticulture, or ranching including, but not
limited to, irrigation, stock watering, or support of vegetation for range of grazing.
IND – Industrial Services Supply: Includes uses of water for industrial activities that do not depend primarily
on water quality including, but not limited to, mining, cooling water supply, hydraulic conveyance, gravel
washing, fire protection, or oil well re-pressurization.
REC1 – Contact Recreation: Includes uses of water for recreational activities involving body contact with
water, where ingestion of water is reasonably possible. These uses include, but are not limited to
swimming, wading, water-skiing, skin and SCUBA diving, surfing, white water activities, fishing, or use of
natural hot springs.
REC2 – Non-Contact Recreation: Includes the uses of water for recreational activities involving proximity to
water, but not normally involving body contact with water, where ingestion of water is reasonably possible.
These uses include, but not limited to picnicking, sunbathing, hiking, camping, boating, tide pool and
marine life study, hunting, sightseeing, or aesthetic enjoyment in conjunction with the above activities.
WARM – Warm Freshwater Habitat: Includes uses of water that support warm water ecosystems including,
but not limited to, preservation or enhancement of aquatic habitats, vegetation, fish or wildlife, including
invertebrates.
WILD – Wildlife Habitat: Includes uses of water that support terrestrial ecosystems including, but not limited
to, preservation and enhancement of terrestrial habitats, vegetation, wildlife, (e.g., mammals, birds,
reptiles, amphibians, invertebrates), wildlife water and food sources.
INLAND SURFACE WATERS
Under the Clean Water Act the state is required to specify appropriate water uses to be
achieved and protected. The beneficial use designation of surface waters of the state must
take into consideration the use and value of water for public water supplies, protection and
propagation of fish, shellfish and wildlife, recreation in and on the water, agricultural,
industrial and other purposes including navigation.
Inland Surface waters have the following beneficial uses as shown on Table 2
9
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
Carlsbad Hydrologic Unit (904.00), Canyon De Las Encinas (904.40)
TABLE 3. Beneficial Uses for Inland Surface Waters
Hydrologic
Unit M I R R W W A
NumberUNEEAIG
NDCCRLR
12MD
904.4 * -oxxx -
GROUND WATER
Under the Clean Water Act the state is required to specify appropriate water uses to be
achieved and protected. Ground waters in the San Diego Region can have as many as six
designated beneficial uses including: (1) municipal and domestic; (2) agricultural; (3) industrial
service supply; (4) industrial process supply; (5) ground water recharge; and (6) freshwater
replenishment. None of these beneficial uses will be impaired or diminished due to the
construction and operation of this project.
Carlsbad Hydrologic Unit (904.00), Agua Hedionda Creek (904.31)
TABLE 4. Beneficial Uses for Ground Water
Hydrologic
Unit M A I
Number U G N
NRD
904.40 x x x
* Excepted from Municipal
o Potential Beneficial Use
x Existing Beneficial Use
- Not Applicable
3.4 Summary of primary pollutants of concern
This major part of the project is located in the Carlsbad Hydrologic Unit (904.00), Encinas Hydrologic
watershed (904.40). Receiving water downstream is Canyon De Las Encinas Creek (904.40) and
eventually to Pacific Ocean.
The impaired water-bodies is NOT listed in 303(d) 2007 lists.
Therefore, the primary pollutants of concern for the project are unknown. The secondary pollutants
are sediments, Nutrients, Oxygen Demanding substances, heavy metal, trash, debris, oil and grease
and pesticides.
10
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
IV. Source Control Measures
4.1 Description of site activities and potential sources of pollutants
Source control BMPs are structured around the concept of “activities” as experience has shown that
with few exceptions one or more of these activities will satisfactorily describe all commercial
facilities.
Storm Drain Signage
Storm drain inlets and access points to natural drainage courses will be marked to discourage
illegal dumping, with markings indicating the receiving water by name. Specifically:
1. All storm drain inlets and catch basins within the project area will have a tile or signage
placed with prohibited language (such as: ‘NO DUMPING – DRAINS TO PACIFIC OCEAN
SHORELINE”)
2. Signs and prohibited language and /or graphical icons, which prohibit illegal dumping,
must be posted at public access points along channels and creeks within the project
area.
3. Legibility of tiles and signs must be maintained and tiles must be placed flush with the top
of concrete to reduce tripping by pedestrians.
Thrash and debris from general site hotel/villa use and other sources will be prevented.
Prevention is chiefly form the fact that guests or concerned individuals when properly informed of
the consequences of irresponsible disposal of thrash and debris will eventually affect our water
bodies. Providing seminars as a form of educating all concerned will provide an extra plus to this
BMP.
Street Sweeping
Street sweeping scheduled at appropriate intervals (we recommend a minimum of bi-weekly
interval [this is based on economy and approximate accumulation of dirt and sediments],
however it is per the discretion of management to schedule this activity for the wellness and
ambiance of the hotel/villa) can reduce pollutants that have built up over time and become
deposited from vehicles, plants and other vegetations along sidewalks and islands. It is
recommended that this BMP be implemented expeditiously or upon completion of paving
construction of all internal driveways and parking lots.
The following will be minimized:
1. Thrash and debris from general site hotel/villa use, and from drivers & pedestrians
2. Sediments and soils contaminated with oils and similar products associated with
automobiles.
Landscaping
Landscaping of the slopes and other parts of the site will be incorporated into the plans. To
expeditiously achieve plant establishment to reduce erosion, landscaping will consist of both
native and non-native plants. The irrigation system will be closely monitored to reduce over
irrigation and thus protect the manufactured slopes from being destabilized due to over
watering and over saturation of the soil.
11
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
Maintenance of vegetated or landscaped areas (street sidewalks, street landscaped islands or
slopes) and other planted areas should be the responsibility of the owner or corporation handling
the property. This owner will develop a schedule and funding scheme when the project is turned
over by the contractor/developer to them.
TABLE 5. Permanent and Operational source control measures
Potential source of runoff
pollutants Permanent Source control BMPs Operational source control BMPs
1. On-site storm drain inlets Mark inlets with the words “NO
DUMPING!”
Maintain periodically repaint
or replace inlet markings
Include the following in lease
agreements: “Tenant shall
not allow anyone to
discharge anything to storm
drains”.
2. Refuse areas Roofs/ awnings shall be
provided
Trash storage pad is paved
Trash container is walled
Signs will be posted on or
near dumpsters with the
words “Do not dump
hazardous materials here”
Dumpsters will be handled by
hired waste management
company
Maintain and clean
periodically
Prohibit/prevent dumping of
liquid or hazardous wastes.
3. Plazas, Park, street and parking
lot
Sign with the words “NO
LITTERING”.
“TRASH BINS” signs nearby
trash bins.
Covered Trash bins with
plastic bag inside located
strategically.
Street Sweeping.
Maintain periodically repaint
or replace sign markings
every 6 months.
Street sweeping frequency
no less than that of City of
Carlsbad.
Washwater containing any
cleaning agent/degreaser
shall be collected and
discharge to the sanitary
sewer and not discharged to
a stormdrain.
4. Pools, Spas, ponds, decorative
fountains, and other water
features.
The pools will be plumbed to
the sanitary sewer and will be
made according to local
requirements.
Control algae with chlorine or
sodium bromide
Do not discharge pool water
to a street or storm drain
Call local wastewater
treatment plant for further
12
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
guidance on flow rate
restrictions.
Refer to SC-72 “Fountain and
Pool Maintenance”. CASQA
Handbook
5. Landscape/ Outdoor Pesticide
use
Design landscaping to
minimize irrigation and runoff,
to surface promote infiltration
Where landscape areas are
used to retain or detain
Stormwater, a native
Californian saturated soil
tolerant vegetation type is
used.
Maintain landscaping using
minimum or no pesticides.
Refer to SC-41 “Building and
Grounds Maintenance”.
CASQA Handbook.
13
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
V. Low Impact Development (LID) Design Strategies
5.1. Description of site activities and potential sources of pollutants
To minimize Stormwater-related impacts, the following design principles are applied to the layout of
the site:
• Detain and retain runoff throughout the site
This project implements Bio-retention Swale with underdrain pipes connected to an existing
riser. Bio-retention swale can convey high flows while percolating and treating lower flows. At
the Sales Building two bio-retention facilities are used to treat the storm water coming from
the roof and one location of bio-retention swale at the driveway entrance.
An LID facility must be selected to treat the project pollutants of concern identified in Table 1
“Project Pollutants of Concern”. A treatment control facility with high or medium pollutant removal
efficiency for the project’s most significant pollutant of concern shall be selected.
TABLE 6. Group of Pollutants and relative effectiveness of treatment facilities
Source: County of San Diego SUSMP – January 2011
5.2. Approach to integrated LID
Optimize the site layout
This project is designed to have buildings and circulation to minimize the amount of roofs and
paving.
Use of Pervious Surfaces and drain impervious area to Engineered Bio-retention
Turf associated with landscape is widely used where possible in this project. There is a wide and
rather flat adjacent to the toe of slope; this area is used as a storm water retaining facility, allows it
drain slowly and also is used to convey big flows coming from the site. This area has 12” underdrain
pipe with 12” stand pipe with atrium grate every 50 feet. This under drain will reduce the water level
faster through the atrium grate during the 100 year storm event.
14
L1fi1 tra ti on Trash
Settling Wet Ponds Facilities Higher-Racks &
Bioretention Basins and or H igher-rate Hydro
Pollutants of Facilities (D ry Constructed Practices Media rate media -dynamic Vegetated
Concern (LID) Ponds) Wetlands (LID) Filters biofilters* filters* Devices Swales
Coarse High High H.igh H.igh H.igh H.igh H.igh High High
Sediment
and Trash
Pollutants High High H.igh H.igh H.igh Medium Medium Low Medium
that tend to
associate
"vith fine
particles
during
treatm.ent
Pollutants Medium Low Medium H.igh Low Low Low Low Low
that tend to
be dissolved
following
treat1nent
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
5.3. Integrated LID Design
There are three outfalls for this project Labeled as OUTFALL 1, 2 and 3. OUTFALL 1 has bio-retention
swale to treat approximately 330,000 square feet of area and labeled the bio-retention as IMP I.
OUTFALL 2 also has bio-retention swale to treat approximately 190,700 sqft. site area and labeled
the bio-retention as IMP II.
OUTFALL 3 treated the storm water into 3 individual bio-retention facilities called as IMP III, IMP IV and
IMP V. The design documentation for delineation of the pervious area and impervious area is
provided in attachment C.
Will this project be utilizing the unified LID design procedure as described in chapter 4 of the
Local SUSMP? (If yes, please document in Attachment D following the steps in Chapter 4 of
the County SUSMP)
Yes No
If the project is not utilizing the unified LID design procedure, please describe how the
alternative treatment facilities will comply with applicable LID criteria, storm water treatment
criteria, and hydromodification management criteria.
• Indicate the project pollutants of concern (POCs).
Table 7. Grouping of Potential Pollutants of Concern (POCs) by fate during stormwater treatment
Pollutant Check
Project
Specific
POCs
Coarse Sediment
and Trash
Pollutants that tend
to associate with
fine particles
during treatment
Pollutants that tend
to be dissolved
following treatment
Sediment X X
Nutrients X X
Heavy Metals X
Organic Compounds X
Trash & Debris X
Oxygen Demanding X
Bacteria X
Oil & Grease X
Pesticides X
15
() I
181
181
181
181
181
181
181
181
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – October 2011
16
VI. Operation and Maintenance
These Stormwater treatment facilities (bio-retention) are as part of the project subject to be verified
for effectiveness and proper performance. As discuss in Chapter V section 5.3, these LIDs are
identified as follows:
Table 8. Project Specific LID and TC-BMPS
BMP
Identifier*
LID or TC-BMP
Type
BMP Pollutant
of Concern
Efficiency
(H,M,L) –
Table 11
Final
Construction
Date
(to be completed by
County inspector)
Final
Construction
Inspector Name
(to be completed by
County
inspector)
IMP I Bio-retention H, H, M
IMP II Bio-retention H, H, M
IMP III Bio-retention H, H, M
IMP IV Bio-retention H, H, M
IMP V Bio-retention H, H, M
Maintenance will be under the guidelines as shown in the “STORMWATER MAINTENANCE PLAN” by the
County of San Diego DPW Land Development Guidelines, and the City of Carlsbad JURMP. The
owners of the proposed development will eventually be responsible for the maintenance and
inspection of the Post-Construction BMP’s.
An approved contractor will be hired to pump or clean any inlet or inline treatment manholes of the
trapped stormwater wastes. Said contractor will haul wastes to an approved disposal site.
Stormwater sampling and monitoring will be the responsibility of the owners. They will also be
responsible in determining the sources and locations of pollution if discovered during sampling and
monitoring. The owners will need to assess an annual maintenance and inspection/monitoring fee
for the upkeep of any Post Construction BMP’s.
For landscaping maintenance, the owner will monitor the compliance and maintenance of all
vegetated areas as an efficient post construction BMPs. See also, Landscaping under Source
Control BMP for more details.
Responsible Party for Long-term Maintenance:
Identify the parties responsible for long-term maintenance of the BMPs identified above and
Source Controls specified in Attachment B. Include the appropriate written agreement with the
entities responsible for O&M in Attachment F. Please see Chapter 5 “Private Ownership and
Maintenance” on page 94 of the County SUSMP for appropriate maintenance mechanisms.
Name: TBD
Company Name: Grand Pacific Resorts, INC.
Phone Number: (760)431-8500
Street Address: 5900 Pasteur Court, Suite 200
City/State/Zip: Carlsbad, CA 92008
Email Address:
Attachments
A. Stormwater Standard Questionaire (SWSQ)
«,'»
~ CITY OF
CARLSBAD
INSTRUCTIONS:
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
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 (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To
view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.gov/standards.
Initially 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 Stormwater Requirements' or be subject to additional criteria
called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the
storm water standards applied to a project.
Your responses to the questionnaire represent an in itial 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 separate completed and signed questionnaire must be submitted for each new development application submission.
Only one completed and signed questionnaire is required when multiple development applications for the same project
are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat
Assessment Form with construction permits for the project.
Please start by completing Section 1 and follow the instructions. When completed, sign the form at the end and submit
this with your application to the city.
!SECTION 1 NEW DEVELOPMENT
Does your project meet one or more of the following criteria: YES NO
1. Housing_ subdivisions of 10 or more dwelling_ units. Examples: single family homes, multi-family homes,
condominium and apartments
2. Commercial-greater than 1-acre. Any development other than heavy industry or residential. Examples: hospitals;
laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial
nurseries; multi-apartment buildings; car wash facilities; mini-malls and other business complexes; shopping malls;
hotels; office buildinas; public warehouses; automotive dealerships; airfields; and other liaht industrial facilities.
3. Heavy Industrial I Industry-greater than 1 acre. Examples: manufacturing plants, food processing plants, metal
working facilities, printing plants, and fleet storage areas (bus, truck, etc.).
4. Automotive repair shop. A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013,
5014, 5541 , 7532-7534, and 7536-7539
5. Restaurants. Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters
and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the
land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000
square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria
requirements and hvdromodification requirements.
E-34 Page 1 of 3 REV 1/14/11
6.
7.
8.
9.
«,'»
~ CITY OF
CARLSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
Hillside development. Any development that creates more than 5,000 square feet of impervious surface and is
located in an area with known erosive soil conditions, where the development will grade on any natural slope that is
twentv-five percent (25%) or areater.
Environmentally Sensitive Area (ESA)1. All development located within or directly adjacent2 to or discharging
directly3 to an ESA (where discharges from the development or redevelopment will enter receiving waters within the
ESA), which either creates 2,500 square feet or more of impervious surface on a proposed project site or increases
the area of imperviousness of a proposed proiect site 10% or more of its naturallv occurrina condition.
Parking lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban
runoff
Streets, roads, highways, and freeways. Any paved surface that is 5,000 square feet or greater used for the
transportation of automobiles, trucks, motorcycles, and other vehicles
10. Retail Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet
11. Coastal Development Zone. Any project located within 200 feet of the Pacific Ocean and (1) creates more than
2500 square feet of impervious surface or (2) increases impervious surface on property by more than 10%.
12. More than 1-acre of disturbance. Project results in the disturbance of 1-acre or more of land and is considered a
Pollutant-generating Development Project4. .. 1 Environmentally Sens1t1ve Areas include but are not hmIted to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special
Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments);
areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent
environmentally sensitive areas which have been identified by the Copermittees.
2 "Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area.
3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and
not commingled with flow from adjacent lands.
4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels. In general, these include all projects
that contribute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping
areas that require routine use of fertilizers and pesticides. In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance
access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to
surrounding pervious surfaces.
INSTRUCTIONS:
Section 1 Results:
If you answered YES to ANY of the questions above, your project is subject to Priority Development Project requirements. Skip Section 2 and
please proceed to Section 3. Check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3. Additional stonn water
requirements will apply per the SUSMP.
If you answered NO to ALL of the questions above, then please proceed to Section 2 and follow the instructions.
E-34 Page 2 of 3 REV 1/14/11
«,'»
~ CITY OF
CARLSBAD
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
SECTION 2 SIGNIFICANT REDEVELOPMENT
INSTRUCTIONS: Complete the questions below regarding your project YES NO
1. Project results in the disturbance of 1-acre or more of land and is considered a Pollutant-generating Development
Project*?
INSTRUCTIONS: If you answered NO, please proceed to question 2.
If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT
requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below.
2. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1)
INSTRUCTIONS: If you answered YES, please proceed to question 3.
If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER
REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below.
3. Is the work limited to trenching and resurfacing associated with utility work; resurfacing and reconfiguring surface
parking lots and existing roadways; new sidewalk; bike lane on existing road and/or routine maintenance of damaged
pavement such as pothole repair? Resurfacing/reconfiguring parking lots is where the work does not expose underlying soil
during construction.
INSTRUCTIONS: If you answered NO, then proceed to question 4.
If you answered YES, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER
REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below.
4. Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on existing
developed property or will your project be located within 200 feet of the Pacific Ocean and (1) create 2500 square feet or
more of impervious surface or (2) increases impervious surface on the property by more than 10%? Replacement of
existing impervious surfaces includes any activity that is not part of routine maintenance where impervious material(s) are
removed, exoosing underlving soil during construction.
INSTRUCTIONS: If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT
PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. Review
SUSMP to find out if SUSMP requirements apply to your project envelope or the entire project site.
If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER
REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below . . . . *for defIrnllon see Footnote 4 on page 2
SECTION 3 QUESTIONNAIRE RESULTS
□ My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria
per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand
flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details.
□ My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the
SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout mv project.
Applicant Information and Signature Box This Box for City Use Only
Address: Assessor's Parcel Number(s): City Concurrence: I YES I NO
I I
Applicant Name: Applicant Title: By:
Date:
Applicant Signature: Date: Project ID:
E-34 Page 3 of 3 REV 1/14/11
B. Post-Construction BMP Exhibits
... $XIST. INTERIM
AGRICULTUR41,
USAGE +",.
DA '!\,IGHT LINE/
G~1.DING Ll\.111S ,, .. +
.... ..,
:...,
~
DA'illGH1 LINE/
GR/\DING Ll\.111S
SCALE 1"=50' ----------=i 0 50 JOO 150
LEGEND
-66l. -INDICATES EXISTING CONTOUR
690 INDICATES PROPOSED CONTOUR
PROPOSED STORM DRAIN PIPE
E(
IIJPER,fOfJS AREAS
PROPOSED BIO-RETENTION FACILITY
PERVIOUS AREA/LANDSCAPE AREA
A/C PAVEMENT
CONCRETE PAVEMENT OR SIDEWALK
SELF-TREATING AREA
BUILDING ENVELOPE
FLOW DIRECTION
STREET DRAINING TO OUTFALL 1
STREET DRAINING TO OUTFALL 2
STREET DRAINING TO OUTFALL .3
A/C PA VEA/ENT
t 1111 II 1111 II ll fH ROOF AREA
~ AREA DRAINING TO IAIP
PER,fOfJS AREAS
HYORO!.OGY NOOE; SEE DRAINAGE REPORT
LIO-TC BNP & SOfJRCE CONlRot. NOTE
MINIMIZING IMPERVIOUS AREAS
INCORPORATE LANDSC/\PE BUFFER /\REA BETWEEN
SIDEW /ILK AND STREU.
MINIMIZE DCIAs
DIRECTING ROOF STORM WATER TO LANDSC/\PE /\REA /\ND THEN TO
BIO-RETENTION F /\CILITY PRIOR TO THE STOR\.IDR/\\N.
g SOURCE CONTROL BMPs
• MINIMIZE STORMW/\ TER POLLUT /\N1S OF CONCERN
• PRl\/1\TE STREU SWEEPING SH/ILL BE NO LESS TH/IN THE FREQUENCY
OF STREET SWEEPING BY THE C\1Y OF CARLSBAD ON PUBLIC STREETS.
-SWEEP PRIOR TO THE R/\IN\NG SE/\SON
• DR/\INAGE F /\CIL\TY \NSPEC1\0N /\ND \.IAINTEN/\NCE:
-INSPEC1\0N /\ND \.11\INTENANCE MINIMUM IN THE LATE SUMMER OF
E/\RLY F/\LL PRIOR TO ST/\RT OF THE R/\\NY SE/ISDN.
• ON-S\TE STORM DRAIN INLET
PER\.11\NENT CONTROLS: STENCILING /\ND S\GN/\GE:
-PRO'J\DE LABEL OF /\LL STORM DR/\IN INLETS /\ND Cl\ TCH B/\SINS
'M1HIN THE PROJEC1 /\REA WITH PROHIB\1\\/E LANGUAGE SUCH />.S:
"NO DU\.IP\NG/ ONLY RA\N IN THE DRAIN"/>.ND 11,/>.Y BE /\LSD
TRANSL/>. TED IN SPANISH.
• L/\NDSC/\PE/OUTDOOR PESTICIDE USE:
SEE STORMW/\TER TRE/\TMENT F/\CIL\TI ON THIS DR/\WING.
• L/\NDSC/\PING IS DESIGNED TO MINIMIZE IRRIG/\ 1\0N /\ND RUNOFF, TO
PROMOTE SURF/ICE INFILTR/>.1\0N WHERE /\PPROPRI/\TE.
1111mTREATMENT CONTROL BMPs
llli1JJ B/0-RETENllON FACILITY
T/>.RGETED CONS1\TUENTS (HIGH REM0\/1\L EFFECT\\1£NESS):
• SEDIMENT, NUTRIENTS, TR/>.SH, MU/\LS, B/>.CTERI/>., ORG/\NICS
• OIL /\ND GRE/>.SE
raw LOW IMPACT DEVELOPMENT AND SITE DESIGN
• ROUTE DR/>.INAGE TO PER'J\OUS />.RE/IS
• INCORPOR/>. TE L/>.NDSCAPED ARE/>.S FOR INFIL TR/>. T\ON
• INTEGR/\TE PER'J\OUS MATERI/\LS /\ND SURF/ICES
• MINIMIZE SOIL COMP/\C1\0N
• MINIMIZE DIRECTLY CONNECTED /\REAS
C a r l s b a d R a n c h, Planning Area 5 -
CARLSBAD, CALIFORNIA
Grand Pacific Resorts
Date: October 3, 2011 Project Number: 11008
BMPs
CONSTRUCTION
(I) NEW PR/VA TE STORA/ DRAINAGE SYSTEAI (SEE GRADING PLANS)
(I} CIJRB INLET TYPE A PER SORSO 0-1
(It
I
BROOKS BOX GRA TEO INLET
LANDSCAPE Bt/FFER BNP (TC-JI)
STORA/ DRAIN SIGNAGE (50-13)
LANDSCAPE & IRRIGAllON SYSTEAI (S0-10)
B/0-RETENllON (TC-32)
MarBrisa Phase II
POST-PROJECT DMA CALCULATION
PROJECT NAME: MARBR\SA -CARLSB/\D R/\NCH P/\.5
PROJECT LOCI\ 1\0N: GR/IND P /\CIFIC ORI\/£
C/\RLSBAD, Cl\ 92008
/\SSESOR'S PARCEL NUMBER: 211-131-05-00, 211-131-06-00, 211-131-07-00, 211-131-09-00
1011\L PROJECT /\REI\: 561,504 SQU/\RE FEU
\.IE/IN ANNU/\L PRECIP\1111\0N 111 PROJECT S\1E: 15 INCHES
SOIL TIPE: B
GROUND WATER LE\1£L: > 9 FT DEEP FROM N/11\\/E SOIL
TABEL I. SELF-lREAllNG AREAS ON SLOPE (ST}
OAIA NAAIE AREA(F1') 0/JA NAAIE AREA(F1')
SLOPE 1 22.320 SLOPE6 925
SLOPE 2 17.951 SLOPE 7 6.287
SLOPE J 8.032 SLOPE 8 17,340
SLOPE 4 2,518 SLOPE 9 9,840
SLOPE 5 12,053
TABEL 2. SELF-lREAllNG AREAS ON LANDSCAPE AREA (ST}
OAIA NAAIE AREA(H') OAIA NAAIE AREA(H')
ULLA 70 7.491 ,fLLA 65 16.569
,fLLA 69 8.121 ,fLLA 64 8.266
ULLA 68 13.024 ,fLLA 63 10.670
ULLA 67 12.383 ,fLLA 62 7.323
,fLLA 66 13.555 ULLA 61 8.151
OAIA NAAIE AREA(F1')
,fLLA 60 10,076
,fLLA 59 8,280
,fLLA 58 10.382
SALES 57 6.251
POOi. AREA 7,300
TABEL J. AREAS DRAINING TO INTEGRATED AIANAGEAIENT PRACllCE (!NP) CALCt/LAllON
AREAS DRAINING TO IMP I
OAIA 0/JA OAIA SOIL IAIP NAA/£· OAIA NAIi£ SURFACE AREA RUNOFF X T'/PE: B/0-RElENllON tn') TYPE FACTOR (C. C FACTOR 0
ST INLETS 67,560 A/C 1.0 67,560 IAIP AIIN. AREA PROPOSED
ULLAS LANDSCAPE 139,799 TVRF 0. 1 13,980 SIZING REQIJIREO AREA
,fLLAS ROOF 73,163 ROOF 1.0 73,163 FACTOR tn') tn')
POOi. AREA 49,367 HARO SCAPE 1.0 49,367
204.070 0. (J,f. 8,163 8,177 IAIPAREA I
TABEL 4. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCt/LAllON
AREAS DRAINING TO IMP II
OAIA 0/JA OAIA SOIL IAIP NAA/£· OAIA NAIi£ AREA SURFACE RUNOFF X T'/PE: <n"i TYPE BIO-RElENllON FACTOR (C, C FACTOR 0
ST INLETS 71,968 A/C 1.0 71,968 IAIP A/IN. AREA PROPOSED
ULLAS LANDSCAPE 81,530 TVRF 0. I 8,153 SIZING REQIJIREO AREA
,fLLAS ROOF 31,732 ROOF 1.0 31,732 FACTOR tn') tn')
SALES BLOC PLAZA 5,474 HARO SCAPE 1.0 5,474
!!7.327 0. (J,f. 4,693 4,900 IAIP AREAl
TABE1. 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE {!NP) CALCULAllON
AREAS DRAINING TO IMP Ill
OAIA OAIA OAIA SOIL IAIP NAA/£· OAIA NAN£ AREA SURFACE RUNOFF X TIPE: TYPE B/0-RETENllON F1 FACTOR C. C FACTOR 0
,.1 '2 BLOG 57 5,442 ROOF 1.0 5,442 IAIP A/IN. AREA PROPOSED , SIZING REQIJIREO AREA ~-
FACTOR (FT') tn')
5,442 0. (},f. 218 220
TABEL 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCULAllON
AREAS DRAINING TO IMP IV
OAIA OAIA OAIA SOIL IAIP NAA/£· OAIA NAN£ SURFACE
A~~A RUNOFF X TIPE: B/0-RETENllON tn TYPE FACTOR (C, C FACTOR 0
1/2 BLOG 57 5,442 ROOF 1.0 5,442 IAIP A/IN. AREA PROPOSED
SIZING REQIJIREO AREA
FACTOR (FT') (FT')
5,442 0. (},f. 218 220
TABEL 5. AREAS DRAINING TO INTEGRATED IJANAGEAIENT PRACllCE (I/JP) CALCULAllON
AREAS DRAINING TO IMP V
OAIA OAIA OAIA SOIL IAIP NAAIE' OAIA NAIi£ SURFACE AREA RUNOFF X TIPE: B/0-RETENllON tn') TYPE FACTOR (C, C FACTOR 0
0Rlt€WAY 13,668 A/C 1.0 13,668 IAIP A/IN. AREA PROPOSED
SLOPE 4 2,518 LANDSCAPE 0. 1 252 SIZING REQIJIREO AREA
FACTOR tn') tn')
!J.752 0. (J,f. 557 560
ABBREWA llONS:
IAIPV: IAIPER,fOfJS AREA DRAINING TO SELF-RETAINING AREA
Sl: SELF-lREAllNG AREA IN SQ/JAR£ FrET
!EXCELi
ENGINEERING
LAND PlANNING CML Et«;INEERING SURVEYING
440 STATE PLACE
ESCONDIOO, CA 92029
TEL (760) 745-8118
7 -
I/JP AREA
I/JP AREA I
IAIP AREA I
LID AND DMA EXHIBIT
C. DMA/ TC-BMP Sizing Exhibit
DRAINAGE MANAGE AREAS (DMAs)
The entire project area is divided into individual Drainage Manage Areas (DMAs). This delineate is done
by following grade brakes and roof ridge lines. In general, there are 3 outfalls in the post-development for
this project. Tributary area basin 1 represents the flow that drains to the OUTFALL 1 (south), Tributary
area Basin 2 drains to OUTFALL 2 (Southeast), and Basin 3 drains to OUTFALL 3 (east). In post-
development this three tributary areas are divided into sub-areas based on the proposed surface shape and
the existing topography. These three outfalls ultimately will confluence at the down stream in an existing
5’x4’ storm drain cleanout.
Basin 1 is the area that drain to Integrated Management Practice (IMP I), Basin 2 some will be treated in
IMP II and the third drains to IMP III, IV and V and then to an existing stormdrain system.
Drainage Management Areas Tabulation
Self-treating Areas on Slope (ST)
Slope 1 22,320
Slope 2 17,951
Slope 3 8,032
Slope 4 2,518
Slope 5 12,053
Slope 6 925
Slope 7 6,287
Slope 8 17,340
Slope 9 9,840
DMA NAME AREA
Self-treating Areas on Landscape (ST)
Pool Area 7,300
Villa 70 7,491
Villa 69 8,121
Villa 68 13,024
Villa 67 12,383
Villa 66 13,555
Villa 65 16,569
Villa 64 8,266
Villa 63 10,670
Villa 62 7,323
Villa 61 8,151
Villa 60 10,076
Villa 59 8,280
Villa 58 10,382
Villa 57 6,251
DMA NAME AREA
Areas Draining to IMPs
The Drainage Management Areas (DMAs) are multiplied by a sizing factor to calculate the
required size of the IMP and Most of these DMAs drain to IMPs. Due to its location, more than
one type of surface drain to the designated IMP. Turf or landscaping is included in determining
the size of the bio-retention facility.
Δ Area = (pervious area) x (runoff factor) x (sizing factor)
IMP I: Basin 1 – Storm Drain system Line A – OUTFALL 1
Areas Draining to IMP I
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type: IMP Name
(square surface Runoff runoff
feet) type factor factor
Street inlet 2 4,412 A/C 1.0 4,412
Street inlet 4 6,414 A/C 1.0 6,414
Street inlet 6 10,854 A/C 1.0 10,854
Street inlet 12 8,470 A/C 1.0 8,470
Street inlet 13 4,359 A/C 1.0 4,359
Street inlet 15 5,831 A/C 1.0 5,831
Street inlet 22 10,280 A/C 1.0 10,280
Street inlet 23 16,940 A/C 1.0 16,940
Slope 1 22,320 Landscape 0.1 2,232
Villa 61 7,811 Roof 1.0 7,811
Villa 62 7,837 Roof 1.0 7,837
Villa 63 8,464 Roof 1.0 8,464
Villa 64 6,088 Roof 1.0 6,088
Villa 65 7,725 Roof 1.0 7,725
Villa 68 7,762 Roof 1.0 7,762
1/2 Villa 66 3,879 Roof 1.0 3,879
1/2 Villa 67 4,335 Roof 1.0 4,335
Gym 1,651 Roof 1.0 1,651
Restroom 2,087 Roof 1.0 2,087
Pool Area 49,367 Hardscape 1.0 49,367
Villa 69 7,762 Roof 1.0 7,762
Villa 70 7,762 Roof 1.0 7,762
Villa 61 8,151 Landscape 0.1 815
Villa 62 7,323 Landscape 0.1 732
Villa 63 10,670 Landscape 0.1 1,067
Villa 64 8,266 Landscape 0.1 827
Villa 67 13,215 Landscape 0.1 1,322
Villa 68 13,024 Landscape 0.1 1,302
Villa 69 8,121 Landscape 0.1 812
Villa 70 7,491 Landscape 0.1 749
Pool Area 7,300 Landscape 0.1 730
Slope 8 17,349 Landscape 0.1 1,735
Villa 65 16,569 Landscape 0.1 1,657
- Minimun
- IMP Area
- Sizing Factor sq.ft.
204,070 0.04 8,163 8,700
sq.ft.
B Bio-retention
IMP
Proposed Area
Areas Draining to IMP II
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type:IMP Name
(square surface Runoff runoff
feet) type factor factor
Street inlet 51 7,248 A/C 1.0 7,248
Street inlet 53 6,352 A/C 1.0 6,352
Street inlet 57 7,352 A/C 1.0 7,352
Street inlet 60 5,288 A/C 1.0 5,288
Street inlet 63 12,031 A/C 1.0 12,031
Street inlet 65 5,244 A/C 1.0 5,244
Street inlet 67 7,985 A/C 1.0 7,985
Street inlet 70 8,437 A/C 1.0 8,437
Villa 58 7,762 Roof 1.0 7,762
Villa 59 8,214 Roof 1.0 8,214
Villa 60 8,443 Roof 1.0 8,443
1/2 Villa 66 3,883 Roof 1.0 3,883
1/2 Villa 67 3,430 Roof 1.0 3,430
Villa 58 10,382 Landscape 0.1 1,038
Villa 59 8,280 Landscape 0.1 828
Street Access 12,031 AC/Sidewalk 1.0 12,031
Villa 60 10,076 Landscape 0.1 1,008
Slope 2 17,951 Landscape 0.1 1,795
Slope 5 12,053 Landscape 0.1 1,205
Slope 6 925 Landscape 0.1 93
Slope 7 6,287 Landscape 0.1 629
Slope 9 9,840 Landscape 0.1 984 Minimun
Sales Bldg 5,474 hardscape 1.0 5,474 IMP Area
Villa 67 5,736 Landscape 0.1 574 Sizing Factor sq.ft.
117,327 0.04 4,693 4,900
sq.ft.
B Bio-retention
IMP
Proposed Area
I II I
Areas Draining to IMP III
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type: IMP Name
(square surface Runoff runoff
feet) type factor factor
1/2 Bldg 57 5,442 Roof 1.0 5,442
Minimun
IMP Area
Sizing Factor sq.ft.
5,442 0.04 218 4,900
sq.ft.
B Bio-retention
IMP
Proposed Area
Areas Draining to IMP IV
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type: IMP Name
(square surface Runoff runoff
feet) type factor factor
1/2 Bldg 57 5,442 Roof 1.0 5,442
Minimun
IMP Area
Sizing Factor sq.ft.
5,442 0.04 218 4,900
sq.ft.
B Bio-retention
IMP
Proposed Area
Areas Draining to IMP V
DMA
DMA DMA Post- Area
Name Area project DMA × Soil Type: IMP Name
(square surface Runoff runoff
feet) type factor factor
Driveway 13,668 Roof 1.0 13,668
Slope 4 2,518 Landscape 0.1 252
Minimun
IMP Area
Sizing Factor sq.ft.
13,920 0.04 557
sq.ft.
B Bio-retention
IMP
Proposed Area
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D. BMP Product Information and Educational Materials
Whatisstormwaterrunoff?
Whyisstormwaterrunoff
aproblem?
Theeffectsofpollution
Stormwater runoff occurs when precipitation
from rain or snowmelt flows over the ground.
Impervious surfaces like driveways, sidewalks,
and streets prevent stormwater from
naturally soaking into the ground.
Stormwater can pick up debris, chemicals, dirt, and other
pollutants and flow into a storm sewer system or directly to
a lake, stream, river, wetland, or coastal water. Anything that
enters a storm sewer system is discharged untreated into
the waterbodies we use for swimming, fishing, and providing
drinking water.
Polluted stormwater runoff can have
many adverse effects on plants, fish,
animals, and people.
Sediment can cloud the water
and make it difficult or
impossible for aquatic plants to
grow. Sediment also can
.destroy aquatic habitats
Excess nutrients can cause
algae blooms. When algae die,
they sink to the bottom and decompose
in a process that removes oxygen from
the water. Fish and other aquatic
organisms can’t exist in water with low
dissolved oxygen levels.
Bacteria and other pathogens can wash
into swimming areas and create health
hazards, often making beach closures
necessary.
Debris—plastic bags, six-pack rings, bottles, and
cigarette butts—washed into waterbodies can choke, suffocate, or
disable aquatic life like ducks, fish, turtles, and birds.
Household hazardous wastes like insecticides, pesticides, paint,
solvents, used motor oil, and other auto fluids can poison aquatic life.
Land animals and people can become sick or die from eating diseased
fish and shellfish or ingesting polluted water.
Polluted stormwater often
affects drinking water
sources. This, in turn, can
affect human health and
increase drinking water
treatment costs.
AftertheStorm
EPA 833-B-03-002
January 2003
For more information contact:
or visit
www.epa.gov/npdes/stormwater
www.epa.gov/nps
ACitizen’sGuideto
UnderstandingStormwater
WHEN IT RAINS
IT DRAINS
WHEN IT RAINSIT DRAINSInternet Address (URL) HTTP://www.epa.govRecycled/Recyclable Printed With Vegetable
Oil Based Inks on 100% Postconsumer,Process Chlorine Free Recycled Paper
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IN RIVERSIDE COUNTY ....Call 1-800-506-2555
TO REPORT ILLEGAL STORMDRAIN DISPOSAL
E-mail: Flood.fcnpdes@co.riverside.ca.us
Visit our website: www.floodcontrol.co.riverside.ca.us
Brought to you by the Storm Water/Clean Water PollutionProtection Program.....REMEMBER, ONLY RAIN IN THE STORMDRAIN!
Maintain your BMPs!
Construction Phasing
www.epa.gov/npdes/menuofbmps
Riverside County has two drainage systems - sewers and storm drains. The storm drain
system was designed to reduce flooding by carrying excess rainwater away from streets and
developed areas. Since the storm drain system does not provide
for water treatment, it also serves the function of
transportingpollutantsdirectlytoourlocalwaterways.
Stormwater runoff is a part of the natural hydrologic process.
However, land development and construction activities can
significantly alter natural drainage processes and introduce
pollutants into stormwater runoff. Polluted stormwater runoff from
construction sites has been identified as a major source of water
pollution in California. It jeopardizes the quality of our local
waterways and can pose a serious threat to the health of our
aquaticecosystems.
Because preventing pollution is much easier and
less costly than cleaning up “after the fact,” the
Cities and County of Riverside
StormWater/CleanWater Protection Program informs
residents and businesses on pollution prevention activities. This
pamphlet describes various Best Management Practices (BMPs) that construction
siteoperatorscanusetopreventstormwaterpollution.
In accordance with applicable federal and state law, the Cities and County of Riverside have
adopted ordinances for stormwater management and discharge control that the
discharge of pollutants into the storm drain system or local surface water. This includes
discharges from construction sites containing sediment, concrete, mortar, paint, solvents,
lubricants,vehiclefluids,fuel,pesticides,andconstructiondebris.
The Federal, State and local regulations strictly prohibit the discharge of
sediment and pollutants into the streets, the storm drain system or waterways.As an owner,
operator or supervisor of a construction site, you may be held financially responsible for any
environmentaldamagecausedbyyoursubcontractorsoremployees.
unintended
Unlike sanitary sewers, storm drains are not connected to a
wastewater treatment plant – they flow directly to our local
streams,riversandlakes.
prohibit
PLEASE NOTE:
StormWater Pollution...What You Should KnowStormWater Pollution...What You Should Know STORMWATER POLLUTION
FROM
CONSTRUCTION ACTIVITIES
The two most common sources of
stormwater pollution problems
associatedwithconstructionactivitiesare
and . Failure to
maintain adequate erosion and sediment
controls at construction sites often results
in sediment discharges into the storm
drain system, creating multiple problems
onceitenterslocalwaterways.
Construction vehicles and heavy
equipment can also track significant
amounts of mud and sediment onto
adjacent streets. Additionally, wind may
transport construction materials and
wastes into streets storm drains, or
directlyintoourlocalwaterways.
erosion sedimentation
The Cities and County of Riverside
StormWater/CleanWater Protection Program
The Cities and County of Riverside
StormWater/CleanWater Protection Program
What you should know for...
StormWaterPollutionStormWaterPollution
Developers
General Contractors
Home Builders
Construction Inspectors
Anyoneintheconstruction
business
GENERAL
CONSTRUCTION&
SITESUPERVISION
Best Management
Practices (BMPs)
for:
StateWaterResourcesControlBoard
Division of Water Quality
1001 I Street
Sacramento CA 95814
(916) 341-5455
Santa Ana Regional Water
Quality Control Board - Region 8
3737 Main Street, Suite 500
Riverside, CA 92501-3348
(909) 782-4130
San Diego Regional Water
Quality Control Board - Region 9
9771 Clairemont Mesa Blvd., Suite A
San Diego, CA 92124
(858) 467-2952
Colorado River Basin Regional Water
Quality Control Board - Region 7
73-720 Fred Waring Drive, Suite 100
Palm Desert, CA 92260
(760) 346-7491
www.swrcb.ca.gov/stormwtr/
www.swrcb.ca.gov/~rwqcb8/
www.swrcb.ca.gov/~rwqcb9/
www.swrcb.ca.gov/~rwqcb7/
ResourcesTo report a hazardous materials spill,
call:
For recycling and hazardous waste
disposal, call:
To report an illegal dumping or a
clogged storm drain, call:
To order additional brochures or to obtain
information on other pollution prevention
activities, please call (909) 955-1200 or visit the
StormWater/CleanWater Protection Program
websiteat:
The StormWater/CleanWater Protection Program
gratefully acknowledges the Santa Clara Valley
Nonpoint Pollution Control Program, Alameda
Countywide CleanWater Program and the City of
LosAngelesStormwaterManagementDivisionfor
informationprovidedinthisbrochure.
Riverside County Hazardous Materials
Emergency Response Team
8:00 a.m. – 5:00 p.m.
after 5:00 p.m.
In an emergency call:
(909) 358-5055
(909) 358-5245
911
(909) 358-5055
1-800-506-2555
www.co.riverside.ca.us/depts/flood/waterquality
npdes.asp
StormWater
CleanWater
PROTECTION PROGRAM
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GENERAL CONSTRUCTION ACTIVITIES STORMWATER PERMIT
(Construction Activities General Permit)
The State Water Resources Control Board
(SWRCB) adopted a new Construction
Activities General Permit (WQ Order No. 99-
08DWQ) on August 19, 1999, superseding
the now expired SWRCB statewide General
Permit (WQ Order No. 92-08DWQ). This
permit is administered and enforced by the
SWRCBandthelocalRegionalWaterQuality
Control Boards (RWQCB). The updated
Construction Activities General Permit
establishes a number of new stormwater
management requirements for construction
siteoperator.
Yes, if construction activity results in the
disturbance of five or more acres of total land
area or is part of a common plan of
developmentthatresultsinthedisturbanceof
fiveormoreacres.
Obtain the permit package and submit the
completed Notice of Intent (NOI) form to the
Some construction activies
stormwater permits are issued on a regional
basis.ConsultyourlocalRWQCBtofindoutif
your project requires coverage under any of
thesepermits.
NOTE:
FrequentlyAskedQuestions:
Does my construction site
require coverage under the
Construction Activities General
Permit?
How do I obtain coverage
under the Construction
Activities General Permit?
SWRCB prior to grading or disturbing soil at
the construction site. For ongoing
construction activity involving a change of
ownership,thenewownermustsubmitanew
NOI within 30 days of the date of change of
ownership.ThecompletedNOIalongwiththe
requiredfeeshouldbemailedtotheSWRCB.
Implement BMPs for non-stormwater
dischargesyear-round.
Prepare and implement a Stormwater
Pollution Prevention Plan (SWPPP) prior
tocommencingconstructionactivities.
Keep a copy of the SWPPP at the
construction site for the entire duration of
theproject.
Calculate the anticipated stormwater run-
off.
Implement an effective combination of
erosion and sediment control on all soil
disturbedareas.
Conduct site inspections prior to
anticipated storm events, every 24-hours
during extended storm events, and after
actualstormevent.
Perform repair and maintenance of BMPs
as soon as possible after storm events
dependinguponworkersafety.
What must I do to comply with
the requirements of the
Construction Activities General
Permit?
NOTE:
www.swrcb.ca.gov/stormwtr/
How long is this Construction
Activities General Permit in
effect?
Update the SWPPP as needed, to
manage pollutants or reflect changes in
siteconditions.
Include description of post construction
BMPs at the construction site, including
parties responsible for long-term
maintenance.
The Permit coverage stays in effect untilyou
submit a Notice of Termination (NOT) to the
SWRCB. For the purpose of submitting a
NOT, all soil disturbing activities have to be
completed and one of the three following
criteriahastobemet:
1. Changeofownership;
2. A uniform vegetative cover with 70
percent coverage has been established;
or,
3. Equivalent stabilization measures such
as the use of reinforced channel liners,
soil cement, fiber matrices, geotextiles,
etc.,havebeenemployed.
Please refer to the Construction
Activities General Permit for detailed
information. You may contact the SWRCB,
your local RWQCB, or visit the SWRCB
website at to
obtain a State Construction Activities
StormwaterGeneralPermitpacket.
BEST MANAGEMENT PRACTICES
Protect all storm drain inlets and streams
located near the construction site to
prevent sediment-laden water from
enteringthestormdrainsystem.
Limitaccesstoandfromthesite.Stabilize
construction entrances/exits to minimize
thetrackoutofdirtandmudontoadjacent
streets. Conduct frequent street
sweeping.
Protect stockpiles and construction
materials from winds and rain by storing
them under a roof, secured impermeable
tarporplasticsheeting.
Avoidstoringorstockpilingmaterialsnear
stormdraininlets,gulliesorstreams.
Phasegradingoperationstolimitdisturbed
areasanddurationofexposure.
Perform major maintenance and repairs
ofvehiclesandequipmentoffsite.
Wash out concrete mixers only in
designated washout areas at the
constructionsite.
Set-upandoperatesmallconcretemixers
ontarpsorheavyplasticdropcloths.
Keep construction sites clean by
removing trash, debris, wastes, etc. on a
regularbasis.
The following Best Management Practices (BMPs) can significantly reduce pollutant discharges from
your construction site. Compliance with stormwater regulations can be as simple as minimizing
stormwater contact with potential pollutants by providing covers and secondary containment for
construction materials, designating areas away from storm drain systems for storing equipment and
materialsandimplementinggoodhousekeepingpracticesattheconstructionsite.
Clean-up spills immediately using dry
clean-up methods (e.g., absorbent
materials such as cat litter, sand or rags
for liquid spills; sweeping for dry spills
such as cement, mortar or fertilizer) and
by removing the contaminated soil from
spillsondirtareas..
Prevent erosion by implementing any or a
combination of soil stabilization practices
such as mulching, surface roughening,
permanentortemporaryseeding.
Maintain all vehicles and equipment in
good working condition. Inspect frequently
forleaks,andrepairpromptly.
Practice proper waste disposal. Many
construction materials and wastes,
including solvents, water-based paint,
vehicle fluids, broken asphalt and
concrete, wood, and cleared vegetation
canberecycled. Materialsthatcannotbe
recycled must be taken to an appropriate
landfill or disposed of as hazardous
waste.
Coveropendumpsterswithsecuredtarps
or plastic sheeting. Never clean out a
dumpster by washing it down on the
constructionsite.
Arrange for an adequate debris disposal
schedule to insure that dumpsters do not
overflow.
What Should You Do?
Advance Planning to
Prevent Pollution
Note:Consult local
drainage policies for more
information.
Remove existing vegetation only as
needed.
Schedule excavation, grading, and
paving operations for dry weather
periods,ifpossible.
Designate a specific area of the
construction site, well away from
storm drain inlets or watercourses,
for material storage and equipment
maintenance.
Develop and implement an effective
combination of erosion and
sediment controls for the
constructionsite.
Practice source reduction by
ordering only the amount of
materials that are needed to finish
theproject.
Educate your employees and
subcontractors about stormwater
management requirements and
their pollution prevention
responsibilities.
Control the amount of surface runoff
at the construction site by impeding
internally generated flows and using
berms or drainage ditches to direct
incoming offsite flows to go around
the site.
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Auto care
Washing your car and
degreasing auto parts at home
can send detergents and other
contaminants through the
storm sewer system. Dumping
automotive fluids into storm
drains has the same result as
dumping the materials directly
into a waterbody.
Pet waste
Pet waste can be
a major source of
bacteria and
excess nutrients
in local waters.
When walking
your pet,
remember to pick up the
waste and dispose of it
properly. Flushing pet
waste is the best disposal
method. Leaving pet waste
on the ground increases
public health risks by
allowing harmful bacteria
and nutrients to wash into
the storm drain and
eventually into local
waterbodies.
Septic
systems
Leaking and
poorly
maintained
septic
systems release nutrients and
pathogens (bacteria and
viruses) that can be picked up
by stormwater and discharged
into nearby waterbodies.
Pathogens can cause public
health problems and
environmental concerns.
Lawn care
Excess fertilizers
and pesticides
applied to lawns
and gardens wash
off and pollute
streams. In
addition, yard
clippings and
leaves can wash
into storm drains and contribute
nutrients and organic matter to streams.
Education is essential to changing people's behavior.
Signs and markers near storm drains warn residents
that pollutants entering the drains will be carried
untreated into a local waterbody.Recycle or properly dispose of household products that
contain chemicals, such as insecticides, pesticides, paint,
solvents, and used motor oil and other auto fluids.
Don’t pour them onto the ground or into storm drains.
Use a commercial car wash that treats or
recycles its wastewater, or wash your car on
your yard so the water infiltrates into the
ground.
Repair leaks and dispose of used auto fluids
and batteries at designated drop-off or
recycling locations.
Don’t overwater your lawn. Consider
using a soaker hose instead of a
sprinkler.
Use pesticides and fertilizers
sparingly. When use is necessary, use
these chemicals in the recommended
amounts. Use organic mulch or safer
pest control methods whenever
possible.
Compost or mulch yard waste. Don’t
leave it in the street or sweep it into
storm drains or streams.
Cover piles of dirt or mulch being
used in landscaping projects.
Inspect your system every
3 years and pump your
tank as necessary (every 3
to 5 years).
Don't dispose of
household hazardous
waste in sinks or toilets.
Dirt, oil, and debris that collect in
parking lots and paved areas can be
washed into the storm sewer system
and eventually enter local
waterbodies.
Sweep up litter and debris from
sidewalks, driveways and parking lots,
especially around storm drains.
Cover grease storage and dumpsters
and keep them clean to avoid leaks.
Report any chemical spill to the local
hazardous waste cleanup team.
They’ll know the best way to keep
spills from harming the environment.
Erosion controls that aren’t maintained can cause
excessive amounts of sediment and debris to be
carried into the stormwater system. Construction
vehicles can leak fuel, oil, and other harmful fluids
that can be picked up by stormwater and
deposited into local waterbodies.
Divert stormwater away from disturbed or
exposed areas of the construction site.
Install silt fences, vehicle mud removal areas,
vegetative cover, and other sediment and
erosion controls and properly maintain them,
especially after rainstorms.
Prevent soil erosion by minimizing disturbed
areas during construction projects, and seed
and mulch bare areas as soon as possible.
Uncovered fueling stations allow spills to be
washed into storm drains. Cars waiting to be
repaired can leak fuel, oil, and other harmful
fluids that can be picked up by stormwater.
Clean up spills immediately and properly
dispose of cleanup materials.
Provide cover over fueling stations and
design or retrofit facilities for spill
containment.
Properly maintain fleet vehicles to prevent
oil, gas, and other discharges from being
washed into local waterbodies.
Install and maintain oil/water separators.
Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also
contribute excessive amounts of sediment to local waterbodies. Excess fertilizers and
pesticides can poison aquatic animals and lead to destructive algae blooms. Livestock in
streams can contaminate waterways with bacteria, making them unsafe for human contact.
Keep livestock away from streambanks and provide
them a water source away from waterbodies.
Store and apply manure away from waterbodies and in
accordance with a nutrient management plan.
Vegetate riparian areas along waterways.
Rotate animal grazing to prevent soil erosion in fields.
Apply fertilizers and pesticides according to label
instructions to save money and minimize pollution.
Permeable Pavement
Rain Barrels
Rain Gardens and
Grassy Swales
Vegetated Filter Strips
—Traditional concrete and
asphalt don’t allow water to soak into the ground.
Instead these surfaces rely on storm drains to
divert unwanted water. Permeable pavement
systems allow rain and snowmelt to soak through,
decreasing stormwater runoff.
—You can
collect rainwater from
rooftops in mosquito-
proof containers. The
water can be used later on
lawn or garden areas.
—Specially
designed areas planted
with native plants can provide natural places for
rainwater to collect
and soak into the
ground. Rain from
rooftop areas or paved
areas can be diverted
into these areas rather
than into storm drains.
—Filter strips are areas of
native grass or plants created along roadways or
streams. They trap the pollutants stormwater
picks up as it flows across driveways and streets.
Residential landscaping
Improperly managed logging operations can result in erosion and
sedimentation.
Conduct preharvest planning to prevent erosion and lower costs.
Use logging methods and equipment that minimize soil disturbance.
Plan and design skid trails, yard areas, and truck access roads to
minimize stream crossings and avoid disturbing the forest floor.
Construct stream crossings so that they minimize erosion and physical
changes to streams.
Expedite revegetation of cleared areas.
Commercial
StormwaterPollutionSolutions
Construction
Agriculture Automotive
Facilities
Forestry
CT 03-02
CARLSBAD RANCH, PLANNING AREA NO.5
MARBRISA – PHASE II
STORM WATER MANAGEMENT PLAN
(SWMP)
ADDENDUM TO PREVIOUS SWMP
DATED November 14, 2003
PREPARED FOR
GRAND PACIFIC CARLSBAD, L.P.
5900 PASTEUR COURT, SUITE 200
CARLSBAD, CA 92008
(760) 431-8500
Prepared by:
ROBERT D. DENTINO
LAND PLANNING● ENGINEERING● GIS●SURVEYING
440 State Place
Escondido, CA 92029
Ph:760-745-8118
Fax: 745-8118-1890
Preparation Date:
10-3-2011
Revision 1: 12-2-2011
Revision 2: 01-5-2012
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
1
TABLE OF CONTENT
I. Project Description
1.1 Project Existing and Vicinity Map
1.2 Project Stormwater Quality Determination
1.3 Proposed Land use and anticipated activities that would affect Stormwater
1.4 Nearby water bodies, existing storm drain systems
II. Applicable Stormwater Standards
2.1 Completed Storm Water Standard Questionnaires (SWSQ)
2.2 HMP Applicability Determination using expanded narrative from SUSMP
& HMP Lawful Prior Compliance
III. Identify Pollutant of concern
3.1 Identify Watershed and Hydrologic Unit Contribution Basin and Receiving waters
3.2 Identify pollutants associated with type of Land use
3.3 Beneficial uses of receiving water
3.4 Summary of primary pollutants of concern
IV. Source Control Measures
4.1 Description of site activities and potential sources of pollutants
4.2 Complete table showing sources, permanent source control, and operational
source control
V. Low Impact Development (LID) design strategies
5.1 Description of site activities and potential sources of pollutants
5.2 Approach to Integrated LID
5.3 Integrated LID Design
VI. Operation and Maintenance
6.1 Ownership and Responsibility
Attachments
A. Construction Threat Assessment worksheet E-33 and Stormwater Standards Questionnaire
(SWSQ) Form E-34
B. Post-construction BMP Exhibit
C. DMA/ TCBMP sizing Exhibit
D. BMP product information and Educational Material
E. SOILS REPORT by MTGL
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
2
I. Project Description
1.1 Project Description and Vicinity Map
The proposed development is located at the west of Grand Pacific Drive, 600 feet from Cannon
Road and Grand Pacific Drive intersection. It is approximately 12.8 acres as a part of 56.4 acres
Carlsbad Ranch, Planning Area 5 project, County of San Diego, California.
At this Phase II, the existing condition is a graded pad (graded from Phase I). The storm water at the
existing condition is collected into a depression area acting as a detention pond with 36” stand pipe
and 24” storm drain outlet to a bio-retention area at the downstream before draining to a 42” public
storm drain on the south.
The proposed development will contain a combination of parking lots/areas, swimming pools,
landscaping and dwelling or building areas as well as the proposed private street that will provide
access throughout the entire site. Infrastructures will include new storm drain as well as water and
sewer main extensions and new dry utilities runs/extensions to service the lots.
Fig. 1. Vicinity Map
SITE
CITY OF
PACIFI C
OCEAN
VICINITY MAP
CITY OF ENCINITAS
NOT TO
SCALE
VISTA
Y OF
N MARCOS
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
3
1.2 Project Stormwater Quality Determination
Total Project Site Area ____12.8______ (Acres)
Estimated amount of disturbed acreage: ____12.8___ (Acres)
WDID number from the SWRCB: ________
Amount of impervious surface on your project before and after construction.
A. Total size of project site: ___12.8____ (Acres)
B. Total impervious area (including roof tops) before construction __0.10__ (Acres)
C. Total impervious area (including roof tops) after construction ___7.5__ (Acres)
Calculate percent impervious before construction: B/A = __0.80____%
Calculate percent impervious after construction: C/A = __57___%
1.3 Proposed Land use and anticipated activities that would affect Stormwater
Proposed Land use is Multi-apartment building (time share) and recreation facility. Anticipated
pollutants that may be generated from this type of land use activity are as follows:
Trash and Debris – Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials)
and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general
waste products on the landscape. The presence of trash and debris may have a significant impact
on the recreational value of a water body and aquatic habitat. Excess organic matter can crate a
high biochemical oxygen demand in stream and thereby lower its water quality. In addition, in areas
where stagnant water exists, the presence of excess organic matter can promote septic conditions
resulting in the growth of undesirable organisms and the release of odorous and hazardous
compounds such as hydrogen sulfide.
Oxygen-Demanding Substances – This category includes biodegradable organic material as well as
chemicals that react with dissolved oxygen in water to form other compounds. Proteins,
carbohydrates, and Fats are examples of biodegradable organic compounds. Compounds such as
Ammonia and Hydrogen sulfide are examples of oxygen-demanding compounds. The oxygen
demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the
development of septic conditions.
Oil and Grease – Oil and grease are characterized as high-molecular weight organic compounds.
Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking
vehicles, esters, oils, fats, waxes, and high molecular-weight fatty acids. Introduction of these
pollutants to the water bodies are very possible due to the wide use and applications of some of
these products in municipal, residential, commercial, industrial, and construction areas. Elevated oil
and grease content can decrease the aesthetic value of the water body, as well as the water quality.
Pathogens – Pathogens (bacteria and viruses) are ubiquitous microorganisms that thrive under certain
environmental conditions. Their proliferation is typically caused by the transport of animal or human
fecal wastes from the watershed. Water, containing excessive bacteria and viruses can alter the
aquatic habitat and create a harmful environment for humans and aquatic life. Also, the
decomposition of excess organic wastes causes increased growth of undesirable organisms in the
water.
Pesticides – Pesticides (including herbicides) are chemical compound commonly used to control
nuisance growth or prevalence of organisms. Excessive or improper application of a pesticide may
result in runoff containing toxic levels of its active ingredient.
Nutrients – Nutrients are in organic substances, such as nitrogen and phosphorus. They commonly
exist in the form of mineral salts that are either dissolved or suspended in water. Primary sources or
nutrients in urban runoff are fertilizers and eroded soils. Excessive discharge of nutrients to water bodies
and streams can cause excessive aquatic algae and plant growth. Such excessive production,
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
4
referred to as Cultural Eutrophication, may lead to excessive decay of organic matter in the water
body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic
organisms.
Metals – the primary source of metal pollution in urban runoff is typically commercially available
metals and metal products. Metals of concern include Cadmium, Chromium, Copper, Lead,
mercury, and zinc. Lead and chromium have been used as corrosion inhibitors in primer coatings
and cooling tower systems. Metals are also raw material components in non-metal products such as
fuels, adhesives, paints, and other coatings. At low concentrations naturally occurring in soil, metals
may not be toxic. However, at higher concentrations, certain metals can be toxic to aquatic life.
Humans can be impacted from contaminated groundwater resources, and bioaccumulation of
metals in fish and shellfish. Environmental concerns, regarding the potential for release of metals to
the environment, have already led to restricted metal usage in certain applications.
Sediments – Sediments are soils or other surficial materials eroded and then transported or deposited
by the action of wind, water, ice or gravity. Sediments can increase turbidity, clog fish gills, reduce
spawning habitat, lower young aquatic organisms survival rates, smoother bottom dwelling organisms,
and suppress aquatic vegetation growth.
The first flush of storm water will be treated by TCBMP media filter or sand filter and the 100
year-storm event will be over flowing to the catch basins/ grated inlets. Some temporary
ponding areas may occur on some spots of the parking space during big storm event to
detain some of the storm water and to mimic the existing condition. All run-offs will be
directed to sand filter areas before they are released to the public storm drain.
1.4 Nearby waterbodies and Impaired waterbodies
This major part of the project is located in the Carlsbad Hydrologic Unit (904.00), Encinas Hydrologic
Watershed (904.40). Receiving water downstream is Canyon De Las Encinas and eventually to
Pacific Ocean. The Carlsbad Hydrologic Unit is approximately 210 square miles in area extending
from the headwaters above Lake Wohlford in the east to Pacific Ocean in the west and from Vista
and Oceanside in the north to Solana Beach, Escondido, and the community of Rancho Santa Fe
to the south.
The impaired waterbodies is NOT listed in 303(d) 2007 list.
The proposed project is designed so that it will not significantly alter the drainage pattern on the site.
The surface water runoff discharge will not divert from existing conditions. This project will not present
any potential threat to erosion or water quality deterioration.
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
5
II. Applicable Stormwater Standards
2.1. Stormwater Standard Questionnaires (SWSQ)
To address post-development pollutants that may be generated from development projects and
meet the City of Carlsbad requirements a Stormwater Standard Questioners is completed. Please
refer to Attachment A for this completed form.
2.2. Hydromodification Lawful Prior Compliance
Phase II – The Water Quality or Stormwater Management and Maintenance for this portion of the site
was covered in the original entitled CEQA Master SWMP document for the entire Carlsbad Ranch,
Planning Area No. 5 Site. The referenced CEQA Master SWMP document was dated from July 2004.
Consequently, the water quality measures that were outlined in the overall CEQA Master SWMP were
constructed under the Phase I portion of the site (Per DWG.NO. 428-9A dated 9-27-2005, and
outlined in the SWMP for Phase I, dated May 2005). A number of these measures fall within the
footprint of the proposed Phase II portion of the site and were designed to treat this area. These
include: Perimeter Bio-swales, ultimate downstream storm drain outfall pipes as well as off-site
detention ponds constructed per adjacent projects. Mass grading for the Phase II area was also
performed per permitted plans (DWG. No. 428-9A)
These were all completed in compliance with the original Master CEQA SWMP for the site.
This SWMP for Phase II is an addendum to that previously referenced master plan in order to comply
with the newly adopted LID requirements.
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
6
III. Identify Pollutant of Concern
3.1 Identify Watershed and Hydrologic Unit Contribution Basin And Receiving Waters
San Juan 901 Santa Margarita 902 San Luis Rey 903 √ Carlsbad 904
San Dieguito 905 Penasquitos 906 San Diego 907 Sweetwater 909
Otay 910 Tijuana 911 Whitewater 719 Clark 720
West Salton 721 Anza Borrego 722 Imperial 723
http://www.waterboards.ca.gov/sandiego/water_issues/programs/basin_plan/index.shtml
Receiving water downstream
Number Name
904.40 Encinas
http://www.waterboards.ca.gov/sandiego/water_issues/programs/basin_plan/index.shtml
SURFACE WATERS
Table 1. Receiving Surface Waters
Surface Waters
(rivers, creeks, stream, etc.)
Hydrologic Unit
Basin Number
Impairment(s) listed
[303(d) listed waters or
waters with established
TMDLs ]
Distance to Project
Canyon de Las Encinas 904.40 Not listed 0.75 miles
3.2 Identify Pollutants associated with type of Land use
As discuss on section 1.2 regarding proposed land use and anticipated activities that would affect
Stormwater, Table 1 below shows what are the Developments that are most likely generated types of
pollutants.
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
7
Table 2. Anticipated and Potential Pollutants Generated by Land Use
Source: SUSMP County of San Diego – January 2011
General Pollutant Categories
Pnorii1y Oxygen
Project He:irvy Ot;ganic Trasb& Demanding Oil& Bacteria&
Categories Sediment Nu.ttierus Metals Compcmndls Debris; Subs-t:mces Grease Vimses Pesticides;
Detached
ResideP.11:i.1 X X X X X X X
D eve. meat
A,m .ed
Reside.n'Ei.1 X X X P(1) P(-p X
D eve i'neat
Co.tnmerei.1
D eve op1'blleat p ) p ) X P ( X ) X p ~) P (5)
>oue, A.c,·e
He,;ivy X X X X X X Indu,sa:y
AutOluotive X (5) X X RE:pau ~ ' op,s
Res· aura! · s X X X X P (1)
H side
Deve. meat X X X X X X
>5 000 ft2
Pa:rlciog Lot~ p ) p ) X X 1) X P (1)
Ret.tl
G;i.soline X X X X X
Ou.ells
Streets,
ffgh,;;.ays& X p ) X X{ X I 5) X X p )
F.lleew;i. s
X = ;utti':::'"Dated
P = potelntial
(1) A poteim,il pollll!taot iif !mcilS1::apm,g exi;.t,; o -site. -A potei:rti;il pollllltaot iif · ~p~o ct mchld.i!'s lllllcor.,er:ed pa!!king ar:e11s.
(J) A pot£-niliil pollll!illl!t if md rn;;.e in ·clves food Cl a!lliJna ·...ste prodl.t ..
(4) lnd'U.tilim.g petro i!'um hydr,xaibous.
(5) llldiro!i!l!!!: sowants.
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
8
Anticipated Potential Pollutants
Using Table 1 above, the anticipated pollutants of this project are the following:
Sediments Trash & Debris
Nutrients Oxygen Demanding Substances
Heavy metal Oil & grease
Organic Compounds Pesticides
Bacteria & viruses
3.3 Beneficial uses of receiving water
The beneficial uses for the hydrologic unit are included in Table 2 and 3. These tables were
extracted from the Water Quality Control Plan for the San Diego Basin. The following are the meaning
and descriptions of the acronyms used:
MUN – Municipal and Domestic Supply: Includes uses of water for community, military, or individual water
supply systems including, but not limited to, drinking water supply.
AGR – Agricultural Supply: Includes uses of water for farming, horticulture, or ranching including, but not
limited to, irrigation, stock watering, or support of vegetation for range of grazing.
IND – Industrial Services Supply: Includes uses of water for industrial activities that do not depend primarily
on water quality including, but not limited to, mining, cooling water supply, hydraulic conveyance, gravel
washing, fire protection, or oil well re-pressurization.
REC1 – Contact Recreation: Includes uses of water for recreational activities involving body contact with
water, where ingestion of water is reasonably possible. These uses include, but are not limited to
swimming, wading, water-skiing, skin and SCUBA diving, surfing, white water activities, fishing, or use of
natural hot springs.
REC2 – Non-Contact Recreation: Includes the uses of water for recreational activities involving proximity to
water, but not normally involving body contact with water, where ingestion of water is reasonably possible.
These uses include, but not limited to picnicking, sunbathing, hiking, camping, boating, tide pool and
marine life study, hunting, sightseeing, or aesthetic enjoyment in conjunction with the above activities.
WARM – Warm Freshwater Habitat: Includes uses of water that support warm water ecosystems including,
but not limited to, preservation or enhancement of aquatic habitats, vegetation, fish or wildlife, including
invertebrates.
WILD – Wildlife Habitat: Includes uses of water that support terrestrial ecosystems including, but not limited
to, preservation and enhancement of terrestrial habitats, vegetation, wildlife, (e.g., mammals, birds,
reptiles, amphibians, invertebrates), wildlife water and food sources.
INLAND SURFACE WATERS
Under the Clean Water Act the state is required to specify appropriate water uses to be
achieved and protected. The beneficial use designation of surface waters of the state must
take into consideration the use and value of water for public water supplies, protection and
propagation of fish, shellfish and wildlife, recreation in and on the water, agricultural,
industrial and other purposes including navigation.
Inland Surface waters have the following beneficial uses as shown on Table 2
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
9
Carlsbad Hydrologic Unit (904.00), Canyon De Las Encinas (904.40)
TABLE 3. Beneficial Uses for Inland Surface Waters
Hydrologic
Unit M I R R W W A
NumberUNEEAIG
NDCCRLR
12MD
904.4 * -oxxx -
GROUND WATER
Under the Clean Water Act the state is required to specify appropriate water uses to be
achieved and protected. Ground waters in the San Diego Region can have as many as six
designated beneficial uses including: (1) municipal and domestic; (2) agricultural; (3) industrial
service supply; (4) industrial process supply; (5) ground water recharge; and (6) freshwater
replenishment. None of these beneficial uses will be impaired or diminished due to the
construction and operation of this project.
Carlsbad Hydrologic Unit (904.00), Agua Hedionda Creek (904.31)
TABLE 4. Beneficial Uses for Ground Water
Hydrologic
Unit M A I
Number U G N
NRD
904.40 x x x
* Excepted from Municipal
o Potential Beneficial Use
x Existing Beneficial Use
- Not Applicable
3.4 Summary of primary pollutants of concern
This major part of the project is located in the Carlsbad Hydrologic Unit (904.00), Encinas Hydrologic
watershed (904.40). Receiving water downstream is Canyon De Las Encinas Creek (904.40) and
eventually to Pacific Ocean.
The impaired water-bodies is NOT listed in 303(d) 2007 lists.
Therefore, the primary pollutants of concern for the project are unknown. The secondary pollutants
are sediments, Nutrients, Oxygen Demanding substances, heavy metal, trash, debris, oil and grease
and pesticides.
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
10
IV. Source Control Measures
4.1 Description of site activities and potential sources of pollutants
Source control BMPs are structured around the concept of “activities” as experience has shown that
with few exceptions one or more of these activities will satisfactorily describe all commercial
facilities.
Storm Drain Signage
Storm drain inlets and access points to natural drainage courses will be marked to discourage
illegal dumping, with markings indicating the receiving water by name. Specifically:
1. All storm drain inlets and catch basins within the project area will have a tile or signage
placed with prohibited language (such as: ‘NO DUMPING – DRAINS TO PACIFIC OCEAN
SHORELINE”)
2. Signs and prohibited language and /or graphical icons, which prohibit illegal dumping,
must be posted at public access points along channels and creeks within the project
area.
3. Legibility of tiles and signs must be maintained and tiles must be placed flush with the top
of concrete to reduce tripping by pedestrians.
Thrash and debris from general site hotel/villa use and other sources will be prevented.
Prevention is chiefly form the fact that guests or concerned individuals when properly informed of
the consequences of irresponsible disposal of thrash and debris will eventually affect our water
bodies. Providing seminars as a form of educating all concerned will provide an extra plus to this
BMP.
Street Sweeping
Street sweeping scheduled at appropriate intervals (we recommend a minimum of bi-weekly
interval [this is based on economy and approximate accumulation of dirt and sediments],
however it is per the discretion of management to schedule this activity for the wellness and
ambiance of the hotel/villa) can reduce pollutants that have built up over time and become
deposited from vehicles, plants and other vegetations along sidewalks and islands. It is
recommended that this BMP be implemented expeditiously or upon completion of paving
construction of all internal driveways and parking lots.
The following will be minimized:
1. Thrash and debris from general site hotel/villa use, and from drivers & pedestrians
2. Sediments and soils contaminated with oils and similar products associated with
automobiles.
Landscaping
Landscaping of the slopes and other parts of the site will be incorporated into the plans. To
expeditiously achieve plant establishment to reduce erosion, landscaping will consist of both
native and non-native plants. The irrigation system will be closely monitored to reduce over
irrigation and thus protect the manufactured slopes from being destabilized due to over
watering and over saturation of the soil.
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
11
Maintenance of vegetated or landscaped areas (street sidewalks, street landscaped islands or
slopes) and other planted areas should be the responsibility of the owner or corporation handling
the property. This owner will develop a schedule and funding scheme when the project is turned
over by the contractor/developer to them.
TABLE 5. Permanent and Operational source control measures
Potential source of runoff
pollutants Permanent Source control BMPs Operational source control BMPs
1. On-site storm drain inlets Mark inlets with the words “NO
DUMPING!”
Maintain periodically repaint
or replace inlet markings
Include the following in lease
agreements: “Tenant shall
not allow anyone to
discharge anything to storm
drains”.
2. Refuse areas Roofs/ awnings shall be
provided
Trash storage pad is paved
Trash container is walled
Signs will be posted on or
near dumpsters with the
words “Do not dump
hazardous materials here”
Dumpsters will be handled by
hired waste management
company
Maintain and clean
periodically
Prohibit/prevent dumping of
liquid or hazardous wastes.
3. Plazas, Park, street and parking
lot
Sign with the words “NO
LITTERING”.
“TRASH BINS” signs nearby
trash bins.
Covered Trash bins with
plastic bag inside located
strategically.
Street Sweeping.
Maintain periodically repaint
or replace sign markings
every 6 months.
Street sweeping frequency bi-
weekly or no less than that of
City of Carlsbad.
Washwater containing any
cleaning agent/degreaser
shall be collected and
discharge to the sanitary
sewer and not discharged to
a stormdrain.
4. Pools, Spas, ponds, decorative
fountains, and other water
features.
The pools will be plumbed to
the sanitary sewer and will be
made according to local
requirements.
Control algae with chlorine or
sodium bromide
Do not discharge pool water
to a street or storm drain
Call local wastewater
treatment plant for further
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
12
guidance on flow rate
restrictions.
Refer to SC-72 “Fountain and
Pool Maintenance”. CASQA
Handbook
5. Landscape/ Outdoor Pesticide
use
Design landscaping to
minimize irrigation and runoff,
to surface promote infiltration
Where landscape areas are
used to retain or detain
Stormwater, a native
Californian saturated soil
tolerant vegetation type is
used.
Maintain landscaping using
minimum or no pesticides.
Refer to SC-41 “Building and
Grounds Maintenance”.
CASQA Handbook.
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
13
V. Low Impact Development (LID) Design Strategies
5.1. Description of site activities and potential sources of pollutants
To minimize Stormwater-related impacts, the following design principles are applied to the layout of
the site:
• Detain and retain runoff throughout the site
This project implements Bio-retention Swale with underdrain pipes connected to an existing
riser. Bio-retention swale can convey high flows while percolating and treating lower flows. At
the Sales Building two bio-retention facilities are used to treat the storm water coming from
the roof and one location of bio-retention swale at the driveway entrance.
An LID facility must be selected to treat the project pollutants of concern identified in Table 1
“Project Pollutants of Concern”. A treatment control facility with high or medium pollutant removal
efficiency for the project’s most significant pollutant of concern shall be selected.
TABLE 6. Group of Pollutants and relative effectiveness of treatment facilities
Source: County of San Diego SUSMP – January 2011
5.2. Approach to Integrated LID
Optimize the site layout
This project is designed to have buildings and circulation to minimize the amount of roofs and
paving.
Use of Pervious Surfaces and drain impervious area to Engineered Bio-retention
Turf associated with landscape is widely used where possible in this project. There is a wide and
rather flat Bio-swale adjacent to the toe of slope; this area is used as a storm water retaining facility,
allows it drain slowly and also is used to convey big flows coming from the site. This area has 12”
underdrain pipe with 12” stand pipes with atrium grate every 50 feet and have top of grates higher
than the bio-swale finish grade. This under drain pipe and the stand pipes will reduce the water level
on the bio-swale faster during the large storm event.
L1fi1 tra ti on Trash
Settling Wet Ponds Facilities Higher-Racks &
Bioretention Basins and or H igher-rate Hydro
Pollutants of Facilities (D ry Constructed Practices Media rate media -dynamic Vegetated
Concern (LID) Ponds) Wetlands (LID) Filters biofilters* filters* Devices Swales
Coarse High High H.igh H.igh H.igh H.igh H.igh High High
Sediment
and Trash
Pollutants High High H.igh H.igh H.igh Medium Medium Low Medium
that tend to
associate
"vith fine
particles
during
treatm.ent
Pollutants Medium Low Medium H.igh Low Low Low Low Low
that tend to
be dissolved
following
treat1nent
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
14
Drainage Management Areas (DMAs)
The entire project area is divided into individual Drainage Management Areas (DMAs). This
delineation was done by following grade breaks and roof ridge lines. In general, there are 3 outfalls
in the post-development; Tributary area basin 1 represents the flow that drains to the OUTFALL 1
(south). Tributary area basin 2 drains to OUTFALL 2 (southeast), and Basin 3 drains to OUTFALL 3 (east).
These three tributary areas are divided into sub-areas based on the proposed surface shape and
the existing topography. Those outfalls ultimately will confluence at downstream in an existing 5x4
storm drain clean out.
Integrated Management Practice (IMP)
All run-offs from impervious surface will be treated to an Integrated Management Practice (IMP). In
this project we chose Bio-retention as the storm water treatment facility.
OUTFALL 1 drains onto Integrated Management Practice number I and is labeled as IMP I. Outfall 2
drains onto IMP II. The Sales Building DMAs are divided by 3 such as: the Sales Building roof is treated
by IMP III and IV, the sales building drive entrance is treated by IMP V. These DMAs eventually drain
into OUTFALL 3 at existing 3X3 grated inlet box.
Based on the peak flow-rates that drain into the IMPs, IMP I and II handle a very big 100 year storm
return period, therefore 12” perforated under drain pipe with 12” riser at every 50 feet is provided to
drain the runoff as mentioned above. Earthen channel is made to ensure the large amount of storm
run-off will not spreading beyond the designated swale area or property line. Emergency spillway is
provided at downstream to handle the storm incase the existing 48” riser fail.
The peak-flow rates at IMP III, IV, and V are considered small since its generated from area relative
smaller than IMP I and II, therefore 4” perforated under drain pipe with 6” cleanout pipe are
adequate to avoid the water level in the bio-retention overflowing the top of the pond.
5.3. Integrated LID Design
There are three outfalls for this project Labeled as OUTFALL 1, 2 and 3. OUTFALL 1 has bio-retention
swale to treat approximately 330,000 square feet of area and labeled the bio-retention as IMP I.
OUTFALL 2 also has bio-retention swale to treat approximately 190,700 sqft. site area and labeled
the bio-retention as IMP II.
OUTFALL 3 treated the storm water into 3 individual bio-retention facilities called as IMP III, IMP IV and
IMP V. The design documentation for delineation of the pervious area and impervious area is
provided in attachment C.
Will this project be utilizing the unified LID design procedure as described in chapter 4 of the
Local SUSMP? (If yes, please document in Attachment D following the steps in Chapter 4 of
the County SUSMP)
Yes No
If the project is not utilizing the unified LID design procedure, please describe how the
alternative treatment facilities will comply with applicable LID criteria, storm water treatment
criteria, and hydromodification management criteria.
() I
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
15
• Indicate the project pollutants of concern (POCs).
Table 7. Grouping of Potential Pollutants of Concern (POCs) by fate during stormwater treatment
Pollutant Check
Project
Specific
POCs
Coarse Sediment
and Trash
Pollutants that tend
to associate with
fine particles
during treatment
Pollutants that tend
to be dissolved
following treatment
Sediment X X
Nutrients X X
Heavy Metals X
Organic Compounds X
Trash & Debris X
Oxygen Demanding X
Bacteria X
Oil & Grease X
Pesticides X
~
~
~
~
~
~
~
~
CARLSBAD RANCH PA 5 – MARBRISA PHASE II
SWMP – JANUARY 2012
16
VI. Operation and Maintenance
These Stormwater treatment facilities (bio-retention) are as part of the project subject to be verified
for effectiveness and proper performance. As discuss in Chapter V section 5.3, these LIDs are
identified as follows:
Table 8. Project Specific LID and TC-BMPS
BMP
Identifier*
LID or TC-BMP
Type
BMP Pollutant
of Concern
Efficiency
(H,M,L) –
Table 11
Final
Construction
Date
(to be completed by
County inspector)
Final
Construction
Inspector Name
(to be completed by
County
inspector)
IMP I Bio-retention H, H, M
IMP II Bio-retention H, H, M
IMP III Bio-retention H, H, M
IMP IV Bio-retention H, H, M
IMP V Bio-retention H, H, M
Maintenance will be under the guidelines as shown in the “STORMWATER MAINTENANCE PLAN” by the
County of San Diego DPW Land Development Guidelines, and the City of Carlsbad JURMP. The
owners of the proposed development will eventually be responsible for the maintenance and
inspection of the Post-Construction BMP’s.
An approved contractor will be hired to pump or clean any inlet or inline treatment manholes of the
trapped stormwater wastes. Said contractor will haul wastes to an approved disposal site.
Stormwater sampling and monitoring will be the responsibility of the owners. They will also be
responsible in determining the sources and locations of pollution if discovered during sampling and
monitoring. The owners will need to assess an annual maintenance and inspection/monitoring fee
for the upkeep of any Post Construction BMP’s.
For landscaping maintenance, the owner will monitor the compliance and maintenance of all
vegetated areas as an efficient post construction BMPs. See also, Landscaping under Source
Control BMP for more details.
Responsible Party for Long-term Maintenance:
Identify the parties responsible for long-term maintenance of the BMPs identified above and
Source Controls specified in Attachment B. Include the appropriate written agreement with the
entities responsible for O&M in Attachment F. Please see Chapter 5 “Private Ownership and
Maintenance” on page 94 of the County SUSMP for appropriate maintenance mechanisms.
Name: Timothy J. Stripe
Company Name: Grand Pacific Resorts, INC.
Phone Number: (760)431-8500
Street Address: 5900 Pasteur Court, Suite 200
City/State/Zip: Carlsbad, CA 92008
Email Address: tstripe@grandpacificresorts.com
ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
[This is the cover sheet for Attachment 2.]
Indicate which Items are Included behind this cover sheet:
Attachment
Sequence
Contents Checklist
Attachment 2a Hydromodification Management
Exhibit (Required)
◻ Included
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.
Attachment 2b Management of Critical Coarse
Sediment Yield Areas (WMAA Exhibit
is required, additional analyses are
optional)
See Section 6.2 of the BMP Design
Manual.
◻ Exhibit showing project drainage
boundaries marked on WMAA
Critical Coarse Sediment Yield
Area Map (Required)
Optional analyses for Critical Coarse
Sediment Yield Area Determination
◻ Appendix H.6.1 Verification of
Geomorphic Landscape Units
Onsite
◻ Appendix H.7 Downstream
Systems Sensitivity to Coarse
Sediment
Attachment 2c Geomorphic Assessment of Receiving
Channels (Optional)
See Section 6.3.4 of the BMP Design
Manual.
◻ Not performed
◻ Included
Attachment 2d Flow Control Facility Design and
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of the
BMP Design Manual
◻ Included
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
The Hydromodification Management Exhibit must identify:
◻ Underlying hydrologic soil group
◻ Approximate depth to groundwater
◻ Existing natural hydrologic features ( watercourses, seeps, springs, wetlands)
◻ Critical coarse sediment yield areas to be protected (if present)
◻ Existing topography
◻ Existing and proposed site drainage network and connections to drainage offsite
◻ Proposed grading
◻ Proposed impervious features
◻ Proposed design features and surface treatments used to minimize imperviousness
◻ Point(s) of Compliance (POC) for Hydromodification Management
◻ Existing and proposed drainage boundary and drainage area to each POC (when necessary,
create separate exhibits for pre-development and post-project conditions)
◻ Structural BMPs for hydromodification management (identify location, type of BMP, and
size/detail)
HYDROMODIFICATION EXHIBIT
VILLA 67
---- -- -0
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ENGINEERING
LIND PLINNING • ENQNEEmNG • SIJIMT1NG
440 STAIT PL\C£, ESCOODO, CA 92029
PH (760)745--8118 FX (760)745--1890
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AREA OF
81,/P
(SQFT)
8,JOO
4,900
\---~
\ \ ---
~ ---
\\
\---~
\~
BO)(RISER /
AIEOIA CRAm 0//ERFLOIY
(INCH) (INCH) SIR/IC ll/RE
SIZE
(INCHES)
18.0 12.0 24)(24
18.0 12.0 -
NO!E· BAIP IS AN E%/S11NC
FACILITY PER: CT OJ----02 OM/ Na
4289----C
I
I
I
...
PERMANENT WATER OUALITY
TREATMENT FACILITY
!JETAIL
WA !ER Q/JAUTY SIGN-PLACE!J AT
EACH BIORL lli'A llON BASIN
NOlE· ALL BIOF/L !RA 110N AREAS HILL
HAVE A SICN POSTEO TO BE
VISIBLE AT ALL 11AIES.
EX/S77NC FACILITY
WATER OEPlH VARIES
1.28' ----1. 50'
Ml.L AIAINTAINEO CAUFORNIAN
OROl/CHT TOI.ERANT CRASSES
ANO HIL0/10/YERS
Ml.L AIA/NTAINEO CAUFORN/AN OROI/CHT TOI.ERANT ---~~ PROl10E J" CRASSES ANO HIL0/10/YERS -CRAl-fZ TO 18' A/IN. TOP SO'L HflH II/CH SANO (60----80%)
ANO LIA/IT Cl.A Y (10----20%} CONTENT
ABOVE
. _ 1/CHEST
\-:;:;; --' LEm OF
OR/RCES
0/AAIElER IAIPERAIEABI.E
LOHER LINER?
(INCH)
a5; YES
- -
---......-.-. -I PERFORA 110NS
12• SOl.10 p,-c CI.EANOl/T EVERY 50 FT.
HflH A!R/1/AI CRATE, TC 12• II/CHER !HAN
FC (TYP) 12" PERFORATEO p,-c U0.75% CONNECT TO
A 48' RISER AT lHE 00/YNS!REAAI 3.3%
---~ RLTER FABRIC HflH PERAIEABIUTY
CREA !ER !HAN 10 INCHES PER HOUR
OR PER SO'L ENC/NEER REC/Jl,/AIENOA 110N TYPICAL LONGITUDINAL SECTION
OF THE BIO-RETENTION SWALE
NOT TO SCALE
/YELL AIA/NTAINEO CAUFORNIAN OROl/CHT
TOI.ERANT
CRASSES ANO HIL0/10/YERS
18" A/IN. TOP SO'L WllH HICH SANO
(60----80%) ANO
IMP II
/YATER OEPlH VAR/£.S
1.41' ----2.15' 12• SOl./0 Pl,C CI.EANOl/T EVERY 50 FT.
WllH Alli'/1/AI CRATE, TC 12• II/CHER !HAN
FS
2• ORIRCE TO BE
INSTALLEO AT /10Wl./NE
IF NOT CI/RRENll. Y
E%/S17NC.
"l~::::=,,,
12• PERFORATED p,-c OV.75% CONNECT TO
A 48" RISER AT !HE 00/YNSlli'EAAI
IYATERL/NE
EASEAIENT
ACCESS
5' 5
5'
±30 FEET SWALE WIDHT
SECllON A-A
B/0-HElENllON SWAl.£ HflH UNOEHOHAIN PIPE
FR(JA( STA 1+00.00 TO .J+-I0.97
NOT TO SCALE
Potential Critcial Coarse Sediment Yield Area
Data From WMAA Map
Legend
MarBrisa Cir
PCCSYA
Project Site
2000 ft
N
➤➤
N
Data CSUMB SFML, CA OPCData CSUMB SFML, CA OPC
1 [TITLE]
2 ;;Project Title/Notes
3
4 [OPTIONS]
5 ;;Option Value
6 FLOW_UNITS CFS
7 INFILTRATION GREEN_AMPT
8 FLOW_ROUTING KINWAVE
9 LINK_OFFSETS DEPTH
10 MIN_SLOPE 0
11 ALLOW_PONDING NO
12 SKIP_STEADY_STATE NO
13
14 START_DATE 01/03/1951
15 START_TIME 16:00:00
16 REPORT_START_DATE 01/03/1951
17 REPORT_START_TIME 16:00:00
18 END_DATE 05/23/2008
19 END_TIME 23:00:00
20 SWEEP_START 01/01
21 SWEEP_END 12/31
22 DRY_DAYS 0
23 REPORT_STEP 01:00:00
24 WET_STEP 01:00:00
25 DRY_STEP 01:00:00
26 ROUTING_STEP 0:01:00
27
28 INERTIAL_DAMPING PARTIAL
29 NORMAL_FLOW_LIMITED BOTH
30 FORCE_MAIN_EQUATION H-W
31 VARIABLE_STEP 0.75
32 LENGTHENING_STEP 0
33 MIN_SURFAREA 12.557
34 MAX_TRIALS 8
35 HEAD_TOLERANCE 0.005
36 SYS_FLOW_TOL 5
37 LAT_FLOW_TOL 5
38 MINIMUM_STEP 0.5
39 THREADS 1
40
41 [EVAPORATION]
42 ;;Data Source Parameters
43 ;;-------------- ----------------
44 MONTHLY .094 .115 .168 .202 .225 .232 .254 .25 .207 .167
.119 .09
45 DRY_ONLY NO
46
47 [RAINGAGES]
48 ;;Name Format Interval SCF Source
49 ;;-------------- --------- ------ ------ ----------
50 Oceanside INTENSITY 1:00 1.0 FILE "R:\Rain gage dat\ALERT station
at Oceanside (Sensor ID 67) .dat" oceanside IN
51
52 [SUBCATCHMENTS]
53 ;;Name Rain Gage Outlet Area %Imperv Width %Slope
CurbLen SnowPack
54 ;;-------------- ---------------- ---------------- -------- -------- -------- --------
-------- ----------------
55 Basin-A-1 Oceanside Outfall-A .636 0 1215 30
0
56 Basin-A-2 Oceanside Outfall-A 7.421 8.4 1352 5
0
57 Basin-A-4 Oceanside Outfall-A 1.968 7.6 1224 40
0
58 Basin-A-3 Oceanside Outfall-A 11.052 62.2 10214 1.5
0
59 Basin-A-5 Oceanside Outfall-A .435 0 1176 40
0
60
61 [SUBAREAS]
62 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo
PctRouted
63 ;;-------------- ---------- ---------- ---------- ---------- ---------- ----------
----------
64 Basin-A-1 0.012 0.15 0.05 0.10 25 OUTLET
65 Basin-A-2 0.012 0.15 0.05 0.10 25 OUTLET
66 Basin-A-4 0.012 0.15 0.05 0.10 25 OUTLET
67 Basin-A-3 0.012 0.15 0.05 0.10 25 OUTLET
68 Basin-A-5 0.012 0.15 0.05 0.10 25 OUTLET
69
70 [INFILTRATION]
71 ;;Subcatchment Suction Ksat IMD
72 ;;-------------- ---------- ---------- ----------
73 Basin-A-1 3 0.2 0.31
74 Basin-A-2 3 0.2 0.31
75 Basin-A-4 3 0.2 0.31
76 Basin-A-3 3 0.2 0.31
77 Basin-A-5 3 0.2 0.31
78
79 [OUTFALLS]
80 ;;Name Elevation Type Stage Data Gated Route To
81 ;;-------------- ---------- ---------- ---------------- -------- ----------------
82 Outfall-A 0 FREE NO
83
84 [REPORT]
85 ;;Reporting Options
86 INPUT NO
87 CONTROLS NO
88 SUBCATCHMENTS ALL
89 NODES ALL
90 LINKS ALL
91
92 [TAGS]
93
94 [MAP]
95 DIMENSIONS 6232335.918 1991705.580 6240607.852 1996197.100
96 Units None
97
98 [COORDINATES]
99 ;;Node X-Coord Y-Coord
100 ;;-------------- ------------------ ------------------
101 Outfall-A 6238664.951 1992925.065
102
103 [VERTICES]
104 ;;Link X-Coord Y-Coord
105 ;;-------------- ------------------ ------------------
106
107 [Polygons]
108 ;;Subcatchment X-Coord Y-Coord
109 ;;-------------- ------------------ ------------------
110 Basin-A-1 6236111.837 1994414.026
111 Basin-A-1 6236131.911 1994338.749
112 Basin-A-1 6236141.948 1994386.424
113 Basin-A-1 6236172.059 1994401.480
114 Basin-A-1 6236189.623 1994429.081
115 Basin-A-1 6236239.808 1994519.414
116 Basin-A-1 6236247.336 1994411.517
117 Basin-A-1 6236289.992 1994439.118
118 Basin-A-1 6236417.963 1994446.646
119 Basin-A-1 6236475.675 1994476.757
120 Basin-A-1 6236433.018 1994516.904
121 Basin-A-1 6236345.195 1994531.960
122 Basin-A-1 6236292.502 1994554.543
123 Basin-A-1 6236259.882 1994695.060
124 Basin-A-1 6236267.409 1994770.336
125 Basin-A-1 6236302.539 1994810.484
126 Basin-A-1 6236342.686 1994890.779
127 Basin-A-1 6236475.675 1994672.477
128 Basin-A-1 6236545.934 1994677.495
129 Basin-A-1 6236548.443 1994790.410
130 Basin-A-1 6236510.805 1994868.196
131 Basin-A-1 6236543.425 1994938.455
132 Basin-A-1 6236603.646 1994910.853
133 Basin-A-1 6236698.997 1995013.732
134 Basin-A-1 6236739.144 1995056.389
135 Basin-A-1 6236869.624 1995089.009
136 Basin-A-1 6236927.337 1995176.832
137 Basin-A-1 6237040.252 1995314.839
138 Basin-A-1 6237052.798 1995332.404
139 Basin-A-1 6237118.038 1995339.931
140 Basin-A-1 6237188.296 1995339.931
141 Basin-A-1 6237331.322 1995307.311
142 Basin-A-1 6237680.105 1995211.961
143 Basin-A-1 6237800.548 1995211.961
144 Basin-A-1 6237853.242 1995194.396
145 Basin-A-1 6237873.316 1995239.562
146 Basin-A-1 6237798.039 1995272.182
147 Basin-A-1 6237552.135 1995294.765
148 Basin-A-1 6237278.629 1995395.134
149 Basin-A-1 6237077.890 1995425.245
150 Basin-A-1 6236932.355 1995299.784
151 Basin-A-1 6236867.115 1995131.665
152 Basin-A-1 6236628.738 1995066.425
153 Basin-A-1 6236638.775 1995091.518
154 Basin-A-1 6236222.243 1995101.555
155 Basin-A-1 6236139.439 1994765.318
156 Basin-A-1 6236184.605 1994434.100
157 Basin-A-2 6236241.391 1994517.318
158 Basin-A-2 6236243.900 1994406.912
159 Basin-A-2 6236291.575 1994439.532
160 Basin-A-2 6236422.055 1994442.041
161 Basin-A-2 6236477.258 1994472.152
162 Basin-A-2 6236437.110 1994512.300
163 Basin-A-2 6236389.435 1994522.337
164 Basin-A-2 6236334.232 1994534.883
165 Basin-A-2 6236294.084 1994547.429
166 Basin-A-2 6236304.121 1994587.577
167 Basin-A-2 6236263.974 1994682.927
168 Basin-A-2 6236271.501 1994760.714
169 Basin-A-2 6236304.121 1994800.861
170 Basin-A-2 6236339.251 1994888.684
171 Basin-A-2 6236474.749 1994667.872
172 Basin-A-2 6236550.026 1994672.891
173 Basin-A-2 6236555.044 1994793.333
174 Basin-A-2 6236514.897 1994868.610
175 Basin-A-2 6236552.535 1994933.850
176 Basin-A-2 6236612.757 1994906.249
177 Basin-A-2 6236753.273 1995054.293
178 Basin-A-2 6236878.735 1995079.386
179 Basin-A-2 6236901.318 1995119.533
180 Basin-A-2 6237009.215 1995257.541
181 Basin-A-2 6237069.436 1995327.799
182 Basin-A-2 6237169.805 1995337.836
183 Basin-A-2 6237285.230 1995315.253
184 Basin-A-2 6237415.710 1995277.615
185 Basin-A-2 6237616.448 1995219.902
186 Basin-A-2 6237714.308 1995209.866
187 Basin-A-2 6237809.659 1995209.866
188 Basin-A-2 6237859.843 1995199.829
189 Basin-A-2 6237910.028 1995184.773
190 Basin-A-2 6237915.046 1995162.190
191 Basin-A-2 6238030.471 1995167.209
192 Basin-A-2 6238035.489 1995112.006
193 Basin-A-2 6237897.482 1995099.459
194 Basin-A-2 6237892.463 1995066.839
195 Basin-A-2 6237784.566 1995011.636
196 Basin-A-2 6237794.603 1994941.378
197 Basin-A-2 6237807.150 1994938.869
198 Basin-A-2 6237824.714 1994843.518
199 Basin-A-2 6237839.770 1994841.009
200 Basin-A-2 6237859.843 1994750.677
201 Basin-A-2 6237751.947 1994720.566
202 Basin-A-2 6237767.002 1994667.872
203 Basin-A-2 6237797.113 1994630.234
204 Basin-A-2 6237794.603 1994615.178
205 Basin-A-2 6237779.548 1994615.178
206 Basin-A-2 6237789.585 1994590.086
207 Basin-A-2 6237809.659 1994585.067
208 Basin-A-2 6237812.168 1994537.392
209 Basin-A-2 6237797.113 1994522.337
210 Basin-A-2 6237812.168 1994469.643
211 Basin-A-2 6237842.279 1994462.115
212 Basin-A-2 6237789.585 1994447.060
213 Basin-A-2 6237701.762 1994424.477
214 Basin-A-2 6237591.356 1994399.385
215 Basin-A-2 6237450.839 1994331.635
216 Basin-A-2 6237363.016 1994251.340
217 Basin-A-2 6237257.628 1994218.720
218 Basin-A-2 6237227.518 1994186.100
219 Basin-A-2 6237189.879 1994171.045
220 Basin-A-2 6237164.787 1994161.008
221 Basin-A-2 6237124.639 1994145.952
222 Basin-A-2 6237097.038 1994138.425
223 Basin-A-2 6237061.909 1994133.406
224 Basin-A-2 6237019.252 1994123.369
225 Basin-A-2 6236984.122 1994113.332
226 Basin-A-2 6236946.484 1994108.314
227 Basin-A-2 6236916.373 1994103.296
228 Basin-A-2 6236876.226 1994103.296
229 Basin-A-2 6236856.152 1994105.805
230 Basin-A-2 6236831.059 1994115.842
231 Basin-A-2 6236805.967 1994125.879
232 Basin-A-2 6236773.347 1994138.425
233 Basin-A-2 6236735.709 1994138.425
234 Basin-A-2 6236698.070 1994120.860
235 Basin-A-2 6236670.469 1994093.259
236 Basin-A-2 6236442.129 1994080.712
237 Basin-A-2 6236424.564 1994105.805
238 Basin-A-2 6236105.892 1994208.683
239 Basin-A-2 6236110.911 1994223.739
240 Basin-A-2 6236143.531 1994336.654
241 Basin-A-2 6236156.077 1994394.366
242 Basin-A-4 6238659.296 1993746.276
243 Basin-A-4 6238611.621 1993989.672
244 Basin-A-4 6238591.547 1993989.672
245 Basin-A-4 6238553.909 1993992.181
246 Basin-A-4 6238518.779 1993992.181
247 Basin-A-4 6238466.086 1993992.181
248 Basin-A-4 6238435.975 1993992.181
249 Basin-A-4 6238405.864 1993992.181
250 Basin-A-4 6238360.698 1993992.181
251 Basin-A-4 6238340.624 1993999.709
252 Basin-A-4 6238330.587 1994009.745
253 Basin-A-4 6238345.643 1994022.292
254 Basin-A-4 6238318.041 1994044.875
255 Basin-A-4 6238290.440 1994042.365
256 Basin-A-4 6238257.820 1994042.365
257 Basin-A-4 6238245.273 1994077.495
258 Basin-A-4 6238257.820 1994110.115
259 Basin-A-4 6238245.273 1994115.133
260 Basin-A-4 6238227.709 1994105.096
261 Basin-A-4 6238205.126 1994125.170
262 Basin-A-4 6238202.617 1994157.790
263 Basin-A-4 6238222.690 1994180.373
264 Basin-A-4 6238222.690 1994207.975
265 Basin-A-4 6238212.653 1994215.502
266 Basin-A-4 6238210.144 1994270.705
267 Basin-A-4 6238142.395 1994288.270
268 Basin-A-4 6238119.812 1994386.130
269 Basin-A-4 6237994.351 1994343.473
270 Basin-A-4 6237843.797 1994318.381
271 Basin-A-4 6237705.789 1994288.270
272 Basin-A-4 6237577.819 1994250.631
273 Basin-A-4 6237422.246 1994147.753
274 Basin-A-4 6237286.748 1994069.967
275 Basin-A-4 6237151.250 1994012.255
276 Basin-A-4 6237010.733 1993972.107
277 Basin-A-4 6236880.253 1993964.579
278 Basin-A-4 6236852.651 1993962.070
279 Basin-A-4 6236822.541 1993949.524
280 Basin-A-4 6236782.393 1993914.395
281 Basin-A-4 6236782.393 1993849.155
282 Basin-A-4 6236835.087 1993846.646
283 Basin-A-4 6236840.105 1993859.192
284 Basin-A-4 6236850.142 1993884.284
285 Basin-A-4 6237151.250 1993926.941
286 Basin-A-4 6237171.323 1993899.339
287 Basin-A-4 6237256.637 1993936.978
288 Basin-A-4 6237314.349 1993972.107
289 Basin-A-4 6237389.626 1994019.782
290 Basin-A-4 6237497.523 1994069.967
291 Basin-A-4 6237590.365 1994102.587
292 Basin-A-4 6237693.243 1994135.207
293 Basin-A-4 6237788.594 1994152.772
294 Basin-A-4 6237876.417 1994137.716
295 Basin-A-4 6237976.786 1994102.587
296 Basin-A-4 6238047.044 1994052.402
297 Basin-A-4 6238197.598 1993904.358
298 Basin-A-4 6238225.200 1993939.487
299 Basin-A-4 6238282.912 1993884.284
300 Basin-A-4 6238383.281 1993771.369
301 Basin-A-4 6238415.901 1993663.472
302 Basin-A-4 6238413.392 1993517.937
303 Basin-A-4 6238548.890 1993515.427
304 Basin-A-4 6238646.750 1993588.195
305 Basin-A-4 6238684.389 1993663.472
306 Basin-A-4 6238641.732 1993681.036
307 Basin-A-4 6238641.732 1993751.295
308 Basin-A-4 6238659.296 1993748.786
309 Basin-A-3 6238652.689 1993686.495
310 Basin-A-3 6238695.346 1993676.458
311 Basin-A-3 6238662.726 1993583.616
312 Basin-A-3 6238542.283 1993505.830
313 Basin-A-3 6238426.858 1993520.886
314 Basin-A-3 6238404.275 1993724.133
315 Basin-A-3 6238366.637 1993806.938
316 Basin-A-3 6238243.684 1993929.890
317 Basin-A-3 6238213.574 1993894.761
318 Basin-A-3 6238060.511 1994042.805
319 Basin-A-3 6237914.975 1994133.137
320 Basin-A-3 6237736.820 1994140.665
321 Basin-A-3 6237493.425 1994067.898
322 Basin-A-3 6237184.790 1993894.761
323 Basin-A-3 6237167.225 1993929.890
324 Basin-A-3 6236861.099 1993894.761
325 Basin-A-3 6236863.608 1993844.576
326 Basin-A-3 6236800.878 1993847.085
327 Basin-A-3 6236788.331 1993919.853
328 Basin-A-3 6236851.062 1993962.510
329 Basin-A-3 6236991.579 1993972.547
330 Basin-A-3 6237172.244 1994012.694
331 Basin-A-3 6237367.963 1994108.045
332 Basin-A-3 6237611.359 1994266.127
333 Basin-A-3 6237829.662 1994316.311
334 Basin-A-3 6238113.204 1994376.533
335 Basin-A-3 6238073.057 1994519.559
336 Basin-A-3 6237588.776 1994421.699
337 Basin-A-3 6237302.723 1994243.544
338 Basin-A-3 6237137.114 1994160.739
339 Basin-A-3 6236861.099 1994103.027
340 Basin-A-3 6236728.110 1994140.665
341 Basin-A-3 6236657.852 1994105.536
342 Basin-A-3 6236492.242 1994100.518
343 Basin-A-3 6236489.733 1993934.908
344 Basin-A-3 6236662.870 1993949.964
345 Basin-A-3 6236728.110 1993914.835
346 Basin-A-3 6236745.675 1993811.956
347 Basin-A-3 6236745.675 1993781.845
348 Basin-A-3 6236708.036 1993786.864
349 Basin-A-3 6236690.472 1993771.809
350 Basin-A-3 6236715.564 1993731.661
351 Basin-A-3 6236552.464 1993769.299
352 Basin-A-3 6236537.409 1993686.495
353 Basin-A-3 6236891.210 1993239.852
354 Basin-A-3 6237543.609 1992983.911
355 Basin-A-3 6237664.052 1992896.088
356 Basin-A-3 6237842.208 1992860.958
357 Basin-A-3 6238123.241 1992936.235
358 Basin-A-3 6238298.887 1993096.826
359 Basin-A-3 6238472.024 1993244.870
360 Basin-A-3 6238657.707 1993305.092
361 Basin-A-3 6238790.696 1993658.893
362 Basin-A-3 6238740.512 1993673.949
363 Basin-A-3 6238727.966 1993638.819
364 Basin-A-3 6238712.910 1993646.347
365 Basin-A-3 6238717.929 1993663.912
366 Basin-A-3 6238712.910 1993694.022
367 Basin-A-3 6238690.327 1993686.495
368 Basin-A-3 6238675.272 1993751.735
369 Basin-A-3 6238652.689 1993756.753
370 Basin-A-3 6238650.179 1993686.495
371 Basin-A-5 6236540.503 1993663.454
372 Basin-A-5 6236605.743 1993603.233
373 Basin-A-5 6236723.677 1993425.077
374 Basin-A-5 6236876.740 1993241.904
375 Basin-A-5 6237032.312 1993176.664
376 Basin-A-5 6237534.158 1992978.435
377 Basin-A-5 6237669.656 1992885.593
378 Basin-A-5 6237965.745 1992873.047
379 Basin-A-5 6238128.845 1992950.833
380 Basin-A-5 6238337.111 1993128.988
381 Basin-A-5 6238480.137 1993246.922
382 Basin-A-5 6238658.292 1993309.653
383 Basin-A-5 6238577.997 1993076.295
384 Basin-A-5 6238520.285 1993103.896
385 Basin-A-5 6238417.406 1993008.545
386 Basin-A-5 6238206.631 1992812.826
387 Basin-A-5 6237908.033 1992707.438
388 Basin-A-5 6237689.730 1992732.530
389 Basin-A-5 6237411.206 1992857.992
390 Basin-A-5 6236899.323 1993063.748
391 Basin-A-5 6236781.389 1993116.442
392 Basin-A-5 6236665.965 1993219.321
393 Basin-A-5 6236608.252 1993329.727
394 Basin-A-5 6236550.540 1993485.299
395 Basin-A-5 6236517.920 1993638.362
396 Basin-A-5 6236535.485 1993678.510
397
398 [SYMBOLS]
399 ;;Gage X-Coord Y-Coord
400 ;;-------------- ------------------ ------------------
401 Oceanside 6236213.434 1995515.844
402
403
404 [BACKDROP]
405 FILE "Q:\14\14100\Prelimgp\Prelimgp2\swmm\14100-PRE-BackGround.wmf"
406 DIMENSIONS 6232335.918 1991705.580 6240607.852 1996197.100
407
1
2 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.012)
3 --------------------------------------------------------------
4
5
6 *********************
7 Rainfall File Summary
8 *********************
9 Station First Last Recording Periods Periods Periods
10 ID Date Date Frequency w/Precip Missing Malfunc.
11 -------------------------------------------------------------------------------
12 oceanside 08/28/1951 05/23/2008 60 min 9131 0 0
13
14
15 *********************************************************
16 NOTE: The summary statistics displayed in this report are
17 based on results found at every computational time step,
18 not just on results from each reporting time step.
19 *********************************************************
20
21 ****************
22 Analysis Options
23 ****************
24 Flow Units ............... CFS
25 Process Models:
26 Rainfall/Runoff ........ YES
27 RDII ................... NO
28 Snowmelt ............... NO
29 Groundwater ............ NO
30 Flow Routing ........... NO
31 Water Quality .......... NO
32 Infiltration Method ...... GREEN_AMPT
33 Starting Date ............ 01/03/1951 16:00:00
34 Ending Date .............. 05/23/2008 23:00:00
35 Antecedent Dry Days ...... 0.0
36 Report Time Step ......... 01:00:00
37 Wet Time Step ............ 01:00:00
38 Dry Time Step ............ 01:00:00
39
40
41 ************************** Volume Depth
42 Runoff Quantity Continuity acre-feet inches
43 ************************** --------- -------
44 Total Precipitation ...... 1201.215 670.072
45 Evaporation Loss ......... 74.009 41.284
46 Infiltration Loss ........ 755.473 421.424
47 Surface Runoff ........... 417.299 232.781
48 Final Storage ............ 0.023 0.013
49 Continuity Error (%) ..... -3.795
50
51
52 ************************** Volume Volume
53 Flow Routing Continuity acre-feet 10^6 gal
54 ************************** --------- ---------
55 Dry Weather Inflow ....... 0.000 0.000
56 Wet Weather Inflow ....... 417.135 135.930
57 Groundwater Inflow ....... 0.000 0.000
58 RDII Inflow .............. 0.000 0.000
59 External Inflow .......... 0.000 0.000
60 External Outflow ......... 417.135 135.930
61 Flooding Loss ............ 0.000 0.000
62 Evaporation Loss ......... 0.000 0.000
63 Exfiltration Loss ........ 0.000 0.000
64 Initial Stored Volume .... 0.000 0.000
65 Final Stored Volume ...... 0.000 0.000
66 Continuity Error (%) ..... 0.000
67
68
69 ***************************
70 Subcatchment Runoff Summary
71 ***************************
72
73
---------------------------------------------------------------------------------------
-----------------
74 Total Total Total Total Total
Total Peak Runoff
75 Precip Runon Evap Infil Runoff
Runoff Runoff Coeff
76 Subcatchment in in in in in 10^6
gal CFS
77
---------------------------------------------------------------------------------------
-----------------
78 Basin-A-1 670.07 0.00 1.77 650.68 29.11
0.50 0.48 0.043
79 Basin-A-2 670.07 0.00 11.06 600.84 71.04
14.32 5.77 0.106
80 Basin-A-4 670.07 0.00 9.59 602.17 73.03
3.90 1.53 0.109
81 Basin-A-3 670.07 0.00 71.05 246.56 389.56
116.91 9.81 0.581
82 Basin-A-5 670.07 0.00 1.75 650.28 29.34
0.35 0.33 0.044
83
84
85 Analysis begun on: Thu Jan 16 14:52:41 2020
86 Analysis ended on: Thu Jan 16 14:53:23 2020
87 Total elapsed time: 00:00:42
1 [TITLE]
2 ;;Project Title/Notes
3
4 [OPTIONS]
5 ;;Option Value
6 FLOW_UNITS CFS
7 INFILTRATION GREEN_AMPT
8 FLOW_ROUTING KINWAVE
9 LINK_OFFSETS DEPTH
10 MIN_SLOPE 0
11 ALLOW_PONDING NO
12 SKIP_STEADY_STATE NO
13
14 START_DATE 01/03/1951
15 START_TIME 16:00:00
16 REPORT_START_DATE 01/03/1951
17 REPORT_START_TIME 16:00:00
18 END_DATE 05/23/2008
19 END_TIME 23:00:00
20 SWEEP_START 01/01
21 SWEEP_END 12/31
22 DRY_DAYS 0
23 REPORT_STEP 01:00:00
24 WET_STEP 01:00:00
25 DRY_STEP 01:00:00
26 ROUTING_STEP 0:01:00
27 RULE_STEP 00:00:00
28
29 INERTIAL_DAMPING PARTIAL
30 NORMAL_FLOW_LIMITED BOTH
31 FORCE_MAIN_EQUATION H-W
32 VARIABLE_STEP 0.75
33 LENGTHENING_STEP 0
34 MIN_SURFAREA 12.557
35 MAX_TRIALS 8
36 HEAD_TOLERANCE 0.005
37 SYS_FLOW_TOL 5
38 LAT_FLOW_TOL 5
39 MINIMUM_STEP 0.5
40 THREADS 1
41
42 [EVAPORATION]
43 ;;Data Source Parameters
44 ;;-------------- ----------------
45 MONTHLY .94 .115 .168 .202 .225 .232 .254 .25 .207 .167
.119 .09
46 DRY_ONLY NO
47
48 [RAINGAGES]
49 ;;Name Format Interval SCF Source
50 ;;-------------- --------- ------ ------ ----------
51 Oceanside INTENSITY 1:00 1.0 FILE "R:\_Storm\HydMOD\Rain gauge
Data\Oceanside\ALERT station at Oceanside (Sensor ID 67) .dat" Oceanside IN
52
53 [SUBCATCHMENTS]
54 ;;Name Rain Gage Outlet Area %Imperv Width %Slope
CurbLen SnowPack
55 ;;-------------- ---------------- ---------------- -------- -------- -------- --------
-------- ----------------
56 Basin-A3-1 Oceanside Basin-A3-3 .287 0 235 50
0
57 Basin-A3-2 Oceanside IMP-3 0.171 0 454 50
0
58 Basin-A3-3 Oceanside IMP-3 3.475 58.7 357.4 1.5
0
59 Basin-A5-1 Oceanside Basin-A5-2 .209 0 329 50
0
60 Basin-A5-2 Oceanside IMP-5 0.956 78.1 980 5
0
61 Basin-A3-4 Oceanside IMP-3 0.357 0 233 45
0
62 Basin-A6-1 Oceanside Bioswale-6 11.026 71.2 10214 1.5
0
63 Basin-A6-2 Oceanside Bioswale-6 1.968 7.6 1224 40
0
64 Basin-A6-3 Oceanside Bioswale-6 .435 0 1176 40
0
65 Basin-A2-2 Oceanside IMP-2 2.007 92.6 2093 2
0
66 Basin-A2-3 Oceanside IMP-2 0.539 0 1357 45
0
67 Basin-A8-1 Oceanside IMP-8 0.529 76.7 90 1.5
0
68 Basin-A2-1 Oceanside Basin-A2-2 0.392 0 340 50
0
69 IMP-2 Oceanside Divider-IMP-2 0.084 0 72 0
0
70 IMP-5 Oceanside Divider-IMP-5 .032 0 70.2 0
0
71 IMP-8 oceanside Divider-IMP-8 0.009 0 25 0
0
72 Bioswale-6 Oceanside 7 .301 0 5 .75
0
73 IMP-3 Oceanside Divider-IMP-3 0.066 0 28 0
0
74
75 [SUBAREAS]
76 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo
PctRouted
77 ;;-------------- ---------- ---------- ---------- ---------- ---------- ----------
----------
78 Basin-A3-1 0.012 0.15 0.05 0.10 25 OUTLET
79 Basin-A3-2 0.012 0.15 0.05 0.10 25 OUTLET
80 Basin-A3-3 0.012 0.15 0.05 0.10 25 OUTLET
81 Basin-A5-1 0.012 0.15 0.05 0.10 25 OUTLET
82 Basin-A5-2 0.012 0.15 0.05 0.10 25 OUTLET
83 Basin-A3-4 0.012 0.15 0.05 0.10 25 OUTLET
84 Basin-A6-1 0.012 0.15 0.05 0.10 25 OUTLET
85 Basin-A6-2 0.012 0.15 0.05 0.10 25 OUTLET
86 Basin-A6-3 0.012 0.15 0.05 0.10 25 OUTLET
87 Basin-A2-2 0.012 0.15 0.05 0.10 25 OUTLET
88 Basin-A2-3 0.012 0.15 0.05 0.10 25 OUTLET
89 Basin-A8-1 0.012 0.15 0.05 0.10 25 OUTLET
90 Basin-A2-1 0.012 0.15 0.05 0.10 25 OUTLET
91 IMP-2 0.012 0.15 0.05 0.10 25 OUTLET
92 IMP-5 0.012 0.15 0.05 0.10 25 OUTLET
93 IMP-8 0.012 0.15 0.05 0.10 25 OUTLET
94 Bioswale-6 0.012 0.15 0.05 0.10 25 OUTLET
95 IMP-3 0.012 0.05 0.05 0.1 25 OUTLET
96
97 [INFILTRATION]
98 ;;Subcatchment Param1 Param2 Param3 Param4 Param5
99 ;;-------------- ---------- ---------- ---------- ---------- ----------
100 Basin-A3-1 3 0.2 0.31
101 Basin-A3-2 3 0.2 0.31
102 Basin-A3-3 3 0.2 0.31
103 Basin-A5-1 3 0.2 0.31
104 Basin-A5-2 3 0.2 0.31
105 Basin-A3-4 3 0.2 0.31
106 Basin-A6-1 3 0.15 0.31
107 Basin-A6-2 3 0.2 0.31
108 Basin-A6-3 3 0.2 0.31
109 Basin-A2-2 3 0.2 0.31
110 Basin-A2-3 3 0.2 0.31
111 Basin-A8-1 3 0.2 0.31
112 Basin-A2-1 3 0.2 0.31
113 IMP-2 3 0.2 0.31
114 IMP-5 3 0.2 0.31
115 IMP-8 3 0.2 0.31
116 Bioswale-6 3 0.2 0.31
117 IMP-3 3 0.2 0.31
118
119 [LID_CONTROLS]
120 ;;Name Type/Layer Parameters
121 ;;-------------- ---------- ----------
122 Bioswale-6 BC
123 Bioswale-6 SURFACE 4 0.0 0.1 1.0 5
124 Bioswale-6 SOIL 18 .4 0.2 0.1 5
5 1.5
125 Bioswale-6 STORAGE 1 0.67 0 0 NO
126 Bioswale-6 DRAIN .1016 0.5 0 6 0
0
127
128 IMP-2 BC
129 IMP-2 SURFACE 4 0.0 0.1 0 5
130 IMP-2 SOIL 18 .4 0.2 0.1 5
5 1.5
131 IMP-2 STORAGE 18 0.67 0 0 NO
132 IMP-2 DRAIN 0.3628 0.5 0 6 0
0
133
134 IMP-3 BC
135 IMP-3 SURFACE 4 0.0 0.1 0 5
136 IMP-3 SOIL 18 .4 0.2 0.1 5
5 1.5
137 IMP-3 STORAGE 18 0.67 0 0 NO
138 IMP-3 DRAIN 0.25878 0.5 0 6 0
0
139
140 IMP-5 BC
141 IMP-5 SURFACE 4 0.0 0.1 0 5
142 IMP-5 SOIL 18 .4 0.2 0.1 5
5 1.5
143 IMP-5 STORAGE 18 0.67 0 0 NO
144 IMP-5 DRAIN 0.51137 0.5 0 6 0
0
145
146 IMP-8 BC
147 IMP-8 SURFACE 4 0.0 0.1 0 5
148 IMP-8 SOIL 18 .4 0.2 0.1 5
5 1.5
149 IMP-8 STORAGE 18 0.67 0 0 NO
150 IMP-8 DRAIN 0.86709 0.5 0 6 0
0
151
152 [LID_USAGE]
153 ;;Subcatchment LID Process Number Area Width InitSat FromImp
ToPerv RptFile DrainTo FromPerv
154 ;;-------------- ---------------- ------- ---------- ---------- ---------- ----------
---------- ------------------------ ---------------- ----------
155 IMP-2 IMP-2 1 3659.04 0 0 0
0 * * 0
156 IMP-5 IMP-5 1 1393.92 0 0 0
0 * * 0
157 IMP-8 IMP-8 1 392.04 0 0 0
0 * * 0
158 Bioswale-6 Bioswale-6 1 13111.56 0 0 0
0 * * 0
159 IMP-3 IMP-3 1 2874.96 0 0 0
0 * * 0
160
161 [JUNCTIONS]
162 ;;Name Elevation MaxDepth InitDepth SurDepth Aponded
163 ;;-------------- ---------- ---------- ---------- ---------- ----------
164 1 0 0 0 0 0
165 2 0 0 0 0 0
166 3 0 0 0 0 0
167 4 0 0 0 0 0
168 5 0 0 0 0 0
169 7 0 0 0 0 0
170 8 0 0 0 0 0
171 9 0 0 0 0 0
172
173 [OUTFALLS]
174 ;;Name Elevation Type Stage Data Gated Route To
175 ;;-------------- ---------- ---------- ---------------- -------- ----------------
176 Outfall-A 0 FREE NO
177
178 [DIVIDERS]
179 ;;Name Elevation Diverted Link Type Parameters
180 ;;-------------- ---------- ---------------- ---------- ----------
181 Divider-IMP-2 0 Bypass-IMP-2 CUTOFF .1271 5
0 0 0
182 Divider-Bioswale-6 0 Bypass-Bioswale-6 CUTOFF .1271 0
0 0 0
183 Divider-IMP-3 0 Bypass-IMP-3 CUTOFF 0.1271 2
0 0 0
184 Divider-IMP-5 0 Bypass-IMP-5 CUTOFF .1271 0
0 0 0
185 Divider-IMP-8 0 Bypass-IMP-8 CUTOFF .1271 0
0 0 0
186
187 [STORAGE]
188 ;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params
SurDepth Fevap Psi Ksat IMD
189 ;;-------------- -------- ---------- ----------- ----------
---------------------------- --------- -------- -------- --------
190 Storage-IMP-2 0 4 0 TABULAR Store-Curve-IMP-2
0 1
191 Storage-Bioswale-6 0 4 0 TABULAR
Store-Curve-Bioswale-6 0 1
192 Storage-IMP-3 0 2 0 TABULAR Store-Curve-IMP-3
0 1
193 Storage-IMP-5 0 2 0 TABULAR Store-Curve-IMP-5
0 1
194 Storage-IMP-8 0 3 0 TABULAR Store-Curve-IMP-8
0 1
195
196 [CONDUITS]
197 ;;Name From Node To Node Length Roughness InOffset
OutOffset InitFlow MaxFlow
198 ;;-------------- ---------------- ---------------- ---------- ---------- ----------
---------- ---------- ----------
199 Bypass-IMP-2 Divider-IMP-2 Storage-IMP-2 400 0.01 0
0 0 0
200 3 2 7 400 0.01 0
0 0 0
201 Underdrain-IMP-2 Divider-IMP-2 1 400 0.01 0
0 0 0
202 Underdrain-Bioswale-6 Divider-Bioswale-6 Outfall-A 400 0.01
0 0 0 0
203 Bypass-Bioswale-6 Divider-Bioswale-6 Storage-Bioswale-6 400 0.01
0 0 0 0
204 Bypass-IMP-3 Divider-IMP-3 Storage-IMP-3 400 0.01 0
0 0 0
205 Underdrain-IMP-3 Divider-IMP-3 1 400 0.01 0
0 0 0
206 6 3 4 400 0.01 0
0 0 0
207 7 4 5 400 0.01 0
0 0 0
208 8 5 1 400 0.01 0
0 0 0
209 Bypass-IMP-5 Divider-IMP-5 Storage-IMP-5 400 0.01 0
0 0 0
210 Underdrain-IMP-5 Divider-IMP-5 3 400 0.01 0
0 0 0
211 12 7 Divider-Bioswale-6 400 0.01 0
0 0 0
212 13 8 2 400 0.01 0
0 0 0
213 14 1 8 .05 0.01 0
0 0 0
214 15 9 5 400 0.01 0
0 0 0
215 Underdrain-IMP-8 Divider-IMP-8 9 400 0.01 0
0 0 0
216 Bypass-IMP-8 Divider-IMP-8 Storage-IMP-8 400 0.01 0
0 0 0
217
218 [OUTLETS]
219 ;;Name From Node To Node Offset Type
QTable/Qcoeff Qexpon Gated
220 ;;-------------- ---------------- ---------------- ---------- ---------------
---------------- ---------- --------
221 Outlet-IMP-2 Storage-IMP-2 1 0 TABULAR/DEPTH
IMP-2 NO
222 Outlet-Bioswale-6 Storage-Bioswale-6 Outfall-A 0 TABULAR/DEPTH
Bioswale-6 NO
223 Outlet-IMP-3 Storage-IMP-3 1 0 TABULAR/DEPTH
IMP-3 NO
224 Outlet-IMP-5 Storage-IMP-5 3 0 TABULAR/HEAD
IMP-5 NO
225 Outlet-IMP-8 Storage-IMP-8 9 0 TABULAR/DEPTH
IMP-8 NO
226
227 [XSECTIONS]
228 ;;Link Shape Geom1 Geom2 Geom3 Geom4
Barrels Culvert
229 ;;-------------- ------------ ---------------- ---------- ---------- ----------
---------- ----------
230 Bypass-IMP-2 DUMMY 0 0 0 0
1
231 3 DUMMY 0 0 0 0
1
232 Underdrain-IMP-2 DUMMY 0 0 0 0
1
233 Underdrain-Bioswale-6 DUMMY 0 0 0 0
1
234 Bypass-Bioswale-6 DUMMY 0 0 0 0
1
235 Bypass-IMP-3 DUMMY 0 0 0 0
1
236 Underdrain-IMP-3 DUMMY 0 0 0 0
1
237 6 DUMMY 0 0 0 0
1
238 7 DUMMY 0 0 0 0
1
239 8 DUMMY 0 0 0 0
1
240 Bypass-IMP-5 DUMMY 0 0 0 0
1
241 Underdrain-IMP-5 DUMMY 0 0 0 0
1
242 12 DUMMY 0 0 0 0
1
243 13 DUMMY 0 0 0 0
1
244 14 DUMMY 0 0 0 0
1
245 15 DUMMY 0 0 0 0
1
246 Underdrain-IMP-8 DUMMY 0 0 0 0
1
247 Bypass-IMP-8 DUMMY 0 0 0 0
1
248
249 [CURVES]
250 ;;Name Type X-Value Y-Value
251 ;;-------------- ---------- ---------- ----------
252 IMP-2 Rating 0 0
253 IMP-2 2 8.24
254 ;
255 Bioswale-6 Rating 0 0
256 Bioswale-6 .75 .69
257 Bioswale-6 1.75 1.77
258 Bioswale-6 2.75 3.14
259 Bioswale-6 3.75 45.92
260 Bioswale-6 4.75 123.19
261 ;
262 IMP-3 Rating 0 0
263 IMP-3 2 17.07
264 ;
265 IMP-5 Rating 0 0
266 IMP-5 1 7.96
267 ;
268 IMP-8 Rating 0 0
269 IMP-8 2 7.96
270 ;
271 Store-Curve-IMP-2 Storage 0 3671.5
272 Store-Curve-IMP-2 0.5 4047
273 Store-Curve-IMP-2 1.5 4835
274 Store-Curve-IMP-2 2.5 5613
275 ;
276 Store-Curve-Bioswale-6 Storage 0 10342
277 Store-Curve-Bioswale-6 4 18042
278 ;
279 Store-Curve-IMP-3 Storage 0 2895.5
280 Store-Curve-IMP-3 0.5 3178
281 Store-Curve-IMP-3 1.5 3788
282 Store-Curve-IMP-3 2.5 4441
283 ;
284 Store-Curve-IMP-5 Storage 0 1593
285 Store-Curve-IMP-5 1 2285
286 Store-Curve-IMP-5 1.8 2903
287 ;
288 Store-Curve-IMP-8 Storage 0 500
289 Store-Curve-IMP-8 2 750
290
291 [REPORT]
292 ;;Reporting Options
293 SUBCATCHMENTS ALL
294 NODES ALL
295 LINKS ALL
296
297 [TAGS]
298
299 [MAP]
300 DIMENSIONS -1470.588 0.000 11470.588 10000.000
301 Units None
302
303 [COORDINATES]
304 ;;Node X-Coord Y-Coord
305 ;;-------------- ------------------ ------------------
306 1 4639.655 5158.089
307 2 5057.748 3320.500
308 3 5827.719 8094.321
309 4 4754.861 7510.730
310 5 4531.601 7104.588
311 7 8484.119 1337.825
312 8 4706.166 4057.332
313 9 4826.756 7175.168
314 Outfall-A 10428.296 2329.163
315 Divider-IMP-2 4134.172 5178.042
316 Divider-Bioswale-6 9263.715 1973.051
317 Divider-IMP-3 4872.997 5288.961
318 Divider-IMP-5 6451.542 7718.502
319 Divider-IMP-8 5192.493 7390.119
320 Storage-IMP-2 4210.780 4744.947
321 Storage-Bioswale-6 9648.701 2444.658
322 Storage-IMP-3 5317.613 4889.317
323 Storage-IMP-5 6337.825 7988.450
324 Storage-IMP-8 5115.496 7006.737
325
326 [VERTICES]
327 ;;Link X-Coord Y-Coord
328 ;;-------------- ------------------ ------------------
329
330 [Polygons]
331 ;;Subcatchment X-Coord Y-Coord
332 ;;-------------- ------------------ ------------------
333 Basin-A3-1 5101.143 8251.947
334 Basin-A3-1 5301.655 8313.096
335 Basin-A3-1 5382.713 8509.342
336 Basin-A3-1 5570.427 8695.633
337 Basin-A3-1 5846.308 8657.237
338 Basin-A3-1 5846.308 8520.718
339 Basin-A3-1 5810.756 8532.095
340 Basin-A3-1 5795.114 8488.011
341 Basin-A3-1 5776.627 8496.543
342 Basin-A3-1 5786.581 8539.205
343 Basin-A3-1 5692.725 8552.004
344 Basin-A3-1 5618.777 8524.984
345 Basin-A3-1 5637.264 8482.322
346 Basin-A3-1 5617.355 8473.790
347 Basin-A3-1 5596.024 8513.608
348 Basin-A3-1 5563.316 8495.121
349 Basin-A3-1 5495.057 8433.972
350 Basin-A3-1 5526.342 8394.154
351 Basin-A3-1 5509.278 8384.199
352 Basin-A3-1 5479.414 8418.329
353 Basin-A3-1 5368.493 8335.849
354 Basin-A3-1 5394.090 8296.031
355 Basin-A3-1 5193.578 8192.220
356 Basin-A3-1 5119.630 8162.356
357 Basin-A3-1 5101.143 8251.947
358 Basin-A3-2 5392.888 7158.688
359 Basin-A3-2 5229.350 6995.149
360 Basin-A3-2 5117.006 6912.669
361 Basin-A3-2 5098.519 6882.806
362 Basin-A3-2 5138.337 6478.938
363 Basin-A3-2 5257.791 6419.211
364 Basin-A3-2 5364.446 6352.374
365 Basin-A3-2 5496.699 6227.231
366 Basin-A3-2 5572.069 6254.251
367 Basin-A3-2 5634.640 6336.731
368 Basin-A3-2 5732.763 6326.776
369 Basin-A3-2 5496.699 6174.615
370 Basin-A3-2 5478.212 6180.303
371 Basin-A3-2 5382.933 6267.049
372 Basin-A3-2 5284.810 6338.153
373 Basin-A3-2 5166.779 6400.724
374 Basin-A3-2 5077.188 6422.055
375 Basin-A3-2 5047.325 6906.981
376 Basin-A3-2 5390.044 7162.954
377 Basin-A3-3 6330.518 6190.166
378 Basin-A3-3 6481.258 6252.737
379 Basin-A3-3 6666.127 6375.035
380 Basin-A3-3 6850.996 6463.203
381 Basin-A3-3 6833.931 6528.619
382 Basin-A3-3 6862.372 6531.463
383 Basin-A3-3 6893.658 6434.762
384 Basin-A3-3 7115.501 6520.086
385 Basin-A3-3 7263.396 6531.463
386 Basin-A3-3 7209.358 6594.034
387 Basin-A3-3 7229.267 6619.631
388 Basin-A3-3 7203.669 6702.111
389 Basin-A3-3 7161.007 6776.059
390 Basin-A3-3 7138.254 6889.825
391 Basin-A3-3 7286.149 6918.266
392 Basin-A3-3 7237.799 7046.252
393 Basin-A3-3 7212.202 7165.706
394 Basin-A3-3 7146.787 7148.641
395 Basin-A3-3 7132.566 7182.771
396 Basin-A3-3 7101.280 7185.615
397 Basin-A3-3 7084.215 7219.745
398 Basin-A3-3 7007.424 7208.368
399 Basin-A3-3 7013.112 7219.745
400 Basin-A3-3 6831.087 7174.239
401 Basin-A3-3 6828.243 7157.174
402 Basin-A3-3 6577.958 7111.668
403 Basin-A3-3 6563.738 7154.330
404 Basin-A3-3 6532.452 7151.486
405 Basin-A3-3 6529.608 7140.109
406 Basin-A3-3 6512.543 7114.512
407 Basin-A3-3 6452.816 7339.199
408 Basin-A3-3 6526.764 7350.575
409 Basin-A3-3 6515.387 7410.302
410 Basin-A3-3 6427.219 7452.965
411 Basin-A3-3 6381.713 7495.627
412 Basin-A3-3 6395.933 7529.756
413 Basin-A3-3 6449.972 7529.756
414 Basin-A3-3 6444.284 7492.782
415 Basin-A3-3 6535.296 7444.432
416 Basin-A3-3 6538.140 7626.457
417 Basin-A3-3 6418.686 7649.210
418 Basin-A3-3 6273.635 7620.769
419 Basin-A3-3 6051.792 7438.744
420 Basin-A3-3 6085.922 7401.770
421 Basin-A3-3 5807.196 7285.160
422 Basin-A3-3 5835.638 6770.371
423 Basin-A3-3 5841.326 6784.591
424 Basin-A3-3 5892.520 6807.344
425 Basin-A3-3 5901.053 6773.215
426 Basin-A3-3 5852.702 6778.903
427 Basin-A3-3 5878.300 6420.541
428 Basin-A3-3 5898.209 6420.541
429 Basin-A3-3 5938.027 6417.697
430 Basin-A3-3 5929.494 6366.503
431 Basin-A3-3 6066.013 6326.685
432 Basin-A3-3 6185.467 6184.478
433 Basin-A3-3 6253.726 6218.607
434 Basin-A3-3 6265.103 6164.569
435 Basin-A3-3 6492.634 6258.425
436 Basin-A3-3 6697.412 6397.788
437 Basin-A3-3 6853.840 6477.424
438 Basin-A5-1 6685.984 8468.784
439 Basin-A5-1 7042.924 8339.375
440 Basin-A5-1 7354.358 8306.668
441 Basin-A5-1 7436.838 8276.804
442 Basin-A5-1 7425.461 8221.344
443 Basin-A5-1 7402.708 8219.922
444 Basin-A5-1 6818.237 8291.025
445 Basin-A5-1 6684.562 8337.953
446 Basin-A5-1 6685.984 8465.940
447 Basin-A5-2 7137.474 8143.053
448 Basin-A5-2 6840.261 8192.825
449 Basin-A5-2 6717.963 8229.799
450 Basin-A5-2 6730.762 8043.508
451 Basin-A5-2 6629.795 8083.326
452 Basin-A5-2 6632.639 8128.832
453 Basin-A5-2 6580.022 8131.676
454 Basin-A5-2 6580.022 8074.793
455 Basin-A5-2 6651.126 8049.196
456 Basin-A5-2 6695.210 8025.021
457 Basin-A5-2 6715.119 7955.339
458 Basin-A5-2 6638.327 7934.008
459 Basin-A5-2 6690.944 7737.763
460 Basin-A5-2 6715.119 7739.185
461 Basin-A5-2 6713.697 7761.938
462 Basin-A5-2 6753.515 7770.470
463 Basin-A5-2 6760.625 7722.120
464 Basin-A5-2 7006.644 7771.892
465 Basin-A5-2 7009.488 7781.847
466 Basin-A5-2 7177.292 7817.399
467 Basin-A5-2 7184.402 7807.444
468 Basin-A5-2 7271.149 7830.197
469 Basin-A5-2 7282.525 7788.957
470 Basin-A5-2 7320.921 7787.535
471 Basin-A5-2 7329.454 7761.938
472 Basin-A5-2 7384.914 7767.626
473 Basin-A5-2 7373.538 7870.015
474 Basin-A5-2 7512.901 7942.541
475 Basin-A5-2 7515.745 7986.625
476 Basin-A5-2 7697.770 7998.002
477 Basin-A5-2 7702.036 8057.728
478 Basin-A5-2 7494.414 8076.215
479 Basin-A5-2 7426.154 8066.261
480 Basin-A5-2 7436.109 8117.455
481 Basin-A5-2 7134.630 8145.897
482 Basin-A5-2 6841.683 8194.247
483 Basin-A5-2 6720.807 8235.487
484 Basin-A3-4 4864.912 5796.124
485 Basin-A3-4 4887.666 5439.184
486 Basin-A3-4 4945.970 5433.496
487 Basin-A3-4 4937.438 5382.301
488 Basin-A3-4 5035.561 5352.438
489 Basin-A3-4 5099.554 5314.042
490 Basin-A3-4 5206.209 5205.965
491 Basin-A3-4 5258.826 5230.140
492 Basin-A3-4 5275.891 5177.523
493 Basin-A3-4 5536.130 5299.821
494 Basin-A3-4 5866.050 5490.379
495 Basin-A3-4 5851.829 5541.573
496 Basin-A3-4 5883.115 5548.684
497 Basin-A3-4 5898.758 5479.002
498 Basin-A3-4 5883.115 5459.093
499 Basin-A3-4 5804.901 5412.165
500 Basin-A3-4 5617.188 5299.821
501 Basin-A3-4 5412.410 5183.211
502 Basin-A3-4 5341.306 5160.458
503 Basin-A3-4 5197.677 5120.640
504 Basin-A3-4 4974.412 5097.887
505 Basin-A3-4 4960.191 5117.796
506 Basin-A3-4 4890.510 5140.549
507 Basin-A3-4 4883.399 5157.614
508 Basin-A3-4 4847.848 5780.481
509 Basin-A3-4 4859.224 5800.390
510 Basin-A3-4 4893.354 5814.611
511 Basin-A3-4 4907.575 5800.390
512 Basin-A3-4 4866.335 5793.280
513 Basin-A6-1 5903.701 3441.028
514 Basin-A6-1 6090.268 3403.715
515 Basin-A6-1 6103.594 3254.461
516 Basin-A6-1 5954.340 3118.534
517 Basin-A6-1 6039.628 3038.576
518 Basin-A6-1 6308.818 2657.446
519 Basin-A6-1 6543.360 2494.866
520 Basin-A6-1 7196.345 2220.346
521 Basin-A6-1 7460.204 2065.762
522 Basin-A6-1 7902.635 2089.749
523 Basin-A6-1 8177.155 2246.998
524 Basin-A6-1 8310.417 2420.239
525 Basin-A6-1 8518.306 2556.167
526 Basin-A6-1 8728.861 2625.463
527 Basin-A6-1 8878.114 2987.937
528 Basin-A6-1 8862.123 3059.898
529 Basin-A6-1 8816.814 3145.186
530 Basin-A6-1 8752.848 3193.161
531 Basin-A6-1 8734.191 3222.478
532 Basin-A6-1 8742.187 3153.182
533 Basin-A6-1 8792.827 3107.873
534 Basin-A6-1 8702.208 2947.958
535 Basin-A6-1 8459.671 2907.979
536 Basin-A6-1 8441.014 2963.949
537 Basin-A6-1 8385.044 3251.796
538 Basin-A6-1 8203.807 3454.355
539 Basin-A6-1 8131.846 3446.359
540 Basin-A6-1 7926.622 3640.922
541 Basin-A6-1 7702.741 3752.862
542 Basin-A6-1 7321.611 3678.235
543 Basin-A6-1 6895.172 3507.659
544 Basin-A6-1 6391.441 3393.054
545 Basin-A6-1 6327.475 3337.084
546 Basin-A6-1 6292.827 3422.372
547 Basin-A6-1 6335.471 3483.672
548 Basin-A6-1 6687.283 3531.647
549 Basin-A6-1 7009.778 3675.570
550 Basin-A6-1 7188.349 3790.175
551 Basin-A6-1 7414.895 3899.451
552 Basin-A6-1 7670.758 3963.416
553 Basin-A6-1 8035.897 4043.374
554 Basin-A6-1 7982.592 4219.280
555 Basin-A6-1 7907.965 4203.288
556 Basin-A6-1 7574.810 4131.327
557 Basin-A6-1 7193.679 4014.056
558 Basin-A6-1 6820.545 3782.180
559 Basin-A6-1 6506.046 3699.557
560 Basin-A6-1 6348.797 3696.892
561 Basin-A6-1 6298.157 3723.544
562 Basin-A6-1 6250.183 3739.536
563 Basin-A6-1 6188.882 3726.210
564 Basin-A6-1 6114.255 3678.235
565 Basin-A6-1 5901.036 3662.244
566 Basin-A6-1 5906.366 3435.698
567 Basin-A6-2 7191.487 4896.340
568 Basin-A6-2 7170.165 4941.649
569 Basin-A6-2 7170.165 4970.967
570 Basin-A6-2 7220.804 5016.276
571 Basin-A6-2 7551.295 5064.250
572 Basin-A6-2 7799.163 5165.530
573 Basin-A6-2 7932.425 5240.157
574 Basin-A6-2 8079.013 5336.105
575 Basin-A6-2 8225.602 5413.398
576 Basin-A6-2 8342.873 5453.376
577 Basin-A6-2 8518.779 5493.355
578 Basin-A6-2 8713.342 5517.342
579 Basin-A6-2 8915.900 5578.643
580 Basin-A6-2 8926.561 5570.647
581 Basin-A6-2 8942.553 5472.033
582 Basin-A6-2 9035.836 5424.059
583 Basin-A6-2 9041.167 5261.479
584 Basin-A6-2 9091.807 5224.165
585 Basin-A6-2 9075.815 5197.513
586 Basin-A6-2 9134.451 5128.216
587 Basin-A6-2 9182.425 5133.547
588 Basin-A6-2 9203.747 5114.890
589 Basin-A6-2 9190.421 5090.903
590 Basin-A6-2 9238.395 5069.581
591 Basin-A6-2 9278.374 5069.581
592 Basin-A6-2 9281.039 5090.903
593 Basin-A6-2 9310.357 5093.568
594 Basin-A6-2 9315.687 5085.572
595 Basin-A6-2 9347.670 5082.907
596 Basin-A6-2 9363.662 5061.585
597 Basin-A6-2 9448.949 5085.572
598 Basin-A6-2 9558.225 5080.242
599 Basin-A6-2 9635.517 4755.082
600 Basin-A6-2 9611.529 4757.747
601 Basin-A6-2 9600.868 4712.438
602 Basin-A6-2 9656.839 4635.146
603 Basin-A6-2 9590.207 4483.227
604 Basin-A6-2 9321.018 4451.244
605 Basin-A6-2 9323.683 4600.498
606 Basin-A6-2 9265.048 4784.400
607 Basin-A6-2 9086.476 4992.289
608 Basin-A6-2 9011.849 4989.624
609 Basin-A6-2 8801.295 5178.856
610 Basin-A6-2 8588.075 5304.122
611 Basin-A6-2 8254.920 5250.818
612 Basin-A6-2 7991.060 5141.543
613 Basin-A6-2 7644.578 5018.941
614 Basin-A6-2 7234.131 4941.649
615 Basin-A6-2 7247.457 4883.014
616 Basin-A6-2 7191.487 4896.340
617 Basin-A6-2 7162.169 4970.967
618 Basin-A6-3 5090.748 2408.149
619 Basin-A6-3 5136.057 2352.179
620 Basin-A6-3 5293.307 2149.621
621 Basin-A6-3 5418.573 1976.380
622 Basin-A6-3 5495.865 1893.757
623 Basin-A6-3 6298.104 1525.953
624 Basin-A6-3 6596.612 1355.378
625 Basin-A6-3 7036.377 1376.700
626 Basin-A6-3 7449.490 1704.525
627 Basin-A6-3 7678.701 1853.778
628 Basin-A6-3 7867.934 1915.079
629 Basin-A6-3 7763.989 1619.237
630 Basin-A6-3 7670.706 1627.233
631 Basin-A6-3 7585.418 1587.254
632 Basin-A6-3 7284.245 1296.742
633 Basin-A6-3 6951.089 1150.154
634 Basin-A6-3 6660.578 1150.154
635 Basin-A6-3 5543.840 1613.906
636 Basin-A6-3 5357.273 1720.516
637 Basin-A6-3 5242.667 1819.130
638 Basin-A6-3 5125.396 2066.998
639 Basin-A6-3 5080.087 2253.565
640 Basin-A6-3 5080.087 2373.501
641 Basin-A6-3 5090.748 2405.484
642 Basin-A2-2 3509.927 6290.979
643 Basin-A2-2 3507.262 6305.638
644 Basin-A2-2 3581.889 6329.625
645 Basin-A2-2 3628.531 6526.854
646 Basin-A2-2 3657.848 6526.854
647 Basin-A2-2 3664.511 6598.815
648 Basin-A2-2 3711.153 6608.143
649 Basin-A2-2 3711.153 6628.133
650 Basin-A2-2 3657.848 6629.465
651 Basin-A2-2 3645.855 6854.679
652 Basin-A2-2 3693.829 6856.011
653 Basin-A2-2 3679.170 7162.514
654 Basin-A2-2 3836.420 7169.178
655 Basin-A2-2 3845.748 7146.523
656 Basin-A2-2 4278.850 7174.508
657 Basin-A2-2 4350.812 6021.790
658 Basin-A2-2 4270.855 6012.461
659 Basin-A2-2 4240.204 6685.436
660 Basin-A2-2 4218.882 6688.101
661 Basin-A2-2 4220.215 6625.468
662 Basin-A2-2 4109.607 6614.807
663 Basin-A2-2 3975.012 6433.570
664 Basin-A2-2 3983.008 6421.576
665 Basin-A2-2 4122.934 6536.182
666 Basin-A2-2 4214.884 6464.220
667 Basin-A2-2 3988.339 6167.045
668 Basin-A2-2 3885.727 6235.009
669 Basin-A2-2 3971.015 6401.587
670 Basin-A2-2 3958.249 6410.320
671 Basin-A2-2 3923.275 6370.488
672 Basin-A2-2 3821.266 6256.822
673 Basin-A2-2 3680.398 6306.369
674 Basin-A2-2 3641.857 6510.862
675 Basin-A2-2 3592.550 6272.323
676 Basin-A2-2 3644.522 6254.999
677 Basin-A2-2 3644.522 6248.335
678 Basin-A2-2 3917.710 6128.399
679 Basin-A2-2 3877.731 5996.470
680 Basin-A2-2 3471.281 6127.067
681 Basin-A2-2 3523.253 6261.662
682 Basin-A2-2 3560.567 6254.999
683 Basin-A2-2 3580.556 6309.636
684 Basin-A2-2 3509.927 6289.647
685 Basin-A2-3 4038.533 5744.562
686 Basin-A2-3 4111.827 5768.549
687 Basin-A2-3 4093.171 5707.249
688 Basin-A2-3 4047.861 5712.579
689 Basin-A2-3 4005.218 5583.315
690 Basin-A2-3 4406.337 5442.057
691 Basin-A2-3 4450.314 5577.984
692 Basin-A2-3 4119.823 5732.568
693 Basin-A2-3 4170.463 5953.784
694 Basin-A2-3 4203.778 5759.221
695 Basin-A2-3 4347.702 5705.916
696 Basin-A2-3 4486.294 5859.167
697 Basin-A2-3 4491.625 5855.170
698 Basin-A2-3 4486.294 5825.852
699 Basin-A2-3 4414.333 5689.924
700 Basin-A2-3 4518.277 5619.295
701 Basin-A2-3 4748.821 5921.801
702 Basin-A2-3 4651.540 5997.760
703 Basin-A2-3 4516.945 5875.159
704 Basin-A2-3 4502.286 5881.822
705 Basin-A2-3 4635.548 6069.722
706 Basin-A2-3 4748.821 6075.052
707 Basin-A2-3 4747.488 6140.351
708 Basin-A2-3 4766.145 6141.683
709 Basin-A2-3 4796.795 5468.709
710 Basin-A2-3 4726.166 5412.739
711 Basin-A2-3 4436.987 5398.080
712 Basin-A2-3 4403.672 5431.396
713 Basin-A2-3 3990.559 5569.988
714 Basin-A2-3 4034.535 5744.562
715 Basin-A8-1 5533.866 7365.076
716 Basin-A8-1 5370.828 7199.177
717 Basin-A8-1 5270.717 7136.250
718 Basin-A8-1 5239.254 7090.485
719 Basin-A8-1 5279.298 6744.386
720 Basin-A8-1 5270.717 6707.202
721 Basin-A8-1 5296.460 6678.599
722 Basin-A8-1 5405.152 6681.459
723 Basin-A8-1 5485.241 6667.158
724 Basin-A8-1 5502.403 6747.247
725 Basin-A8-1 5545.308 6784.431
726 Basin-A8-1 5545.308 6818.755
727 Basin-A8-1 5542.447 6841.637
728 Basin-A8-1 5551.028 6858.799
729 Basin-A8-1 5593.933 6875.961
730 Basin-A8-1 5622.536 6867.380
731 Basin-A8-1 5662.581 7018.977
732 Basin-A8-1 5651.140 7056.161
733 Basin-A8-1 5685.463 7064.742
734 Basin-A8-1 5633.978 7279.266
735 Basin-A8-1 5662.581 7282.126
736 Basin-A8-1 5645.419 7322.171
737 Basin-A8-1 5525.285 7367.936
738 Basin-A2-1 2965.036 6785.987
739 Basin-A2-1 3044.958 6812.628
740 Basin-A2-1 3083.709 7003.958
741 Basin-A2-1 3122.459 7011.223
742 Basin-A2-1 3120.037 7071.771
743 Basin-A2-1 3166.053 7083.880
744 Basin-A2-1 3166.053 7103.255
745 Basin-A2-1 3117.615 7105.677
746 Basin-A2-1 3107.928 7335.758
747 Basin-A2-1 3149.100 7335.758
748 Basin-A2-1 3134.568 7636.073
749 Basin-A2-1 3296.836 7645.760
750 Basin-A2-1 3306.523 7626.385
751 Basin-A2-1 3740.043 7655.448
752 Basin-A2-1 3723.089 7735.371
753 Basin-A2-1 3081.287 7742.636
754 Basin-A2-1 2974.723 7335.758
755 Basin-A2-1 3025.583 6890.129
756 Basin-A2-1 2940.817 6863.488
757 Basin-A2-1 2967.458 6781.143
758 IMP-2 4167.637 5455.684
759 IMP-2 4144.884 5390.269
760 IMP-2 4173.325 5390.269
761 IMP-2 4252.961 5398.801
762 IMP-2 4301.312 5398.801
763 IMP-2 4352.506 5413.022
764 IMP-2 4346.818 5475.593
765 IMP-2 4403.701 5504.034
766 IMP-2 4398.013 5600.735
767 IMP-2 4378.104 5600.735
768 IMP-2 4295.624 5489.814
769 IMP-2 4181.858 5481.281
770 IMP-5 6536.333 7750.605
771 IMP-5 6554.820 7652.482
772 IMP-5 6574.729 7638.262
773 IMP-5 6749.644 7680.924
774 IMP-5 6741.111 7742.073
775 IMP-5 6567.618 7780.469
776 IMP-8 5314.769 7458.622
777 IMP-8 5326.210 7435.739
778 IMP-8 5311.908 7421.437
779 IMP-8 5303.327 7384.253
780 IMP-8 5251.842 7392.834
781 IMP-8 5240.400 7418.577
782 IMP-8 5303.327 7458.622
783 Bioswale-6 5992.835 1623.298
784 Bioswale-6 6106.600 1483.935
785 Bioswale-6 7247.101 980.522
786 Bioswale-6 7741.981 1031.717
787 Bioswale-6 8168.602 1384.390
788 Bioswale-6 8282.368 1429.896
789 Bioswale-6 8390.445 1412.832
790 Bioswale-6 8453.017 1387.234
791 Bioswale-6 8464.393 1347.416
792 Bioswale-6 8424.575 1333.196
793 Bioswale-6 8253.927 1373.014
794 Bioswale-6 7813.085 977.678
795 Bioswale-6 7264.166 900.886
796 Bioswale-6 6072.470 1429.896
797 Bioswale-6 5961.549 1606.233
798 IMP-3 4857.000 5493.270
799 IMP-3 4901.428 5373.871
800 IMP-3 5018.050 5310.006
801 IMP-3 5129.120 5307.230
802 IMP-3 5037.488 5451.620
803 IMP-3 4843.117 5573.796
804
805 [SYMBOLS]
806 ;;Gage X-Coord Y-Coord
807 ;;-------------- ------------------ ------------------
808 Oceanside 986.526 7930.703
809
810
811 [BACKDROP]
812 FILE "Q:\14\14100\GPIP\GP1\SWMM\OutFall A\14100-POST-Model.jpg"
813 DIMENSIONS -1470.588 0.000 11470.588 10000.000
814
1
2 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1)
3 ------------------------------------------------------------
4
5
6 ****************
7 Analysis Options
8 ****************
9 Flow Units ............... CFS
10 Process Models:
11 Rainfall/Runoff ........ YES
12 RDII ................... NO
13 Snowmelt ............... NO
14 Groundwater ............ NO
15 Flow Routing ........... YES
16 Ponding Allowed ........ NO
17 Water Quality .......... NO
18 Infiltration Method ...... GREEN_AMPT
19 Flow Routing Method ...... KINWAVE
20 Starting Date ............ 01/03/1951 16:00:00
21 Ending Date .............. 05/23/2008 23:00:00
22 Antecedent Dry Days ...... 0.0
23 Report Time Step ......... 01:00:00
24 Wet Time Step ............ 01:00:00
25 Dry Time Step ............ 01:00:00
26 Routing Time Step ........ 60.00 sec
27
28
29 *********************
30 Rainfall File Summary
31 *********************
32 Station First Last Recording Periods Periods Periods
33 ID Date Date Frequency w/Precip Missing Malfunc.
34 -------------------------------------------------------------------------------
35 Oceanside 08/28/1951 05/23/2008 60 min 9131 0 0
36
37
38
39 ************************** Volume Depth
40 Runoff Quantity Continuity acre-feet inches
41 ************************** --------- -------
42 Initial LID Storage ...... 0.074 0.039
43 Total Precipitation ...... 1275.538 670.072
44 Evaporation Loss ......... 224.044 117.696
45 Infiltration Loss ........ 501.494 263.448
46 Surface Runoff ........... 203.920 107.125
47 LID Drainage ............. 421.292 221.315
48 Final Storage ............ 0.161 0.084
49 Continuity Error (%) ..... -5.903
50
51
52 ************************** Volume Volume
53 Flow Routing Continuity acre-feet 10^6 gal
54 ************************** --------- ---------
55 Dry Weather Inflow ....... 0.000 0.000
56 Wet Weather Inflow ....... 625.306 203.765
57 Groundwater Inflow ....... 0.000 0.000
58 RDII Inflow .............. 0.000 0.000
59 External Inflow .......... 0.000 0.000
60 External Outflow ......... 619.213 201.780
61 Flooding Loss ............ 0.000 0.000
62 Evaporation Loss ......... 5.913 1.927
63 Exfiltration Loss ........ 0.000 0.000
64 Initial Stored Volume .... 0.000 0.000
65 Final Stored Volume ...... 0.000 0.000
66 Continuity Error (%) ..... 0.029
67
68
69 ********************************
70 Highest Flow Instability Indexes
71 ********************************
72 All links are stable.
73
74
75 *************************
76 Routing Time Step Summary
77 *************************
78 Minimum Time Step : 60.00 sec
79 Average Time Step : 60.00 sec
80 Maximum Time Step : 60.00 sec
81 % of Time in Steady State : 0.00
82 Average Iterations per Step : 1.00
83 % of Steps Not Converging : 0.00
84
85
86 ***************************
87 Subcatchment Runoff Summary
88 ***************************
89
90
---------------------------------------------------------------------------------------
---------------------------------------
91 Total Total Total Total Imperv
Perv Total Total Peak Runoff
92 Precip Runon Evap Infil Runoff
Runoff Runoff Runoff Runoff Coeff
93 Subcatchment in in in in in
in in 10^6 gal CFS
94
---------------------------------------------------------------------------------------
---------------------------------------
95 Basin-A3-1 670.07 0.00 4.77 650.78 0.00
27.75 27.75 0.22 0.21 0.041
96 Basin-A3-2 670.07 0.00 4.67 649.75 0.00
28.42 28.42 0.13 0.12 0.042
97 Basin-A3-3 670.07 2.28 97.03 271.37 333.83
7.84 341.67 32.24 3.07 0.508
98 Basin-A5-1 670.07 0.00 4.70 650.13 0.00
28.19 28.19 0.16 0.15 0.042
99 Basin-A5-2 670.07 6.12 113.12 143.19 461.13
6.55 467.68 12.14 0.95 0.692
100 Basin-A3-4 670.07 0.00 4.79 651.09 0.00
27.52 27.52 0.27 0.26 0.041
101 Basin-A6-1 670.07 0.00 106.80 183.40 414.84
12.86 427.70 128.05 9.78 0.638
102 Basin-A6-2 670.07 0.00 14.62 601.65 44.82
25.40 70.22 3.75 1.46 0.105
103 Basin-A6-3 670.07 0.00 4.67 649.82 0.00
28.38 28.38 0.34 0.32 0.042
104 Basin-A2-2 670.07 5.40 135.97 48.33 544.31
2.21 546.52 29.78 2.03 0.809
105 Basin-A2-3 670.07 0.00 4.68 649.83 0.00
28.38 28.38 0.42 0.39 0.042
106 Basin-A8-1 670.07 0.00 123.05 152.32 437.19
5.57 442.76 6.36 0.47 0.661
107 Basin-A2-1 670.07 0.00 4.76 650.74 0.00
27.81 27.81 0.30 0.28 0.042
108 IMP-2 670.07 13231.12 1323.07 0.00 0.00
0.00 12583.91 28.70 2.42 0.905
109 IMP-5 670.07 13961.74 1328.47 0.00 0.00
0.00 13309.45 11.56 0.95 0.910
110 IMP-8 670.07 26017.34 1385.56 0.00 0.00
0.00 25316.54 6.19 0.46 0.949
111 Bioswale-6 670.07 16155.35 1438.01 0.00 0.00
0.00 15395.55 125.83 11.55 0.915
112 IMP-3 670.07 18206.57 1343.40 0.00 0.00
0.00 17540.75 31.44 3.45 0.929
113
114
115 ***********************
116 LID Performance Summary
117 ***********************
118
119
---------------------------------------------------------------------------------------
-----------------------------
120 Total Evap Infil Surface
Drain Initial Final Continuity
121 Inflow Loss Loss Outflow
Outflow Storage Storage Error
122 Subcatchment LID Control in in in in
in in in %
123
---------------------------------------------------------------------------------------
-----------------------------
124 IMP-2 IMP-2 13901.19 1323.12 0.00 1274.93
11309.44 1.80 2.78 -0.05
125 IMP-5 IMP-5 14631.81 1328.52 0.00 1256.64
12053.30 1.80 2.84 -0.05
126 IMP-8 IMP-8 26687.41 1385.61 0.00 6264.95
19052.52 1.80 3.55 -0.07
127 Bioswale-6 Bioswale-6 16825.42 1438.06 0.00 6599.00
8797.12 1.80 2.96 -0.06
128 IMP-3 IMP-3 18876.65 1343.45 0.00 3896.16
13645.23 1.80 2.97 -0.05
129
130 ******************
131 Node Depth Summary
132 ******************
133
134 ---------------------------------------------------------------------------------
135 Average Maximum Maximum Time of Max Reported
136 Depth Depth HGL Occurrence Max Depth
137 Node Type Feet Feet Feet days hr:min Feet
138 ---------------------------------------------------------------------------------
139 1 JUNCTION 0.00 0.00 0.00 0 00:00 0.00
140 2 JUNCTION 0.00 0.00 0.00 0 00:00 0.00
141 3 JUNCTION 0.00 0.00 0.00 0 00:00 0.00
142 4 JUNCTION 0.00 0.00 0.00 0 00:00 0.00
143 5 JUNCTION 0.00 0.00 0.00 0 00:00 0.00
144 7 JUNCTION 0.00 0.00 0.00 0 00:00 0.00
145 8 JUNCTION 0.00 0.00 0.00 0 00:00 0.00
146 9 JUNCTION 0.00 0.00 0.00 0 00:00 0.00
147 Outfall-A OUTFALL 0.00 0.00 0.00 0 00:00 0.00
148 Divider-IMP-2 DIVIDER 0.00 0.00 0.00 0 00:00 0.00
149 Divider-Bioswale-6 DIVIDER 0.00 0.00 0.00 0 00:00 0.00
150 Divider-IMP-3 DIVIDER 0.00 0.00 0.00 0 00:00 0.00
151 Divider-IMP-5 DIVIDER 0.00 0.00 0.00 0 00:00 0.00
152 Divider-IMP-8 DIVIDER 0.00 0.00 0.00 0 00:00 0.00
153 Storage-IMP-2 STORAGE 0.00 0.52 0.52 16072 06:05 0.51
154 Storage-Bioswale-6 STORAGE 0.01 3.10 3.10 16072 06:03 3.09
155 Storage-IMP-3 STORAGE 0.00 0.38 0.38 16072 06:02 0.38
156 Storage-IMP-5 STORAGE 0.00 0.10 0.10 16072 06:02 0.10
157 Storage-IMP-8 STORAGE 0.00 0.08 0.08 16072 06:01 0.08
158
159
160 *******************
161 Node Inflow Summary
162 *******************
163
164
---------------------------------------------------------------------------------------
----------
165 Maximum Maximum Lateral
Total Flow
166 Lateral Total Time of Max Inflow
Inflow Balance
167 Inflow Inflow Occurrence Volume
Volume Error
168 Node Type CFS CFS days hr:min 10^6 gal 10^6
gal Percent
169
---------------------------------------------------------------------------------------
----------
170 1 JUNCTION 0.00 7.02 16072 06:02 0
77.8 0.000
171 2 JUNCTION 0.00 7.02 16072 06:02 0
77.8 0.000
172 3 JUNCTION 0.00 0.94 16072 06:02 0
11.6 0.000
173 4 JUNCTION 0.00 0.94 16072 06:02 0
11.6 0.000
174 5 JUNCTION 0.00 1.40 16072 06:02 0
17.7 0.000
175 7 JUNCTION 11.55 18.55 16072 06:01 126
204 0.000
176 8 JUNCTION 0.00 7.02 16072 06:02 0
77.8 0.000
177 9 JUNCTION 0.00 0.46 16072 06:01 0
6.19 0.000
178 Outfall-A OUTFALL 0.00 18.14 16072 06:03 0
202 0.000
179 Divider-IMP-2 DIVIDER 2.42 2.42 16072 06:01 28.7
28.7 0.000
180 Divider-Bioswale-6 DIVIDER 0.00 18.55 16072 06:01 0
204 0.000
181 Divider-IMP-3 DIVIDER 3.45 3.45 16072 06:01 31.4
31.4 0.000
182 Divider-IMP-5 DIVIDER 0.95 0.95 16072 06:01 11.6
11.6 0.000
183 Divider-IMP-8 DIVIDER 0.46 0.46 16072 06:01 6.19
6.19 0.000
184 Storage-IMP-2 STORAGE 0.00 2.29 16072 06:01 0
3.98 -0.002
185 Storage-Bioswale-6 STORAGE 0.00 18.42 16072 06:01 0
130 0.045
186 Storage-IMP-3 STORAGE 0.00 3.32 16072 06:01 0
5.58 -0.001
187 Storage-IMP-5 STORAGE 0.00 0.82 16072 06:01 0
0.478 -0.003
188 Storage-IMP-8 STORAGE 0.00 0.34 16072 06:01 0
0.147 -0.003
189
190
191 *********************
192 Node Flooding Summary
193 *********************
194
195 No nodes were flooded.
196
197
198 **********************
199 Storage Volume Summary
200 **********************
201
202
---------------------------------------------------------------------------------------
-----------
203 Average Avg Evap Exfil Maximum Max Time of
Max Maximum
204 Volume Pcnt Pcnt Pcnt Volume Pcnt
Occurrence Outflow
205 Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days
hr:min CFS
206
---------------------------------------------------------------------------------------
-----------
207 Storage-IMP-2 0.000 0 1 0 2.010 10 16072
06:05 2.14
208 Storage-Bioswale-6 0.108 0 1 0 41.271 73 16072
06:03 18.03
209 Storage-IMP-3 0.000 0 0 0 1.139 16 16072
06:02 3.24
210 Storage-IMP-5 0.000 0 0 0 0.166 4 16072
06:02 0.81
211 Storage-IMP-8 0.000 0 0 0 0.042 2 16072
06:01 0.33
212
213
214 ***********************
215 Outfall Loading Summary
216 ***********************
217
218 -----------------------------------------------------------
219 Flow Avg Max Total
220 Freq Flow Flow Volume
221 Outfall Node Pcnt CFS CFS 10^6 gal
222 -----------------------------------------------------------
223 Outfall-A 6.34 0.23 18.14 201.765
224 -----------------------------------------------------------
225 System 6.34 0.23 18.14 201.765
226
227
228 ********************
229 Link Flow Summary
230 ********************
231
232 -----------------------------------------------------------------------------
233 Maximum Time of Max Maximum Max/ Max/
234 |Flow| Occurrence |Veloc| Full Full
235 Link Type CFS days hr:min ft/sec Flow Depth
236 -----------------------------------------------------------------------------
237 Bypass-IMP-2 DUMMY 2.29 16072 06:01
238 3 DUMMY 7.02 16072 06:02
239 Underdrain-IMP-2 DUMMY 0.13 236 20:12
240 Underdrain-Bioswale-6 DUMMY 0.13 377 20:19
241 Bypass-Bioswale-6 DUMMY 18.42 16072 06:01
242 Bypass-IMP-3 DUMMY 3.32 16072 06:01
243 Underdrain-IMP-3 DUMMY 0.13 360 12:04
244 6 DUMMY 0.94 16072 06:02
245 7 DUMMY 0.94 16072 06:02
246 8 DUMMY 1.40 16072 06:02
247 Bypass-IMP-5 DUMMY 0.82 16072 06:01
248 Underdrain-IMP-5 DUMMY 0.13 377 20:11
249 12 DUMMY 18.55 16072 06:01
250 13 DUMMY 7.02 16072 06:02
251 14 DUMMY 7.02 16072 06:02
252 15 DUMMY 0.46 16072 06:01
253 Underdrain-IMP-8 DUMMY 0.13 377 20:20
254 Bypass-IMP-8 DUMMY 0.34 16072 06:01
255 Outlet-IMP-2 DUMMY 2.14 16072 06:05
256 Outlet-Bioswale-6 DUMMY 18.01 16072 06:03
257 Outlet-IMP-3 DUMMY 3.24 16072 06:02
258 Outlet-IMP-5 DUMMY 0.81 16072 06:02
259 Outlet-IMP-8 DUMMY 0.33 16072 06:01
260
261
262 *************************
263 Conduit Surcharge Summary
264 *************************
265
266 No conduits were surcharged.
267
268
269 Analysis begun on: Tue Oct 18 15:35:07 2022
270 Analysis ended on: Tue Oct 18 15:36:24 2022
271 Total elapsed time: 00:01:17
Excel Engineering
Q:\14\14100\GPIP\GP3\Report\report parts\Statistics Reports\Outfall-A\Statistics Results-Outfall-A.pdf
10/19/2022 11:38:23 AM software version: 1.0.7318.27220
STATISTICS ANALYSIS OF THE
SWMM FILES FOR:
DISCHARGE NODE: OUTFALL-A
ANALYSIS DETAILS
Stream Susceptibility to Channel Erosion: High
Low Flow Threshold = (0.1)Q2 = (0.1)7.870 = Qlf = 0.7870 (cfs)
Flow Control Upper Limit = Q10 = 11.980 (cfs)
Assumed time between storms (hours): 24
PRE-DEVELOPMENT SWMM FILE
SWMM file name: Q:\14\14100\GPIP\GP3\SWMM\14100-PRE-A.out
SWMM file time stamp: 1/16/2020 2:53:23 PM
Selected Node to Analyze: Outfall-A
POST-DEVELOPMENT MITIGATED SWMM FILE
SWMM file name: Q:\14\14100\GPIP\GP3\SWMM\14100-MIT-A.out
SWMM file time stamp: 10/18/2022 3:36:24 PM
Selected Node to Analyze: Outfall-A
MITIGATED CONDITIONS RESULTS
For the Mitigated Conditions:
Peak Flow Conditions PASS
Flow Duration Conditions PASS
The Mitigated Conditions peak flow frequency curve is composed of 448 points. Of the points, 1 point(s) are above
the flow control upper limit (Q10 = 11.98 (cfs)), 268 point(s) are below the low flow threshold value (Qlf = 0.787
(cfs)). Of the points within the flow control range (Qlf to Q10), 179 point(s) have a lower peak flow rate than pre-
development conditions. These points all pass. There are no points that failed, therefore the peak flow
requirements have been met.
The Mitigated Conditions flow duration curve is composed of 100 flow bins (points). Each point represents the
number of hours where the discharge was equal to or greater than the discharge value, but less than the next
greater discharge value. Within the flow control range, comparing the post-development flow duration curve to
the pre-development flow duration curve, 98 post-development curve point(s) have a lower flow duration than
pre-development conditions, and 2 point(s) have a flow duration that exceeds the pre-development flow duration
by less than 10%. These points all pass. There are no points that failed, therefore the flow duration requirements
have been met.
Excel Engineering
. . . . "• ............................ "•" ................ .
. . . . . . ........................................................................................
······························································--------
~ ~
-----~-------------~------1~ ~
Excel Engineering
peakFlowPassFailMitigated.TXT
Compared to:
pre-development SWMM file: Q:\14\14100\GPIP\GP3\SWMM\14100-PRE-A.out
pre-development time stamp: 1/16/2020 2:53:23 PM
Compare Post-Development Curve to Pre-Development Curve
Flow Control Upper Limit: 11.98 (cfs)
Flow Control Lower Limit: 0.787 (cfs)
post-development SWMM file: Q:\14\14100\GPIP\GP3\SWMM\14100-MIT-A.out
post-development time stamp: 10/18/2022 3:36:24 PM
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
0 58.00 17.97 17.84 FALSE FALSE FALSE Pass- Qpost Above Q10 (11.98 (cfs))
1 29.00 9.77 14.45 TRUE FALSE FALSE Pass- Qpost < Qpre
2 19.33 8.25 13.37 TRUE FALSE FALSE Pass- Qpost < Qpre
3 14.50 7.12 12.97 TRUE FALSE FALSE Pass- Qpost < Qpre
4 11.60 6.45 12.27 TRUE FALSE FALSE Pass- Qpost < Qpre
5 9.67 6.06 11.92 TRUE FALSE FALSE Pass- Qpost < Qpre
6 8.29 5.67 11.84 TRUE FALSE FALSE Pass- Qpost < Qpre
7 7.25 5.37 11.80 TRUE FALSE FALSE Pass- Qpost < Qpre
8 6.44 5.19 11.77 TRUE FALSE FALSE Pass- Qpost < Qpre
9 5.80 4.38 11.68 TRUE FALSE FALSE Pass- Qpost < Qpre
10 5.27 4.19 11.36 TRUE FALSE FALSE Pass- Qpost < Qpre
11 4.83 3.92 10.97 TRUE FALSE FALSE Pass- Qpost < Qpre
12 4.46 3.84 10.73 TRUE FALSE FALSE Pass- Qpost < Qpre
13 4.14 3.82 10.69 TRUE FALSE FALSE Pass- Qpost < Qpre
14 3.87 3.80 10.61 TRUE FALSE FALSE Pass- Qpost < Qpre
15 3.63 3.78 10.49 TRUE FALSE FALSE Pass- Qpost < Qpre
16 3.41 3.25 9.73 TRUE FALSE FALSE Pass- Qpost < Qpre
17 3.22 3.23 9.62 TRUE FALSE FALSE Pass- Qpost < Qpre
18 3.05 3.22 9.61 TRUE FALSE FALSE Pass- Qpost < Qpre
19 2.90 3.15 9.57 TRUE FALSE FALSE Pass- Qpost < Qpre
20 2.76 3.13 9.41 TRUE FALSE FALSE Pass- Qpost < Qpre
21 2.64 3.09 9.39 TRUE FALSE FALSE Pass- Qpost < Qpre
22 2.52 3.08 9.00 TRUE FALSE FALSE Pass- Qpost < Qpre
23 2.42 3.03 8.94 TRUE FALSE FALSE Pass- Qpost < Qpre
24 2.32 3.03 8.72 TRUE FALSE FALSE Pass- Qpost < Qpre
25 2.23 3.00 8.05 TRUE FALSE FALSE Pass- Qpost < Qpre
26 2.15 2.95 7.99 TRUE FALSE FALSE Pass- Qpost < Qpre
27 2.07 2.89 7.89 TRUE FALSE FALSE Pass- Qpost < Qpre
28 2.00 2.87 7.87 TRUE FALSE FALSE Pass- Qpost < Qpre
29 1.93 2.78 7.83 TRUE FALSE FALSE Pass- Qpost < Qpre
30 1.87 2.77 7.80 TRUE FALSE FALSE Pass- Qpost < Qpre
31 1.81 2.77 7.50 TRUE FALSE FALSE Pass- Qpost < Qpre
1/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
32 1.76 2.77 7.35 TRUE FALSE FALSE Pass- Qpost < Qpre
33 1.71 2.64 7.34 TRUE FALSE FALSE Pass- Qpost < Qpre
34 1.66 2.62 7.22 TRUE FALSE FALSE Pass- Qpost < Qpre
35 1.61 2.55 6.92 TRUE FALSE FALSE Pass- Qpost < Qpre
36 1.57 2.51 6.69 TRUE FALSE FALSE Pass- Qpost < Qpre
37 1.53 2.50 6.45 TRUE FALSE FALSE Pass- Qpost < Qpre
38 1.49 2.50 6.00 TRUE FALSE FALSE Pass- Qpost < Qpre
39 1.45 2.45 6.00 TRUE FALSE FALSE Pass- Qpost < Qpre
40 1.42 2.44 5.93 TRUE FALSE FALSE Pass- Qpost < Qpre
41 1.38 2.41 5.76 TRUE FALSE FALSE Pass- Qpost < Qpre
42 1.35 2.38 5.76 TRUE FALSE FALSE Pass- Qpost < Qpre
43 1.32 2.36 5.70 TRUE FALSE FALSE Pass- Qpost < Qpre
44 1.29 2.35 5.65 TRUE FALSE FALSE Pass- Qpost < Qpre
45 1.26 2.30 5.30 TRUE FALSE FALSE Pass- Qpost < Qpre
46 1.23 2.27 5.29 TRUE FALSE FALSE Pass- Qpost < Qpre
47 1.21 2.24 5.26 TRUE FALSE FALSE Pass- Qpost < Qpre
48 1.18 2.23 5.13 TRUE FALSE FALSE Pass- Qpost < Qpre
49 1.16 2.23 5.13 TRUE FALSE FALSE Pass- Qpost < Qpre
50 1.14 2.23 5.10 TRUE FALSE FALSE Pass- Qpost < Qpre
51 1.12 2.19 5.07 TRUE FALSE FALSE Pass- Qpost < Qpre
52 1.09 2.18 5.06 TRUE FALSE FALSE Pass- Qpost < Qpre
53 1.07 2.17 5.05 TRUE FALSE FALSE Pass- Qpost < Qpre
54 1.06 2.16 5.05 TRUE FALSE FALSE Pass- Qpost < Qpre
55 1.04 2.13 5.05 TRUE FALSE FALSE Pass- Qpost < Qpre
56 1.02 2.12 5.03 TRUE FALSE FALSE Pass- Qpost < Qpre
57 1.00 2.11 4.93 TRUE FALSE FALSE Pass- Qpost < Qpre
58 0.98 2.10 4.82 TRUE FALSE FALSE Pass- Qpost < Qpre
59 0.97 2.10 4.81 TRUE FALSE FALSE Pass- Qpost < Qpre
60 0.95 2.09 4.80 TRUE FALSE FALSE Pass- Qpost < Qpre
61 0.94 2.00 4.80 TRUE FALSE FALSE Pass- Qpost < Qpre
62 0.92 1.97 4.75 TRUE FALSE FALSE Pass- Qpost < Qpre
63 0.91 1.95 4.65 TRUE FALSE FALSE Pass- Qpost < Qpre
64 0.89 1.94 4.60 TRUE FALSE FALSE Pass- Qpost < Qpre
65 0.88 1.92 4.53 TRUE FALSE FALSE Pass- Qpost < Qpre
66 0.87 1.89 4.53 TRUE FALSE FALSE Pass- Qpost < Qpre
67 0.85 1.88 4.42 TRUE FALSE FALSE Pass- Qpost < Qpre
68 0.84 1.86 4.33 TRUE FALSE FALSE Pass- Qpost < Qpre
69 0.83 1.84 4.15 TRUE FALSE FALSE Pass- Qpost < Qpre
70 0.82 1.82 4.07 TRUE FALSE FALSE Pass- Qpost < Qpre
71 0.81 1.82 4.00 TRUE FALSE FALSE Pass- Qpost < Qpre
72 0.80 1.82 3.91 TRUE FALSE FALSE Pass- Qpost < Qpre
73 0.78 1.82 3.90 TRUE FALSE FALSE Pass- Qpost < Qpre
2/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
74 0.77 1.82 3.80 TRUE FALSE FALSE Pass- Qpost < Qpre
75 0.76 1.79 3.79 TRUE FALSE FALSE Pass- Qpost < Qpre
76 0.75 1.79 3.77 TRUE FALSE FALSE Pass- Qpost < Qpre
77 0.74 1.78 3.76 TRUE FALSE FALSE Pass- Qpost < Qpre
78 0.73 1.77 3.75 TRUE FALSE FALSE Pass- Qpost < Qpre
79 0.73 1.76 3.70 TRUE FALSE FALSE Pass- Qpost < Qpre
80 0.72 1.74 3.61 TRUE FALSE FALSE Pass- Qpost < Qpre
81 0.71 1.68 3.54 TRUE FALSE FALSE Pass- Qpost < Qpre
82 0.70 1.66 3.51 TRUE FALSE FALSE Pass- Qpost < Qpre
83 0.69 1.64 3.46 TRUE FALSE FALSE Pass- Qpost < Qpre
84 0.68 1.63 3.35 TRUE FALSE FALSE Pass- Qpost < Qpre
85 0.67 1.63 3.32 TRUE FALSE FALSE Pass- Qpost < Qpre
86 0.67 1.62 3.29 TRUE FALSE FALSE Pass- Qpost < Qpre
87 0.66 1.62 3.28 TRUE FALSE FALSE Pass- Qpost < Qpre
88 0.65 1.59 3.27 TRUE FALSE FALSE Pass- Qpost < Qpre
89 0.64 1.58 3.24 TRUE FALSE FALSE Pass- Qpost < Qpre
90 0.64 1.57 3.23 TRUE FALSE FALSE Pass- Qpost < Qpre
91 0.63 1.55 3.20 TRUE FALSE FALSE Pass- Qpost < Qpre
92 0.62 1.54 3.18 TRUE FALSE FALSE Pass- Qpost < Qpre
93 0.62 1.53 3.15 TRUE FALSE FALSE Pass- Qpost < Qpre
94 0.61 1.53 3.10 TRUE FALSE FALSE Pass- Qpost < Qpre
95 0.60 1.52 3.05 TRUE FALSE FALSE Pass- Qpost < Qpre
96 0.60 1.52 3.05 TRUE FALSE FALSE Pass- Qpost < Qpre
97 0.59 1.46 3.05 TRUE FALSE FALSE Pass- Qpost < Qpre
98 0.59 1.44 3.04 TRUE FALSE FALSE Pass- Qpost < Qpre
99 0.58 1.44 3.03 TRUE FALSE FALSE Pass- Qpost < Qpre
100 0.57 1.44 3.03 TRUE FALSE FALSE Pass- Qpost < Qpre
101 0.57 1.43 3.03 TRUE FALSE FALSE Pass- Qpost < Qpre
102 0.56 1.43 3.02 TRUE FALSE FALSE Pass- Qpost < Qpre
103 0.56 1.41 3.02 TRUE FALSE FALSE Pass- Qpost < Qpre
104 0.55 1.41 3.02 TRUE FALSE FALSE Pass- Qpost < Qpre
105 0.55 1.40 3.02 TRUE FALSE FALSE Pass- Qpost < Qpre
106 0.54 1.39 3.02 TRUE FALSE FALSE Pass- Qpost < Qpre
107 0.54 1.37 3.02 TRUE FALSE FALSE Pass- Qpost < Qpre
108 0.53 1.36 3.01 TRUE FALSE FALSE Pass- Qpost < Qpre
109 0.53 1.36 3.01 TRUE FALSE FALSE Pass- Qpost < Qpre
110 0.52 1.35 3.01 TRUE FALSE FALSE Pass- Qpost < Qpre
111 0.52 1.34 3.01 TRUE FALSE FALSE Pass- Qpost < Qpre
112 0.51 1.33 3.00 TRUE FALSE FALSE Pass- Qpost < Qpre
113 0.51 1.32 3.00 TRUE FALSE FALSE Pass- Qpost < Qpre
114 0.50 1.31 3.00 TRUE FALSE FALSE Pass- Qpost < Qpre
115 0.50 1.31 2.99 TRUE FALSE FALSE Pass- Qpost < Qpre
3/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
116 0.50 1.31 2.99 TRUE FALSE FALSE Pass- Qpost < Qpre
117 0.49 1.29 2.98 TRUE FALSE FALSE Pass- Qpost < Qpre
118 0.49 1.27 2.98 TRUE FALSE FALSE Pass- Qpost < Qpre
119 0.48 1.24 2.98 TRUE FALSE FALSE Pass- Qpost < Qpre
120 0.48 1.23 2.91 TRUE FALSE FALSE Pass- Qpost < Qpre
121 0.48 1.23 2.88 TRUE FALSE FALSE Pass- Qpost < Qpre
122 0.47 1.21 2.85 TRUE FALSE FALSE Pass- Qpost < Qpre
123 0.47 1.19 2.78 TRUE FALSE FALSE Pass- Qpost < Qpre
124 0.46 1.19 2.76 TRUE FALSE FALSE Pass- Qpost < Qpre
125 0.46 1.19 2.75 TRUE FALSE FALSE Pass- Qpost < Qpre
126 0.46 1.18 2.73 TRUE FALSE FALSE Pass- Qpost < Qpre
127 0.45 1.18 2.72 TRUE FALSE FALSE Pass- Qpost < Qpre
128 0.45 1.17 2.72 TRUE FALSE FALSE Pass- Qpost < Qpre
129 0.45 1.16 2.71 TRUE FALSE FALSE Pass- Qpost < Qpre
130 0.44 1.16 2.63 TRUE FALSE FALSE Pass- Qpost < Qpre
131 0.44 1.13 2.62 TRUE FALSE FALSE Pass- Qpost < Qpre
132 0.44 1.10 2.57 TRUE FALSE FALSE Pass- Qpost < Qpre
133 0.43 1.09 2.55 TRUE FALSE FALSE Pass- Qpost < Qpre
134 0.43 1.09 2.54 TRUE FALSE FALSE Pass- Qpost < Qpre
135 0.43 1.09 2.47 TRUE FALSE FALSE Pass- Qpost < Qpre
136 0.42 1.07 2.47 TRUE FALSE FALSE Pass- Qpost < Qpre
137 0.42 1.06 2.47 TRUE FALSE FALSE Pass- Qpost < Qpre
138 0.42 1.06 2.43 TRUE FALSE FALSE Pass- Qpost < Qpre
139 0.41 1.04 2.43 TRUE FALSE FALSE Pass- Qpost < Qpre
140 0.41 1.03 2.43 TRUE FALSE FALSE Pass- Qpost < Qpre
141 0.41 1.03 2.43 TRUE FALSE FALSE Pass- Qpost < Qpre
142 0.41 1.02 2.43 TRUE FALSE FALSE Pass- Qpost < Qpre
143 0.40 1.00 2.40 TRUE FALSE FALSE Pass- Qpost < Qpre
144 0.40 1.00 2.40 TRUE FALSE FALSE Pass- Qpost < Qpre
145 0.40 0.99 2.40 TRUE FALSE FALSE Pass- Qpost < Qpre
146 0.40 0.99 2.39 TRUE FALSE FALSE Pass- Qpost < Qpre
147 0.39 0.98 2.33 TRUE FALSE FALSE Pass- Qpost < Qpre
148 0.39 0.97 2.32 TRUE FALSE FALSE Pass- Qpost < Qpre
149 0.39 0.96 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
150 0.38 0.95 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
151 0.38 0.95 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
152 0.38 0.95 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
153 0.38 0.95 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
154 0.37 0.95 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
155 0.37 0.94 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
156 0.37 0.94 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
157 0.37 0.93 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
4/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
158 0.37 0.93 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
159 0.36 0.93 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
160 0.36 0.91 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
161 0.36 0.90 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
162 0.36 0.90 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
163 0.35 0.90 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
164 0.35 0.89 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
165 0.35 0.87 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
166 0.35 0.87 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
167 0.35 0.86 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
168 0.34 0.86 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
169 0.34 0.85 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
170 0.34 0.85 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
171 0.34 0.85 2.25 TRUE FALSE FALSE Pass- Qpost < Qpre
172 0.34 0.83 2.25 TRUE FALSE FALSE Pass- Qpost < Qpre
173 0.33 0.82 2.25 TRUE FALSE FALSE Pass- Qpost < Qpre
174 0.33 0.82 2.24 TRUE FALSE FALSE Pass- Qpost < Qpre
175 0.33 0.82 2.24 TRUE FALSE FALSE Pass- Qpost < Qpre
176 0.33 0.81 2.24 TRUE FALSE FALSE Pass- Qpost < Qpre
177 0.33 0.81 2.23 TRUE FALSE FALSE Pass- Qpost < Qpre
178 0.32 0.80 2.23 TRUE FALSE FALSE Pass- Qpost < Qpre
179 0.32 0.79 2.23 TRUE FALSE FALSE Pass- Qpost < Qpre
180 0.32 0.78 2.23 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
181 0.32 0.77 2.23 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
182 0.32 0.77 2.23 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
183 0.32 0.76 2.23 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
184 0.31 0.76 2.22 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
185 0.31 0.76 2.22 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
186 0.31 0.75 2.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
187 0.31 0.75 2.18 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
188 0.31 0.74 2.17 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
189 0.31 0.74 2.17 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
190 0.30 0.74 2.17 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
191 0.30 0.73 2.17 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
192 0.30 0.72 2.16 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
193 0.30 0.72 2.16 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
194 0.30 0.72 2.15 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
195 0.30 0.72 2.15 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
196 0.29 0.72 2.12 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
197 0.29 0.71 2.12 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
198 0.29 0.70 2.12 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
199 0.29 0.70 2.12 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
5/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
200 0.29 0.69 2.12 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
201 0.29 0.68 2.11 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
202 0.29 0.68 2.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
203 0.28 0.68 2.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
204 0.28 0.67 2.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
205 0.28 0.67 2.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
206 0.28 0.67 2.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
207 0.28 0.67 2.09 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
208 0.28 0.66 2.09 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
209 0.28 0.65 2.08 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
210 0.28 0.65 2.07 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
211 0.27 0.65 2.07 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
212 0.27 0.64 2.07 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
213 0.27 0.64 2.04 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
214 0.27 0.64 2.02 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
215 0.27 0.63 2.02 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
216 0.27 0.63 2.02 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
217 0.27 0.63 2.02 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
218 0.27 0.63 2.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
219 0.26 0.63 1.97 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
220 0.26 0.63 1.96 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
221 0.26 0.63 1.95 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
222 0.26 0.62 1.95 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
223 0.26 0.62 1.95 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
224 0.26 0.61 1.95 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
225 0.26 0.61 1.95 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
226 0.26 0.61 1.95 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
227 0.25 0.61 1.94 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
228 0.25 0.61 1.93 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
229 0.25 0.61 1.90 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
230 0.25 0.60 1.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
231 0.25 0.60 1.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
232 0.25 0.60 1.87 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
233 0.25 0.59 1.87 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
234 0.25 0.59 1.86 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
235 0.25 0.58 1.86 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
236 0.25 0.58 1.85 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
237 0.24 0.58 1.82 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
238 0.24 0.58 1.81 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
239 0.24 0.58 1.80 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
240 0.24 0.58 1.80 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
241 0.24 0.58 1.80 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
6/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
242 0.24 0.57 1.79 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
243 0.24 0.57 1.79 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
244 0.24 0.57 1.78 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
245 0.24 0.57 1.78 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
246 0.24 0.56 1.78 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
247 0.23 0.55 1.77 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
248 0.23 0.55 1.77 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
249 0.23 0.55 1.77 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
250 0.23 0.55 1.77 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
251 0.23 0.55 1.74 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
252 0.23 0.54 1.73 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
253 0.23 0.54 1.72 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
254 0.23 0.54 1.72 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
255 0.23 0.53 1.71 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
256 0.23 0.53 1.69 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
257 0.22 0.53 1.67 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
258 0.22 0.52 1.67 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
259 0.22 0.52 1.66 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
260 0.22 0.52 1.65 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
261 0.22 0.51 1.65 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
262 0.22 0.51 1.63 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
263 0.22 0.50 1.59 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
264 0.22 0.50 1.59 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
265 0.22 0.50 1.59 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
266 0.22 0.49 1.59 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
267 0.22 0.48 1.59 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
268 0.22 0.48 1.56 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
269 0.21 0.48 1.55 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
270 0.21 0.48 1.54 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
271 0.21 0.47 1.53 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
272 0.21 0.47 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
273 0.21 0.47 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
274 0.21 0.47 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
275 0.21 0.46 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
276 0.21 0.45 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
277 0.21 0.45 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
278 0.21 0.45 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
279 0.20 0.45 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
280 0.20 0.44 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
281 0.20 0.44 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
282 0.20 0.44 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
283 0.20 0.44 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
7/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
284 0.20 0.43 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
285 0.20 0.43 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
286 0.20 0.43 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
287 0.20 0.42 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
288 0.20 0.42 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
289 0.19 0.42 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
290 0.19 0.42 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
291 0.19 0.41 1.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
292 0.19 0.41 1.51 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
293 0.19 0.40 1.51 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
294 0.19 0.40 1.51 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
295 0.19 0.39 1.51 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
296 0.19 0.39 1.51 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
297 0.19 0.39 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
298 0.19 0.38 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
299 0.19 0.38 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
300 0.19 0.37 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
301 0.19 0.37 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
302 0.18 0.37 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
303 0.18 0.36 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
304 0.18 0.36 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
305 0.18 0.35 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
306 0.18 0.35 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
307 0.18 0.34 1.50 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
308 0.18 0.34 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
309 0.18 0.34 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
310 0.18 0.34 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
311 0.18 0.34 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
312 0.18 0.33 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
313 0.18 0.33 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
314 0.17 0.33 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
315 0.17 0.33 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
316 0.17 0.33 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
317 0.17 0.32 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
318 0.17 0.32 1.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
319 0.17 0.32 1.48 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
320 0.17 0.32 1.48 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
321 0.17 0.31 1.48 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
322 0.17 0.31 1.48 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
323 0.17 0.31 1.48 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
324 0.16 0.31 1.48 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
325 0.16 0.31 1.48 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
8/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
326 0.16 0.31 1.47 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
327 0.16 0.30 1.47 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
328 0.16 0.30 1.47 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
329 0.16 0.30 1.46 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
330 0.16 0.30 1.46 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
331 0.16 0.30 1.44 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
332 0.16 0.30 1.41 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
333 0.16 0.30 1.41 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
334 0.16 0.30 1.34 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
335 0.15 0.30 1.33 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
336 0.15 0.30 1.32 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
337 0.15 0.30 1.27 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
338 0.15 0.29 1.25 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
339 0.15 0.29 1.25 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
340 0.15 0.29 1.24 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
341 0.15 0.29 1.21 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
342 0.15 0.29 1.21 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
343 0.15 0.29 1.21 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
344 0.15 0.28 1.21 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
345 0.15 0.28 1.21 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
346 0.14 0.28 1.21 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
347 0.14 0.28 1.20 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
348 0.14 0.28 1.19 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
349 0.14 0.28 1.19 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
350 0.14 0.27 1.19 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
351 0.14 0.27 1.19 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
352 0.14 0.27 1.18 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
353 0.14 0.27 1.18 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
354 0.14 0.27 1.17 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
355 0.14 0.27 1.16 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
356 0.14 0.26 1.16 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
357 0.14 0.26 1.14 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
358 0.13 0.26 1.12 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
359 0.13 0.26 1.11 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
360 0.13 0.26 1.08 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
361 0.13 0.26 1.04 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
362 0.13 0.25 1.04 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
363 0.13 0.25 1.03 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
364 0.13 0.25 1.01 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
365 0.13 0.25 0.99 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
366 0.13 0.25 0.96 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
367 0.13 0.25 0.95 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
9/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
368 0.13 0.25 0.91 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
369 0.12 0.25 0.91 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
370 0.12 0.24 0.91 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
371 0.12 0.24 0.91 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
372 0.12 0.24 0.91 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
373 0.12 0.24 0.90 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
374 0.12 0.24 0.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
375 0.12 0.23 0.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
376 0.12 0.23 0.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
377 0.12 0.23 0.88 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
378 0.12 0.23 0.88 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
379 0.12 0.22 0.88 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
380 0.12 0.22 0.87 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
381 0.12 0.22 0.83 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
382 0.11 0.22 0.81 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
383 0.11 0.21 0.81 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
384 0.11 0.21 0.80 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
385 0.11 0.21 0.79 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
386 0.11 0.21 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
387 0.11 0.20 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
388 0.11 0.20 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
389 0.11 0.20 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
390 0.11 0.19 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
391 0.11 0.19 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
392 0.11 0.19 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
393 0.11 0.19 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
394 0.11 0.19 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
395 0.10 0.18 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
396 0.10 0.18 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
397 0.10 0.18 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
398 0.10 0.18 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
399 0.10 0.18 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
400 0.10 0.18 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
401 0.10 0.17 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
402 0.10 0.17 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
403 0.10 0.17 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
404 0.10 0.17 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
405 0.10 0.17 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
406 0.09 0.17 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
407 0.09 0.16 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
408 0.09 0.16 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
409 0.09 0.16 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
10/1110/19/2022 11:38 AM
Excel Engineering
peakFlowPassFailMitigated.TXT
Post P
T #
Rt
n P
rd (yrs
)
Post D
e
v Q (cf
s
)
Pre
D
e
v Q (cf
s
)
Qp
o
st <
Qpre
Qp
o
st >
Qpre
Qp
o
st >
110
%
Qpre
Pass/F
a
il
410 0.09 0.16 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
411 0.09 0.15 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
412 0.09 0.15 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
413 0.09 0.15 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
414 0.09 0.15 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
415 0.09 0.15 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
416 0.09 0.14 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
417 0.09 0.14 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
418 0.08 0.14 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
419 0.08 0.14 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
420 0.08 0.13 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
421 0.08 0.13 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
422 0.08 0.13 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
423 0.08 0.13 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
424 0.08 0.13 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
425 0.08 0.13 0.74 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
426 0.08 0.13 0.72 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
427 0.08 0.13 0.66 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
428 0.08 0.13 0.65 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
429 0.07 0.13 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
430 0.07 0.12 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
431 0.07 0.11 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
432 0.07 0.11 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
433 0.07 0.10 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
434 0.07 0.09 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
435 0.07 0.08 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
436 0.07 0.07 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
437 0.07 0.06 0.61 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
438 0.07 0.06 0.58 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
439 0.07 0.05 0.58 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
440 0.07 0.04 0.58 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
441 0.07 0.03 0.58 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
442 0.07 0.02 0.58 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
443 0.07 0.02 0.56 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
444 0.07 0.01 0.56 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
445 0.07 0.01 0.53 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
446 0.07 0.00 0.53 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
447 0.07 0.00 0.48 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.787 (cfs))
11/1110/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
1 1995/01/03 06:00:00 1995/01/05 03:00:00 46 17.84 0.09%58
2 2003/02/24 17:00:00 2003/02/28 00:00:00 80 14.45 0.17%29
3 1958/02/03 03:00:00 1958/02/04 17:00:00 39 13.37 0.26%19.33
4 1969/02/18 06:00:00 1969/02/25 21:00:00 184 12.97 0.34%14.5
5 2005/02/17 17:00:00 2005/02/19 10:00:00 42 12.27 0.43%11.6
6 1980/03/02 19:00:00 1980/03/03 17:00:00 23 11.92 0.52%9.67
7 1980/02/13 11:00:00 1980/02/21 07:00:00 189 11.84 0.60%8.29
8 1978/01/03 17:00:00 1978/01/06 18:00:00 74 11.8 0.69%7.25
9 1978/02/27 05:00:00 1978/03/05 03:00:00 143 11.77 0.77%6.44
10 1993/01/12 13:00:00 1993/01/18 20:00:00 152 11.68 0.86%5.8
11 1958/03/30 23:00:00 1958/04/04 11:00:00 109 11.36 0.94%5.27
12 2000/10/29 20:00:00 2000/10/31 00:00:00 29 10.97 1.03%4.83
13 1952/11/14 14:00:00 1952/11/16 12:00:00 47 10.73 1.12%4.46
14 2004/10/27 01:00:00 2004/10/28 11:00:00 35 10.69 1.20%4.14
15 1952/01/16 06:00:00 1952/01/18 11:00:00 54 10.61 1.29%3.87
16 1982/03/17 03:00:00 1982/03/18 23:00:00 45 10.49 1.37%3.63
17 1979/01/14 18:00:00 1979/01/16 03:00:00 34 9.73 1.46%3.41
18 1998/02/03 02:00:00 1998/02/04 19:00:00 42 9.62 1.55%3.22
19 1983/02/26 06:00:00 1983/03/05 02:00:00 165 9.61 1.63%3.05
20 1970/12/16 21:00:00 1970/12/19 23:00:00 75 9.57 1.72%2.9
21 1978/02/05 10:00:00 1978/02/14 00:00:00 207 9.41 1.80%2.76
22 1965/11/21 05:00:00 1965/11/23 07:00:00 51 9.39 1.89%2.64
23 1983/01/28 23:00:00 1983/01/29 13:00:00 15 9 1.97%2.52
24 2004/10/17 05:00:00 2004/10/20 21:00:00 89 8.94 2.06%2.42
25 1998/02/22 02:00:00 1998/02/25 00:00:00 71 8.72 2.15%2.32
26 1998/02/14 02:00:00 1998/02/20 18:00:00 161 8.05 2.23%2.23
27 1991/12/29 15:00:00 1991/12/30 04:00:00 14 7.99 2.32%2.15
28 2008/01/26 21:00:00 2008/01/27 23:00:00 27 7.89 2.40%2.07
29 1980/01/27 22:00:00 1980/01/30 17:00:00 68 7.87 2.49%2
30 2008/01/05 01:00:00 2008/01/07 07:00:00 55 7.83 2.58%1.93
31 1978/01/16 15:00:00 1978/01/17 03:00:00 13 7.8 2.66%1.87
32 1995/03/11 01:00:00 1995/03/12 01:00:00 25 7.5 2.75%1.81
33 1983/09/29 09:00:00 1983/10/01 12:00:00 52 7.35 2.83%1.76
34 1992/02/12 11:00:00 1992/02/13 07:00:00 21 7.34 2.92%1.71
35 1991/02/27 18:00:00 1991/03/01 11:00:00 42 7.22 3.00%1.66
36 1993/02/07 18:00:00 1993/02/09 08:00:00 39 6.92 3.09%1.61
37 1985/11/11 04:00:00 1985/11/12 09:00:00 30 6.69 3.18%1.57
38 1961/12/01 18:00:00 1961/12/03 04:00:00 35 6.45 3.26%1.53
39 1977/08/16 15:00:00 1977/08/18 01:00:00 35 6 3.35%1.49
Peak Flow Statistics Table Values
SWMM.out file name: Q:\14\14100\GPIP\GP3\SWMM\14100-PRE-A.out
SWMM.out time stamp: 1/16/2020 2:53:23 PM
Q10: 11.980 (cfs)
Q5: 11.120 (cfs)
Q2: 7.870 (cfs)
1/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
40 2004/12/31 13:00:00 2005/01/01 11:00:00 23 6 3.43%1.45
41 1986/02/14 22:00:00 1986/02/15 10:00:00 13 5.93 3.52%1.42
42 2002/11/08 02:00:00 2002/11/09 19:00:00 42 5.76 3.61%1.38
43 2003/02/11 02:00:00 2003/02/14 18:00:00 89 5.76 3.69%1.35
44 1979/01/05 07:00:00 1979/01/06 15:00:00 33 5.7 3.78%1.32
45 1994/02/03 18:00:00 1994/02/05 02:00:00 33 5.65 3.86%1.29
46 1958/02/19 06:00:00 1958/02/19 17:00:00 12 5.3 3.95%1.26
47 2005/01/07 05:00:00 2005/01/12 04:00:00 120 5.29 4.03%1.23
48 1986/03/15 21:00:00 1986/03/17 03:00:00 31 5.26 4.12%1.21
49 1968/03/07 20:00:00 1968/03/08 15:00:00 20 5.13 4.21%1.18
50 1993/02/18 10:00:00 1993/02/20 14:00:00 53 5.13 4.29%1.16
51 1963/09/17 03:00:00 1963/09/18 22:00:00 44 5.1 4.38%1.14
52 1988/12/24 19:00:00 1988/12/25 00:00:00 6 5.07 4.46%1.12
53 1980/01/09 01:00:00 1980/01/12 13:00:00 85 5.06 4.55%1.09
54 1965/12/09 05:00:00 1965/12/10 11:00:00 31 5.05 4.64%1.07
55 2005/02/21 02:00:00 2005/02/23 08:00:00 55 5.05 4.72%1.06
56 2008/02/20 08:00:00 2008/02/22 14:00:00 55 5.05 4.81%1.04
57 1991/03/25 02:00:00 1991/03/27 06:00:00 53 5.03 4.89%1.02
58 1960/04/27 03:00:00 1960/04/27 12:00:00 10 4.93 4.98%1
59 1971/12/24 06:00:00 1971/12/25 23:00:00 42 4.82 5.06%0.98
60 2001/02/12 15:00:00 2001/02/15 02:00:00 60 4.81 5.15%0.97
61 2003/03/15 02:00:00 2003/03/17 02:00:00 49 4.8 5.24%0.95
62 2005/04/28 06:00:00 2005/04/28 10:00:00 5 4.8 5.32%0.94
63 1978/01/14 14:00:00 1978/01/15 06:00:00 17 4.75 5.41%0.92
64 1954/02/13 14:00:00 1954/02/14 16:00:00 27 4.65 5.49%0.91
65 1962/01/20 11:00:00 1962/01/22 22:00:00 60 4.6 5.58%0.89
66 1982/12/22 08:00:00 1982/12/23 09:00:00 26 4.53 5.67%0.88
67 2007/01/30 12:00:00 2007/01/31 06:00:00 19 4.53 5.75%0.87
68 1972/01/16 18:00:00 1972/01/17 09:00:00 16 4.42 5.84%0.85
69 1960/01/10 09:00:00 1960/01/12 09:00:00 49 4.33 5.92%0.84
70 1963/03/16 21:00:00 1963/03/17 23:00:00 27 4.15 6.01%0.83
71 1999/01/25 04:00:00 1999/01/27 06:00:00 51 4.07 6.09%0.82
72 1977/12/28 01:00:00 1977/12/30 03:00:00 51 4 6.18%0.81
73 2005/01/03 05:00:00 2005/01/05 11:00:00 55 3.91 6.27%0.8
74 2006/10/13 23:00:00 2006/10/14 02:00:00 4 3.9 6.35%0.78
75 1969/02/05 06:00:00 1969/02/06 20:00:00 39 3.8 6.44%0.77
76 1979/11/07 18:00:00 1979/11/08 05:00:00 12 3.79 6.52%0.76
77 1983/12/24 08:00:00 1983/12/27 09:00:00 74 3.77 6.61%0.75
78 1981/03/19 19:00:00 1981/03/20 04:00:00 10 3.76 6.70%0.74
79 1978/09/05 16:00:00 1978/09/06 13:00:00 22 3.75 6.78%0.73
80 1966/12/03 01:00:00 1966/12/07 00:00:00 96 3.7 6.87%0.73
81 2003/04/13 17:00:00 2003/04/15 19:00:00 51 3.61 6.95%0.72
82 2001/01/26 11:00:00 2001/01/27 22:00:00 36 3.54 7.04%0.71
83 1975/04/05 20:00:00 1975/04/09 10:00:00 87 3.51 7.12%0.7
84 1954/01/18 09:00:00 1954/01/20 07:00:00 47 3.46 7.21%0.69
85 1987/10/11 10:00:00 1987/10/12 21:00:00 36 3.35 7.30%0.68
86 1968/12/24 17:00:00 1968/12/26 12:00:00 44 3.32 7.38%0.67
2/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
87 1954/03/16 20:00:00 1954/03/17 21:00:00 26 3.29 7.47%0.67
88 1997/01/12 13:00:00 1997/01/14 02:00:00 38 3.28 7.55%0.66
89 1993/06/05 12:00:00 1993/06/05 17:00:00 6 3.27 7.64%0.65
90 1959/02/11 06:00:00 1959/02/12 07:00:00 26 3.24 7.73%0.64
91 1959/12/24 06:00:00 1959/12/25 06:00:00 25 3.23 7.81%0.64
92 1952/12/02 00:00:00 1952/12/02 02:00:00 3 3.2 7.90%0.63
93 1957/01/13 02:00:00 1957/01/13 14:00:00 13 3.18 7.98%0.62
94 1952/03/15 18:00:00 1952/03/16 19:00:00 26 3.15 8.07%0.62
95 1967/01/22 12:00:00 1967/01/23 04:00:00 17 3.1 8.15%0.61
96 1967/11/19 07:00:00 1967/11/20 04:00:00 22 3.05 8.24%0.6
97 1986/11/17 16:00:00 1986/11/18 08:00:00 17 3.05 8.33%0.6
98 2004/12/28 06:00:00 2004/12/30 11:00:00 54 3.05 8.41%0.59
99 1988/01/17 03:00:00 1988/01/17 22:00:00 20 3.04 8.50%0.59
100 1958/01/24 23:00:00 1958/01/27 11:00:00 61 3.03 8.58%0.58
101 1983/01/27 07:00:00 1983/01/27 14:00:00 8 3.03 8.67%0.57
102 1991/03/19 00:00:00 1991/03/19 05:00:00 6 3.03 8.76%0.57
103 1967/12/18 14:00:00 1967/12/20 09:00:00 44 3.02 8.84%0.56
104 1983/11/24 19:00:00 1983/11/25 02:00:00 8 3.02 8.93%0.56
105 1987/12/04 20:00:00 1987/12/05 02:00:00 7 3.02 9.01%0.55
106 1988/11/25 06:00:00 1988/11/25 11:00:00 6 3.02 9.10%0.55
107 1992/02/15 12:00:00 1992/02/16 12:00:00 25 3.02 9.18%0.54
108 1992/03/20 17:00:00 1992/03/23 15:00:00 71 3.02 9.27%0.54
109 1990/02/17 08:00:00 1990/02/18 23:00:00 40 3.01 9.36%0.53
110 1991/01/09 12:00:00 1991/01/09 16:00:00 5 3.01 9.44%0.53
111 1993/11/30 03:00:00 1993/11/30 13:00:00 11 3.01 9.53%0.52
112 2004/02/21 17:00:00 2004/02/23 08:00:00 40 3.01 9.61%0.52
113 1954/11/10 21:00:00 1954/11/12 09:00:00 37 3 9.70%0.51
114 1973/11/22 19:00:00 1973/11/23 06:00:00 12 3 9.79%0.51
115 1981/11/26 20:00:00 1981/11/29 02:00:00 55 3 9.87%0.5
116 1978/03/30 10:00:00 1978/04/01 01:00:00 40 2.99 9.96%0.5
117 1979/03/17 02:00:00 1979/03/17 09:00:00 8 2.99 10.04%0.5
118 1957/05/10 05:00:00 1957/05/11 11:00:00 31 2.98 10.13%0.49
119 1976/09/09 23:00:00 1976/09/11 06:00:00 32 2.98 10.21%0.49
120 2007/04/20 13:00:00 2007/04/20 17:00:00 5 2.98 10.30%0.48
121 2004/02/25 23:00:00 2004/02/27 10:00:00 36 2.91 10.39%0.48
122 1958/03/15 13:00:00 1958/03/16 13:00:00 25 2.88 10.47%0.48
123 1952/11/30 00:00:00 1952/11/30 07:00:00 8 2.85 10.56%0.47
124 1967/11/30 14:00:00 1967/11/30 17:00:00 4 2.78 10.64%0.47
125 1973/03/20 04:00:00 1973/03/20 12:00:00 9 2.76 10.73%0.46
126 1968/04/01 19:00:00 1968/04/02 10:00:00 16 2.75 10.82%0.46
127 1995/01/10 13:00:00 1995/01/12 21:00:00 57 2.73 10.90%0.46
128 1994/03/24 20:00:00 1994/03/25 21:00:00 26 2.72 10.99%0.45
129 2007/11/30 06:00:00 2007/12/01 02:00:00 21 2.72 11.07%0.45
130 1998/11/08 06:00:00 1998/11/08 15:00:00 10 2.71 11.16%0.45
131 2001/01/10 18:00:00 2001/01/12 12:00:00 43 2.63 11.24%0.44
132 1967/03/12 14:00:00 1967/03/14 13:00:00 48 2.62 11.33%0.44
133 1960/02/01 18:00:00 1960/02/02 02:00:00 9 2.57 11.42%0.44
3/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
134 1963/11/20 01:00:00 1963/11/21 07:00:00 31 2.55 11.50%0.43
135 1971/04/14 09:00:00 1971/04/14 14:00:00 6 2.54 11.59%0.43
136 1967/04/11 06:00:00 1967/04/11 18:00:00 13 2.47 11.67%0.43
137 1970/02/28 08:00:00 1970/03/02 07:00:00 48 2.47 11.76%0.42
138 1972/11/14 12:00:00 1972/11/14 17:00:00 6 2.47 11.85%0.42
139 1960/02/28 16:00:00 1960/03/01 09:00:00 42 2.43 11.93%0.42
140 1993/01/30 23:00:00 1993/01/31 01:00:00 3 2.43 12.02%0.41
141 1995/01/23 01:00:00 1995/01/26 10:00:00 82 2.43 12.10%0.41
142 1996/11/21 15:00:00 1996/11/22 08:00:00 18 2.43 12.19%0.41
143 2004/04/01 21:00:00 2004/04/01 23:00:00 3 2.43 12.27%0.41
144 1995/03/03 06:00:00 1995/03/06 06:00:00 73 2.4 12.36%0.4
145 2003/12/24 22:00:00 2003/12/25 20:00:00 23 2.4 12.45%0.4
146 2006/12/09 20:00:00 2006/12/11 02:00:00 31 2.4 12.53%0.4
147 2006/03/10 15:00:00 2006/03/11 17:00:00 27 2.39 12.62%0.4
148 1964/01/21 04:00:00 1964/01/23 18:00:00 63 2.33 12.70%0.39
149 1964/11/17 07:00:00 1964/11/17 20:00:00 14 2.32 12.79%0.39
150 1978/03/09 16:00:00 1978/03/09 18:00:00 3 2.27 12.88%0.39
151 1980/10/16 04:00:00 1980/10/16 07:00:00 4 2.27 12.96%0.38
152 1982/04/01 09:00:00 1982/04/01 18:00:00 10 2.27 13.05%0.38
153 1982/12/07 21:00:00 1982/12/08 01:00:00 5 2.27 13.13%0.38
154 1983/04/20 03:00:00 1983/04/21 11:00:00 33 2.27 13.22%0.38
155 1985/12/11 02:00:00 1985/12/11 10:00:00 9 2.27 13.30%0.37
156 1987/04/04 05:00:00 1987/04/04 17:00:00 13 2.27 13.39%0.37
157 1987/12/16 11:00:00 1987/12/17 10:00:00 24 2.27 13.48%0.37
158 1988/08/24 04:00:00 1988/08/24 16:00:00 13 2.27 13.56%0.37
159 1988/11/14 06:00:00 1988/11/14 09:00:00 4 2.27 13.65%0.37
160 1991/03/20 07:00:00 1991/03/21 10:00:00 28 2.27 13.73%0.36
161 1966/02/06 09:00:00 1966/02/08 07:00:00 47 2.26 13.82%0.36
162 1977/01/02 21:00:00 1977/01/03 05:00:00 9 2.26 13.91%0.36
163 1980/03/05 22:00:00 1980/03/06 13:00:00 16 2.26 13.99%0.36
164 1981/01/28 05:00:00 1981/01/28 15:00:00 11 2.26 14.08%0.35
165 1981/01/29 16:00:00 1981/01/30 12:00:00 21 2.26 14.16%0.35
166 1982/01/01 05:00:00 1982/01/02 10:00:00 30 2.26 14.25%0.35
167 1982/01/20 02:00:00 1982/01/21 13:00:00 36 2.26 14.33%0.35
168 1985/11/29 05:00:00 1985/11/29 14:00:00 10 2.26 14.42%0.35
169 1988/12/20 22:00:00 1988/12/21 07:00:00 10 2.26 14.51%0.34
170 1990/01/16 23:00:00 1990/01/17 07:00:00 9 2.26 14.59%0.34
171 1997/01/15 14:00:00 1997/01/15 20:00:00 7 2.26 14.68%0.34
172 1965/12/29 06:00:00 1965/12/29 21:00:00 16 2.25 14.76%0.34
173 1978/01/09 14:00:00 1978/01/11 00:00:00 35 2.25 14.85%0.34
174 1985/11/24 14:00:00 1985/11/25 16:00:00 27 2.25 14.94%0.33
175 1957/02/28 16:00:00 1957/03/01 13:00:00 22 2.24 15.02%0.33
176 1972/11/16 07:00:00 1972/11/17 14:00:00 32 2.24 15.11%0.33
177 1990/04/04 07:00:00 1990/04/04 13:00:00 7 2.24 15.19%0.33
178 1956/04/12 16:00:00 1956/04/13 18:00:00 27 2.23 15.28%0.33
179 1976/07/08 09:00:00 1976/07/08 15:00:00 7 2.23 15.36%0.32
180 1979/03/18 21:00:00 1979/03/21 07:00:00 59 2.23 15.45%0.32
4/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
181 1983/03/24 02:00:00 1983/03/25 09:00:00 32 2.23 15.54%0.32
182 1984/10/17 05:00:00 1984/10/17 08:00:00 4 2.23 15.62%0.32
183 1988/04/14 17:00:00 1988/04/15 01:00:00 9 2.23 15.71%0.32
184 1988/04/19 23:00:00 1988/04/21 08:00:00 34 2.23 15.79%0.32
185 1976/07/22 10:00:00 1976/07/22 14:00:00 5 2.22 15.88%0.31
186 1986/09/23 23:00:00 1986/09/25 06:00:00 32 2.22 15.97%0.31
187 1974/12/04 02:00:00 1974/12/04 14:00:00 13 2.2 16.05%0.31
188 2002/12/20 02:00:00 2002/12/21 23:00:00 46 2.18 16.14%0.31
189 1965/03/31 11:00:00 1965/04/01 21:00:00 35 2.17 16.22%0.31
190 1965/11/14 06:00:00 1965/11/18 17:00:00 108 2.17 16.31%0.31
191 1975/03/08 06:00:00 1975/03/08 23:00:00 18 2.17 16.39%0.3
192 2001/02/25 02:00:00 2001/02/28 21:00:00 92 2.17 16.48%0.3
193 1957/03/16 08:00:00 1957/03/16 14:00:00 7 2.16 16.57%0.3
194 1958/03/20 15:00:00 1958/03/22 12:00:00 46 2.16 16.65%0.3
195 1958/09/23 21:00:00 1958/09/24 07:00:00 11 2.15 16.74%0.3
196 1965/04/03 03:00:00 1965/04/05 11:00:00 57 2.15 16.82%0.3
197 1953/03/01 01:00:00 1953/03/02 02:00:00 26 2.12 16.91%0.29
198 1963/04/26 02:00:00 1963/04/26 09:00:00 8 2.12 17.00%0.29
199 1973/02/15 11:00:00 1973/02/15 15:00:00 5 2.12 17.08%0.29
200 1993/03/25 23:00:00 1993/03/26 13:00:00 15 2.12 17.17%0.29
201 1994/03/19 02:00:00 1994/03/20 07:00:00 30 2.12 17.25%0.29
202 1956/01/25 12:00:00 1956/01/27 09:00:00 46 2.11 17.34%0.29
203 1955/01/10 03:00:00 1955/01/11 01:00:00 23 2.1 17.42%0.29
204 1960/01/25 19:00:00 1960/01/26 06:00:00 12 2.1 17.51%0.28
205 1976/03/01 13:00:00 1976/03/01 20:00:00 8 2.1 17.60%0.28
206 1992/12/07 07:00:00 1992/12/08 03:00:00 21 2.1 17.68%0.28
207 1998/01/29 02:00:00 1998/01/31 18:00:00 65 2.1 17.77%0.28
208 1960/11/05 19:00:00 1960/11/06 12:00:00 18 2.09 17.85%0.28
209 2004/02/02 22:00:00 2004/02/04 00:00:00 27 2.09 17.94%0.28
210 1994/03/06 04:00:00 1994/03/07 09:00:00 30 2.08 18.03%0.28
211 1995/04/18 09:00:00 1995/04/18 18:00:00 10 2.07 18.11%0.28
212 2001/04/07 02:00:00 2001/04/08 02:00:00 25 2.07 18.20%0.27
213 2007/08/26 10:00:00 2007/08/26 12:00:00 3 2.07 18.28%0.27
214 1955/01/18 14:00:00 1955/01/20 07:00:00 42 2.04 18.37%0.27
215 1954/12/09 21:00:00 1954/12/10 11:00:00 15 2.02 18.45%0.27
216 1960/01/14 15:00:00 1960/01/15 09:00:00 19 2.02 18.54%0.27
217 1969/11/06 17:00:00 1969/11/07 11:00:00 19 2.02 18.63%0.27
218 1971/02/16 17:00:00 1971/02/17 12:00:00 20 2.02 18.71%0.27
219 1965/04/07 03:00:00 1965/04/10 11:00:00 81 2 18.80%0.27
220 1966/11/07 12:00:00 1966/11/08 08:00:00 21 1.97 18.88%0.26
221 1951/12/28 18:00:00 1951/12/30 15:00:00 46 1.96 18.97%0.26
222 1959/01/06 00:00:00 1959/01/06 09:00:00 10 1.95 19.06%0.26
223 1959/12/09 20:00:00 1959/12/10 07:00:00 12 1.95 19.14%0.26
224 1966/01/30 06:00:00 1966/01/31 02:00:00 21 1.95 19.23%0.26
225 1970/12/21 03:00:00 1970/12/22 05:00:00 27 1.95 19.31%0.26
226 1976/02/03 17:00:00 1976/02/10 19:00:00 171 1.95 19.40%0.26
227 2002/12/16 02:00:00 2002/12/17 18:00:00 41 1.95 19.48%0.26
5/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
228 1998/02/06 04:00:00 1998/02/09 18:00:00 87 1.94 19.57%0.25
229 1962/03/18 16:00:00 1962/03/20 06:00:00 39 1.93 19.66%0.25
230 1952/12/30 19:00:00 1952/12/31 11:00:00 17 1.9 19.74%0.25
231 1957/01/26 03:00:00 1957/01/29 23:00:00 93 1.89 19.83%0.25
232 1969/01/24 04:00:00 1969/01/26 21:00:00 66 1.89 19.91%0.25
233 1951/11/22 20:00:00 1951/11/23 06:00:00 11 1.87 20.00%0.25
234 1997/12/06 02:00:00 1997/12/07 21:00:00 44 1.87 20.09%0.25
235 1952/03/07 05:00:00 1952/03/08 10:00:00 30 1.86 20.17%0.25
236 1952/11/22 23:00:00 1952/11/23 12:00:00 14 1.86 20.26%0.25
237 1958/04/06 17:00:00 1958/04/07 17:00:00 25 1.85 20.34%0.25
238 1993/01/06 00:00:00 1993/01/09 06:00:00 79 1.82 20.43%0.24
239 1994/02/17 06:00:00 1994/02/19 02:00:00 45 1.81 20.52%0.24
240 1967/11/21 11:00:00 1967/11/22 04:00:00 18 1.8 20.60%0.24
241 1996/10/30 12:00:00 1996/10/30 18:00:00 7 1.8 20.69%0.24
242 2001/12/09 02:00:00 2001/12/10 02:00:00 25 1.8 20.77%0.24
243 1963/02/09 15:00:00 1963/02/11 09:00:00 43 1.79 20.86%0.24
244 1969/03/21 11:00:00 1969/03/21 22:00:00 12 1.79 20.94%0.24
245 1954/03/30 00:00:00 1954/03/30 08:00:00 9 1.78 21.03%0.24
246 1959/04/26 00:00:00 1959/04/26 08:00:00 9 1.78 21.12%0.24
247 2000/03/04 10:00:00 2000/03/08 20:00:00 107 1.78 21.20%0.24
248 1960/09/11 02:00:00 1960/09/11 09:00:00 8 1.77 21.29%0.23
249 1993/03/28 01:00:00 1993/03/28 04:00:00 4 1.77 21.37%0.23
250 1995/04/16 05:00:00 1995/04/17 05:00:00 25 1.77 21.46%0.23
251 2006/03/28 05:00:00 2006/03/29 09:00:00 29 1.77 21.55%0.23
252 1974/03/27 07:00:00 1974/03/27 09:00:00 3 1.74 21.63%0.23
253 1951/12/11 15:00:00 1951/12/12 12:00:00 22 1.73 21.72%0.23
254 1957/01/05 02:00:00 1957/01/05 14:00:00 13 1.72 21.80%0.23
255 1987/02/23 13:00:00 1987/02/26 00:00:00 60 1.72 21.89%0.23
256 1965/02/05 22:00:00 1965/02/06 23:00:00 26 1.71 21.97%0.23
257 1973/02/11 04:00:00 1973/02/13 05:00:00 50 1.71 22.06%0.23
258 1969/04/05 20:00:00 1969/04/06 00:00:00 5 1.69 22.15%0.23
259 1973/02/28 01:00:00 1973/02/28 08:00:00 8 1.67 22.23%0.22
260 1973/03/05 08:00:00 1973/03/07 01:00:00 42 1.67 22.32%0.22
261 1970/11/28 18:00:00 1970/12/01 00:00:00 55 1.66 22.40%0.22
262 1958/02/25 06:00:00 1958/02/25 10:00:00 5 1.65 22.49%0.22
263 2001/11/24 02:00:00 2001/11/25 02:00:00 25 1.64 22.58%0.22
264 1960/11/12 22:00:00 1960/11/13 00:00:00 3 1.63 22.66%0.22
265 1952/01/13 01:00:00 1952/01/13 15:00:00 15 1.59 22.75%0.22
266 1957/12/05 01:00:00 1957/12/05 21:00:00 21 1.59 22.83%0.22
267 1959/02/21 09:00:00 1959/02/22 01:00:00 17 1.59 22.92%0.22
268 1962/02/19 10:00:00 1962/02/21 09:00:00 48 1.59 23.00%0.22
269 1952/02/29 10:00:00 1952/03/01 13:00:00 28 1.56 23.09%0.22
270 1959/02/16 02:00:00 1959/02/17 05:00:00 28 1.56 23.18%0.22
271 1974/03/07 09:00:00 1974/03/08 14:00:00 30 1.55 23.26%0.21
272 1998/05/12 02:00:00 1998/05/13 18:00:00 41 1.54 23.35%0.21
273 1951/08/28 06:00:00 1951/08/30 07:00:00 50 1.53 23.43%0.21
274 1953/02/23 09:00:00 1953/02/23 21:00:00 13 1.52 23.52%0.21
6/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
275 1958/03/06 09:00:00 1958/03/07 01:00:00 17 1.52 23.61%0.21
276 1977/03/24 21:00:00 1977/03/25 15:00:00 19 1.52 23.69%0.21
277 1977/05/07 21:00:00 1977/05/09 09:00:00 37 1.52 23.78%0.21
278 1977/05/24 04:00:00 1977/05/24 09:00:00 6 1.52 23.86%0.21
279 1979/02/14 03:00:00 1979/02/14 06:00:00 4 1.52 23.95%0.21
280 1981/02/25 19:00:00 1981/02/26 00:00:00 6 1.52 24.03%0.21
281 1982/01/10 19:00:00 1982/01/11 05:00:00 11 1.52 24.12%0.21
282 1982/03/14 12:00:00 1982/03/15 00:00:00 13 1.52 24.21%0.21
283 1983/02/06 11:00:00 1983/02/08 07:00:00 45 1.52 24.29%0.21
284 1983/03/06 05:00:00 1983/03/06 21:00:00 17 1.52 24.38%0.2
285 1983/11/11 17:00:00 1983/11/13 01:00:00 33 1.52 24.46%0.2
286 1983/12/09 16:00:00 1983/12/09 17:00:00 2 1.52 24.55%0.2
287 1984/04/27 21:00:00 1984/04/27 23:00:00 3 1.52 24.64%0.2
288 1984/11/13 08:00:00 1984/11/13 09:00:00 2 1.52 24.72%0.2
289 1984/12/07 23:00:00 1984/12/08 02:00:00 4 1.52 24.81%0.2
290 1985/10/21 23:00:00 1985/10/22 00:00:00 2 1.52 24.89%0.2
291 1986/01/31 18:00:00 1986/01/31 23:00:00 6 1.52 24.98%0.2
292 1986/03/08 15:00:00 1986/03/09 00:00:00 10 1.52 25.06%0.2
293 1986/10/09 19:00:00 1986/10/10 01:00:00 7 1.52 25.15%0.2
294 1990/01/31 00:00:00 1990/01/31 02:00:00 3 1.52 25.24%0.2
295 1991/10/26 23:00:00 1991/10/27 12:00:00 14 1.52 25.32%0.2
296 1992/03/08 01:00:00 1992/03/08 11:00:00 11 1.52 25.41%0.2
297 1992/03/27 05:00:00 1992/03/27 06:00:00 2 1.52 25.49%0.2
298 1994/01/24 22:00:00 1994/01/26 06:00:00 33 1.52 25.58%0.2
299 1994/01/27 14:00:00 1994/01/27 15:00:00 2 1.52 25.67%0.19
300 1996/02/25 08:00:00 1996/02/26 19:00:00 36 1.52 25.75%0.19
301 2006/02/17 21:00:00 2006/02/19 11:00:00 39 1.52 25.84%0.19
302 1961/01/26 07:00:00 1961/01/26 19:00:00 13 1.51 25.92%0.19
303 1978/12/16 22:00:00 1978/12/19 17:00:00 68 1.51 26.01%0.19
304 1981/12/30 06:00:00 1981/12/31 04:00:00 23 1.51 26.09%0.19
305 1984/12/26 13:00:00 1984/12/27 21:00:00 33 1.51 26.18%0.19
306 1992/01/05 08:00:00 1992/01/06 05:00:00 22 1.51 26.27%0.19
307 1992/01/07 07:00:00 1992/01/08 11:00:00 29 1.51 26.35%0.19
308 1955/02/26 10:00:00 1955/02/27 21:00:00 36 1.5 26.44%0.19
309 1972/01/18 21:00:00 1972/01/19 04:00:00 8 1.5 26.52%0.19
310 1976/12/30 13:00:00 1976/12/31 10:00:00 22 1.5 26.61%0.19
311 1977/01/05 13:00:00 1977/01/07 07:00:00 43 1.5 26.70%0.19
312 1977/12/17 23:00:00 1977/12/18 07:00:00 9 1.5 26.78%0.19
313 1980/01/17 18:00:00 1980/01/19 02:00:00 33 1.5 26.87%0.19
314 1980/12/07 10:00:00 1980/12/07 13:00:00 4 1.5 26.95%0.19
315 1982/01/05 04:00:00 1982/01/05 17:00:00 14 1.5 27.04%0.18
316 1982/01/28 16:00:00 1982/01/29 01:00:00 10 1.5 27.12%0.18
317 1983/12/03 14:00:00 1983/12/03 21:00:00 8 1.5 27.21%0.18
318 1984/12/16 02:00:00 1984/12/16 04:00:00 3 1.5 27.30%0.18
319 1984/12/18 06:00:00 1984/12/20 04:00:00 47 1.5 27.38%0.18
320 1986/01/30 02:00:00 1986/01/30 13:00:00 12 1.5 27.47%0.18
321 1987/01/05 09:00:00 1987/01/07 06:00:00 46 1.5 27.55%0.18
7/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
322 1988/12/15 08:00:00 1988/12/16 15:00:00 32 1.5 27.64%0.18
323 1995/01/07 11:00:00 1995/01/08 11:00:00 25 1.5 27.73%0.18
324 1957/10/13 19:00:00 1957/10/14 13:00:00 19 1.49 27.81%0.18
325 1959/12/20 22:00:00 1959/12/21 11:00:00 14 1.49 27.90%0.18
326 1972/11/11 00:00:00 1972/11/11 11:00:00 12 1.49 27.98%0.18
327 1978/01/19 05:00:00 1978/01/19 12:00:00 8 1.49 28.07%0.18
328 1978/11/21 16:00:00 1978/11/22 01:00:00 10 1.49 28.15%0.18
329 1979/01/30 17:00:00 1979/02/02 19:00:00 75 1.49 28.24%0.18
330 1979/02/21 00:00:00 1979/02/21 07:00:00 8 1.49 28.33%0.18
331 1981/02/08 16:00:00 1981/02/09 07:00:00 16 1.49 28.41%0.18
332 1982/02/09 18:00:00 1982/02/10 20:00:00 27 1.49 28.50%0.18
333 1982/11/09 14:00:00 1982/11/10 23:00:00 34 1.49 28.58%0.17
334 1984/11/24 15:00:00 1984/11/24 21:00:00 7 1.49 28.67%0.17
335 1985/02/09 04:00:00 1985/02/09 13:00:00 10 1.49 28.76%0.17
336 1986/03/10 05:00:00 1986/03/11 04:00:00 24 1.49 28.84%0.17
337 1992/02/06 06:00:00 1992/02/07 12:00:00 31 1.49 28.93%0.17
338 1994/02/07 02:00:00 1994/02/08 07:00:00 30 1.49 29.01%0.17
339 1996/02/20 05:00:00 1996/02/22 00:00:00 44 1.49 29.10%0.17
340 1997/01/25 14:00:00 1997/01/27 07:00:00 42 1.49 29.18%0.17
341 2005/02/11 01:00:00 2005/02/13 08:00:00 56 1.49 29.27%0.17
342 2006/02/27 18:00:00 2006/02/28 11:00:00 18 1.49 29.36%0.17
343 1973/03/08 10:00:00 1973/03/08 16:00:00 7 1.48 29.44%0.17
344 1973/03/11 01:00:00 1973/03/12 10:00:00 34 1.48 29.53%0.17
345 1978/03/11 17:00:00 1978/03/12 11:00:00 19 1.48 29.61%0.17
346 1979/03/01 07:00:00 1979/03/01 18:00:00 12 1.48 29.70%0.17
347 1979/03/27 03:00:00 1979/03/28 10:00:00 32 1.48 29.79%0.17
348 1980/03/10 14:00:00 1980/03/10 17:00:00 4 1.48 29.87%0.17
349 1980/03/25 21:00:00 1980/03/26 01:00:00 5 1.48 29.96%0.17
350 1981/02/28 11:00:00 1981/03/03 02:00:00 64 1.48 30.04%0.17
351 1981/03/05 01:00:00 1981/03/05 21:00:00 21 1.48 30.13%0.17
352 1983/03/17 01:00:00 1983/03/19 01:00:00 49 1.48 30.21%0.17
353 1983/03/21 03:00:00 1983/03/22 21:00:00 43 1.48 30.30%0.16
354 1989/03/25 09:00:00 1989/03/26 06:00:00 22 1.48 30.39%0.16
355 1992/03/02 05:00:00 1992/03/02 20:00:00 16 1.48 30.47%0.16
356 1964/03/22 19:00:00 1964/03/24 11:00:00 41 1.47 30.56%0.16
357 1976/04/15 14:00:00 1976/04/16 11:00:00 22 1.47 30.64%0.16
358 1980/04/22 10:00:00 1980/04/23 05:00:00 20 1.47 30.73%0.16
359 1982/09/26 02:00:00 1982/09/26 17:00:00 16 1.47 30.82%0.16
360 1983/04/18 01:00:00 1983/04/18 09:00:00 9 1.47 30.90%0.16
361 1983/04/29 05:00:00 1983/04/30 02:00:00 22 1.47 30.99%0.16
362 1975/04/16 11:00:00 1975/04/17 09:00:00 23 1.46 31.07%0.16
363 1976/07/15 11:00:00 1976/07/15 17:00:00 7 1.46 31.16%0.16
364 1976/08/30 09:00:00 1976/08/30 13:00:00 5 1.46 31.24%0.16
365 2000/04/17 16:00:00 2000/04/18 10:00:00 19 1.46 31.33%0.16
366 1967/04/18 18:00:00 1967/04/20 10:00:00 41 1.44 31.42%0.16
367 1957/12/15 07:00:00 1957/12/17 07:00:00 49 1.42 31.50%0.16
368 1974/01/07 13:00:00 1974/01/09 17:00:00 53 1.42 31.59%0.16
8/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
369 1963/11/15 15:00:00 1963/11/15 20:00:00 6 1.41 31.67%0.16
370 1971/02/23 02:00:00 1971/02/23 05:00:00 4 1.41 31.76%0.16
371 2000/02/20 02:00:00 2000/02/24 18:00:00 113 1.41 31.85%0.16
372 1957/10/30 20:00:00 1957/10/31 07:00:00 12 1.4 31.93%0.16
373 1962/01/12 23:00:00 1962/01/13 02:00:00 4 1.34 32.02%0.16
374 1998/01/09 02:00:00 1998/01/11 18:00:00 65 1.34 32.10%0.16
375 1955/02/16 17:00:00 1955/02/18 08:00:00 40 1.33 32.19%0.16
376 1970/03/04 20:00:00 1970/03/05 06:00:00 11 1.33 32.27%0.15
377 1973/02/06 01:00:00 1973/02/07 05:00:00 29 1.33 32.36%0.15
378 1954/03/20 08:00:00 1954/03/25 12:00:00 125 1.32 32.45%0.15
379 1958/03/27 12:00:00 1958/03/27 16:00:00 5 1.32 32.53%0.15
380 1964/10/15 10:00:00 1964/10/15 13:00:00 4 1.32 32.62%0.15
381 1956/01/31 03:00:00 1956/01/31 12:00:00 10 1.27 32.70%0.15
382 1962/02/07 14:00:00 1962/02/11 08:00:00 91 1.26 32.79%0.15
383 1953/10/22 04:00:00 1953/10/22 10:00:00 7 1.25 32.88%0.15
384 1957/04/20 13:00:00 1957/04/21 08:00:00 20 1.25 32.96%0.15
385 1966/10/10 11:00:00 1966/10/10 16:00:00 6 1.25 33.05%0.15
386 1998/03/25 02:00:00 1998/03/29 20:00:00 115 1.25 33.13%0.15
387 1998/03/31 02:00:00 1998/04/03 18:00:00 89 1.25 33.22%0.15
388 1952/04/10 09:00:00 1952/04/10 23:00:00 15 1.24 33.30%0.15
389 1955/04/22 00:00:00 1955/04/22 11:00:00 12 1.24 33.39%0.15
390 1955/04/30 18:00:00 1955/05/02 11:00:00 42 1.24 33.48%0.15
391 1964/12/31 21:00:00 1964/12/31 23:00:00 3 1.21 33.56%0.15
392 1992/12/18 01:00:00 1992/12/18 02:00:00 2 1.21 33.65%0.15
393 1995/01/15 00:00:00 1995/01/17 09:00:00 58 1.21 33.73%0.15
394 1996/01/21 18:00:00 1996/01/22 08:00:00 15 1.21 33.82%0.15
395 1999/09/18 16:00:00 1999/09/18 17:00:00 2 1.21 33.91%0.15
396 2000/10/26 08:00:00 2000/10/27 10:00:00 27 1.21 33.99%0.15
397 2000/11/30 08:00:00 2000/11/30 09:00:00 2 1.21 34.08%0.15
398 2004/11/21 06:00:00 2004/11/21 08:00:00 3 1.21 34.16%0.15
399 2005/09/20 04:00:00 2005/09/20 06:00:00 3 1.21 34.25%0.15
400 2005/10/16 17:00:00 2005/10/18 11:00:00 43 1.21 34.33%0.15
401 2006/03/20 02:00:00 2006/03/21 05:00:00 28 1.21 34.42%0.15
402 2006/04/04 16:00:00 2006/04/05 08:00:00 17 1.21 34.51%0.14
403 2006/12/27 07:00:00 2006/12/27 08:00:00 2 1.21 34.59%0.14
404 1957/01/07 05:00:00 1957/01/08 10:00:00 30 1.2 34.68%0.14
405 1965/01/24 05:00:00 1965/01/24 10:00:00 6 1.2 34.76%0.14
406 1992/12/27 16:00:00 1992/12/28 04:00:00 13 1.2 34.85%0.14
407 1952/12/20 09:00:00 1952/12/20 16:00:00 8 1.19 34.94%0.14
408 1954/01/11 17:00:00 1954/01/13 07:00:00 39 1.19 35.02%0.14
409 1961/11/20 13:00:00 1961/11/20 21:00:00 9 1.19 35.11%0.14
410 1996/01/31 02:00:00 1996/02/02 00:00:00 47 1.19 35.19%0.14
411 1996/02/27 20:00:00 1996/02/27 22:00:00 3 1.19 35.28%0.14
412 1996/12/09 14:00:00 1996/12/12 04:00:00 63 1.19 35.36%0.14
413 1998/12/01 15:00:00 1998/12/01 19:00:00 5 1.19 35.45%0.14
414 2005/12/31 15:00:00 2006/01/03 03:00:00 61 1.19 35.54%0.14
415 2007/02/28 04:00:00 2007/03/01 01:00:00 22 1.19 35.62%0.14
9/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
416 1995/02/13 12:00:00 1995/02/14 21:00:00 34 1.18 35.71%0.14
417 1999/03/25 13:00:00 1999/03/25 20:00:00 8 1.18 35.79%0.14
418 2000/02/10 15:00:00 2000/02/14 20:00:00 102 1.18 35.88%0.14
419 2007/02/11 10:00:00 2007/02/12 02:00:00 17 1.18 35.97%0.14
420 1955/03/10 19:00:00 1955/03/11 05:00:00 11 1.17 36.05%0.14
421 1963/03/28 09:00:00 1963/03/28 16:00:00 8 1.17 36.14%0.14
422 1975/03/10 10:00:00 1975/03/11 16:00:00 31 1.17 36.22%0.14
423 2004/03/01 21:00:00 2004/03/02 05:00:00 9 1.17 36.31%0.14
424 1967/04/21 20:00:00 1967/04/22 11:00:00 16 1.16 36.39%0.14
425 1995/06/15 19:00:00 1995/06/17 01:00:00 31 1.16 36.48%0.14
426 2006/05/22 03:00:00 2006/05/22 08:00:00 6 1.16 36.57%0.14
427 1952/03/12 21:00:00 1952/03/13 11:00:00 15 1.14 36.65%0.14
428 1967/11/26 18:00:00 1967/11/26 19:00:00 2 1.14 36.74%0.14
429 1971/10/16 01:00:00 1971/10/17 09:00:00 33 1.14 36.82%0.14
430 1974/05/19 08:00:00 1974/05/19 09:00:00 2 1.14 36.91%0.14
431 1962/02/15 18:00:00 1962/02/17 04:00:00 35 1.12 37.00%0.14
432 1964/12/27 06:00:00 1964/12/28 16:00:00 35 1.12 37.08%0.13
433 1955/01/16 07:00:00 1955/01/16 17:00:00 11 1.11 37.17%0.13
434 1955/11/14 04:00:00 1955/11/14 09:00:00 6 1.11 37.25%0.13
435 1975/11/27 13:00:00 1975/11/28 23:00:00 35 1.11 37.34%0.13
436 1953/04/20 09:00:00 1953/04/20 12:00:00 4 1.08 37.42%0.13
437 1957/06/10 01:00:00 1957/06/10 06:00:00 6 1.08 37.51%0.13
438 1958/05/11 08:00:00 1958/05/11 16:00:00 9 1.08 37.60%0.13
439 1952/12/28 06:00:00 1952/12/28 18:00:00 13 1.04 37.68%0.13
440 1960/11/26 16:00:00 1960/11/26 21:00:00 6 1.04 37.77%0.13
441 1967/01/24 11:00:00 1967/01/25 00:00:00 14 1.04 37.85%0.13
442 1968/02/13 01:00:00 1968/02/13 11:00:00 11 1.04 37.94%0.13
443 1968/11/14 16:00:00 1968/11/15 08:00:00 17 1.03 38.03%0.13
444 1970/02/10 01:00:00 1970/02/11 04:00:00 28 1.03 38.11%0.13
445 1971/12/27 11:00:00 1971/12/28 15:00:00 29 1.03 38.20%0.13
446 1974/03/02 08:00:00 1974/03/03 15:00:00 32 1.02 38.28%0.13
447 1953/04/27 17:00:00 1953/04/28 01:00:00 9 1.01 38.37%0.13
448 1957/04/18 01:00:00 1957/04/18 10:00:00 10 1.01 38.45%0.13
449 1963/04/17 03:00:00 1963/04/17 12:00:00 10 1.01 38.54%0.13
450 1963/09/04 02:00:00 1963/09/04 14:00:00 13 1.01 38.63%0.13
451 1998/04/11 02:00:00 1998/04/12 02:00:00 25 1.01 38.71%0.13
452 1960/03/13 04:00:00 1960/03/13 05:00:00 2 0.99 38.80%0.13
453 1965/12/14 15:00:00 1965/12/16 09:00:00 43 0.97 38.88%0.13
454 1975/12/20 13:00:00 1975/12/20 20:00:00 8 0.97 38.97%0.13
455 1961/11/25 00:00:00 1961/11/26 01:00:00 26 0.96 39.06%0.13
456 1969/01/28 00:00:00 1969/01/29 02:00:00 27 0.96 39.14%0.13
457 1971/01/12 18:00:00 1971/01/13 08:00:00 15 0.96 39.23%0.13
458 1956/02/23 04:00:00 1956/02/24 13:00:00 34 0.95 39.31%0.13
459 1974/10/28 04:00:00 1974/10/29 11:00:00 32 0.95 39.40%0.13
460 1971/03/13 02:00:00 1971/03/13 08:00:00 7 0.94 39.48%0.13
461 2001/03/06 02:00:00 2001/03/07 22:00:00 45 0.94 39.57%0.13
462 1976/04/04 02:00:00 1976/04/05 02:00:00 25 0.93 39.66%0.13
10/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
463 1951/10/03 01:00:00 1951/10/09 09:00:00 153 0.91 39.74%0.13
464 1957/01/20 17:00:00 1957/01/21 06:00:00 14 0.91 39.83%0.13
465 1962/03/06 06:00:00 1962/03/06 21:00:00 16 0.91 39.91%0.13
466 1976/03/03 00:00:00 1976/03/03 03:00:00 4 0.91 40.00%0.12
467 1992/12/29 12:00:00 1992/12/29 19:00:00 8 0.91 40.09%0.12
468 1993/01/10 11:00:00 1993/01/10 14:00:00 4 0.91 40.17%0.12
469 1995/05/01 12:00:00 1995/05/01 13:00:00 2 0.91 40.26%0.12
470 1995/12/23 09:00:00 1995/12/23 11:00:00 3 0.91 40.34%0.12
471 1996/10/01 10:00:00 1996/10/01 11:00:00 2 0.91 40.43%0.12
472 1998/11/28 06:00:00 1998/11/29 01:00:00 20 0.91 40.52%0.12
473 1999/01/31 10:00:00 1999/02/01 09:00:00 24 0.91 40.60%0.12
474 1999/06/02 01:00:00 1999/06/02 09:00:00 9 0.91 40.69%0.12
475 1999/06/03 23:00:00 1999/06/04 01:00:00 3 0.91 40.77%0.12
476 2004/04/17 13:00:00 2004/04/17 14:00:00 2 0.91 40.86%0.12
477 1972/12/04 11:00:00 1972/12/04 20:00:00 10 0.9 40.94%0.12
478 1998/12/06 04:00:00 1998/12/06 07:00:00 4 0.9 41.03%0.12
479 1952/01/25 02:00:00 1952/01/25 13:00:00 12 0.89 41.12%0.12
480 1970/01/16 03:00:00 1970/01/16 23:00:00 21 0.89 41.20%0.12
481 1971/12/22 04:00:00 1971/12/22 23:00:00 20 0.89 41.29%0.12
482 1995/01/21 02:00:00 1995/01/21 05:00:00 4 0.89 41.37%0.12
483 1996/12/27 14:00:00 1996/12/28 06:00:00 17 0.89 41.46%0.12
484 1997/01/22 01:00:00 1997/01/23 22:00:00 46 0.89 41.55%0.12
485 1999/02/04 07:00:00 1999/02/05 07:00:00 25 0.89 41.63%0.12
486 2004/12/04 11:00:00 2004/12/05 18:00:00 32 0.89 41.72%0.12
487 2007/12/07 03:00:00 2007/12/09 02:00:00 48 0.89 41.80%0.12
488 2007/12/18 21:00:00 2007/12/19 15:00:00 19 0.89 41.89%0.12
489 1960/11/03 12:00:00 1960/11/03 21:00:00 10 0.88 41.97%0.12
490 1964/11/09 11:00:00 1964/11/10 19:00:00 33 0.88 42.06%0.12
491 1993/02/23 16:00:00 1993/02/24 08:00:00 17 0.88 42.15%0.12
492 1993/12/11 15:00:00 1993/12/12 01:00:00 11 0.88 42.23%0.12
493 1994/11/10 10:00:00 1994/11/10 14:00:00 5 0.88 42.32%0.12
494 1996/01/16 18:00:00 1996/01/16 23:00:00 6 0.88 42.40%0.12
495 2007/02/22 20:00:00 2007/02/22 22:00:00 3 0.88 42.49%0.12
496 2008/02/24 06:00:00 2008/02/24 13:00:00 8 0.88 42.58%0.12
497 1995/03/21 10:00:00 1995/03/21 16:00:00 7 0.87 42.66%0.12
498 1996/03/12 16:00:00 1996/03/13 23:00:00 32 0.87 42.75%0.12
499 2001/03/10 02:00:00 2001/03/11 02:00:00 25 0.87 42.83%0.12
500 2005/03/22 19:00:00 2005/03/22 23:00:00 5 0.87 42.92%0.12
501 1999/04/11 18:00:00 1999/04/12 04:00:00 11 0.86 43.00%0.12
502 1951/10/10 23:00:00 1951/10/12 05:00:00 31 0.83 43.09%0.12
503 1952/04/07 22:00:00 1952/04/08 07:00:00 10 0.83 43.18%0.12
504 1958/11/11 05:00:00 1958/11/11 06:00:00 2 0.83 43.26%0.12
505 1954/01/24 03:00:00 1954/01/25 12:00:00 34 0.82 43.35%0.12
506 1955/01/01 18:00:00 1955/01/02 06:00:00 13 0.81 43.43%0.12
507 1969/01/13 14:00:00 1969/01/14 16:00:00 27 0.81 43.52%0.11
508 1969/12/08 22:00:00 1969/12/09 02:00:00 5 0.81 43.61%0.11
509 1973/01/09 10:00:00 1973/01/10 01:00:00 16 0.81 43.69%0.11
11/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
510 1974/12/28 06:00:00 1974/12/29 10:00:00 29 0.81 43.78%0.11
511 1997/12/18 04:00:00 1997/12/19 00:00:00 21 0.81 43.86%0.11
512 1959/02/08 01:00:00 1959/02/09 04:00:00 28 0.8 43.95%0.11
513 1960/02/08 17:00:00 1960/02/10 08:00:00 40 0.8 44.03%0.11
514 1963/02/14 08:00:00 1963/02/14 12:00:00 5 0.8 44.12%0.11
515 1975/02/03 06:00:00 1975/02/05 01:00:00 44 0.8 44.21%0.11
516 1965/03/06 21:00:00 1965/03/07 01:00:00 5 0.79 44.29%0.11
517 1998/03/13 04:00:00 1998/03/14 23:00:00 44 0.79 44.38%0.11
518 1951/10/14 09:00:00 1951/10/15 10:00:00 26 0.76 44.46%0.11
519 1955/01/30 22:00:00 1955/01/31 08:00:00 11 0.76 44.55%0.11
520 1965/12/12 18:00:00 1965/12/13 11:00:00 18 0.76 44.64%0.11
521 1966/01/19 23:00:00 1966/01/20 00:00:00 2 0.76 44.72%0.11
522 1967/03/29 06:00:00 1967/03/29 07:00:00 2 0.76 44.81%0.11
523 1967/03/31 10:00:00 1967/03/31 13:00:00 4 0.76 44.89%0.11
524 1969/03/13 01:00:00 1969/03/13 06:00:00 6 0.76 44.98%0.11
525 1970/04/27 10:00:00 1970/04/27 11:00:00 2 0.76 45.06%0.11
526 1971/12/02 21:00:00 1971/12/04 03:00:00 31 0.76 45.15%0.11
527 1972/01/09 08:00:00 1972/01/09 09:00:00 2 0.76 45.24%0.11
528 1973/11/17 03:00:00 1973/11/18 22:00:00 44 0.76 45.32%0.11
529 1973/12/01 18:00:00 1973/12/01 19:00:00 2 0.76 45.41%0.11
530 1974/01/01 04:00:00 1974/01/01 07:00:00 4 0.76 45.49%0.11
531 1975/02/09 05:00:00 1975/02/10 08:00:00 28 0.76 45.58%0.11
532 1975/03/22 08:00:00 1975/03/22 13:00:00 6 0.76 45.67%0.11
533 1976/05/07 00:00:00 1976/05/07 01:00:00 2 0.76 45.75%0.11
534 1976/06/01 08:00:00 1976/06/01 09:00:00 2 0.76 45.84%0.11
535 1976/06/10 09:00:00 1976/06/10 10:00:00 2 0.76 45.92%0.11
536 1976/06/30 16:00:00 1976/06/30 17:00:00 2 0.76 46.01%0.11
537 1976/07/26 23:00:00 1976/07/27 01:00:00 3 0.76 46.09%0.11
538 1976/11/12 00:00:00 1976/11/12 06:00:00 7 0.76 46.18%0.11
539 1976/11/27 10:00:00 1976/11/27 11:00:00 2 0.76 46.27%0.11
540 1977/01/26 00:00:00 1977/01/26 01:00:00 2 0.76 46.35%0.11
541 1977/01/29 01:00:00 1977/01/29 03:00:00 3 0.76 46.44%0.11
542 1977/02/22 01:00:00 1977/02/22 05:00:00 5 0.76 46.52%0.11
543 1977/02/24 14:00:00 1977/02/24 23:00:00 10 0.76 46.61%0.11
544 1977/03/16 12:00:00 1977/03/21 11:00:00 120 0.76 46.70%0.11
545 1977/03/22 12:00:00 1977/03/22 13:00:00 2 0.76 46.78%0.11
546 1977/05/12 09:00:00 1977/05/12 10:00:00 2 0.76 46.87%0.11
547 1977/07/14 08:00:00 1977/07/14 09:00:00 2 0.76 46.95%0.11
548 1977/07/15 14:00:00 1977/07/15 15:00:00 2 0.76 47.04%0.11
549 1977/07/20 09:00:00 1977/07/20 10:00:00 2 0.76 47.12%0.11
550 1977/07/22 11:00:00 1977/07/22 12:00:00 2 0.76 47.21%0.11
551 1977/07/27 12:00:00 1977/07/27 13:00:00 2 0.76 47.30%0.11
552 1977/09/05 06:00:00 1977/09/05 07:00:00 2 0.76 47.38%0.11
553 1977/09/09 21:00:00 1977/09/09 22:00:00 2 0.76 47.47%0.11
554 1977/10/05 18:00:00 1977/10/05 19:00:00 2 0.76 47.55%0.11
555 1977/12/23 03:00:00 1977/12/23 04:00:00 2 0.76 47.64%0.11
556 1977/12/25 16:00:00 1977/12/26 22:00:00 31 0.76 47.73%0.1
12/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
557 1978/01/30 10:00:00 1978/01/30 23:00:00 14 0.76 47.81%0.1
558 1978/03/22 14:00:00 1978/03/23 14:00:00 25 0.76 47.90%0.1
559 1978/04/02 18:00:00 1978/04/02 19:00:00 2 0.76 47.98%0.1
560 1978/04/07 01:00:00 1978/04/07 02:00:00 2 0.76 48.07%0.1
561 1978/04/08 11:00:00 1978/04/08 17:00:00 7 0.76 48.15%0.1
562 1978/04/15 19:00:00 1978/04/15 21:00:00 3 0.76 48.24%0.1
563 1978/04/25 16:00:00 1978/04/25 17:00:00 2 0.76 48.33%0.1
564 1978/09/16 11:00:00 1978/09/16 12:00:00 2 0.76 48.41%0.1
565 1978/11/10 15:00:00 1978/11/12 10:00:00 44 0.76 48.50%0.1
566 1978/11/13 20:00:00 1978/11/13 21:00:00 2 0.76 48.58%0.1
567 1978/11/15 09:00:00 1978/11/15 10:00:00 2 0.76 48.67%0.1
568 1978/11/24 08:00:00 1978/11/24 13:00:00 6 0.76 48.76%0.1
569 1978/12/01 18:00:00 1978/12/01 19:00:00 2 0.76 48.84%0.1
570 1979/01/09 10:00:00 1979/01/09 14:00:00 5 0.76 48.93%0.1
571 1979/01/17 10:00:00 1979/01/19 04:00:00 43 0.76 49.01%0.1
572 1979/01/25 14:00:00 1979/01/25 15:00:00 2 0.76 49.10%0.1
573 1979/02/23 01:00:00 1979/02/23 05:00:00 5 0.76 49.18%0.1
574 1979/05/07 10:00:00 1979/05/07 11:00:00 2 0.76 49.27%0.1
575 1979/08/19 14:00:00 1979/08/19 15:00:00 2 0.76 49.36%0.1
576 1979/10/04 22:00:00 1979/10/04 23:00:00 2 0.76 49.44%0.1
577 1979/10/20 01:00:00 1979/10/20 16:00:00 16 0.76 49.53%0.1
578 1979/11/04 22:00:00 1979/11/04 23:00:00 2 0.76 49.61%0.1
579 1979/11/12 11:00:00 1979/11/12 12:00:00 2 0.76 49.70%0.1
580 1979/12/21 05:00:00 1979/12/21 12:00:00 8 0.76 49.79%0.1
581 1979/12/25 09:00:00 1979/12/25 10:00:00 2 0.76 49.87%0.1
582 1980/01/07 07:00:00 1980/01/07 08:00:00 2 0.76 49.96%0.1
583 1980/01/14 00:00:00 1980/01/14 01:00:00 2 0.76 50.04%0.1
584 1980/03/18 16:00:00 1980/03/18 17:00:00 2 0.76 50.13%0.1
585 1980/03/21 09:00:00 1980/03/21 23:00:00 15 0.76 50.21%0.1
586 1980/04/01 15:00:00 1980/04/01 16:00:00 2 0.76 50.30%0.1
587 1980/04/21 02:00:00 1980/04/21 03:00:00 2 0.76 50.39%0.1
588 1980/04/28 15:00:00 1980/04/29 09:00:00 19 0.76 50.47%0.1
589 1980/05/02 10:00:00 1980/05/02 11:00:00 2 0.76 50.56%0.1
590 1980/05/08 10:00:00 1980/05/08 11:00:00 2 0.76 50.64%0.1
591 1980/05/09 12:00:00 1980/05/10 13:00:00 26 0.76 50.73%0.1
592 1980/12/04 10:00:00 1980/12/05 09:00:00 24 0.76 50.82%0.1
593 1981/01/11 06:00:00 1981/01/11 07:00:00 2 0.76 50.90%0.1
594 1981/01/12 10:00:00 1981/01/12 11:00:00 2 0.76 50.99%0.1
595 1981/03/10 17:00:00 1981/03/10 18:00:00 2 0.76 51.07%0.1
596 1981/03/14 12:00:00 1981/03/14 13:00:00 2 0.76 51.16%0.1
597 1981/03/18 16:00:00 1981/03/18 17:00:00 2 0.76 51.24%0.1
598 1981/04/02 04:00:00 1981/04/02 10:00:00 7 0.76 51.33%0.1
599 1981/04/18 20:00:00 1981/04/19 06:00:00 11 0.76 51.42%0.1
600 1981/04/26 17:00:00 1981/04/26 18:00:00 2 0.76 51.50%0.1
601 1981/05/01 11:00:00 1981/05/01 12:00:00 2 0.76 51.59%0.1
602 1981/10/11 06:00:00 1981/10/11 07:00:00 2 0.76 51.67%0.1
603 1981/11/16 12:00:00 1981/11/16 13:00:00 2 0.76 51.76%0.1
13/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
604 1981/12/21 01:00:00 1981/12/21 02:00:00 2 0.76 51.85%0.1
605 1982/02/08 12:00:00 1982/02/08 13:00:00 2 0.76 51.93%0.1
606 1982/02/17 01:00:00 1982/02/17 02:00:00 2 0.76 52.02%0.1
607 1982/03/25 20:00:00 1982/03/26 05:00:00 10 0.76 52.10%0.1
608 1982/03/28 19:00:00 1982/03/29 02:00:00 8 0.76 52.19%0.1
609 1982/04/04 11:00:00 1982/04/04 12:00:00 2 0.76 52.27%0.1
610 1982/04/11 19:00:00 1982/04/11 20:00:00 2 0.76 52.36%0.1
611 1982/05/06 13:00:00 1982/05/06 14:00:00 2 0.76 52.45%0.1
612 1982/06/17 12:00:00 1982/06/17 13:00:00 2 0.76 52.53%0.1
613 1982/09/15 06:00:00 1982/09/15 07:00:00 2 0.76 52.62%0.1
614 1982/09/16 10:00:00 1982/09/17 13:00:00 28 0.76 52.70%0.09
615 1982/10/26 06:00:00 1982/10/26 07:00:00 2 0.76 52.79%0.09
616 1982/11/18 23:00:00 1982/11/19 08:00:00 10 0.76 52.88%0.09
617 1982/11/20 09:00:00 1982/11/20 10:00:00 2 0.76 52.96%0.09
618 1982/11/29 10:00:00 1982/11/30 14:00:00 29 0.76 53.05%0.09
619 1982/12/29 18:00:00 1982/12/29 21:00:00 4 0.76 53.13%0.09
620 1983/01/05 08:00:00 1983/01/05 09:00:00 2 0.76 53.22%0.09
621 1983/01/17 05:00:00 1983/01/17 06:00:00 2 0.76 53.30%0.09
622 1983/01/18 10:00:00 1983/01/19 10:00:00 25 0.76 53.39%0.09
623 1983/01/22 14:00:00 1983/01/23 13:00:00 24 0.76 53.48%0.09
624 1983/01/24 18:00:00 1983/01/25 17:00:00 24 0.76 53.56%0.09
625 1983/02/02 14:00:00 1983/02/03 17:00:00 28 0.76 53.65%0.09
626 1983/02/23 23:00:00 1983/02/24 23:00:00 25 0.76 53.73%0.09
627 1983/03/28 07:00:00 1983/03/28 08:00:00 2 0.76 53.82%0.09
628 1983/04/12 06:00:00 1983/04/13 09:00:00 28 0.76 53.91%0.09
629 1983/05/01 08:00:00 1983/05/02 08:00:00 25 0.76 53.99%0.09
630 1983/05/06 08:00:00 1983/05/06 09:00:00 2 0.76 54.08%0.09
631 1983/08/06 04:00:00 1983/08/06 05:00:00 2 0.76 54.16%0.09
632 1983/08/18 07:00:00 1983/08/18 11:00:00 5 0.76 54.25%0.09
633 1983/10/07 08:00:00 1983/10/08 03:00:00 20 0.76 54.33%0.09
634 1983/11/17 23:00:00 1983/11/18 00:00:00 2 0.76 54.42%0.09
635 1983/11/20 07:00:00 1983/11/20 20:00:00 14 0.76 54.51%0.09
636 1983/12/15 13:00:00 1983/12/15 14:00:00 2 0.76 54.59%0.09
637 1983/12/19 14:00:00 1983/12/19 15:00:00 2 0.76 54.68%0.09
638 1984/01/04 15:00:00 1984/01/04 16:00:00 2 0.76 54.76%0.09
639 1984/01/15 16:00:00 1984/01/16 08:00:00 17 0.76 54.85%0.09
640 1984/02/10 04:00:00 1984/02/10 05:00:00 2 0.76 54.94%0.09
641 1984/07/15 14:00:00 1984/07/15 15:00:00 2 0.76 55.02%0.09
642 1984/11/08 06:00:00 1984/11/08 07:00:00 2 0.76 55.11%0.09
643 1984/11/16 14:00:00 1984/11/16 15:00:00 2 0.76 55.19%0.09
644 1984/11/23 05:00:00 1984/11/23 06:00:00 2 0.76 55.28%0.09
645 1984/12/03 07:00:00 1984/12/03 10:00:00 4 0.76 55.36%0.09
646 1984/12/10 19:00:00 1984/12/11 06:00:00 12 0.76 55.45%0.09
647 1984/12/12 20:00:00 1984/12/12 21:00:00 2 0.76 55.54%0.09
648 1985/01/07 10:00:00 1985/01/08 03:00:00 18 0.76 55.62%0.09
649 1985/01/28 14:00:00 1985/01/29 02:00:00 13 0.76 55.71%0.09
650 1985/02/02 02:00:00 1985/02/02 12:00:00 11 0.76 55.79%0.09
14/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
651 1985/02/03 21:00:00 1985/02/03 22:00:00 2 0.76 55.88%0.09
652 1985/02/20 19:00:00 1985/02/20 20:00:00 2 0.76 55.97%0.09
653 1985/03/27 06:00:00 1985/03/28 12:00:00 31 0.76 56.05%0.09
654 1985/04/21 17:00:00 1985/04/21 18:00:00 2 0.76 56.14%0.09
655 1985/09/18 11:00:00 1985/09/18 13:00:00 3 0.76 56.22%0.09
656 1985/10/06 06:00:00 1985/10/06 07:00:00 2 0.76 56.31%0.09
657 1985/10/07 09:00:00 1985/10/07 10:00:00 2 0.76 56.39%0.09
658 1985/12/02 10:00:00 1985/12/03 00:00:00 15 0.76 56.48%0.09
659 1986/02/07 21:00:00 1986/02/08 14:00:00 18 0.76 56.57%0.09
660 1986/02/13 07:00:00 1986/02/13 13:00:00 7 0.76 56.65%0.09
661 1986/02/17 05:00:00 1986/02/17 06:00:00 2 0.76 56.74%0.09
662 1986/02/23 06:00:00 1986/02/23 07:00:00 2 0.76 56.82%0.09
663 1986/03/01 07:00:00 1986/03/01 08:00:00 2 0.76 56.91%0.09
664 1986/03/12 10:00:00 1986/03/12 14:00:00 5 0.76 57.00%0.09
665 1986/03/13 18:00:00 1986/03/14 03:00:00 10 0.76 57.08%0.09
666 1986/04/01 08:00:00 1986/04/01 09:00:00 2 0.76 57.17%0.09
667 1986/04/06 00:00:00 1986/04/06 11:00:00 12 0.76 57.25%0.09
668 1986/10/11 07:00:00 1986/10/11 08:00:00 2 0.76 57.34%0.09
669 1986/11/05 12:00:00 1986/11/05 13:00:00 2 0.76 57.42%0.09
670 1986/12/06 05:00:00 1986/12/07 04:00:00 24 0.76 57.51%0.09
671 1987/01/28 07:00:00 1987/01/28 08:00:00 2 0.76 57.60%0.09
672 1987/02/03 12:00:00 1987/02/03 13:00:00 2 0.76 57.68%0.09
673 1987/02/05 11:00:00 1987/02/05 12:00:00 2 0.76 57.77%0.09
674 1987/03/05 19:00:00 1987/03/06 14:00:00 20 0.76 57.85%0.09
675 1987/03/15 08:00:00 1987/03/15 10:00:00 3 0.76 57.94%0.09
676 1987/03/22 00:00:00 1987/03/22 03:00:00 4 0.76 58.03%0.09
677 1987/03/24 21:00:00 1987/03/25 21:00:00 25 0.76 58.11%0.09
678 1987/07/17 08:00:00 1987/07/17 12:00:00 5 0.76 58.20%0.09
679 1987/08/14 09:00:00 1987/08/14 10:00:00 2 0.76 58.28%0.09
680 1987/10/23 06:00:00 1987/10/23 07:00:00 2 0.76 58.37%0.09
681 1987/10/28 00:00:00 1987/10/28 01:00:00 2 0.76 58.45%0.09
682 1987/10/31 05:00:00 1987/11/01 00:00:00 20 0.76 58.54%0.09
683 1987/11/02 04:00:00 1987/11/02 05:00:00 2 0.76 58.63%0.09
684 1987/11/04 18:00:00 1987/11/05 11:00:00 18 0.76 58.71%0.09
685 1987/11/14 01:00:00 1987/11/14 02:00:00 2 0.76 58.80%0.09
686 1987/11/17 21:00:00 1987/11/17 22:00:00 2 0.76 58.88%0.09
687 1987/12/11 05:00:00 1987/12/11 06:00:00 2 0.76 58.97%0.08
688 1987/12/19 18:00:00 1987/12/19 19:00:00 2 0.76 59.06%0.08
689 1987/12/29 11:00:00 1987/12/30 05:00:00 19 0.76 59.14%0.08
690 1988/01/05 13:00:00 1988/01/05 18:00:00 6 0.76 59.23%0.08
691 1988/02/02 00:00:00 1988/02/02 17:00:00 18 0.76 59.31%0.08
692 1988/02/29 21:00:00 1988/02/29 22:00:00 2 0.76 59.40%0.08
693 1988/04/18 04:00:00 1988/04/18 05:00:00 2 0.76 59.48%0.08
694 1988/04/22 10:00:00 1988/04/23 11:00:00 26 0.76 59.57%0.08
695 1988/05/29 06:00:00 1988/05/29 07:00:00 2 0.76 59.66%0.08
696 1988/11/10 11:00:00 1988/11/11 09:00:00 23 0.76 59.74%0.08
697 1988/11/23 23:00:00 1988/11/24 05:00:00 7 0.76 59.83%0.08
15/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
698 1988/12/18 12:00:00 1988/12/18 20:00:00 9 0.76 59.91%0.08
699 1988/12/22 22:00:00 1988/12/23 00:00:00 3 0.76 60.00%0.08
700 1988/12/27 22:00:00 1988/12/28 11:00:00 14 0.76 60.09%0.08
701 1989/01/05 18:00:00 1989/01/05 19:00:00 2 0.76 60.17%0.08
702 1989/01/07 15:00:00 1989/01/07 17:00:00 3 0.76 60.26%0.08
703 1989/01/23 19:00:00 1989/01/23 21:00:00 3 0.76 60.34%0.08
704 1989/02/02 06:00:00 1989/02/02 09:00:00 4 0.76 60.43%0.08
705 1989/02/03 21:00:00 1989/02/04 17:00:00 21 0.76 60.52%0.08
706 1989/02/09 14:00:00 1989/02/10 05:00:00 16 0.76 60.60%0.08
707 1989/03/02 09:00:00 1989/03/02 19:00:00 11 0.76 60.69%0.08
708 1989/05/14 06:00:00 1989/05/15 07:00:00 26 0.76 60.77%0.08
709 1989/06/04 06:00:00 1989/06/04 07:00:00 2 0.76 60.86%0.08
710 1989/11/26 10:00:00 1989/11/26 11:00:00 2 0.76 60.94%0.08
711 1989/12/01 10:00:00 1989/12/01 11:00:00 2 0.76 61.03%0.08
712 1990/01/02 06:00:00 1990/01/02 10:00:00 5 0.76 61.12%0.08
713 1990/01/13 10:00:00 1990/01/14 11:00:00 26 0.76 61.20%0.08
714 1990/01/18 13:00:00 1990/01/18 14:00:00 2 0.76 61.29%0.08
715 1990/01/22 10:00:00 1990/01/22 11:00:00 2 0.76 61.37%0.08
716 1990/02/04 10:00:00 1990/02/04 14:00:00 5 0.76 61.46%0.08
717 1990/04/16 20:00:00 1990/04/17 14:00:00 19 0.76 61.55%0.08
718 1990/05/13 16:00:00 1990/05/13 17:00:00 2 0.76 61.63%0.08
719 1990/05/28 05:00:00 1990/05/28 14:00:00 10 0.76 61.72%0.08
720 1990/06/09 13:00:00 1990/06/10 14:00:00 26 0.76 61.80%0.08
721 1990/08/15 07:00:00 1990/08/15 08:00:00 2 0.76 61.89%0.08
722 1990/12/20 07:00:00 1990/12/20 08:00:00 2 0.76 61.97%0.08
723 1991/01/03 21:00:00 1991/01/03 22:00:00 2 0.76 62.06%0.08
724 1991/03/11 02:00:00 1991/03/11 03:00:00 2 0.76 62.15%0.08
725 1991/03/13 19:00:00 1991/03/13 20:00:00 2 0.76 62.23%0.08
726 1991/03/15 13:00:00 1991/03/15 15:00:00 3 0.76 62.32%0.08
727 1991/07/31 11:00:00 1991/07/31 12:00:00 2 0.76 62.40%0.08
728 1991/12/09 10:00:00 1991/12/09 11:00:00 2 0.76 62.49%0.08
729 1991/12/18 03:00:00 1991/12/18 04:00:00 2 0.76 62.58%0.08
730 1991/12/19 10:00:00 1991/12/19 11:00:00 2 0.76 62.66%0.08
731 1991/12/28 01:00:00 1991/12/28 04:00:00 4 0.76 62.75%0.08
732 1992/01/03 08:00:00 1992/01/04 04:00:00 21 0.76 62.83%0.08
733 1992/02/10 00:00:00 1992/02/10 06:00:00 7 0.76 62.92%0.08
734 1992/03/29 12:00:00 1992/03/29 13:00:00 2 0.76 63.00%0.08
735 1992/03/31 14:00:00 1992/03/31 15:00:00 2 0.76 63.09%0.08
736 1992/05/05 23:00:00 1992/05/06 00:00:00 2 0.76 63.18%0.08
737 1992/05/17 17:00:00 1992/05/17 18:00:00 2 0.76 63.26%0.08
738 1997/01/02 04:00:00 1997/01/03 11:00:00 32 0.76 63.35%0.08
739 1951/12/19 04:00:00 1951/12/19 13:00:00 10 0.74 63.43%0.08
740 1954/12/03 09:00:00 1954/12/04 00:00:00 16 0.74 63.52%0.08
741 1965/12/31 07:00:00 1966/01/01 02:00:00 20 0.74 63.61%0.08
742 1953/11/14 15:00:00 1953/11/15 09:00:00 19 0.73 63.69%0.08
743 1953/12/04 08:00:00 1953/12/04 11:00:00 4 0.73 63.78%0.08
744 1969/11/10 01:00:00 1969/11/10 09:00:00 9 0.73 63.86%0.08
16/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
745 1973/02/03 14:00:00 1973/02/03 23:00:00 10 0.73 63.95%0.08
746 2001/02/20 05:00:00 2001/02/21 00:00:00 20 0.73 64.03%0.08
747 1957/02/23 04:00:00 1957/02/23 11:00:00 8 0.72 64.12%0.08
748 1957/10/21 00:00:00 1957/10/21 06:00:00 7 0.72 64.21%0.08
749 1958/03/11 00:00:00 1958/03/12 07:00:00 32 0.72 64.29%0.08
750 1964/03/02 07:00:00 1964/03/02 13:00:00 7 0.72 64.38%0.08
751 1965/03/12 11:00:00 1965/03/13 22:00:00 36 0.72 64.46%0.08
752 1957/05/19 03:00:00 1957/05/19 10:00:00 8 0.7 64.55%0.08
753 1957/05/20 23:00:00 1957/05/21 08:00:00 10 0.7 64.64%0.08
754 1962/05/27 06:00:00 1962/05/27 14:00:00 9 0.7 64.72%0.08
755 1956/05/09 08:00:00 1956/05/10 01:00:00 18 0.68 64.81%0.08
756 1960/04/23 07:00:00 1960/04/24 09:00:00 27 0.68 64.89%0.08
757 1972/10/19 00:00:00 1972/10/20 18:00:00 43 0.68 64.98%0.08
758 1973/03/26 06:00:00 1973/03/26 07:00:00 2 0.68 65.06%0.08
759 1956/12/05 14:00:00 1956/12/06 05:00:00 16 0.66 65.15%0.08
760 1957/01/09 20:00:00 1957/01/10 13:00:00 18 0.66 65.24%0.08
761 1963/12/09 15:00:00 1963/12/10 04:00:00 14 0.66 65.32%0.08
762 1968/01/27 22:00:00 1968/01/28 01:00:00 4 0.66 65.41%0.08
763 1969/01/18 19:00:00 1969/01/22 10:00:00 88 0.66 65.49%0.08
764 1970/01/09 18:00:00 1970/01/10 11:00:00 18 0.66 65.58%0.08
765 1975/12/12 14:00:00 1975/12/12 18:00:00 5 0.66 65.67%0.08
766 1998/01/03 06:00:00 1998/01/04 20:00:00 39 0.66 65.75%0.08
767 1964/02/29 03:00:00 1964/02/29 06:00:00 4 0.65 65.84%0.08
768 2001/02/23 06:00:00 2001/02/23 23:00:00 18 0.65 65.92%0.08
769 2001/11/29 07:00:00 2001/11/29 23:00:00 17 0.65 66.01%0.08
770 2002/02/17 08:00:00 2002/02/17 22:00:00 15 0.65 66.09%0.08
771 1962/03/22 22:00:00 1962/03/23 01:00:00 4 0.64 66.18%0.08
772 1963/10/16 08:00:00 1963/10/16 13:00:00 6 0.64 66.27%0.08
773 1969/03/09 01:00:00 1969/03/11 05:00:00 53 0.64 66.35%0.08
774 1957/04/22 10:00:00 1957/04/22 14:00:00 5 0.63 66.44%0.08
775 1962/05/14 17:00:00 1962/05/15 04:00:00 12 0.63 66.52%0.08
776 1970/04/16 21:00:00 1970/04/17 02:00:00 6 0.63 66.61%0.08
777 2003/05/03 07:00:00 2003/05/03 23:00:00 17 0.62 66.70%0.08
778 1951/11/20 01:00:00 1951/11/20 22:00:00 22 0.61 66.78%0.08
779 1965/09/16 13:00:00 1965/09/17 13:00:00 25 0.61 66.87%0.07
780 1993/02/26 18:00:00 1993/02/26 22:00:00 5 0.61 66.95%0.07
781 1994/04/24 04:00:00 1994/04/24 07:00:00 4 0.61 67.04%0.07
782 1994/12/24 09:00:00 1994/12/25 05:00:00 21 0.61 67.12%0.07
783 1996/02/03 11:00:00 1996/02/03 13:00:00 3 0.61 67.21%0.07
784 1996/10/02 19:00:00 1996/10/03 16:00:00 22 0.61 67.30%0.07
785 1997/04/03 17:00:00 1997/04/03 19:00:00 3 0.61 67.38%0.07
786 1998/08/31 20:00:00 1998/08/31 21:00:00 2 0.61 67.47%0.07
787 1998/12/19 18:00:00 1998/12/19 20:00:00 3 0.61 67.55%0.07
788 1999/03/15 10:00:00 1999/03/15 11:00:00 2 0.61 67.64%0.07
789 1999/04/06 18:00:00 1999/04/07 11:00:00 18 0.61 67.73%0.07
790 1999/07/18 10:00:00 1999/07/18 11:00:00 2 0.61 67.81%0.07
791 2000/11/10 06:00:00 2000/11/11 22:00:00 41 0.61 67.90%0.07
17/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
792 2003/11/12 05:00:00 2003/11/13 05:00:00 25 0.61 67.98%0.07
793 2004/02/18 16:00:00 2004/02/18 18:00:00 3 0.61 68.07%0.07
794 2004/03/26 08:00:00 2004/03/26 12:00:00 5 0.61 68.15%0.07
795 2004/08/30 20:00:00 2004/08/30 21:00:00 2 0.61 68.24%0.07
796 2005/01/28 15:00:00 2005/01/28 16:00:00 2 0.61 68.33%0.07
797 2005/03/04 09:00:00 2005/03/05 04:00:00 20 0.61 68.41%0.07
798 2006/03/03 14:00:00 2006/03/03 16:00:00 3 0.61 68.50%0.07
799 2006/11/27 10:00:00 2006/11/27 12:00:00 3 0.61 68.58%0.07
800 2006/12/16 20:00:00 2006/12/17 04:00:00 9 0.61 68.67%0.07
801 2006/12/22 10:00:00 2006/12/22 11:00:00 2 0.61 68.76%0.07
802 2007/02/13 07:00:00 2007/02/13 22:00:00 16 0.61 68.84%0.07
803 2007/09/22 10:00:00 2007/09/22 14:00:00 5 0.61 68.93%0.07
804 2008/01/22 04:00:00 2008/01/22 06:00:00 3 0.61 69.01%0.07
805 2008/01/29 01:00:00 2008/01/29 02:00:00 2 0.61 69.10%0.07
806 2008/02/03 06:00:00 2008/02/04 05:00:00 24 0.61 69.18%0.07
807 2008/01/23 08:00:00 2008/01/24 20:00:00 37 0.6 69.27%0.07
808 1996/12/05 21:00:00 1996/12/06 08:00:00 12 0.59 69.36%0.07
809 1951/12/04 23:00:00 1951/12/05 07:00:00 9 0.58 69.44%0.07
810 1952/12/06 03:00:00 1952/12/06 06:00:00 4 0.58 69.53%0.07
811 1953/11/05 07:00:00 1953/11/06 05:00:00 23 0.58 69.61%0.07
812 1957/11/14 15:00:00 1957/11/14 19:00:00 5 0.58 69.70%0.07
813 1967/12/07 22:00:00 1967/12/08 09:00:00 12 0.58 69.79%0.07
814 1987/02/13 18:00:00 1987/02/14 00:00:00 7 0.58 69.87%0.07
815 1993/01/02 06:00:00 1993/01/02 13:00:00 8 0.58 69.96%0.07
816 1996/01/25 12:00:00 1996/01/25 15:00:00 4 0.58 70.04%0.07
817 1999/01/20 05:00:00 1999/01/21 06:00:00 26 0.58 70.13%0.07
818 2001/01/08 13:00:00 2001/01/08 18:00:00 6 0.58 70.21%0.07
819 2001/11/12 09:00:00 2001/11/13 19:00:00 35 0.58 70.30%0.07
820 2001/12/03 14:00:00 2001/12/04 21:00:00 32 0.58 70.39%0.07
821 2005/12/02 23:00:00 2005/12/03 01:00:00 3 0.58 70.47%0.07
822 2007/02/19 00:00:00 2007/02/19 09:00:00 10 0.58 70.56%0.07
823 2008/02/14 10:00:00 2008/02/14 15:00:00 6 0.58 70.64%0.07
824 1952/03/10 04:00:00 1952/03/11 10:00:00 31 0.57 70.73%0.07
825 1959/09/30 22:00:00 1959/10/01 07:00:00 10 0.57 70.82%0.07
826 1995/03/23 08:00:00 1995/03/23 18:00:00 11 0.57 70.90%0.07
827 1996/02/12 12:00:00 1996/02/12 14:00:00 3 0.57 70.99%0.07
828 1997/02/10 19:00:00 1997/02/10 23:00:00 5 0.57 71.07%0.07
829 2000/09/22 18:00:00 2000/09/23 01:00:00 8 0.57 71.16%0.07
830 2007/10/13 05:00:00 2007/10/13 10:00:00 6 0.57 71.24%0.07
831 1957/10/11 05:00:00 1957/10/11 13:00:00 9 0.56 71.33%0.07
832 1960/03/23 06:00:00 1960/03/23 10:00:00 5 0.56 71.42%0.07
833 1961/10/08 15:00:00 1961/10/08 17:00:00 3 0.56 71.50%0.07
834 1964/03/12 16:00:00 1964/03/13 02:00:00 11 0.56 71.59%0.07
835 1969/04/03 01:00:00 1969/04/03 09:00:00 9 0.56 71.67%0.07
836 1976/04/12 03:00:00 1976/04/13 13:00:00 35 0.56 71.76%0.07
837 1996/03/04 16:00:00 1996/03/05 00:00:00 9 0.56 71.85%0.07
838 1996/04/18 00:00:00 1996/04/18 05:00:00 6 0.56 71.93%0.07
18/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
839 1999/04/01 13:00:00 1999/04/01 20:00:00 8 0.56 72.02%0.07
840 1963/06/11 08:00:00 1963/06/11 14:00:00 7 0.55 72.10%0.07
841 2001/04/09 16:00:00 2001/04/10 22:00:00 31 0.55 72.19%0.07
842 2006/04/14 12:00:00 2006/04/15 10:00:00 23 0.55 72.27%0.07
843 2007/04/22 22:00:00 2007/04/23 01:00:00 4 0.55 72.36%0.07
844 1952/09/19 14:00:00 1952/09/19 16:00:00 3 0.53 72.45%0.07
845 1966/02/25 00:00:00 1966/02/25 05:00:00 6 0.53 72.53%0.07
846 1971/04/26 04:00:00 1971/04/26 06:00:00 3 0.53 72.62%0.07
847 1975/03/14 01:00:00 1975/03/14 04:00:00 4 0.53 72.70%0.07
848 2002/03/17 20:00:00 2002/03/18 03:00:00 8 0.53 72.79%0.07
849 2002/05/20 22:00:00 2002/05/20 23:00:00 2 0.53 72.88%0.07
850 1953/01/06 14:00:00 1953/01/08 10:00:00 45 0.51 72.96%0.07
851 1960/12/02 07:00:00 1960/12/03 05:00:00 23 0.51 73.05%0.07
852 1955/11/17 05:00:00 1955/11/17 18:00:00 14 0.5 73.13%0.07
853 1958/02/13 00:00:00 1958/02/13 07:00:00 8 0.5 73.22%0.07
854 1962/02/24 19:00:00 1962/02/25 00:00:00 6 0.5 73.30%0.07
855 1965/11/25 07:00:00 1965/11/25 13:00:00 7 0.5 73.39%0.07
856 1955/04/26 09:00:00 1955/04/26 12:00:00 4 0.48 73.48%0.07
857 1963/03/15 03:00:00 1963/03/15 07:00:00 5 0.48 73.56%0.07
858 1963/04/08 04:00:00 1963/04/08 09:00:00 6 0.48 73.65%0.07
859 1969/05/05 08:00:00 1969/05/06 12:00:00 29 0.48 73.73%0.07
860 2002/04/15 07:00:00 2002/04/15 10:00:00 4 0.48 73.82%0.07
861 2002/04/24 11:00:00 2002/04/24 14:00:00 4 0.48 73.91%0.07
862 2002/09/29 11:00:00 2002/09/29 21:00:00 11 0.48 73.99%0.07
863 1965/07/29 19:00:00 1965/07/29 23:00:00 5 0.47 74.08%0.07
864 1998/05/05 13:00:00 1998/05/06 21:00:00 33 0.47 74.16%0.07
865 1951/12/01 21:00:00 1951/12/02 03:00:00 7 0.43 74.25%0.07
866 1964/01/18 14:00:00 1964/01/18 21:00:00 8 0.43 74.33%0.07
867 1966/01/27 04:00:00 1966/01/27 15:00:00 12 0.43 74.42%0.07
868 1971/12/07 00:00:00 1971/12/07 03:00:00 4 0.43 74.51%0.07
869 1972/12/07 05:00:00 1972/12/08 21:00:00 41 0.43 74.59%0.07
870 1975/01/30 13:00:00 1975/01/30 18:00:00 6 0.43 74.68%0.07
871 2000/01/25 11:00:00 2000/01/26 18:00:00 32 0.43 74.76%0.07
872 1952/12/17 06:00:00 1952/12/17 16:00:00 11 0.42 74.85%0.07
873 1953/11/20 06:00:00 1953/11/20 08:00:00 3 0.42 74.94%0.07
874 1956/04/26 16:00:00 1956/04/27 09:00:00 18 0.42 75.02%0.07
875 1961/03/15 09:00:00 1961/03/15 14:00:00 6 0.42 75.11%0.07
876 1963/10/18 01:00:00 1963/10/19 01:00:00 25 0.42 75.19%0.07
877 1963/11/06 13:00:00 1963/11/06 17:00:00 5 0.42 75.28%0.07
878 1965/04/12 23:00:00 1965/04/13 01:00:00 3 0.42 75.36%0.07
879 1973/03/04 03:00:00 1973/03/04 04:00:00 2 0.42 75.45%0.07
880 1974/02/19 17:00:00 1974/02/19 19:00:00 3 0.42 75.54%0.07
881 1972/10/17 02:00:00 1972/10/17 05:00:00 4 0.41 75.62%0.07
882 1963/04/14 15:00:00 1963/04/14 21:00:00 7 0.4 75.71%0.07
883 1975/04/25 05:00:00 1975/04/25 09:00:00 5 0.4 75.79%0.07
884 1954/07/13 04:00:00 1954/07/13 06:00:00 3 0.39 75.88%0.07
885 1955/12/04 05:00:00 1955/12/04 11:00:00 7 0.36 75.97%0.07
19/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
886 1965/12/21 23:00:00 1965/12/22 11:00:00 13 0.36 76.05%0.07
887 1951/11/12 23:00:00 1951/11/13 03:00:00 5 0.35 76.14%0.07
888 1958/01/30 12:00:00 1958/01/30 14:00:00 3 0.35 76.22%0.07
889 1964/02/15 06:00:00 1964/02/15 11:00:00 6 0.35 76.31%0.07
890 1965/01/07 08:00:00 1965/01/07 11:00:00 4 0.35 76.39%0.07
891 2001/12/20 14:00:00 2001/12/21 20:00:00 31 0.35 76.48%0.07
892 2002/12/29 13:00:00 2002/12/29 20:00:00 8 0.35 76.57%0.07
893 2003/01/20 13:00:00 2003/01/20 20:00:00 8 0.35 76.65%0.07
894 1960/03/28 00:00:00 1960/03/28 06:00:00 7 0.34 76.74%0.07
895 1961/03/28 00:00:00 1961/03/28 17:00:00 18 0.34 76.82%0.07
896 2003/03/22 13:00:00 2003/03/22 20:00:00 8 0.33 76.91%0.07
897 1955/04/18 08:00:00 1955/04/18 10:00:00 3 0.32 77.00%0.07
898 1971/05/07 16:00:00 1971/05/07 23:00:00 8 0.32 77.08%0.07
899 1957/01/24 04:00:00 1957/01/24 23:00:00 20 0.28 77.17%0.07
900 1957/11/04 03:00:00 1957/11/04 11:00:00 9 0.28 77.25%0.06
901 1965/01/20 03:00:00 1965/01/20 08:00:00 6 0.28 77.34%0.06
902 1968/12/11 05:00:00 1968/12/11 10:00:00 6 0.28 77.42%0.06
903 1968/12/20 09:00:00 1968/12/20 12:00:00 4 0.28 77.51%0.06
904 1971/01/02 06:00:00 1971/01/02 11:00:00 6 0.28 77.60%0.06
905 1971/12/13 03:00:00 1971/12/13 07:00:00 5 0.28 77.68%0.06
906 1992/12/03 11:00:00 1992/12/04 10:00:00 24 0.28 77.77%0.06
907 1993/11/22 13:00:00 1993/11/23 04:00:00 16 0.28 77.85%0.06
908 1993/12/14 16:00:00 1993/12/15 08:00:00 17 0.28 77.94%0.06
909 1994/02/20 11:00:00 1994/02/21 07:00:00 21 0.28 78.03%0.06
910 1994/12/13 05:00:00 1994/12/13 07:00:00 3 0.28 78.11%0.06
911 1995/12/13 01:00:00 1995/12/13 10:00:00 10 0.28 78.20%0.06
912 1996/01/28 04:00:00 1996/01/28 07:00:00 4 0.28 78.28%0.06
913 1998/04/15 13:00:00 1998/04/15 20:00:00 8 0.28 78.37%0.06
914 1998/12/04 00:00:00 1998/12/05 03:00:00 28 0.28 78.45%0.06
915 2003/11/01 04:00:00 2003/11/01 10:00:00 7 0.28 78.54%0.06
916 2003/12/07 10:00:00 2003/12/08 01:00:00 16 0.28 78.63%0.06
917 2004/01/02 17:00:00 2004/01/03 15:00:00 23 0.28 78.71%0.06
918 2004/01/28 02:00:00 2004/01/28 07:00:00 6 0.28 78.80%0.06
919 2004/12/08 04:00:00 2004/12/08 09:00:00 6 0.28 78.88%0.06
920 1952/01/07 03:00:00 1952/01/08 11:00:00 33 0.27 78.97%0.06
921 1957/11/02 07:00:00 1957/11/03 02:00:00 20 0.27 79.06%0.06
922 1962/02/26 09:00:00 1962/02/26 12:00:00 4 0.27 79.14%0.06
923 1971/11/12 07:00:00 1971/11/12 10:00:00 4 0.27 79.23%0.06
924 1994/11/16 08:00:00 1994/11/16 10:00:00 3 0.27 79.31%0.06
925 1995/11/01 05:00:00 1995/11/01 21:00:00 17 0.27 79.40%0.06
926 1999/02/09 19:00:00 1999/02/09 21:00:00 3 0.27 79.48%0.06
927 2001/12/14 14:00:00 2001/12/14 19:00:00 6 0.27 79.57%0.06
928 2001/12/30 14:00:00 2001/12/30 19:00:00 6 0.27 79.66%0.06
929 2003/11/16 00:00:00 2003/11/16 09:00:00 10 0.27 79.74%0.06
930 2005/02/07 02:00:00 2005/02/07 07:00:00 6 0.27 79.83%0.06
931 1953/03/20 02:00:00 1953/03/20 11:00:00 10 0.26 79.91%0.06
932 1957/11/16 01:00:00 1957/11/16 23:00:00 23 0.26 80.00%0.06
20/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
933 1992/10/23 06:00:00 1992/10/23 09:00:00 4 0.26 80.09%0.06
934 1992/10/30 16:00:00 1992/10/30 20:00:00 5 0.26 80.17%0.06
935 1998/01/13 14:00:00 1998/01/13 19:00:00 6 0.26 80.26%0.06
936 1998/01/19 14:00:00 1998/01/20 18:00:00 29 0.26 80.34%0.06
937 1999/03/11 11:00:00 1999/03/11 15:00:00 5 0.26 80.43%0.06
938 2001/04/20 23:00:00 2001/04/21 13:00:00 15 0.26 80.52%0.06
939 2005/03/18 20:00:00 2005/03/20 04:00:00 33 0.26 80.60%0.06
940 2006/03/06 23:00:00 2006/03/07 02:00:00 4 0.26 80.69%0.06
941 2006/03/17 18:00:00 2006/03/18 08:00:00 15 0.26 80.77%0.06
942 1956/04/10 13:00:00 1956/04/11 13:00:00 25 0.25 80.86%0.06
943 1972/09/06 01:00:00 1972/09/06 07:00:00 7 0.25 80.94%0.06
944 1995/05/13 06:00:00 1995/05/13 09:00:00 4 0.25 81.03%0.06
945 1999/03/07 01:00:00 1999/03/07 05:00:00 5 0.25 81.12%0.06
946 1962/06/15 00:00:00 1962/06/15 13:00:00 14 0.24 81.20%0.06
947 1992/08/13 16:00:00 1992/08/13 19:00:00 4 0.24 81.29%0.06
948 1995/07/16 08:00:00 1995/07/16 10:00:00 3 0.24 81.37%0.06
949 1997/02/27 16:00:00 1997/02/27 22:00:00 7 0.24 81.46%0.06
950 2002/11/29 14:00:00 2002/11/29 19:00:00 6 0.22 81.55%0.06
951 1953/01/13 17:00:00 1953/01/13 23:00:00 7 0.21 81.63%0.06
952 1955/12/01 18:00:00 1955/12/02 00:00:00 7 0.2 81.72%0.06
953 1955/12/06 23:00:00 1955/12/07 03:00:00 5 0.2 81.80%0.06
954 1956/01/20 15:00:00 1956/01/21 00:00:00 10 0.2 81.89%0.06
955 1962/03/29 06:00:00 1962/03/29 09:00:00 4 0.2 81.97%0.06
956 1962/12/18 07:00:00 1962/12/18 10:00:00 4 0.2 82.06%0.06
957 1967/01/30 23:00:00 1967/01/31 08:00:00 10 0.2 82.15%0.06
958 1970/01/11 15:00:00 1970/01/12 08:00:00 18 0.2 82.23%0.06
959 1972/11/08 01:00:00 1972/11/08 05:00:00 5 0.2 82.32%0.06
960 2002/01/28 03:00:00 2002/01/29 08:00:00 30 0.2 82.40%0.06
961 1955/11/21 09:00:00 1955/11/21 17:00:00 9 0.19 82.49%0.06
962 1975/10/07 05:00:00 1975/10/07 09:00:00 5 0.19 82.58%0.06
963 1956/10/23 11:00:00 1956/10/23 13:00:00 3 0.18 82.66%0.06
964 1964/03/31 16:00:00 1964/04/01 10:00:00 19 0.18 82.75%0.06
965 1973/03/21 20:00:00 1973/03/21 22:00:00 3 0.17 82.83%0.06
966 2002/04/26 09:00:00 2002/04/26 14:00:00 6 0.17 82.92%0.06
967 1952/04/28 03:00:00 1952/04/28 08:00:00 6 0.16 83.00%0.06
968 1953/04/29 18:00:00 1953/04/30 06:00:00 13 0.16 83.09%0.06
969 1953/04/21 20:00:00 1953/04/21 22:00:00 3 0.14 83.18%0.06
970 2000/01/31 15:00:00 2000/01/31 19:00:00 5 0.14 83.26%0.06
971 1957/03/09 15:00:00 1957/03/09 22:00:00 8 0.13 83.35%0.06
972 1959/11/01 20:00:00 1959/11/01 22:00:00 3 0.12 83.43%0.06
973 1964/01/14 09:00:00 1964/01/14 14:00:00 6 0.12 83.52%0.06
974 1969/02/15 16:00:00 1969/02/16 00:00:00 9 0.12 83.61%0.06
975 1969/11/15 09:00:00 1969/11/15 21:00:00 13 0.12 83.69%0.06
976 1975/02/14 02:00:00 1975/02/14 07:00:00 6 0.12 83.78%0.06
977 1964/06/09 07:00:00 1964/06/09 14:00:00 8 0.11 83.86%0.06
978 1966/03/02 05:00:00 1966/03/02 09:00:00 5 0.11 83.95%0.06
979 1954/04/28 05:00:00 1954/04/28 10:00:00 6 0.1 84.03%0.06
21/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
980 1957/04/15 01:00:00 1957/04/15 08:00:00 8 0.1 84.12%0.06
981 1952/04/25 19:00:00 1952/04/25 20:00:00 2 0.09 84.21%0.06
982 1956/04/01 13:00:00 1956/04/01 14:00:00 2 0.09 84.29%0.06
983 1956/05/17 18:00:00 1956/05/17 19:00:00 2 0.09 84.38%0.06
984 1958/03/02 17:00:00 1958/03/02 19:00:00 3 0.09 84.46%0.06
985 1959/09/29 02:00:00 1959/09/29 03:00:00 2 0.09 84.55%0.06
986 1961/03/24 23:00:00 1961/03/25 05:00:00 7 0.09 84.64%0.06
987 1961/05/07 04:00:00 1961/05/07 06:00:00 3 0.09 84.72%0.06
988 1964/05/17 00:00:00 1964/05/17 01:00:00 2 0.09 84.81%0.06
989 1970/04/21 12:00:00 1970/04/21 13:00:00 2 0.09 84.89%0.06
990 1972/06/06 13:00:00 1972/06/06 14:00:00 2 0.09 84.98%0.06
991 1975/10/30 17:00:00 1975/10/30 18:00:00 2 0.09 85.06%0.06
992 1959/07/21 15:00:00 1959/07/21 17:00:00 3 0.08 85.15%0.06
993 1960/05/03 20:00:00 1960/05/04 12:00:00 17 0.08 85.24%0.06
994 1960/10/23 05:00:00 1960/10/23 10:00:00 6 0.08 85.32%0.06
995 1961/03/04 14:00:00 1961/03/04 19:00:00 6 0.08 85.41%0.06
996 1968/05/12 03:00:00 1968/05/12 05:00:00 3 0.08 85.49%0.06
997 1968/10/30 00:00:00 1968/10/30 14:00:00 15 0.08 85.58%0.06
998 1972/09/03 15:00:00 1972/09/03 16:00:00 2 0.08 85.67%0.06
999 1974/11/02 00:00:00 1974/11/02 01:00:00 2 0.08 85.75%0.06
1000 1975/03/06 16:00:00 1975/03/06 20:00:00 5 0.08 85.84%0.06
1001 1987/02/15 19:00:00 1987/02/15 20:00:00 2 0.08 85.92%0.06
1002 1987/02/18 17:00:00 1987/02/18 18:00:00 2 0.08 86.01%0.06
1003 1992/11/22 23:00:00 1992/11/23 00:00:00 2 0.08 86.09%0.06
1004 1992/12/11 21:00:00 1992/12/11 22:00:00 2 0.08 86.18%0.06
1005 1993/10/16 07:00:00 1993/10/16 08:00:00 2 0.08 86.27%0.06
1006 1993/11/01 03:00:00 1993/11/01 04:00:00 2 0.08 86.35%0.06
1007 1993/11/12 03:00:00 1993/11/12 04:00:00 2 0.08 86.44%0.06
1008 1993/12/19 04:00:00 1993/12/19 05:00:00 2 0.08 86.52%0.06
1009 1994/04/25 18:00:00 1994/04/27 18:00:00 49 0.08 86.61%0.06
1010 1994/05/08 08:00:00 1994/05/08 09:00:00 2 0.08 86.70%0.06
1011 1994/05/11 22:00:00 1994/05/11 23:00:00 2 0.08 86.78%0.06
1012 1994/05/15 06:00:00 1994/05/15 07:00:00 2 0.08 86.87%0.06
1013 1994/10/04 13:00:00 1994/10/04 14:00:00 2 0.08 86.95%0.06
1014 1994/11/18 05:00:00 1994/11/18 06:00:00 2 0.08 87.04%0.06
1015 1994/12/22 21:00:00 1994/12/22 22:00:00 2 0.08 87.12%0.06
1016 1995/12/16 00:00:00 1995/12/16 01:00:00 2 0.08 87.21%0.06
1017 1996/01/19 08:00:00 1996/01/19 09:00:00 2 0.08 87.30%0.06
1018 1996/04/02 07:00:00 1996/04/02 08:00:00 2 0.08 87.38%0.06
1019 1996/12/31 16:00:00 1996/12/31 17:00:00 2 0.08 87.47%0.06
1020 1998/09/03 03:00:00 1998/09/03 09:00:00 7 0.08 87.55%0.06
1021 1998/09/26 08:00:00 1998/09/26 09:00:00 2 0.08 87.64%0.06
1022 1998/11/11 09:00:00 1998/11/11 21:00:00 13 0.08 87.73%0.06
1023 1999/02/07 09:00:00 1999/02/07 10:00:00 2 0.08 87.81%0.06
1024 1999/03/04 01:00:00 1999/03/04 02:00:00 2 0.08 87.90%0.06
1025 1999/04/08 23:00:00 1999/04/09 00:00:00 2 0.08 87.98%0.06
1026 1999/05/23 01:00:00 1999/05/23 02:00:00 2 0.08 88.07%0.06
22/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
1027 1999/07/05 19:00:00 1999/07/05 20:00:00 2 0.08 88.15%0.06
1028 1999/09/21 08:00:00 1999/09/21 09:00:00 2 0.08 88.24%0.06
1029 1999/12/10 04:00:00 1999/12/10 05:00:00 2 0.08 88.33%0.06
1030 2000/02/16 15:00:00 2000/02/17 19:00:00 29 0.08 88.41%0.06
1031 2000/04/14 21:00:00 2000/04/14 22:00:00 2 0.08 88.50%0.06
1032 2000/04/21 19:00:00 2000/04/21 20:00:00 2 0.08 88.58%0.06
1033 2000/09/07 14:00:00 2000/09/07 15:00:00 2 0.08 88.67%0.06
1034 2000/10/04 08:00:00 2000/10/04 09:00:00 2 0.08 88.76%0.06
1035 2000/10/06 14:00:00 2000/10/06 15:00:00 2 0.08 88.84%0.06
1036 2000/10/11 07:00:00 2000/10/11 08:00:00 2 0.08 88.93%0.06
1037 2001/01/24 11:00:00 2001/01/25 02:00:00 16 0.08 89.01%0.06
1038 2001/05/29 23:00:00 2001/05/30 00:00:00 2 0.08 89.10%0.06
1039 2003/07/30 08:00:00 2003/07/30 09:00:00 2 0.08 89.18%0.06
1040 2003/08/20 22:00:00 2003/08/20 23:00:00 2 0.08 89.27%0.06
1041 2003/11/03 17:00:00 2003/11/04 00:00:00 8 0.08 89.36%0.06
1042 2003/12/17 10:00:00 2003/12/17 11:00:00 2 0.08 89.44%0.06
1043 2004/01/19 07:00:00 2004/01/19 08:00:00 2 0.08 89.53%0.06
1044 2004/01/25 02:00:00 2004/01/25 03:00:00 2 0.08 89.61%0.06
1045 2004/06/19 10:00:00 2004/06/19 11:00:00 2 0.08 89.70%0.06
1046 2004/11/08 07:00:00 2004/11/08 08:00:00 2 0.08 89.79%0.06
1047 2004/11/12 10:00:00 2004/11/12 11:00:00 2 0.08 89.87%0.06
1048 2004/11/29 22:00:00 2004/11/29 23:00:00 2 0.08 89.96%0.06
1049 2005/02/25 07:00:00 2005/02/25 08:00:00 2 0.08 90.04%0.06
1050 2005/04/24 13:00:00 2005/04/24 14:00:00 2 0.08 90.13%0.06
1051 2005/10/25 06:00:00 2005/10/25 07:00:00 2 0.08 90.21%0.06
1052 2006/01/30 08:00:00 2006/01/30 09:00:00 2 0.08 90.30%0.06
1053 2006/02/01 08:00:00 2006/02/01 09:00:00 2 0.08 90.39%0.06
1054 2006/04/01 10:00:00 2006/04/01 11:00:00 2 0.08 90.47%0.06
1055 2006/05/27 05:00:00 2006/05/27 06:00:00 2 0.08 90.56%0.06
1056 2006/08/04 04:00:00 2006/08/04 05:00:00 2 0.08 90.64%0.06
1057 2007/03/21 05:00:00 2007/03/21 06:00:00 2 0.08 90.73%0.06
1058 2007/03/27 05:00:00 2007/03/27 06:00:00 2 0.08 90.82%0.06
1059 2007/09/28 06:00:00 2007/09/28 07:00:00 2 0.08 90.90%0.06
1060 1969/02/28 19:00:00 1969/02/28 21:00:00 3 0.07 90.99%0.06
1061 1974/04/01 21:00:00 1974/04/02 02:00:00 6 0.07 91.07%0.06
1062 1998/04/07 14:00:00 1998/04/07 19:00:00 6 0.07 91.16%0.06
1063 1998/04/13 14:00:00 1998/04/13 19:00:00 6 0.07 91.24%0.06
1064 1959/10/27 11:00:00 1959/10/27 13:00:00 3 0.06 91.33%0.06
1065 1960/06/23 16:00:00 1960/06/23 17:00:00 2 0.06 91.42%0.05
1066 1960/12/08 18:00:00 1960/12/08 20:00:00 3 0.06 91.50%0.05
1067 1962/03/02 23:00:00 1962/03/03 02:00:00 4 0.06 91.59%0.05
1068 1962/10/14 19:00:00 1962/10/15 01:00:00 7 0.06 91.67%0.05
1069 1963/04/21 02:00:00 1963/04/21 05:00:00 4 0.06 91.76%0.05
1070 1963/05/31 23:00:00 1963/06/01 03:00:00 5 0.06 91.85%0.05
1071 1966/02/10 16:00:00 1966/02/10 18:00:00 3 0.06 91.93%0.05
1072 1967/04/24 09:00:00 1967/04/24 11:00:00 3 0.06 92.02%0.05
1073 1967/04/28 09:00:00 1967/04/29 08:00:00 24 0.06 92.10%0.05
23/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
1074 1967/08/31 01:00:00 1967/08/31 02:00:00 2 0.06 92.19%0.05
1075 1967/12/16 04:00:00 1967/12/16 18:00:00 15 0.06 92.27%0.05
1076 1968/03/13 17:00:00 1968/03/13 23:00:00 7 0.06 92.36%0.05
1077 1968/07/28 06:00:00 1968/07/28 07:00:00 2 0.06 92.45%0.05
1078 1968/11/04 03:00:00 1968/11/04 04:00:00 2 0.06 92.53%0.05
1079 1968/11/30 19:00:00 1968/11/30 23:00:00 5 0.06 92.62%0.05
1080 1971/05/29 06:00:00 1971/05/29 07:00:00 2 0.06 92.70%0.05
1081 1972/05/18 23:00:00 1972/05/20 05:00:00 31 0.06 92.79%0.05
1082 1973/01/04 13:00:00 1973/01/04 15:00:00 3 0.06 92.88%0.05
1083 1974/01/20 16:00:00 1974/01/20 23:00:00 8 0.06 92.96%0.05
1084 1975/05/20 02:00:00 1975/05/20 09:00:00 8 0.06 93.05%0.05
1085 1975/06/17 05:00:00 1975/06/18 07:00:00 27 0.06 93.13%0.05
1086 2002/01/25 01:00:00 2002/01/25 02:00:00 2 0.06 93.22%0.05
1087 2002/03/01 06:00:00 2002/03/01 11:00:00 6 0.06 93.30%0.05
1088 2002/03/07 08:00:00 2002/03/07 23:00:00 16 0.06 93.39%0.05
1089 2002/03/23 05:00:00 2002/03/24 00:00:00 20 0.06 93.48%0.05
1090 1951/09/28 03:00:00 1951/10/01 07:00:00 77 0.05 93.56%0.05
1091 1955/01/06 10:00:00 1955/01/06 13:00:00 4 0.05 93.65%0.05
1092 1961/12/14 10:00:00 1961/12/14 18:00:00 9 0.05 93.73%0.05
1093 1967/06/13 01:00:00 1967/06/13 07:00:00 7 0.05 93.82%0.05
1094 1969/01/30 23:00:00 1969/01/31 04:00:00 6 0.05 93.91%0.05
1095 1970/03/10 08:00:00 1970/03/10 11:00:00 4 0.05 93.99%0.05
1096 1971/05/06 02:00:00 1971/05/06 07:00:00 6 0.05 94.08%0.05
1097 1973/01/30 14:00:00 1973/01/30 16:00:00 3 0.05 94.16%0.05
1098 1998/06/12 15:00:00 1998/06/12 18:00:00 4 0.05 94.25%0.05
1099 1998/06/16 15:00:00 1998/06/16 18:00:00 4 0.05 94.33%0.05
1100 2000/01/01 15:00:00 2000/01/02 18:00:00 28 0.05 94.42%0.05
1101 2000/02/27 16:00:00 2000/02/28 18:00:00 27 0.05 94.51%0.05
1102 2002/09/20 15:00:00 2002/09/20 18:00:00 4 0.05 94.59%0.05
1103 2003/05/07 15:00:00 2003/05/07 18:00:00 4 0.05 94.68%0.05
1104 2003/06/23 15:00:00 2003/06/23 18:00:00 4 0.05 94.76%0.05
1105 1952/02/17 22:00:00 1952/02/18 05:00:00 8 0.04 94.85%0.05
1106 1952/03/19 01:00:00 1952/03/19 07:00:00 7 0.04 94.94%0.05
1107 1953/06/18 10:00:00 1953/06/18 12:00:00 3 0.04 95.02%0.05
1108 1956/01/23 09:00:00 1956/01/23 14:00:00 6 0.04 95.11%0.05
1109 1956/10/04 08:00:00 1956/10/04 11:00:00 4 0.04 95.19%0.05
1110 1957/11/05 14:00:00 1957/11/05 17:00:00 4 0.04 95.28%0.05
1111 1958/11/15 23:00:00 1958/11/16 01:00:00 3 0.04 95.36%0.05
1112 1959/06/28 03:00:00 1959/06/28 04:00:00 2 0.04 95.45%0.05
1113 1960/02/19 02:00:00 1960/02/19 04:00:00 3 0.04 95.54%0.05
1114 1961/11/30 13:00:00 1961/11/30 15:00:00 3 0.04 95.62%0.05
1115 1962/02/12 09:00:00 1962/02/12 11:00:00 3 0.04 95.71%0.05
1116 1962/05/26 02:00:00 1962/05/26 04:00:00 3 0.04 95.79%0.05
1117 1963/01/31 22:00:00 1963/02/01 02:00:00 5 0.04 95.88%0.05
1118 1963/05/28 01:00:00 1963/05/28 08:00:00 8 0.04 95.97%0.05
1119 1964/11/12 00:00:00 1964/11/12 05:00:00 6 0.04 96.05%0.05
1120 1964/11/26 12:00:00 1964/11/26 16:00:00 5 0.04 96.14%0.05
24/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPre.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
1121 1966/11/21 00:00:00 1966/11/21 01:00:00 2 0.04 96.22%0.05
1122 1967/03/04 09:00:00 1967/03/04 13:00:00 5 0.04 96.31%0.05
1123 1969/06/17 06:00:00 1969/06/17 09:00:00 4 0.04 96.39%0.05
1124 1972/06/20 18:00:00 1972/06/20 22:00:00 5 0.04 96.48%0.05
1125 1975/03/31 11:00:00 1975/04/01 04:00:00 18 0.04 96.57%0.05
1126 2001/04/04 17:00:00 2001/04/04 18:00:00 2 0.04 96.65%0.05
1127 1952/06/06 09:00:00 1952/06/06 11:00:00 3 0.03 96.74%0.05
1128 1955/05/24 10:00:00 1955/05/25 05:00:00 20 0.03 96.82%0.05
1129 1962/03/16 23:00:00 1962/03/17 02:00:00 4 0.03 96.91%0.05
1130 1964/12/23 16:00:00 1964/12/23 19:00:00 4 0.03 97.00%0.05
1131 1967/07/26 19:00:00 1967/07/26 21:00:00 3 0.03 97.08%0.05
1132 1968/07/07 02:00:00 1968/07/07 05:00:00 4 0.03 97.17%0.05
1133 1969/06/10 10:00:00 1969/06/10 13:00:00 4 0.03 97.25%0.05
1134 1970/01/14 19:00:00 1970/01/14 21:00:00 3 0.03 97.34%0.05
1135 2000/01/16 16:00:00 2000/01/16 18:00:00 3 0.03 97.42%0.05
1136 2001/02/10 16:00:00 2001/02/10 18:00:00 3 0.03 97.51%0.05
1137 1951/10/13 06:00:00 1951/10/13 07:00:00 2 0.02 97.60%0.05
1138 1955/05/07 11:00:00 1955/05/07 20:00:00 10 0.02 97.68%0.05
1139 1955/05/22 10:00:00 1955/05/22 14:00:00 5 0.02 97.77%0.05
1140 1959/05/26 17:00:00 1959/05/26 18:00:00 2 0.02 97.85%0.05
1141 1959/12/08 09:00:00 1959/12/08 13:00:00 5 0.02 97.94%0.05
1142 1963/03/23 09:00:00 1963/03/23 12:00:00 4 0.02 98.03%0.05
1143 1964/04/19 12:00:00 1964/04/19 13:00:00 2 0.02 98.11%0.05
1144 1965/06/25 08:00:00 1965/06/25 10:00:00 3 0.02 98.20%0.05
1145 1966/02/02 00:00:00 1966/02/02 07:00:00 8 0.02 98.28%0.05
1146 1967/05/10 06:00:00 1967/05/10 08:00:00 3 0.02 98.37%0.05
1147 1967/09/18 20:00:00 1967/09/18 22:00:00 3 0.02 98.45%0.05
1148 1968/02/10 01:00:00 1968/02/10 03:00:00 3 0.02 98.54%0.05
1149 1968/03/17 02:00:00 1968/03/17 03:00:00 2 0.02 98.63%0.05
1150 1968/05/21 06:00:00 1968/05/21 10:00:00 5 0.02 98.71%0.05
1151 1969/12/22 04:00:00 1969/12/22 05:00:00 2 0.02 98.80%0.05
1152 1970/06/12 20:00:00 1970/06/12 23:00:00 4 0.02 98.88%0.05
1153 1974/11/21 15:00:00 1974/11/21 20:00:00 6 0.02 98.97%0.05
1154 1997/12/21 17:00:00 1997/12/22 18:00:00 26 0.02 99.06%0.05
1155 1998/01/16 17:00:00 1998/01/16 18:00:00 2 0.02 99.14%0.05
1156 1998/03/09 17:00:00 1998/03/09 18:00:00 2 0.02 99.23%0.05
1157 1998/05/08 17:00:00 1998/05/08 18:00:00 2 0.02 99.31%0.05
1158 2001/04/12 17:00:00 2001/04/12 18:00:00 2 0.02 99.40%0.05
1159 2001/11/04 17:00:00 2001/11/04 18:00:00 2 0.02 99.48%0.05
1160 2001/12/23 17:00:00 2001/12/23 18:00:00 2 0.02 99.57%0.05
1161 2002/01/03 17:00:00 2002/01/03 18:00:00 2 0.02 99.66%0.05
1162 2003/03/04 17:00:00 2003/03/04 18:00:00 2 0.02 99.74%0.05
1163 2003/04/17 17:00:00 2003/04/17 18:00:00 2 0.02 99.83%0.05
1164 2003/04/23 17:00:00 2003/04/23 18:00:00 2 0.02 99.91%0.05
-------------End of Data-----------------
25/2510/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
1 1995/01/03 09:00:00 1995/01/06 01:00:00 65 17.97 0.12%58
2 1978/02/27 08:00:00 1978/03/06 07:00:00 168 9.77 0.23%29
3 1980/01/28 01:00:00 1980/01/31 15:00:00 87 8.25 0.35%19.33
4 2008/02/20 12:00:00 2008/02/25 16:00:00 125 7.12 0.46%14.5
5 1968/03/07 23:00:00 1968/03/09 17:00:00 43 6.45 0.58%11.6
6 2003/02/25 06:00:00 2003/02/28 18:00:00 85 6.06 0.69%9.67
7 1986/02/13 10:00:00 1986/02/18 00:00:00 111 5.67 0.81%8.29
8 1979/01/05 08:00:00 1979/01/07 16:00:00 57 5.37 0.93%7.25
9 1969/02/18 08:00:00 1969/02/27 01:00:00 210 5.19 1.04%6.44
10 2004/10/27 03:00:00 2004/10/29 09:00:00 55 4.38 1.16%5.8
11 1965/11/21 09:00:00 1965/11/26 04:00:00 116 4.19 1.27%5.27
12 1978/02/05 11:00:00 1978/02/15 04:00:00 234 3.92 1.39%4.83
13 1952/01/16 08:00:00 1952/01/19 11:00:00 76 3.84 1.50%4.46
14 1958/02/03 05:00:00 1958/02/05 21:00:00 65 3.82 1.62%4.14
15 1982/03/14 14:00:00 1982/03/19 20:00:00 127 3.8 1.74%3.87
16 2005/02/18 05:00:00 2005/02/25 14:00:00 178 3.78 1.85%3.63
17 1998/02/03 07:00:00 1998/02/10 05:00:00 167 3.25 1.97%3.41
18 1980/02/13 13:00:00 1980/02/22 11:00:00 215 3.23 2.08%3.22
19 1980/03/02 21:00:00 1980/03/04 21:00:00 49 3.22 2.20%3.05
20 1977/08/16 18:00:00 1977/08/19 05:00:00 60 3.15 2.31%2.9
21 1998/02/22 05:00:00 1998/02/25 22:00:00 90 3.13 2.43%2.76
22 1978/01/14 17:00:00 1978/01/18 05:00:00 85 3.09 2.55%2.64
23 1991/12/28 04:00:00 1991/12/31 08:00:00 77 3.08 2.66%2.52
24 1958/03/31 02:00:00 1958/04/05 04:00:00 123 3.03 2.78%2.42
25 1962/01/20 14:00:00 1962/01/23 14:00:00 73 3.03 2.89%2.32
26 1993/01/12 21:00:00 1993/01/19 18:00:00 166 3 3.01%2.23
27 2000/10/29 23:00:00 2000/10/31 19:00:00 45 2.95 3.13%2.15
28 1966/12/03 07:00:00 1966/12/08 04:00:00 118 2.89 3.24%2.07
29 2004/10/17 08:00:00 2004/10/21 22:00:00 111 2.87 3.36%2
30 1998/02/14 07:00:00 1998/02/20 23:00:00 161 2.78 3.47%1.93
31 1970/12/17 01:00:00 1970/12/22 22:00:00 142 2.77 3.59%1.87
32 1978/01/03 20:00:00 1978/01/07 13:00:00 90 2.77 3.70%1.81
33 1996/11/21 16:00:00 1996/11/23 11:00:00 44 2.77 3.82%1.76
34 1979/01/14 21:00:00 1979/01/19 21:00:00 121 2.64 3.94%1.71
35 1952/11/14 15:00:00 1952/11/17 13:00:00 71 2.62 4.05%1.66
36 1995/03/11 02:00:00 1995/03/13 05:00:00 52 2.55 4.17%1.61
37 2003/04/14 06:00:00 2003/04/16 08:00:00 51 2.51 4.28%1.57
38 1954/02/13 17:00:00 1954/02/15 08:00:00 40 2.5 4.40%1.53
39 2004/02/26 02:00:00 2004/02/27 18:00:00 41 2.5 4.51%1.49
Peak Flow Statistics Table Values
SWMM.out file name: Q:\14\14100\GPIP\GP3\SWMM\14100-MIT-A.out
SWMM.out time stamp: 10/18/2022 3:36:24 PM
1/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
40 1991/02/27 19:00:00 1991/03/02 15:00:00 69 2.45 4.63%1.45
41 1960/04/27 06:00:00 1960/04/28 16:00:00 35 2.44 4.75%1.42
42 2005/01/07 09:00:00 2005/01/12 13:00:00 125 2.41 4.86%1.38
43 1983/02/24 02:00:00 1983/03/07 16:00:00 279 2.38 4.98%1.35
44 1971/12/22 08:00:00 1971/12/29 16:00:00 177 2.36 5.09%1.32
45 1993/02/07 22:00:00 1993/02/10 04:00:00 55 2.35 5.21%1.29
46 1985/11/11 07:00:00 1985/11/13 13:00:00 55 2.3 5.32%1.26
47 2007/11/30 08:00:00 2007/12/02 06:00:00 47 2.27 5.44%1.23
48 2008/01/05 05:00:00 2008/01/08 08:00:00 76 2.24 5.56%1.21
49 1961/12/01 21:00:00 1961/12/04 01:00:00 53 2.23 5.67%1.18
50 1980/01/09 04:00:00 1980/01/14 16:00:00 133 2.23 5.79%1.16
51 1983/12/24 11:00:00 1983/12/28 08:00:00 94 2.23 5.90%1.14
52 1995/03/03 13:00:00 1995/03/07 10:00:00 94 2.19 6.02%1.12
53 1972/01/16 21:00:00 1972/01/20 06:00:00 82 2.18 6.13%1.09
54 1958/02/19 10:00:00 1958/02/20 21:00:00 36 2.17 6.25%1.07
55 1960/02/01 21:00:00 1960/02/03 06:00:00 34 2.16 6.37%1.06
56 1994/02/03 23:00:00 1994/02/05 16:00:00 42 2.13 6.48%1.04
57 1963/09/17 07:00:00 1963/09/20 02:00:00 68 2.12 6.60%1.02
58 1988/12/21 01:00:00 1988/12/26 04:00:00 124 2.11 6.71%1
59 1986/11/17 19:00:00 1986/11/19 12:00:00 42 2.1 6.83%0.98
60 2003/02/11 10:00:00 2003/02/14 23:00:00 86 2.1 6.94%0.97
61 1983/01/22 17:00:00 1983/01/30 12:00:00 188 2.09 7.06%0.95
62 1965/11/14 15:00:00 1965/11/19 10:00:00 116 2 7.18%0.94
63 1987/10/11 13:00:00 1987/10/14 01:00:00 61 1.97 7.29%0.92
64 1963/03/17 00:00:00 1963/03/18 14:00:00 39 1.95 7.41%0.91
65 1992/02/12 14:00:00 1992/02/14 11:00:00 46 1.94 7.52%0.89
66 1985/11/29 07:00:00 1985/11/30 18:00:00 36 1.92 7.64%0.88
67 1957/01/13 05:00:00 1957/01/14 12:00:00 32 1.89 7.75%0.87
68 1987/12/16 14:00:00 1987/12/18 14:00:00 49 1.88 7.87%0.85
69 2002/11/08 09:00:00 2002/11/10 10:00:00 50 1.86 7.99%0.84
70 1969/02/06 09:00:00 1969/02/07 23:00:00 39 1.84 8.10%0.83
71 1960/01/10 12:00:00 1960/01/13 10:00:00 71 1.82 8.22%0.82
72 1965/12/09 09:00:00 1965/12/11 15:00:00 55 1.82 8.33%0.81
73 1967/12/18 17:00:00 1967/12/20 23:00:00 55 1.82 8.45%0.8
74 1975/04/06 00:00:00 1975/04/10 14:00:00 111 1.82 8.56%0.78
75 2004/12/28 09:00:00 2005/01/02 03:00:00 115 1.82 8.68%0.77
76 1963/11/20 04:00:00 1963/11/22 11:00:00 56 1.79 8.80%0.76
77 1967/01/22 17:00:00 1967/01/26 02:00:00 82 1.79 8.91%0.75
78 2001/02/13 11:00:00 2001/02/16 06:00:00 68 1.78 9.03%0.74
79 2008/01/27 01:00:00 2008/01/29 16:00:00 64 1.77 9.14%0.73
80 1978/09/05 17:00:00 1978/09/07 14:00:00 46 1.76 9.26%0.73
81 1997/01/12 16:00:00 1997/01/16 22:00:00 103 1.74 9.38%0.72
82 1952/03/07 09:00:00 1952/03/14 10:00:00 170 1.68 9.49%0.71
83 1994/03/24 23:00:00 1994/03/26 16:00:00 42 1.66 9.61%0.7
84 1986/03/08 16:00:00 1986/03/18 05:00:00 230 1.64 9.72%0.69
85 1969/01/24 10:00:00 1969/01/29 16:00:00 127 1.63 9.84%0.68
86 1988/11/24 02:00:00 1988/11/26 15:00:00 62 1.63 9.95%0.67
2/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
87 1956/04/12 20:00:00 1956/04/14 22:00:00 51 1.62 10.07%0.67
88 1967/03/13 11:00:00 1967/03/15 04:00:00 42 1.62 10.19%0.66
89 1990/02/17 11:00:00 1990/02/19 19:00:00 57 1.59 10.30%0.65
90 1957/05/10 12:00:00 1957/05/12 12:00:00 49 1.58 10.42%0.64
91 2005/01/03 08:00:00 2005/01/05 20:00:00 61 1.57 10.53%0.64
92 1954/01/18 21:00:00 1954/01/21 07:00:00 59 1.55 10.65%0.63
93 1985/11/24 17:00:00 1985/11/26 16:00:00 48 1.54 10.76%0.62
94 1952/11/30 02:00:00 1952/12/03 06:00:00 77 1.53 10.88%0.62
95 1958/03/15 17:00:00 1958/03/17 17:00:00 49 1.53 11.00%0.61
96 1967/11/19 08:00:00 1967/11/22 20:00:00 85 1.52 11.11%0.6
97 2003/03/15 10:00:00 2003/03/18 02:00:00 65 1.52 11.23%0.6
98 1991/03/25 03:00:00 1991/03/28 10:00:00 80 1.46 11.34%0.59
99 1951/12/28 21:00:00 1951/12/31 19:00:00 71 1.44 11.46%0.59
100 1963/02/09 18:00:00 1963/02/12 09:00:00 64 1.44 11.57%0.58
101 1970/11/28 22:00:00 1970/12/02 04:00:00 79 1.44 11.69%0.57
102 1983/11/24 22:00:00 1983/11/26 06:00:00 33 1.43 11.81%0.57
103 1992/12/07 10:00:00 1992/12/09 01:00:00 40 1.43 11.92%0.56
104 1986/09/24 02:00:00 1986/09/26 10:00:00 57 1.41 12.04%0.56
105 1993/02/18 13:00:00 1993/02/21 15:00:00 75 1.41 12.15%0.55
106 1981/11/26 23:00:00 1981/11/30 06:00:00 80 1.4 12.27%0.55
107 1958/03/20 20:00:00 1958/03/23 13:00:00 66 1.39 12.38%0.54
108 1970/02/28 14:00:00 1970/03/03 09:00:00 68 1.37 12.50%0.54
109 1954/11/11 01:00:00 1954/11/12 20:00:00 44 1.36 12.62%0.53
110 1962/02/07 22:00:00 1962/02/12 16:00:00 115 1.36 12.73%0.53
111 1959/02/11 09:00:00 1959/02/13 05:00:00 45 1.35 12.85%0.52
112 1952/03/15 21:00:00 1952/03/17 23:00:00 51 1.34 12.96%0.52
113 2005/04/28 09:00:00 2005/04/29 14:00:00 30 1.33 13.08%0.51
114 1982/12/07 22:00:00 1982/12/09 05:00:00 32 1.32 13.19%0.51
115 1957/01/26 07:00:00 1957/01/30 22:00:00 112 1.31 13.31%0.5
116 1981/03/18 19:00:00 1981/03/21 08:00:00 62 1.31 13.43%0.5
117 1988/04/20 02:00:00 1988/04/24 09:00:00 104 1.31 13.54%0.5
118 1974/03/08 01:00:00 1974/03/09 17:00:00 41 1.29 13.66%0.49
119 1982/12/22 11:00:00 1982/12/24 10:00:00 48 1.27 13.77%0.49
120 1956/01/25 18:00:00 1956/01/28 11:00:00 66 1.24 13.89%0.48
121 1958/04/06 18:00:00 1958/04/08 20:00:00 51 1.23 14.00%0.48
122 1985/12/11 04:00:00 1985/12/12 14:00:00 35 1.23 14.12%0.48
123 1992/03/20 20:00:00 1992/03/24 19:00:00 96 1.21 14.24%0.47
124 1965/04/07 06:00:00 1965/04/11 00:00:00 91 1.19 14.35%0.47
125 1974/12/04 07:00:00 1974/12/05 17:00:00 35 1.19 14.47%0.46
126 1988/04/14 20:00:00 1988/04/16 05:00:00 34 1.19 14.58%0.46
127 1966/11/07 15:00:00 1966/11/09 02:00:00 36 1.18 14.70%0.46
128 2005/02/11 04:00:00 2005/02/14 01:00:00 70 1.18 14.81%0.45
129 1976/07/08 12:00:00 1976/07/09 19:00:00 32 1.17 14.93%0.45
130 1976/07/22 11:00:00 1976/07/23 18:00:00 32 1.16 15.05%0.45
131 1988/01/17 06:00:00 1988/01/19 00:00:00 43 1.16 15.16%0.44
132 1977/12/25 19:00:00 1977/12/31 07:00:00 133 1.13 15.28%0.44
133 1992/02/15 13:00:00 1992/02/17 07:00:00 43 1.1 15.39%0.44
3/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
134 1959/12/24 10:00:00 1959/12/25 22:00:00 37 1.09 15.51%0.43
135 1977/01/05 16:00:00 1977/01/08 09:00:00 66 1.09 15.63%0.43
136 1977/05/08 00:00:00 1977/05/10 13:00:00 62 1.09 15.74%0.43
137 1976/07/15 13:00:00 1976/07/16 21:00:00 33 1.07 15.86%0.42
138 1973/11/22 22:00:00 1973/11/24 07:00:00 34 1.06 15.97%0.42
139 2007/01/30 15:00:00 2007/02/01 03:00:00 37 1.06 16.09%0.42
140 1992/01/03 11:00:00 1992/01/09 08:00:00 142 1.04 16.20%0.41
141 1994/03/06 08:00:00 1994/03/08 13:00:00 54 1.03 16.32%0.41
142 2006/10/14 02:00:00 2006/10/15 06:00:00 29 1.03 16.44%0.41
143 1960/02/28 20:00:00 1960/03/02 12:00:00 65 1.02 16.55%0.41
144 1967/04/11 08:00:00 1967/04/12 19:00:00 36 1 16.67%0.4
145 1968/12/25 19:00:00 1968/12/27 09:00:00 39 1 16.78%0.4
146 1976/03/01 16:00:00 1976/03/03 22:00:00 55 0.99 16.90%0.4
147 1993/01/06 03:00:00 1993/01/09 11:00:00 81 0.99 17.01%0.4
148 1994/03/19 03:00:00 1994/03/21 11:00:00 57 0.98 17.13%0.39
149 1975/03/08 08:00:00 1975/03/12 13:00:00 102 0.97 17.25%0.39
150 1983/09/29 12:00:00 1983/10/02 14:00:00 75 0.96 17.36%0.39
151 1981/02/08 19:00:00 1981/02/10 11:00:00 41 0.95 17.48%0.38
152 1984/12/26 16:00:00 1984/12/29 01:00:00 58 0.95 17.59%0.38
153 1992/02/06 09:00:00 1992/02/08 16:00:00 56 0.95 17.71%0.38
154 1994/02/17 11:00:00 1994/02/19 09:00:00 47 0.95 17.82%0.38
155 2001/01/10 22:00:00 2001/01/13 14:00:00 65 0.95 17.94%0.37
156 1976/09/10 02:00:00 1976/09/12 10:00:00 57 0.94 18.06%0.37
157 1983/04/18 04:00:00 1983/04/22 07:00:00 100 0.94 18.17%0.37
158 1965/03/31 14:00:00 1965/04/05 19:00:00 126 0.93 18.29%0.37
159 1988/02/02 03:00:00 1988/02/03 21:00:00 43 0.93 18.40%0.37
160 1997/01/25 21:00:00 1997/01/27 16:00:00 44 0.93 18.52%0.36
161 1977/03/24 22:00:00 1977/03/26 14:00:00 41 0.91 18.63%0.36
162 1978/01/09 17:00:00 1978/01/12 02:00:00 58 0.9 18.75%0.36
163 1985/02/09 07:00:00 1985/02/10 17:00:00 35 0.9 18.87%0.36
164 2004/02/21 20:00:00 2004/02/24 12:00:00 65 0.9 18.98%0.35
165 2006/04/04 19:00:00 2006/04/06 10:00:00 40 0.89 19.10%0.35
166 1958/01/25 04:00:00 1958/01/27 19:00:00 64 0.87 19.21%0.35
167 1981/12/30 08:00:00 1982/01/03 09:00:00 98 0.87 19.33%0.35
168 1995/01/07 14:00:00 1995/01/09 10:00:00 45 0.86 19.44%0.35
169 1995/01/10 16:00:00 1995/01/13 18:00:00 75 0.86 19.56%0.34
170 1978/12/17 00:00:00 1978/12/20 14:00:00 87 0.85 19.68%0.34
171 1996/12/09 17:00:00 1996/12/13 02:00:00 82 0.85 19.79%0.34
172 2006/02/27 21:00:00 2006/03/01 15:00:00 43 0.85 19.91%0.34
173 1991/03/19 01:00:00 1991/03/22 14:00:00 86 0.83 20.02%0.34
174 1976/02/04 06:00:00 1976/02/11 16:00:00 179 0.82 20.14%0.33
175 1977/01/03 00:00:00 1977/01/04 07:00:00 32 0.82 20.25%0.33
176 2001/01/26 14:00:00 2001/01/28 12:00:00 47 0.82 20.37%0.33
177 1979/11/07 19:00:00 1979/11/09 07:00:00 37 0.81 20.49%0.33
178 1988/12/15 11:00:00 1988/12/19 20:00:00 106 0.81 20.60%0.33
179 1978/03/30 13:00:00 1978/04/01 19:00:00 55 0.8 20.72%0.32
180 1965/02/06 01:00:00 1965/02/08 03:00:00 51 0.79 20.83%0.32
4/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
181 1979/03/17 05:00:00 1979/03/22 01:00:00 117 0.78 20.95%0.32
182 1964/11/17 15:00:00 1964/11/19 00:00:00 34 0.77 21.06%0.32
183 2002/12/20 07:00:00 2002/12/22 18:00:00 60 0.77 21.18%0.32
184 1966/02/06 13:00:00 1966/02/09 05:00:00 65 0.76 21.30%0.32
185 1973/03/20 09:00:00 1973/03/22 08:00:00 48 0.76 21.41%0.31
186 1989/03/25 12:00:00 1989/03/27 07:00:00 44 0.76 21.53%0.31
187 1957/02/28 19:00:00 1957/03/02 16:00:00 46 0.75 21.64%0.31
188 2001/02/23 11:00:00 2001/03/01 12:00:00 146 0.75 21.76%0.31
189 1959/02/21 10:00:00 1959/02/23 02:00:00 41 0.74 21.88%0.31
190 1982/02/08 15:00:00 1982/02/12 00:00:00 82 0.74 21.99%0.31
191 1983/11/11 20:00:00 1983/11/14 05:00:00 58 0.74 22.11%0.3
192 1980/03/06 00:00:00 1980/03/07 17:00:00 42 0.73 22.22%0.3
193 1982/11/09 17:00:00 1982/11/11 19:00:00 51 0.72 22.34%0.3
194 1990/04/04 08:00:00 1990/04/05 17:00:00 34 0.72 22.45%0.3
195 1992/03/02 08:00:00 1992/03/04 00:00:00 41 0.72 22.57%0.3
196 1996/10/30 14:00:00 1996/10/31 22:00:00 33 0.72 22.69%0.3
197 2007/04/20 16:00:00 2007/04/21 21:00:00 30 0.72 22.80%0.29
198 1960/01/14 19:00:00 1960/01/16 07:00:00 37 0.71 22.92%0.29
199 1965/12/12 21:00:00 1965/12/17 13:00:00 113 0.7 23.03%0.29
200 1999/01/25 07:00:00 1999/01/28 02:00:00 68 0.7 23.15%0.29
201 1998/11/08 09:00:00 1998/11/09 19:00:00 35 0.69 23.26%0.29
202 1971/04/14 11:00:00 1971/04/15 18:00:00 32 0.68 23.38%0.29
203 1981/02/28 14:00:00 1981/03/04 00:00:00 83 0.68 23.50%0.29
204 1981/03/05 03:00:00 1981/03/06 20:00:00 42 0.68 23.61%0.28
205 1951/08/28 10:00:00 1951/08/29 19:00:00 34 0.67 23.73%0.28
206 1951/12/11 22:00:00 1951/12/13 13:00:00 40 0.67 23.84%0.28
207 1978/03/09 17:00:00 1978/03/13 15:00:00 95 0.67 23.96%0.28
208 1984/11/23 08:00:00 1984/11/26 01:00:00 66 0.67 24.07%0.28
209 1972/11/14 15:00:00 1972/11/18 17:00:00 99 0.66 24.19%0.28
210 1952/01/13 05:00:00 1952/01/14 16:00:00 36 0.65 24.31%0.28
211 1988/11/14 07:00:00 1988/11/15 13:00:00 31 0.65 24.42%0.28
212 1993/03/26 00:00:00 1993/03/29 08:00:00 81 0.65 24.54%0.27
213 1961/01/26 10:00:00 1961/01/27 18:00:00 33 0.64 24.65%0.27
214 1973/03/11 06:00:00 1973/03/13 11:00:00 54 0.64 24.77%0.27
215 1999/04/11 22:00:00 1999/04/13 08:00:00 35 0.64 24.88%0.27
216 1955/01/16 10:00:00 1955/01/20 11:00:00 98 0.63 25.00%0.27
217 1971/02/17 00:00:00 1971/02/18 16:00:00 41 0.63 25.12%0.27
218 1974/01/07 16:00:00 1974/01/10 00:00:00 57 0.63 25.23%0.27
219 1974/10/28 12:00:00 1974/10/30 15:00:00 52 0.63 25.35%0.27
220 1976/12/30 15:00:00 1977/01/01 12:00:00 46 0.63 25.46%0.26
221 1986/04/06 03:00:00 1986/04/07 15:00:00 37 0.63 25.58%0.26
222 1995/04/16 09:00:00 1995/04/19 22:00:00 86 0.63 25.69%0.26
223 1970/02/10 05:00:00 1970/02/12 08:00:00 52 0.62 25.81%0.26
224 1992/12/27 21:00:00 1992/12/30 13:00:00 65 0.62 25.93%0.26
225 1958/02/25 08:00:00 1958/02/26 14:00:00 31 0.61 26.04%0.26
226 1962/03/18 19:00:00 1962/03/20 13:00:00 43 0.61 26.16%0.26
227 1970/03/05 00:00:00 1970/03/06 06:00:00 31 0.61 26.27%0.26
5/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
228 1973/02/11 08:00:00 1973/02/14 09:00:00 74 0.61 26.39%0.25
229 1979/03/01 10:00:00 1979/03/02 22:00:00 37 0.61 26.50%0.25
230 1993/01/31 00:00:00 1993/02/01 03:00:00 28 0.61 26.62%0.25
231 1979/10/20 04:00:00 1979/10/21 20:00:00 41 0.6 26.74%0.25
232 1982/04/01 10:00:00 1982/04/02 22:00:00 37 0.6 26.85%0.25
233 1983/03/17 04:00:00 1983/03/26 03:00:00 216 0.6 26.97%0.25
234 1981/01/28 07:00:00 1981/01/31 10:00:00 76 0.59 27.08%0.25
235 1981/02/25 21:00:00 1981/02/27 04:00:00 32 0.59 27.20%0.25
236 1954/03/16 23:00:00 1954/03/18 10:00:00 36 0.58 27.31%0.25
237 1959/04/26 06:00:00 1959/04/27 12:00:00 31 0.58 27.43%0.25
238 1960/09/11 05:00:00 1960/09/12 13:00:00 33 0.58 27.55%0.24
239 1983/04/29 08:00:00 1983/05/03 01:00:00 90 0.58 27.66%0.24
240 1984/12/18 09:00:00 1984/12/21 08:00:00 72 0.58 27.78%0.24
241 1987/01/06 21:00:00 1987/01/08 08:00:00 36 0.58 27.89%0.24
242 1990/01/17 01:00:00 1990/01/19 06:00:00 54 0.58 28.01%0.24
243 1952/12/20 12:00:00 1952/12/21 19:00:00 32 0.57 28.13%0.24
244 1955/04/30 21:00:00 1955/05/02 23:00:00 51 0.57 28.24%0.24
245 1957/04/20 16:00:00 1957/04/23 07:00:00 64 0.57 28.36%0.24
246 2003/12/25 01:00:00 2003/12/27 00:00:00 48 0.57 28.47%0.24
247 1993/06/05 14:00:00 1993/06/06 21:00:00 32 0.56 28.59%0.24
248 1958/03/06 10:00:00 1958/03/08 05:00:00 44 0.55 28.70%0.23
249 1979/03/27 06:00:00 1979/03/29 14:00:00 57 0.55 28.82%0.23
250 1982/01/20 05:00:00 1982/01/22 15:00:00 59 0.55 28.94%0.23
251 1983/12/03 17:00:00 1983/12/05 01:00:00 33 0.55 29.05%0.23
252 1986/10/09 21:00:00 1986/10/12 02:00:00 54 0.55 29.17%0.23
253 1959/02/16 04:00:00 1959/02/18 03:00:00 48 0.54 29.28%0.23
254 1964/01/21 08:00:00 1964/01/23 15:00:00 56 0.54 29.40%0.23
255 1976/08/30 11:00:00 1976/08/31 17:00:00 31 0.54 29.51%0.23
256 1991/01/09 15:00:00 1991/01/10 18:00:00 28 0.54 29.63%0.23
257 1982/01/05 07:00:00 1982/01/06 19:00:00 37 0.53 29.75%0.23
258 1986/02/08 00:00:00 1986/02/09 18:00:00 43 0.53 29.86%0.23
259 1993/11/30 05:00:00 1993/12/01 11:00:00 31 0.53 29.98%0.22
260 1954/03/20 12:00:00 1954/03/26 07:00:00 140 0.52 30.09%0.22
261 1959/12/21 02:00:00 1959/12/22 14:00:00 37 0.52 30.21%0.22
262 1967/11/30 17:00:00 1967/12/01 21:00:00 29 0.52 30.32%0.22
263 1964/12/27 09:00:00 1964/12/29 11:00:00 51 0.51 30.44%0.22
264 1987/12/04 22:00:00 1987/12/06 06:00:00 33 0.51 30.56%0.22
265 1969/11/06 20:00:00 1969/11/08 15:00:00 44 0.5 30.67%0.22
266 1984/12/08 00:00:00 1984/12/09 06:00:00 31 0.5 30.79%0.22
267 2006/03/10 18:00:00 2006/03/12 19:00:00 50 0.5 30.90%0.22
268 2002/12/16 13:00:00 2002/12/18 06:00:00 42 0.49 31.02%0.22
269 1959/12/10 01:00:00 1959/12/11 09:00:00 33 0.48 31.13%0.22
270 1980/03/26 00:00:00 1980/03/27 05:00:00 30 0.48 31.25%0.22
271 1990/05/28 08:00:00 1990/05/29 18:00:00 35 0.48 31.37%0.21
272 1994/01/25 00:00:00 1994/01/28 12:00:00 85 0.48 31.48%0.21
273 1952/12/30 20:00:00 1953/01/01 08:00:00 37 0.47 31.60%0.21
274 1957/12/05 04:00:00 1957/12/06 18:00:00 39 0.47 31.71%0.21
6/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
275 1969/03/21 14:00:00 1969/03/23 02:00:00 37 0.47 31.83%0.21
276 1972/12/04 16:00:00 1972/12/06 00:00:00 33 0.47 31.94%0.21
277 1979/01/30 20:00:00 1979/02/03 17:00:00 94 0.47 32.06%0.21
278 2001/04/07 14:00:00 2001/04/11 11:00:00 94 0.47 32.18%0.21
279 2001/12/09 09:00:00 2001/12/11 03:00:00 43 0.46 32.29%0.21
280 1957/01/07 15:00:00 1957/01/08 23:00:00 33 0.45 32.41%0.21
281 1957/10/13 23:00:00 1957/10/15 13:00:00 39 0.45 32.52%0.21
282 1960/11/26 19:00:00 1960/11/28 01:00:00 31 0.45 32.64%0.21
283 1973/03/04 06:00:00 1973/03/09 20:00:00 135 0.45 32.75%0.21
284 1999/03/25 16:00:00 1999/03/27 00:00:00 33 0.45 32.87%0.2
285 2004/12/04 16:00:00 2004/12/06 22:00:00 55 0.45 32.99%0.2
286 1962/02/19 11:00:00 1962/02/22 12:00:00 74 0.44 33.10%0.2
287 1963/11/15 17:00:00 1963/11/17 00:00:00 32 0.44 33.22%0.2
288 1965/12/29 19:00:00 1966/01/01 17:00:00 71 0.44 33.33%0.2
289 1982/11/29 13:00:00 1982/12/01 18:00:00 54 0.44 33.45%0.2
290 1997/12/06 13:00:00 1997/12/08 14:00:00 50 0.44 33.56%0.2
291 1979/02/21 03:00:00 1979/02/24 02:00:00 72 0.43 33.68%0.2
292 1986/12/06 08:00:00 1986/12/08 08:00:00 49 0.43 33.80%0.2
293 1995/02/14 01:00:00 1995/02/16 00:00:00 48 0.43 33.91%0.2
294 2004/04/01 22:00:00 2004/04/03 03:00:00 30 0.43 34.03%0.2
295 2006/05/22 06:00:00 2006/05/23 12:00:00 31 0.43 34.14%0.2
296 1955/01/10 06:00:00 1955/01/11 15:00:00 34 0.42 34.26%0.2
297 1955/02/26 13:00:00 1955/03/01 01:00:00 61 0.42 34.38%0.2
298 1980/10/16 05:00:00 1980/10/17 11:00:00 31 0.42 34.49%0.2
299 1980/12/04 13:00:00 1980/12/08 17:00:00 101 0.42 34.61%0.19
300 2000/03/04 19:00:00 2000/03/09 09:00:00 111 0.42 34.72%0.19
301 1952/02/29 21:00:00 1952/03/02 15:00:00 43 0.41 34.84%0.19
302 1984/10/17 07:00:00 1984/10/18 12:00:00 30 0.41 34.95%0.19
303 1957/03/16 10:00:00 1957/03/17 17:00:00 32 0.4 35.07%0.19
304 1986/01/30 05:00:00 1986/02/02 00:00:00 68 0.4 35.19%0.19
305 1994/02/07 05:00:00 1994/02/09 07:00:00 51 0.4 35.30%0.19
306 1955/02/16 21:00:00 1955/02/18 17:00:00 45 0.39 35.42%0.19
307 1980/04/21 05:00:00 1980/04/24 09:00:00 77 0.39 35.53%0.19
308 2001/11/24 13:00:00 2001/11/26 03:00:00 39 0.39 35.65%0.19
309 1987/04/04 08:00:00 1987/04/05 21:00:00 38 0.38 35.76%0.19
310 2000/02/20 07:00:00 2000/02/25 01:00:00 115 0.38 35.88%0.19
311 1952/04/10 12:00:00 1952/04/12 03:00:00 40 0.37 36.00%0.19
312 1980/03/10 17:00:00 1980/03/11 21:00:00 29 0.37 36.11%0.19
313 1987/02/23 17:00:00 1987/02/26 17:00:00 73 0.37 36.23%0.19
314 1999/02/04 10:00:00 1999/02/06 06:00:00 45 0.37 36.34%0.19
315 2007/12/07 07:00:00 2007/12/09 20:00:00 62 0.37 36.46%0.18
316 1975/02/03 10:00:00 1975/02/05 11:00:00 50 0.36 36.57%0.18
317 2007/08/26 12:00:00 2007/08/27 16:00:00 29 0.36 36.69%0.18
318 1979/02/14 04:00:00 1979/02/15 10:00:00 31 0.35 36.81%0.18
319 2000/04/17 18:00:00 2000/04/19 10:00:00 41 0.35 36.92%0.18
320 2000/10/26 11:00:00 2000/10/28 14:00:00 52 0.35 37.04%0.18
321 2006/02/18 01:00:00 2006/02/20 15:00:00 63 0.35 37.15%0.18
7/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
322 1951/11/22 23:00:00 1951/11/24 10:00:00 36 0.34 37.27%0.18
323 1954/12/10 00:00:00 1954/12/11 11:00:00 36 0.34 37.38%0.18
324 1961/11/20 17:00:00 1961/11/21 23:00:00 31 0.34 37.50%0.18
325 1963/04/17 07:00:00 1963/04/18 15:00:00 33 0.34 37.62%0.18
326 1974/03/02 11:00:00 1974/03/04 01:00:00 39 0.34 37.73%0.18
327 1974/12/28 09:00:00 1974/12/30 14:00:00 54 0.34 37.85%0.18
328 1985/12/02 13:00:00 1985/12/04 04:00:00 40 0.34 37.96%0.18
329 2006/03/28 22:00:00 2006/03/30 12:00:00 39 0.34 38.08%0.18
330 1960/11/05 21:00:00 1960/11/07 16:00:00 44 0.33 38.19%0.18
331 1961/11/25 04:00:00 1961/11/27 02:00:00 47 0.33 38.31%0.18
332 1962/02/15 20:00:00 1962/02/17 18:00:00 47 0.33 38.43%0.18
333 1966/01/30 08:00:00 1966/01/31 22:00:00 39 0.33 38.54%0.17
334 1968/02/13 06:00:00 1968/02/14 14:00:00 33 0.33 38.66%0.17
335 1972/11/11 05:00:00 1972/11/12 15:00:00 35 0.33 38.77%0.17
336 1980/01/17 21:00:00 1980/01/20 01:00:00 53 0.33 38.89%0.17
337 1998/05/12 15:00:00 1998/05/14 04:00:00 38 0.33 39.00%0.17
338 2004/02/03 00:00:00 2004/02/04 18:00:00 43 0.33 39.12%0.17
339 1953/03/01 04:00:00 1953/03/03 05:00:00 50 0.32 39.24%0.17
340 1958/09/24 00:00:00 1958/09/25 10:00:00 35 0.32 39.35%0.17
341 1982/09/26 05:00:00 1982/09/27 21:00:00 41 0.32 39.47%0.17
342 1983/02/02 17:00:00 1983/02/04 11:00:00 43 0.32 39.58%0.17
343 1990/04/16 23:00:00 1990/04/18 18:00:00 44 0.32 39.70%0.17
344 1993/02/23 19:00:00 1993/02/25 06:00:00 36 0.32 39.81%0.17
345 1995/03/21 13:00:00 1995/03/24 18:00:00 78 0.32 39.93%0.17
346 2006/12/10 01:00:00 2006/12/11 15:00:00 39 0.32 40.05%0.17
347 1952/01/25 06:00:00 1952/01/26 13:00:00 32 0.31 40.16%0.17
348 1954/03/30 05:00:00 1954/03/31 10:00:00 30 0.31 40.28%0.17
349 1955/04/22 05:00:00 1955/04/23 13:00:00 33 0.31 40.39%0.17
350 1962/03/06 09:00:00 1962/03/08 01:00:00 41 0.31 40.51%0.17
351 1963/09/04 10:00:00 1963/09/05 16:00:00 31 0.31 40.63%0.17
352 1973/02/28 02:00:00 1973/03/01 12:00:00 35 0.31 40.74%0.17
353 1973/11/17 06:00:00 1973/11/20 01:00:00 68 0.31 40.86%0.16
354 1977/12/18 02:00:00 1977/12/19 11:00:00 34 0.31 40.97%0.16
355 1996/02/20 09:00:00 1996/02/23 01:00:00 65 0.31 41.09%0.16
356 1996/12/27 18:00:00 1996/12/29 10:00:00 41 0.31 41.20%0.16
357 1998/01/29 17:00:00 1998/01/30 22:00:00 30 0.31 41.32%0.16
358 2007/12/19 00:00:00 2007/12/20 15:00:00 40 0.31 41.44%0.16
359 1952/11/23 01:00:00 1952/11/24 11:00:00 35 0.3 41.55%0.16
360 1953/11/14 18:00:00 1953/11/16 08:00:00 39 0.3 41.67%0.16
361 1955/11/14 08:00:00 1955/11/15 12:00:00 29 0.3 41.78%0.16
362 1957/06/10 05:00:00 1957/06/11 08:00:00 28 0.3 41.90%0.16
363 1959/02/08 05:00:00 1959/02/10 00:00:00 44 0.3 42.01%0.16
364 1964/03/23 01:00:00 1964/03/25 00:00:00 48 0.3 42.13%0.16
365 1965/03/12 17:00:00 1965/03/14 17:00:00 49 0.3 42.25%0.16
366 1967/03/31 13:00:00 1967/04/01 15:00:00 27 0.3 42.36%0.16
367 1967/04/18 22:00:00 1967/04/23 03:00:00 102 0.3 42.48%0.16
368 1968/04/01 21:00:00 1968/04/03 03:00:00 31 0.3 42.59%0.16
8/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
369 1973/02/15 12:00:00 1973/02/16 19:00:00 32 0.3 42.71%0.16
370 1975/02/09 08:00:00 1975/02/11 03:00:00 44 0.3 42.82%0.16
371 1975/11/27 19:00:00 1975/11/29 20:00:00 50 0.3 42.94%0.16
372 1978/01/19 08:00:00 1978/01/20 14:00:00 31 0.3 43.06%0.16
373 1982/12/29 21:00:00 1982/12/31 00:00:00 28 0.3 43.17%0.16
374 1983/04/12 09:00:00 1983/04/14 09:00:00 49 0.3 43.29%0.16
375 1984/12/16 04:00:00 1984/12/17 08:00:00 29 0.3 43.40%0.16
376 1990/06/09 16:00:00 1990/06/11 17:00:00 50 0.3 43.52%0.15
377 1995/01/24 01:00:00 1995/01/27 13:00:00 85 0.3 43.63%0.15
378 1996/02/25 11:00:00 1996/02/29 01:00:00 87 0.3 43.75%0.15
379 1996/03/12 19:00:00 1996/03/14 15:00:00 45 0.3 43.87%0.15
380 1998/03/25 17:00:00 1998/04/03 01:00:00 201 0.3 43.98%0.15
381 2005/03/22 22:00:00 2005/03/24 01:00:00 28 0.3 44.10%0.15
382 2008/02/03 09:00:00 2008/02/04 21:00:00 37 0.3 44.21%0.15
383 1953/02/23 12:00:00 1953/02/24 20:00:00 33 0.29 44.33%0.15
384 1953/04/27 22:00:00 1953/04/30 11:00:00 62 0.29 44.44%0.15
385 1957/01/05 10:00:00 1957/01/06 13:00:00 28 0.29 44.56%0.15
386 1957/10/31 01:00:00 1957/11/01 07:00:00 31 0.29 44.68%0.15
387 1958/03/27 14:00:00 1958/03/28 17:00:00 28 0.29 44.79%0.15
388 1960/02/09 00:00:00 1960/02/11 09:00:00 58 0.29 44.91%0.15
389 1963/04/26 03:00:00 1963/04/27 08:00:00 30 0.29 45.02%0.15
390 1965/01/24 08:00:00 1965/01/25 09:00:00 26 0.29 45.14%0.15
391 1966/10/10 14:00:00 1966/10/11 17:00:00 28 0.29 45.25%0.15
392 1978/11/21 18:00:00 1978/11/23 03:00:00 34 0.29 45.37%0.15
393 1978/11/24 11:00:00 1978/11/25 15:00:00 29 0.29 45.49%0.15
394 1982/03/25 23:00:00 1982/03/27 07:00:00 33 0.29 45.60%0.15
395 1983/11/20 10:00:00 1983/11/21 19:00:00 34 0.29 45.72%0.15
396 2000/02/11 18:00:00 2000/02/15 09:00:00 88 0.29 45.83%0.15
397 2005/10/16 20:00:00 2005/10/19 09:00:00 62 0.29 45.95%0.15
398 1955/03/11 01:00:00 1955/03/12 05:00:00 29 0.28 46.06%0.15
399 1968/11/14 20:00:00 1968/11/16 01:00:00 30 0.28 46.18%0.15
400 1969/04/05 22:00:00 1969/04/07 01:00:00 28 0.28 46.30%0.15
401 1971/10/16 09:00:00 1971/10/18 06:00:00 46 0.28 46.41%0.15
402 1975/12/20 16:00:00 1975/12/21 20:00:00 29 0.28 46.53%0.14
403 1976/04/15 17:00:00 1976/04/17 06:00:00 38 0.28 46.64%0.14
404 1982/01/28 19:00:00 1982/01/30 02:00:00 32 0.28 46.76%0.14
405 1982/11/19 02:00:00 1982/11/21 04:00:00 51 0.28 46.88%0.14
406 1987/03/22 03:00:00 1987/03/23 04:00:00 26 0.28 46.99%0.14
407 1987/10/31 08:00:00 1987/11/02 23:00:00 64 0.28 47.11%0.14
408 1990/02/04 13:00:00 1990/02/05 15:00:00 27 0.28 47.22%0.14
409 1998/12/04 03:00:00 1998/12/07 09:00:00 79 0.28 47.34%0.14
410 2005/12/31 18:00:00 2006/01/03 19:00:00 74 0.28 47.45%0.14
411 1951/12/19 10:00:00 1951/12/20 11:00:00 26 0.27 47.57%0.14
412 1957/02/23 08:00:00 1957/02/24 11:00:00 28 0.27 47.69%0.14
413 1969/01/14 02:00:00 1969/01/15 11:00:00 34 0.27 47.80%0.14
414 1974/03/27 08:00:00 1974/03/28 10:00:00 27 0.27 47.92%0.14
415 1975/04/17 06:00:00 1975/04/18 10:00:00 29 0.27 48.03%0.14
9/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
416 1976/04/13 02:00:00 1976/04/14 12:00:00 35 0.27 48.15%0.14
417 1984/04/27 23:00:00 1984/04/29 00:00:00 26 0.27 48.26%0.14
418 1987/02/13 22:00:00 1987/02/16 02:00:00 53 0.27 48.38%0.14
419 1988/01/05 16:00:00 1988/01/06 17:00:00 26 0.27 48.50%0.14
420 1988/08/24 05:00:00 1988/08/25 14:00:00 34 0.27 48.61%0.14
421 1991/10/27 02:00:00 1991/10/28 09:00:00 32 0.27 48.73%0.14
422 1996/12/06 01:00:00 1996/12/07 07:00:00 31 0.27 48.84%0.14
423 1998/12/01 18:00:00 1998/12/02 19:00:00 26 0.27 48.96%0.14
424 2004/03/02 00:00:00 2004/03/03 03:00:00 28 0.27 49.07%0.14
425 2007/02/28 07:00:00 2007/03/01 18:00:00 36 0.27 49.19%0.14
426 1952/12/28 10:00:00 1952/12/29 11:00:00 26 0.26 49.31%0.14
427 1957/12/15 11:00:00 1957/12/18 06:00:00 68 0.26 49.42%0.14
428 1958/03/11 03:00:00 1958/03/12 21:00:00 43 0.26 49.54%0.14
429 1960/01/25 21:00:00 1960/01/26 22:00:00 26 0.26 49.65%0.14
430 1960/11/13 00:00:00 1960/11/14 00:00:00 25 0.26 49.77%0.14
431 1964/11/09 15:00:00 1964/11/12 10:00:00 68 0.26 49.88%0.14
432 1969/11/10 04:00:00 1969/11/11 04:00:00 25 0.26 50.00%0.13
433 1971/02/23 05:00:00 1971/02/24 04:00:00 24 0.26 50.12%0.13
434 1978/11/10 18:00:00 1978/11/16 04:00:00 131 0.26 50.23%0.13
435 1983/02/06 14:00:00 1983/02/09 07:00:00 66 0.26 50.35%0.13
436 1984/12/10 22:00:00 1984/12/13 15:00:00 66 0.26 50.46%0.13
437 1985/01/07 13:00:00 1985/01/09 01:00:00 37 0.26 50.58%0.13
438 1987/11/04 21:00:00 1987/11/06 09:00:00 37 0.26 50.69%0.13
439 1993/12/11 19:00:00 1993/12/13 01:00:00 31 0.26 50.81%0.13
440 1994/11/10 13:00:00 1994/11/11 11:00:00 23 0.26 50.93%0.13
441 1996/01/31 06:00:00 1996/02/02 12:00:00 55 0.26 51.04%0.13
442 2001/03/06 15:00:00 2001/03/08 13:00:00 47 0.26 51.16%0.13
443 2006/03/20 05:00:00 2006/03/22 04:00:00 48 0.26 51.27%0.13
444 1951/12/05 02:00:00 1951/12/06 04:00:00 27 0.25 51.39%0.13
445 1953/10/22 09:00:00 1953/10/23 06:00:00 22 0.25 51.50%0.13
446 1954/01/24 13:00:00 1954/01/25 23:00:00 35 0.25 51.62%0.13
447 1959/01/06 09:00:00 1959/01/07 08:00:00 24 0.25 51.74%0.13
448 1960/11/03 21:00:00 1960/11/04 19:00:00 23 0.25 51.85%0.13
449 1965/01/01 00:00:00 1965/01/01 20:00:00 21 0.25 51.97%0.13
450 1970/01/16 19:00:00 1970/01/17 17:00:00 23 0.25 52.08%0.13
451 1976/11/12 03:00:00 1976/11/13 04:00:00 26 0.25 52.20%0.13
452 1977/05/24 07:00:00 1977/05/25 07:00:00 25 0.25 52.31%0.13
453 1978/01/30 13:00:00 1978/01/31 21:00:00 33 0.25 52.43%0.13
454 1980/03/21 12:00:00 1980/03/22 21:00:00 34 0.25 52.55%0.13
455 1982/01/10 22:00:00 1982/01/12 03:00:00 30 0.25 52.66%0.13
456 1982/09/15 09:00:00 1982/09/18 09:00:00 73 0.25 52.78%0.13
457 1983/12/09 17:00:00 1983/12/10 16:00:00 24 0.25 52.89%0.13
458 1984/11/13 09:00:00 1984/11/14 08:00:00 24 0.25 53.01%0.13
459 1985/02/02 05:00:00 1985/02/04 16:00:00 60 0.25 53.13%0.13
460 1989/02/02 09:00:00 1989/02/05 15:00:00 79 0.25 53.24%0.13
461 1989/05/14 09:00:00 1989/05/16 05:00:00 45 0.25 53.36%0.13
462 1990/01/31 03:00:00 1990/02/01 00:00:00 22 0.25 53.47%0.13
10/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
463 1991/03/15 16:00:00 1991/03/16 13:00:00 22 0.25 53.59%0.13
464 1992/03/27 06:00:00 1992/03/28 05:00:00 24 0.25 53.70%0.13
465 1997/01/22 04:00:00 1997/01/24 17:00:00 62 0.25 53.82%0.13
466 1998/04/11 14:00:00 1998/04/12 18:00:00 29 0.25 53.94%0.12
467 2007/02/11 14:00:00 2007/02/14 14:00:00 73 0.25 54.05%0.12
468 1955/11/17 08:00:00 1955/11/18 15:00:00 32 0.24 54.17%0.12
469 1956/01/31 12:00:00 1956/02/01 08:00:00 21 0.24 54.28%0.12
470 1957/05/19 10:00:00 1957/05/22 05:00:00 68 0.24 54.40%0.12
471 1957/10/21 06:00:00 1957/10/22 03:00:00 22 0.24 54.51%0.12
472 1963/03/28 13:00:00 1963/03/29 10:00:00 22 0.24 54.63%0.12
473 1973/02/06 05:00:00 1973/02/08 04:00:00 48 0.24 54.75%0.12
474 1981/04/18 23:00:00 1981/04/20 03:00:00 29 0.24 54.86%0.12
475 1985/01/28 17:00:00 1985/01/29 22:00:00 30 0.24 54.98%0.12
476 1989/02/09 17:00:00 1989/02/11 03:00:00 35 0.24 55.09%0.12
477 1989/03/02 12:00:00 1989/03/03 16:00:00 29 0.24 55.21%0.12
478 1992/03/08 02:00:00 1992/03/09 08:00:00 31 0.24 55.32%0.12
479 1994/12/25 02:00:00 1994/12/26 02:00:00 25 0.24 55.44%0.12
480 1997/01/02 07:00:00 1997/01/04 08:00:00 50 0.24 55.56%0.12
481 1997/12/18 15:00:00 1997/12/19 17:00:00 27 0.24 55.67%0.12
482 2001/03/10 09:00:00 2001/03/11 17:00:00 33 0.24 55.79%0.12
483 2004/11/21 09:00:00 2004/11/22 05:00:00 21 0.24 55.90%0.12
484 1956/02/23 17:00:00 1956/02/25 08:00:00 40 0.23 56.02%0.12
485 1963/02/14 12:00:00 1963/02/15 08:00:00 21 0.23 56.13%0.12
486 1964/10/15 14:00:00 1964/10/16 09:00:00 20 0.23 56.25%0.12
487 1971/12/04 04:00:00 1971/12/05 00:00:00 21 0.23 56.37%0.12
488 1972/10/19 04:00:00 1972/10/21 01:00:00 46 0.23 56.48%0.12
489 1976/07/27 02:00:00 1976/07/27 21:00:00 20 0.23 56.60%0.12
490 1979/01/09 13:00:00 1979/01/10 10:00:00 22 0.23 56.71%0.12
491 1979/12/21 08:00:00 1979/12/22 09:00:00 26 0.23 56.83%0.12
492 1984/12/03 10:00:00 1984/12/04 07:00:00 22 0.23 56.94%0.12
493 1996/01/21 21:00:00 1996/01/23 04:00:00 32 0.23 57.06%0.12
494 1998/01/09 18:00:00 1998/01/11 13:00:00 44 0.23 57.18%0.12
495 2001/02/20 15:00:00 2001/02/21 17:00:00 27 0.23 57.29%0.12
496 1956/12/06 05:00:00 1956/12/07 01:00:00 21 0.22 57.41%0.12
497 1957/04/18 04:00:00 1957/04/19 00:00:00 21 0.22 57.52%0.12
498 1975/03/22 11:00:00 1975/03/23 06:00:00 20 0.22 57.64%0.12
499 1978/04/15 22:00:00 1978/04/16 17:00:00 20 0.22 57.75%0.12
500 1987/03/05 22:00:00 1987/03/07 10:00:00 37 0.22 57.87%0.12
501 1987/03/15 11:00:00 1987/03/16 06:00:00 20 0.22 57.99%0.12
502 1990/01/13 13:00:00 1990/01/15 07:00:00 43 0.22 58.10%0.12
503 1992/12/18 04:00:00 1992/12/18 23:00:00 20 0.22 58.22%0.12
504 1996/03/04 20:00:00 1996/03/05 19:00:00 24 0.22 58.33%0.12
505 1999/06/04 02:00:00 1999/06/04 20:00:00 19 0.22 58.45%0.12
506 2003/11/12 08:00:00 2003/11/13 17:00:00 34 0.22 58.56%0.12
507 2006/12/27 10:00:00 2006/12/28 05:00:00 20 0.22 58.68%0.11
508 2007/02/19 05:00:00 2007/02/20 05:00:00 25 0.22 58.80%0.11
509 1954/01/12 12:00:00 1954/01/13 16:00:00 29 0.21 58.91%0.11
11/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
510 1967/11/26 21:00:00 1967/11/27 15:00:00 19 0.21 59.03%0.11
511 1972/12/07 08:00:00 1972/12/09 08:00:00 49 0.21 59.14%0.11
512 1977/03/16 15:00:00 1977/03/23 07:00:00 161 0.21 59.26%0.11
513 1978/04/07 04:00:00 1978/04/09 12:00:00 57 0.21 59.38%0.11
514 1985/10/22 02:00:00 1985/10/22 20:00:00 19 0.21 59.49%0.11
515 1992/02/10 03:00:00 1992/02/11 02:00:00 24 0.21 59.61%0.11
516 1993/01/10 14:00:00 1993/01/11 08:00:00 19 0.21 59.72%0.11
517 1995/01/21 05:00:00 1995/01/21 23:00:00 19 0.21 59.84%0.11
518 1995/06/16 00:00:00 1995/06/17 14:00:00 39 0.21 59.95%0.11
519 1995/12/23 12:00:00 1995/12/24 06:00:00 19 0.21 60.07%0.11
520 2001/11/29 15:00:00 2001/11/30 15:00:00 25 0.21 60.19%0.11
521 2005/09/20 07:00:00 2005/09/21 01:00:00 19 0.21 60.30%0.11
522 1951/10/07 09:00:00 1951/10/09 14:00:00 54 0.2 60.42%0.11
523 1958/05/11 12:00:00 1958/05/12 08:00:00 21 0.2 60.53%0.11
524 1962/02/25 00:00:00 1962/02/27 01:00:00 50 0.2 60.65%0.11
525 1969/01/19 01:00:00 1969/01/22 17:00:00 89 0.2 60.76%0.11
526 1982/03/28 22:00:00 1982/03/29 21:00:00 24 0.2 60.88%0.11
527 1985/03/27 09:00:00 1985/03/29 06:00:00 46 0.2 61.00%0.11
528 1985/09/18 14:00:00 1985/09/19 08:00:00 19 0.2 61.11%0.11
529 1995/12/13 05:00:00 1995/12/14 04:00:00 24 0.2 61.23%0.11
530 1998/03/13 19:00:00 1998/03/15 14:00:00 44 0.2 61.34%0.11
531 1999/06/02 04:00:00 1999/06/02 23:00:00 20 0.2 61.46%0.11
532 2002/03/17 23:00:00 2002/03/18 21:00:00 23 0.2 61.57%0.11
533 2007/02/22 23:00:00 2007/02/23 17:00:00 19 0.2 61.69%0.11
534 1951/10/11 02:00:00 1951/10/12 09:00:00 32 0.19 61.81%0.11
535 1957/01/10 02:00:00 1957/01/11 02:00:00 25 0.19 61.92%0.11
536 1958/02/13 05:00:00 1958/02/14 00:00:00 20 0.19 62.04%0.11
537 1962/01/13 03:00:00 1962/01/13 18:00:00 16 0.19 62.15%0.11
538 1965/12/22 03:00:00 1965/12/23 02:00:00 24 0.19 62.27%0.11
539 1969/03/13 04:00:00 1969/03/13 22:00:00 19 0.19 62.38%0.11
540 1969/12/09 02:00:00 1969/12/09 19:00:00 18 0.19 62.50%0.11
541 1971/01/12 22:00:00 1971/01/13 17:00:00 20 0.19 62.62%0.11
542 1973/02/03 23:00:00 1973/02/04 15:00:00 17 0.19 62.73%0.11
543 1975/12/12 18:00:00 1975/12/13 13:00:00 20 0.19 62.85%0.11
544 1977/02/22 04:00:00 1977/02/22 23:00:00 20 0.19 62.96%0.11
545 1977/02/24 17:00:00 1977/02/25 17:00:00 25 0.19 63.08%0.11
546 1983/08/18 10:00:00 1983/08/19 05:00:00 20 0.19 63.19%0.11
547 1987/03/25 00:00:00 1987/03/26 15:00:00 40 0.19 63.31%0.11
548 1987/07/17 11:00:00 1987/07/18 06:00:00 20 0.19 63.43%0.11
549 1990/01/02 09:00:00 1990/01/03 03:00:00 19 0.19 63.54%0.11
550 1993/12/14 19:00:00 1993/12/15 17:00:00 23 0.19 63.66%0.11
551 1996/02/03 14:00:00 1996/02/04 07:00:00 18 0.19 63.77%0.11
552 2001/12/03 20:00:00 2001/12/05 13:00:00 42 0.19 63.89%0.11
553 2005/03/04 12:00:00 2005/03/05 20:00:00 33 0.19 64.00%0.11
554 2006/12/16 23:00:00 2006/12/17 22:00:00 24 0.19 64.12%0.11
555 2007/04/23 01:00:00 2007/04/23 18:00:00 18 0.19 64.24%0.11
556 1951/10/14 12:00:00 1951/10/16 03:00:00 40 0.18 64.35%0.1
12/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
557 1952/12/17 09:00:00 1952/12/18 08:00:00 24 0.18 64.47%0.1
558 1954/12/04 01:00:00 1954/12/04 17:00:00 17 0.18 64.58%0.1
559 1955/01/31 01:00:00 1955/02/01 00:00:00 24 0.18 64.70%0.1
560 1955/04/26 13:00:00 1955/04/27 05:00:00 17 0.18 64.81%0.1
561 1961/03/28 05:00:00 1961/03/29 07:00:00 27 0.18 64.93%0.1
562 1964/03/02 11:00:00 1964/03/03 07:00:00 21 0.18 65.05%0.1
563 1974/01/01 07:00:00 1974/01/02 00:00:00 18 0.18 65.16%0.1
564 1975/03/14 04:00:00 1975/03/14 20:00:00 17 0.18 65.28%0.1
565 1977/01/29 04:00:00 1977/01/29 19:00:00 16 0.18 65.39%0.1
566 1978/03/22 17:00:00 1978/03/24 08:00:00 40 0.18 65.51%0.1
567 1980/04/28 18:00:00 1980/04/30 03:00:00 34 0.18 65.63%0.1
568 1980/05/08 13:00:00 1980/05/11 06:00:00 66 0.18 65.74%0.1
569 1981/04/02 07:00:00 1981/04/03 04:00:00 22 0.18 65.86%0.1
570 1985/10/06 09:00:00 1985/10/08 04:00:00 44 0.18 65.97%0.1
571 1987/02/05 14:00:00 1987/02/06 05:00:00 16 0.18 66.09%0.1
572 1987/12/19 21:00:00 1987/12/20 13:00:00 17 0.18 66.20%0.1
573 1987/12/29 14:00:00 1987/12/30 23:00:00 34 0.18 66.32%0.1
574 1988/11/10 14:00:00 1988/11/12 03:00:00 38 0.18 66.44%0.1
575 1988/12/28 01:00:00 1988/12/29 05:00:00 29 0.18 66.55%0.1
576 1989/01/07 18:00:00 1989/01/08 10:00:00 17 0.18 66.67%0.1
577 1989/01/23 22:00:00 1989/01/24 13:00:00 16 0.18 66.78%0.1
578 1991/12/18 06:00:00 1991/12/20 05:00:00 48 0.18 66.90%0.1
579 1995/01/16 13:00:00 1995/01/17 12:00:00 24 0.18 67.01%0.1
580 1998/11/28 09:00:00 1998/11/29 18:00:00 34 0.18 67.13%0.1
581 1999/09/18 19:00:00 1999/09/19 10:00:00 16 0.18 67.25%0.1
582 2000/11/10 10:00:00 2000/11/12 05:00:00 44 0.18 67.36%0.1
583 2000/11/30 11:00:00 2000/12/01 03:00:00 17 0.18 67.48%0.1
584 2006/03/03 17:00:00 2006/03/04 09:00:00 17 0.18 67.59%0.1
585 1951/11/20 04:00:00 1951/11/21 15:00:00 36 0.17 67.71%0.1
586 1952/12/06 06:00:00 1952/12/06 23:00:00 18 0.17 67.82%0.1
587 1953/01/06 20:00:00 1953/01/08 17:00:00 46 0.17 67.94%0.1
588 1953/04/20 13:00:00 1953/04/22 07:00:00 43 0.17 68.06%0.1
589 1957/11/14 19:00:00 1957/11/17 10:00:00 64 0.17 68.17%0.1
590 1959/10/01 05:00:00 1959/10/01 23:00:00 19 0.17 68.29%0.1
591 1960/03/28 04:00:00 1960/03/28 22:00:00 19 0.17 68.40%0.1
592 1962/03/23 01:00:00 1962/03/23 17:00:00 17 0.17 68.52%0.1
593 1962/05/14 20:00:00 1962/05/15 17:00:00 22 0.17 68.63%0.1
594 1965/09/16 20:00:00 1965/09/18 02:00:00 31 0.17 68.75%0.1
595 1974/05/19 11:00:00 1974/05/20 02:00:00 16 0.17 68.87%0.1
596 1977/07/14 11:00:00 1977/07/16 08:00:00 46 0.17 68.98%0.1
597 1977/07/22 14:00:00 1977/07/23 05:00:00 16 0.17 69.10%0.1
598 1977/12/23 06:00:00 1977/12/23 21:00:00 16 0.17 69.21%0.1
599 1978/04/02 21:00:00 1978/04/03 12:00:00 16 0.17 69.33%0.1
600 1979/11/12 14:00:00 1979/11/13 05:00:00 16 0.17 69.44%0.1
601 1979/12/25 12:00:00 1979/12/26 03:00:00 16 0.17 69.56%0.1
602 1982/04/04 14:00:00 1982/04/05 05:00:00 16 0.17 69.68%0.1
603 1983/03/28 10:00:00 1983/03/29 01:00:00 16 0.17 69.79%0.1
13/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
604 1983/10/07 11:00:00 1983/10/08 21:00:00 35 0.17 69.91%0.1
605 1983/11/18 02:00:00 1983/11/18 17:00:00 16 0.17 70.02%0.1
606 1983/12/15 16:00:00 1983/12/16 07:00:00 16 0.17 70.14%0.1
607 1983/12/19 17:00:00 1983/12/20 08:00:00 16 0.17 70.25%0.1
608 1984/11/16 17:00:00 1984/11/17 08:00:00 16 0.17 70.37%0.1
609 1987/11/18 00:00:00 1987/11/18 15:00:00 16 0.17 70.49%0.1
610 1987/12/11 08:00:00 1987/12/11 23:00:00 16 0.17 70.60%0.1
611 1988/04/18 07:00:00 1988/04/18 22:00:00 16 0.17 70.72%0.1
612 1989/12/01 13:00:00 1989/12/02 03:00:00 15 0.17 70.83%0.1
613 1991/03/13 22:00:00 1991/03/14 13:00:00 16 0.17 70.95%0.1
614 1992/03/29 15:00:00 1992/03/30 06:00:00 16 0.17 71.06%0.09
615 1992/03/31 17:00:00 1992/04/01 08:00:00 16 0.17 71.18%0.09
616 1993/02/26 21:00:00 1993/02/27 14:00:00 18 0.17 71.30%0.09
617 1996/01/16 22:00:00 1996/01/17 13:00:00 16 0.17 71.41%0.09
618 1997/02/10 23:00:00 1997/02/11 15:00:00 17 0.17 71.53%0.09
619 2007/10/13 09:00:00 2007/10/14 02:00:00 18 0.17 71.64%0.09
620 2008/01/23 22:00:00 2008/01/25 02:00:00 29 0.17 71.76%0.09
621 1953/11/05 11:00:00 1953/11/06 11:00:00 25 0.16 71.88%0.09
622 1955/12/04 08:00:00 1955/12/05 02:00:00 19 0.16 71.99%0.09
623 1960/04/23 10:00:00 1960/04/24 17:00:00 32 0.16 72.11%0.09
624 1964/02/29 07:00:00 1964/02/29 22:00:00 16 0.16 72.22%0.09
625 1967/12/08 02:00:00 1967/12/09 00:00:00 23 0.16 72.34%0.09
626 1971/03/13 10:00:00 1971/03/14 00:00:00 15 0.16 72.45%0.09
627 1975/04/25 10:00:00 1975/04/26 00:00:00 15 0.16 72.57%0.09
628 1977/05/12 12:00:00 1977/05/13 02:00:00 15 0.16 72.69%0.09
629 1978/12/01 21:00:00 1978/12/02 11:00:00 15 0.16 72.80%0.09
630 1980/05/02 13:00:00 1980/05/03 03:00:00 15 0.16 72.92%0.09
631 1981/03/10 20:00:00 1981/03/11 10:00:00 15 0.16 73.03%0.09
632 1981/03/14 15:00:00 1981/03/15 05:00:00 15 0.16 73.15%0.09
633 1982/02/17 04:00:00 1982/02/17 18:00:00 15 0.16 73.26%0.09
634 1983/01/17 08:00:00 1983/01/20 01:00:00 66 0.16 73.38%0.09
635 1983/05/06 11:00:00 1983/05/07 01:00:00 15 0.16 73.50%0.09
636 1984/01/15 19:00:00 1984/01/17 00:00:00 30 0.16 73.61%0.09
637 1986/02/23 09:00:00 1986/02/23 23:00:00 15 0.16 73.73%0.09
638 1986/03/01 10:00:00 1986/03/02 00:00:00 15 0.16 73.84%0.09
639 1987/10/28 03:00:00 1987/10/28 17:00:00 15 0.16 73.96%0.09
640 1994/04/24 07:00:00 1994/04/28 00:00:00 90 0.16 74.07%0.09
641 1996/04/18 04:00:00 1996/04/18 20:00:00 17 0.16 74.19%0.09
642 1996/10/01 13:00:00 1996/10/03 23:00:00 59 0.16 74.31%0.09
643 1998/12/19 21:00:00 1998/12/20 11:00:00 15 0.16 74.42%0.09
644 1999/04/06 23:00:00 1999/04/09 05:00:00 55 0.16 74.54%0.09
645 2002/02/17 20:00:00 2002/02/18 12:00:00 17 0.16 74.65%0.09
646 1952/04/08 01:00:00 1952/04/08 20:00:00 20 0.15 74.77%0.09
647 1953/12/04 12:00:00 1953/12/05 02:00:00 15 0.15 74.88%0.09
648 1955/01/02 01:00:00 1955/01/02 16:00:00 16 0.15 75.00%0.09
649 1956/05/09 13:00:00 1956/05/10 15:00:00 27 0.15 75.12%0.09
650 1957/01/20 20:00:00 1957/01/21 10:00:00 15 0.15 75.23%0.09
14/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
651 1960/03/13 07:00:00 1960/03/13 20:00:00 14 0.15 75.35%0.09
652 1960/12/03 05:00:00 1960/12/03 20:00:00 16 0.15 75.46%0.09
653 1962/05/27 14:00:00 1962/05/28 03:00:00 14 0.15 75.58%0.09
654 1963/10/16 12:00:00 1963/10/17 02:00:00 15 0.15 75.69%0.09
655 1965/04/13 02:00:00 1965/04/13 15:00:00 14 0.15 75.81%0.09
656 1969/03/09 05:00:00 1969/03/11 10:00:00 54 0.15 75.93%0.09
657 1969/04/03 08:00:00 1969/04/03 22:00:00 15 0.15 76.04%0.09
658 1970/01/10 03:00:00 1970/01/12 13:00:00 59 0.15 76.16%0.09
659 1971/04/26 07:00:00 1971/04/26 21:00:00 15 0.15 76.27%0.09
660 1971/12/07 04:00:00 1971/12/07 17:00:00 14 0.15 76.39%0.09
661 1971/12/13 08:00:00 1971/12/13 21:00:00 14 0.15 76.50%0.09
662 1973/03/26 09:00:00 1973/03/26 22:00:00 14 0.15 76.62%0.09
663 1973/12/01 21:00:00 1973/12/02 10:00:00 14 0.15 76.74%0.09
664 1976/04/04 06:00:00 1976/04/05 13:00:00 32 0.15 76.85%0.09
665 1977/07/20 12:00:00 1977/07/21 01:00:00 14 0.15 76.97%0.09
666 1977/07/27 15:00:00 1977/07/28 03:00:00 13 0.15 77.08%0.09
667 1977/09/10 00:00:00 1977/09/10 13:00:00 14 0.15 77.20%0.09
668 1980/04/01 18:00:00 1980/04/02 07:00:00 14 0.15 77.31%0.09
669 1981/01/11 09:00:00 1981/01/13 01:00:00 41 0.15 77.43%0.09
670 1981/05/01 14:00:00 1981/05/02 03:00:00 14 0.15 77.55%0.09
671 1985/02/20 22:00:00 1985/02/21 10:00:00 13 0.15 77.66%0.09
672 1987/11/14 04:00:00 1987/11/14 17:00:00 14 0.15 77.78%0.09
673 1993/11/23 02:00:00 1993/11/23 18:00:00 17 0.15 77.89%0.09
674 1999/03/15 13:00:00 1999/03/16 02:00:00 14 0.15 78.01%0.09
675 1999/04/01 18:00:00 1999/04/02 12:00:00 19 0.15 78.13%0.09
676 2004/12/08 07:00:00 2004/12/09 00:00:00 18 0.15 78.24%0.09
677 2006/12/22 13:00:00 2006/12/23 02:00:00 14 0.15 78.36%0.09
678 1957/11/02 12:00:00 1957/11/05 22:00:00 83 0.14 78.47%0.09
679 1963/10/18 04:00:00 1963/10/19 14:00:00 35 0.14 78.59%0.09
680 1963/11/06 17:00:00 1963/11/07 06:00:00 14 0.14 78.70%0.09
681 1964/02/15 10:00:00 1964/02/15 23:00:00 14 0.14 78.82%0.09
682 1965/03/07 01:00:00 1965/03/07 13:00:00 13 0.14 78.94%0.09
683 1980/03/18 19:00:00 1980/03/19 07:00:00 13 0.14 79.05%0.09
684 1981/04/26 20:00:00 1981/04/27 08:00:00 13 0.14 79.17%0.09
685 1982/04/11 22:00:00 1982/04/12 10:00:00 13 0.14 79.28%0.09
686 1995/05/01 15:00:00 1995/05/02 03:00:00 13 0.14 79.40%0.09
687 1996/02/12 16:00:00 1996/02/13 04:00:00 13 0.14 79.51%0.08
688 1998/05/06 20:00:00 1998/05/07 08:00:00 13 0.14 79.63%0.08
689 1999/01/31 13:00:00 1999/02/01 00:00:00 12 0.14 79.75%0.08
690 1999/03/11 15:00:00 1999/03/12 05:00:00 15 0.14 79.86%0.08
691 2000/09/23 02:00:00 2000/09/23 14:00:00 13 0.14 79.98%0.08
692 2001/11/12 20:00:00 2001/11/14 06:00:00 35 0.14 80.09%0.08
693 2001/12/20 20:00:00 2001/12/22 09:00:00 38 0.14 80.21%0.08
694 2003/05/03 20:00:00 2003/05/04 09:00:00 14 0.14 80.32%0.08
695 2004/02/18 19:00:00 2004/02/19 07:00:00 13 0.14 80.44%0.08
696 2004/03/26 11:00:00 2004/03/27 02:00:00 16 0.14 80.56%0.08
697 2004/04/17 16:00:00 2004/04/18 04:00:00 13 0.14 80.67%0.08
15/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
698 2006/03/07 03:00:00 2006/03/07 16:00:00 14 0.14 80.79%0.08
699 2006/04/14 16:00:00 2006/04/15 22:00:00 31 0.14 80.90%0.08
700 2008/02/14 17:00:00 2008/02/15 04:00:00 12 0.14 81.02%0.08
701 1951/12/02 04:00:00 1951/12/02 14:00:00 11 0.13 81.13%0.08
702 1953/11/20 09:00:00 1953/11/20 21:00:00 13 0.13 81.25%0.08
703 1955/11/21 13:00:00 1955/11/22 04:00:00 16 0.13 81.37%0.08
704 1955/12/07 02:00:00 1955/12/07 16:00:00 15 0.13 81.48%0.08
705 1956/04/27 05:00:00 1956/04/27 22:00:00 18 0.13 81.60%0.08
706 1957/10/11 13:00:00 1957/10/12 00:00:00 12 0.13 81.71%0.08
707 1958/11/11 08:00:00 1958/11/11 19:00:00 12 0.13 81.83%0.08
708 1960/03/23 12:00:00 1960/03/23 21:00:00 10 0.13 81.94%0.08
709 1963/12/10 02:00:00 1963/12/10 13:00:00 12 0.13 82.06%0.08
710 1964/03/13 02:00:00 1964/03/13 12:00:00 11 0.13 82.18%0.08
711 1966/01/20 02:00:00 1966/01/20 11:00:00 10 0.13 82.29%0.08
712 1967/03/29 09:00:00 1967/03/29 19:00:00 11 0.13 82.41%0.08
713 1968/01/28 02:00:00 1968/01/28 12:00:00 11 0.13 82.52%0.08
714 1970/04/17 01:00:00 1970/04/17 11:00:00 11 0.13 82.64%0.08
715 1970/04/27 13:00:00 1970/04/27 23:00:00 11 0.13 82.75%0.08
716 1971/05/07 22:00:00 1971/05/08 11:00:00 14 0.13 82.87%0.08
717 1972/01/09 11:00:00 1972/01/09 20:00:00 10 0.13 82.99%0.08
718 1973/01/10 03:00:00 1973/01/10 12:00:00 10 0.13 83.10%0.08
719 1976/05/07 03:00:00 1976/05/07 13:00:00 11 0.13 83.22%0.08
720 1976/06/01 11:00:00 1976/06/01 21:00:00 11 0.13 83.33%0.08
721 1976/06/10 12:00:00 1976/06/10 22:00:00 11 0.13 83.45%0.08
722 1976/06/30 19:00:00 1976/07/01 05:00:00 11 0.13 83.56%0.08
723 1976/11/27 13:00:00 1976/11/27 23:00:00 11 0.13 83.68%0.08
724 1977/01/26 03:00:00 1977/01/26 12:00:00 10 0.13 83.80%0.08
725 1977/09/05 09:00:00 1977/09/05 19:00:00 11 0.13 83.91%0.08
726 1977/10/05 21:00:00 1977/10/06 07:00:00 11 0.13 84.03%0.08
727 1978/04/25 19:00:00 1978/04/26 05:00:00 11 0.13 84.14%0.08
728 1978/09/16 14:00:00 1978/09/17 00:00:00 11 0.13 84.26%0.08
729 1979/01/25 17:00:00 1979/01/26 02:00:00 10 0.13 84.38%0.08
730 1979/05/07 13:00:00 1979/05/07 23:00:00 11 0.13 84.49%0.08
731 1979/08/19 17:00:00 1979/08/20 03:00:00 11 0.13 84.61%0.08
732 1979/10/05 01:00:00 1979/10/05 11:00:00 11 0.13 84.72%0.08
733 1979/11/05 01:00:00 1979/11/05 11:00:00 11 0.13 84.84%0.08
734 1980/01/07 10:00:00 1980/01/07 19:00:00 10 0.13 84.95%0.08
735 1981/10/11 09:00:00 1981/10/11 19:00:00 11 0.13 85.07%0.08
736 1981/11/16 15:00:00 1981/11/17 01:00:00 11 0.13 85.19%0.08
737 1981/12/21 04:00:00 1981/12/21 14:00:00 11 0.13 85.30%0.08
738 1982/05/06 16:00:00 1982/05/07 02:00:00 11 0.13 85.42%0.08
739 1982/06/17 15:00:00 1982/06/18 01:00:00 11 0.13 85.53%0.08
740 1982/10/26 09:00:00 1982/10/26 19:00:00 11 0.13 85.65%0.08
741 1983/01/05 11:00:00 1983/01/05 20:00:00 10 0.13 85.76%0.08
742 1983/08/06 07:00:00 1983/08/06 17:00:00 11 0.13 85.88%0.08
743 1984/01/04 18:00:00 1984/01/05 03:00:00 10 0.13 86.00%0.08
744 1984/02/10 07:00:00 1984/02/10 17:00:00 11 0.13 86.11%0.08
16/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
745 1984/07/15 17:00:00 1984/07/16 03:00:00 11 0.13 86.23%0.08
746 1984/11/08 09:00:00 1984/11/08 19:00:00 11 0.13 86.34%0.08
747 1985/04/21 20:00:00 1985/04/22 06:00:00 11 0.13 86.46%0.08
748 1986/04/01 11:00:00 1986/04/01 21:00:00 11 0.13 86.57%0.08
749 1986/11/05 15:00:00 1986/11/06 01:00:00 11 0.13 86.69%0.08
750 1987/01/28 10:00:00 1987/01/28 19:00:00 10 0.13 86.81%0.08
751 1987/02/03 15:00:00 1987/02/04 01:00:00 11 0.13 86.92%0.08
752 1987/08/14 12:00:00 1987/08/14 22:00:00 11 0.13 87.04%0.08
753 1987/10/23 09:00:00 1987/10/23 20:00:00 12 0.13 87.15%0.08
754 1988/03/01 00:00:00 1988/03/01 10:00:00 11 0.13 87.27%0.08
755 1988/05/29 09:00:00 1988/05/29 19:00:00 11 0.13 87.38%0.08
756 1989/01/05 21:00:00 1989/01/06 06:00:00 10 0.13 87.50%0.08
757 1989/06/04 09:00:00 1989/06/04 19:00:00 11 0.13 87.62%0.08
758 1989/11/26 13:00:00 1989/11/26 23:00:00 11 0.13 87.73%0.08
759 1990/01/22 13:00:00 1990/01/22 22:00:00 10 0.13 87.85%0.08
760 1990/05/13 19:00:00 1990/05/14 05:00:00 11 0.13 87.96%0.08
761 1990/08/15 10:00:00 1990/08/15 20:00:00 11 0.13 88.08%0.08
762 1990/12/20 10:00:00 1990/12/20 20:00:00 11 0.13 88.19%0.08
763 1991/01/04 00:00:00 1991/01/04 09:00:00 10 0.13 88.31%0.08
764 1991/03/11 05:00:00 1991/03/11 16:00:00 12 0.13 88.43%0.08
765 1991/07/31 14:00:00 1991/08/01 00:00:00 11 0.13 88.54%0.08
766 1991/12/09 13:00:00 1991/12/09 23:00:00 11 0.13 88.66%0.08
767 1992/05/06 02:00:00 1992/05/06 12:00:00 11 0.13 88.77%0.08
768 1992/05/17 20:00:00 1992/05/18 06:00:00 11 0.13 88.89%0.08
769 1992/12/04 06:00:00 1992/12/04 22:00:00 17 0.13 89.00%0.08
770 1994/02/20 14:00:00 1994/02/21 14:00:00 25 0.13 89.12%0.08
771 1997/04/03 20:00:00 1997/04/04 07:00:00 12 0.13 89.24%0.08
772 1998/01/03 20:00:00 1998/01/05 01:00:00 30 0.13 89.35%0.08
773 1998/04/15 19:00:00 1998/04/16 07:00:00 13 0.13 89.47%0.08
774 1999/01/20 17:00:00 1999/01/21 09:00:00 17 0.13 89.58%0.08
775 1999/02/09 22:00:00 1999/02/10 09:00:00 12 0.13 89.70%0.08
776 2001/01/08 19:00:00 2001/01/09 04:00:00 10 0.13 89.81%0.08
777 2001/04/21 11:00:00 2001/04/22 02:00:00 16 0.13 89.93%0.08
778 2001/12/14 20:00:00 2001/12/15 06:00:00 11 0.13 90.05%0.08
779 2002/12/29 20:00:00 2002/12/30 08:00:00 13 0.13 90.16%0.07
780 2003/11/16 03:00:00 2003/11/16 22:00:00 20 0.13 90.28%0.07
781 2005/03/19 00:00:00 2005/03/20 11:00:00 36 0.13 90.39%0.07
782 2006/11/27 13:00:00 2006/11/28 01:00:00 13 0.13 90.51%0.07
783 2007/09/22 13:00:00 2007/09/23 02:00:00 14 0.13 90.63%0.07
784 1968/12/20 13:00:00 1968/12/20 23:00:00 11 0.12 90.74%0.07
785 1975/02/14 06:00:00 1975/02/14 17:00:00 12 0.12 90.86%0.07
786 1993/01/02 10:00:00 1993/01/03 00:00:00 15 0.12 90.97%0.07
787 1994/11/16 12:00:00 1994/11/16 20:00:00 9 0.12 91.09%0.07
788 2005/12/03 03:00:00 2005/12/03 11:00:00 9 0.12 91.20%0.07
789 1965/07/30 00:00:00 1965/07/30 09:00:00 10 0.11 91.32%0.07
790 2002/04/26 12:00:00 2002/04/27 00:00:00 13 0.11 91.44%0.07
791 2003/03/22 20:00:00 2003/03/23 06:00:00 11 0.11 91.55%0.07
17/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
792 1963/04/08 08:00:00 1963/04/08 19:00:00 12 0.1 91.67%0.07
793 1963/06/11 16:00:00 1963/06/12 00:00:00 9 0.1 91.78%0.07
794 1966/02/25 03:00:00 1966/02/25 15:00:00 13 0.1 91.90%0.07
795 1966/03/02 10:00:00 1966/03/02 18:00:00 9 0.09 92.01%0.07
796 1969/11/15 21:00:00 1969/11/16 06:00:00 10 0.09 92.13%0.07
797 2001/12/30 20:00:00 2001/12/31 04:00:00 9 0.09 92.25%0.07
798 2002/04/24 16:00:00 2002/04/24 23:00:00 8 0.09 92.36%0.07
799 2003/11/01 11:00:00 2003/11/01 19:00:00 9 0.09 92.48%0.07
800 2008/01/22 07:00:00 2008/01/22 15:00:00 9 0.09 92.59%0.07
801 1955/12/01 22:00:00 1955/12/02 08:00:00 11 0.08 92.71%0.07
802 1961/03/15 14:00:00 1961/03/15 23:00:00 10 0.08 92.82%0.07
803 1972/10/17 07:00:00 1972/10/17 14:00:00 8 0.08 92.94%0.07
804 2002/09/29 20:00:00 2002/09/30 05:00:00 10 0.08 93.06%0.07
805 1963/03/15 07:00:00 1963/03/15 15:00:00 9 0.07 93.17%0.07
806 1992/10/30 21:00:00 1992/10/31 05:00:00 9 0.07 93.29%0.07
807 2000/02/16 19:00:00 2000/02/18 03:00:00 33 0.07 93.40%0.07
808 2003/11/03 20:00:00 2003/11/04 07:00:00 12 0.07 93.52%0.07
809 1961/10/08 19:00:00 1961/10/09 01:00:00 7 0.06 93.63%0.07
810 1963/04/14 19:00:00 1963/04/15 03:00:00 9 0.06 93.75%0.07
811 1964/04/01 12:00:00 1964/04/01 18:00:00 7 0.06 93.87%0.07
812 1969/05/05 14:00:00 1969/05/06 18:00:00 29 0.06 93.98%0.07
813 1998/04/13 19:00:00 1998/04/14 02:00:00 8 0.06 94.10%0.07
814 1998/08/31 23:00:00 1998/09/01 06:00:00 8 0.06 94.21%0.07
815 1998/11/11 12:00:00 1998/11/12 04:00:00 17 0.06 94.33%0.07
816 1999/07/18 13:00:00 1999/07/18 20:00:00 8 0.06 94.44%0.07
817 2004/08/30 23:00:00 2004/08/31 06:00:00 8 0.06 94.56%0.07
818 2005/01/28 18:00:00 2005/01/29 00:00:00 7 0.06 94.68%0.07
819 2006/03/17 23:00:00 2006/03/18 15:00:00 17 0.06 94.79%0.07
820 1952/09/19 17:00:00 1952/09/20 01:00:00 9 0.05 94.91%0.07
821 1953/03/20 10:00:00 1953/03/20 18:00:00 9 0.05 95.02%0.07
822 2002/04/15 12:00:00 2002/04/15 16:00:00 5 0.05 95.14%0.07
823 1969/02/15 23:00:00 1969/02/16 06:00:00 8 0.04 95.25%0.07
824 1998/09/03 06:00:00 1998/09/03 15:00:00 10 0.04 95.37%0.07
825 2000/02/28 19:00:00 2000/02/29 00:00:00 6 0.04 95.49%0.07
826 1971/11/12 12:00:00 1971/11/12 15:00:00 4 0.03 95.60%0.07
827 1974/02/19 21:00:00 1974/02/19 23:00:00 3 0.03 95.72%0.07
828 1994/11/18 08:00:00 1994/11/18 11:00:00 4 0.03 95.83%0.07
829 1995/12/16 03:00:00 1995/12/16 06:00:00 4 0.03 95.95%0.07
830 1996/01/25 16:00:00 1996/01/25 21:00:00 6 0.03 96.06%0.07
831 1999/02/07 12:00:00 1999/02/07 16:00:00 5 0.03 96.18%0.07
832 1951/11/13 04:00:00 1951/11/13 08:00:00 5 0.02 96.30%0.07
833 1956/04/11 14:00:00 1956/04/11 17:00:00 4 0.02 96.41%0.07
834 1962/03/29 11:00:00 1962/03/29 15:00:00 5 0.02 96.53%0.07
835 1964/01/18 21:00:00 1964/01/19 02:00:00 6 0.02 96.64%0.07
836 1967/12/16 16:00:00 1967/12/16 22:00:00 7 0.02 96.76%0.07
837 1968/12/11 12:00:00 1968/12/11 14:00:00 3 0.02 96.88%0.07
838 1969/02/28 23:00:00 1969/03/01 03:00:00 5 0.02 96.99%0.07
18/1910/19/2022 11:38 AM
Excel Engineering
peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration (hr) Peak (cfs) Frequency (%) Return Period (Yr)
839 1975/01/30 18:00:00 1975/01/30 21:00:00 4 0.02 97.11%0.07
840 1996/12/31 19:00:00 1996/12/31 22:00:00 4 0.02 97.22%0.07
841 2002/05/21 01:00:00 2002/05/21 04:00:00 4 0.02 97.34%0.07
842 1952/03/19 08:00:00 1952/03/19 12:00:00 5 0.01 97.45%0.07
843 1954/07/13 08:00:00 1954/07/13 09:00:00 2 0.01 97.57%0.07
844 1962/06/15 05:00:00 1962/06/15 16:00:00 12 0.01 97.69%0.07
845 1966/02/10 19:00:00 1966/02/10 22:00:00 4 0.01 97.80%0.07
846 1992/12/12 00:00:00 1992/12/12 02:00:00 3 0.01 97.92%0.07
847 1995/11/01 23:00:00 1995/11/02 00:00:00 2 0.01 98.03%0.07
848 2003/12/08 03:00:00 2003/12/08 05:00:00 3 0.01 98.15%0.07
849 1958/03/02 21:00:00 1958/03/02 22:00:00 2 0 98.26%0.07
850 1960/05/04 14:00:00 1960/05/04 15:00:00 2 0 98.38%0.07
851 1960/12/08 22:00:00 1960/12/08 23:00:00 2 0 98.50%0.07
852 1961/12/14 20:00:00 1961/12/14 21:00:00 2 0 98.61%0.07
853 1966/01/27 09:00:00 1966/01/27 18:00:00 10 0 98.73%0.07
854 1967/04/24 13:00:00 1967/04/24 14:00:00 2 0 98.84%0.07
855 1967/04/29 10:00:00 1967/04/29 11:00:00 2 0 98.96%0.07
856 1972/09/06 08:00:00 1972/09/06 10:00:00 3 0 99.07%0.07
857 1972/11/08 07:00:00 1972/11/08 08:00:00 2 0 99.19%0.07
858 1975/10/07 11:00:00 1975/10/07 12:00:00 2 0 99.31%0.07
859 1987/02/18 20:00:00 1987/02/18 21:00:00 2 0 99.42%0.07
860 1993/12/19 07:00:00 1993/12/19 09:00:00 3 0 99.54%0.07
861 1994/12/13 09:00:00 1994/12/13 11:00:00 3 0 99.65%0.07
862 2000/01/25 20:00:00 2000/01/25 23:00:00 4 0 99.77%0.07
863 2002/03/24 02:00:00 2002/03/24 03:00:00 2 0 99.88%0.07
-------------End of Data-----------------
19/1910/19/2022 11:38 AM
Excel Engineering
......................
Excel Engineering
flowDurationPassFailMitigated.TXT
Compared to:
pre-development SWMM file: Q:\14\14100\GPIP\GP3\SWMM\14100-PRE-A.out
pre-development time stamp: 1/16/2020 2:53:23 PM
Compare Post-Development Curve to Pre-Development Curve
Flow Control Upper Limit: 11.98 (cfs)
Flow Control Lower Limit: 0.787 (cfs)
post-development SWMM file: Q:\14\14100\GPIP\GP3\SWMM\14100-MIT-A.out
post-development time stamp: 10/18/2022 3:36:24 PM
Post P
T #
Fl
ow R
ate
(cfs
)
Post D
e
v %
E
xc
eed
Pre
D
e
v %
E
xc
eed
%E
x
p
os
t
< %
E
x
p
re
%E
x
p
os
t
> %
E
x
p
re
%E
x
p
os
t
> 1
10%
%
E
x
p
re
Pass/F
a
il
0 0.79 0.33 0.30 FALSE TRUE FALSE Pass: Post Duration <= 110% Pre Duration
1 0.90 0.26 0.25 FALSE TRUE FALSE Pass: Post Duration <= 110% Pre Duration
2 1.01 0.21 0.23 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
3 1.13 0.18 0.21 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
4 1.24 0.14 0.18 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
5 1.35 0.12 0.17 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
6 1.47 0.10 0.16 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
7 1.58 0.08 0.10 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
8 1.69 0.07 0.09 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
9 1.80 0.05 0.08 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
10 1.92 0.05 0.07 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
11 2.03 0.04 0.07 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
12 2.14 0.03 0.06 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
13 2.26 0.03 0.05 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
14 2.37 0.02 0.04 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
15 2.48 0.02 0.04 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
16 2.60 0.02 0.04 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
17 2.71 0.01 0.04 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
18 2.82 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
19 2.94 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
20 3.05 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
21 3.16 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
22 3.27 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
23 3.39 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
24 3.50 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
25 3.61 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
26 3.73 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
27 3.84 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
28 3.95 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
29 4.07 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
1/310/19/2022 11:38 AM
Excel Engineering
flowDurationPassFailMitigated.TXT
Post P
T #
Fl
ow R
ate
(cfs
)
Post D
e
v %
E
xc
eed
Pre
D
e
v %
E
xc
eed
%E
x
p
os
t
< %
E
x
p
re
%E
x
p
os
t
> %
E
x
p
re
%E
x
p
os
t
> 1
10%
%
E
x
p
re
Pass/F
a
il
30 4.18 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
31 4.29 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
32 4.40 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
33 4.52 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
34 4.63 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
35 4.74 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
36 4.86 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
37 4.97 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
38 5.08 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
39 5.20 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
40 5.31 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
41 5.42 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
42 5.54 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
43 5.65 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
44 5.76 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
45 5.87 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
46 5.99 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
47 6.10 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
48 6.21 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
49 6.33 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
50 6.44 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
51 6.55 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
52 6.67 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
53 6.78 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
54 6.89 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
55 7.01 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
56 7.12 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
57 7.23 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
58 7.34 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
59 7.46 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
60 7.57 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
61 7.68 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
62 7.80 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
63 7.91 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
64 8.02 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
65 8.14 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
66 8.25 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
67 8.36 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
68 8.48 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
69 8.59 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
2/310/19/2022 11:38 AM
Excel Engineering
flowDurationPassFailMitigated.TXT
Post P
T #
Fl
ow R
ate
(cfs
)
Post D
e
v %
E
xc
eed
Pre
D
e
v %
E
xc
eed
%E
x
p
os
t
< %
E
x
p
re
%E
x
p
os
t
> %
E
x
p
re
%E
x
p
os
t
> 1
10%
%
E
x
p
re
Pass/F
a
il
70 8.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
71 8.81 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
72 8.93 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
73 9.04 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
74 9.15 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
75 9.27 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
76 9.38 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
77 9.49 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
78 9.61 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
79 9.72 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
80 9.83 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
81 9.94 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
82 10.06 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
83 10.17 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
84 10.28 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
85 10.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
86 10.51 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
87 10.62 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
88 10.74 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
89 10.85 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
90 10.96 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
91 11.08 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
92 11.19 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
93 11.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
94 11.41 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
95 11.53 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
96 11.64 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
97 11.75 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
98 11.87 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
99 11.98 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration
3/310/19/2022 11:38 AM
Excel Engineering
USGS9217dPre.csv
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE
column but less than that shown on the next line
Duration Table Summary at Project Discharge Point
file name: Q:\14\14100\GPIP\GP3\SWMM\14100-PRE-A.out
time stamp: 1/16/2020 2:53:23 PM
Bin Num
ber
Dis
charge R
a
te (c
fs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent
Time Exce
e
ded
1 0.79 254 1521 0.302
2 0.90 127 1267 0.252
3 1.01 101 1140 0.227
4 1.13 138 1039 0.207
5 1.24 53 901 0.179
6 1.35 40 848 0.169
7 1.47 326 808 0.161
8 1.58 30 482 0.096
9 1.69 56 452 0.090
10 1.80 35 396 0.079
11 1.92 20 361 0.072
12 2.03 35 341 0.068
13 2.14 51 306 0.061
14 2.26 39 255 0.051
15 2.37 21 216 0.043
16 2.48 10 195 0.039
17 2.60 4 185 0.037
18 2.71 8 181 0.036
19 2.82 7 173 0.034
20 2.94 35 166 0.033
21 3.05 6 131 0.026
22 3.16 8 125 0.025
23 3.27 8 117 0.023
24 3.39 3 109 0.022
25 3.50 4 106 0.021
26 3.61 1 102 0.020
27 3.73 6 101 0.020
28 3.84 3 95 0.019
29 3.95 2 92 0.018
30 4.07 5 90 0.018
31 4.18 1 85 0.017
32 4.29 1 84 0.017
33 4.40 1 83 0.016
34 4.52 4 82 0.016
35 4.63 3 78 0.016
36 4.74 7 75 0.015
37 4.86 1 68 0.014
38 4.97 10 67 0.013
39 5.08 3 57 0.011
40 5.20 4 54 0.011
41 5.31 0 50 0.010
42 5.42 1 50 0.010
43 5.54 1 49 0.010
44 5.65 5 48 0.010
45 5.76 0 43 0.009
46 5.87 1 43 0.009
47 5.99 2 42 0.008
48 6.10 0 40 0.008
49 6.21 0 40 0.008
50 6.33 1 40 0.008
51 6.44 1 39 0.008
1/210/19/2022 11:38 AM
Excel Engineering
USGS9217dPre.csv
Bin N
um
ber
Dis
charge Ra
te (c
fs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent
Time Excee
ded
52 6.55 0 38 0.008
53 6.67 2 38 0.008
54 6.78 0 36 0.007
55 6.89 1 36 0.007
56 7.01 1 35 0.007
57 7.12 1 34 0.007
58 7.23 0 33 0.007
59 7.34 3 33 0.007
60 7.46 2 30 0.006
61 7.57 0 28 0.006
62 7.68 0 28 0.006
63 7.80 4 28 0.006
64 7.91 1 24 0.005
65 8.02 1 23 0.005
66 8.14 0 22 0.004
67 8.25 0 22 0.004
68 8.36 0 22 0.004
69 8.48 0 22 0.004
70 8.59 0 22 0.004
71 8.70 1 22 0.004
72 8.81 0 21 0.004
73 8.93 3 21 0.004
74 9.04 1 18 0.004
75 9.15 0 17 0.003
76 9.27 0 17 0.003
77 9.38 2 17 0.003
78 9.49 1 15 0.003
79 9.61 2 14 0.003
80 9.72 1 12 0.002
81 9.83 0 11 0.002
82 9.94 0 11 0.002
83 10.06 0 11 0.002
84 10.17 0 11 0.002
85 10.28 0 11 0.002
86 10.40 1 11 0.002
87 10.51 1 10 0.002
88 10.62 2 9 0.002
89 10.74 0 7 0.001
90 10.85 0 7 0.001
91 10.96 1 7 0.001
92 11.08 0 6 0.001
93 11.19 0 6 0.001
94 11.30 1 6 0.001
95 11.41 0 5 0.001
96 11.53 0 5 0.001
97 11.64 1 5 0.001
98 11.75 3 4 0.001
99 11.87 1 1 0.000
100 11.98 0 0 0.000
-------------End of Data-----------------
2/210/19/2022 11:38 AM
Excel Engineering
USGS9217dPostMitigated.csv
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE
column but less than that shown on the next line
Duration Table Summary at Project Discharge Point
file name: Q:\14\14100\GPIP\GP3\SWMM\14100-MIT-A.out
time stamp: 10/18/2022 3:36:24 PM
Bin Num
ber
Dis
charge R
a
te (c
fs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent
Time Exce
e
ded
1 0.79 333 1644 0.327
2 0.90 258 1311 0.261
3 1.01 168 1053 0.209
4 1.13 169 885 0.176
5 1.24 120 716 0.142
6 1.35 114 596 0.118
7 1.47 80 482 0.096
8 1.58 66 402 0.080
9 1.69 60 336 0.067
10 1.80 45 276 0.055
11 1.92 27 231 0.046
12 2.03 36 204 0.041
13 2.14 26 168 0.033
14 2.26 21 142 0.028
15 2.37 18 121 0.024
16 2.48 18 103 0.020
17 2.60 10 85 0.017
18 2.71 11 75 0.015
19 2.82 13 64 0.013
20 2.94 10 51 0.010
21 3.05 8 41 0.008
22 3.16 10 33 0.007
23 3.27 0 23 0.005
24 3.39 2 23 0.005
25 3.50 0 21 0.004
26 3.61 1 21 0.004
27 3.73 3 20 0.004
28 3.84 2 17 0.003
29 3.95 0 15 0.003
30 4.07 0 15 0.003
31 4.18 1 15 0.003
32 4.29 2 14 0.003
33 4.40 0 12 0.002
34 4.52 0 12 0.002
35 4.63 1 12 0.002
36 4.74 0 11 0.002
37 4.86 0 11 0.002
38 4.97 1 11 0.002
39 5.08 1 10 0.002
40 5.20 1 9 0.002
41 5.31 1 8 0.002
42 5.42 0 7 0.001
43 5.54 0 7 0.001
44 5.65 1 7 0.001
45 5.76 0 6 0.001
46 5.87 0 6 0.001
47 5.99 1 6 0.001
48 6.10 0 5 0.001
49 6.21 0 5 0.001
50 6.33 0 5 0.001
51 6.44 1 5 0.001
1/210/19/2022 11:38 AM
Excel Engineering
USGS9217dPostMitigated.csv
Bin N
um
ber
Dis
charge Ra
te (c
fs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent
Time Excee
ded
52 6.55 0 4 0.001
53 6.67 0 4 0.001
54 6.78 0 4 0.001
55 6.89 0 4 0.001
56 7.01 1 4 0.001
57 7.12 0 3 0.001
58 7.23 0 3 0.001
59 7.34 0 3 0.001
60 7.46 0 3 0.001
61 7.57 0 3 0.001
62 7.68 0 3 0.001
63 7.80 0 3 0.001
64 7.91 0 3 0.001
65 8.02 0 3 0.001
66 8.14 1 3 0.001
67 8.25 0 2 0.000
68 8.36 0 2 0.000
69 8.48 1 2 0.000
70 8.59 0 1 0.000
71 8.70 0 1 0.000
72 8.81 0 1 0.000
73 8.93 0 1 0.000
74 9.04 0 1 0.000
75 9.15 0 1 0.000
76 9.27 0 1 0.000
77 9.38 0 1 0.000
78 9.49 0 1 0.000
79 9.61 0 1 0.000
80 9.72 1 1 0.000
81 9.83 0 0 0.000
82 9.94 0 0 0.000
83 10.06 0 0 0.000
84 10.17 0 0 0.000
85 10.28 0 0 0.000
86 10.40 0 0 0.000
87 10.51 0 0 0.000
88 10.62 0 0 0.000
89 10.74 0 0 0.000
90 10.85 0 0 0.000
91 10.96 0 0 0.000
92 11.08 0 0 0.000
93 11.19 0 0 0.000
94 11.30 0 0 0.000
95 11.41 0 0 0.000
96 11.53 0 0 0.000
97 11.64 0 0 0.000
98 11.75 0 0 0.000
99 11.87 0 0 0.000
100 11.98 0 0 0.000
-------------End of Data-----------------
2/210/19/2022 11:38 AM
Excel Engineering
END OF STATISTICS ANALYSIS
ATTACHMENT 3
Structural BMP Maintenance Information
Use this checklist to ensure the required information has been included in the Structural
BMP Maintenance Information Attachment:
Preliminary Design/Planning/CEQA level submittal:
Attachment 3 must identify:
◻ Typical maintenance indicators and actions for proposed structural BMP(s) based
on Section 7.7 of the BMP Design Manual
Final Design level submittal:
Attachment 3 must identify:
◻ Specific maintenance indicators and actions for proposed structural BMP(s). This
shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect
actual proposed components of the structural BMP(s)
◻ How to access the structural BMP(s) to inspect and perform maintenance
◻ Features that are provided to facilitate inspection (e.g., observation ports,
cleanouts, silt posts, or other features that allow the inspector to view necessary
components of the structural BMP and compare to maintenance thresholds)
◻ Manufacturer and part number for proprietary parts of structural BMP(s) when
applicable
◻ Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level
posts or other markings shall be included in all BMP components that will trap and
store sediment, trash, and/or debris, so that the inspector may determine how full
the BMP is, and the maintenance personnel may determine where the bottom of
the BMP is . If required, posts or other markings shall be indicated and described
on structural BMP plans.)
◻ Recommended equipment to perform maintenance
◻ When applicable, necessary special training or certification requirements for
inspection and maintenance personnel such as confined space entry or
hazardous waste management
OPERATION & MAINTENANCE (O&M) PLAN
Contents
1. PROJECT DESCRIPTION .................................................................................................. 1
2. OPERATION & MAINTENANCE PLAN ......................................................................... 1
3. Operation & Maintenance of BMP’S .................................................................................. 1
A. Training .............................................................................................................. 2
B. Landscaping ....................................................................................................... 2
C. Irrigation System ................................................................................................ 5
D. Trash Storage Areas .......................................................................................... 5
E. Storm Water Conveyance System Stenciling and Signing ................................. 5
F. Biofiltration ......................................................................................................... 6
G. Outlet Structures ................................................................................................ 8
H. Vector Management Control Requirements ..................................................... 10
ATTACHMENTS
A. O&M Exhibit
A1. Inspection & Maintenance Schedule
B1. Cost Estimate
C1. BMP Training Log
D1. Inspection & Maintenance Log
E1. Maintenance Indicators (Table 7-2)
-i-
1
1. PROJECT DESCRIPTION
The purpose of the project is the construction of an additional lodge villa featuring walkways and
landscape as part of a larger development in MarBrisa Carlsbad Ranch.
2. OPERATION & MAINTENANCE PLAN
The Operation and Maintenance Plan (O&M) needs to address construction and post-construction
concerns as shown in the Storm Water Mitigation Plan.
3. Operation & Maintenance of BMP’S
It shall be the responsibility of the owner to train all employees for the maintenance and operation of
all BMPs, to achieve the maximum pollutant reduction, as addressed in the approved Project’s
SWMP. The following schedule of (O&M’s) must be followed to satisfy the Conditions of Concern
and the Pollutants of Concern as addressed in the approved Project’s SWMP and the City’s BMP
manual. This schedule shall include periodic inspections of all Source Control and Treatment Control
BMP’s. All maintenance records for training, inspection and maintenance shall be retained and
provided to the city upon request.
All BMPs shall be inspected 30 days prior to October lst each year and certified to the City
Engineering Department as to their readiness to receive runoff from the annual rainfall season.
The owner will also provide to the City, as part of the maintenance and operation agreement, an
executed maintenance and access easement that shall be binding on the land throughout the life of the
project.
2
Responsible Party for O&M and For Training- Property Owner
Grand Pacific Resorts, L.P.
A. Training
Training of Operation and Maintenance personnel is of primary importance to provide knowledge of
the operation and maintenance of BMPs. Proper training shall provide information that will enable
employees to have in place an effective preventive maintenance program as described in this O & M
manual. The responsible party mentioned above should read the course provided by the San Diego
BMP Manual, to be trained in the purpose and use of BMPs and the maintenance thereof. Proper
preventive maintenance will prevent environmental incidents that may be a health and safety hazard.
New employees should be trained as to the purpose and proper maintenance within the first week of
their employment.
Employee training shall include receiving a copy of this O & M manual; a discussion on the location
and purpose of site specific BMPs, such as Source Control and Treatment Control BMPs; training on
how to inspect and report maintenance problems and to whom they report to; They shall be trained in
site specific Pollutants of Concern so that they can evaluate the functioning of all on-site BMPs .
These Pollutants are identified in section 2 of this report.
A log of all training and reported inspections and maintenance problems along with what was done to
correct the problem shall be kept on the premises at all times.
Employees shall be periodically trained, at a minimum of once a year, to refresh their abilities to
Operate and Maintain all on-site BMPs.
B. Landscaping
Operational and maintenance needs include:
▪ Vegetation management to maintain adequate hydraulic functioning and to limit habitat for
disease-carrying animals.
▪ Animal and vector control.
▪ Periodic sediment removal to optimize performance.
▪ Trash, debris, grass trimmings, tree pruning, dead vegetation collection and removal.
▪ Removal of standing water, which may contribute to the development of aquatic plant
communities or mosquito breeding areas.
▪ Erosion and structural maintenance to prevent the loss of soil and maintain the performance of
all landscaping.
3
Inspection Frequency
The facility will be inspected and inspection visits will be completely documented:
▪ Once a month at a minimum.
▪ After every large storm (after every storm monitored or these storms with more than 0.50 inch
of precipitation.)
▪ On a weekly basis during extended periods of wet weather.
Inspect for proper irrigation and fertilizer use, and ensure that all landscaped areas have minimum of
80% coverage.
Aesthetic Maintenance
The following activities will be included in the aesthetic maintenance program:
Grass Trimming: Trimming of grass will be done on all landscaped areas, around fences, at the inlet
and outlet structures, and sampling structures.
Weed Control. Weeds will be removed through mechanical means. Herbicide will not be used because
these chemicals may impact the water quality monitoring.
Functional Maintenance
Functional maintenance has two components:
▪ Preventive maintenance
▪ Corrective maintenance
Preventive Maintenance
Preventive maintenance activities to be instituted for landscaped areas are:
▪ Grass Mowing: Vegetation seed, mix within the landscaped areas, are to be designed to be
kept short to maintain adequate hydraulic functioning and to limit the development of faunal
habitats.
▪ Trash and Debris: During each inspection and maintenance visit to the site, debris and trash
removal will be conducted to reduce the potential for inlet and outlet structures and other
components from becoming clogged and inoperable during storm events.
▪ Sediment Removal: Sediment accumulation, as part of the operation and maintenance program
at of landscaped areas, will be monitored once a month during the dry season, after every large
storm (0.50 inch), and monthly during the wet season. Specifically, if sediment reaches a level
at or near plant height, or could interfere with flow or operation, the sediment shall be removed.
If accumulation of debris or sediment is determined to be the cause of decline in design
performance, prompt action (i.e., within ten working days) will be taken to restore the
landscaped areas to design performance standards. Actions will include using additional
vegetation and/or removing accumulated sediment to correct channeling or ponding.
Characterization and Appropriate disposal of sediment will comply with applicable local,
county, state, or federal requirements.
▪ Landscaped areas will be re-graded, if the flow gradient has been altered. This should be a sign
that the BMP is failing and the soil matrix may need to be replaced.
4
▪ Removal of Standing Water: Standing water must be removed if it contributes to the
development of aquatic plant communities or mosquito breeding areas.
▪ Fertilization and Irrigation: fertilization and irrigation is to be keep at a minimum.
▪ Elimination of Mosquito Breeding Habitats. The most effective mosquito control program is
one that eliminates standing water over a period less than 96 hours.
Corrective Maintenance
Corrective maintenance is required on an emergency or non-routine basis to correct problems and to
restore the intended operation and safe function of all landscaped areas.
Corrective maintenance activities include:
▪ Removal of Debris and Sediment: Sediment, debris, and trash, which impede the hydraulic
functioning of landscaping and prevent vegetative growth, will be removed and properly
disposed. Temporary arrangements will be made for handling the sediments until a permanent
arrangement is made. Vegetation will be re-established after sediment removal.
▪ Structural Repairs: Once deemed necessary, repairs to structural components of landscaping
will be done within l0 working days. Qualified individuals (i.e., the designers or contractors)
will conduct repairs where structural damage has occurred.
▪ Embankment and Slope Repairs: Once deemed necessary, damage to the embankments and
slopes of landscaped areas will be repaired within l0 working days.
▪ Erosion Repair: Where a reseeding program has been ineffective, or where other factors have
created erosive conditions (i.e., pedestrian traffic, concentrated flow, etc.), corrective steps
will be taken to prevent loss of soil and any subsequent danger to the performance and use of
landscaped areas as BMPs. There are a number of corrective actions than can be taken.
▪ These include erosion control blankets, riprap, or reducing flow velocity.
▪ Consult with an engineer and contractor to address frequently occurring erosion problems.
▪ Elimination of Animal Burrows: animal burrows will be filled and steps taken to remove the
animals if burrowing problems continue to occur (filling and compacting). If the problem
persists, vector control specialists will be consulted regarding removal steps. This consulting is
necessary as the threat of rabies in some areas may necessitate the animals being destroyed
rather than relocated. If the BMP performance is affected, abatement will begin. Otherwise,
abatement will be performed annually in September.
▪ General Facility Maintenance: In addition to the above elements of corrective maintenance,
general corrective maintenance will address the overall facility and its associated components.
If corrective maintenance is being done to one component, other components will be inspected
to see if maintenance is needed.
Maintenance Frequency
The maintenance indicators for selected BMPs are included in Attachment Al.
5
Debris and Sediment Disposal
Waste generated onsite is ultimately the responsibility of the Owner. Disposal of sediments, debris,
and trash will comply with applicable local, county, state, and federal waste control programs.
Hazardous Waste
Suspected hazardous wastes will be analyzed to determine disposal options. Hazardous wastes
generated onsite will be handled and disposed of according to applicable local, state, and federal
regulations. A solid or liquid waste is considered a hazardous waste if it exceeds the criteria listed in
the CCR, Title 22, Article ll.
C. Irrigation System
Inspection Frequency and Procedure
The Irrigation system shall be checked each week as a minimum. The following items shall be
checked to insure that they are functioning properly:
▪ Shut-off devices.
▪ All piping and sprinkler heads to insure there are no leaks and that proper water spread is
maintained.
▪ All flow reducers.
▪ Check for overspray/runoff
D. Trash Storage Areas
▪ All trash storage areas shall be inspected daily to insure that they are clean from trash. Also the
following shall be inspected annually 30 days prior to October lst of each year.
▪ Pavement is in good repair.
▪ Drainage will not run-off onto adjacent areas.
▪ That they remain screened or walled to prevent off-site transport of trash.
▪ That all lids are closed and/or awnings are in good repair to minimize direct
precipitation.
▪ Signs posted on or near dumpsters with the words “Do not dump hazardous
materials here” or similar.
E. Storm Water Conveyance System Stenciling and Signing
▪ Signage/stenciling are to be inspected for legibility and visual obstruction and shall be Repaired
and cleared of any obstruction within 5 working day of inspection.
6
▪ Inspection Frequency: Semi-annually, 30 days prior to October lst each year, and
monthly during rainy season.
F. Biofiltration
Operational and maintenance needs include:
▪ Vegetation management to maintain adequate hydraulic functioning and to limit habitat
for disease-carrying animals.
▪ Animal and vector control.
▪ Periodic sediment removal to optimize performance.
▪ Trash, debris, grass trimmings, tree pruning, dead vegetation collection and removal.
▪ Removal of standing water, which may contribute to the development of aquatic plant
communities or mosquito breeding areas.
▪ Erosion and structural maintenance to prevent the loss of soil and maintain the performance
of all landscaping.
▪ Outlet maintenance: maintain trash free; remove silt; clear clogged outlets and standing
Water after 96 hours.
▪ Signs Posted at each bmp that state the following words “ PERMANENT WATER
QUALITY TREATMENT FACILITY” “KEEPING OUR WATERWAYS CLEAN” “
MAINTAIN WITH CARE – NO MODIFICATIONS WITHOUT AGENCY APPROVAL”
G. Outlet Structures
All outlet structures shall be kept functional at all times. Routine inspection and corrective
maintenance shall include removal of trash sediment and debris and repair of any structural
damage or clogging of orifice outlets. The minimum maintenance frequency shall be 30 days
prior to October 1st each year, weekly during rainy season or within 24 hours prior to
forecasts.
To clean lower orifice in the event of clogging
This activity will require workers to open catch basin grates to remove debris from the
lower orifice plate.
Remove grate and visually inspect lower orifice plate and blockage
Remove debris from inside of catch basin and around orifice plate
Replace grate when orifice plate and inside of catch basin are free of debris
H. Vector Management Control Requirements
Due to Clean Water Act requirements and mandates imposed by the Water Quality Control Board,
large quantities of stormwater will be detained onsite in above ground and underground storage
facilities for treatment and storage. These storage facilities are required to dewater or discharge at a
very small flow rate in order to comply with these requirements. The outlet structure for the
underground storage and bioretention facility had to be sized to a variable size between 0.25” to 6” in
order to maintain the maximum allowed discharge flow. The facility was designed to dewater in less
than 96 hours. However, due to its small size and if not properly maintained regularly, it is anticipated
that the outlet might have a tendency to clog frequently. Consequently, the facility may not drain within
96 hours and possibly take substantially longer time. This creates an increased risk for onsite Vector
Issues and bringing their potential for severe harm to human health.
In order to implement vector controls including minimizing the risk for mosquito-borne disease
7
transmission, It is the responsibility of the Owner to regularly maintain the outlet structures
and monitor the site after every storm event to ensure that the system (comprising of above
ground storage facilities) is dewatered in less than 96 hours. Otherwise the owner will be required
to implement a vector control plan in accordance with California Department of Public Health.
General guidelines to help create a project specific vector control plan for your project:
ATTACHMENT “A1” INSPECTION & MAINTENANCE
SCHEDULE
PREVENTATIVE MAINTENANCE AND ROUTINE INSPECTION
TYPE BMP Routine Action Maintenance
Indicator
Maintenance
Frequency
MAINTENANCE
ACTIVITY
SITE-SPECIFIC REQUIREMENTS
Landscaping &
irrigation
Proper irrigation &
Fertilizer.
Less than 80%
coverage
30 days prior to
October 1st each year
and Monthly
Re-seed or Re- plant.
Repair Irrigation
system with-in 5-days.
All slopes and landscaped areas are to have a
minimum coverage of 80%
Trash storage
areas
Trash free and removal
of silt
Visual Inspection Daily inspection Remove trash and silt
Daily.
All trash storage areas to be free from trash
and silt at all times
Bioretention Trash free and removal of
silt. Clear Clogged outlets
and Standing Water.
Silt build up of more
than 2” no trash,
Exposed soils, dead
vegetation, ponded
water, and excessive
vegetation
(see TC-32)
30 days prior to
October 1st each
year, monthly during
rainy season, and
after Storm Event
Remove trash and silt –
repair and reseed
exposed areas, maintain
grass height so as not be
shorter than 2” or higher
than 5” remove all
ponded water weekly
inspections, (See TC-32)
All bio-filters to be free from trash and silt at all
times, grass area to be free from exposed soil
and maintained to proper height, ponding of
water for more than 72 hours maintenance will
be required
Storm Water
Conveyance
system
Stenciling &
Signing
Must be legible at all times
and have a clear view.
Fading of paint or
illegible letters or
Semi-annually, 30
days prior to October
1st each year &
monthly during rainy
season
Repaint stenciling and/or
replace signs 30 days
prior to October 1st.
Applicable to all stenciling and signs
Outlet
Structures
Must be kept functional at
all times. Clear Clogged
outlets and Standing
Water.
Silt, debris, trash
accumulation, Ponding
Water
30 days prior to
October 1st each
year and weekly
during rainy season
or within 24 hours
prior to rain forecasts.
Silt, debris, trash
accumulation and repair
any structural damage
to the outlet structures.
All outlet structures shall be kept functional at all
times.
9
ATTACMENT “B1”
Annual Estimate to Maintain all BMPs
Landscaping & Bioretention
Annual 10-Year
Maintenance of landscaping and bio-filters is already included in the
property management responsibilities. Additional cost:
$200
$2,000
Irrigation System:
Inspection and maintenance of the irrigation system is already included
in the property management responsibilities, Additional cost:
$100
$1,000
Training:
Once a year & training of new employees within their first
week of employment. $100 $1,000
Total Estimated Annual Cost to Maintain BMPs
ATTACHMENT "C1"
BMP TRAINING LOG
Date
Type of Training
Personnel Trained
Trainer
Mo/Day/Yr
ATTACHMENT “D1”
INSPECTION AND MAINTENANCE LOG
BMP TYP &
LOCATION
DATE
M/D/Y
Name of
Person
Inspecting
Description of BMP
Condition/ Description repair
required if any
Date Repair made
and Description repair
made and by who
ATTACHMENT "D1"
INSPECTION AND MAINTENANCE LOG
BMP TYP &
LOCATION
DATE
M/D/Y
Name of
Person
Inspecting
Description of BMP
Condition/ Description repair
required if any
Date Repair made
and Description repair
made and by who
ATTACHMENT "D1"
INSPECTION AND MAINTENANCE LOG
BMP TYP &
LOCATION
DATE
M/D/Y
Name of
Person
Inspecting
Description of BMP
Condition/ Description repair
required if any
Date Repair made
and Description repair
made and by who
ATTACHMENT 3 STRUCTURAL BMP
MAINTENANCE INFORMATION
ATTACHMENT E1. MAINTENANCE INDICATORS
TABLE 7-2. Maintenance Indicators and Actions for Vegetated BMPs
Typical Maintenance Indicator(s)
for Vegetated BMPs Maintenance Actions
Accumulation of sediment, litter, or
debris
Remove and properly dispose of accumulated materials, without
damage to the vegetation.
Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans.
Overgrown vegetation Mow or trim as appropriate, but not less than the design height of
the vegetation per original plans when applicable (e.g. a vegetated
swale may require a minimum vegetation height).
Erosion due to concentrated irrigation
flow
Repair/re-seed/re-plant eroded areas and adjust the irrigation
system.
Typical Maintenance
Indicator(s) for Vegetated BMPs Maintenance Actions
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.
Standing water in vegetated swales Make appropriate corrective measures such as adjusting irrigation
system, removing obstructions of debris or invasive vegetation,
loosening or replacing top soil to allow for better infiltration, or
minor re-grading for proper drainage. If the issue is not corrected
by restoring the BMP to the original plan and grade, the [City
Engineer] shall be contacted prior to any additional repairs or
reconstruction.
Standing water in bioretention,
biofiltration with partial retention, or
biofiltration areas, or flow-through
planter boxes for longer than 96 hours
following a storm event*
Make appropriate corrective measures such as adjusting irrigation
system, removing obstructions of debris or invasive vegetation,
clearing underdrains (where applicable), or repairing/replacing
clogged or compacted soils.
Obstructed inlet or outlet structure Clear obstructions.
Damage to structural components such
as weirs, inlet or outlet structures
Repair or replace as applicable.
*These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to
drain following a storm event.
TABLE 7-3. Maintenance Indicators and Actions for Non-Vegetated Infiltration BMPs
Typical Maintenance Indicator(s)
for Non-Vegetated Infiltration
BMPs Maintenance Actions
Accumulation of sediment, litter, or
debris in infiltration basin,
pretreatment device, or on permeable
pavement surface
Remove and properly dispose accumulated materials.
Standing water in infiltration basin
without subsurface infiltration gallery
for longer than 96 hours following a
storm event
Remove and replace clogged surface soils.
Standing water in subsurface
infiltration gallery for longer than 96
hours following a storm event
This condition requires investigation of why infiltration is not
occurring. If feasible, corrective action shall be taken to restore
infiltration (e.g. flush fine sediment or remove and replace clogged
soils). BMP may require retrofit if infiltration cannot be restored.
If retrofit is necessary, the [City Engineer] shall be contacted prior
to any repairs or reconstruction.
Standing water in permeable paving
area
Flush fine sediment from paving and subsurface gravel. Provide
routine vacuuming of permeable paving areas to prevent clogging.
Note: When inspection or maintenance indicates sediment is accumulating in an infiltration BMP,
the DMA draining to the infiltration BMP should be examined to determine the source of the
sediment, and corrective measures should be made as applicable to minimize the sediment supply.
TABLE 7-4. Maintenance Indicators and Actions for Filtration BMPs
Typical Maintenance Indicator(s) for
Filtration BMPs Maintenance Actions
Accumulation of sediment, litter, or debris Remove and properly dispose accumulated materials.
Obstructed inlet or outlet structure Clear obstructions.
Clogged filter media Remove and properly dispose filter media, and replace with fresh
media.
Damage to components of the filtration
system Repair or replace as applicable.
Note: For proprietary media filters, refer to the manufacturer's maintenance guide.
Appendix E: BMP Design Fact Sheets
E-4 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP Must Consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
A. Onsite storm drain inlets
Not Applicable
Locations of inlets. Mark all inlets with the words “No Dumping! Flows to Bay” or similar. See stencil template provided in
Appendix I-4
Maintain and periodically repaint
or replace inlet markings.
Provide storm water pollution prevention information to new
site owners, lessees, or operators.
See applicable operational BMPs in Fact Sheet SC-44, “Drainage
System Maintenance,” in the CASQA Storm Water Quality
Handbooks at www.casqa.org/resources/bmp-
handbooks/municipal-bmp-handbook.
Include the following in lease
agreements: “Tenant shall not
allow anyone to discharge
anything to storm drains or to
store or deposit materials so as to
create a potential discharge to
storm drains.”
Appendix E: BMP Design Fact Sheets
E-5 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
B. Interior floor
drains and elevator
shaft sump pumps
Not Applicable
State that interior floor drains and
elevator shaft sump pumps will be plumbed to sanitary sewer.
Inspect and maintain drains to
prevent blockages and overflow.
C. Interior parking
garages
Not Applicable
State that parking garage floor
drains will be plumbed to the sanitary sewer.
Inspect and maintain drains to
prevent blockages and overflow.
D1. Need for future indoor & structural
pest control
Not Applicable
Note building design features that
discourage entry of pests.
Provide Integrated Pest
Management information to owners, lessees, and operators.
Appendix E: BMP Design Fact Sheets
E-6 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
D2. Landscape/ Outdoor Pesticide Use
Not Applicable
Show locations of existing
trees or areas of shrubs and ground cover to be
undisturbed and retained.
Show self-retaining landscape areas, if any.
Show storm water treatment facilities.
State that final landscape plans will
accomplish all of the following.
Preserve existing drought tolerant
trees, shrubs, and ground cover to the
maximum extent possible.
Design landscaping to minimize
irrigation and runoff, to promote surface infiltration where appropriate,
and to minimize the use of fertilizers and pesticides that can contribute to
storm water pollution.
Where landscaped areas are used to
retain or detain storm water, specify plants that are tolerant of periodic
saturated soil conditions.
Consider using pest-resistant plants, especially adjacent to hardscape.
To ensure successful establishment,
select plants appropriate to site soils, slopes, climate, sun, wind, rain, land
use, air movement, ecological consistency, and plant interactions.
Maintain landscaping using
minimum or no pesticides.
See applicable operational
BMPs in Fact Sheet SC-41,
“Building and Grounds Maintenance,” in the CASQA
Storm Water Quality Handbooks at
www.casqa.org/resources/bmp-handbooks/municipal-bmp-
handbook.
Provide IPM information to
new owners, lessees and
operators.
Appendix E: BMP Design Fact Sheets
E-7 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in
Table and Narrative
E. Pools, spas,
ponds, decorative
fountains, and other
water features.
Not Applicable
Show location of water feature and a sanitary sewer cleanout in
an accessible area within 10 feet.
If the local municipality requires pools to be plumbed to the sanitary
sewer, place a note on the plans and state in the narrative that this
connection will be made according to local requirements.
See applicable operational BMPs in Fact Sheet SC-72,
“Fountain and Pool Maintenance,” in the CASQA
Storm Water Quality Handbooks at
www.casqa.org/resources/bmp-handbooks/municipal-
bmp-handbook.
F. Food service
Not Applicable
For restaurants, grocery stores, and other food service
operations, show location (indoors or in a covered area
outdoors) of a floor sink or other area for cleaning floor mats,
containers, and equipment.
On the drawing, show a note that
this drain will be connected to a
grease interceptor before
discharging to the sanitary sewer.
Describe the location and features of the designated cleaning area.
Describe the items to be cleaned in
this facility and how it has been sized to ensure that the largest items can be
accommodated.
Appendix E: BMP Design Fact Sheets
E-8 February 26, 2016
If These Sources Will Be on the Project Site
… … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
G. Refuse areas
Not Applicable
Show where site refuse and
recycled materials will be handled and stored for
pickup. See local municipal requirements for sizes and
other details of refuse areas.
If dumpsters or other receptacles are outdoors,
show how the designated area will be covered, graded,
and paved to prevent run- on and show locations of
berms to prevent runoff from the area. Also show
how the designated area will be protected from wind
dispersal.
Any drains from dumpsters, compactors, and tallow bin
areas must be connected to a grease removal device
before discharge to sanitary sewer.
State how site refuse will
be handled and provide supporting detail to what
is shown on plans.
State that signs will be
posted on or near
dumpsters with the
words “Do not dump
hazardous materials
here” or similar.
State how the following will be implemented:
Provide adequate number of receptacles. Inspect receptacles regularly; repair or replace leaky
receptacles. Keep receptacles covered.
Prohibit/prevent dumping of liquid or hazardous
wastes. Post “no hazardous materials” signs. Inspect
and pick up litter daily and clean up spills
immediately. Keep spill control materials available
on- site. See Fact Sheet SC-34, “Waste Handling and
Disposal” in the CASQA Storm Water Quality
Handbooks at www.casqa.org/resources/bmp-
handbooks/municipal-bmp-handbook.
Appendix E: BMP Design Fact Sheets
E-9 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
Table and Narrative
H. Industrial
processes.
Not Applicable
Show process area. If industrial processes are to be located onsite, state: “All process activities to be
performed indoors. No processes to drain to exterior or to storm drain
system.”
See Fact Sheet SC-10, “Non- Storm Water Discharges” in
the CASQA Storm Water Quality Handbooks at
https://www.casqa.org/resources/bmp-handbooks.
I. Outdoor storage
of equipment or
materials. (See rows J
and K for source
control measures for
vehicle cleaning,
repair, and
maintenance.)
Not Applicable
Show any outdoor storage
areas, including how materials will be covered. Show how
areas will be graded and bermed to prevent run-on or
runoff from area and protected from wind dispersal.
Storage of non-hazardous
liquids must be covered by a roof and/or drain to the
sanitary sewer system, and be contained by berms, dikes,
liners, or vaults.
Storage of hazardous materials and wastes must be in
compliance with the local hazardous materials ordinance
and a Hazardous Materials Management Plan for the site.
Include a detailed description of
materials to be stored, storage areas, and structural features to prevent pollutants
from entering storm drains.
Where appropriate, reference
documentation of compliance with the
requirements of local Hazardous
Materials Programs for:
Hazardous Waste Generation
Hazardous Materials Release
Response and Inventory
California Accidental Release
Prevention Program
Aboveground Storage Tank
Uniform Fire Code Article 80
Section 103(b) & (c) 1991
Underground Storage Tank
See the Fact Sheets SC-31,
“Outdoor Liquid Container Storage” and SC-33,
“Outdoor Storage of Raw Materials” in the CASQA
Storm Water Quality Handbooks at
www.casqa.org/resources/bmp-handbooks/municipal-bmp-
handbook.
Appendix E: BMP Design Fact Sheets
E-10 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
J. Vehicle and
Equipment Cleaning
Not Applicable
Show on drawings as appropriate:
(1) Commercial/industrial facilities having
vehicle /equipment cleaning needs must
either provide a covered, bermed area for
washing activities or discourage
vehicle/equipment washing by removing
hose bibs and installing signs prohibiting such
uses.
(2) Multi-dwelling complexes must have a
paved, bermed, and covered car wash area
(unless car washing is prohibited onsite and
hoses are provided with an automatic shut-
off to discourage such use).
(3) Washing areas for cars, vehicles, and equipment must be paved, designed to
prevent run-on to or runoff from the area, and plumbed to drain to the sanitary sewer.
(4) Commercial car wash facilities must be designed such that no runoff from the facility
is discharged to the storm drain system. Wastewater from the facility must discharge
to the sanitary sewer, or a wastewater reclamation system must be installed.
If a car wash area is not
provided, describe measures
taken to discourage onsite
car washing and explain how
these will be enforced.
Describe operational measures to
implement the following (if
applicable):
Washwater from vehicle and equipment washing operations
must not be discharged to the storm drain system.
Car dealerships and similar may rinse cars with water only.
See Fact Sheet SC-21,
“Vehicle and Equipment Cleaning,” in the CASQA
Storm Water Quality Handbooks at
www.casqa.org/resources/bmp-handbooks/municipal-bmp-
handbook.
Appendix E: BMP Design Fact Sheets
E-11 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
K.
Vehicle/Equipment
Repair and Maintenance
Not Applicable
Accommodate all vehicle
equipment repair and
maintenance indoors. Or
designate an outdoor work area
and design the area to protect
from rainfall, run-on runoff, and
wind dispersal.
Show secondary containment for
exterior work areas where motor
oil, brake fluid, gasoline, diesel fuel, radiator fluid, acid-
containing batteries or other hazardous materials or hazardous wastes are used or stored. Drains
must not be installed within the secondary containment areas.
Add a note on the plans that
states either (1) there are no floor
drains, or (2) floor drains are
connected to wastewater
pretreatment systems prior to discharge to the sanitary sewer
and an industrial waste discharge permit will be obtained.
State that no vehicle repair or
maintenance will be done
outdoors, or else describe the
required features of the
outdoor work area.
State that there are no floor
drains or if there are floor
drains, note the agency from which an industrial waste
discharge permit will be obtained and that the design
meets that agency’s requirements.
State that there are no tanks,
containers or sinks to be used for parts cleaning or rinsing
or, if there are, note the agency from which an
industrial waste discharge permit will be obtained and
that the design meets that agency’s requirements.
In the report, note that all of the following
restrictions apply to use the site:
No person must dispose of, nor permit the disposal, directly or indirectly of
vehicle fluids, hazardous materials, or rinsewater from parts cleaning into
storm drains.
No vehicle fluid removal must be performed outside a building, nor on
asphalt or ground surfaces, whether inside or outside a building, except in
such a manner as to ensure that any spilled fluid will be in an area of
secondary containment. Leaking
vehicle fluids must be contained or
drained from the vehicle immediately.
No person must leave unattended drip
parts or other open containers
containing vehicle fluid, unless such
containers are in use or in an area of secondary containment.
Appendix E: BMP Design Fact Sheets
E-12 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
L. Fuel Dispensing
Areas
Not Applicable
Fueling areas16 must have
impermeable floors (i.e., portland
cement concrete or equivalent smooth
impervious surface) that are (1) graded
at the minimum slope necessary to
prevent ponding; and (2) separated
from the rest of the site by a grade
break that prevents run-on of storm
water to the MEP.
Fueling areas must be covered by a
canopy that extends a minimum of ten feet in each direction from each
pump. [Alternative: The fueling area must be covered and the cover’s
minimum dimensions must be equal to or greater than the area within the
grade break or fuel dispensing area1.] The canopy [or cover] must not drain
onto the fueling area.
The property owner must dry sweep
the fueling area routinely.
See the Business Guide Sheet,
“Automotive Service—Service Stations” in the CASQA Storm
Water Quality Handbooks at https://www.casqa.org/resources/b
mp-handbooks.
16 The fueling area must be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be
operated plus a minimum of one foot, whichever is greater.
Appendix E: BMP Design Fact Sheets
E-13 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in
4 Operational BMPs—Include in Table and Narrative
M. Loading Docks
Not Applicable
Show a preliminary design for the
loading dock area, including
roofing and drainage. Loading
docks must be covered and/or
graded to minimize run-on to and
runoff from the loading area. Roof
downspouts must be positioned to
direct storm water away from the
loading area. Water from loading
dock areas should be drained to
the sanitary sewer where feasible.
Direct connections to storm
drains from depressed loading
docks are prohibited.
Loading dock areas draining
directly to the sanitary sewer must
be equipped with a spill control
valve or equivalent device, which
must be kept closed during
periods of operation.
Provide a roof overhang over the
loading area or install door skirts
(cowling) at each bay that enclose
the end of the trailer.
Move loaded and unloaded items indoors as
soon as possible.
See Fact Sheet SC-30, “Outdoor Loading and
Unloading,” in the CASQA Storm Water Quality Handbooks at
www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook.
Appendix E: BMP Design Fact Sheets
E-14 February 26, 2016
If These Sources Will Be on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in Table and Narrative
4 Operational BMPs—Include in Table and Narrative
N. Fire Sprinkler
Test Water
Not Applicable
Provide a means to drain fire sprinkler test water
to the sanitary sewer.
See the note in Fact Sheet SC-
41, “Building and Grounds
Maintenance,” in the CASQA
Storm Water Quality
Handbooks at
www.casqa.org/resources/bm
p-handbooks/municipal-bmp-
handbook
O. Miscellaneous Drain or Wash Water
Boiler drain lines
Condensate drain lines
Rooftop
equipment
Drainage sumps
Roofing, gutters,
and trim
Not Applicable
Boiler drain lines must be directly or indirectly connected to the sanitary sewer system and may
not discharge to the storm drain system.
Condensate drain lines may discharge to landscaped areas if the flow is small enough that
runoff will not occur. Condensate drain lines may not discharge to the storm drain system.
Rooftop mounted equipment with potential to
produce pollutants must be roofed and/or have secondary containment.
Any drainage sumps onsite must feature a
sediment sump to reduce the quantity of
sediment in pumped water.
Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into
runoff.
Appendix E: BMP Design Fact Sheets
E-15 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs
1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List in
Table and Narrative
4 Operational BMPs—Include in
Table and Narrative
P. Plazas, sidewalks, and
parking lots.
Not Applicable
Plazas, sidewalks, and parking lots must
be swept regularly to prevent the
accumulation of litter and debris.
Debris from pressure washing must be
collected to prevent entry into the
storm drain system. Washwater
containing any cleaning agent or
degreaser must be collected and
discharged to the sanitary sewer and
not discharged to a storm drain.
ATTACHMENT 3A - OCTOBER 2022 1
ATTACHMENT 3a
STRUCTURAL MAINTENANCE PLAN
ATTACHMENT 3A - OCTOBER 2022 2
MAINTENACE INDICATORS
Typical Maintenance Indicator(s)
for Vegetated BMPs Maintenance Actions
Accumulation of sediment, litter, or
debris
Remove and properly dispose of accumulated materials, without
damage to the vegetation.
Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans.
Overgrown vegetation
Mow or trim as appropriate, but not less than the design height of
the vegetation per original plans when applicable (e.g. a vegetated
swale may require a minimum vegetation height).
Erosion due to concentrated irrigation
flow
Repair/re-seed/re-plant eroded areas and adjust the irrigation
system.
Erosion due to concentrated storm water
runoff flow
Repair/re-seed/re-plant eroded areas, and make appropriate
corrective measures such as adding 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 County must be contacted prior to any additional repairs or
reconstruction.
Standing water in vegetated swales
Make appropriate corrective measures such as adjusting irrigation
system, removing obstructions of debris or invasive vegetation,
loosening or replacing top soil to allow for better infiltration, or
minor re-grading for proper drainage. If the issue is not corrected
by restoring the BMP to the original plan and grade, County staff
in the Watershed Protection Program must be contacted prior to
any additional repairs or reconstruction.
Standing water in bioretention,
biofiltration with partial retention, or
biofiltration areas, or flow-through
planter boxes for longer than 96 hours
following a storm event*
Make appropriate corrective measures such as adjusting irrigation
system, removing obstructions of debris or invasive vegetation,
clearing underdrains (where applicable), or repairing/replacing
clogged or compacted soils.
Obstructed inlet or outlet structure Clear obstructions.
Damage to structural components such as
weirs, inlet or outlet structures Repair or replace as applicable.
*These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to
drain following a storm event.
ATTACHMENT 3A - OCTOBER 2022 3
ACCESS AND MAINTENANCE
Structural IMP-I
Structural IMP-I is constructed along the western perimeter of MarBrisa Carlsbad Ranch Planning
Area Number 5, approximately 400 feet away from Villa 67. Please see LID and DMA Exhibit of
Attachment 1a for site overview and IMP location.
IMP-I is designed as a bioretention swale with a 24”x24” box riser to attenuate a 100-year storm
event. The swale design consists of layered sand and gravel aggregate with an impermeable liner. A
12” perforated PVC installed along the length of the swale. Inspection of the outlet pipe will be
performed through the grated assembly of the riser and via 12” solid PVC cleanouts every 50’.
Maintenance of IMP-I will be performed, at minimum, when these thresholds are exceeded:
· Grass higher than 4”
· Wilting and/or dying trees, shrubs or grass
· Erosive conditions cause ponding area side slopes to exceed 3:1
· Silt buildup of more than 2”
· Ponding surface drawdown time exceeds 24 hours
· Ponding elevation exceeds top of pond elevation
In order to perform maintenance on the structural IMP, it is recommended that lawn and shrub care
equipment be used. Compaction of swale soils shall be avoided and it is recommended that heavy
equipment not be used.
No special training or certification is needed in inspecting or maintaining this IMP.
Structural IMP-II
Structural IMP-I is constructed along the southwestern perimeter of MarBrisa Carlsbad Ranch
Planning Area Number 5, approximately 300 feet away from Villa 67. Please see LID and DMA
Exhibit of Attachment 1a for site overview and IMP location.
IMP-II is designed as a bioretention swale with an existing 48”x48” box riser to attenuate a 100-year
storm event. The swale design consists of layered sand and gravel aggregate with an impermeable
liner. A 12” perforated PVC installed along the length of the swale. Inspection of the outlet pipe will
be performed through the grated assembly of the existing riser and via 12” solid PVC cleanouts
every 50’.
Maintenance of IMP-I will be performed, at minimum, when these thresholds are exceeded:
· Grass higher than 4”
· Wilting and/or dying trees, shrubs or grass
· Erosive conditions cause ponding area side slopes to exceed 3:1
· Silt buildup of more than 2”
· Ponding surface drawdown time exceeds 24 hours
· Ponding elevation exceeds top of pond elevation
ATTACHMENT 3A - OCTOBER 2022 4
In order to perform maintenance on the structural IMP, it is recommended that lawn and shrub care
equipment be used. Compaction of swale soils shall be avoided and it is recommended that heavy
equipment not be used.
No special training or certification is needed in inspecting or maintaining this IMP.
ATTACHMENT 3B - OCTOBER 2022 1
ATTACHMENT 3b
DRAFT MAINTENANCE AGREEMENT
ATTACHMENT 3B - OCTOBER 2022 2
RECORDING REQUESTD BY:
WHEN RECORDED MAIL TO:
(property owner)
SPACE ABOVE THIS LINE FOR RECORDER’S USE
MAINTENANCE NOTIFICATION AGREEMENT FOR CATEGORY 1
STORMWATER STRUCTURAL BMP’s
THIS AGREEMENT is made on the day of , 20 .
, the Owner(s) of the hereinafter described real property:
Address , Post Office Zip Code
Assessor Parcel No.(s)
List, identify, locate (plan/drawing number) and describe the Structural
Owner(s) of the above property acknowledge the existence of the storm water Structural Best Management Practice on the said
property. Perpetual maintenance of the Structural BMP(s) is the requirement of the State NPDES Permit, Order No. R9-2015-0001,
Section E.3.e.(1)( c) and the County of San Diego Watershed Protection Ordinance (WPO) Ordinance No. 10385 Section 67.812
through Section 67.814, and County BMP Design Manual (BMP DM) Chapters 7 & 8. In consideration of the requirement to
construct and maintain Structural BMP(s), as conditioned by Discretionary Permit, Grading Permit, and/or Building Permit (as may
be applicable), I/we hereby covenant and agree that:
1. I/We are the owner(s) of the existing (or to be constructed concurrently) premises located on the above described property.
2. I/We shall take the responsibility for the perpetual maintenance of the Structural BMP(s) as listed above in accordance with
the maintenance plan and in compliance with County’s self-inspection reporting and verification for as long as I/we have
ownership of said property(ies).
3. I/We shall cooperate with and allow the County staff to come onto said property(ies) and perform inspection duties as
prescribed by local and state regulators.
4. I/We shall inform future buyer(s) or successors of said property(ies) of the existence and perpetual maintenance requirement
responsibilities for Structural BMP(s) as listed above and to ensure that such responsibility shall transfer to the future owner(s).
5. I/We will abide by all of the requirements and standards of Section 67.812 through Section 67.814 of the WPO (or renumbering
thereof) as it exists on the date of this Agreement, and which hereby is incorporated herein by reference.
This Agreement shall run with the land. If the subject property is conveyed to any other person, firm, or corporation, the instrument
that conveys title or any interest in or to said property, or any portion thereof, shall contain a provision transferring maintenance
responsibility for Structural BMP(s) to the successive owner according to the terms of this Agreement. Any violation of this
Agreement is grounds for the County to impose penalties upon the property owner as prescribed in County Code of Regulatory
Ordinances, Title 1, Division 8, Chapter 1 Administrative Citations §§18.101-18.116.
Owner(s) Signature(s)
Print Owner(s) Name(s) and Title
STATE OF CALIFORNIA )
COUNTY OF )
On before me, Notary Public,
personally appeared who proved to me on the basis of satisfactory evidence to be
the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the
same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s) or the entity
upon behalf of which the person(s) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.
WITNESS my hand and official seal.
ATTACHMENT 4
City standard Single Sheet BMP (SSBMP) Exhibit
[Use the City’s standard Single Sheet BMP Plan.]
------
KEYA/AP
SCALE· !"=!00' ---
-
- -- -0 !00 200 JOO
PARTY RESPONSIBLE FOR AIAIN!ENANCE·
NAVF:GRAND PACIFIC CARLSBAD LP CONTACT: TIM STRIPE
C/0 GRANO PACIFIC DEVELOPMENT. INC.
AOORESS.· 5900 PASTEUR COURT. SUITE 200
CARLSBAD. CA. 92008
PHONE No..-{760) 431-8500
PLAN PREPAREO BY:
NAVE ROBERT 0. DENTINO
COAIPANY EXCEL ENGINEERING
AOORESS 440 STA TE PLACE
ESCONDIDO, CA 92029
PHONE NO. {760) 745-8118
BAIP NOlES:
SIGNATVRE
CERllFICAllON.· RC£ 45629
400
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BAIP CCWSlHl/CllfJV ANO INSPECllfJV NOlES:
lllE £OW llfLL JIERIFY lllAT PERl,IANENT 8/,IPS ARE CONS1R{JC1EO
ANO OPERAllNG IN COAIPL/ANCE llflll lHE APPLICABLE
RECl(l!REVENlS. PR/t:W TO OCCIJPANCY lHE £OW /,II/ST P/?0110£·
f. PHOTOGRAPHS OF lHE INSTALLAllON OF PERl,IANENT 8/,IPS
PR/t:W TO CONS17i'IJCllON, 01/RING CONS17i'IJCllON, ANO AT
FINAL INSTALLA llON.
2. A HET Sli4VPEO LE17ER JIERIF~NG lHAT PERVANENT BVPS
ARE CONSlR{JCffO ANO OPERAllNG PER lHE REOIJ/REl,IENlS
OF lHE APPROVEO PLANS.
J. PHOTOGRAPHS 1() JIER/FY lHAT PERVANENT WA1ER QIJAL/TY
17i'EA1YENT SIGNAGE HAS BEEN INSTALLEO.
PR/t:W TO RELEASE OF SECIJRlllE~ lHE 0£/IEl.OPEl? IS RESPONSIBLE
Ft:W ENS/JR/NG lHE PERA/ANENT 8/,IPS HA vE NOT BEEN REl,IOVEO t:W
1,100/FIEO BY lHE NEW IIOAIEOHIVER t:W HOA llflHOIJT lHE APPROVAL
OF lHE CITY ENGINEER.
I. lHESE BVPS ARE VANOATORY TO BE INSTALLEO PER VANIJFACTVRER's RECOAIVENOAllONS OR lHESE PLANS.
2. NO CHANGES 1() lllE PROPOSEO BVPS ON lH/S SHEET llflHO/JT PRIOR APPROVAL F/?0/,I lHE CITY ENGINEER.
J. NO SIJBSTITVTIONS TO lHE VATERIAL OR T/'PES OR PLANllNG TYPES llflHO/JT PRIOR APPROVAL FROAI lHE CITY ENC/NEER.
4. NO occt/PANCY llfLL BE GRANTEO 1/NllL lHE CITY INSPECllON STAFF HAS /NSP£C1El) lH/S PRCJ.ECT FOR APPROPRIATE 81,fp
CONSJRIJCllON ANO INSTALLAllON.
5. REFER TO VAINTENANCE AGREEMENT OOCIJVENT.
BMP TABLE
BAIP SWBOL CASCIA OLIANTITY om:;. SHEET INSPECllON VA/NffNANCE CONSlRIJC llON 81,fp /0 TYPE NO. NO. NO. FREOLIENCY FREOLIENCY SIGN OFF
TREATMENT CONTROL
[Z]-[g] PARTIAL BIO-RETENTION TC-J2 428-96 19 BEC/NNING OF VONlllL Y ANO
AREA IJ,171 SF RAINY SEASON AFTER STOR/,1
TRASH CAPTURE
DEVICE
LOW IMPACT DESIGN fL!D)
[;[I-[Z] ROOF DRAIN TO ~ l,IONlHLY ANO
LANDSCAPING S0-11 5EA 428-96 19 VONlHLY AFTER STORl,I
TRASH CAPTURE BMPS
[m-[£] UNITED STORM WATER ~ VP-52 2EA 428-9K 2 0/.JARTERL Y 0/.JARTERL Y INC. PIPE TRASH SCREEN
689-
690
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LEGEND
v\ ~0--..P.,9 -~-
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/NO/CA TES 1RIBIJ1i4R Y AREA 80/JNOARY.
/NO/CATES £%/SllNG CONTOIJR
/NO/CA 1ES PROPOSEO CON1()(JR
£%/SllNG STOR/,1 ORAIN PIPE
PROPOSElJ B/0-RElENllON FACILITY
CONCRETE PA1£1,1ENT OR S/OEWALK
BIJ/LOING ENI/El.OPE
FZOW 0/RECllON
IVPERl40/JS AREAS
t 1 1111 111 1 11111 ROOF AREA
PERl40/JS AREAS
~\~\\~~:\~~~~\~ SELF-lREAllNG AREA
SO{/RC£ ccwmot. BAIPs
• 1,1/Nll,I/ZE STORVWA !FR POLLIJTANlS OF CONCERN.
• PR/VA ff SJREET SHEEP/NG SHALL BE NO LESS lHAN
BI-HEEKL Y.
-SWEEP PRIOR TO lHE RAINING SEA5rW (OCTOBER 151H)
• ORA/NAG£ FACILITY INSPECllON ANO VAIN1ENANC£·
-INSPECllON ANO l,IA/NlENANCE (VIN/VI/Al) IN lHE LA ff
Sl/1,1/,IER OF EARLY FALL PRIOR TO START OF lllE
RAINY SEASON. (SEPTEVBER -OCTOBER)
• ON-SITE STORV DRAIN INLET
PERVANENT CON11?0LS.· STENCILING ANO SIGNAG£·
-PROl40E LABEL OF ALL STORl,I ORAIN INLElS ANO CATCH
BASINS llflHIN !HE PRCJ.ECT AREA llflH PROHIBIT/11£
LANGI/AGE SI/CH AS.-iVO 01//,IP/NG/ ONLY RAIN IN lHE
ORAIN"ANO AIA Y BE ALSO 11?ANSLA TEO IN SPANISH.
• LANOSCAPE/0/JllJOOR PESllC/0£ I/SE: PLEASE REFER TO
CASQA SC-7J FOR SIJGGESTEO PROTOCOLS
• LANDSCAPING IS DESIGNED TO 1,1/N//,I/ZE /RR/GA llON ANO
RIJNOff, TO PROAIOTE SIJRFACE INF!LlRAllON.
* CHOOSE FROAI !HE LIST BELOW FOR COAIPLEllNG !HE FIELOS
IN lHE INSPECllONS & VA!NlENANCE Fl?ENQIJENCY COLIJVNS.-
ii~NNIJALW kl!
8//,IONlHL Y
~
IIEl7(/_ y
! lll,IE PER /f'AR
2 llVES PER /f'AR
J llVES PER /f'AR
4 llVES PER /f'AR
()fESS/at~
¢, 0, D~~~
~~
No. 45629 5~
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lHEAIVENT CCWmot. BA/Ps
B/0-RElE"NllON FACILITY
00
TARGETEO CONSllTVENlS (II/GI-/ REl,IOVAL EFFECll/1£NESS)-
• SEO/A/ENT, NIJlRIENTS, 11?ASH, VETAL~ BACTERIA, ORGANICS
• OIL ANO GREASE
LOW IA/PACT IJEJl£1.0PAIENT ANO S/lE lJlSIGN BA/Ps
• ROI/ff ORA/NAG£ TO PERl40/JS AREAS
• INCORPORA ff LANOSCAPEO AREAS FOR INRL 11?A llON
• INTEGRATE PERl40IJS AIATERIALS ANO SIJRFACES
• AIIN/AI/ZE SOIL COAIPACllON
• /,1/N/M/ZE 0/RECllY CONNECTEO AREAS
ENGINEER OF WORK
EXCEL ENGINEERING
LAND PLANNING • ENGINEERING • SURVEYING
440 STATE PLACE, ESCONDIDO, CA 92029
PH (760)745-8118 FAX (760)745-1890
ROBERT D. DENTINO
RCE: 45629
12-31-2022
DATE
DATE
VILLA 66
VILLA 60
--RW
S/lE lJESIGN BA/Ps
INCREASE RAINFALL INFIL 17i'A llON.·
• BIO-RETENllON FACILITY
• SELF-11?EATING AREA
MINIMIZING IMPERVIOUS AREAS
INCORPORA ff LANDSCAPE Bl/FIE? AREA BETIIEEN
SIDEWALK ANO Sl1?EET.
MINIMIZE DCIAs
0/RECllNG ROOF STOR/,1 WA !FR TO LANOSCAPE AREA ANO lHEN 1()
8/0-RETENllON FACILITY PRIOR TO !HE STORVORAIN.
INITIAL DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL
VILLA 59
£%/ST. 48' RISER
SCALE· !"=40' ---- -- -0 40 80 120 !60
REV. 1/2020
I SH1EET I CITY OF CARLSBAD I SH1ETS I
ENGINEERING DEPARTMENT
SINGLE SHEET BMP SITE PLAN
CARLSBAD RANCH, P.A. NO. 5
(MARBRISA -VILLA 67)
TITLE SHEET
DWN BY: KW
I
PROJECT NO. I DRAWING NO. DATE INITIAL CHKD BY:
CllY APPROVAL RVWD BY: CT 03-02