HomeMy WebLinkAboutAMEND 2017-0020; GRAND PACIFIC PALISADES RESORT; STORM WATER QUALITY MANAGEMENT PLAN; 2017-12-05----.. --------.. ----... ..
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CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR
GRAND PACIFIC PALISADES HOTEL EXPANSION
PROJECT ID 96-01 (A)
ENGINEER OF WORK:
7
fl/bu~
Robert D. Dentino, PE RCE 45629
0
REVISION
12.0S.2017
PREPARED FOR:
GRAND PACIFIC PALISADES HOTEL, LP
5900 Pasteur Court, Suite 200
Carlsbad, CA 92008
PREPARED BY:
1ti!49 ,W.NEERfNG
440 State Place,
Escondido, CA, 92029
(760)745-8118
First Submission
SUBMITTAL DATE DESCRIPTION
12-/or,/J
'
BIN_H
ISSUED BY
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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 1 c: 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 2: Backup for PDP Hydromodification Control Measures
Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas
Attachment 2d: Flow Control Facility Design
Attachment 3: Structural BMP Maintenance Thresholds and Actions
Attachment 4: Single Sheet BMP (SSBMP) Exhibit
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CERTIFICATION PAGE
Grand Pacific Palisades Hotel Extension
Project ID:
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. RS-2013-0001 (MS4 Permit) or the current Order.
I have read and undllrstand 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.
-~45629/ EXP. 12-31-2018
gineer of Work's Signature, PE Number & Expiration Date
ROBERT D. DENTINO
Print Name
EXCEL ENGINEERING
Company
Date
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PACIFIC
OCEAN
VICINITY MAP
(Not to scale)
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{ City of
Carlsbad
I 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 Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer
to the Engineering Standards (Volume 5).
This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision,
discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water
standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your
project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT
PROJECT' (PDP) requirements.
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City
staff has responsibility for making the final assessment after submission of the development application. If staff determines
that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed
by you, this will result in the return of the development application as incomplete. In this case, please make the changes to
the questionnaire and resubmit to the City.
If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the
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
ti concurren 1y.
PROJECT INFORMATION
PROJECT NAME: Grand Pacific Palisades Hotel Extension
PROJECT ID: PDP 96-01 (A)
The project is ( check one): o New Development @Redevelopment
The total proposed disturbed area is: 18,978 ft2 ( 0.435 ) acres
The total orooosed newlv created and/or reolaced imoervious area is: 10998 tt2 l 0.252 ) acres
If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the
SWQMP # of the larger development project:
Project ID: SWQMP#:
Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your
aoolication to the City.
E-34 Page 1 of 4 REV 02/16
STEP1
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 5, mark the third box stating "my
project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant
information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
If you answered "no" to the above question, the project is a 'development project', go to Step 2.
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;
b) Designed and constructed to be hydraulically disconnected from paved streets or roads; .,,
c) Designed and constructed with permeable pavements or surfaces in accordance with US EPA
Green Streets guidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed .,,
in accordance with the USEPA Green Streets guidance?
3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? .,,
If you answered "yes" to one or more of the above questions, provide discussion/justification below, then Go to step 5,
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. 02/16
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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 facility that sells prepared foods and drinks for consumption, including stationary lunch counters
and refreshment stands selling prepared foods and drinks for immediate consumption (Standard
Industrial Classification (SIC) code 5812).
4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious
surface collectively over the entire project site and supports a hillside development project? A hillside .,,
development project includes development on any natural slope that is twenty-five percent or greater.
5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more .,,
of impervious surface collectively over the entire project site and supports a parking lot? A parking lot
is a land area or facility for the temporary parking or storage of motor vehicles used personally for
business or for commerce.
6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more .,,
of impervious surface collectively over the entire project site and supports a street, road, highway
freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface
used for the transportation of automobiles, trucks, motorcycles, and other vehicles.
7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more
of impervious surface collectively over the entire site, and discharges directly to an Environmentally
Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of
200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as
.,,
an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).*
8. Is your project a new development or redevelopment project that creates and/or replaces 5,000
square feet or more of impervious surface that supports an automotive repair shop? An automotive
repair shop is a facility that is categorized in any one of the following Standard Industrial Classification
(SIC) codes: 5013, 5014, 5541, 7532-7534, or7536-7539.
.,,
9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes
RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily .,,
Traffic (ADT) of 100 or more vehicles per day.
10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of .,,
land and are expected to generate pollutants post construction?
11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more .,,
of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC
21.203.040)
If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment
project, Go to step 4. If your project is a new project, Go to step 5, check the first box stating "My project is a PDP ... "
and complete applicant information.
If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT', "Go to step 5, check the
second box statinq "My project is a 'STANDARD PROJECT' ... " and complete applicant information.
E-34 Page 3 of 4 REV. 02/16
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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) = ___ 8_8_1_0_.B _______ sq. ft.
Total proposed newly created or replaced impervious area (B) = ____ 1_0_9_98 ______ sq. ft.
Percent impervious area created or replaced (B/A)*100 = 124·8 %
If you answered "yes", the structural BM P's required for PDP apply only to the creation or replacement of impervious
surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... • and complete
applicant information.
If you answered "no,· the structural BM P's required for PDP apply to the entire development. Go to step 5, check the
check the first box stating "My project is a PDP ... • and complete applicant information.
STEPS
CHECK THE APPROPRIATE BOX ANO COMPLETE APPLICANT INFORMATION
'./ My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I
must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application.
+ My project Is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT'
stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project
Requirement Checklist Form E-36'' and incorporate low impact development strategies throughout my project.
Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and
exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
+ My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual.
Applicant Information and Signature Box Assessor's
Applicant TitlP, av-~-=,, oeur-
Date: 11/17/2017
* 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 presef\/es or their equivalent under the Multi Species Consef\/ation Program within the Cities
and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been Identified by the City.
This Box for Citv Use Onlv
City Concurrence: I vi=~ I I\J()
I I
By:
Date:
Project ID:
E-34 Page 4 of 4 REV. 02/16
SITE INFORMATION CHECKLIST
Project Summarv Information
Proiect Name Grand Pacific Palisades Hotel Extension
Proiect ID SOP 96-01 (A)
Project Address 5803 Armada Dr
Carlsbad, CA 92008
Assessor's Parcel Number(s) (APN(s)) 211 -022-32-00
Project Watershed (Hydrologic Unit) Carlsbad 904
Parcel Area
0.435 Acres ( 18,978 Square Feet)
Existing Impervious Area
(subset of Parcel Area) 0.225 Acres ( 9794 Square Feet)
Area to be disturbed by the project
0.435 (Project Area) Acres ( 18,978 Square Feet)
Project Proposed Impervious Area
(subset of Project Area) 0.252 Acres ( 10,998 Square Feet)
Project Proposed Pervious Area
(subset of Project Area) 0.183 Acres ( 7980 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):
0 Existing development
D Previously graded but not built out
D Agricultural or other non-impervious use
D Vacant, undeveloped/natural
Description/Additional Information:
Existing Land Cover Includes (select all that apply):
J .,I Vegetative Cover
J Non-Vegetated Pervious Areas
J .,I Impervious Areas
Description / Additional Information:
Existing land covers are landscape, including grass and trees together with impervious area
consists of ballroom and concrete walkway
Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
J NRCS Type A
J NRCS Type B
J NRCS Type C
J ~ NRCS Type D
Approximate Depth to Groundwater (GW):
J GW Depth < 5 feet
J 5 feet < GW Depth < 10 feet
J 1 0 feet < GW Depth < 20 feet
J ~ GW Depth > 20 feet -No groundwater detected in tests per soils report MTGL Project No.
1916A 12, November 20, 2017
Existing Natural Hydrologic Features (select all that apply):
J Watercourses
J Seeps
J Springs
J Wetlands
J ~ None
Description/ Additional Information:
Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from
the site? At a minimum, this description should answer (1) whether existing drainage
conveyance is natural or urban; (2) describe existing constructed storm water conveyance
systems, if applicable; and (3) is runoff from offsite conveyed through the site? If so, describe]:
1. The existing drainage is composed of a previously graded pad draining to the public
storm drain oulet. Storm runoff is collected at area drains within the site and conveyed to
the existing outlet storm drain that runs underground along Armada Drive toward Palomar
Airport Road and then into the creek across Palomar Airport Road. The flow path follows
a natural water course to the Pacific Ocean approximately 1 miles from the site.
2. Existing conveyance storm drain system consists multiple area drains within the project
boundary that convey runoff to the public storm drain system via a 24" RCP storm drain
pipe.
3. 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 to build a 3-story building as an addition to the existing hotel. The site
!Storm runoff first drains to the area drains surrounding the building which connect to the bio-
filtration basin at the northwest corner of the site and then discharges to the public storm drain
!System.
Normal uses of such a development will generate storm water runoff with the potential to carry
ipollutants to off-site tributaries. A bio-filtration basin is proposed to detain and treat runoff from
Vmpervious and landscaped areas.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
The impervious area of the proposed project will include the 3-story hotel building and concrete
walkway.
List/describe proposed pervious features of the project (e.g., landscape areas):
The pervious area of the proposed project will include some landscaping areas, and bio filtration
basin.
Does the project include grading and changes to site topography?
J 11' Yes
J No
Description/ Additional Information:
The proposed project extends the 2:1 slope another 10' along the East and South
boundaries of the project to the new level pad.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
J 11' Yes
J No
Description/ Additional Information:
A proposed detention basin will be constructed on the Northern portion of the project. Runoff will
then be conveyed via a proposed storm drain pipe network within the project boundaries. The
project will continue to outlet at the same location and public storm drain system as the previous
site layout.
Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
J .J On-site storm drain inlets
J .J Interior floor drains and elevator shaft sump pumps
J Interior parking garages
J .J Need for future indoor & structural pest control
J .J Landscape/Outdoor Pesticide Use
J Pools, spas, ponds, decorative fountains, and other water features
J Food service
J Refuse areas
J Industrial processes
J Outdoor storage of equipment or materials
J Vehicle and Equipment Cleaning
J Vehicle/Equipment Repair and Maintenance
J Fuel Dispensing Areas
J Loading Docks
J .J Fire Sprinkler Test Water
J .J Miscellaneous Drain or Wash Water
J .J 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):
Storm runoff is collected at area drains within the site and conveyed to the existing outlet
storm drain that runs underground along Armada Drive toward Palomar Airport Road and
then into the creek across Palomar Airport Road. The flow path follows a natural water course
to the Pacific Ocean approximately 1 miles from the site.
List any 303(d) impaired water bodies within the path of storm water from the project site to the
Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the
pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water
bodies:
303(d) Impaired Water Body Pollutant( s) IStressor(s) TMDLs
~gua Hedionda Creek Pathogens
~gua Hedionda Creek iroxicity
~gua Hedionda Creek Metals/Metalloids
~gua Hedionda Creek Nutrients
~gua Hedionda Creek ISalinitry
Identification of Project Site Pollutants
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
BMP DesiQn Manual Appendix B.6):
Also a Receiving
Not Applicable to Anticipated from the Water Pollutant of
Pollutant the Project Site Project Site Concern
Sediment .,;
Nutrients .,; .,;
Heavy Metals
.,; .,;
OrQanic Compounds .,;
Trash & Debris
.,;
Oxygen Demanding .,; Substances
Oil & Grease
.,;
Bacteria & Viruses .,;
Pesticides .,;
•
•
Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
J ~ Yes, hydromodification management flow control structural BMPs required.
J 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.
J 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.
J No, the project will discharge runoff directly to an area identified as appropriate for an
exemption by the WMM for the watershed in which the project resides.
Description / Additional Information (to be provided if a 'No' answer has been selected above):
Crltlcal Coarse Sediment Yield Areas*
*This Section only required If hydromodlflcatlon management requirements apply
Based on the maps provided within the WMM, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
J Yes
J ~ No, No critical coarse sediment yield areas to be protected based on WMM maps
If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual
been performed?
J 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
J 6.2.2 Downstream Systems Sensitivity to Coarse Sediment
J 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
J No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMM maps
If optional analyses were performed, what is the final result?
J No critical coarse sediment yield areas to be protected based on verification of GLUs onsite
J Critical coarse sediment yield areas exist but additional analysis has determined that
protection is not required. Documentation attached in Attachment 2B of the
SWQMP. See Discussion/ Additional Information below.
J 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 hvdromodification management requirements apply
List and describe point(s) of compliance (POCs) for flow control for hydromodification
management (see Section 6.3.1 ). For each POC, provide a POC identification name or number
correlating to the project's HMP Exhibit and a receiving channel identification name or number
correlating to the project's HMP Exhibit.
There is a single Point-Of-Compliance (POC) for this project at the southeastern corner of the
oroperty as the existing storm water. The POC is labeled as "Point of Compliance" and is labeled
on attachment 2a of the Hydromodification Exhibit
Has a geomorphic assessment been performed for the receiving channel(s)?
J .,I No, the low flow threshold is 0.102 (default low flow threshold)
J Yes, the result is the low flow threshold is 0.102
J Yes, the result is the low flow threshold is 0.302
J Yes, the result is the low flow threshold is 0.502
If a geomorphic assessment has been performed, provide title, date, and preparer:
None
Discussion / Additional Information: (optional)
No geomorphic assessment has been performed, therefore the high susceptibility of erosion is
selected as a default .
-
Other Site Requirements and Constraints
When applicable, list other site requirements or constraints that will influence storm water
management design, such as zoning requirements including setbacks and open space, or City
codes governing minimum street width, sidewalk construction, allowable pavement types, and
drainage requirements.
The existing site has been raised with fill from the native soil, therefore the infiltration rate of the
soil is very low. The soil engineer's recommendation is to provide impervious liner underneath
the bio-filtration basin regardless.
Optional Additional Information or Continuation of Previous Sections As Needed
This space provided for additional information or continuation of information from previous
sections as needed.
•
(_ City of
Carlsbad
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
ProJect Information
Project Name: Grand Pacific Palisades Hotel Extension
Project ID:
DWG No. or Building Permit No.:
Source Control BMPs
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible.
See Chapter 4 and Appendix E.1 of the BMP Design Manual for information to implement source control BMPs
shown in this checklist.
Answer each category below pursuant to the following.
f "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1
of the Model BMP Design Manual. Discussion/justification is not required.
t "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must
be provided.
' "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is
addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be
orovided.
Source Control Requirement Annlled?
SC-1 Prevention of Illicit Discharges into the MS4 J ., Yes j J No I J N/A
Discussion/justification if SC-1 not implemented:
SC-2 Storm Drain Stenciling or Signage J til Yesi J No I J N/A
Discussion/justification if SC-2 not implemented:
SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, J Yes I J No I J til N/A
Runoff. and Wind Disoersal
Discussion/justification if SC-3 not implemented:
Project site is a proposed hotel building, and will not have outdoor material storage.
SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, J Yes J J No I J til N/A
Runoff, and Wind Dispersal
Discussion/justification if SC-4 not implemented:
Project site is a proposed hotel building, and will not have outdoor material storage.
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind JYes I J No I J til NIA
Disoersal
Discussion/justification if SC-5 not implemented:
E-36 Page 1 of 3 REV 02/16
Source Control Requirement Applied?
SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must
answer for each source listed below and identify additional BMPs. (See
Table in Appendix E.1 of BMP Manual for guidance).
J J J On-site storm drain inlets -I Yes No N/A
J Interior floor drains and elevator shaft sump pumps -I Yes J No J N/A
J Interior parking garages Yes J No J -I N/A
J Need for future indoor & structural pest control -I Yes J No J N/A
J Landscape/Outdoor Pesticide Use -I Yes J No J N/A
J Pools, spas, ponds, decorative fountains, and other water features Yes J No J -I N/A
J Food service Yes J No J -I N/A
J Refuse areas Yes J No J -I N/A
J Industrial processes Yes J No J -I N/A
J Outdoor storage of equipment or materials Yes J No J -I N/A
J Vehicle and Equipment Cleaning Yes J No J -I N/A
J Vehicle/Equipment Repair and Maintenance Yes J No J -I N/A
J Fuel Dispensing Areas Yes J No J -I N/A
J Loading Docks Yes J No J -I N/A
J Fire Sprinkler Test Water -I Yes J No J N/A
J Miscellaneous Drain or Wash Water -I Yes J No J N/A
J Plazas, sidewalks, and parking lots -I Yes J No J N/A
For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers.
YES RESPONSES:
On-site storm drain inlets: Stenciling "No Dumping! Flows to Creek"
Interior floor drains and elevator shaft sump pumps: Drains to sanitary sewer (CASQA SC-41)
Need for Future indoor and Structural pest control: Select appropriate measures for adequate pest control (CASQA
SC-41)
Landscape/Outdoor Pesticide Use: Selected plants appropriate to site conditions (CASQA BG-40)
Fire Sprinkler Test Water: Drains to sanitary sewer (CASQA SC-41)
Miscellaneous Drain or Wash Water: Drains to BMP (CASQA SC-41)
Plazas, sidewalks, and parking lots: Drains to BMP (CASQA SC-71)
N/A RESPONSE:
N/A response above indicates that the feature is not a proposed part of the project.
E-36 Page 2 of 3 REV. 02/16
•
Site Deslan BMPs
All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See
Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs
shown in this checklist.
Answer each category below pursuant to the following.
t "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2
thru E.6 of the Model BMP Design Manual. Discussion / justification is not required.
f "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must
be provided.
f "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that
is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve).
Discussion/justification may be provided.
Site Design Requirement I Applied?
SD-1 Maintain Natural Drainage Pathways and Hydrologic Features I J Yes I J No I J .,IN/A
Discussion/justification if SD-1 not implemented:
No natural drainage paths are present on this site.
SD-2 Conserve Natural Areas, Soils, and Vegetation I J Yes I J No I J .,I N/A
Discussion/justification if SD-2 not implemented:
No natural drainage paths are present on this site .
SD-3 Minimize Impervious Area I J .,I Yes l J No I J N/A
Discussion/justification if SD-3 not implemented:
SD-4 Minimize Soil Compaction I J .,I Yesl J No I j N/A
Discussion/justification if SD-4 not implemented:
SD-5 Impervious Area Dispersion I .,I Yes I J No I J NIA
Discussion/justification if SD-5 not implemented:
SD-6 Runoff Collection I J Yes I J .,I No l J N/A
Discussion/justification if SD-6 not implemented:
Infiltration of storm runoff may migrate laterally into the building's foundation or descending slope and is therefore
not recommended by the geotechnical engineer.
SD-7 Landscaping with Native or Drought Tolerant Species I J .,I Yes I J No I j N/A
Discussion/justification if SD-7 not implemented:
SD-8 Harvesting and Using Precipitation I J Yes I J .,I Nol J N/A
Discussion/justification if SD-8 not implemented:
The 36 hour demand is less than the DCV and 0.25DCV, making Harvesting and Using to be infeasible per Harvest
and Use Feasibility Checklist (Form 1-7).
E-36 Page 3 of 3 REV. 02/16 -
SUMMARY OF PDP STRUCTURAL BMPS
•
•
PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of
the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control
must be based on the selection process described in Chapter 5. PDPs subject to
hydromodification management requirements must also implement structural BMPs for flow
control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both
storm water pollutant control and flow control for hydromodification management can be
achieved within the same structural BMP(s).
PDP structural BMPs must be verified by the City at the completion of construction. This may
include requiring the project owner or project owner's representative to certify construction of the
structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be
maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the
BMP Design Manual).
Use this form to provide narrative description of the general strategy for structural BMP
implementation at the project site in the box below. Then complete the PDP structural BMP
summary information sheet for each structural BMP within the project (copy the BMP summary
information page as many times as needed to provide summary information for each individual
structural BMP}.
Describe the general strategy for structural BMP implementation at the site. This information
must describe how the steps for selecting and designing storm water pollutant control BMPs
presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of
BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether
pollutant control and flow control BMPs are integrated together or separate.
-This project is not "self-retaining" nor "self-treating". Runoff factor was adjusted to estimate DCV
.. Harvest and Use is not feasible since Reclaimed water is available near by the location and the
0.25 DCV is greater than the 36 hour demand per form /-7.
-Infiltration is not feasible due to low percolation test conducted by the soil engineer .
.. Based on the locations for storm water pollutant control BMP and the OMA delineations were
developed during the site planning phase. The DCV was calculated.
,.. Sizing requirements was computed referred to Appendix 8.5
-BMP was designed for the remaining DCV, therefore design BMP for the required size, per design
criteria and considerations listed in the BMP manual and comply with pollutant control BMP sizing
requirements.
-Based on pollutants generated by the type of the project and the 303(d) list at the receiving body,
Biofiltration is selected to treat all the pollutants in the project before releasing the storm water to
the public water body.
-The calculated footprints fit the site design and the constraints.
-The selected BMPs were sized and designed accordingly using design criteria and considerations
from BMP manual fact sheets in Appendix E.
-The project has met the pollutant control performance standards .
•
[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-1
DWG Sheet No.
Type of structural BMP:
J Retention by harvest and use (HU-1)
J Retention by infiltration basin (INF-1)
J Retention by bioretention (INF-2)
J Retention by permeable pavement (INF-3)
J Partial retention by biofiltration with partial retention (PR-1)
11' Biofiltration (BF-1)
J 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)
J Detention pond or vault for hydromodification management
J Other (describe in discussion section below)
Purpose:
J Pollutant control only
J Hydromodification control only
J 11' Combined pollutant control and hydromodification control
J Pre-treatment/forebay for another structural BMP
J Other (describe in discussion section below)
Discussion (as needed):
The BMP used on this project is biofiltration unit that is designed per worksheet B. 5-1 of the COG
BMP Design Manual and modeled using continuous simulation modeling with SWMM. The
Biofiltration BMP is designed with a typical detail and is sized according the hydromodification
mentioned above. Since the Biofiltration BMP is designed per a typical detail, it is intended that
Biofiltration BMP will be constructed and maintained using the same general methods and
materials. See OMA Exhibit in Attachment 1 A for location of Bio filtration BMP. See
Hydromodification Exhibit in Attachment 2A for location of BMP and its corresponding point of
compliance .
•
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 Contents Checklist
Sequence
Attachment 1 a OMA Exhibit (Required)
Attachment 1 b
Attachment 1 c
Attachment 1 d
See OMA Exhibit Checklist on the back
of this Attachment cover sheet.
(24'X36" Exhibit typically required)
Tabular Summary of DMAs Showing
OMA ID matching OMA Exhibit, OMA
Area, and OMA Type (Required)*
*Provide table in this Attachment OR
on OMA Exhibit in Attachment 1 a
Form I-7, Harvest and Use Feasibility
Screening Checklist (Required unless
the entire project will use infiltration
BMPs)
Refer to Appendix B.3-1 of the BMP
Design Manual to complete Form 1-7.
Form 1-8, Categorization of Infiltration
Feasibility Condition (Required unless
the project will use harvest and use
BMPs)
Refer to Appendices C and D of the
BMP Design Manual to complete Form
1-8.
J til Included
J til Included on OMA
Exhibit in Attachment 1 a
J Included as Attachment 1 b,
separate from OMA Exhibit
J til Included
J Not included because the entire
project will use infiltration BMPs
J til Included
J Not included because the entire
project will use harvest and use
BMPs
Attachment 1e Pollutant Control BMP Design J til Included
Worksheets/ Calculations (Required)
Refer to Append ices B and E of the
BMP Design Manual for structural
pollutant control BMP design
guidelines
-
Use this checklist to ensure the required information has been included on the OMA
Exhibit:
The OMA Exhibit must identify:
J ~ Underlying hydrologic soil group
J ~ Approximate depth to groundwater
J ~ Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
J ~ Critical coarse sediment yield areas to be protected (if present)
J ~ Existing topography and impervious areas
J ~ Existing and proposed site drainage network and connections to drainage offsite
J ~ Proposed grading
J ~ Proposed impervious features
J ~ Proposed design features and surface treatments used to minimize imperviousness
J ~ Drainage management area (OMA) boundaries, OMA ID numbers, and OMA areas
(square footage or acreage), and OMA type (i.e., drains to BMP, self-retaining, or self-
mitigating)
J ~ Structural BMPs (identify location and type of BMP)
ATTACHMENT1a
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____ .. ____ _
DETAIL
WATER QUAUIY SIGN-PLACED AT
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NOTE: ALL BIOflLTRATIOtt AAEAS WILL
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VISIBI.£ AT Ail TIIES.
DETAIL
"NO DUMPING" AT CATCH BASINS
NOTE: ALL CA"IO, BASINS WITH GRATES SI-W.I.
BE STENCIL.ED WITH CIT'I' REQUIRED ITrM P£R
ABOVE DETAIL:
(OAS MANUF~NG #500 OR EOUrlAI..ENT)
ENGINEER OF WORK
1Jllf41 ENGINEERING
IAND PIAN/ti/NC. E/t/Gl/t/EERl/t/G • SURVEY/NC
440 STA.IT Pl.ACE. ESCO/t/DrDO. CA 92029
PH (760)745-8118 FAX (760)745-1890
~~
RCE: 45629 EXP:12/31/18
GRAND PACIFIC PALISADES HOTEL EXPANSION
OMA EXHIBIT
L__ _________________________________________________________________ __J
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Drains to 8/JP 8/JP-f POCA 15864.30 0.364 69% >20 ft
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BOX RISER / ORIFICES DIAMETER STANDPIPE
FOOTPRINT A1 A2 C D E OVERFLOW DIAMETER BMP ID (INCH) (INCH) (INCH) (INCH) (FEET) STRUCTURE SIZE UPPER LOIIE'R
(SOFT) (INCHES) (INCH} (INCH} (INCH)
BMP -! 795 10 !2 18 !8 J J6xJ6 N/A 0.625 N/A
WEIR ABOVE THE
POND BASE
SIZE PER PLAN
PROVIDE DETACHABLE GRATED
CAP FOR MAINTENANCE AND
WIRE MESH/TRASH RACK TO
PROTECT WEIR AND ORIFICE
FROM CLOGGING
SOIL MIX o
LAYER
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NOT TO SCALE
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l"--I =t -· OR/RC£ DETAIL ~ ~ i ----__J ~~----~ -----FLOW RESTRICTOR
NOT TO SCALE
ORIFICE SIZE PER TABLE
SEE ORIFICE DETAIL
CATCIIBAS/N OETA/L RIGHT
NOT TO SCALE
PERMANENT WATER QUALITY
TREATMENT FACILITY
KEEPING OUR 'IIA'ER WAYS CLEAN
!IMAIN>i,IS WITH CARE -NO MQDIFICATIONS WITHOUT AGENCY APPROVAL
DETAIL
WATER QUALITY SIGN-PLACED AT
EACH BIOFILTRATION BASIN
NOTE: ALL BIOFILTRATION AREAS WILL
HAVE A SIGN POSTED TO BE
VISIBLE AT ALL TIMES,
DETAIL
"NO DUMPING" AT CATCH BASINS
NOTIE: ALL CATCH BASINS WITH GRATES SHALL
BE STENCILED WITH CITY REQUIRED ITEM PER
ABOVE DETAIL:
(DAS MANUFACTURING #SDO OR EQUIVALEN1)
ENGINEER OF WORK
EXCEL ENGINEERING
LAND PLANNING. ENGINEERING• SURVEYING
440 STATE PLACE, ESCONDIDO, CA 92029
PH (760)745-8118 FAX (760)745-1890
~2~
ROBERT D, DENTINO ~ EXP:12/31/18
Nov 30, 2017
DATE
IMPERMEABLE
LINER
!'ES
GRAND PACIFIC PALISADES HOTEL EXPANSION
DMA EXHIBIT
ATTACHMENT1c
•
Appendix I: Forms and Checklists
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
'til Toilet and urinal flushing
'til 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.
Flushing: (45 people)x(9.3 gal per capita)= 418.5 gallons 7 (418.5 gal)(1.5 days)/(7.48 gal/cu. ft.)= 84 cu. ft.
Irrigation: 36-hr Mod. Water per Table B.3-3 = (1,470 gal days/acre)(0.183 acres)/(7.48 gal/cu feet)= 36 cu ft.
Total Demand = 120 cu. ft.
3. Calculate the DCV using worksheet B.2-1 (refer to attached worksheet in the next page).
DCV =__.5...,0..._l ___ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
Yes / E)
c::>
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.
3b. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
Yes /@
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.
l s 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.
1-26
3c. Is the 36 hour demand
less than 0.25DCV?
<9
Harvest and use is
considered to be infeasible.
February 2016
DESIGN CAPTURE VOLUME -PER WORKSHEET B.2-1
BMP-1
1 85th percentile 24-hr storm d= 0.58 depth from Fig. B.1-1 (inch)
2 Area Tributary to BMP (acres) A= 0.36
3 Area Weighted runoff Factor C= 0.66 (using App B.1.1 and B.2.1)
4 Street Trees Volume reduction TCV= 0
5 Rain barrels volume reduction RCV= .0
6 Calcu late DCV = 501 (3630 x C x d x A)-TCV-RCV (CUFT) DCV=
7 Percent Impervious %IMP 70%
ATTACHMENT1d
-
Appendix I: Forms and Checklists
C . . f I fil . F ·b·1· C d" . Form 1-8 atcgonzat10n o n 1 tratton cast 1 tty on 1uon
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
Is the estimated reliable infiltration rate below proposed facility
locations greater than 0.5 inches per hour? The response to th.is
Screening Question shall be based on a comprehensive evaluation of
the factors presented in Appendix C.2 and Appendix D.
Provide basis:
Yes No
X X
Geotechnical Investigation perfonned by MTGL ( 11-20-17) included two percolation tests perfonned within the
existing fills on the site. The percolation tests resulted in infiltration rates greater than 0.5 inches per hour (0.64
and 0.96 inches/hour). Gcotechnical recommendations presented in that report call out for remedial grading which
would result in denser, less pem,eablc soil. Old Paralic Deposits, Unit 2-4, Undivided (Qop2-4) underlie the fills
on-site. the Qop2-4 materials are very dense and have a low to zero permeability; Therefore, the after grading
soil conditions would most like result in infiltration rates below 0.5 inches per hour.
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:
X
Geotechnical Investigation perfonned by MTGL ( I 1-20-17) indicates that excessive water, if allowed to enter into
existing descending slope towards the south, would create instability of the slope and potentially compromise
the existing structures.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/ data source applicability.
MTGL Project No. 1916A 12
by Sam E. Valdez, PE 56226
Chief Engineer -November 27, 2017
1-27 February 2016
Appendix I: Forms and Checklists
Criteria
3
Form 1-8 Page 2 of 4
Screening Question
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:
Yes No
X
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/ data source applica_bility.
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
Screerung Question shall be based on a comprehensive evaluation of
the factors presented in Appendix C.3.
Provide basis:
X
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/ data source applicability.
Part 1
Result
*
If all answers to rows 1 -4 are "Yes" a full infiltration design is potentially feasible. The
feasibility screening category is Full Infiltration
If any answer from row 1-4 is "No", infiltration may be possible to some extent but
would not generally be feasible or desirable to achieve a "full infiltration" design.
Proceed to Part 2
*To be completed using gathered site information and best professional judgment considering the definition of MEP in
the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings
MTGLProjcctNo.19 16A l2
by Sam E. Valdez, PE 56226
Chief Engineer -November 27, 2017
1-28 February 2016
•
Appendix I: Forms and Checklists
Form 1-8 Page 3 of 4
Part 2 -P artial 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
5
Screening Question
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:
Yes No
X
The site is underlain by a small layer of fill soils which are underlain with a very dense Old Paralic Deposits, Unit
2-4, Undivided formational material. The fom,ational materials have a zero to low penneability and the fills soils
will be re-compacted to a denser, less permeability, condition. The after graded soil conditions would result in a
site that would not infiltrate soil very quickly and therefore could lead to water being introduced out the adjacent
slope or towards the existing footings which could cause loss of soil strength and/or settlement.
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 shaU be based on a comprehensive evaluation of the factors
presented in Appendix C.2.
Provide basis:
X
The site is immediately adjacent to a descending slope on the south side. The site is underlain with very dense
Old Paralic Deposits, Unit 2-4, Undivided at a shallow depth. Any water introduced to the site would migrate
towards the contact of very dense soils and migrate along that plane. This would result in water migrating towards
the slope face and potentially creeping out of the slope causing slope instability.
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 in filtration rates.
MTGL Project No. 1916A 12
by Sam E. Valdez, PE 56226
Chief Engineer -November 27, 2017
1-29 February 2016
Appendix I: Forms and Checklists
Criteria
7
Form I-8 Page 4 of 4 .
Screening Question
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:
Yes No
X
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 fe asible 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:
X
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.
Part2
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 Agency/Jurisdictions to substantiate findings
MTGL Project No. 1916Al2
by Sam E. Valdez, PE 56226
Chief Engineer -November 27. 2017
1-30 February 2016
ATTACHMENT1e
I
I
I
I
I
I
I
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I
I
I
0.58 INCHES
San Diego County
85 th Percentile lsopluvials
NOTE Thte5111~~-·24fteur ~(OU,,
·~· .... aai1W18Sl!lal-
~ecl 2,4 lla.lruttal -w.l .,. --1'9' l!iar-....
N + ~
I I I • I I
,.._..,.._..~ ...,.,.v.-~ .. CJIJ ....... ,,...,.. ..,.....:,t......,. ..,_.ll.-., .. , ~ 1•'frlli In .... ,.,.,.. .......... V"..,,..tilal" ,Mfll"•'llll'9~1 ............. __._... ~ ... ,._ ..... ___ __,,_~_, ~.-...-................ ........., ........... --.. ~ ____ .......,_ ..
..---........ "'-"~_. ........ ...._.. -... . __.,,.. ............ ~ •• -,,,.tliJ ....... ....... ____ ,_,_., ...... ___ --... -............ .,,...,,...._... =~~...:.:.::c.-=--.... ..,n. .. ---• --·· ....... -c.~· ..... ~-......... k ..... ~ ...
Figure B.1-1: 85th Percentile 24-hour lsopluvial Map
..
1111 .. -.. .. .. ----..
--------.. .. --.. ----1111 ----.. ----
EVALUATION OF SOIL INFILTRATION RATE RESTRICTED BY LOWER ORIFICE
Pond Param,eters
1 Ponding height (in)
2 Bioret,~ntion Soil Layer (in)
3 Gravel Layer (in)
4 TOTAL [Line 1 + Line 2 + Line 3] (in)
5 TOTAL [(Line 4)/12] (ft)
Underdrain Parameters
6 Orifice, Coefficient (c,)
7 Low Flow Orifice Diameter (in)
8 Drain ,~xponent
Underdrain Flowrate
9 Flow F:ate (volumetric) (cfs)
Underdrain Flow Rate Per Unit Area
10 Ponding Depth Surface Area (sqft)
11 Bioretention Surface Area (sqft)
12 Bioretention Surface Area [(Line 11)/(43560)] (ac)
13 Porosity of Bioretention Soil
14 Velocity [(Line 9) / (Line 13 • Line 11 • 12 * 3600)] (in/hr)
15 Effective Ponding Depth (in)
16 Ponding Depth @ Vwa. cequiced (in)
17 Cutoff Flow (cfs)
18 filtration rate (in/hr)
BMP-1
10.0
18
18
46
3.8
0.60
0.63
0.5
0.020
738.34
795.00
0.0182507
0.40
2.72
9.64
10.0
0.02002
1.09
.. ---..
.. RECALCULATE WORKSHEET B.5-1: BASED ON LOWER ORIFICE FLOW RATE
---...
---------.. .. -
-----------..
... ...
-
Simple Sizin11 Method for Biofiltration BMPs
1 Remaining DCV after implementing retention BMPs (from worksheet B.2-1) (ft3)
Partial Reter1tion
2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible (in/hr)
3 Allowable drawdown time for aggregate storage below the underdrain (hrs)
4 Depth of runoff that can be infiltrated (Line2xline3) (in)
5 Aggregate pore space
6 Required depth of gravel below the underdrain (Line4/line5) (in)
7 Assumed surface area of bioretention BMP (sq-ft)
8 Media retained pore space (in/in)
9 Volume retained by BMP (Line4+(Line12xline8))/12*Line7 (cubic feet)
10 DCV that requires bioretention (linel-line9) (cubic feet)
BMP PARAMETERS
11 Surface Ponding [ 6" min/ 12" max]
12 Media Thickness [18 inches minimum]
13 Aggregate storage above underdrain invert (12" typical)
14 Media available pore space (in/in)
15 Outflow restriction (in/hr)
Baseline Calculations
16 Allowable Routing Time for sizing (hours)
17 Depth filtered during the storm [line 15b x line 16](inches)
18 Total depth of Detention Storage [line ll+(line 12xline14)+(1ine 13xline5)]
19 Total depth treated [line 17+1ine 18]
OPTION 1 -ISIORETENTION 1.5 TIMES THE DCV
20 Requi1·ed biofiltered volume [1.5xline10] (cubic feet)
21 Requii-ed footprint [line 20/line 19]x12 (square feet)
OPTION-2-Store 0. 75 of remaining DCV in pores and ponding
22 Requi1·ed Storage (surface+pores) volume [0.75xline10] (cubic-feet)
23 Requi1•ed footprint [line 22/line 18]x12
FOOTPRINT OF THE BMP
24 Area draining to the BMP (sq-ft)
25 Adjusted Runoff Factor for drainage area (Refer to Appedix B.1 and B.2)
26 Minimum BMP Footprint [Line 24xline 25x0.03]
27 Footprint of the BMP = Maximum (Minimum(line 21, line 23), line 26)
28 BMP area provided in this project
Check for Vr)lume Reduction [Not applicable for No Infiltration Condition]
29 Calculate the fraction of the DCV retained by the BMP [line 9 / line 1]
30 Minimum required fraction of DCV retained for partial infiltration condition
31 Is the retained DCV > 0.375? If the answer is "NO" increase line 26 until "YES"
BMP-1
501
0.00
36
0.00
0.4
3
738
0.1
111
390
10
18
18
0.2
1.09
6
7
21
27.33
585
257
293
169
15639
0.66
311
310.9
795.00
N/A
0.375
YES
.. -..
Ill .. -.. --.. -..
------.. ----.. -----.. --------..
ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
[This is the cover sheet for Attachment 2.]
Indicate which Items are Included behind this cover sheet:
Attachment Contents Checklist
Seauencu
Attachment 2a Hydromodification Management J .; Included
Exhibit (Required)
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.
Attachment 2b Management of Critical Coarse J .; Exhibit showing project
Sediment Yield Areas (WMAA Exhibit drainage boundaries marked on is required, additional analyses are WMAACritical Coarse Sediment
optional) Yield Area Map (Required)
See Section 6.2 of the BMP Design Optional analyses for Critical Coarse
Manual. Sediment Yield Area Determination
J 6.2.1 Verification of Geomorphic
Landscape Units Onsite
J 6.2.2 Downstream Systems
Sensitivity to Coarse Sediment
J 6.2.3 Optional Additional Analysis
of Potential Critical Coarse
Sediment Yield Areas Onsite
Attachment 2c Geomorphic Assessment of Receiving J .; Not performed
Channels (Optional) J Included
See Section 6.3.4 of the BMP Design
Manual.
Attachment 2d Flow Control Facility Design and J .; Included
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of the
BMP Desian Manual
.. Ill .. -.. ..
... ... .. ... .. -.. ...
-...
... ..
-...
... -.. -.. -.. -.. .. .. -.. ------
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
The Hydromodification Management Exhibit must identify:
J t,1 Underlying hydrologic soil group
J t,1 Approximate depth to groundwater
J t,1 Existing natural hydrologic features ( watercourses, seeps, springs, wetlands)
J t,I Critical coarse sediment yield areas to be protected (if present)
J t,I Existing topography
J t,I Existing and proposed site drainage network and connections to drainage offsite
J t,1 Proposed grading
J t,I Proposed impervious features
J t,1 Proposed design features and surface treatments used to minimize imperviousness
J t,I Point(s) of Compliance (POC) for Hydromodification Management
J t,1 Exis,ting and proposed drainage boundary and drainage area to each POC (when
necessary, create separate exhibits for pre-development and post-project conditions)
J t,1 Structural BMPs for hydromodification management (identify location, type of BMP,
and siz1~/detail) ·
.. I .. .. .. -.. .. ...
.. .. ---.. -.. ..
-... .. -... ..
-..
----------
--
ATTACHMENT 2a
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NOT& 'Z1lf
PERMANENT WATER QUALITY
TREATMENT FACILITY
DETAIL
DETAIL
"NO DUMPING" AT CATCH BASINS
WATER QUALITY SIGN-PLACED AT
EACH BIOFILTRATION BASIN
NOTE: .-.U. CATCH BASINS WITH GRATES SHALL BE STENCILID WITH Cfl'Y REQUIRED ITEM P£R
/IBCM,.DE'TM.:
NOTE: All BKlflLTRATION Af?£>S WIL!.
~VE A SIGN POSTED TO BE ~IBL.E AT Ml TIMES,
(OAS MANUFACTURING #SDO OR EQUIVALENT)
ENGINEER OF WORK
I tN#I 'i;NGINEERING
LAND PLANN/NC. ENGINEERING• SURVEY/NC
440 STATE Pl.ACE, ESCONDIDO. CA 92029
1'11 (760}745-8118 FAX (760)745-1890
~.../_p ,,,_ .:,L_ '" ,0
~~,12/31/18 ~
GRAND PACIFIC PALISADES HOTEL EXTENSION
HYDROMODIFICATON EXHIBIT
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------0 /0 20 30 40 TOTAL mTAL OMA OMA /0 TiPE Orolns to BMP POC (SOFl) (ACRE)
OMA-! Self-mltigoflng N/,4 -3!!3.50 0.0715
OMA-2 Oro,ils to BMP BMP-! POCA 15864.30 0.3642
• U/VOERL YING f/YOROLOG/C SOIL GROUP TYPE 0. BASEO ON USOA IVRCS WEBSOIL SURJIEY.
• APPRO)(fAfA!F 0£P1H TO GROUIVOIYA1FR >20 FT BASED ON BORING !FSTS BY AfTCL GEO!FCHNICAL £/VG/IVEERIIVC. IVOJIEAfBER 24 20!7.
• £)(fSll/VG IVA71/RAL f!YOROLOG!C F£A71/R£S 00 NOT £)(/ST. £)(fSll/VG CON0/110/V IS A BALLROOAf BU/LO/IVG Jlt!!H SOAfE LANDSCAPE AREA.
• CR!llCAL COARSE SEO!AfEIVT YIElO AREAS 00 NOT £)(/ST. AN £Xfl/B/T IS PR0/110£0 ON ATTACHAfEIVT 2B.
• POC-1 IS LOCAlEO AT AN £)(/Sll/VG STORA{ ORAIN BOX LOCA!FO ON !HE SOU!HEAST OF !HE PROJECT Slff.
OEP!lf TO
%/MP CROUNO
J1IA1ER (ft}
0% >20 ft
69% >20 ft
PROPOSE[) BU/L[)/NC
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WEIR ABOVE THE
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BIO-BAS/IV SUMMARY TABLE
C D E
(INCH) (INCH) (FEET)
!8 18 3
PROVIDE DETACHABLE GRATED
CAP FOR MAINTENANCE AND
WIRE MESH/TRASH RACK TO
PROTECT WEIR AND ORIFICE
FROM CLOGGING
BOX RISER / ORIFICES DIAMETER
OVERFLOW
STRUCTURE SIZE UPPER LOI/ER
(INCHES) (INCH) (INCH}
36x36 /Vfil 0.625
6" PVC PIPE PERFORATION
LA YOIJT OllA/L
NOT TO SCALE
STANDPIPE
DIAMETER
(INCH)
NA
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IMPERMEABLE
UNER
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SEE ORIFICE DETAIL
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PERMANENT WATER QUALITY
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OSUBDRAIN O END CAP (FPT)
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DETAIL
(SIZE PER BIO-BASIN DETAIL)
MAINTAl!,J 'Yl'IT!--1 CARE -NO ~1.COIFICATIONS WiTHCI..J": AGENCY APPROVAL "NO DUMPING" AT CATCH BASINS
DETAIL
WATER QUALITY SIGN-PLACED AT
EACH BIOFILTRATION BASIN
NOTE: ALL CATCH BASINS WITH GRATES SHALL
BE STENCILED wrrH CllY REQUIRED ITEM PER
ABOVE DETAIL:
NOTE: ALL BI0FILTRATI0N AREAS WILL
HAVE A SIGN POSTED TO BE
VISIBLE AT ALL TIMES.
(DAS MANUFACTURING #SD0 OR EQUIVALENT)
ENGINEER OF WORK
EXCEL ENGINEERING
LAND PLANNING. ENGINEERING• SURVEYING
440 STATE PLACE, ESCONDIDO, CA 92029
PH (760)745-8118 FAX (760)745-1890
~z~
ROBERT D. DENTINO ~ EXP:12/31/18
Nov 30,
DATE
GRAND PACIFIC PALISADES HOTEL EXTENSION
HYDROMODIFICATON EXHIBIT
L_ _____________________________________________________________________________________________ __,
--------·----------------------· ·-----------------
.. .. .. ..
11111 -------------------.. ----..
---
ATTACHMENT 2b
CRITICAL COURSE SEDIMENT EXIBIT
PALISADES HOTEL EXPANSION
ATTACHMENT 2d
•
Table of Contents
Section I Introduction ..................................................................................... 2
Section II Model setup ..................................................................................... 3
Section III System Representation ........................................................................ 7
Section IV Continuous Simulation Options .............................................................. 9
Section V Bio-retention As LID Control Parameters .................................................. 10
Section VI SWMM Hydraulic Components ............................................................. 16
Section VII Running the Simulation ...................................................................... 17
Section VIII Analysis Result ............................................................................... 18
Section IX Summary and Conclusion ................................................................... 28
A IT ACHEMENTS
Attachment A SWMM Drainage Management Area Map
Attachment B SWMM Statistics Analysis, Flow Duration Curve and Pass/Fail Table
Attachment C SWMM Input Data Summary and Detail
•
INTRODUCTION
This report provides Hydromodification analysis for a project located at 5803 Armada Drive southeast
portion of Grand Pacific Palisade Resort and Hotel, Carlsbad, California. The project is a proposed
0.44 acre hotel site with one building and a bio-filtration basin.
Hydromodification calculations are performed utilizing continuous simulation analysis to determine
the flow duration for the flow rates that fall within the geomorphologicaly significant flows 1• Storm
Water Management Model (SWMM) version 5.1 distributed by USEPA is the basis of all calculations
within this report. SWMM generates peak flow recurrence frequencies and flow duration series
statistics based on an assigned rain gauge for pre-development, unmitigated and mitigated flows to
determine compliance with the Hydromodification Management Plan (HMP) requirements and the
State Water Resources Control Board Order No.R9-2015-001.
This report compares the pre-developed to post-developed hydromodification results at one Point-Of-
Compliance (POC). The POC area labeled POC-A. The tributary areas to the POC are labeled as
"Basins" in the pre-developed conditions and as OMA (Drainage Management Area) in the post-
developed conditions.
Pre-development conditions contain l distinct basin labeled as basin l while the post-development
conditions contains 2 DMAs. The total tributary within the project is approximately 0.436 acres.
The Hydromodification and Water Quality systems proposed for this project include 1 bio-filtration
basin located at the northwest side of the project. The systems are designed to capture and detain stom1
runoff on the surface and filter through a soil mix to a gravel storage area below the surface. The
runoff is then conveyed through an underground pipe network to either an existing natural channel
which currently collects the sites storm flows or to a level spreader which evenly distributes the
concentrated flow to overland flow. The resulting mitigated outflows are shown to be equal to or less
than the pre-developed outflows.
LOW FLOW THRESHOW
A downstream channel assessment was not completed for this project, which requires the low flow
threshold for the system analysis to be l 0% of 2-year storm event (0.1 Q2). This low flow threshold
will be used to meet peak flow frequency and flow duration controls.
1 Geomorphically significant flows are defined as the rate of storm water runoff flow causes erosive conditions. For this
study, these flows occur during the 10% of 2-year, 2-year, 5-year and 10-year flows.
2
SECTION I-MODEL SETUP
SWMM provides continuous precipitation based on historical rain gauge data onto a sub-catchment. A
model for both Pre-developed and Post-developed conditions is then developed to analyze the amount
and frequency of runoff due to surface conditions. The resulting data for both the Pre-developed and
Post-developed conditions are then compared to determine the impact of runoff to the project due to
the development of the site.
PRE-DEVELOPMENT MODEL SETUP
The pre-development area is depicted as one unit sub-catchment. The basin was delineated based on
the soil types and hydrology features. Site delineation can be found in Figure 2.2 on the next page. For
the purpose of this study, the site is assumed to have 0% of impervious surface area. The site currently
is a developed condition with an existing ballroom building and a landscaped area. Giving the site an
assumed manning' s value of 0.1.
POST-DEVELOPMENT MODEL SETUP
The post-development areas are divided into 2 DMAs (Drainage Management Areas) based on
topography, soil type and hydraulic systems. Figure 2.3 on the next page shows the delineation of each
DMA and bio-filtration it contributes to.
Each Bio-filtration is similar in configuration as seen in Figure 2.1 below. The bottom elevation for is
assumed at 0 ft within the LID editor for bio-filtration. The bio-filtration basins utilize the BMP
manual's default value of 5 in/hr for surface.
The assumed manning's number for the post-developed conditions is based off of well-maintained
landscape areas with medium trees and shrubs. Thus, an N-value of 0.1 is used for this analysis.
Of'f'HFlOW Smt/Cll/H£ ANO
VAINTENANCE ACCESS AT
SE£ OCTA/I. RICHT
6" f)(AAl£TER PERFCWA/£0 l/NfJ£/?{)(i'A/N ,_ __ IAIPtRIIEABI.E LMR
(.JO VIL i1SWEEN PI.ASRC)
C4[(HUSI( NI) W;ZmAIKJ'( BASl{ /EM,
NOT ro SCALE
Figure 2. I-Trpical Bin-filtra1in11 Sectio11
3
. -'
Oceanside
12]'
>
·~ ~-
Figure 2. 2 -SWMM Pre-Developme11r Model
4
Jceanslde
[21
--------@
-----
Figure 2. 3 -SWMM Post-De1·elopmenr with Mitigation Model
5
POST-DEVELOPMENT DRAINAGE MANAGEMENT AREAS (DMAS)
Basin areas and DMAs provide an important framework for feasibility screening, BMP prioritization
and storm water management system configuration. Both Basin Areas and DMAs are defined based
on drainage patterns of the site and the BMPs to which they drain. Below is a summarization of
Basins and DMAs within this study, excluding any LID area that resides within its boundary:
Pre-Development Post-Development
Name Area %Imperv Drains
(Acres) to Name Area %lmperv Drains
(Acres) To
DMA-1 0.436 0 POC-A DMA-1 0.077 0 POC-A
DMA-2 0.342057 66 BMP-1
BMP-1 0.01694 0 POC-A
TOTAL 0.436
SECTION II-SYSTEM REPRESENTATION
SWMM is a distributed model, which means that a study area can be subdivided into any number of
irregular sub-catchments to best capture the effect that spatial variability in topography, drainage
pathways, land cover, and soil characteristics have on runoff generation. For modeling of
Hydromodification calculations, there are four main system representations: Rain gage, Sub-
catchment (contributing basin or LID area), Nodes and Links.
lime Series Oceanside
0
0 100,000 200,000 300,000 400,000 500,000
Bapsed lirre (hours)
Figure 3. 1 Time series rain data, which corre~po11ds lo runoff estimates for each of the 508,01:10 time steps (each dare a11d hour) of the
51:1-year simulation period. (Inches/hour I'S. elapsed time)
6
--.. -.. -----.. -,. ..
---.. ----
"" --..
-
.. --,.
-..
-..
-
-
RAIN GAUGE
The properties of a rain gauge describe the source and format of the precipitation data that are applied
to the study area. This project uses the rainfall data from the Oceanside ALERT Station found on the
Project Clean Water website (www.projectcleanwater.org). The rainfall data file contains hourly ·
precipitation characteristics such as rainfall intensity, hourly-recorded time interval, and the date.
The Oceanside rain data has approximately 58 years of hourly precipitation data from 8/28/1951 to
5/23/2008 and generates 58 years of hourly runoff estimates, which corresponds to runoff estimates
for each of the 508,080 time steps. See Figure 3.1 for hourly precipitation intensity graph for the 58-
year dataset.
SUB-CATCHMENT (CONTRIBUTING BASIN OR UD AREA)
A basin is modeled using a sub-catchment object, which contains some of the following properties:
Rain Gage
The rate of storm water runoff and volume depends directly on the precipitation magnitude and
its spatial and temporal distribution over the catchment. Each sub-catchment in SWMM is
linked to a rain gage object that describes the format and source of the rainfall input for the
sub-catchment.
Area
This area is bounded by the sub-catchment boundary. Its value is determined directly from
maps or field surveys of the site or by using SWMM' s Auto-length tool when the sub-
catchment is drawn to scale on SWMM's study area map. This Project is divided into several
sub-catchments based on drainage patterns and its outfall.
Width
The width for each sub-catchment is determined by conceptually creating an idealized
representation of the irregular shaped sub-catchment. The idealization is done by utilizing the
method found in SWMM Reference Manual, Volume 1, section 3.8.4, equations 3-10 & 3-12.
In brief, the idealized width for a sub-catchment is defined by dividing the cub-catchment into
two sections. The dividing line for a sub-catchment is the longest overland flow path for the
storm water runoff within the sub-catchment (also known as the main drainage channel). The
larger of the two determined sections is divided by the total area to ascertain the skew factor
for the idealized shape, per Equation 3-10. The shape factor for the actual water shed is then
determined by dividing the total area of the sub-catchment and dividing by the square of the
main drainage channel length. The idealized shape factor is then determined by using the
derived skew factor and watershed shape factor in Equation 3-12. Lastly, the idealized shape
factor is multiplied by the length of the main drainage channel to determine the width used for
the sub-catchment. Provided below are the equations found in the SWMM Reference Manual,
Volume 1:
Z = Am/A
X = A/ L2
Skew Factor (Eq. 3-10)
Watershed Shape Factor
7
.. .. .. -
--..
-----
------.. -.. ---.. ..
--..
-...
, ..
-
, ..
-
Y = 2X(l.5 -Z)(2K2 -X)/(2K -1)
W = Y•L
Slope
Idealized Shape Factor (Eq. 3-12)
Sub-catchment Width
This is the area-weighted average of slopes within a sub-catchment.
Imperviousness
This is the percentage of sub-catchment area covered by impervious surfaces such as
sidewalks and roadways or wherever rainfall cannot infiltrate into the surfaces.
Roughness Coefficient
The roughness coefficient reflects the amount of resistance that overland flow encounters as it
runs off of the sub-catchment surface. Per the San Diego County BMP Design Manual,
Appendix G, Table G.1-4, a default value of 0.012 is used on impervious areas and 0.1 for
pervious areas.
Infiltration Model
The infiltration model used for the proposed project is based on the Green-Ampt infiltration
model. Based on surface conditions and soils report, it was determined that the proposed
project site contains soil type D.
UDcontrols
LID controls are established to model storm water runoff collection, detention and/or
treatment. This project proposes to use of bio-retention for storm water treatment and runoff
collection. The bio-retention LID type contains an engineered soil mixture placed above a
gravel drainage bed. Further discussion can be found in Section IV of this report .
Each LID unit is constructed with a max longitudinal slope of 2%. Below is a chart denoting
the location, name and area of each LID:
[LID USAGE]
Within Area
Subcatchment: LIDID (sqft)
BMP-1 BIOFILTRATION-1 737.91
2 A default value of 4 is used for 'K', the upper limit on the watershed shape factor
8
... -.. --..
--... ----------------,.
--... ..
..
-...
-.. ---
SECTION III -CONTINUOUS SIMULATION OPTIONS
KINEMATIC WAVE ROUTING MODEL
This routing method solves the continuity equation along with a simplified form of the momentum
equation in each conduit. The latter requires that the slope of the water surface be equal to the slope of
the conduit.
The maximum flow that can be conveyed through a conduit is the full normal flow value. Any flow in
excess of this value, entering the inlet node, is either lost from the system or can pond atop the inlet
node and be re-introduced into the conduit as capacity becomes available.
Kinematic wave routing allows flow and area to vary both spatially and temporally within a conduit.
This can result in attenuated and delayed outflow hydrographs as inflow is routed through the channel.
However this form of routing cannot account for backwater effects, entrance/exit losses, flow reversal,
or pressurized flow, and is also restricted to dendritic network layouts. For this reason, the model does
not contain any conduits and utilizes storage nodes for runoff capture and release.
SIMULATION DATES
These dates determine the starting and ending dates/times of a simulation and are chosen based on the
rain data availability within the selected rain gauge.
Start analysis on 01/03/1951
Start Reporting on O 1/03/ l 95 l
End Analysis on 05/23/2008
TIME STEPS
Simulation dates are divided into intervals (time steps) at which computations will be analyzed. At
each time step SWMM performs runoff computation, routing computation and results reporting. Time
steps are specified in days and hours: minutes: seconds, except for flow routing which is entered as
decimal seconds.
CLIMATOLOGY
-Evaporation Data
The available evaporation data for the project is obtained from the BMP manual, Appendix G, Table
G.1-1: Monthly Average Reference Evapotranspiration by ETo Zone for use in SWMM Models for
Hydromodification Management Studies in San Diego County CIMIS Zone 4 (in/day).
January February March April May June
0.06 0.08 0.11 0.15 0.17 0.19
July August September October November December
0.19 0.18 0.15 0.11 0.08 0.06
9
---.. -..
-.. .. ..
---------.. --... ---.. ----...
-..
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SECTION IV -BIO-FILTRATION LID CONTROL PARAMETERS
LID controls are represented by a combination of vertical layers whose properties are defined on a
per-unit-area basis. This allows an LID of the same design but differing coverage area to easily be
placed within different sub-catchments of a study area. During a simulation, SWMM performs a
moisture balance that keeps track of how much water moves between and is stored within each LID
layer. If the bio-filtration basin is full and water is leaving the upper weir, the flow is divided in two
flows: the lower flow discharging from the bottom orifice directly draining to the point of compliance
and the upper flow is routed at the top of the bio-retention basin and after routing, discharged to the
point of compliance.
1. Surface
The Surface tab within the LID Control Editor establishes the constraints of the Biofiltration
LID at the surface. The parameters and default values are described below:
Storage Depth
When confining walls or berms are present, this is the maximum depth to which water can
pond above the surface of the unit before overflow occurs (in inches). The surface storage
depth for this project is set to the first outlet of the overflow riser. Any additional storage
capacity of the Biofiltration unit above the berm is modeled as a storage unit to ensure that the
full storage depth is routed through the pond and does not contribute to overland flow .
Vegetation Volume Fraction
Vegetation Volume Fraction is the fraction of the volume within the storage depth that is filled
with vegetation. This is the volume occupied by stems and leaves, not the surface area
coverage provided by the vegetation. According to San Diego County BMP Design Manual
this volume can be ignored. Therefore, the value of O for the vegetation volume fraction is
used.
Surface Roughness
Surface roughness is assigned to all DMAs using Manning's n value. LIDs are assigned to a
DMA and do not require the addition of a Manning's n value. Therefore, Manning's n value
for overland flow over the surface of a vegetative pond is O (n=O).
Surface Slope
Biofiltration and Sand-filtration are designed to detain storm runoff and contain no slope.
Thus, surface slope is considered O percent.
10
.. -.. --..
-.. .. -------.. -------..
,,.
... -
--....
-..
... ..
--
2. Soil
The Soil tab within the LID Control Editor describes the properties of the engineered soil
mixture used within the Biofiltration LID. The parameters and default values are described
below:
Thickness
Thickness of the soil layer in inches. Typical thickness ofa biofiltration is 18" .
Porosity
The volume of pore spaces relative to the total volume of soil (as a fraction). Per the BMP
design manual, the value is set to 0.40.
Field Capacity
The volume of pore water relative to total volume after the soil has been allowed to drain fully
(as a fraction). Per BMP design manual, the value is set to 0.20.
Wilting Point
Soil moisture content at which plants cannot survive below this value (as a fraction). Per BMP
design manual, the value is set to 0.1.
Conductivity
Hydraulic conductivity for fully saturated soil. Per BMP design manual, the value 5 in/hour.
Conductivity Slope
Rate at which conductivity decreases with decreasing soil moisture. Per BMP design manual,
the value is set to 5.
Suction Head
The average value of soil capillary suction along the wetting front (inches). This is designed as
the suction head for a soil mix after several years of bio-filtration life span. Per BMP design
manual, the value is set to 1.5 inches .
3. Storage
The Storage tab within the LID Control Editor describes the properties of the crushed stone or
gravel layer used in bio-filtration cells as a bottom storage/drainage layer. The parameters and
default values are described below:
Height
This parameter is the thickness of the gravel layer (inches). Gravel layer includes gravel and
filter course below the engineered soil mixture.
Void Ratio
The volume of void space relative to the volume of solids in the layer (as a fraction). Note,
void ratio= porosity/ (I+ porosity). Per BMP design manual, the value is set to 0.67 .
Seepage Rate
The rate at which water infiltrates into the native soil below the layer (in/hour). This is the
saturated hydraulic conductivity of the surrounding sub-catchment. Value is based on tests
II
------------.. --.. -------..
,_
, ..
... -,_
,_
-...
---
• ---
performed by the soils engineer. A value of zero was used per BMP design manual for
impermeable liner.
Based on percolation test conducted by the soils engineer, the soil type is C and D.
Clogging Factor
Total volume of treated runoff it takes to completely clog the bottom of the layer divided by
the void volume of the storage layer. ). Per BMP design manual, the value is set to zero.
4. Drain
The Drain tab within the LID Control Editor describes the properties of an optional undrain
system within the storage layer of the LID unit. The parameters presented in this tab are used
to determine the rate of flow through undrain. The parameters default values are described
below:
Flow Coefficient -C
Determines the restriction of flow on the underdrain orifice. To derive this value please see
explanation below:
Per SWMM "Drain Advisor":
"The user specifies ... volumetric flow rate (per unit area)":
Q q=-Aud
Where: q = volumetric flow,.!!... sec
Q = flow, cfs
Aud= surface area of LID
Per SWMM "LID Control Editor -Drain system":
Eq. 4.1
''The drain coefficient C and exponent n determines the rate of flow through a drain as a
function of the height of stored water above the drain's offset. The following equation is used
to compute this flow rate (per unit area of the LID unit)":
Eq. 4.2
Where: q = volumetric flow,.!!... sec
Cd= drain coefficient, unitless
h = ponding height above orifice, in
n = typical value for n is 0.5 (makes drain act like an orifice)
12
--.. ..
---------------..
-..
..
-
-
, ..
... ..
--..
, ..
---.. -
Standard orifice equation:
Q = C0 A0 ,.J2gh Eq. 4.3
Where: Q = flow, cfs
C0 = orifice coefficient, unitless
A0 = cross-sectional area of orifice, in
h = ponding height above orifice, in
g = gravity, 32.2 1\ sec
Converting orifice equation into volumetric flow per unit area of LID element:
Q C0 A0 ,.J2gh =-~-=q Eq.4.4
Alid Alid
Equations 4.2 and 4.3 are now in similar terms and can be compared:
0 5 C0 A0 ,.J2gh Cdh · = ----'---Eq. 4.5
Aud
The height on both sides of the equation are similar and can be factored out:
,,,:; Ao
Cd = Co,,; "Y -A
lid
With an orifice coefficient of 0.6, equation 4.6 yields:
Ao Cd= 60046*-
Aud
Eq.4.6
Eq. 4.7
An example for use of Equation 4.7 can be found in the slotted drain example within the
SWMM Drain Advisor (EPA SWMM 5.1 Help/Contents/Reference/Special Dialog Forms/LID
Editors/LID Control Editor/LID Drain System/Drain Advisor). The underdrain coefficient
used for each LID within this project is listed below:
• .E • ~ 0 ~. ~ "' "' " " ~ • Cl 1;j u E u 0 <(-=-" J!! .c "' ~ Cl~ .il z "-u u
Cl :J "' ·c: Cl :J 0 ::::,
BMP-1 BIOFILTRATION-1 737.91 0.625 0.173369
Flow Exponent -n
Establishes the underdrain characteristics. The outlets for each biofiltration LID are designed
to function as an orifice. Thus, the value is set to 0.5, per SWMM Help file.
13
---------..
--... ------..
---------...
---...
--
·--
Offset Height -Hct
Distance from the bottom of the Storage layer to the invert of the drain outlet (inches). For this
project, the offset value is set to 3 inches.
SECTIONV-SWMM Hydraulic Components
SWMM contains a flexible set of hydraulic modeling capabilities used to route runoff and external
inflows through a storm drain network, channels, storage and diversion structures. The components
used within this model are described below:
1. Orifice Links
An orifice link provides a connection type between two nodes within SWMM. The orifice can
either be circular or rectangular shaped. For this study, the orifice link is used to represent the
opening along the side or bottom of the storage node that serves as an outlet. The orifice link
connects the upstream storage node to the outfall.
A circular shaped orifice was selected to drain the surface storage in each bio-filtration LID
and two detention pipes in this study.
2. Weir Links
A weir link, much like an orifice link, provides a connection between two nodes within
SWMM and provides an option to model outlet and diversion of flows within the drainage
system. There are several varieties of weirs available within SWMM. However, this study
utilizes only the transverse weir to represent the overflow outlet in the bio-filtration LID
storage node and the rectangular-shaped weir to represent the outlet of the detention pipe at the
cleanout box.
SECTION VI -Running the simulation
In general, the Run time will depend on the complexity of the watershed being modeled, the routing
method used, and the size of the routing time step used. The larger the time steps, the faster the
simulation, but the less detailed the results.
MODEL RESULTS
SWMM' s Status Report summarizes overall results for the 58-yr simulation. After the simulation run
completes successfully, the mass continuity errors for runoff, flow routing, and pollutant routing is
displayed in the Run Status window. These errors represent the percent difference between initial
storage + total inflow and final storage + total outflow for the entire drainage system. If the values
exceed some reasonable level, such as 10 percent, then the validity of the analysis results must be
questioned. This simulation produced a runoff continuity error -5.17% and the flow routing continuity
error 0.00% and is within reasonable error to determine this study to be valid.
14
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------.. .. .. --
---... .. ..
In addition to the system continuity error, the Status Report produced by a run lists those nodes of the
drainage network that have the largest flow continuity errors. If the error for a node is excessive, then
one should first consider if the node in question is of importance to the purpose of the simulation. If it
is, then further study is warranted to determine how the error might be reduced. For this study all node
errors were within range of what is reasonable .
The SWMM program ranks the partial duration series, the exceedance frequency and the return
period. They are computed using the Weibull formula for plotting position. See the flow duration
curve and peak flow frequency on the following pages.
SECTION VII -ANALYSIS RESULTS
DEVELOPMENT OF THE FLOW DURATION STATISTICS
The flow duration statistics are also developed directly from the SWMM binary output file. It should
be noted right from the start that the "durations" that we are talking about in this section have nothing
to do with the "storm durations" presented in the peak flow statistics section. Other than using the
same sequence of letters for the word, the two concepts have nothing to do with each other and the
reader is cautioned not to confuse the two. The goal of the flow duration statistics is to determine, for
the flow rates that fall within the geomorphologicaly significant range, the length of time that each of
those flow rates occur. Since the amount of sediment transported by a river or stream is proportional
to the velocity of the water flowing and the length of time that velocity of flow acts on the sediment,
knowing the velocity and length of time for each flow rate is very useful.
METHODOLOGY
The methodology for determining the flow duration curves comes from a document developed by the
U.S. Geological Survey (USGS). The first stop on the journey to find this document was a link to the
USGS water site (http://www.usgs.gov/water/). This link is found in Appendix E (SDHMP
Continuous Simulation Modeling Primer), found in the County Hydromodification Management
Plan3. On this web site a search for "Flow Duration Curves" leads to USGS Publication 1542-A,
Flow-duration curves, by James K. Searcy 1959 (http://pubs.er.usgs.gov/publication/wspl542A). In
this publication the development of the flow duration curves is discussed in detail.
In Pub 1542-A, beginning on page 7 an example problem is used to illustrate the compilation of data
used to create the flow duration plots. On page 8 a completed form 9-217-c form shows the monthly
tabulation of flow rates for Bowie Creek near Hattiesburg, Miss. For each flow range the number of
readings is tabulated and then the total number of each flow rate is totaled for the year. It should be
noted that while this example is for a stream with a minimum flow rate of IO0cfs, for the purposes of
run-off studies in Southern California the minimum flow rate of zero (0) cfs is the common low flow
value. Once each of the year's data has been compiled the summary numbers from each year are
3 FINAL HYDROMODIFICATION MANAGEMENT PLAN, Prepared for County of San Diego, California, March 2011, by Brown
and Caldwell Engineering of San Diego.
(http:ljwww.projectcleanwater.org/images/stories/Docs/LDS/HMP/0311 SD HMP wAppendices.pdf)
JS
-
transferred to form 9-217-d. On this form the total number of each flow rate is again totaled and the
percentage of time exceeded calculated (as will be explained later under the discussion of our
calculations). Once the data has been compiled a graph of Discharge Rate vs. Percent Time Exceeded
is developed. As will be explained in the next section, the use of these curves leads to the amount of
time each particular flow can be expected to occur (based on historical data).
HOW TO READ THE GRAPHS4
Figure l shows a flow duration curve for a hypothetical development. The three curves show what
percentage of the time a range of flow rates are exceeded for three different conditions: pre-project,
post-project and post-project with storm water mitigation. Under pre-project conditions the minimum
geomorphically significant flow rate is 0.10 cfs (assumed) and as read ·from the graph, flows would
equal or exceed this value about 0.14% of the time ( or about 12 hours per year) (0.0014 x 365 days x
24 hour/day). For post-project conditions, this flow rate would occur more often -about 0.38% of the
time (or about 33 hours per year) (0.0038 x 365 days x 24 hour/day). This increase in the duration of
the geomorphically significant flow after development illustrates why duration control is closely
linked to protecting creeks from accelerated erosion.
o,so
070
O&O +
--.-lmperi,ious Flow (cfs)
----Pre.Project Flow (cfs)
----Post.Project Mitigated Flow (crs)
--Pre-Project 0.205
--Pre.Project 0 10
-----__ __J ______ L ____ _
0 !',1) i i
'if
i 040 • a r
~
030 ...
0-20
0 ,o
000
0.00 0.05 0.10 0.15 0.25 030 035 0.40
Figure 1. Flow Durotion Series Salis tics for a Hypotl«ia,/ 06 velopment Samaria
4 The graph and the explanation were taken directly from Appendix E of the Hydromodification Plan
16
---.. .. .. .. .. ------------.. ----------.. .. ..
-
-.. -
DEVELOPMENT OF FLOW DURATION CURVES
The first step in developing the flow duration curves is to count the number of occurrences of each
flow rate. This is done by first rounding every non-zero flow value to an appropriate number of
decimal places (say two places). This in effect groups each flow into closely related values or "bins"
as they are referred to in publication 9-217d. Then the entire runoff record is queried for each value
and the number of each value counted. The next step is to enter the results of the query into a grid
patterned after form 9-217d. The data is entered in ascending order starting with the lowest flow first.
The grid is composed of four columns. They are (from left to right) Discharge Rate, Number of
Periods (count), Total Periods Exceeding (the total number of periods equal to or exceeding this
value), and Percent Time Exceeded. Starting at the top row (row 1), the flow rate (which is often
times zero) is entered with the corresponding number of times that value was found. The next column
is the total number of values greater than or equal to that flow rate. For the first flow rate point, by
definition all flow rate values are greater than or equal to this value, therefore the total number of
runoff records of the rainfall record is entered here. The final column which is the percent of time
exceeded is calculated by dividing the total periods exceeded by the total number of periods in the
study. For the first row this number should be 100%
For the next row (row 2), the flow rate, and the flow rate count are entered. The total number of
periods exceeding for row 2 is calculated by subtracting Number of Periods of row 1 from the Total
Periods Exceeding of line 1. This result is entered in the Total Periods Exceeding on row 2. As was
the case for line 1, the final column is calculated by dividing the total periods exceeded by the total
number of periods in the study. For the second row this number should be something less than 100%
and continually decrease as we move down the chart. If all the calculations are correct, then
everything should zero out on the last line of the calculations .
The final step in developing the flow duration curves is to make a plot of the Discharge Rate vs. the
Percent Time Exceeded. For the purposes of this report, the first value corresponding to the zero flow
rate is not plotted allowing the graph to be focused on the actual flow rate values.
THE FLOW DURATION ANALYSIS
The Peak Aow Statistics analysis is composed of the following series of files:
1. The Flow Duration Plot
2. Comparison of the Un-Mitigated Flow Duration Curve to the Pre-Development Curve
(Pass/Fail)
3. Comparison of the Mitigated Flow Duration Curve to the Pre-Development Curve (Pass/Fail)
4. The calculations for the Pre-Development flow duration curve development (USGS9217d)
5. The calculations for the Post-Development flow duration curve development (USGS9217d)
6. The calculations for the Mitigated flow duration curve development (USGS9217d)
THE FLOW DURATION PLOT
The Aow Duration Curves Plot is the plotting of all three (pre, un-mitigated and mitigated) sets of
Discharge Rate vs. the Percent Time Exceeded data point pair lists. In addition to these curves
horizontal lines are plotted corresponding to the Q10 and Q11 (low flow threshold) values. Within the
17
""
Ill ..
Ill -..
"" ..
"" ..
... .. ---------..
-...
.. ..
-..
-..
-
, .. .. -
-
geomorphically significant range (Q10 -Qlf) one can see a visual representation of the relative
positions of the flow duration curves. The flow duration curves are compared in an East/West
(horizontal) direction to compare post development Discharge Rates to pre-development Discharge
Rates. The pre-development curve is plotted in blue, the unmitigated curve is plotted in red, and the
mitigated curve is plotted in green. As long as the post development curve lies to the left of the pre-
development curve (mostly5), the project meets the peak flow hydromodification requirements .
PASS/FAIL COMPARISON OF THE CURVES
The next two sets of data are the point by point comparison of the post-development curve(s) and the
pre-development curve. The Pass/Fail table is helpful in determining compliance since the plotted
lines can be difficult to see at the scales suitable for use in a report. Each point on the post-
development curve has a corresponding "Y" value (Flow Rate), and "X" value(% Time Exceeded).
For each point on the post development curve, the "Y" value is used to interpolate the corresponding
Percent Time Exceeded (X) value from the pre-development curve. Then the Post-development
Percent Time Exceeded value is compared to the pre-development Percent Time Exceeded value.
Based on the relative values of each point, pass/fail criteria are determined point by point.
For each set of data, the upper right hand header value shows the name of the file being displayed ( ex.
flowDurationPassFailMitigated.TXT). The first line of the file shows the name of the SWMM output
file (* .out). The next line shows the time stamp of the SWMM file that is being analyzed. The time
stamps of all of the report files should be within a minute or two of each other, otherwise there may
have been tampering with the files. Each report run creates and prints all of the files and reports at
one time so all the time stamps should be very close.
The first column is the zero based number of the point. The next two columns show the post
development "X" and "Y" values. The next column shows the value interpolated between the two
bounding points on the pre-development curve. The next three columns show the true or false values
of the comparison of the two "X" values. The last column shows the resultant pass or fail status of the
point. There are three ways a point can pass. They are:
1. Qpost being outside of the geomorphically significant range Qlfto Ql0
2. Qpost being less than Q pre
3. Qpost being less than 110% of the value of Qpre if the point is between Qlf and Ql0
There are two ways that a point can fail. They are:
4. Qpost being greater than 110% of Qpre if the point is between Qlf and Ql0
5. If more than 10% of the points are between 100% and 110% of Qpre for the points between
Qlfand Ql0
A quick scan down the last column will quickly tell if there are any points that fail.
At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page
number/number of pages for the specific set of data (not the pages of the report!). Each new set of
5 See hydromodification limits for exceedance of pre-development values
18
-.. -----------.. .. .. -------.. -..
-..
-.. .. ---
--..
data has its own page numbering. Between the file name in the header row and the page numbering in
the footer row, the engineer can readily scan the document for the data of interest.
As was described under the peak flow section, is the responsibility of the reviewing agency to confirm
that the data sets presented are valid results from consistent calculations, and that any and all results
can be duplicated by manual methods and achieve the same results. In light of these goals, the plan
checker is invited to consider the following tasks as part of the plan check process. Compare the Data
Stamps for Each of the Statistics Files Used In This Analysis.
As was described in the Peak Flows section, all report files should have time stamps that are nearly
identical. If the time values are more than a few minutes apart then the potential for inconsistent
results files should be investigated.
VERIFYING THE FLOW RATE COUNTS
For each of the pre, un-mitigated and mitigated flow duration tables, a few randomly selected flow
value counts should be checked against the values taken directly from the SWMM file. This can be
done by opening the corresponding SWMM file, selecting the outfall node, selecting
Report>Table>By Object, Setting the time format to Dateffime, selecting the appropriate node value,
and clicking the OK button to generate a table of the date/timeffotal Inflow values. Next step is to
click in the left most header row of the SWMM table which will select the entire table. Now from the
main menu select Edit>Copy To>Clipboard. Now open a new blank sheet in MS Excel (or suitable
spread sheet program) select cell Al and paste the results from the clipboard into the spread sheet.
Now sort the values based on the Total Inflow column. This will group all the flow values together
enabling the number of occurrences of each value to be counted. At this point the a few (or all) of the
counts on the various USGS9217 d.txt files can be verified. Manually Verify That the Percent
Exceeded Values (form USGS9217d) are Correctly Calculated
The discharge rates and counts are confirmed as was described above. The top row should be the
smallest runoff value (0.00 cfs usually). Total Periods Exceeding of the first line should be the total
number of rainfall records in the study. The percentage of Time Exceeding should be the total periods
Exceeding divided by the total number of rainfall records in the study (100% for the first line). For
each successive discharge rate, the total periods exceeding for the current line should be the total
periods exceeding from the line above minus the number of periods from the line above. The number
of periods and the number of periods exceeding should zero out at the last line.
COMPARE PLOTTED CURVES TO TABLE DATA
Randomly check a few of the plotted points against the values verified above.
Verify by Observation that the plotted values of QIO and Qlf are reasonable.
Verify that the correct values for each of these return periods are plotted correctly on the graph.
19
----------.. ----,_
-.. .. -.. ----..
---
... -... --..
--
DEVELOPMENT OF THE PEAK FLOW STATISTICS
The peak flow statistics are developed directly from the binary output file produced by the SWMM
program. The site is modeled three ways, Pre-Development, Post-Development-Unmitigated, and
Post-Development-Mitigated. For each of these files a specific time period differentiating distinct
storms is chosen. The SWMM results are extracted and each flow value is queried. The majority of
the values for Southern California sites are zero flow. As each successive record is read, as soon as a
non-zero value is read the time and flow value of that record are recorded as the beginning of an
event. The first record is automatically recorded as the "tentative" peak value. As each successive
non-zero value is read and the successive flow value is compared to the peak value and the greater
value is retained as the peak value of the storm. As soon as a successive number of zero values equal
to the predetermined storm separation value, then the time value of the last non-zero value is recorded
as the end of the storm, the duration of the storm is the difference between the end time and the start
time, and the peak value is recorded as the highest flow value between the start and end times.
Once the entire SWMM output file is read all of the distinct storm events will have been recorded in a
special list. The storms will be in the order of their occurrence. To develop the peak flow statistics
table the first step is to sort the storms in descending order of the peak flow value. Once the list is
sorted then the relative rank of each storm is assigned with the highest ranking storm being the storm
with the highest peak flow. There are several methods that can be used to determine which storm
should be ranked above another equally valued storm. For the purposes of these studies an Ordinal
ranking is used so that each storm has a unique rank number. Where two or more storms have equal
flow values, the earlier storm is assigned the higher rank. This is done consistently throughout the
storm record. Since we are only looking at peak flow statistics, it is assumed that the relative ranking
of individual (but equal) storms is irrelevant to the calculations .
The exceedance frequency and return period are both computed using the Weibull formula for plotting
position. Therefore, for a specific event the exceedance frequency F and the return period in years T
are calculated using the following equations6:
F=ml(nR+l) and T=n+l/m
Where m is the event's rank, nR is the total number of events and n is the number of
years under analysis.
Once the Peak flow statistics table is complete, a plot of Return Frequency vs. peak flow is created.
All three conditions (pre, post and mitigated) are plotted on the same plot.
THE PEAK FLOW STATISTICS ANALYSIS
The Peak Flow Statistics analysis is composed of the following series of files:
1. The Peak Flow Frequency Plot
2. The Comparison of the Un-Mitigated Peak Flow Curve to the Pre-Development Curve
(Pass/Fail)
3. The Comparison of the Mitigated Conditions Curve to the Pre-Development Curve (Pass/Fail)
6 Pg 169-170 STORM WATER MANAGEMENT MODEL APPLICATIONS MANUAL, EPA/600/R-09/000 July 2009
20
... -.. ---.. ----... .. --
--------------.. ..
-
---.. -
4. The Peak Flow Statistics Calculation for the Pre-Development Curve.
5. The Peak Flow Statistics Calculation for the Un-Mitigated Curve.
6. The Peak Flow Statistics Calculation for the Mitigated Curve.
THE PEAK FLOW FREQUENCY PLOT
The Peak Flow Frequency Curves are the plotting of all three (Pre, Un-Mitigated and Mitigated) sets
of return Period vs peak flow data point pair lists. In addition to these curves horizontal lines are
plotted corresponding to the Q10, Qs, Qz and Q11 (low flow threshold) values. Within the
geomorphically significant range (Q10 -Q11) one can see a visual representation of the relative
positions of the peak flow curves. The peak flow curves are compared in a North/South (vertical)
direction to compare post development peak flows to pre-development flows. The Pre-Development
curve is plotted in blue, the unmitigated curve is plotted in red, and the mitigated curve is plotted in
green. As long as the post development curve lies below the pre-development curve (mostly7), the
project meets the peak flow hydromodification requirements.
PASS/FAIL COMPARISON OF THE CURVES
The next two sets of data are the point by point comparison of the post-development curve(s) and the
pre-development curve. The Pass/Fail table is helpful in determining compliance since the plotted
lines can be difficult to see at the scales suitable for use in a report. Each point on the post-
development curve has a corresponding "X" value (Recurrence Interval), and "Y" value (Peak Flow).
For each point on the post development curve, the "X" value is used to interpolate the corresponding
peak flow value from the pre-development curve. Then the Post-development peak flow value is
compared to the pre-development peak flow value. Based on the relative values of each point,
pass/fail criteria are determined point by point.
For each set of data, the upper right hand header value shows the name of the file being displayed (ex.
peakFlowPassFailMitigated.TXT). The first line of the file also shows this value. The next line
shows the time stamp of the file that is being analyzed. The time stamps of all of the report files
should be within a minute or two of each other, otherwise there may have been tampering with the
files. Each report run creates and prints all of the files and reports at one time so all the time stamps
should be very close. It should be noted that the SWMM.out files will not have related time stamps
since each file is developed independently.
The first column is the zero based number of the point. The next two columns show the post
development "X" and "Y" values. The next column shows the value interpolated between the two
bounding points on the pre-development curve. The next three columns show the true or false values
of the comparison of the two "Y" values. The last column shows the resultant pass or fail status of the
point. There are three ways a point can pass. They are:
1. Point is outside of the geomorphically significant range Qw -Q11
2. Qpost being less than Q pre
7 See hydromodification limits for exceedance of pre-development values
21
-1111 .. .. -..
-... -
M ---------------
, ..
---
-------
, . ..
3. Qpo,r being less than 110% of the value ofQpre if the point is between Q5 and Q108
There are four ways that a point can fail. They are:
1. Qpo,r being greater than Qpre if the point is between Q11 and Q5
2. Qpo,1 being greater than 110% ofQp,-if the point is between Q11and Q10
3. If more than 10% of the points are between 100% and 110% of Qp,e for the points between Q5
andQ10
4. If the frequency interval for points> 100% ofQp,e is greater than 1 year for the points
between Q5 and Q10
A quick scan down the last column will quickly tell if there are any points that fail.
At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page
number/number of pages for the specific set of data (not the pages of the report!). Each new set of
data has its own page numbering. Between the file name in the header row and the page numbering in
the footer row, the engineer can readily scan the document for the data of interest.
THE PEAK FLOW STATISTICS CALCULATIONS
There are three sets of data for the Peak Flow Statistics calculations (Pre-Development, Un-Mitigated,
and Mitigated). As was the case for the pass/fail data, the upper right hand comer of each sheet has
the file name. The first row of the data is the SWMM file name. The second row is the SWMM file
time stamp of the file being analyzed. The 4th, 5th, and 6th rows are the calculated values for QIO,
QS, and Q2. These values are derived by linear interpolation between the nearest bounding points in
the listing. While the relationship between the points in the peak flow analysis is not technically a
linear relationship, the error introduced in using linear interpolation between such relatively close data
points is assumed to be irrelevant. Finally, the footer row shows the report time and the page/number
of pages of the data set.
As was previously discussed, each storm listed was determined by reading the flow values directly
from the binary output file from the SWMM program. The storms were then sorted in descending
order of peak flow values. Then each storm was assigned a unique rank, then the Frequency and
Return Period were calculated using Weibull formulas. Every discharge value for the entire rainfall
record is listed in each of these lists. It should be noted that the derivation of these peak flow statistics
values use full precision (i.e. no rounding off) of the SWMM output values. Since the precision of the
calculations may not be the same as the SWMM program uses, and also the assignment of rank to
values of equal peak flow value may differ slightly from the way SWMM calculates the tables, minor
variances in the data values and/or the order of storms can be expected.
Finally, as was previously stated, the values of the Return Period were plotted vs. the peak flow values
to develop the peak flow frequency curves.
8 See section on how a point can fail point number 3 hereon
22
--.. -.. -.. --... ---..
--------.. ..
-..
... ...
-.. -.. ..
·------
VERIFYING A FEW RANDOM STORM STATISTICS
For each of the Pre, Un-mitigate and Mitigated peak flow statics tables, a few randomly selected
storms should be checked against the values taken directly from the SWMM file. This can be done by
opening the corresponding SWMM file, selecting the outfall node, selecting Report>Table>By
Object, Setting the time format to Date/Time, selecting the appropriate node value, and clicking the
OK button to generate a table of the date/time/Total Inflow values. Now scroll down the list to the
start date and time of the randomly selected storm. Verify that the start date, end date, and the highest
flow value between the start and end date correspond to the values shown in the statistics table. Do
this for a few storm to verify that the data corresponds to the SWMM output file. Verify by hand a
few of the frequency and return period values.
COMPARE PLOTTED CURVES TO TABLE DATA
Randomly check a few of the plotted points against the values found in the Peak Flow Frequency
Tables .
Verify by Observation that the values of QIO, Q5, Q2 and Qlf are reasonable.
For each value shown on the reports, verify that the value shown for say QIO is in between the next
higher return period and the next lower period. Also verify that the correct values for each of these
return periods are plotted correctly on the peak flow frequency graph.
MANUALLY VERIFY THAT THE PASS FAIL TABLE IS CORRECTLY CALCULATED
Select at random several points on each of the pass/fail tables to verify that the values for post X/Y
and interpolated Y look reasonable. Also check that the various test results are shown accurately in
the chart and also the final pass/fail result looks accurate.
DRA WDOWN TIME OF BIO-FILTRATION SURFACE PONDING
The general equation used for drawdown time for surface ponding is derived by utilizing SWMM's
underdrain coefficient (C factor). To derive the equation, the change in water volume with respect to
time is set equal to the standard orifice equation found in the County Hydraulics manual:
Eq. 6.1
Where: q = flow, cfs
dh = change in ponding height above orifice, in
dt = change in time to drain, hr
n = porosity (set to 1 for surface layer)
A0 = cross-sectional area of orifice, in
C0 = orifice coefficient, unitless
A0 = cross-sectional area of orifice, in
g = gravity, 32.2 1\ sec
Substituting I for porosity and rearranging Eq. 6.1 we get:
23
.. .. ...
-..
.. .. .. -.. .. --.. -
... -----
-..
-
, ..
...
--
-----...
Eq. 6.2
Solving the definite integral height from h1 to h2 and drain time from zero to an ultimate time (T):
J,h=h2 f t=T CoAofig
h-0·5 dh = -~-dt
h=hl t=O Ap
J,h=h2 f t=T CoAofig h-0-5dh = -~-dt
h=hl t=O Ap
CoAofig 2(Vh'2. -ill) = Ap (T)
CoAoJZg (in°·5
) Per Eq 4.6: C = -----'---Ap hr
2n( ill -ill) = C (T)
2n(,JTiz-,/Til)
T = C (hr) Eq. 6.3
Where: T = Ultimate time to drain change in head, hr
C = SWMM underdrain coefficient
h1 = head above the underdrain orifice at bottom of surface, in
h2 = beginning head above the underdrain orifice at surface, in
Each Biofiltration LID is analyzed to determine its surface draw down time and results are presented
below:
• C: ~ Q) • Q) Q 0 '-' • rl • '"' . -~ Q ~ ~ ·rl 0 CJ -
<( u ~ 0 0 -rl "O "' ~ "' C: C: .µ C: C: ·rl ::;; 0 -<I) •rl <I) •rl <fl ·rl 0 ~ "-' "' ::J u "' ~ -0 "' -"' --<I) ~ ~ 0 "' -0 <fl :::,
BMP-1 BIOFILTRATION-1 0.173369 6 18 12 0.4 6.0
24
•
SECTION VIII -SUMMARY AND CONCLUSION
The analysis is performed over a site that is approximately 0.44 acres in pre-developed condition and
in post-developed and is planned for hotel use. Runoff from the proposed project is treated through
biofiltration basins and modeled within SWMM as a biofiltration LID. One point of compliance
(POC) is used in the analyzation of the pre and post development conditions. POC-A is located at the
west side of project site. The hydromodification calculations are performed using Version 5 .1 of the
EPA's Storm Water Management Model (SWMM). The results from SWMM on both the pre and post
developed conditions are analyzed and shown in the Figure 9.1 and 9.2 below.
As shown in Figure 9 .1, the proposed development does not increase the peak flow frequency of the
low flow, 2-year flow, 5-year flow or 10-year flow. Figure 7.2 shows that the flow duration curve for
the existing condition is 16.0 hours ( 0.183%x365 daysx24 hour/day= 16.0 hours) and the proposed
development is increased by only 14.0 hours (0.160%x365daysx24 hour/day= 14.0 hours).
Therefore, it is concluded that the duration of the geomorphically significant flow after development
is reduced to or smaJler than that of the pre-development and no adverse effect impacting the
downstream.
-J!? CJ -~ 0 u::
.¥. ca Cl> Q.
0.4
0.3
0.2
0.1
Peak Flow Frequency Curves
· -Pre Development
-Poat Development Mitigated
_.,_ 010 (0.287cfs)
_.,_ as (0.275cfa)
-----~---~-----------------Q2(0.210cfa) 0.0 ~---+--+--+--+--+--+--+--+--+--+-__________ .,._.,,.......,,_a....,~ ....... <o....,.0_21 ..... 0ct __ •l......-.......-....,..........
0 10 20 30 40 50 60
Return Period (Years)
Figure 9. I Peak F/oiv Frequewy Cun·es for hoth pre a11d post del'elop111e111 cn11dirio11s
25
-
0.3
0.2 -J!? u -Q) -0.1 ca 0::
~ 0 i:i:
0.0
-0.1
Flow Duration Curves
-Pre Development
010 (0.287cls)
•,·
Flow Duration Pre0evetopment•365(days)x24(hr/day)x0.183(%)•16.0(hou,-/year)
Flow Duration Mitigated Post Development=365(days)x24(hr/day)x0.160(%)=14.0(hours/yeer)
0.00 0.05 0.10
(%) Percent Time Exceedance
Figure 9. 2Flmv D11rarin11 Curves
-Post Development Millgaled
~ Qlf(0.0210cfs)
~ ~ 0 0
0.15
26
I
Attachment A
SWMM DRAINAGE MANAGEMENT AREA MAP
SEE MAP IN BACK OF REPORT
I
Attachment B
SWMM STATISTICS ANALYSIS, FLOW DURATION CURVE AND PASS/FAIL TABLE
Excel Engineering
STATISTICS ANALYSIS OF THE
SWMM FILES FOR:
DISCII ARGE NODE: POC-A
ANALYSIS DETAILS
Statistics Selection: Nodes/Total Inflow
Stream Susceptibility to Channel Erosion : High (Qlf = {0.1)Q2)
Assumed time between storms (hours): 24
PRE-DEVELOPMENT SWMM FILE
SWMM file name: V:\17\17040\Engineering\Concepts\STORM\SWM M\17040-PREDEV.out
SWMM file time stamp: 11/14/2017 2:14:36 PM
Selected Node to Analyze: POC-A
POST-DEVELOPMENT MITIGATED SWMM FILE
SWMM file name: V:\17\17040\Engineering\Concepts\STORM\SWMM\17040-MIT-B.out
SWMM file time stamp: 11/17/2017 11:22:25 AM
Selected Node to Analyze: POC-A
tlllTIGATED CONDITIONS RESULTS
For the Mitigated Conditions:
Peak Flow Conditions PASS
Flow Duration Conditions PASS
The Mitigated Conditions peak flow frequency curve is composed of 793 points. Of the points, 1 point(s) are above
the flow control upper limit (Ql0), 610 point(s) are below the low flow threshold value (Qlf). Of the points within
the flow control range (Qlf to Ql0), 182 point(s) have a lower peak flow rate than pre-development conditions.
These points all pass. There are no points that failed, therefore the unmitigated conditions peak flow
requirements have been met.
The Mitigated Conditions flow duration curve is composed of 100 flow bins (points) between the upper flow
threshold (cfs) and lower flow threshold (cfs). 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 flow value. Comparing the post-
development flow duration curve to the pre-development curve, 98 point(s) have a lower duration than pre-
development conditions. These points all pass. There are no points that failed, therefore the unmitigated
conditions flow duration requirements have been met.
V·\ 17\ 17040\ Eogineeri ng\Concepts\STORM\SWMM\Statistics Reports\ POC-1 \Statistics Results-POC-1 pdf
11/17/2017 11:25:18 AM software version: 1.0.6103.20271
Excel Engineering
Peak Flow Frequency Curves
0 4 ••• • • • • • • • • • • • • •' • • • • • • • • • • • • •, • • • • • • • • • • • • • f • • • • • • •••••••I•••••••••••••\••••'•••'••••\.•••• .
0.3 -J!! CJ -~ 0 -0.2 LL
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·· · · · · · · · · · · · · : · · · · · · · · · · · · · : · · · · · · · · · · · · · : · · · · · · · · · · · · · : · · · · · · · · · · -Pre Development
-Post Development Mitigated
-¼-010 (0.287cfs)
-¼-as (0.275cfs)
------~,-------..--------,--------,-----~-¼-02 (0.210cfs) 0.0 -¼-Qlf (0.0210cfs)
0 10 20 30 40 50 60
Return Period (Years)
i I I I I I I I I I I a I I I f I I f I I I I I 1 I I I I I I I I I I I I I I
Excel Engineering peakFlowPassFailMitigated.TXT
Compare Post-Developm~nt G_urve to Pre-Development Curve_ ------
post-development-SW MM file: V:117117040\Engineering\Concepts\STORM\SWMM\ 17040-Mln'i.out --
post-development time stamp: 11/17/201711 :22:25 AM ----
----
---
Compared to:
pre-development SWMM file: V:117117040\Engineering\Concepts\STORM\SWMM\ 17040-PREDEV.out ---
pre-development time stamp: 11/14/2017 2:14:36 PM --
I
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28 2.00 T 0.12 0.21 TRUE FALSE FALSE Pass-Qpost < Qpre
29 1.93 o_ 11 0.21 TRUE FALSE FALSE Pass-Qpost < Qnre
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11/17/2017 11:25 AM 1/20
; i I I i l I I I I I I a I i t I I I I I I I I I I I I I I I I I r 1 I I
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11/17/2017 11:25 AM 2/20
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1 102 I 0.56 0.03 011 TRUE_, FALSE FALSE ,Pass-Qpost<Opre
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----
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117 0.49 0.03 0.10 -I TRUE FALSE FALSE Pass-_Ql>Qst < Qpre
-----
11/17/2017 11:25 AM 3/20
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• I i l • I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
Excel Engineering peakFlowPassfailMitigated.TXT
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---
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11/17/2017 11:25 AM 4/20
I I I I J I I I I I I I I I I I I I l I I I I I I I I I I I I I I I I f I
Excel Engineering peakFlowPassFailMitigated.TXT
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201 Q.29 0.02 0.06 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
-
11/17/2017 11:25 AM 5/20
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I i l I i • I I I I i I i I I I I I I I I I I I I I I I I I I I I I I I
Excel Engineering peakFlowPassFailMitigated.TXT
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--
-
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11/17/2017 11:25 AM 6/20
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' I i I I I I ' . t I I I I I i • I I I l I I I I I I I I I I J I I I I I
Excel Engineering peakFlowPassFailMitigated.TXT
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284 0.20 I 0.01 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
285 0.20 0.0, 0.02 FALSE FALSE FALSE Pass-Qpost Below Flow G_ontrol Threshold
-
11/17/2017 11:25 AM 7/20
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I I i I l • I I I I I a a I I I I I I I I I I I I I I I I I I I I I I I I I
Excel Engineering peakFlowPassFailMitigated.TXT
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11/17/2017 11:25 AM 8/20
I l ~ I I J I j I I I i l t I I I I I I I I I I r J I I I I I I I I I I I I
Excel Engineering peakFlowPassFailMitigated.TXT
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340 : 0.17 0.01 1 0.00 FALSE FALSE FALSE ,Pass-Qpost Below Flow Control Threshold I
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345 -0.17 0.01 _ 0.00 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
346 0.17 0.01 0.00 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
347 0.17 0.01 0.00 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
348 0.17 0.01 0.00 FALSE --+ __ FALSE FALSE Pass-QpostBelowFlowControlThreshold
349 0.17 0.01 0.00 FALSE FAlSE FALSE P-ass-Qpost Below Flow Control Threshold._ __ _,
350 0.17 I-0.01 0.00 FALSE FALSE FALSE . Pass-Qpost Below Flow Control_ Threshold
1----=35~1 0.17 . 0.01 0.00 FALSE --1--==FALSE FALSE Pass-Qpost Below Flow Control Threshold
352 0.16 0.01 0.00 --'I FALSE FALSE FALSE Pass-O!)()SI Below Flow Control Threshold
1---~3=53 0.16 0.01 0.00 _ FALSE ~FALSE FALSE Pass-Qpost Below Flow Control Threshold
354 0.16 0.01 0.00 FALSE ---~FALSE FALSE Pass-Q!)()st Below Flow Control Threshold
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356 0.16 0.01 0.00 FALSE -~FALSE FALSE 'Pass-QJl()St Below Flow Control Threshold~----l
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358 0.16 0.01 0.00 FALSE FALSE FALSE 'Pass-Qpost Below Flow Control Threshold
~ 359--0.16 0.01 0.00 FALSE FALSE FA_ LSE Pass-Qpost B-elow Flow Control Thresh_old 1
0 0.16 0.01 0.00 FALSE FALSE , FALSE Pass-Qpost Below Flow Control Threshold
1 0.16 0.01 __ '-_ 0.00 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
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-363 0.16 0.01 0.00 FALSE FALSE FALSE -Pass-Qpost Below Flow Control Threshold
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I---368 0.16 0.01 0.00 FALSE _____ FALSE FALSE Pass-Qpost Below Flow Control Threshold
369 0.16 0.01 0.00 FALSE FALSE FALSE · Pass-Qpost Below Flow Control Threshold
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Excel Engineering peakFlowPassFailMitigated.TXT
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380 0.15 0.01 ____ -o.o, FALSE I FALSE _ FALSE Pass-QpostBelowFlowControlThreshold
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382 0.15 0.01 -0.0, FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
383 0.15 0.01 -0.01
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384 ! 0.15 . 0.01 -0.01 . FALSE ____ _.FALSE FALSE I Pass-Qpost Below Flow Con1rol Threshold
~-385 , 0.15 I -o.o, -0.0, -FALSE FALSE FALSE IPass-QpostBelowFlowControlThreshold
386 0.15 0.01 -0.0, FALSE I --FALSE FALSE -Pass-Qpost Below Flow Control Threshold I
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388 ' 0.15 I 0.01 -0.01 FALSE , FALSE FALSE I Pass-Qpost Below Flow Control Threshold
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t 391 0.15 0.01 , -0.0,____ FALSE I FALSE FALSE Pass-QpostBelowFlowControlThreshold
392 0.15 0.01 -0.01 FALSE . FALSE _____ FALSE : Pass-Qpost Below Flow Control Threshold
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399 0.15 --0.01 -0.01 , FALSE FALSE _ FALSE Pass-Qpost Below Flow Control Threshold
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408 0.14 ' 0.0, -0.0, FALSE FALSE FALSE , Pass-Qpos1 Below Flow Control Thresh_o~l=d ___ _,
409 0.14 0.0, -0.01 FALSE ___ FALSE FALSE Pass-Qpost Below Flow Control Threshold
410 ---0.14 0.01 _____ -0,01 FALSE FALSE FAL_SE Pass-Qpost Below Flow Con1rol Threshold
411 0.14 0.01 -0.01 FALSE FALSE FALSE ,Pass-Qpost Below Flow Control Threshold
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Excel Engineering peakFlowPassFailMitigated.TXT
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30 0.14 0.01 -0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
31 0.13 0.01 -0.02 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
32 0.13 0.01 -0.02 FALSE . FALSE FALSE 'Pass-QpostBelowFlowControlThre.=s~ho=l=d ___ _
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11/17/2017 11:25 AM 11/20
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Excel Engineering peakFlowPassFailMitigated.TXT
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476 ___(_______0.12 0.01 -0.03 I FALSE -+--FALSE FALSE _ Pass-Qpost Below Flow Control Threshold
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487 o. 12 0.01 -0.03 FALSE FALSE FALSE Pass-Qpost Below Flow Control Threshold
488 0.12 --o.0_1__ -0.03 ---FALSE~---FALSE FALSE Pass-Qpost Below Flow Control Tiiresliol ... d __ _
489 ___ 0.12--~ 0.01 ---0.03 ~SE FALSE -FALSE .Pass-Qpost Below Flow Control Threshold
490 I _____QJ_g ' 0.01 _ ---1----:0.03 _ FALSE ___ FALSE FALSE I Pass-Qpost Bel_o_ w Flow Control Threshold_
491 . 0.12 0.01 ----l--_-0.03 FALSE FALSE __ ~_ FALSE Pass-Qpost Below Flow Control Threshold
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11/17/2017 11:25 AM 12/20
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Excel Engineering peakFlowPassFailMitigated.TXT
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11/17/2017 11:25 AM 13/20
I I I I l I I I l I I I I I I I I I I I I i I I I I I I I I I I I I I I
Excel Engineering peakFlowPassFailMitigated.TXT
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11/17/2017 11:25 AM 14/20
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Excel Engineering peakFlowPassFailMitigated.TXT
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11/17/2017 11:25 AM 15/20
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Excel Engineering peakFlowPassFailMitigated.TXT
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11/17/2017 11:25 AM 16/20
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Excel Engineering peakFlowPassFailMitigated.TXT
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11/17/2017 11:25 AM 17/20
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Excel Engineering peakFlowPassFailMitigated.TXT
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11/17/2017 11:25 AM 18/20
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Excel Engineering peakFlowPassFailMitigated.TXT
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11/17/2017 11:25 AM 19/20
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Excel Engineering peakFlowPassfailMitigated.TXT
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792 I 0.07 • 0.00 -0.06 I FALSE FALSE ' FALSE --; Pass-Q...,.._st Below Flow Control Threshold
11/17/2017 11:25 AM 20/20
t I I i I I I I I I l I I i I I I I I I I I I I I l I I I I I I I I l I 1 I I
Excel Engineering peakFlowStatisticsPre.csv
SWMM.out file name: V:\ 17\ 17040\Engineering\Concepts\STORM\SWMM\ 17040-PREDEV.out ____ _
,§""MM.out time stamp: 11/14/2017 2:14:36 P_M_· __ _
Q10: 0.287 __ _
Q5: 0.275 1§2: 0.210 --
Peak Flow Statistics Table V~al~ue=s~--___ _
-Rank Start Date ---= End Date _-1-_Duration -~-Peak Frequency I Return Period
1----1995/01/0416:00:00 1995/01/04 22:00:00 7 _ 0.393 0.28% [!55
2 ·1 2003/02/25 15:00:00 2003/02/25 20:00:00 6 0.324 0.56% -+2=9~--
3 1958/02/03 04:00:00 1958/02/0410:00:00 31 0.316 0.85% -'1~9~.3~3 __
4 1969/02/2400:00:00 1969/02/2520:00:00 --1---45 _ I 0.312 1.13% 14.5
5 ___ 2004/10/2702:00:00 2004/10/2709:00:00 ____ 8 __ _(_ __ 0.288 1.41% •11.6
6 1993/01/13 20,00,00 I 1993/01/14 05:oo,oo_ -10 . 0.287 1.69% -19~_5"'7 __ _
7 2005/02/1806:00:00 . 2005/02/1900:00:00 19 0.285 1.98% _8.29 ----
_-+8~ 1980/02/2018:00:00 I 1980/02/21 06:00:00 13 0.283 2.26% 17.25 ________ _
9 2000/10/29 22:00:00 2000/10/29 23:00:00 2 0.281 2.54% '6.44 . --
10 1952/01/16 08:00:00 1952/01/1615:00:00 8 0.277 2.82% ,5.8
11 1982/03/1711:00:00 1982/03/18 03:00:00 17 __ --J-__ 0.276 3.11% 5.=27~-------
,---1~2~ 1978/02/2818:00:00 1978/03/01 09:00:00 16 0.274 3.39% 4.83
-
·-
··---
13 1958104101 12:00:00 1958f04101 20:00:00 I 9 0.212 3.67% 4.46
~: ~~;~g~;~ ~~:gg:gg ~~;~g~;~ ~~:gg:: 1 ~ r::1 ~~~1~~~~!:;~;. '~:!i ----____ _
16 1978/02/10 02:00:00 1978/02/10 06:00:00 5 0.243 4.52% 13.63
_-+17==--=--~-1965/11/22 04:00:00 1965/11/23 04:00:00 25 __ _(_ __ 0.24 ·4.80% 3.41
To 1991/12/2915:00:00 1991/12/30 03:00:00 ' 13 0.239 5.08% 3.22
~
. 19 I 1980/03/02 21:00:00 1980/03/0310:00:00 I 14 0.239 5.37% 3.05
20 I 1998/02/0315:00:00 ~' __ 1998/02/03 21:00:00 7 0.239 L 5.65% '2.9
21 1983/02/2716:00:00 1983/02/2719:00:00 4 0.236 5 93% 2.76~---
22 2008/01/27 00,00,00 ___ 2008/01/27 20,00,00 I 21 o.228 · 6.21% 2.64
23 1 1910,12119 03,00,00 . 1910,12119 04:oo,oo . . 2 ___ -+0.228 s.5o% 2.5=2 ___ _
24 I .1998/02/22 15:00:00 I 1998/02/23 22:00:00 ' 32 0.228 --6. 78% 2.42
25 1980/02/1618:00:00 . 1980/02/16 20:00:00 3 0.223 7.06% •2.32
f--26 1983/01/29 00:00:00 1983/01/29 03:00:00 4 ---+1--0.219 7.34% 2.2=3~-------
--21 I 199510211511,00,oo 199810211121,00,00
1
, 29 0.215 7.63% ·2~15 ___ _
28 . 2004/10/20 09:00:00 2004/10/20 14:00:00 ., 6 1 0.214 7.91% 2.07
--+2=9-1961/12/01 20:00:00 1961/12/0214:00:00 19 0.21 8.19% 2
f---·30 1952/11/1513:00:00 ·---'--1952/11/1514:00:00 2 0.208 8.47% +'1~.9-3--
31 1994/02/03 23:00:00 1994/02/0410:00:00-+-+--12-+_--J-__ 0.2 8.76% 1.87~--
l-~--+32~ 1978/01/1619:oo:oo __ _j__----,W8/0111102:00:00 8 1 0.198 9.04% 1.81
33 . 1993/01/18 09:00:00 1' 1993/01/1815:00:00 7 . 0.198 9.32% 1.76
34 --+--1985/11/11 09:00:00 . 1985/11/1112:00:00 4 ---+0.197 9.60% __ 1.~.7~1 __ _ ti 1980/01/2820:00:00 ~0/01/2921:00:00 26 0.192 9.89% ,1.66 ---
·1995/03i1102:00:00 1995/03/1200:00:00 23 _ _j_ __ 0.19 10.17% 1.61
2008/01/05 06:00:00 2008/01/07 01 :00:00 f 44 0.19 10.45% 1.§7
1998/02/1415:00:00 1998/02/14 21:00:00 7 0.188 10.73% 11.53
39 1986/02/1423:00:00 1986/02/1506:0Q:OO 8 0.188 11.02% +1~_=49~-----
-
·--
-
-
··--
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I Ii IJ II II ti 111111111111111) 11111111 fl 11
Excel Engineering peakFlowStatisticsPre.csv
Rank I Start Date --+-End Date Duration Peak Frequency I Ret~rn Period
40 1993/02/1812:00:00 1993/02/1813:00:00____ 2 0.187 11.30% 11.45
41 -~-1986/03/15 22:00:00 1986/03/1619:00:00 22 0.177 11.58% 1.42
42~_,_ 2008102122 02,00,00 ____ 2008/02122 09,00,00 I 8 ____ 0.177 11.86% ~
43 1960/04/27 08:00:00 1960/04/2711:00:00 , 4 0.174 12.15% 1.35 ~ 1963/03/17 00,00,00 1963/03/17 02,00,00 3 I 0.173 12.43% '1.32 45 --1992/02/1217:00:00 1992/02/13 07:00:00 -----, ___ 15'-----l-0.172 12.71% ·Ws
46 1972/01/1621:00:00 , 1972/01/1623:00:00 3 0.172 12.99% 11.26
47 1991/02/2718:oo,oo I 1991/03/0111:00:00 , 42____ 0.172 13.28% -1.23
48 -~-1981/03/19 20:00:00 _ 1981/03/19 21 :00:00 2 0.168 13.56% -tWs'1.21
49 1993/02/0801:00:00 1993/02/0810:00:00 10 ---+--0.164 13.84% J_J_8_
50 2003/02/1117:QQ:00 2003/02/1219:QQ:QQ ---+----27 I Q.162 _---l-__ 14.12% 1.16
-_5_1_ 2005/01/11 01:00:00 2005/01/11 08:00:00 8 0.159 14.41% '1°.~14~------
52 1977/08/17 02:00:00 ____ 1977/08117 04:00:00 3 ------,-0.159 14.69% 1J2
53~
1
-1954/02/1315:oo,oo 1954/02/14 02,00,00 12 I 0.159 14.97% 11.09
54 1983/03/0113:00:00 1983/03/0405:00:00 ---65 0.158 -----l-----15.25% ill
55 1969/02/0608:00:00 1969/02/0616:00:00 _ _j_ __ 9 I 0.156 15.54% 1.06
56 2005/02/21 03:00:00 2005/02/2304:00:00 50 ___ 0.156 15.82% 1.04
57 1980/01/10 23:00:00 1980/0111212:00:00 38 ____ 0.151 I 16.10% '1.02
58 2004/12/3114:00:00 2004/12/3115:00:00.____ 2 0.151 _ ____j__ 16.38% j_1
59 1982/12122 23:00:00 1982/12/23 00:00:00 2 ---l---0.151 16.67% 0.98
60 1988111/2506:00:00 1988/11/2510:00:00 5 ---'--0.15 16.95% 0.97
61---, -1980/02/17 22:00:00 1980/02/18 07:00:00-----,____j__ 10 0.15 ---17.23% 0.95
g__ I 1978101/1416:oo:oo 1978101115 05:oo:oo ____ 14 Ho 15 --+-17.51% ·o.94
63 1988/12/2421:00:00 1988/12/2500:00:00 4 5 17.80% ,0.92
64 1971/12/24 07:00:00 1971/12/24 23:00:00 17 -+---49 18.08% 0.91 tl5 =r 1983/10/01 01:00:00 1983/10/01 03:00:00 3 ----0.147 18.36% 0.8_9 __
66 : 1983/12/2418:00:00 1983/12/2510:00:00 17 0.146 _ ___, __ 18.64% ,0.88
67___ 1997/01/1216:00:00 -~-1997/01113_07:0o,oo 16 __ +--0.146 I 18.93% 0.87
68 2003/03/1516:00:00 2003/03/1618:00:00 27 0.145 _ 19.21% g
69 1991/03/2506:00:00__ 1991/03/2705:00:00 -'---48 0.145 19.49% J_(),84
70 1960/01/12 02:00:00 · 1960/01/12 08:00:00 7 0.145 19.77% 0.83
71 , 196310911818:oo:oo~ 11963109118 21 :oo:o_o ~---4 I o."145 20.06% o.82
7J___ 1 197910110523,oo,oo==-r~7910110607:oo:oo _ _j__ 9 _ 0.143 20.34% ~0.81
73 ---1958/02/1913:00:00 1958/02/1914:00:00 ----2 ---0.141 20.62% _()&
74 2005/01/09 04:00:00 2005/01/09 22:00:00 19 0.14 ·1 20.90% ,Q.78
75 -+1993/0111512:00:00 1993101/1709:00:00 46 0.139 21.19% .0.77
76 1977/12/29 06:00:00 ___ 1977/12/30 02:00:00 21 --~ 0.138 _ 21.47% 0.76
77-----+-1962/01/2014:00:00 -1962/01/2019:00:00 -+--6 0.137 · 21.75% 0.75
78 1968/03/0805:00:00 1968/03/0811:00:00 7 0.137 __ ~ 22.03% ~
79 1983/01127 08:00~ -------,983/0112713:00:00 6 -----l---0.135 22.32% '0.73
~--1983/11/2422:00~ r------,983/11/2501:00:00 +----4 0.134 22_.60% 0.73 ---
81 1967/12/1817:00:00 -+--1967/12/1912:00:00 ---1--_ 20 0.134-----,__ 22.88% __J_Q,R_
82 1980/02/1907:00:00 1980/02/1916:00:00 10 ____ 0.133 23.16% YJ.71_ -------
83 _ -+ 2001/02/1417:00:00___ 2001/02/1418:00:00 ___ 2 0.132 23.45% 10.7 ~--+ 2001/01/2616:00:00 2001/0112700:00:00 9 0.131 __ '-23.73%0.69
85 , 1992/02/1513:00:00 1992/02/1516:00:00 4 __ -----,_ 0.13 24.01% 0.68
86 200211110817:oo:oo --200211110818:oo,oo 2 0.128 24.29% 10.67
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Excel Engineering peakFlowStatisticsPre.csv
Rank _l__ Start Date ~--__ End Date ___ Duration -+--Peak Frequency I Return Period
87 1980/01/09 05:00:00 1980/01/0917:00:00 13 -~-0.128 24.58% 0.67
88 1959/02/1109:00:00 1959/02/1112:00:00 ____ 4___ 0.124 24.86% ~r'0~.66~-----·---
jl!l__ +---2005/04/2808:00:00 ---2005/04/2809:00:00 _ _j__ -2 ___ 0.124 25.14% ~~~----
90 I 1965/12/10 06:00:00=-i=_ 1965/12/10 09:00:00 I 4 ___ 0.123 25.42% 0.64
~--~91~---1952/03/15 20:00:0Q_ _ __i____ 1952/03/16 05:00:00 --10 0.122___ 25.71°/4~0.64 -------~ _---_ __J)L-+-1994/03/2422:00:00 1994/03/2501:00:00_____L_ 4 ___ 0.119 25.99°1. 0.63
~ ___L 2005101103 08:00:00 2005101104 11 :oo:oo 1 28
1
. 0.118 _ 26.27% 0.62 -~~ _ _ __
M___ __ 1_995/01/1019:00:00 __ 1995/01/1214:00:00 ___ 44 _ 0.117 I 26.55% 0.62 ________ _
___1§__ 1993/02/1919:00:0_0__ 1993/02/1920:00:00 2 -+--0.117 _ 26.84% 0.6.~1 ___ ----
96 , 2004/02/26 04:00:00 2004/02/26 09:00:00 , 6 0.116 , 27.12% 0.6
_!lZ__ _, __ 1~122:00:00 _1:_ 1960/02/0201:00:00 I 4 ---0.116 ---27.40% 0.6 ________ _
98 1975/04/0816:00:00 ' 1975/04/09 00:00:00 9 --+-0.116 27.68% 0.5~9~-----
~99______] 1978/09/0518:00:li_O__ 1978/09/0519:00:00____ 2 · -0.115 ---+--27.97% ,0.59 ________ _
_1_(1(J__ _, __ 1957/01/1304:00:00 ___J___ 1957/01/1308:00:00 --+--_5__ 0.115 28.25% 0.58 __ _
101 2007/01/30 23:00:00 ' 2007/01/30 23:00:00 f----1 ----+ 0.115 ---28.53% 0.57
102 1999/01/26 22:00:00 1999/01/26 23:00:00 2 I o 114 28.81% 0.57
103 ---i __2_007/11/3008:00:00 -1 -2CJ07/1-1/3021:00:00-~ _14_--+-__(JJ_1_3_ -+--29.10% 0.56 ----1990/02/1718:00:00 1990/02/1719:00:00 ---2 0.113 29.38% 0.56 ---
--1.QL ___ 1954/01/1916:00:00 _ · 1954/01/19 21:00:00--+-__ 6__ ---0.111 29.66% 0.55
__ 1_06 _____;_ __ 1_95_8/03/1519:00:00 1958/03/1611:00:00_ I_ 17____ 0.11 ___ 29.94% 0.5-""5 __ _
1QZ___L____1_995/03/0507:oo:oo ~-1995/0310522:00:oo ___ 16 0.11 30.23% ,o.54 _________ _
108 1986/11/1803:00:00 1986/11/1805:00:00 3 ---0.109 30.51% 0.54 ~ 1963/11/20 07:00:00 ------iss3t11/21 06:00:00 24 ---0.108 30.79% 0~
__ 110 -, · 196611210502:00:oo 196611210511:00:oo 10
1
__ o.10_8 _ 31.07-% o.53----
111 1 1956/04/1221:00:00 1956/04/1317:00:00 ---21 0.106==t' 31.36% 0.52
112 --~2002/12/2017:00:00 --+--2002/12/2019:00:00 3 -0.105 31.64% ~2--
~--+--2001/02/2517:00:0_0 ___ ___2Q()_1/02/2717:00:00 ~ 49 ---0.105 ~2% 10.51 ~-
_1_1_4_ 1987/12/1618:oo:oo --+-1987/12/17 09:00:oo ____ ~1~6 __ ,--cco.",03 ___ -3~2~.2~0=% --tc·o~.5~1 _____ _
__ 1~1~5 1966/02/07 22:00:00 : ___ 1_966/02/08 00:00:00 , _ 3 --+-0.103 -+--32.49% c-'0~-5~ _
_ 1_1§___ j 1988/12/21 03:00:00 -1988/12/21 07:00:00 _J_ 5 0.103 32.77% 10.5 -----=----=--
117 -1958/03/2022:00:oo ----r 1958/03/2206:oo:oo -33 I 0.103 33.05% _0.5
118 i _ 1988/04/2008:00~ __i_::__ 1988/04121 07:oo,oo __ 24 0.103 1-33.33% -'-'o"'.4cc9-----:-___ _
_1_1i__ -i--2004/12/28 09:00:00 2004/12/29 09:00:00__ 25 _j___ 0.103 _ _ 33.62% 0.49 ------1
I 120 ____ ____1!!88/01/1711:00:00 1988/01/1712:00:00 j___ 2 0.102 · 33.90% 0.48
121 1985/11/2907:00:00 1985/11/2913:00:00 ' 7 ____ 0.101 34.18% 0.48
122 -+· _ 1965/11/1612:00:00 1965/11/1618:00:0O--7 ------+--0~101 34.46% ,0.48~------
123 , 1996/11/2116:00:00 1996/11/22 03:00:00 -+--12 ' 0.101 __ +-_ 34.75% 0.47 1_2!__ 1967/11/3016:00:00 _-_ __j__ 1967/11/3016:00:0Q___J__-_ -1----0.1 35.03% 0.47
125 ~003/04/1415:00:0_0 ___ j _ ~03/04/1421:00:00 _ _ 7 0.1 35.31% 0.46
126 . 1998/01/2917:00:00 -1998/01/2919:00:00 ___ 3 ==r 0.1 I 35.59% '0.46
12f-1983/03/2403:00:00 _:__ 1983/03/2405:00:00 , -3 0.099 35.88% -~-----_-----------=-----!
128 ' 1977/01/03 04:00:00 1977/01/03 05:00:00------,-f--___ 2 ---0.099 36.16% ,0.45
I TI9__:::t= 2005/01/0714:00:00 _ ~ 2005/01/07 20:00:00 ----+----_7__ 0.098 ~36.44% 10-.4cc5-----___ _
13_0 __ ' 1964/11/1716:00:0_0 ---_ 1964/11/1718:00:00 3 ----0.098 36.72% _0.45 -------_ ---l
131 1952/12/02 01:00:00 1952/12/02 01:00:00 ---,--1 0.098 37.01% 10.44
I 132_-+ 1992/03/2023:00:00 , _ 1992/03/2023:00:00~ 1---, 0.097 i-37.29%
1
0~_~44--_-_ ----:-----=---
133 , 1976to712210:oo:oo T 197610712213:00:oo===:I 4-0.097 37.57% o.44
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I I I I I I l I I I I j I a a I I I a I I I I I I I I I I I I I I I I I I I I
Excel Engineering peakFlowStatisticsPre.csv
Rank , Start Date ___ End Date Duration Peak Frequency Return Period
134 --, -1995/01/2508:00:00 1995/01/2610:QO:O{)___ 27 0.097 ____ 37.85% '10.43 __ _::_::::_-_-_ ------
135 1969/01/24 07:00:00 1969/01/2518:00:00 36 -+--~0.097 38.14% _0.43 ------------l
135 ~--195010111417:oo:oo 1960101114 21:00:00 +-__ 5____ 0.096 _ I 38.42% 0.43
137 1959/12/2412:00:00 1959/12/2413:00:00_----l-2 0.096 , 38.70% '0.42~--_::: __ _
138 1983/04/20 03:00:00 1983/04/20 05:00:00 3 --+--0.096 38.98% 0.42 -139 -~1972/11/1611:00:00 1972/11/1707:00:00 ~--21 0.095 -'---------39.27% 0.42 ___ _
1<10 ~,01128 03:oo:oo 1957101129 09:00:00 1· 31 o.094 39.55% oTi
141_ -,
1
1980/02/1401:oo,oo I 1980/02/1501:0o,oo __ 25____ 0:094 39.83% 0.41 __ _
142 _ 2004/02/22 07:00:00 _ 2004/02/23 03:00:00 ---21 0.094 _ _J_ __ 40.11% •0.41
143 1965/04/0814:oo:oo 1965/0410901:00:oo 12 0.093 40.40% ,o~.4~1---________ _
144 1 2001/01/11 05:00:00 2001/01/1211:00:00 31 --+--0.092 40.68% 0.4 145 ----t--1968/12/2519:00:00_--+-1968/12/2519:00:00 _j_ __ 1 0.091 ___ 40.96% 0.4
146 ~ -1978/02/1217:00:00 , 1978/02/13 23:00:00 31 0.089 41.24% OA
147 1994/02/1710:00:00 " 1994/02/1713:00:00 4 0.089 41.53% 0.4
_--+148~ 1973/11/22 23:00:00 · 1973/11/23 01 :00:00 ---3 0.089 41.81% 0.39
149 ----+--1956/01/2620:00:00 _-r_---_ 195-6/01/2708:00~ ------is· 0.088. __ ~ 42.09% _ _,_,,o~.3~9~_ ---
1_§()__ _ 1998/02/0717:00:00 ::i-= __ 1998/02/0819:00'oo -~ 27 --~ 0.088 42.37% 0.39 __ _
151 1976/09/1005:00:00 . 1976/09/1011:00:00 ---7 0.086 __ +--42.66% 0.38
-~ 199710111516:00:oo -~-199710111519:00:oo 4 0.085 42.94% tco~.3~8--
153 1958/04/0310:00:00 I 1958/04/0312:00:00 3 -~-0.084 43.22% '0.38 ~ 1972/11/1414:00:00 ~72/11/1415:00:00 +---2 j 0.084 ·---··
155~--1981/11/2803:00:00 1981/11/2821:00:00_-+--19 , 0.083 --f---···
--1-56 , 1955/01/1815:00:00_--+--1955/01/18 19:00:00 ---5 0.083 -.•. rn=:::r-1993/01/06 05:oo,oo 1993/01/08 00,00,00 -+--44' I 0.082
158 ~/03/11 07:00:00 2006/03/11 07:00:00 1 _ 0.082
~--~978/01/0917:00:00 1978/01/10 23:00:00 31 , 0.082
160_____j_ 1992/12/0715:00:00 1992/12/0715:00:00 ---1 0.082---1
l>--~1~61 ___ -_1980/03/05 2_3:00:00 ___ 198010310612:00:oo I_ _14 __ ---+--_ 0.081
162 1952/11/30 01 :00_:QQ__ 1952/11/30 04:00:00 · 4 0.081
163 ----+---1987/10/1210:00:00 -7-1987/10/1215:00:00 ~--6 0.081
1~_ _ 1967/03/13 20:00:00 =r-___1!l67/03/13 21:00:00 2 ---+-0.079
165 I 1958/04/07 03,00,00 1958/04/0715,oo,oo +-__ 13 0.078
166 _ _j__ _ 2001/12/0917:00:00 2001/12/0919:00:00___ 3 0.078 ~ 1965/04/03 05:00:00--1965/04/03 08:00:00 4 ---0.07-
0
8~--+ r-~ ____ 1991,03120 07,00,00 1991,03,21 09,00,00 I 27 o.o78 _
169 1967/11/21 13:00:00 1967/11/21 14:00:00 _ 2 0.078
170 196716112217:oo:oo 1967101123 00:00:00 . -8-:_-:__--+ o.on ~ 2000/03/05 17:00:00 ~000/03/05 19:00:00 ---3 0.07~6 __ _ ~ 1952/01/1722:0o,oo 1 _1952/01/1808:oo,oo -__ I _ -11 -0.076
____11:J__ I 1973102113 00,00,00 _, _ 1973102113 03,00,00 _ _ 4 0.075 __
174 , 1957/05/11 01:00:00 1957/05/11 03:00:00 · 3 0.075
175 ___ 2006/10/1401:00:00 2006/10/1401:00:00 --1-__ -+_ 0.073
1---I -~1~76° 1970/02/2816:00:00 1970/03/02 03:00:00 ---36 D.073
177 1960/02/29 08:00:00 1960/03/01 05:00:00 22 0.073,.__-J-_
~-C--1982/12/0723:00:00 1982/12/0800:00:00 ___ ,2 ----0.072
179 -1992/01/0719:00:00 ---1-992/01/0722:00:00 ---4 IJ.071
1---I -~1~80~ 1979/11/0718:00:00 -I 1979/11/0719:00:00 2 0.07
4;j.~U% 10.38
.d.~79% 0.37
44.U7% 0.37
44.35% 0.37
=+=44.63% 0.37
44.92% 0.37
-45.20% 0.36
45.48% 0.36
45.76% 0.36
46.05% -~
46.33% 0.35
46.61% 0.35
46.89% 0.35
i:=:==fu18% ,o.35
47.46% 0.35
I 47.74% 0.34
48.02% 0.34
48.31% 0.34
48.59% ~
48.87% 0.34
49.15% 0.33
49.44% ~
49.72% 0.33
50.00% '0.33
50.28°(0 -0.33 --------
50.56% 0.32
50.85% 0.32
11/17/2017 11:25 AM 4/8
I I I i I l I I I i ' I I I J I I I I I I I I I I I I I I I I I l J I I J I I
Excel Engineering peakFlowStatisticsPre.csv
Rank -~--Start Date ~~~ End Date ___ Duration Peak Frequency I R~tum Period
181 1967/11/1908:00:00 1967/11/1917:00:00 10 0.069 51.13% t-'10~.3'-c2~_
182 1965/12/2919:00:00 1965/12/29 20:00:00 2 0.069 51.41% 0.32 ------
1 ~ 1977/01/0519:00:00 1 · 1977/01/0706:00:00. _ _J__ 36 0.068 51.69% 0.32
184 1954/03/30 04:00:00 1954/03/30 05:00:00 2 0.068 51.98% 0.32 ~ 1978/03/30 15,00,00 1978/03/3_1 05,00,0_ o ___ 15 I 0.067 52.26% 10'~.3~1--__ _
186 --+-1981/03/0111:00:00 1981/03/0213:00:00 27 0.066 52.54% 0.31
187 · 1992/01/05 09:00:00 1992/01/06 01:00:00 , 17 1 · 0.065 52.82% !0.3~1-------_-__ _
I 188 1957/02/28 23:00:00 1957/03/0110:00:00 II 12 ___ o:065 53.11% 0.31
189 1955/01/1010:00:00 1955/01/1010:00:00 . 1 0.065 53.39% 0.31
190 1991/03/19 00:00:00 1991/03/19 04:00:00 · 5 0.065 53.67% 0.31
__ 1~9~1---+--1997/01/25 23:00:00 1997/01/26 05:00:00 ----7 __ _J__ 0.064 53.95% 0.3
192 1985111125 04:oo:oo 1985111125 05:oo:oo 2 o.063 I 54.24% o.3
193 200111112411:00:oo 200111112419:00:oo 3 o.063 54.52% o-~.3~---
194 -+--1958/01/25 04:00:00 1958/01/25 04:00:00 1 0.061 54.80% 0.3 __ -_-----
ll--~1~95~ 1973/03/20 08:00:00 1973/03/20 09:00:00 2 ~ 0.061 · 55.08% 0.3
196 1951/12/29 23:00:00 1951/12/3011:00:00~---13 0.061 ~5.37% 0.3 m 195210310114:oo:oo ___ 1952103108 09:00:00 1 20 --_ o.o6f 55 .. 65% 10~.2=9--_-_-__ _
198 1982/01/01 09:00:00 1982/01/0110:00:00 2 0.06 55.93% 0.29 ~ I 195411212103,00,00 198411212120,00,00 18 0.06 _ 56.21% o.29 ----
200 1973/03/1112:00:00 __ ::-_-1973/03/1121:00:00 10 ____ 0.059 56.50% 10~.2=9~-
_2()!__ I 1986/03/10 07:00:00 _ ( ~86/03/10 19:00:00 ____ 13 0.058 56.78% _0.29 __ _
202_~_ 1990/01/1700:00:00 ~90/01/1702:00:00 3 0.057 57.06% 0.29 ---
203 _ ___, __ 195110110? 14:oo:oo -195110110118:00:oo I 5 I 0.056 57.34% o=.2~9 __
204 1982/02/10 14:00:00 1982/02/10 19:00:00 , 6 0.056 57.63% _ 10.28
205 1969/02/20 04:00:00 1969/02/20 05:00:00 2 0.056 57.91% 0.28
I 206 -~_1979/03/1903:00:00 1979/03/2003:00:00_~--25 -0.056 58.19% 0.28 _____ _
207 ' 1966/12/0619:00:00 1966/12/06 21 :00:00 3 -+---0.055 58.47% 0.28
208 1 1998/05/1217:00:00 -1998/05/1218:00:00 I 2 0.054 58.76% iCJ.28
01-~2=0~9 _ 1978/03/1121,00,oo I 1978/03/1210,00,oo ____ 14 o.054 59.04% 10.28-=--___ _
210 1986/09/25 05:00:00 · 1986/09/25 05:00:00 1 0.054 59.32% 0.28
211 1967/04/11 08:00:00 1967/04/1110:00:00 ---+--3 0.054 59.60% 0.28 --
I-212_ 1970/12/21 08:00:00 ___ 1970/12/21 08:00:00 -~ _ -1 0.052 59.89% ,0.27
213 1958/01/26 09:00:00___ 1958/01/2610:00:00
214 1981/01/2918:00:00 1981/01/2919:0<l:OO
215 1995/01/0719:00:00 1995/01/08 06:00:00
216 1970/03/04 23:00:00 ' 1970/03/05 01 :00:00
211 . 1985112,11 04,007jij" 1 1985112111 06,00,00 ~ I 2004110118 01,0~ _:: 2004110118 01,00,00 1 o.049 61.58% 0.21
~19 1978/02/08 20:00:00 , __ 1978/02/09 01 :00:00 6 0.049 _ 61.86% 0.2_7__ -----
220 1993/11/3004:00:00 1993/11/3004:00:00 ----'--1--~-0.049 , 62.15% 0.26
221 1951111123 05,00,00 1951111123 o5:oo,oo 1 I o.048 1 62.43% oT6
-~2~22~ I 195410312213,00,oo __;__ 195410312311,00,oo 23 · o.047 62.11% 0.26
223 2001/04/0717:00:00 2001/04/07 17:00:00 1 0.047 62.99% 10.26
224 t 1969/01/2618:00:00 1969/01/26 20:00:00 3 0.047 63.28% 0.26
I ~---1982/01/05 09:00:00=r_ 1982/01/05 10:00:00 1 2 0.046 63.56% 0.26
226 1978/02/0717:00:00~ 1978/02/07 20:00:00 _ _J___ 4 0.045 63.84% 0.26
227 1973/03/0_813:00:00 1973/03/0814:00:00 2 0.045 64.12% !0.26
2 0.051 60.17% 0.27
-2
j
0.051 60.45% 0.27 -
-12 0.05 60.73% 0.27
3 0.05 61.02% 0.27 ---
3 0.05 61.30% 10.27 -----
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Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency i Return Period -----[ _____ -----~·-----------------------+--~ __j__ 1976/07/1514:00:00 __ __1_9_76/07/1516:00:00 ~-_3 _______ 0,()§__ 64-41% I0~--2~5 __
229 1962/02/0810:00:00 1962/02/0817:00:00 8 _ __,__ 0.044 64.69% 0.25
___J30 _,_::__191411210409:00:00 ---t---c. _ 197411210409:oo:oo--.-.. 1 ___ . 1 o.044~_ -~--64.97% 10.25 ---=--------· ---
231 -----L-2000/02/20 17:00:00I --2000/02/21 18:00:00 · 26 0.044 65.25% . 0.25 232 , 1969102122 03,00,00_~_ 1959102122 08:00:00 -t---6--o.044 · ~54% .o•-.2~5-----
-~3-1==1957/04/20 1s=o-. 0:00 '. _ 1957/04/20 17:00:00-.• -. 3 --~ 0.044 =t· 65.82% o.25 ---=-----=-
234 ______1979/03/28 09:oo:oo I 1979/03/28 09:oo:oo ~ 1 _ (__ o.044 _ 66.10% 0.25
235 _-_ 1984/11/2417:00:00 . _1984/11/2420:00.:00 -4 ___L__ 0.043 _ 66.38o/o )~ ___ -----
236 1982/04/01 09:00:00 ----r--1982/04/01 12:00:00 4 ---0.043 66.67% /0.25
t-i~~~2=3~7 ,
1
191110312501:00:oo·-----r-1977/03/2503:oo:oo __ 3 --Q.043-66.95% 0.25 ---_ ----
238 1966/01/30 07:00:00 1966/01/3018:00:00 ; 12 0.042 67.23% 0.24 239~ 1979/03/1705:00:00 ~979/03/17 05:00:0~ 1 ~ 0.041 __ -_-_--67.51% 024
240 I 1954/11/11 02:00:00 1954/11/1110:00:00 • 9 0.04 67.80% 0.24
241 ~ 1976/02/06 04:oo:oo · -1976/02/06 06:00:00 . ~±---0.04 +· sa.os¾ 0.-2~4--
~2-~ -2006/04/04 20:00:00 ·---t---2006/04/04 22:00:00 +---3--0.04 -68.36% -0.24 ------
243----=--~~00_:Q():_.00 i-19.74/03/08 09:00:00 I _10 -0.04 ~ 68.64% 10.24 _ --===-__ _
244 +-------1964/01/22 08:00:00 . 1964/01/22 08:00:00 1 ___ 0.04 68.93% 0.24 ~ · 195711011405:oo,~•--195111011405:oo:oo -1-___ o.~ 69.21% 10.24 ---
246 ----199810110911:00:oo , 199810110918:00:oo 1 __ 2 -I 0.039 69.49% ,0.24
_ 247 __J__ 1993/03/28 02:00:00 , 1993/03/28 03:00:00 : . 2 0.039 69.77% j0,24
248 1978/02/0512:00:00 +-' 1978/02/0611:00:00 24 ___ 0.038 ___ 70.06% 10.2~3---
249-==-1959/02/2111:00:00 --· 1959/02/2112:00:00~_-__ 2 __ --+ 0.037 70.34% -023
250 ~87/02/25 01 :00:00 __ 1987/02/25 02:00:00 . ·--· 2 0.037 __ L_ 70.62%~.2:l_
251 1965/12/16 04:00:00 1965/12/16 08:00:00 5 0.037 70.90% 0.23
--~ --1984/12/18 22:00:00 1984/12/20 03:00:00 ---30 0.037 71.19% .0.23
253 ----t-1910,1113015,00,oo ---197071ii:jo23,oo,oo 1 9 ~-0.031 -=:=--71.47% ~0.23----_---
254 1966/1210315:00,oo I 196611210311,00,oo . 3 0.031 11.75% ____(),g_3
255 1960/11/0520:00:00 ___ 1960/11/0611:00:00 -j--16 __ . 0:036 .. _ 72.03% _(),_g3 ________ -___ _
-_ 256 1 1996/12/11 09:00:00 1996/12/1118:00:00 _10_ =l-=. 0.036 ~-72.32% 0_,_2:l__ -----
____g§7 --1988/11/1407:00:00 ~ -1988/1_1/1408:00:00 __ 2 ' 0.035 -!72.60% 10.23 --·--
_-_· _ _2_58 ==t-=:::I983/02/2613:00:00 __ __1_9_83/02/2613:00:00 ·t-· __ 1__ 0.0:J§___ . 72.88% 0.23 ·--
259 2005/02/11 19:00:00 2005/02/12 00:00:00 6 -+--0.035 73.16% 0.22 ---~ . 1969/02/1808:00:00 ' 1969/02/1815:00:00 -----8-__ +-0.034 73.45% 0.22 -----·---
261 ---, 1967/01/24 18:00:~~. -· -1967/01/24 23:00:00 _ +---6 0.033 ----73.73% 0.22 ----==-
__2g______r::--1995/04/1810:00:00 , 1995/04/1811:00:00 __ ___j__ _____ 2_____ 0.033 74.01% 0.22
-263 1996/02/2721:00:00 1996/02/2721:00:00 ! 1 , 0.033 • 74.29% 7cJ:22
---264---1--195310210923,oo,oo ---1963102111 00,00,00 26 I o.033 ----r---74.58% .0.22 -----
265 __;_. 1983/03/0605:0Cl:QQ__ __ 1983/03/0605:00:00 -. . --,---, 0.033 =----i=74.86% _J_Q,gL. ~-----
__ 266 ____ 1966/02/0614:00:00 ---_ 1966/02/0615:00:00 I---2 0.032 ____ 75.14% ~ -----------
267 1962/03/19 00:00:00 1962/03/19 02:00:00 . 3 -t-_0.031 75.42% 10.22
268 -i---1952/01/1.3 04:00:00. ,---------,g521011131.2:00:00 . , ----9-:~ 0.031 --·-.--· _ 75.71%. f 22 ---=-~ ·---
269 --+-200311212518:00:o_o_l _ 200311212518:oo:oo _J__ 1 0.031 . 75.99% 0.22 _________ _
_2Z()__ I 1964/01/21 07:00:00 1964/01/21 08:00:00 1 2 ----0.Q3 76.27% 0~ --------_
271 -----L 1985/02/0911:00:00 1985/02/0912:00:00 ___ 2 __ -+ 0.03 76.55% 10.21 -----j
-272 __ -_· 1983/11/1219:00:00 ---~3/11/1219:00:00___ 1 0.029 -1-76.84.% -D.21 .. ·----=----
__ 27_3___ 1954/01/2411:00:00 1954/01/2413:00:00 3 -+--0.028 77.12'\H· 0._g1__ ---------
274 1994/02/0714:00:00 1994/02/0715:00:00 2 0.028___ 77.40% 0.21
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I I I t I I I I I I l f I I I f I I ' I I I I I I I I ( I I l r t ( I I I I I
Excel Engineering peakFlowStatisticsPre.csv
Ran~ Start Date End Date~~-Duration
~5 ! 19141011oao3:oo:oo -/ --191410110804:oo:oo_ ~-----i----2--
216 , 1975/03/08 09:00:00 _ 1975/03/08 09:00:00----1---
~ --1 -1998/03/2517:00:00 1998/03/2617:00:00 '
278 1998/03/3117:00:00 --+_ 1998/03/3118:00:00 ---~2 0.027 --i-:-~ I 1993/01/31 00:00:00 i -1993/01/31 00:00:00 1 -0.027 J": 78.81% 0.21 ___ _
280 1978/03/0414:00:00 · 1978/03/0415:00:00 __,_ ___ 2 0.027 I 79.10% 0.21
28_1 ___ 1 2002/12/1617:00:00 ---2002/12/1617:00:00 1---' 0.027 79.38% 0.21 ----------
282 --+-1959/02/1619:00:00 --i---19-59/02/1619:00:00 1 --~ 0.025 ---79.66% 0.2-1--__ ---
283 1972/01/18 22:00:00 ___J_______1972/01/19 03:00:00 __,_ __ 6 0.025 79.94% 0.21
284_-----l--1958/02/2508:00:00 ' 1958/02/2508:00:00_----t_ 1----0.023 80.23% 0.2 ---
l>---=29=5-----+-_ 1955/02/27 20:00:00 1955/02/27 20:00:00 1 ---+-0.023 ---80.51% 0.2
286 -1976/07/0813:00:00 1976/07/0814:00:00 __ -_-_-2 0.023 80.79% 0.2 ------------
1-~--200110211311:00:oo 200110211311:00:oo _1___ 0.023 01.01% o.i
288 . 1981/02/0905:00:00 1981/02/0906:00:00 -+--2 0.022 81.36%~.2
I-289 ---1981/03/05 02:00:00 1981/03/05 08:00:00 7 ----0.022 ~% _ 0.2 -----
290 1954/03/2502:00:00 1954/03/2504:00:00 3 --+--0.022 81.92% 0.2
-~2~91~----l-1975/03/1012:00:00 _____1!J75/03/10 23:00:00 --1-_1_2__ 0.022 ---+-82.20% _____:_Q,_2_
292 1982/01/20 06:00:00 1982/01/20 21 :00:00 --+--16 0.021 82.49% 0.2
293 1982/03/14 23:00:00 ---1982/03/14 23:00:00 1 ----__j_ 0.021 82.77% 0.2
_ 294 -----L-1994/03/07 02:00:Q_O _ 1994/03/07 02:00:00 __ 1 ___ ______J_ 0.021a 83.05-% 0.2 _
295 1 1994103120 05:00:00 _ 1994103120 os:oo:oo __,_ __ 2 -0.02 83.33% ~
296~-~ 1983/02/08 06:00:00 _ ____(__ 1983/02/08 06:00:00 ---'--1 ___ 0.02 83.62% 0.2
297 1997/12/0617:00:00 _j__ 1997/12/0617:00:00 ---1 0.02 83.90% 0.2
298 1965/02/0621:00:00 -1965/02/0622:00:00 2 ---0.019 --84.18% 0-.2---
299-1976/02/1007:00:00 1976/02/1008:00:00 I ___ 2 _ ---O.o18 ~ 84.46% 0.19 ~----
300 1962/02/21 05:00:00 1962/02/21 06:00:00 2 __ ____, O.o18 84.75% 0.19
_:J(J1_ _j__ 2007/04/2015:00:00 ---2007/04/2015:00:00 "-__1__ --j--0.018___ 85.03% 0.19 ___ ------
302 1955111,1422:00,oo _• 1965111,1501,00,oo L 4 ___ 0.015_--+-85.31% 0.19
303 --+-1973/02/1511:00:00~73/02/1511:00:00 -1 __ ---+--0.015 85.59°/o 10.19 -__
304 , 1957/02/23 09:00:00 , 1957/02/2310:00:00 2 0.015 __ _,_ 85.88% 0.19
305 1971/12/2717:00:00------=---1971/12/2814:00:00 ----2~~ 0.014 86.16% _0.19 ___________ _
Peak
-----------1 0.027 77.97% 0.21 ----78.25% 0.21 ----
78.53% 0.21 ----
0.028
Frequency Return Period
77.68% -~----
306 · 1963/09/1717:00:00 1963/09/1717:00:00 1 ---0.014 86.44% 0.19
--3=01~=t 1977/05/09 02:00:00 ___ 1977/05/09 02:00:00 t _1__ 0.014 86.72% r-19 _
308 ' 1996/02/2613:00:00 1996/02/2613:00:00 1 ---+--0.014 --~87.01% 0.19
~---1979/01/31 08:00:00 -, ~01/31 09:00:00_ +---2 0.014 87.29% 0.19 -----
310 1980/12/07 11 :00:1--=t 1980/12/07 12:00:00 __(_ _ 2 ____ 0.013 I 87.57% 0.19 ~ 1952/12/20 12:00:00 -1952/12/20 13:00:00 I -2-0.012 -187.85% 0.19
-~31~2~-1977/12/2606:00:00 ---'----1~606:00:00 , __ 1_·===--0.012 ~-88.14% ~
313 2006/02/2806:00:00 2006/02/2806:00:00 1 ---+---0.011 , 88.42% 0.19 314-1992/03/2216:00:00--1992/03'2303:00:00 --12-::____ 0.011 --88.70°/~ 0.19
315 1982/03/26 04:00:00 . --1-982/03/26 04:00:00 --+--1 0.011 88.98% 0.1-8-----
316 1999/04/12 02:00:00 -~ 199-9-/0-4/_1_2 03:00:00 2 -1 0.01 __ _,_ 89.27% 0.18
317 1970/01/1618:00:00---~0/01/1619:00:00 ---2-=--=----+--0.01 89.55% 0.18
318 ---+-1997/01/23 07:00:00 _(_______1997/01/2310:00:00 I 4 O.o1 89.83% 0.18
_31_9__ 1986/10/0919:00:00 _J__ 1986/10/09 22:00:00 -4 0,01 =t _ 90.11% _ 0.18
320 1957/03/1610:00:00 1957/03/1610:00:00 1 ___ --+0.01 ~ 90.40% 0.18
3-21--1 1966/11/0715:00:00 _ --~/11/0716:00:00 2 i_ 0.01 -90.68% 0.18
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I I I l I I I I I • l I I I t f J I I I I I J I I ' J W-I I J I l I J ' 1 I I
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak ; Frequency i Return Period ---------------------~ ---------=~ _____L_ ---------------322 ~ 1980/01/18 03,00,00 1980/01/18 04:oo,oo [ __ ~2---0.01 I 90.96%
1
0.18__ _ __
323--+ 1952/04/1017:00:00 1952/04/1018:00:00 I 2 0.01 _ 91.24% 0.18 ~ 1953/03/01 22:00:00 -1953/03/01 22:00:00 ----1 --j---0.009 ' 91.53% 0:1_8 __ --
-325 ---_ 1983/03/18 06:00:00 1-1983/03/18 06:00:00 , ___ 1 ___ -+-0.009_~~~-91.81% -o.18
326 -+-----,----1998/02/1917:00:00 , 1998/02/1917:00:00 -f---1 ___ 0.009 92.09% 0.18 ~ , -~tll17o9i4:oo:oo -· 199110110914:00:oo -1--0.008 92.37% o:-fs
328 _ 1980/03/25 23:00:00 1980/03/26 00:00:0_0__ _ 2 ---;--0.008 ---92.66% 0.18
-329 -1998/11/08 08:00:00 1998/11/08 08:00:00 ,-----1 ; 0.008 92.94% 0.18
_ 330 _;___ 195410311522,00,_oo ~ 1954103,1522,00,oo I __ 1 ___ -0.001 ~9:i.22_% 0.18 ----------~---
1 331 1984/12/0800:00:00 _ 1984/12/0801:00:00 _____ 2__ 0.007 93.50% 0.18 ---------
332 , 1998/04/1117:00:00 ----+-1998/04/1117:00:00 1 ---+--0.007 ___ 93.79% 0.18
-:-:33_3 =----c-::::I_ -1971/04/1411:00:00 ~ -1971/04/1411:00:00 r---------1=-~ 0.006 94~ ·10.17_ ~~~--=-
334 ' 1983/04/18 08:00:00 1983/04/18 08:00:00 -~-1 0.006 94.35% 0.17
335 I -195511211411:oo:oo____::::;:---195511211411:oo:oo __ 1 __ -+-0.006 ___ 94.63% 0.11 ____ ___ __
336 I 1978/01/1908:00:QQ 1978/01/1908:00:0()_ _j__ 1 -f----0:.006 94.92% 0.17
3_37 --· -1973102111 01:00:00 -~ 19-73102111 01,00:0Q_________l _ 1 -: 0.006 =l=l-95_2_ 0% ·o-:,y-----
_ _:J:lll_ --I--1958/03/0610:00:00 1_958/03/0610:00:00 __ 1 __ 0.006 _ 95.48% OJ_?_
339 I 1969/04/05 21 :00:00 -r---1969/04/05 21 :00:00 1 ·1 0.006 95.76% 0.17 ~ 1996/01/31 20:00:0~ ~6/02/01 08:00:00 _ _ 1_3_---~ , 96.05% -o:i7 ~ -~ 1983/03/21 04:00:00 __ 1983/03/21 04:00:00 =---r=:-:: 1 ---0.005 ___ 96 __ -33% ,QJl__ -----_
342 , 1976/04/1518:00:00 1976/04/1518:00:00 1 ---0.005 -96.6~Q.17
343 1969/03/21 13:00:00 ~ 1969/03/2113:00:00 1 0.004 , -96.89%----rctf7 ----------
--344 1987/12/04 21:00~. -----isa1112104 21:00:00 ,-----1 0.004 97.18% 10.17
345 1969/01/2819:00:00 _) __ 1%9/01/2819:00:00 ---1 0.004 i 97.46%0.~17--
~6__ 1959111,0109,00,oo ---1--rn59111,o~,oo ---__ 1_ _ , __Q,()Q! t 9__ZB"/o_ ___,QJ_L ---
347 1956/01/3110:oo,oo -1956/01/3110:00,oo . 1 I 0.004 98.02% 0.17
_ 348 _____:::r:::--2000/04/1718:00_:()Q__ 2000/04/1719:00:00 __ ~ 2---0.004---+-98.31% -----0:1i~ ~ -------~
349 ' 1995/01/24 00:00:00 1995/01/24 00:00:00 -t--1 ---0.004 ---98.59% 0.17 ~ 2001/03/0617:00:00 --2001/03/0617:00:00 ~--1 Q.003 98.87% 0.17
351 1980/03/1016:00:00 -' 1980/03/10 16:00:00 -__ 1__ ____L_ 0.003 99.15% -1,0:1_7 ___ _
352 ___ 195211213019:00:00 ~952112130 19:00:00 ___ 1 ___ 1 __ 0_.003 99.44% _0.1_1 ____ _
__ 3~--1952/12/2808:00:00 __ -_ 1952/12/2808:00:00 1 ---+-0.002 -+--99.72% 0.16 ----------I
-End of Data
11/17/2017 11:25 AM 8/8
I I • l I I I I I l J \ I l I i I I I l I I i I i • I I I I I I i I I I I I I
Excel Engineering peakFlowStatisticsPostMitigated.csv
SWMM.out file name: V:117117040\Engineering\Goncepts\STORM\SWMM\17040-MIT-B.out
SWMM.outtime stamp: 11/17/201711:22:25 AM___ ____ · -
010:0.0~------·-------. ----. -----------·
Q5: 0.000 -----. ------------..
02:D.000 --·--.---__ -_-_-_ --=-~----------==--· ~~~=-------__ --:__--:__-·--· ---=-=--_----~~=---
Peak Flow Statistics Table Valu~ ---·--------
Rank_ +--St~rt Date ____ _ -~nd D~-I D~-----Peak I-Frequency I Ret~rn Period__ _ _____ _
__ 1_ ---_ 1995/01/03 09:00:00 -1 ~995/01/05 22:00:00 ' _ __g__ -+--0.328 . 0.13% 1!;13__ --··-----.
2 ' 1969/02/2202:00:00 !1969/02/2620:00:00 115 ' 0.27 ---0.25% 129 3--_-r 200310212507,00,oo ----·200310212804:oo,oo--.--70 0.252 . o.38%19.33 --_-_---_---_
_ 4---=--197810212108:00:oo _ 1978/03/0513:oo:oo =--r:=-=·15_0-1_-0.248 _ ; o.50% __ 14.5------------:--_
5 1952/01/1607:00:00 --,-------,952/01/1908:00:00 74~ 0.225 • 0.63% 11.6
6 ___j____ 2004/10/2702:00:00 .. 2004/10/282.0:00:00 . '_-----.i3_ . _· -0.221---~.75% 19.6.7 -----
_7__ 1965/11/2206:00:00_=t' .. 1965/11/2404:00~__47____ 0.213_=1_ 0.88% _8.29 ____ _
8 1982/03/17 06:00:00 1982/03/19 08:00:00 ' 51 0.207 . 1 .00% 7.25 ~ -1958102103 04,00,00 ....:.:_ 1958/02105 10:00:00 ------:---55 1 -0.199 -_ _ 1.13% s.44 ____ _
1 o , 2008102122 02:00:00 2008102125 00:00:00 n ___ 0.194 1.25% _ I~ ---
-11 --1980/01/2801:00:00 __ 1980/01/31 05:00:00 . 77 0.177 --1.38% _ ~ ---.--
12 ___ ~_978/01/1416:00:00 --1978/_01/1801:00:00 ___ 82 _ 0.174__ 1.50% 4.83 -------
13 I 1991/12/2915:00:00 1991/12/31 02:00:00 , 36 , 0.174 1.63% 4.46 ~ _ -1980/02/1314:00:00 _ -. --1-980/02/2_2 04:00:00 .. ---r--· 207 ---__QJ_§1_ 1.75% ~ ----=---=-
15 · 1986/02/14 23:00:00 1986/02/16 06:00:00___ 32 -~-0.154 -----t"-1.88% ~ -
--1=5 r------,g77/08/16.22:00:00 1977/08/18~0() 42 i 0.152~-----t--~ 2.00¾______i3.63 ----=-=-=-=--
17 1962/01/2013:00:00 1962/01/23 05:00:00 · 65 ; 0.15 2.13% _ ~
-18 ___ 2005/02/2103:00:00 2005/02/2405:00:00 -1---75 ~0.15 . --2.2~ ~ _ --·--
-1~_ 19781021_0511:oo:oo _ 197.8/02/1418:00:oo _ _±--224 -__j_ _o._147 __i= _ 2.38%_ _~5 --------__
20 1983/12/2411:00:00 1983/12/2717:00:00 · 79 -· _ _j___0.147 · 2.50% 2.9
-21-----+-1968/03/0801:00:00 .=i-~87o37o911:00:00~ 35 . . . 0.144 :--2.63% 12.76 -__:__----=------
22 , 1998/02/22 08:00:00 1998/02/25 06:00:00 ---71 0.137 -------r--2.75% 2.64
23 _ 2005/01/07 09:00:00 ~2005/01/12 08:iJ~--+-120 =-r=--::I_ _ 0.13t--i_.-__ _ 2.88% ,2 .. 52 ---=-~ . _ -
,__ __ 2~4__ 191910110501:00:oo __ ; 1979101107oa:oo:oo -_I-___ 50 . _o_.1~1____ _ 3.00% _12.42 _______ _
25 1997/01/1216:00:00 1997/01/1412:00:00 I 45 -~-0.131 ' 3.13% 2.32 ~ 1996/11/2116:00:00 . ~967i1723"04:00:00 ---~ i=0.122 -r--3.25% 2.23 --
. 27 ---1--1991/02/2718:00~---_-1991/03/0210:00:00_ j___ _ 65--0.12.-----, 3.38% ~15 ~----.. -------=-
_____113 ____J · 1980/01/0904~ f---1980/0.1/1407:00:00___J__ ~-4 ---0.117. . . _ 3.WL. ~ -----_ . --
29 1998/02/03 06:00:00 , 1998/02/05 00:00:00 43 0.117 --+ ~63% ----#-_,-
. 30 __ ---+-200111113008:00:oo . 2001112101 22:00:0_0 · --_-_-39 ___ · o.114 __ +-------4' 3.75% 1.93----__:-----
31 _ ___J_ 2004/02/2602:00:00 _· __ 2004/02/2709:00:00 __ ·-,-32 ---__QJ_1j_ ' 3.88%. 11.87. . ------
32 1995/03/11 02:00:00 1995/03/12 23:00:00 -------,---46 0.111 4.01% _1.81 ~ · 1966/12/0307:00:00 ___ 1966/12/0715:00:00 --10_5 __ , 0.111~ 4.13% 1.76 _____ --
--34 j 199310111211:00:oo _ j _ 199310111915:00:oo · --r--· 167--,----0.109 ~.26% _ -,Y--_ 1 ··_--------------=-------
35 1957/01/1304:00:00 1957/01/1408:00:00 ' 29------t· -0.109 4.38~% '1.66
-~---191210111s20:oo:oo 191210111923:00:oo --~-0.101 · 4.51% 1:s_1 __ -----
1 37 -r 2005/02/1_805:00:0Q__~ 2005/02/2002:00:00 ~_46 0.104_--+_--4.63% 1.57 ------=----l
-~ I 1995/03/0314:00:00 1995/03/0700:00:00 _ ---t--· _ __l!L__ 0.104 4.76% 1~_
39_ I _ 2000110/29 22:00:00 2000110/31 07:00:00 ~ 0.097 4.88% 1.49
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank I Start Date End Date , Duration Peak Frequency I Return Period
--~ ------------~-----------------------------__ 40 __ , 1980,0310220,00,oo : 1980/03/0409:oo,oo I __ 38___ o.096_____ 5.01%
1
1.45 ____________ _ -~ +-1983/02/2609:00:00---------,--1983/03/0703:00:00 ~ 211 ± 0.093 += 5.13% 1.42----_--------
42 , 1992/02/12 14:00:00 1992/02/14 06:00:00 41 0.093 5.26% , 1.38
-~---1969/01/2409:00:00 I 1969/01/2906:00:00____ 118 -, 0.092 5.38%-~5 ---------
44 -_ _ 1960/02/0121:00:00 _ -_ 1960/02/0301:00-:00 , 29 ~_____::__ __ 0.089 ___ 5.51% --~ --=-=----
4_5 __ [ __ 1958/04/0110:00:00 ____ 1958/04/0416:00:_QQ__, 79 ____j_ 0.089---+-5.63% -~~-----
46 _ 195511111421:00:oo 1965/11/1823:oo:oo ---,---99 1 0.088 · 5.76% 1.26 _____ _
47 ____j_ 1998/02/14 08:00:00 1998/02/20 07:00:00 --+--144 ---0.088 ___ 5.88% _ ~
---48 , 1915101103 20:00:00___ 191810110101:00:00 ~ , 0.083 1 6.~ __11_.21_ ------=-:-_ -_
____1!1_ --t---1967/01,2211,00,oo -I 1961,01,2516,00,oo ___ 72 =-t=Q.082 =-r 6.13% '1.18 _______ _
__ 50---+' ~/02/1318:00:00 _ , 1954/02/1501:00:00 j 32 ---0.079 , 6.26% _ 1.16 _____ ------
51 1985/11/29 06:00:00 1985/11/3013:00:00 32 0.078 6.38% =-fil4
52 , 1979/01/1421:00:00 ------:im,0111910:00:00 ___ t__ 110 --t--0.076 6.51% y2-----=--~-----=-
53 ~ 1960/04/27 06:00:00 1960/04/2810:00:00 29 __ _, 0.073 6.63% 1.09 --54--_ 1955111111 01:00:00___ 1955111112 23:00:00 _ _J__ 41 ____ 0.012 _____ 6.76% _ 1~ ---
55 _ 2003/04/1408:00:00 , _ 2003/04/1601:00:00 ' _ 42 0.072 -6.88% l1JlL
-56 _ 1 __ 1969/02/06-<IB:OO:Oo_-----t_ -1969/02/0716,oo,oo ------=---33 -r--0.012 _ I -_ 7.ow. 1,04 ------=----
57 -----J--1967/12/1817:00:00 -! 1967/12/2013:00:00 i 45 -----t-~0.07 7.13% 1.02
__ 58 _, _-1957/01/26 06:00:00 ----__ ____1!l§7/01/30 12:00:00 1__(}:J__ •---0.Q§§___ _' 7.26% -~ -~-------
_§\)__ -I= 1952/0~15 20:00_:()Q__ ~952/03/1710:00:00 --39 ~-0.063 --7.38% _ ~8 ____ --------
___§Q_-__ ' _ 1987/10/1118:00:00 -'--_ 1987/10/1318:00:00==t-49 ------+-0.063 7.51% '0,97 ---_ -----
_
__ 61 ____ _____!!!56/01/25_18:00:00____ 1956/01/28 06:00:00 61 : 0.062 7.63% 10.95 -----
62 : 2004/10/17 08:00:00 + 2004/10/2115:00:00 104 0.061 7.76% 0.94
-~71/12/2209:00:00 -1971/12/2605:00:00 ~--~ 0.061 i 7.88% _ '0.92 _-___ -----
64 _· __ ~1101:00:00 ~011212210,()();Q(l___J:_ 11()__ j o~ I 8.01% .0.91 __________ _
65 1956/04/12 23:00:00 1956/04/1417:00:00 43 0.059 8.14% -lifa9 ~ 1988112124 21 ,oo,oo --1988112125 23:00,00 21 0.058 ----8.26% ----io.as ------
_s1 _ _ 1983/01/27 07:00:00 -_:__ 1983/01/30 05:00:00 --+-_ : _ 71 I 0.056 __ : _ 8.39% -
1
0.87_ _ --=-~------=-'
§13___ I 1963/09/1709:00:00 1963/09/1921:00:00 _ L__6_1__ _ 0.054 ___ 8_.51__o/s___ 0.85 ______ _
69 I 1994/03/24 22:00:~~ 1994/03/26 06:00:00 -33 0.054 __ -t--8.64% 0.84
7_0 _____ 1_977/01/0516:00:00 __ , -1977/01/0802:00:00~~ 59 -------t---0.054 i 8.76% 0.83 __ ----~--=-
71 +-195410111814:oo:oo 1954101121 00:00:0Q_ __J__ 59 -t---0.053 8.89%~0.82
_ 72~ 1986/11/1720:00:00 _:_ 1986/11/1907:00:QQ__j __ 36 -0.053 9m¾-0.81 --_____ _
R__ _ 1952/11/1417:00:00 : 1952/11/16 22:00:00 ---~ _J___ 0.052 9.14% ___Q&__ --
_____?_i_ I 1952/03/0710:00:00 _ 1952/03/09 03:00:00 j ~ ___ ! 0.051 _________::r::: 9.26% ~
75 -----t-1963/03/17 _Q():()(l:Q()__ _! 963/03/18 05:00:00----, 30 o. 051 9.39% o. 77
----=-76-----------,g93102118~-L____! 1993102121 00:00:00 ·_ _ 61 _ =t=·-0.051 + 9.51% -,o_ .76 _____ _
77 i 2008/01/05 05:00:00 ' 2008/01/08 03:00:00 71 0.049 9.64% 0.75
_ 78 ------,-1961/12/01 22:00:00 -_ ---1961/12/03 15~ --------;r2___ 0.049 , ----9J6%_ --3~ ---_----_
79 2004/12/28 09:00:00 2004/12/3014:00:00 · 54 0.049 9.89% 0.73
~-i 1994/02/03 23:00:00 1994/02/0510:00:00 36 r 0.049 --10.01% 0.73 ---
81 -----t-1960/01/1013:00:00-----=-1960/01/13 07:00:00 --+-67 _ ___J___ 0.048 ___L__ 10.14% 0.72 ~---=--~--
82 2008/01/27 00:00:00 l--.--2008/01/29 07:00:00 56 0.048 10.26% 0.71 ~ 1952/11/3001:00:00 _)__ _1952/12/0220:00:00 __ 6_8 ____ -__ 0_.047 10.3~ 0.7 ~~-
______M__ --1958/03/1517:00:00__ 1958/03/1711:00:00 --+---43 --+=_ 0~~10.51% -1!=0.6-9 _ -------
85 1958/03120 20:00:00 1958/03/23 oe:oo:oo___ 59 o.°#---+-10.64% o.es
86 195711211614:oo:oo ---1957112118 09:oo:oo _ 1" ----=-o.Q13 -_ -10.7~% -o.6i-----
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank -~ Start Date ______ End Date [ Duration I Peak ~equency _ [ Return Period __
87 [ 195110511023:00:oo--+ 1957to511204·00:oo ____ :J()__ ___ 0.042 _ +--10.89% __ lo.67 -__
_ 88 __ 1958/04/0617:00:00 , 1958/04/08_14:00:00 , 46 ---0.041 , 11.01% 0.6_6 _____ -----
-~ -----1----• 1993/02/07 23:00:00 ---1993/02/0915:00:00 =r _41 __ , 0.041 11.14%
90 I 1975/04/0808:00:00 I 1975/04/1002:00:00 43 ' 0.04 11.26%
91 1963/11/2003:00:00 1963/11/2204:00:00 ---50 --, --G.04----Tf39%
__ 92 _-: 1982/12/2211:00:0~ 1982/12/2323:00:~ 37-----i -0.039 ___ 11.51%
93 I 2005/01/03 08:00:00 _l_ 2005/01/05 14:00:00:---55 -----t--~ -----J-1.64%
_ -~---=;---~1/01/2614:00:00 _ , _ 2001/01/2803:00:00 _ -_ 38-~ --~--m--+---=v-7s=•;.~.--L
95 --1--2003/02/11 15:00:00 2003/02/14 06:00:00 ' 64 -0.037 -11.89%
t---9=6-1958/0211910:00:oo ' ~58/02/2015:oo:oo~ 30 _______] D.037 ---.-12.02%
____9Z____ 1986/09/2400:00:00 --1986/09/2603:00:00 _ ---!g___ _-__ 0.03~2.14%
98 _L_1993/01/0603:00:00 --j _ 1993/01/0909:00:00 __J__ ___Z!l_ --+--0.035 · 12.27% -+'-'cc.c.__---
_Jl!l_____L_ _1965/04/0706:00:00 +-1965/04/1011:00:00 I 78 I -0.035a 12.39% ~ _ ------=-
__11)Q------t 2001/02/1312:00:00 __ 2001/02/1518:00:00 --~-------j __ 0.034 _ 12.52% _ ,o.58 --------
101 , 1992/12/0710:00:00 1992/12/0816:00.00 31 0.034 12.64% 0.57
-1~ 1986/03/15 22:00·00 i--------,-986/03/1712·00:00 =i::=-= 39 ---0.034 ~77% 0.57 ----
~----1977/12/2519:00:00 --19TT/12!3015:0~ -____ 1,-Y--,---G.034 ---12.89~--:to:sL----------_ -~
104 ' 1983/11/2422:00:00 1983/11/2523:00:00 26 ! 0.033 ' 13.02% --10~ -----ios-------r 1991103125 o5:oo:~ 1 ~9110312804:00:00 --;-----~ --_---().033-----=-13_14% 7:-ss-----------
_1_Q§_ ---1967/0_3/1311:00:0Q_~1967/03/1421:00:0Q __ , __ 35 __ 1' 0.033___ 13.27°/o__lCL§§__ ---_---
___1()Z__ I 1988/11/24 02:00:00 _ 1988/11/2610:00:00 ____ !E___ _ 0.033
1
• 13.39% -0.54 ______ _
108 -----r 1981/03/1819:00:00 1981/03/20 22:00:00 52 -0.033 --+, _ 13.52% '0.54 ~ ---197Bio97o5 18:00:00 ~ ____1_!f78/09/07 02:00:00 =1==--33 -----0.033 -----13.64% ~10.53 ___ --== --
110 1978/01/0916:00:00 1978/01/1116:00:00 49 I 0.033 13.77% _0.53
--11-1 -+-1965/12/0910:00:00 _ i-1965/12/1108:00:06--,-47 0.03~ 13.89% ,0.52 ---
112 _ 195511112411:00:oo _____(_ 1955111126oe:oo:oo I 38 --0.032 · 14.02% -•o.52 -
11f -1_968/12/2519:00:0IJ___ _. __ 1968/12/26 20:00:00 ----,-----26 ---' o.032 ---14.14% 0.51---~-
114 2002/11/0813:00:00 2002/11/0922:00:00 34 0.031 , 14.27% 0.51 115 ~/09/2913:00:00 -----, 1983/10/02 02:00:00 -_ --~ · D.031 ----r---14.39% '0.5 --------
116__________, 1999/01/25 07:00:00 --_ 1999/01/27 19:00:00 ~--~--_ 0.031-----------r __ -_ 14.52% -~-5 _ -----:--
_1_1l_____[__ 2005/04/28 08:00:00 _ --i----2005/04/29 06:00:00 __ 23 __ I-0.031 14.64% 0.5 ----
118 , 1997/01/2521:00:00__j_ __ 1997/01/2711:00:00 _,_ __ 39 0.03 , 14.77% -0.49 -
119 _ j 2004112131 14:00:00 _ -2005!01/ofTT:~---_ 28 __ I ~---+--14-89"/4 =10AS ~--=-------
120 1980/03/05 23:00:00 , 1980/03/07 07:00:00 33 _ +-------J!,03 +15.02% -----io.48
_ 121 ----1967/1-1/1908:00:00 1967/11/2208:00:00 ___;___ 73 -_ 0.03 -_ 15.14% -0.48~-=--=-----------____:___ __ _
___ 122 I 2003,03,1513,00,oo 2003,03,17 05,00,oo __ _j_+-~--_ 0.029 ___ . _ 15.27% ~-48 ________ _
123 , 1995/01/10 16:00:00 , 1995/01/1315:00:00 ' 72 0.029 15.39% 0.47
_ ·124 -----+---1995/01/0714-:00:00 r---:---,-995/01/09 07:00:00_ -L-42-i 0.029 -----+-~ _ll,1Z-----=-----=--_-_ _ -_
__ 125---+ 1992/01/0311 :00:00 ____1-~2101/08 23:00:00__J_ __1_3_3____ 0.029 ! -~64% 10.46_ ---------
126 1990/02/1711:00:00 1990/02/1905:00:00 43 --___l 0.029 15.77% 0.46
-----127 1951/12/29 05:00:00 --=-::-1951/12/3113:00:00 _ -~ 57 ____j_ _ Q.029---, --15.89%~46 ----=-...:.=-_--
128 -----,--1981/11/26 23:00:00 -_ 1981/11/2919:00:00 =r 69 ' 0.029 ~-02% _0.45 ----------
129 , 1988/12121 01:00:00 1988/12/23 09:oo:oo 57 -~-0.029 , 16.15% ----io.45
-130 -2007/01/3016:00:00 -+ ___ -2007/01/31 21:00:00 _ -30 ---t D.029________ -16.27"1.______j;O_,§__-~ ~ ~
_____111_ _ 1970/11/2823:00:00--+ ___ 1970/12/0122:00:00 I --7_2 __ L __ 0,028 , 16.40% _0.44 ----------
__ 132 ' 1988/04/2002:00:00 ' 1988/04/2320:00:00 -~ jl1__ ___ 0.028 _j_____16.52% 10.44 -------------l
133 --___g()01/01/10 22:00:00 2001/01/13 03:00:00 54 0.028 __ ' _16.65% 0.44
1:·::-------
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank --+---Start Date l End Date _ Duration Peak _l___!requency I Return Period
/ 134 . 1959/12/2411:00:00. __ 1 _ 1959/12/2510:00:00---'--__2!____ 0.028 1 16.77% I0.43 --------
135 _ +--1977/01/0300:00:00 . 1977./01/0401:00:00 I ___ 26___ 0.028 16.90% ,0.43 . -----.-·-.-
136 __j___ 1954111111 02:00:00 1 195411111212:00:oo 35 0.027 17.02% 10.43 w·. _ ~0911003,00~_ 1.9.767o97TT18:oo,oo .. 40 ±-=--·o.o21---=-17.15% 7M2"~--~-=---· ·_
138 2005/02/11 04:00:00 · 2005/02/1313:00:00 58 . _ 0.027 17.27% 0.42
139 -+ -1972/111161T'oa:~ -7972/11/1802:00:00 4-0---0.0~ _J__ 17.4iw.;---0.42
1 -~1~40~ -195710212820,oo:of""_r:-Js57/03/0204:oo:oo --_ 33 ~--0.026_ I 17.52% o.41 -__::__~ ---=:--__
141 195010111417:00:oo 1960101115 22:00:00 I 30 0.026 . 17.65% o.41
I-~ ~19647ITl1715:00:~ 1964/11/1814:00:00 --1---·24 ----i-0.026 ---17.7~ 0.41 ---.. ·-----_
143 1992/02/1513:00:00 1992/02/1619:00:00 31 0.026 17.90°/.-7oA1
1_4±__ __ 2006/03110 18:00:00 ---2006103112 04:oo:oo ·+---_ 35 . · o.~ , __ 1_8.02"J.-----ro.4 -----.. __
I 145-+. 2004102/~ 2004/02/2402:00:00 .~ ___1!J_ =--:::t=--=0.026_ ----18.15% ____Qj_ ---------
146 2002/12/~ -~002/12/2203:00:00 42 ; 0.026 . 18.27% 0.4
-,~-~001/02/2510:00:00 .~ 2001/03/01 01:00:00 --88 . 0.026 1=· 18.40% 0.4 ---------
~48. -i-1981/12/3009:00:00 ·--198.2/01/0221:00:00 -----~ -.--. D.0251.8:SW.-0,39 -----:--_ ----I
149 ___i__ 1962/02/07 22:00:00 ' 1962/02109 20:00:00 +-47 +-0.025 18.65% 0.39
I 15() -197710510800:00:00 _ :--1-9777os7io01:00:00 . so· . . D.025 . _ 18.77% ~ ___ _
151 1952101113 04:oo:oo 1952101114 08:00:00 29 0.025 18.90% ]l.38
152 · 197010212.816:00:00 _ _j__ 1~0219:00:00--+ . -52 ---+ 0:0-. 25 __ -_:-_:--f9-:0W.-fil8--=-.. _ ~ L__1979/11/0718:00:00____J_ _ 1979/11/0818:00:00 [ __ 2_5 ___ 1-__ 0.025 ~,1!;-L__O,:JL__ _________ _
____1M_ --·· _ 1959/02111 09:00:00 -~59/02/1216:00:00 ---~ ·-· -. 0.024 _ 19.27% filL. __ ---. --
1§§_ '1 1984/11/2417:00:00 .~ 1984/11/2514:00:00 . 22 --· 0.024_ 19.40% 10.37
,__~156=----L-1969/02/1808:00:00 ~969/0212019:00;00~ ____§Cl_ __J_ 0.024-----t-19.52"/o 0.37 __ _ I 157 1974103108 00:00:00_· _' -. 1974103109 o9:oo:oo7_ 34 1 0.02~_ 19.65% o.37
158 1986103/0818:00:00 1986/03/1413:00:00 140 0.024 ___ 19.77% 0.37
W 159 ··-+-' 1964/01/21 07:00:00 _ j _ 1964/01/23 03:00:00 -+-.. _§_ ·=t·. 0.024.. _ . 19.90% 0.37 ----·
160 . 1998/02/0618:00:00 -1--1998102/0913:00:00 j 68 0.024 --:-20.03% 0,36
151___ 197810313013:00:00 1978104101 07:oo:oo '--43___ 0.024 ' 20.15% o.~ ----
162 ~· 1973/11/2223:00:00 1973111/2400:00:00 26 0.023 20.28% 10.36
,_, --16~ 199010112912:00,oo 1998101130 14:00,00 I --y, ----1--o.023~ 20.40%0.36 --------·
I ~ ____::::;--1994103/07 01 :00:00 __:__ 19947537oso3:00:00 ,~ 27 __ 0.023~ 20.53% -Y35 -_ ~__:__ ----I
165 I 1963/02/0919:00:00 ~ ___J963l02111 20:00:00 , 50 _ __)___ 0.023 20.65% 10.35
_ ___1§§___ 196610113007:0():(J{)__ ~9~ 11:00:00 :__r -29 __J_ ~ -20.78% _· :o.35 ~--=-----
167 ' 2006/10114 01 :00:00 2006/10/14 21 :00:00 21 0.023 . 20.90% ~ 1 168 I 197910311705:00:oo___ 1979103/2113:00:oo 1~ ·--0.022 ~-03% o~ --· --
· --:,sg · 1988/01/1706:00~: 1988/01/1817:00:oo··--.-.~ : 0.022 __ ~ 21.15% 0.34 --------
170-. ~~7/1113016:00:00 ~967112/0111:00:00~ _ 20 1 0.022 -21.28°/o 0-~---
171 -1--1995101/24 00:00:00 1995/01/27 02:00:00 -J---75 ---0.022 21.40% '0.34 172 1955/01/1006:00:00 1955/01/11 07:00:00 --. 26 -1 -0.022 21.53% 10.34 ·-------
~ --
1
-1992103/2.022,00,oo .. I 1992/03/2400:00:oo=r..=. _ . 75 ----1--0.022 __ 21.65%0.34 -___:_--=----=-
174 . 1974/01/0716:00:00 1974/01/0920:00:00 . 53 ' 0.022 ---21.78% '0.33
I 175 1981103/0502:00:00 _ ~1/03/0606:00:00 -.-. --~ ---0.022 21.90% ~ __ . __
17_6___ 1984/12/2616:00:00 .. 1984/1212816:00:00 ---~ --j--0.022 __ 22.03% ,~ --------
177 --+--1965/02/0601:00:00 . 1965/02/0715:00:00____J_ . __ 39 __ J 0.022 22.15% ~-----·-----
-178 _..:::.i__ 19587oil2504:00:00 -~ 1958/01/2713:00:QQ__ ( __ 5!!__ . 0.022 22.28% __JQ1_3_ __ --· ----
1 179 ___ 196210311820:00:oo _ 1962103119W:oo:oo ·---__g§_ -~--0.021 22.40% ,0.32
180 1981/02/0819:00:00 1981/02/10 01 :00:0Q_____i_ 31 0.021 22.53% ~32
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• I I i I I I I I I I l I I I • I I t I I I ' I I 1 I I I I 1 I I I I t I I I
Excel Engineering peakFlowStatisticsPostMitigated.csv
,__R_a_nk Start Date ___ End Date ___ Duration I Peak ___ Frequency I Return Period
181 2001/12/0912:00:00 f 2001/12/10 12:00:00 25 --+--0.021 22 .. _,,6--_5°,.,1/o _ ____j."C
1llL.-+--1950102128 22,00,00 r· 1950103101 23,00,00
1
, 50 0.021 .. ---22.78%
183 I 1994/03/1904:00:00 · 1994/03/2021:00:00 . __1L_ 0.~ _ 22.90'¾,.,_o __ '==----
184 1977/03/24 22:00:00 1977/03/26 02:00:00 29___ 0.021 23.03% ~--
1 -185 · 1959/02/2110:00:00 1959/02/2212:00:00 ---27 0.021 23.15% -0.31
186 . 200610212121:00:00 2006103101 02:00:00 30 ___ 0.021 23.28% o=.3~1 __
187 --+-. 2000/03/04 20:00:00 2000/03/08 23:00:00 100 0.021 --'--23.40% ~·0~-~31 __
188 1983/03/21 04:00:00 1983/03/2515:00:00 ---108 0.021 23.53% 0.31 ---
l-------fs9--1978/03/11 20,00,00 I 1978/03/13 03:00:00 32 -+---0.021 23.65%
1
0.31
190 -~-1973/03/11 07:00:00 . 1973/0311219:00:00 i 37 0.02 23.78% ro~.30-1 __ ------f----~-.91----t 1973/03/20 08:00:00 1973/03/22 00:00:00 --+--41 0.02 23.90% 10.3 ----
192 1966/02/0613:00:00 1966/02/0818:00:00 j _54_ ----0.02 24.03% 0~-=3 __ _
193 1993/11/30 04:00:00 1993112/01 00:00:00 ----21 0.02 24.16% 0.3
194 I 1996/12/0918:00:00 1996/12/1214:00:00 ' 69 ---0.02 24.28% 0.3~--
_--+1~9=5~1103/1900:00:00 199110312201,00,oo 1 74 0.02 24.41% o.3
196 2003/12/2503:00:00 2003/12/2611:00:00 · 33 ---0.02 ± 24.53% 0.3
197 ---1997/01/1516:00:00 1997/01/1617:00:00 ___ 26 . 0.02 24.66% 0.29 ---
198 . , 19. 88/12/1516:oo,oo-. I .. 1. 9.88112/17 01,00,00 40 7_ o~--24.78% 0.29
_1_!lL I 1983/04/20 03:00:00 1983/0412117:00:00 1----39 ==J 0.02 ___ 24.91% 0.29
200 ~973102/11 07:00:00 : 1973102/13 22:00:00 --+--64 0.019 25.03% 0.29 ~ 1972/11/1414:00:00 --1972/11/1511:00:00 ~ ___ 0.019---, 25.16% 0.29 ---
202 I 1960/01/25 20,00,00 1960/01/2613:oo,oo 18 --+--0.019 25.28% 0.29 ~ 1982/01/20 05:00:00 1982/01/22 01:00:00 : ------;is __ +-_ 0.019 25.41% ·10~.~29 __ _
_2Cl!__ ____ 1919101130 20:00:00 1919102103 03,00,00 I ~ 0.019 25.53% "'o=.2=8--_-_-__ _
205 1982/01/05 07:00:00 ____ 1982/01/06 09:00:00 27 ---0.019 25.66% 0.28 206 ---1985102109 01,00,00 I 1985102110 01,00,00 25 --+--0.019 25.78% 0.28~--::_-::_ _____ _
-207 1987/01/0621:00;00 _j__ __ 1987/01/0721:00;00 ~---25 0.019___ 25.91% 10.28 __ _j
208 1965/03/3114:00:00 1965/04/0503:00:00 110 ---0.019 26.03% 0.28
209 I 1951101128 08:00:00 -~101130 22:00:00 ___ 63 0.019 26.16% o.:is
210 1976107/1514:00:00 --,--1976107/1613:00:00 24 -+--0.Q18 26.28% 0.28
211 1981/02/2814:00:00 1981/03/0311:00:00 70 0.Q18 26.41% 0.28
-212.___ 1979/03/27 06:00:00 1979/03/29 01:00:00 44 ___ 0.Q18 ---26.53% 0.27
213 L__2_001,11,2415,oo,00ITT001,11,2511,oo,oo ___ 21 0.018 ----+-26.66% '0.27
I ~___I__ 1955101/1815:00:00 -195510111918:00:00 __ -+-_ ~ 0.018 26.78% 7:2_~7 __ _
215 _ 1984/12/18 09:00:00 1984/12/20 16:00:00 i 56 0.Q18 26.91% r·10~.2=7 __
216 __j__ 1982/12/07 22:00:00 1982/12/08 23:00:00 · 26 0.Q18 27.03%0.27 _____ _ 211 · 2006/04/04 19:00:00 ----2006/04/05 20:00:00 ---26 -+-__ 0.018 27.16% 0.2.~7 __ _
2·18___ 199010111100:00:00 . _____1290101118 20:00:00 1--45 0.018 ___ 21.28% 0.21 ~ ___ 1_982/03/1415:00:00 ___ 1982/03/1518:00:00 L--28 0.Q18___ 27.41% 10.27
220 I 1974/12/04 09:00:00 1974/12/05 06:00:00 1 22 0.017 27.53% 0.26
2_21~ 1973/03/0812:00:00 1973/03/0907:00:00 20 ---+--0.0113· 27.66% 0.26
222 1985/12/11 04:00:00 1985/12/12 06:00:00 27 1· 0.017 27. 78% 0.26
223 1976/07/22 11 :00:00-i-----t. 1976!0m3i2:00:00 _ _ ;---26 0.017 _ 27.91% ~
224 1988/04/1421:00:oo:__=::r-l988/04/1520:00:00 :.:.:::C-24 0.017 28.04% 0.26 ---
225 ---1988/02/0203:00:00 1988/02/0309:00:00 ' 31 ___ 0.017 28.16% 0.26
---+2=2~6 ~1107 11 :00:00 . 1957/01/0816:00:00 ~~----IJ.017·-28~ 026
227 197510:)/1011:00:00 ---1975/03/11 22:00:00 ----36 0.017___ 28.41% IQ.26
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I I I a I l I I I I I I i I I I I I I I I a I I I ' I I I I I f l I 1 I I I I
Excel Engineering peakFlowStatisticsPostMitigated.csv
_ Rank __ . Start Date __ ·--End Date ___ 1 Duration _ I Peak____ Frequency_ ~urn Period ___ _
228 1965/12/12 21:00:00 1965/12/17 02:00:00 I 102 0.017 . +--28.54% ___j.Q.,25
-229 ---1976/07/0813:00:00 1976/07/0912:00:00 . __ 24 __ +--· 0.017 --+-_28.66"/o____ 0.25 -------
230 (_________1__967/04/11 08:00:00 I 1967/04/1208:00:()()__ L-25 , 0.017 . . 2~ ~5 __ . ____ . __ ~ · . 1998/05/1217:00:00 r-1998/05/1310_:00:00 __ · __ _1_8_ --•. __ 0,()1_7_ ---28.91_%__J0_1L ---------
__g_. 32_==r= 1976/02/0411:00:00 . __ 1_976/0.2/11 00:00:00 , .. 158. _ _j__ 0.017____ 2. 9.04% _ 0.25 --------
233 2000/02/2014:00:00 : 2000/02/2210:00:00 -1---45 _______L _ 0.017 29.16% --1o.25
--23~ 1966/11/0715:00:00 ---1966/11/0816:00:00 · 26 --0-.017 --=t· ·29.29% ---to.2~-5----------
~__J_ 799410211711:00:oo -+-=19941021_ 1810:00:00· . _ . 24 -+--_ 0.017 _ · 29.41% . 0.25 _________ _
_ 236 __ 1_1976/03/01 16:00:00 1976/03/0310:00:~_ 43 __j_ 0.017 2~ __j(JJ5 _______ _
237 ---+-19.70/03/04 22:00:0. 0 ·---1970/03/0518:00:00 ·. 21 __ 0.017 . ----29.66~(Y5 ·-------. --
238 ___J_ _ 1988/11/1406:00:00 1988/11/1503:00:00 22 · 0.016 · 29.79% 0.24 ~ ' ~75/03/0809:00:0~ --1975/03/0909:00:()_0 __ : --2~~ 0.Q16 -----:-~91% 10.24 ------------
240 1978/01/1908:00:00 --1978/01/2000:00:00 t--17 . 0.()16 . . 30.04% . 0.24 ·-·------
241 =---=r--::· 1982/04/01 09,00,00 -__ /__1982,04102 08:00,0Q__ _ 24 .-0.016_1 ~.16% o~----_ ----_-_
1 _J~ 1978/12/1701:00:00 _ __(__ 1978/12/1923:00:00 =t.= ___ 7_1 __ ---c_ 0.Q16 ___l_ 30.29o/o__ [0±1.._ ______ _
243 __j_ ~2/02/09 21:00:00 . 1982/02/1112:00:00 ! 40 . . 0.016 _ _ 30.41% 10.24 __ -----· --
2~ -'-.. _ 1951/11/23 01:00:00 _ -· 1951/11/23 21:00:00 ---.. ___ 21 __ ::-r_::_ 0.016 --.--. 30.54"1o____. .0.24 ------. __ ---
245 1995/04/1810:00:00 1995/04/19 09:00:00 24 __j__ ·-0.016 : 30.66% _ _J_Q1_4
__ 246_-_ ~· __ 1993/01/31 00:00:00 _ . 1993/01/3119:00:00 __i__ 20. --0.Q16 _ --30.79% __JO~ --.--. ·-----
247 I 1960/11/0520:0o:oo . 1960/11/0623:00:00 ' 28 0.016 _-+-30.91% 0.24
-: 248 --. _ ~. 57/04/2015:00.:0O ~ ~7/04/21 _12:00.:00 . __ 22 __ _;_. . --0:016 ----I-_ _ -~4% ·-~--=---=---=----=---249 __ J 1991/01/0914:00:0Q~ 1991/01/1010:00:00 I 21 __ 0.016 _. 31.16% ~ ___ _
2so ' 1983/04/1804:oo:oo , 195310411a22:oo:oo ___ 19 ___j_ 0.016 __ 31.29% .0.23 _______ _
251 . 1992/02/0612:00:00 ,------------,992/02/07 23:00:00 I 36 ' 0.Q16 31.41% 10.23
252 . ----=i::::--1954/03/2012:00:00 __ 1954/03/2517:00:00 ----r-----126 _ -.. 0.016___ 31.54% -~ -----=--~
-25:3____ ~91111os2_2,oo:oo=-7= __ 196.9t1110800:oo:oo ____ --'fl -----=r _____o.O!L_ += 31.66% 10.23 ___ -___ _
-~___j_ 1998/01/0914:00:00 __ ~8/01/1105:00:00__j _40 __ 0.Q16 . __ 3_1.79% 0.23 __________ _
255 . 1965/12/2919:00:00 1966/01/01 07:00:00 61 --+ _ 0.016 . 31.91.% .. 0.23 _ . _ _
256 1994/02/0705:00:00 -, -1994/02/0815:Q():OO -75'-_ L_ ~16 ~32.04% ---io.23---------
25_7 =-=1961/01/2611:00:00 _-_ 1961/01/27 08:00:0()----r___ _ 22 ____ 0.Q15 ___ 32.17% --[o.23 ----=-----=-__
258 1986/01/30 06:00:00 -+ 1986/02/0110:00:00 53 , 0.015 32.29% 0.23
_ ·259 ____::r-1976/04/1517:00:00 _ L __ 1_976/04i1617:oo:oo . 1-25-,-------------0.015 ·=t= 32.42% 10.22 ~--~--
260 -1958/02/2508:00:00 __ 1958/02/2602:00:00 --19 --1· 0.015 -___ 32.54% 0.22 ----·----
261 1971/04/1411 :00:00 1971/04/15 06:00:00 20 0.015 ' 32.67% 10.22
262 ==t 1959/02/1603:00:00 19_59/02/1711:00:00
1
, __ R__ --,---. 0.015 ----,-32.79%. __()12 __ . ____ · ____ · __ _
263 1983/03/17 04:00:00 1983/03/1913:00:00 . 58 0.015 32.92% '0.22
264 j 195111211123:00:oo 195111211222:00:oo . 24. I 0.015 ± 33.04% --
1
0.22 -----. --
~--' 2CJ077002015,oo,oo I 2001,04,2110,00,oo:_ . 20 -~ 0.015 __ 33.17%. 0.22 ---=-:-_-_--:-_-
266 1996/01/31 06:00:00 1996/02/0119:00:00 ' 38 · 0.015 ' 33.29% 0.22
267 1954112108 00:00:00 1984112/0ITs:oo:oo --19--=---t=-=o.015 33.42% _ J_Qg_2 ·
2613 -----,----1987/02/2317:00:00 --:-1987/02/26 05:00:00 +--61 __ -_· 0.015 -'.________33.54% ___j{},_2_2-----:----=-.:...=------=::-_----j
___ 26!l__ 1979/02/21 03:00:00 _ -~ 1979/02/21 20:00:00___[__ 18__ 0.014 ---_ 33.67% 0.22 _ --· -· --·-
-270 ____L_ 2001/04/0717:00:00 ---2001/04/0812:00:00 .. _ 1Q__ r---0.014 __J_ 33.7~ ~2 -·-------
--271 ._-__ · 1998/11/0808:00:00 . _-_1998/11/0905:Q_0:00 += ___g_ ~ 0.014 ~-33.92% _J()J_1 __________ _
_ ____.1]_2__ 1996/10/3016:00:00 += 1996/10/31 09:00:00 ~ 18-----10.014 . ' 34.04% __:o.21 -. ------_
___ 27_3__ _j__ 1983/11/11 23:00:00 ' -1983/11/1315:00:00 _41 -. --1----0.014 --+-34.17% 10.21 -·--. ------
274 I 1954/()3/16 22:00:00 --~/03/1719:00:00 _ . _ 2L L 0.014 1 34.29%_ 0.21
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I I I i I i I I I • i I I I I I I I I I I I I I I I I I I I 1 r I I I I I I I
Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration __J_ _ Peak _ __J Frequency , Return Period
215 · 19so10410410,oo,oo~ 199010410504:oo,oo -+--19 , 0.014 I 34.42% ~ ·
21_6_ 199810313115,00,oo. ___ ._1998/0410122,00,oo .. I 32_· -.-___ o,()1L.· ___ 34.54% 0.2_1__ ___ -
277 :___i:=--:=1952/12/2011:00:00 1952/12/21 06:00:00 20 ' 0.014 34.67% ,0.21
278 --1987/12/04 21:00:00---r-1987/12/0517:00:00 -21 ~-0.014---=--34.79% 10.21 --------
279 I 200211211511:00:oo------t 200211211120:00:00 28 0.014 34.92% 0.21
280 1999/04/11 22:00:00 1999/04/1219:00:0_Q____J 22 _ L_0.014 , 35.04% 0.21 -
28_1_ ~ i9797o:iioi1o'oO:OO ___::c::--1979/03/0207:00:00 _ I --22--_J__ _o~~ 35.17~~ --------
I 282____ 1957/10/14 02:00:00 . 1957/10/14 23:00:00 __ _ 22 __ 0.014 j 35.29% -Jf21 _____ ·--__ _
_ 283 -'---1980/03/25 23:00:00 . -+---1980/03/2616:00:00 i --.. 18 _ ·--0.014 ---· 35.42"/4 0.21 ----------
284 __ '. 1952/12/3019:00:00--1-1952/12/3116:00:00 __[__ _ _2L --'-__Q,_()14~ __:3§,§4% 10.2 ---. ----·--
285 1992/03/0208:00:00 · 1992/03/0311:00:00__ 28 --· · 0.014 __ 35.67% 0.2. ___ ---------
_21l§_ ----L-1952/04/1013:00:00 _ 1952/04/1110:00:00 . , ~ . 0.014·--· 35.79% . ,0.2 ----------
__187_-_, 1983/04/2908:00:00 ~ 1983/04/3009:00:00 =-r___g§___=--==r= 0.013 _ ~-92% ~. _-__ --_-_ ·--
288 1993/03/28 02:00:00 1993/03/28 20:00:00 19 , 0.013 -+-~-05% ,0.2
289 1989/03/2514:00:00 ' 1989/03/2614:00:00 25 --0.013 , 36.17% 0.2
290 , 191110211101:00:00==-1-= 1911102118 03:oo:oo -r-. 21 · 0.013 . · . 36.30%~,2 . · . -~ --1986/10/0919:00:00 -· . 1986/10/1114:00:00 __;_-~_____:::r-o:o:is --, -36.42°/; _ iJ~ -.-----_---
292 i 1959/12/21 02:00:00 1959/12/22 00:00:00 23 ' 0.013 36.55% 0.2
293 ' 1993/06/0513:00:00 1993/06/06 08:00:00 20 . --· 0.013 ·--36.67% _ ~
294 . · 1967/04/21 23:00:00 . 1967/0412211,00:oo_ --r--13 -~_o.~7=36.80% ~2 ________ _
295-----, 1996/02/21 04:00:00 1996/02/22 07:00:00 28 0.013 , 36.92"/o 0.2 ~ I 1953/03/01 22:00:00 -~~03/0214. :00:00 __ --.. -~---=-o:o:is. ---.-. 37. O~~. ---
297 · 1979/02/14 03:00:00 · 1979/02/1418:00:00 16 ; 0.013 ' 37.17% _j_Q,_2__
-2981 195110812810,00:oo -195110812905:oo:oo --20 ~ -0.013 ' 37.30% 0.2 ----------
__ 291_ __ -_ 1959/12/10 02:00:00. __ 1_959/1.2/10 17:00:00 __ j -16 -. ; .. -0.013. . . 37.42%-10.19 ----------
300 195910312113:00:oo 195910312211:00:oo I 23 0.013 37.55% .0.19
301~ 1959/04/2607:00:00 . 1959/04/2623:00:00 -17 · . 0.013 . -37.67% 0.19 -
302 · _1993103126 02:00:00 . l-= 1993103126 23:00:00 I 22 0.013 . 37.80% 10.19 _ __ --. -----
303 :_x-= 1973/02/1511:00:00__ 1973/02/16 02:00:00 __ , . 16 ___[_ 0.013 _! 37.92"/o _ 0.19 --· _____ _
304 1952/01/2506:00:00 1952/01/2602:00:00 21 0.013 . 38.05% ,0_19
305 . 1982t11io918:oo:oo __ 198211111105:00,oo -=1-36 --r--:-0.01a -~ 38,17% . lo.19 _________ _
_ _____lCls =t 1983/0210614:oo:oo 1983/0210818:oo:oo __ 53 __ ----t_ . __ -Q,Q!L~---38.30% 0.19 _____ ---.--
307 ' 1954/03/30 04:00:00 ' 1954/03/3019:00:00 16 0.012 38.42"/o •. 19
308___J 1960/0911105:oo:oo::__-r-~6010911122:00:00 -r--18 ------L 0.012 . 38.55% o.19 --·---__
309 _j__ 1955/02/2613:00:00 · 1955/02/2812:00:00 ----, 48 . I 0.012 , 38.67% 0.19 _ :rro-· ·19801031101s:oo:oo --.--198010311108:oo:oo. ·---11---+--~.12 ~~.8oo;;::::::-~ ----···--·--
311 . 1997/12/0617:00:00 1997/12/0801:00:00 , 33 0.012 38.92"/o _J()J9_
312==+=2004/04/0121:00:00 __ 2004/04/0214:00:00 ----,_ ~ +-' .. 0.012 -1-39.05% __ '.0.:!L_ -----_-_-
313 1957/03/1609:00:00 1957/03/1703:00:00 ' 19 0.012 ---r--39.17% 0.19
_ -_31_4_·-+-----¾.1958/03/0610:00~ _ 1958/03/0711:00:0~ _·_ 2_6 _____ 0,912 . _ .. _._39.30% 10.Hl _______ ·-·.-_-
11_L_;__ _1957/12/0506:00:(){)__ -l--1957/12/0602:00:00_,' __ -11__ ---+----_ 0.012 __ ._ 39.42% ,0.18 ---------
316 1996/02/2511:00:00 1996/02/2811:00:00 73 , 0.012 ' 39.55% ~-18
317 . 1976/12/30 17:00:00 1976/12/3119:00:00. . . 27 · 0.012 . 39.67% 0.18 . . ----_
318 . 2000/02/1118:00:00 2000/02/14 23:00:00 · 78 , 0.012 ' 39.80% 0.18
_ 3,-g-+-1965/01/2407:00:00 _-1965/01/2_423:00:00~ 17~~12=t~2"/o _ Q.18 _. --. __
320 1992/12/27 22:00:00 1992/12/30 00:00:00 51 -+---0-012 , 40.05% 10.18
3)11 _J ~80/01/1721:00:00 -, -1980/01/1910:00:00 i--~ ____Q,_O12 -·~40.18% -:::fili~----·---
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i i i • I i i l I i I I I I I l I I 1 I I I I I I I I I I r I f I I I I I I I
Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank _J __ Start Date __J__ _ End Date _ ~-Duration __ Peak ___ Frequency I Return Period ________ _
~22 _j__ 1987/04/04 08:00:00 ' 1987/04/05 08:00:00 25 -, 0.012 · 40.30% 0.18 _ -
-323 1998/03/2517:00:00 --___ 1998/03/2923-:00:00 -__ 103 --I --0-.0,~1 _40.43% ---I0.18~ ---------
324 1980/12/0711:00:00 1980/12/0804:00:00 ---1---18 , 0.012 40.55% 0.18 ~ _j__ 1976/08/30 13:00:00 -1976/08/31 04:00:00__J__ 16 ----0.011 -----40.68% _ ~ ----------
326 __j_ 1969/04/0521:00:00 1969/04/0610:00:00 14 _ +----0.011 , 40.80% __ ____j_0,18
327 _-_-_ 1958/03/27 ,3:00:00 I 1958/03/28 04,oo,oo _ c-__ --16--_-_J_ _0.011 _ ____::::r:--40.93o/~-0,1_1l___ ----=-----=-__ --_
~_J_ 1978/03/0916:00:00 1978/03/1008:00:00 , _ 17 ' 0.011 _ 41.05% '0.18 -----------
329 I 1996/01/21 21:00:00 1996/01/2217:00:00 21 0.011 , 41.18% 0.18 330-~ 1954/12/09-23:00:00--1954/12/1018:00:00 ---20 --D.011 --r-41.30% 10.18 __________ _
I-331 -----'-1983/12/0317:00:00 ----L--1983/12/0411:0Cl:00~19 -------, 0.011~1.43% _QJS ___ -___ -__ _
332 I 1962/02/19 11 :00:00 1962/02/21 19:00:00 , 57 0.011 41.55% 0.18
-3~ ,-------1973/02/06 06:00:00 , 1973/02/0715:00:00 --, -~ =+= ().011 ---~68% "if.17 ----------
~-1981/02/25 22:00:00 --~1981/02/2614:00:00--' --17___ 0.011 -~41.80% 0.17 ----------~-~L--197411012813:00:~~7411013001:00:00 t---~-_ o.oiT---41.93% o:-,Y--------_ --
~--1956/01/31 09:00:00 _ 1956/02/01 00:00:00 __ __1_§_ __ 0.D11 _ 42.05% __ ___iC).1_7 __________ _
337 1986/04/0603:00:00 1986/04/0701:00:00 . 23 • 0.011 ---r-42.18% 10.17
338 -+ 2001/03/0616:00:00 --2001/03/08 02:00:00 L_ 35 -----::::l__ _()J)1_1_ -=t= 42.30% ___ -lo.i7_0J__7__ _-_
339 1955/04/30 20:00:00 1955/05/0214:00:00 43 0.011 42.43% __ g
__ 340 ___ 1959101119 00:00:00 -t=--195910112213,oo·oo I 86 _ I __ 0.011--42.55% ____J(l,_1_.17, _-_ -~ _-
341 I 1994/01/25 01 :00:00 1994/01/26 12:00:00 36 0.011 ' 42.68% '0.17
342 ~ 1970102/10 05:00:00 --1970102/1118:00:00 ---38 --0.01 ---42.80% 0.17 -------
343 1969101/14 02:00:00 1969101115 03:00:00 ' 26 0.01 L-_42.93% 10.17 ----
344 +----,-----198511210213:oo:oo __ -19s5112103_11:oo,oo--==r _ 23 __ ! __ om ___ L_ 43.05% _ 0.17 ______ -___ _
345 __ 1984/10/1709:00:00 ____ 1984/1011721:00:00 _-_ 13 ---0.01 --_ 43.18% ~0.17 ---------
-346 1980/04/2213:00:00 . 1980/04/2318:00:00 _ ____j__ 30 _ 0.01 _ 43.30% 0.17 ----------
347 , 195711211512:oo:oo=r~57t1211716:oo:oo__J_ 53 _==1----0-01 , 43.43% _ 0.17 _________ _
348 1979110/20 05:00:00 1979/10121 05:00:00 25 0.01 -43.55% 0.17
349 --1963/11/1518:00:00 -----_1963/11/1609:00~ ·---16 ----=-Q.01~--i ~68%--10.,-Y-------__ _,
3~ 195410112411:00:oo ____ 19541011_2518:0o:oo ---r-_3_2 __ L ___ Oj)1__ --1---43.80% ____QJ_7 __________ _
I 351 _ 1995/04/16 09:00:00__ _ 1995/0411--71_0:00:00 --26 _ --0-01 ! _ 43.93% 0~· ~7 ----------
~ ---l-1960/11/2619:00:0'!-----+--1960/11/2710:00___:Q{)__ '--16 _ --1--0.01 ---44.06% _J(lJ_7 __ -------
1 353 -1963/0411705:00:0'!--------l-_ 1963/04/1722:00:00 ~ 18 __ ----l-_ 0.01 __;_ 44.18% -0.16 ---------
354 1999/03/2516:00:00 , 1999/03126 08:00:00 17 0.Q1 44.31% 0.16
355 -· 1962/02/15 21 :00:00 1962/02/17 02:00:00 30 0.01 _ 44.43°/4 7if.Tu ------
-355--------t 1999/02/04 11 :00:00 -1999/02/05 13:0~ -1-_ -_ 27 _ __; 0.01 --r--44.56°/410-:Tu ____ -_ ~----------
357 ---,--1972/12/0416:00:00 1972/12/05 08:00:00 ----t-17 ' 0-01 --~44.68% 0.16 ~ ---,-I 196411212710:00:oo ---1s6411212a 23:00:00 _ ----_-_-3~ ~ ·o.o1 __ , -~arL-----Jo'. is -_ ------------
359 1970101116 09:00,00 , 197oto1,1710,oo:oo----r-26 1 -0.01 . 44.93%--~ ~ ____ 19ao110116 07:oo:oo _ -I-= 19ao110116 20:00:00'------t __ --__1±_ -__::__r-:: 0.01 ____L_ 45.06% _o_ 1_5 ________ _
~1 , __ 1986/12/0610:00:00 _. ___ 1986/12/0714:00:00 __ _1!l_ ___ , ____(),Q1_ __ ___§JS% _ 10.16 ____ _
36c-I.=200510312a 22:00:0_0 ____ 2006/03/2917:00:oo -__ 20__ 0,()1___ _ 45.31% _ o.16 ______ _
363 -1986102/0800:00:00 1986/02/0901:00:00 I 26 I 0.01 45.43% -,0.16
364 ---t-_ 195510111610:00:oo _ ~1955101117 __ 05:oo:oo_ _ ___ _1()_ ___ , _ __!lcQ1_ _ 45.56% +~-~~ _________ _
~6_5___ 1995/0312114:00:00 _1995/03/2204:00:00 __ 15 --___ 0_.Q_1 ___ _ 45.68% -~ -----------
366 1984/12/1603:00:00 _ 1984/12/1616:00:oo=r:: 14 ·r-0.009 , 45.81% 0.16
~-+---c--1955/o211623:6o:oo -1-1955102117 23:oo:oo --_-2S:-___::::r--o-:o59 ---t---45.93% o.1e---_ -------
3§8 ~ 2000/1012611:00:00 _ 2000/10/27 22:00:00 ~ 1§_ _ 0~009 __ 46.06%---i0.16
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date ___ End Date I Duration Peak Frequency Return Period
--3~ --1983/02/0217:00:00 1983/02/0323:00:~'-31--~0-~ 46.18% -----iTT6 ·----·-----
370 ~2004/12/0514:00:00 2004/12/0606:00:00 --17 ---Q.009--,-··46.31%. 10.16 _____ _
_ 371 -~007/08/26 13:00:00_---C __ 2007/08/27 01 :00:00 ----:r-~ ~L__().009 . 46.43% 0.16 --. -------
_EL. . , 195210310609:oo:oo I· 196210310108:00:oo __ _2i_ _, __ 0.009 ___ 46.56%
1
0.16 .
373 --t--1980/12/0415:00:00 1980/12/0517:00:00 27 0.009 ::J=' 46.68% 0.16 ~4--2004102103 02:00:00 --2004102104 o5:oo:o_o ___ ~ ··--0.009 · ·----.is.81% · 0.16 ·--. ··----
--3~ 1-.-2007/12/07 07:00:00 ·-' __ 2007/12/09 ~_l_~__§Q__ =-±-= 0.009 ' . 46.93% . 0.16 ------
376 · 1982/01/2819:00:00 1982/01/2913:00:00 19 ' 0.009 47.06% 0.15
377 _·_1988/01/0516:00:00 ___!9_88/01/0606:00:00 +--. -1.L_. ·-·--0:009 : 47.18% -·fofg-----.----=----=-_
378 1968/02/13 06:00:00 _ +----Jc968/02/13 20:00:00 --I-_ 15 · 0.009 47.31% ----tct,;;-
379 1 1963/04/2602:00:oo -+-~963/04/2615:oo:oo-: _ · 14 ___ , 0,009 .• __ 47.43% ~-15 -------
380 1990/05/2810:00:00 1990/05/29 02:00:00 17 · 0.009 47.56% 0.15
-381 + -2006/05/2207:00:00 , ~/05/2220:00:00 ·=· . 14 -+· D.009 ± 47.68"/.-0.15 ·---------
____lll_2 __ , 1994/01/2714:00:00 ' 1994/01/28 01:00:00 _ ·-12 .. __ 0.009 . __ 47.81% . 0.15 __ ------
_l!lL __ 2006/12/1003:00:00 _____LOOG/12/1106:00:00 ___ 28 __ 0.009____ 47.93°/o____J0.15 ·--· ______ _
~---1982/11/2913:00:00 --!-. . 1982/12/01 02:00_:Q()__-I---~. ·-.-0.009 ! 48.0.6% __JQJ_5 __
. 385 __L_ 1995/02/1404:00:00 .. 1. __ 1995/02/1505:00:00 l _ 26 ____ , _ 0.009 . 48.19% 0.15 . --------
386 1964/03/23 00:00:00 1964/03/24 09:00:00 . 34 : 0.009 . 48.31% 0.15
--387--1958/09/24 06:00:00 1958/09/2418:00:00 . --. -13----. 0.009 ::.=r:_-· 48.44%. 0.15 ____ --·-
388 ·r-rn82109126 06:00:00 . ----i"s82109121 o-i:oo:oo ---;--. -20 ~ · D.009 -1 _:-_ 48.56% o:is.. .. . . . ___ _
I 389 __ · 1961/11/2504:00:00 __ 1961/11/2609:00:00 I_ 30_=-i.=_ 0,.Q()L_ __ 48.69% 0.1_5 ________ _
390 1998to411111:oo:oo 1998/04/1206:oo:oo 14 0.009 48.81o/;----rcCT5 ~ ,-. ·191510210310:0.o:oo .. L~.1510210418:00:oo_ =r::=·---1L---"-0.009. .. 48.94~ __ 0 .. 11_5 ______ --.-
392 -,----1959/01/0610:00:00 L__1959/01/0620:00:00 . 11 ! 0.009 49.06% _ ~ 393 --.-. 1961/11/2018:00:00-1961/11/21 06:00:0_0__ --13 __ , 0.009 ' 49.19% ---!N~-----.----
394 ~ ~3/02/23 20:00:00 __ ... 1993/02/2413_:00:00 ___j__ __11L_ --+--0.009 ... +--49.31% 0.15 ·--. -----·
395 1978/11/2119:00:00 ' 1978/11/22 09:00:00 , 15 -----1-0.009 --t--49.44% 0.15
396 --,.. 1973/02/28_ 04:00:00___ 1973/02/2818:00:00-----,-15 . -0.009 __ · 49.56% .. 10.15 ---------=-_::__----_-_----=
397 _ __L__ 19nti271808:00:00 . 1977/12/1818:00:00 __ ~ 11 ·--. 0.009 · . 49.69% 0.15 ----·----·
398 1968/04/01_ 23:00:~ 1968/04/0210:00:00 L___ 1_2 __ .~ 0.009 _· __ 49.81%. 0.15 __ --------~---+--1972/11/1111:00:00 , 1972/11/1122:00:00. . .. 12. . ·. . 0.009 . 49.94~ --·--· --.--
400 : 1998/12/06 06:00:00 1998/12/0618:00:00 13 . 0.009 _ .(__ 50.06% -Joi5
401 ____ 1957/01/0512:00:00 ·--1957/01/06 00:00:00 --L~ 13 ~~ --I-5Q.19% ~ ·--.-.-· ·--. ---.. -
40.~ --+-. 1985/01/0713:00:00 . 1985/01/0814:00:00 __ . ' . . 26 __ i. 0.009 50.~ [QJj_ ·--·--. ----
40L___i_ 1967/04/18 23:00:00 1967/04/20 08:00:00 . 34 ___ 0.009 50.44% __JQ,!4 __
~.QL__ ___ 1990/01/31 03:00:00 . 199. 0/01/3113:00:00 ~ 11 . -t---0:009 '. . 50.56% 10.14 . . ~ --.---~ ' __ 2006/02/1906:00:00 __ 2006/02/1921:00:00 __ l __ 1_6 ·--· 0.009 --,--50.69% 0.14 --------
406 --t--1952/03/01 00:00:00 1952/03/01 21 :00:00 22 1 0.008 50.81% 0.14
~7 2008/02/0309:00:00 2008/02/0408:00:00 24 0.008 ==t--= 50.94% '0.14 _
·
408 ____ 1983/04/1212:00:00 _ 1983/04/1316:00:00 · : _ · 29_ I 0.008 . ____§1,_06% .
1
0.14 . --=----~--=-
409 , 2001/03/1017:00:00 . 2001/03/11 05:00:00 ' 13 0.008 51.19% 0.14
--· 410 I ~52/11/2300:00:00 --1952/11/2317:00:00 ---1-8-. ---0.008 __ -T-_-_--51.31% . 0.14--------
411 ·-. -. 1974103/0212:00:00 . 1974/03/0315:0Q:OO---, ~ ----;-· 0.008 51.44% 10.14 . . ~~ -----.rf2--==!= 2000/04/1720:00:00-----L_. 2000/04/1817:00:00 I -22 ~ 0.008 51.56% _ 0.14 ___ _
~i3 , 1982/12/2921:00:00_ I._ 1982/12/3008:00:00 ____ __1_2_ --. 0.008 --+--51.69% _0.!1__ ------
414 1979/01/0913:00:00 _1979/01/10 01:00:00 ·. 13 ___ 1---0,008 ___§1.81% _QJ_i_ ---------415 1975/02/09 08:00:00 . 1975/02/1CU0:OO:QQ_ [-_ 27 I 0..008 _ _5f94% 10.14
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date ___ ___ _ End Date __l__ Duration i _ Peak _ j Frequency I Return Period _
_ 41_6__ 1967/03/31 13:00:00 _,______19_6_7_/0_3_/3_1 2_3_:00_:00 ___ ! ___ 1_1 _____ 0_.0_0_8 ____ I __ 52_.0_7_% __ 10._14 ___________ _
41_Z__ 1983/11/2010:00:00 _ I 1983/11/21 03:00:00 ----~-_J____ _ 0.008 _ _ 52, .19% -10.14 __ ----
418 ____::r-1991/12/2804:00:00 1991/12/2814:00:00 ---r--11 -----1-_ 0.008 I 52.32% Jo.14
419 __ -~5/01/21 05:00:00-----r 1995/01/2115:00:00 ---t--11 ___ -__ OJJQL _ 52.44% ---+a.f4-
420 1971/12/2717:00:00-r----,971/12/2901:00:00 33 0.008 52.57% 0.14 -----
42,-----____t-1955103111 04:oo:oo ~ 195510311114:oo:oo _ , _ 11 ---I--0.008--( ____ c52.69% -lo.14_0.14 ______ _
~--: 1973/03/05 08:00:00 _---1973/03/07 09:00:00 -r-___s_o ______ 0.008 f------.52.82% 1().14---------_-_
423 1990/04/1710:00:00 . 1990/04/1800:00:00 15 0.008 , 52.94% ,0.14
-424 __j_ 2005/03/22 22:00:00 _ -2005/03/23 09:00:00 _ -12 -~ 0.008 53.07% -fill -_ -_ _
425__ _ --1s73/TT71709:00:~_ 1973111,19 06,oo,oo -----r--~---i=_ 0.008 _ ___j__ 53.19% !ill-_-_ --------__ _
__ 426 ---i---1975/04/1708:00:00 1975/04/1719:00:00 --'' 12 --_ 0.008______ 53.32% :0.14 ----------
42,7 2007/12/19 00:00:00 2007/12/19 21:00:00 --+--22 ____j_ _ o_ .008 -1------"_ 53.44% I0.14 _ _ ________ _
428 1995/01/15 04:00:00 1995/01/17 12:00:00 __J 57 I 0.008 _j__ -~3.57% IQ.14
t-----;f29--+ 1955/04/2207:oo:oo_____ 195510412219:oo:oo _ _ · ---_1_3 __ ---·o-:ooa -' -53.69%--lo:~ -_ -_---__
430 1982/03/25 23:00:00 +--_ 19_ 82/03/2615:oo:o_o +--17 +-0.008 -~-53.82% 0.14 ______ _
431 ---+-1957/10/31 03:00:00 -1 _ 1957/10/31 14:00:00-----1 12 ___ c-----0.008 --53.94% 0.14 ------
43g_ _L __ 1953/11/1418:00:00 _' 1953/11/1515:00:00 · 22 ---0.008 , 54.07% 0.13 ------------
433 1990/06/0917:00:00 1990/06/10 23:00:00 31 0.008 54.19% -----ig,g_
__ 43_!__ 1997/01/23 09:00:00 _ -_ 1997/0_1/24 05:00:00 _ t-_ 21 _ ---1---_ 0.008 =+ _ 54.32% --~ 0.13 _ ----_ -
435 1987/03/22 03:00:00 1987/03/22 13:00:00 11 0.008 _ 54.44% ,0.13
_ 436-~ 1974/12/2810:00:00 i _1974/12/2919:00:0o--+-_ _ 341~,008 _ _ 54.57°,1/o ~3 -----------
437 f 1990/02/0413:00:00 _(___ 1990/02/05 00:00:00 I 12 -I--0.008 , 54.69% ,0.13
438 ___ : --1953/01/0618:00:00 ___ 1953/01/0812:00:00 -I-== 43 -__ -_· _ 0.008 ==--54.82%~0.13 _ ==----------
__ 439 ____ 1960/02/09 00:00:00 ____ 195010211018:00_:()()__ _ ____1:l__ _ 0.008 , 54.94% 10.13 __________ --l
440 1952/03/13 00:00:00 1952/03/1317:00:00 18 -----,---0.008=655.07% TiJ.13
441 ! 1996/03/1219:00:00 ----1996/03/13 20:00:00 26 --+-0.008 55.19% o:i3-----------
-442_--_-1965/03/1217:00:00-_, 1965/03/1403:00:00 __ 35 -_OJJQL ____ 55.32°/4J1:r----=----=---=-
443 =-t 1978/01/3013:00:00 L 1978/01/31 09:00:00 _ I 21 + 0.008 ---+ 55.44% 10.13 ___________ -_-__ _,
444 1955/11/14 09:00:00 1955/11/1419:00:00 ,----11 , 0.008 I 55.57% 0.13
445 --+--1982/11/19 02:00:00 _ 1982/11/20 16:00:00 -_ 39 _ _ 0.008 55.69% ----,0.13 -_ _ ----_-~ -1963/09/0410:00:00 , 1963/09/04 22:00:00 I 13 -' 0.008_ -I--55.82% ----tf.iJ --
4Q__--l--1953/04/2723:00:00 1953/04/2810:00:00 _ I _ 12 _ --t--0.008___j _ 55.94% _ ~---_______ _
448 1 1996/12/2718:00:00 ~ 1996/12/2815:00:00 22 0.008 56.07% ~:~
_ ____±1_9 _ -1978/11124 11 :oo:oo 1 -__ 1978/11124 23:00:00==---:r__=___ _ · _1_L-::_-.:..i= 0.008 _____ 56.20o/o_____: O.J.L __ ____ __ __
450 , 1957/01/1002:00:00 ,---------,957/01/1019:00:00 I 18 -----+---0.008 ! 56.32% 0.13
lt--~45cc1-=---:::c-= 1954/01/1212:00:00 _ ~/01/1309:00:00 ~ 22___:__ · · 0.008 56.45% ---ioia-________ _
452 1960/11/13 02:00:00 1960/11/13 10:00:00 9 0.008 56.57% -----rct, 3
453 -+-2007/02/2807:00:00 __ 20-07/03/0-106:00:00 i--24_~--0.008 =r=_ -56.70o/o _ i0.13 ~~----
'
454 '_ ,1975/11/2720:00:00 -i ~975/11/2905:00:00 • -_34 -_' _0.008 , 56.82% 0.13 _---------
455 1975/12/2016:00:00 ---l--1975/12/21 04:00:00 +--13 , 0.008___ 56.95% '0.13 ----------~ -----::i=--1957/02/23 09:00:00 ____ ----1957/02/23 21:00:00_ ' 13~~008 : 57.07~-10-.13 ' -----------
457 1957/06/10 05:00:00 1957/06/1014:00:00 10 ' 0.007 , 57.20% 0.13
458 I 1971/02/23 06:00:00 --1971/0212314:0o:oo _ ----9 ___________ --:--_____(),_007 --57,32% -0.13 _____________ _
459 , 2005/12/3119:00:00 2006/01/03 08:00:00 -----,-62 +-' 0.007 57.45% =U=.13 460~ ----is5210111022:ocEo_o_ 198210111113:00:o~---1~ ·ollo? -57.57% __ 0.1:i-::-----------
461 1983/12/0919:00:00--+ 1983/12/10 02:00:00 8 0.007 57.70% 0.13
4~ i 1~88/08/24 07:00:00 _ 1988/08/24 22:00:00 -----c:_ __1§_ _l_ _Q,_007 _57.82% ,O_J_3 ---
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank __j_ _ Start Date I _End Date , _ Duration [ Peak I Frequency I Return Period
463 1 1997/01/02 07:00:00 1997/01/03 20:00:00 I 38 -' 0.007 57.95% ;0.13
464 _ 1966/10/1015:00:00 -1966/10/11 00:00:00~ _ 10 _ 0.007 ~ 58.0ry;::7o.13 _ --. -----
____§5~ 1995/03/2312:00:00 __ ' 1995/03/2402:00:00 ---__ 1_5 -----==r-__Q.OQZ__ _: __ 58.20%~---·-----. ------
_4§§__' 1998/12/0119:00:00 -· 1998/12/0204:00:0_Q__j ___ 10 ---1 __ 0.007 ___ ·_ 58.32% 0.12 -----.-----
-467 ___ 1992/03/2708:00:00 __ , _ 1992/03/2715:00:00 _ I 8 __ 0.007 , 58.4§°L~ ________ _
468 i 1987/10/31 08:00:00 -----r--1987/11/01 07:00:00 24 ____ I OJJOL---------r-58.57% 10.12 --·------
469 i---1985/01/2817:00:00 _-_ t-----i__ 1985/01/29 09:00:00 +---17 -----0.007-__ -~--58.70% 0.12 ---.--------
470___ 2004/03/0202:00:00 ,_ 2004/03/0213:00:00 I _ _ 12 ____ 0.007 _ 58.82% _ I0.12 _________ _
411 _ L_ 19ag101,0110,oo,oo , 1909101,08 02,00,00 ___ 9 _ -l----0.001 _ ___;_ ss.95% 7o.T2 ___ ___ _ __ _
_ ___iR --. 1990/01/1313:00:00 -1990/01/1419:00:00 _J__ __ 31_ --0.007 . ~07% 10.12 ----_. -----
473 1959/02/08 06:00:00 1 1959/02/09 06:00:00 I 25 , 0.007 59.20% 0.12
-------;f7;i---____!::=-:joo5/10/16 20:00:00 ~ 2005/10/1818:00:00 ----47-____:__i:::=-=0.007 59.32% _ O.~ -----------
-475 _ 1971/01/12 22:00:00 -1971/017i3T8JO~ ---t--~ , -0:007 _ 59.45% ~ -------_ ---
___ 4~ _. 198310212411 :oo:oo _ 1983102125 08:00:00 I ___ 22 ___ 0.001 ___ _ 59.57~ ~-____ __ __ _ _
_ 477 -r---1977/01/2904:00:00 , _ 1977/01/2912:00:00__ _ 9 __ j 0.007 _ _J__59.70% -----/l1·J~ _ ·---------
__ 4~ ____ 1971/10/16 22:00:00 __ 191111011113:oo:oo _ i--16 ! 0.001 59.82% __ 0.12 __ _____ _ __ I
_ 479 ---'-2007/02/1114:00:00 _ , 2007/02/11 22:00:00_~· _ _ 9 __ _ 0.007 _ --59.95% ___j_0_.12 ----·--
480 I 1989/05/1412:00:0o=-r=-..=_1989/05/1516:00:00 __ 29 + 0.007_=::r· 60.0_8% _10.12-__ -____ _
481 1987/02/13 23:00:00 1987/02/14 09:00:00 . 11 ~ 0.007 60.20% 0.12 --~-___:c--~03/1516:00:00 ---1991/03/160. 0:00:00 ___ __:c-_ 9 ---0.007 -.60.33% _ __JQJ2 -·--· ----
483_ ! 1988/12/18 15:00:00 , 1988/12/19 05:00:00 --15 __ , 0.007 __ 60.45% -------1Qc12 ----------
~ ___ 1986/02/1310:00:oo ___ 1986/0211322:00:o_o 1 ___ 1_3 ___ _L___ 0.001 ___L_ 60.58-% 0.12 _____________ _
485 1951/12/1910:00:00 1951/12/19 20:00:00 11 . 0.007 I 60.70% 10.12
486 1993/01/1013:00:00 _ L_ 1993/01/1023:00:00 ' 11 -------1-0.007 , 60.83% ~
--48~~ 196510110100:00:00 _J_ _195510110100:00:00 ~ _ 9 ---1-o.oot:=7-60.95% 0.12 _________ _
488____.j_ 2006/03/21 04:00:00 ____ 2006/03/2113:00:00--+ 10 _ · 0.001-----:-_ r-_ 61.08% . 0.12 -------
489 · 1992/03/08 04:00:00 1992/03/0817:00:00 14 0.007 61.20% 0.12
490 ---_ 195211212810:00:00 --:--1952112128 21:00:00 -_---·_ 12 -I --0.001 _ +--_ _ _61.33¾
1
0.12 -----=---=---=-_
491 ----::::r__ 1969/11/1004:00:00 1969/11/1014:00:00 -------r-11 ---0.007__ 61.45% _ 0.12 ---------
492 . 1987/11/04 21:00:00 ,-1987/11/0518:00:00 22 _ i-0.007 61.58% 0.12
I 493 -+-' _ 1993/12/1119:00:00 -!-1993/12/12 09:00:00 __ _ 15 _____J__ 0.007 ---t--~1.70% 0:12 -_ -------_ -
494 . _ 1976/04/1301:00:oo _ 1976/04/1320:00:oo~ 14 _ _ o.ooy---1 -61.83% ~ 495 . 1964/11/0916:00:00 --1-964111/1103:00:00 · __ 3_6 __ ---0.007 ~-61.95% C>.12 ---------
496 -+-. ,------1984/12/1022:00:00 ---1984/12/1114:00:00_ -+-17 _ ----,-----0.007 , 62.08% _ ·,0.12 __ --·-------
497 1984/04/28 00:00:00 1984/04/28 07:00:00 , 8 0.007 i 62.20% =w,2
--~ , 1989/02/04 00:00:00 _ (__1989/02/05 01 :00:00 ---26 -+' 0.007 -----'--62.33% D.12 _ -------·---
499 -j---1985/02/0205:00:00 ____L_ _1985/02/0220:00:00 , __ 16 __ ~.007 ·+-62.45%_ ,0.12 __ --------. --
500 _ 1974/03/2710:00:00 1974/03/2717:00:00 -----r-8 --0.007 _ ---62.58% -----rD.12 ---------
501 1952/03/1021:00:00 1952/03/1112:00:00 16 0.007 62.70%10.12 ~ I 200810112322:00:oo --200010112423:oo:oo~ _26 ~---___ 0,001 _ +--62.83¾ =1-12 · _ --~ __ _
503 1980/03/21 12:00:00 1980/03/22 07:00:00 , 20 0.007 62.95% 0.12 -----:so4 _j __ 1_993101,0210:oo:oo __ _ 1993/01/o221:00~---=--·12_ =f -D.007 ---63.08% o~--~~ ____ _
505 • 1984/11/1311:00:00 1984/11/1317:00:00 . 7 0.007 63.20% 0.12
_ · 506_. 195310212312:00:oo _-_195310212402:00:oo-------::t:__ 15------:-~ 0.001 __::_,__ 63.33% 0.12 ~---~~
507 ' 2006/12/2710:00:00 2006/12/2716:00:00 . 7 0.007 63.45% 0.11
__ 508 1 1982/09/1613:oo:oo · ~• 198210911120:00:oo---1-__ 32 I 0.001 , 63.58% ~1 ____ --_________ _
509 19_72/10/20 03:00:00 1972/10/2010:00:00 _, ___ 8_ __' __Q,_006 ' _63.70% 10.11
11/17/2017 11:25 AM 11/18
i i i I I i I I I I I I I I I I I I l I I I I I I I I I I f I I l f I i I I I
Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date , End Date ! Duration ! Peak I Frequency : Return Period
510 __ 1996/12/06 02:00:00 _· __ 1996/12/0616:00:00 , ___ 15 _-__ ' __ 0.0QL_ ~-63.83%=--=toJ:1 ------------
511 1957/10/21 06:00:00 1957/10/2114:00:00 ---t-9 , 0.006 , 63.95% '0.11
512 _ ---t-1951105121 01:00:00 =t---j95110512115:oo:(){)__ ___ _1_Q_ =---t=---= 0.006 ____ ~.08% ~ ----=-_----____:__----=-
513 1991/10/27 02:00:00 -1991/10/2718:00:00 17 0.006 -----1--64.21% ,0.11
I ~ --,-------1989102/0917:00:00 -,-_ ~)lJ211()12:00:00 ,--20 _ --"--0.006 ____:____i_ _ 64.33% _ :0.11----------_
___fil _____ 1955111,1114,oo,oo __ 195511111801,00,oo __ 12 , 0.006 __ 64.46%=-=WH------_______ _
516 ---1---------1979102/23 04:00:00 ------+------J979/02/2313:00:0O-+-10 _ 0.006 , 64.58% 0.11
_ 517 , ·199111211818:00,oo __ f----------' -19911121_ 1904:o_o:O()___ , __ ,_,_:__ ~ 0.006 _ · ~.71% __ _J_QJ_1 ____________ -__ _
518 I 1992112118 04:oo:oo __ 199211211810:00:00 ___ 7 __ 0.006 -1-------64.83% _ ___J_0_.11 _________ _
__ 5~ , 1978/11/1111:00:00 1978/11/1216:00:00 '1 ______1() ______ Q.006 --+ 64.96°&___ _QJ_1_ _____ -___ _
520 1968/11/14 20:00:00 1968/1111510:00:00 15 , 0.006 65.08% ,0.11
·521--4 195310211412,00:oo _ -195310211419:oo:oo--·---~ ----=r-----o:oos--__ -65.21%=--=:joJ1-----_ -_ -----
-~ __ 1970101/1003:00:00 =+ ~1Roi6:00:00 ___i:------~ _ _ 0.006 ________r:::---65.33°1. 0.11 _-_______=--__:------------
523 -+ 1989102/02 09:00:00 1989/02/0217:00:00 9 ---,---0.006 65.46% ~ -524 1976/0712702:00:00 --1976iiffl2708:00:~ ----7-------t-------0:006 __j_ __ 65.58°/; 0.1-1----------
525 __ 198910310218:00:oo --_ -1989103103 02,00:00---------:;::___-9·---0.006 __ L__ 65.71% -0.11 ___________ -_
526 t-' 1967/11/2621:00:00_ ---1967/1112703:00:00 ' ___ 7 , _0.006 --~83% 10.11 --------
527 1984112/031~ --1984/12/0317:00:00 8 ____j_ 0.006 65.96% _ lo.IT 528---==;-----1958/03/11 0:l:Q0-0_::_()(l___00 L__ ---1958/03/1211:00:00 _ __i::::=-33 -· --------0:006--,----------66.08% -------0.1_1 __ --_ -----_---------
529 _ i 197510312211 :oo:oo 197510312218:oo:oo , 8 I-0.006 66.21%~
__ 530 ___ 197-511111205:oo:oo _ 197611111213:00_:oo __ 9 __ _J___ _0.006 ~6.33% ___:Q,1_1 _____________ _
__ 5_:l1___ __1()01102/2018:00:QQ____ ____ 2001/02/21 04:00:()(J__ 1--_1_1 ___ _____(),_Q_06 ___ ~6.46% 0.11 __ ----------
532 I 1955101131 01:00:00 19s510113115:oo:oo , 15 _ o.006 66.58% -==jf11 ~ 1963103/2813:00:00 +--1963/03/28 21:00:00 -+--9_-_ L_ 0.006 -------l---66.71°/; 0.11 _-_____:__-_--_
___ 534 --1--1989/01/2322:00:00 , --1989/0112404:00:00 , 7 ----0.006 _ 66.83% _ --1Qc_11 ----------
535 198710311511:00:00 1987/0311517:00:00 7 --+ 0.006 • 66.96% 10.11
l>--~5~36~-1981/0411905:oo:oo _ 198110411913:00:oo ----9 o.o~ r-------67.08% 0.11 -------sai-___r------~ 112105 o3:CJO:OO ----1951112105 13,00,00 ~J---:-------~ ,--------o.ilos -------r------67. 21 % --:a.TT--______ _
538 1956/02/2412:00:00 =t 1956/02/2419:00:00 8 , 0.006 67.33% _)_gJ.i
539 _ ____c-1960/11/0322:00:0o___ ___1!l§Q/1_1_/04_Cli:()O_:00
1
, _ 7 ____;____ 0.006 ______j_ 67.46.;;-----,0.11__=----=----=-=--
540 2007/02/19 05:00:00 2007/02/1916:00:00 ----'----12 . _ 0.006 -67.58% --io.,,-
~-_j__-_ 1999/0610402:oo:oo ---1999706/0408:oo,oo· _7-+--o.00_6 __ I-67T1%------r-o:i-r o_.11---=-_-_--__ _
542 ____J_ 1996103/0500:oo,o_o ______ 1996/03/0507:00:()(J__-+-_8__ __ ~ __ o_.006__ 67.83% _1°'11 __________ _
543 2008/02/2012:00:00 . 2008/02/20 20:00:00 9 0.006 67.96% 0.11
_544----1 1957/0112020:00:00 :___::r=-: 1957/01/21 02:00:00~ ---_7 ___ --+---0.006 -----,-----68.09% '0.11 ________ -----
545 --2001/02/2318:00:00 2001/02/24 03:00:00 _ -'---10 _ ---_ 0.006 ___ 68.21% 10.11 -----------
546 2001102123 00:00:00 2001102123 05:00:00 6 _ L-0.006 . 68.34%-------ro.11
547 _ _J_ 1978/04/1522:oo:oo___ 1978/04/1604:00:oo , ___ 7 ____J__ ·o.oo~----r-~68.46% _ 0,1_1 ____________ --------1
548 1995/12/23 12:00:00 1995/12/23 18:00:00 _J_ 7 _ 0. 006 68. 59%-)0.11
~9 __j___~OOV11/2918:00:00 _ 2001/11/30 03:00:00 -10 0.006 _ -68.71%=-:::Jii}1 _ _
550 _ _____:_ 1977/05/2407:oo:oo· _ I 191110512416_:oo:oo ·_ 10_ ----=r-o:-_006--=---------68-84%------t!?.11-_-_ _ -__ -_
551 1998/03/13 20:00:00 1998/03/15 02:00:00 ___L_ 31 _ 0.006 68.96% _]Q-11
-_552 +-----1987/-03105 22:00~--1981103106 20:00:00 ____ -__ ~ + o.oot-----l-69.09% __ ___QJ_1 _____________ _
553 ___ 2004111121_os:oo:oo _____ 200411112115,00:0()___+--___ 7 __ ~ o.oo'l--------1-~-21% ,0.1_1 ________ _
554 _ · _ 1992/02/1003:00:00 1992/02/1013:00:00 _j_ __ 11 _______ 0_.0QL__ __ 69.34%~ -----t[t11_ ________ _
555------, 1994/11/1014:00:00 1994/11/1021:00:00 8 , 0.006 69.46%'-----tb'ii
~56 2003/11/1208:00:00 _L 2003/11/1308:00:00 _ i _ 25 _ , 0.006 -------;-69.~9%_ J0.1
11/17/2017 11:25 AM 12/18
i • j i I i I i I l I ' l I I i I I I I I t I # I I I f I I I I f I I I t I
Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank _l_ Start Date I End Date Duration Peak Frequency I Return Period ----==~ ------------------, __ -------------------------_____§§Z__-___ 1998/01/0319:00:0()_______,_ 1998/01/04 23:00:00 _ 2_9 ___ _j__ 0.006 --_ 69.71% __ 10._1 _ --------
558 1972/12/07 08:00:00 1972/12/0819:00:00 : 36 0.006 , 69.84% 0.1
55~-::C-i@ioi/3f13~f-+o -199910113118:<io:o_ o -+---_s_ --_--0:0~~ -
1
os-.1-_-_-_-=---_ -=--
sso 1978/04/0814:00:00 1978/04/0900:00:00 __ 11 j___ 0.006 _ I 70.09% 0.1 _______ _
561 __ 1979/12/21 09:00:00 --1-979/12m 19:00:0~_ 11--· 0.006___ 7021% 0.1 _ -_ --------
-562 --2000/02/2318:00:00___ 2000/02/2402:00:00 --9 --_____j 0.006 __ , __ 70.34% 0.1 -----------
~ 1994/12/25 04:00:00 : 1994/12/25 11 :00:00 , ___ 8 __ ~ I 0.005 ____ · _ 70.46% 0_.1 _______________ _
__ 5_64 =-t_::_ 1956/12/0606:00:00 ---1956/12/0611:00:00 _ _j__ _ 6 _ ' 0.005 , _ 70.59% '0.1 --
565 · 1982/03/28 ~ _ 1982/03/29 08:00:00 11 o. 005 _ __J__ 70. 71 % , 0. 1
-566 i 1996/01/16~-L--1996to1111os:oo:oo _ _ __ 8 ·: 0.005-----1_ 70.84%~----------
5_6_7_ · 1951/1_~0'=/1=1-0~2:~00s-:0=0-__ -__ 1~9=51=/-10~/1=1-06=:0_0_:00 __ __J__ __ 5 ____ · _0_.00_5 ___ . __ 70_.9_6_% ___ 0._1 __________ _
568 1_957104,_2214,00,00 _ 1957/04/22_19,oo,oo _____ 6 _____ +--0.005 __ , _ 71.09"H" 0,1 __________ _
569 =t 2001/12/03 20:00:00 ' 2001/12/05 01 :00:00 I 30 ____j__ _ 0.005 ' 71.21% 0.1 --570 ___ --,9967o1i2516:00:00 -_--1996/01/2521:00~ ,-----6--· 0.005 71.34% QT-----
-571 I 1975/12/1219:00:00~1975/12/1300:00:00 -6 0.005 ---,----71.46% ,0.1 -----
572 __L_ 19-83/01/1813:00:00 __j_ ____1!l!l_3/Q!/1_!l_1_§:QQ:()O _____ 28 ___ l.--.Cl,QQL'---j:__~~~ ToT_ ----_-__ ---
_____§Z3 _____ 1978/03/2217:00:00 ___ 1978/03/23 20:00:00 _ ---+-----_ 28 _ I 0.005 i 71.71%~ __ __ ___ __
574 1987/03/25 00:00:00 1987/03/26 03:00:00 I 28 0.005 71.84% 0.1
-575 -=r-=·1983/01/24_21:00:00---=---~101,2523:00:0o~_. -27 ---0.005 ~ -71.96%~10.1-...:..=--=-----=-__:_
___5Z_6 · __ 1977/03/1616:00:Q()__ __ 1977/03/2219:00:00 I--148 0.005 I 72.09% __,Q,1_ _________ _
577 -+--1991/12/1913:00:00 _ __j_ 1991/12/19 17:00:00 _ 5 0.005 72.22% _0.1
_§78 -'-1983/01/2217:00:00__l ~3/01/2319:00:00 _____ 27_-_ --0.005 -r-12.34% -10._1 ____ -_ --_ --I
579 1985/03/2711:00:00__ 1985/03/2818:00:00 i 32 _::r:::= 0.005 __ ----t-__ -72.47o,r;-70.1 _ ---------
~----1 1983/10/0711:00:00 , __ 1983/10/0809:00:00 ' 23 '_ 0.005 72.59% -l+'0.1 ----------
581 1984/12/1223:00:00, 1984/12/1303:00:00 5 1=· 0.005 72.72% 0.1
_5s2 ---198711i102 01:00:00 _ 1987111102 11 :oo:oo -----l ____ 5__ o.oos r--12.84% __ o_.1 ___ -_ _.=-~ ~
583 ,--1980/04/2818:00:00-------r-1980/04/2915:00:00 ___ , --_2g__ -----0.005 --72.97% ~ ----------
584 1988t1212801:oo:oo------t -1988/12/2817:oo:oo 11 0.005 J 73.09% 10.1
585 _____;:::--1984/Q"1H519:QO:00 -1984/01/1614:00:0~ __ -__ 20_-_ L___0.005 ___L_ 73.22% __ 7TT_.O_J__ ____ -_____ --_
586 ! 1985/02/04 00:00:00 1985/02/04 04:00:00 · 5 ' 0.005 73.34% _ ~
_fillL_-----t-1987/12/29 14:00:00 -_ __1_9_87/12/30 1 i :00:00...:.+ __ 22 __ 1-·· 0.005 __ i _ 73.47% __J0,1_ ____ -__ -___ -_ ---
588 -_ 1977/02/2417:00:00=l=-=1977/02/2505:00:00 . 13 ----0.005 _ 73.59% _ 0.1 ----------
589 1971/12/04 05:00:00 , 1971/12/04 09:00:00 5 0.005 +-73.72% ______j_Q, 1 _
590 --;---19781111132:j:oo:0()__. __ 191511111403:00:QQ__. · ___ 5_-_-+ 0.005 --+ ~84%_ JQJ__ ______ -_-
591 ------i-1987/12/19 21 :00:00 1987/12/20 01 :00:00 r-5 -0.005 · 73.97% 0.1 592 195410310215:00:oo · 1964/03/0219:00:oo ___,__ --5-----0.005 74.09% 10_1 ----------------
593 1 1978/11/1512:00:00 __ 1978/11/1516:00:00 ---+--5 _ -I 0.005 -----:-___14.22% __ 0.1 _-_-_-_-_
594 . 1986/02/1708:00:00 ' 1986/02/1712:00:00 : 5 -----i 0.005 74.34% 0.1 ~ -_ _ 195110511911:00:oo -+--_ 19511051191s:oo:oo_----s-_ ---_ --o.oos---+ -74.4~-I~~-________ _
;~ I ~:~:~~ ~:~:gg ---~::~:~~ ~~:gg:gg --;--~ ---i g:~; ri!:~~~ -%.f-------------
598 ---1983/05/0111:00:00 -____ 1983/05/0214:00:00 -__ -__ _g!I_----=-0.005 _-__ 74.84% 10.1 -_-_ =-----
599-. 1996/02/0314:00:00 1996/02/031-9:00:00 _ ___L_ _6_ --1 __Q.005 • 74.97% 0.1 _ ----__ -_-_ ----
600 1987/02/0514:00:00 1987/02/0518:00:00 I 5 L__0.005 ' 75.09% '0.1
--so,--+-1980/05/0915:00:00 ---t-1980/05/1019:00:00 29 -0.005 75.22% 0.1 -----
-602 ----L--1951/10/1512:00:00 7 1951/10/1516:00:00 _;___ -5 _--___ Q.005 -75.34o/o--io.1----------
603 ~ _!!l_69/03/13 04:oo:oo 196_!l/03/1li0:oo:oQ_ ; _ L _1_ 0~005 75.47%--:--10.1
11/17/2017 11:25 AM 13/18
• t t I I • j t I I I ' i I I i i I I I i I I I I 1 I I I I I ( I I I f 1 l I
Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak Frequency , Return Period
----------------------____ __j______ -----~ ~-~ -~-___ J -----------
6~ _ 1965112122 03,00,00 _ _ I 196511212215,00,oo _____J___ _1_3_ j' 0.005 __ 75.59% _j_QJ_ ______________ _
_ 605 =--r-:::r958/02/13 05:00:00 . 1958/02/1313:00:00 ____ 9 ---0.005 75.72% 10.1 ___ ----
606 1992/03/31 17:00:00 1992/03/31 21 :00:00 5 --~0.005 ~5-84% 0.1 --607--: 199811112809:00:oo ---1998/1112906:00:00--,--W--o.i>~-75.97% ~ ---------
-608 =--r-=1990/01/2213:00:00-_-. -1990/01/2217:00:0(}==r: ------g---=-0.005 -_ -76.10°/.-----fctt ------=---=-:---=-
609 . 1979/12/2512:00:00 1979/12/2516:00:00 ---5 I 0.005 76.22"/.--fo; ~ _ 2007/04/23 02:00:00 ----2007/04/23 07:00:00 , -6--~--0~ . _ 76.35% 0.1 ---_ ---_ ----
611 ------;--196210111303:00:oo I 19621oi113o8:oo:oo j ___ 6 j -_0.005 ---76.47% 10,1 ---=---=---
512 ' 1983/12/1917:00:00 1983/12/19 21:00:00 • 5 0.005 76.60% 0.1
-6~ 1992/03/2915:00:00 ~-1992/03/2919:00:00 -5---1 ().0()!5_----t-_ 76~ o.r--------
~------:--1978/04/02 21 :00:00 1978/04/03 01 :00:00 5 0.005 76.85% 0.09 ------
---615 1984/1111617:IJQ:OO --:--1984111/1621:00:00 ---;---5 ---_ -0~~ I _ 76.97% --10.09 ---=-------==---=--
_____§16 1953/10/22 09:00:00 1953/10/2216:00:00 8 ___ ; 0.005 . 77.10% 0.09 -----------
617 1993/12/14 20:00:00 1993/12/1511:00;00 _ 16 ' 0.005 ----t--77.22"/o 0.09
618 _ ---I-1962/03/23 02:00:00 ~ 196-2/03/23 06:00:00 -----,--5 __ ---------0.005 , ______:_zz,35% 0.09 -------
__ 619__ 1977112/23 06:00:00 :_-i_____::::}977/12/2310:00:00 ___J__ _5_ ' _ 0.005 --77.47% _ 0.09 --------
_§g()__ _ 1955/01/02 01:00:00__ 1955/01/0210:00:00 : ___ 10 -~ 0.005 , ____lZ,60~0.09 -----
621 ~ 1991/03/13 22:00:00 1991/03/14 02:00:00 5 , 0.0057 -77.72"/o 0.09 __ _
______§£2 __ ' _ 1964/10/1514:00:00 _J__1964/10/1519:00:00 --+--_ --_6_ ---o.ooc----=r=:-77.85% ~ _------
623 1985/10122 02:00:00 . 1985/10/22 06:00:00__J 5 _ 0.005 77.97% ----*"~?
_ 624 I 1987/11/1800:00:00 -1987/11/1804:00:00 _ 5 ' 0.005 -78.10% 0.09 __________ _
625__J 2001/04/1019:00:00 __ ' 2001/04/11 01:00:00 -t--7 ___ 0.005 1 78.22"/o _ -~
626___ 1983io3728To'oo:oo i--------,983/03/2814:QO:OO _l__ 5 _ ---0.005 _;__78.35% ~-~---==---==
llgZ__ 1951/11/2023:00:00 --~-1:951111/21 03:00:00 , __ 5_-+ 0.005 ---78.47% ,0.09 --
628 _ ~15103114 04:00:oo_-__ 1975103114 09:00:00 _ __6 _-__ , ~o~ ~0¾ _CJ,QL ___ _
629 1979/11/1214:00:00 1979/11/1218:00:o_o___ _ -_5 ___ --~0.00~ f--78.72"/o -~---------~ 1983/12/1516:oo:oo 19a3112115 20:00,oo _ __r--____2_ ------L-0.005 ____ 78.85% ~ ________ _
631 ____j__ 2006/12/1623:00:00 --t-2006/12/1709:00:00 . 11 I 0.005 78.97% '0.09 -
6~ 1997/01122 04:00~---"-+-19977017ffi8:00:0~-+_ ----5 -~ 0.005 ' ~10% -10.09 ___________ ----=--_ ---j
633 2006/03/03 17:00:00 ' 2006/03/03 21 :00:00 5 +-0.005 79.22% 0.09 ~------t ~112111 08:00:00 --195711211111:00:00 ----4--0.005------1-__79.35% -"o.o9 --------6~ -· --2005/03/04 12:00:00 --. --2005/03/05 08:00:00 , --21 --, 0.005 _ ---1-----------9.47%--_-,-0.0_9 __ ----------
636 _ __ 1966/01/2708:00:00 --_1966/01/2714:00:00-,----7 _ ~ 0.005 , 79.60% -·-io.os:_------:---=---=-_
637 + 1977/07/2214:00:00 1977/07/2217:00;00 ' 4 0.005 79.72"/o ~9--
638 -_ 197910112511:00:oo -1919101125 20,00:00 4 r 0.005 , -79.85% o.o9 -----
~ _ _ 1983/01/0511:00:00 ------L-1983/01/05 14:00:00 -----,----4 ___ 0.005 --_--79.97% 0._Q!l____ ---=----=-------==-
--640 i 1983/11/1802-:00:00 _ 19-83/11/18-05:00:00 ___ , _____ 4 ___ ~ 0.005 _____ 80.10%-_ 0.09 -----------
641 1952/12/0607:00:00 1952/12/0611:00:00 5 ___L_ 0.005 1 80.23% '0.09
642 1990/01/0212:00:00 -1990/01/0215:00:00 4 -0.005 ----t-80.35% 0.09
643 -1914101101 09:00'oo ---_-· 191410110112:00,oo----i___ " ---------o.~___: 80.48% _ o.o9 -------
644_~_ 1982/04/0414:00:00 1982/04/0417:00:00 I 4 0.005 80.60% 0.09
I 645 1955/04/2613:00:00 +-=1955/04/2617:00:00 _5__ ~ 0.005 -~--80.73% ~ -
646 2007/02/14 00:00:00 2007/02/14 03:00:00 ' 4 ' 0.005 80.85% 10.09
-647 _ 1 1977/02/2207:00:00 ~~7/02/2210:00:00 i---__ 4__ 0.005 80.98%0.09 --=---=--~--
~ ---1981/03/1415:00:00 --1981/03/1418:00:00 · ___i__ ----+--__ 0.005 ___ 81.10%_ ~ ------_----
649 1995/06/16 00:00:00 1995/06/17 04:00:00 29 ___ J_ 0.005 ------L 81.23% 0.09
650 1987/02/03 15:00:00 -~ 1987i02/03 18:00:00 -4 I 0.005 =i 81.35% ___JQ,09 ------
11/17/2017 11:25 AM 14/18
I I I & I I j i I I I I I ' I i I I I i l l I I I I I f I I I I I I I l I I I
Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank L_ Start Da~_e____ ____ End Date___ Durati~~ Peak Frequency I Return Period
I 651 . 1988/04/1807:00:00 1988/04/1810:00:00 __, ___ 4 __ ' 0.005 -81.48% cf.og ________ _
652 1999/04/0713:00:0Q 1999/04/0716:00:QQ 4 ---0.005 81.60% 0.09
653 ' 1965/11/2511:00:00 ___ 1965/11/2518:00:00 ---8___ 0.005 ' 81.73% 10:0_9 __
I ~----,---------1999/06/0206:00:00
1
__ 1999/06/0211:00:00_~_ 6 0.005 1-81.85%0.09 -----==-------
65_5___ 1981/01/1213:00:0Q _ 1981/01/1216:00:00 i 4 -~-0.005 81.98% '0.09 -------
656 ---t-' 1988/11/1_111:00:00 ___ 1988/11/1114:00:00 +---4 ---0.005 ---82.10%=-=ffil.09
t---~6=57~ , 1973/02/04 00:00:00 1973/02/04 04:00:00 ---5 ' 0.005 82.23% 0.09 ---
1 65_8__ _ 1999/04/01 22,00,00 1999/04/02 01,00,00 ,_ 4 I o.005 82.35% 0.09 __ ~~----
659 1983/08/1813:00:00 ___ 1983/08/1816:00:~+---4 --~ 0.005 ---82.48% 0.09 ~ --.--1985/09/18-15:00:00 1985/09/1818:00:00 -~-4 -----0:005 -82.60% D.09
---6_~6~ 1987/07/1714:00:0Q ~1987/07/1717:00:00 4 ___ 0.005 _ I 82.73% 1·Q_Q9_-_-__ -_--_ --=-_
662 1957/04/18 05:00:00 1957/04/1812:0o,oo 8 , 0.004 I 82.85% 0.09 __ _ __ _
__ 66=3~ -----+-1952/12/1710:00:00 1952/12/1720:00:00 -f------11 [ 0.004 . 82.98% ,0.09 ---
664 I 2000/11/11 02:00:00 2000/11/11 07:00:00 6 ' 0.004 83.10% ,0.09
665 __ , _ 1960/03/28 as,aa,aa ------,--g60,a3,28 11 ,aa,aa _ 7 --.--a.004 ---83.23% 1o.os
666 1995/12/13 09:00:00 1995/12/1315:00:00 7 ~0.004 83.35% 0.09 66_7 __ : --19=8°6°1=0=21=230-0=9~,0-0,-00-----1~986-10=21-2=3~1=2:o=o~,o~o-:---4 ---· 0.004 --------;--~83c-_-c48cco;.~.---0-.0-9
668 ' · 1980to510213:oo,oo _ 1980105/0216:00,oo=-T=-4 -, 0.004 ___ 83.60% 0.09----
669 J______1997/02/10 23:00:00 _ 1997/02/11 04:00:00 , 6 0.004___ 83.73% 0.09
670 ----_ 1977/05/1212:0-0:00 =r-1977/05/1215:00:00 ______ 4__ 0.004 __ ===883.85% 0.09
671_____,__ _~19=8=21~0~21"'1~7~04~:oo:oo _ l---~19=8=21~0=2,~1~1~01~:~oo,~:o=o~_ __4~ --+--o.004 _ _ 83,9=8~%~-+-"o_.0_9 __
~ j___ 1986/03/0110:00:00 ---1986/03/0113:00:00 4 0.004 84.11% '0.09
673 -___ 1984/01/0418:00:00 ---1984/01/04 21 :00:00 .:r::=--4 0.004 -84.23°/4, 10.09 ---
<-r-----i--67=4 2002/03/18 02:00:00 2002/03/18 08:00:00 7 ~ 0.004 84.36% 0.09
f--------475 I -1989/01/05 21 :00:00 _ ~9/01/06 00:00:00 --4 -0.004 -+--84.48% 0.09
676 · 1985110,0112,00,oo . 1985110,0115,00,oo L 4 0.004 84.61% Q.09
1 ~ 199310212521:00:oo I 1993/Q212102:oo:oo , 6 ___ 0.004 84.73% lo.~---____ _
678-----r-1984/11/23 08:00:00 1984/11/2311:00:00 ---4___ 0.004 84.86% _jQ,<J[ -------
679___ 1951/10/0810:00:00 1951/10/0813:00:00 4 -+--0.004 =1=-84.98% 0.0_9__ _-_ --_-_
~ 1981/03/102_0:00:00 ____ 1981/03/1023:00:00 +---4___ 0.004 ___ 85.11% 0.09
I 681 __ +-1973/01/10 03:00:00 1973/01/10 06:00:00 4 ___ 0.004 85.23% 0.09
682 1957/11/1419:00:00 1957/11/15 00:00:00 _,_ __ 6 ___ 1 0.004 85.36% 0.09
--~ 1978/12/01 21:00:0L:±-=1978/12/0200:00:00 --L--= 4 0.004 ~-85.48% 0.09 -
1 ~ 1987110128 03:00:00 _ 1987110128 06:00:00 _ ___±_ ___ OJl(li__ 85.61% jo.09 -...=--__:___
685 1996/01/28 08:QQ;OO 1996/01/2812:QQ:QQ • n nn• ne •noo n nn
686 1996/10/02 22:00:00 ---1996/10/03 01:00:00
-68_7_ --+--191010111119:oo:oo 1910101112~0=2~,oo-,oo-~
688 1964/02/29 08:00:QQ ~ 964/02/29 11 :00:00
__ 6=8=9 ___ 195511210412:00:oo____ 195511210416:0o:oo ___ __5 _______ 0.004 86.23% 10.08 _______ _
690 2000/11/30 11 :00:00 2000/11/30 14:00:00 4 -----j-0.004 86.36% 0.08
691 1977/07/15 17:00:00 : -1977/07/15 20:00:00 +-4 0.004 86.48% 0.0-8----
1 ~--__ 19587o5711f2:00:00-r:-rn58/0511119:oo:oo __ f-----8 0.004 86.61% 0.08 __ ~~---
693 2005109120 01:00:00 1 -2005109120 10:00:00 4 -~-0.004 86. 73% 0.08
694 I 1962/02/11 07:00:00 1962/02/1111:00:00 5 -0.004 *-. 86.86% 0.08 ______ ---
695 I ~1l_()i:QO:OO -~~65/09/1714:00:00 -_ ,-1--0.004 -_ ~% 10.08 ~~ ----
696 1973/03/2609:oo:oo 1973/0312512:00:oo j 4 --f-0.004 8?-11°1. o.~ __ _
697 1978/04/07 04:0Q:_OO _ 1978/04/07 07:00:00 4 0.004 [ _ 87.23% 0.08
a v.= o;;,.1,,-10 ~ 4 0.004 85.86% 0.09 ~ 8 0.004 85.98% 10.08 t 4 0.004 86.11% __ 0.08 _
11/17/2017 11:25 AM 15/18
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank _, ____ Start Date_ --~ End Dat_e__ __i_ _Duratio~ _______1.___ Peak ___j_ Freque~cy~eturn Period ____ _
698 1967/12/08 02:00:00 1967/12/0812:00:00 ' 11 . 0.004 ' 87.36% '0.08
699 ~ -2006/12/2213:00:00 2006112/2216:00:00 I 4___ 0.004 . ~48% 10.08 ~--=---=---
ZQ()__ ' 1913112101 21:00:00
1
_ _ 1973112101 23:oo:oo _ .L-___ 3 __ -1----_ 0.004 __ j____8_7.61% 0.00_ _ ______ _
701 1971/12/07 05:00:00 1971/12/07 07:00:00 3 _j__ 0.004 _J__ 87.73% 0.08
702-1-1954/12/04 02:00:00 -1954/12/04 04:00:00 ------3--! 0.004 -87.86% ------0:08-
70~ 1960112/03 06:00:00 --1960/12/03 09:00:00 , 4 0.004 -87.98~0.0~
--704 -1999/01/20 17:00:00 --1999/01/21 09:00:00 r-,-7-----0.004 88~ 10.08 --_ --------
-105 1 196110312010,00,oo --r---195110312019:oo,oo~-10_-----;-0.004 --, -00.24°1~-0.08 _ ~ ~--=---
106 · 1983/05/0611:00:00 1983/05/0613:00:00 _ 3 ' 0.004 88.36% ,0.08
101 -~ 190711111404:oo:oo ~· _ 1907tfffi4os:oo_ :oo· -~_1 ______ 3 __ ----0.004 -I 88-.49°~0-----:---=---_ ---J
708 _ +---1972/01/0911:00:00 _ 1972/01/0913:00:00 -_ ' 3~ ~-004 88.61% -,0.08 _ -----------
709 __J___ 1983/01/17 08:00:00 1983/01/1710:00:00 3 =--~-004 , 88.74% 0.08
110=1--=190110510114:oo:oo _ · __ 190110510116:00:oo -,-. _ 3 ___ o.004 --88.86% -lo.00-----~~
71_1___ 2004112100 09:00:00 1 200411210013:oo:oo=-t_= _5 ______ 0.004 88.99% _0.00 _______ _
___l1_2_ __ 1975/04/2511 :00:00 __L_____J975/04/25 13:00:00 ___ 3 ____ J 0.004 89.1_1_11o__ !0.08 ---------
713 1965/01/0712:00:00 ___ ____1_!)Ei5/01/0715:00:00 _ , 4 __;__ _ 0.004 · 89.24% ,0.08 -------_ ---
-7~ 1998/12/1921:00:00 _[_ 1998112/2000:00:00 ! 4 0._004 _ 89.36%~ ----_
-115_ --79so10410110:oo:~----l -1980/04/0120:00:o~ -3--_--0.004_ ~9.49% 10.00 _____ -----.----:-_
716 ---2006/03/0703:00:00 __ 2006/03/0706:00:00__ __4 -----r--0.004-------l _ 89.61% '0.08 ------
717 1969/12/09 03:00:00 1969112/09 06:00:00 , 4 ------t -0.004 , 89.74% 0.08
-----r10 .L-199910311_513:oo:oo . 199910311515:oo:oo _ _l=__ 3 ___ 0.004 --+--89.86% ~ -~ ~-=-
119 1969/03/1012:00:00 _ 1969/03/10 23:00:00 -~-__ 1_2_ I _ 0.004 ____;_ 89.99% _0.08 ________ _ ~ -1971/12/1308:00:00 _ 1971112/1311:00:00 ____L_ _4_-------,-0.004 ~% 0.08 ----------
-721 _ _____t 1989/12/0113:00:00 _ ~1989/12/0115:00:00___'_ __ 3 __ ~ __ ______(),QQL_ __ ~.24% 0.08
122 190010110110:00:oo t--190010110112:oo:oo 3 I-0.004 +--,.36% 0.00
~-I 2004101102 23,00,00 _ · 2004101103 02,00,00 ,1 4 -1----.0.004 ___ 90.49% 0.00 _____ _
724 1982/02/0815:00:00 1982/02/0817:00:00 , 3 0.004 90.61% 0.08
_725 ---:---2001/12/2020:00:00 _____ 2001112/2123:00:00 ~ 28 --_ -0.004 : -90.74% _ 0.08 __ ---------
726 __j__ 2008/01/22 07:00:00 2008/0112210:00:0L:_j _ 4 -------i 0.004__ _ 90.86% '0.08 --------
727 195810113016:00:00 :f= 1958101130 10:00:00 · 3 0.004 90.99% 10.00
120 ----1---195311210412:00:oo :__ 195311210415:oo:oo ----4--, --0.004 I _ 91.11%0.00 _ -------_--
129 +---J?67l01l31 04:oo:oo 1967101131 00:00:00 __ +---~--:-1..= 0.004 I 91.24% 0.08 ________ _
730----1965/04/1302:00:00 1965/04/1305:00:00 -4 _ . 0.003___ 91.36%~~ ------
731 1960/03/13 07:00:00 1960/03/13 09:00:00 3 0.003 91.49% 0.08 ~2---1996/02/1216:00:00 --1996/02/1218:00:00 , -_3 ___ ----0.003 I ~61% IJ.08-----------
733 -1 190010311019:00:0()___ ____12__so10311021:oo:oo _c-3 _ _ _ _ ·0.003 ___ 91.74% 10.00 _ ..=--_ ~-
734 1985/02/20 22:00:00 1985/02/20 23:00:00 2 0.003 , 91.86% 0.08 735 , 1991/12/18 06:00:00 1991/12/,-807:00:00_____2 -----0-.003 ~99% 0.08 ------------
-_ 736 _ I 1977/07/2012:00:()()__ ___ 1977/07/2013:oo_:oo +·· -2 ----r:--0.003 92.12% _·_o.0_13__ ___ -_------
737 ---,-----1957/01/2412:00:00 --_-_--1957/01/2414:00:00 _, ____ 3_=-r..=__ 0.003 92.24% -~ ---------
<1--7cc3~8_ 1957/11/04 08:00:00 1957/11/04 10:00:00 3 0.003 --+--92.37% ~-
739 1955111/2118:00:00 1955/11/21 20:00:00~ -3-_ -,-0.003 ___ _,_ 92.49% -0.08 ------
---Y---40 2006/04/1417:00:00 _ _:_ 2006/04/1513:00:0IJ , --_ 21 =-i.=_ 0.003 ' ~/o 10.08 ---=-~-~~
_74_1__ _ 1952/04108 04:00:0_()______,_ _____1!)52/04108 09:00:00 --_ __6 _ -----L-_ 0.003 --92. 74% 0.08 ---------
742 I 1994/02/20 16:00:00 _ L_1_994/02/20 17:00:00 . 2 0.003 ' 92.87% 0.08
743 :...t= 1999109110 19,00,00 --l--_1999/09110 20,00,00 _ I -2 --
1
--o.ooa ----t -92.99°/o~o.~--=--=-~----
744 20J)5/03/1915:00:00 2005/03/19 20:00:0Q_ 6 O.J)~_ _93.12%_ ,0.08
11/17/2017 11:25 AM 16/18
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak Frequency ; Return Period
_ -745 ' 195310111323:00:oo 1953101!1402:oo:ooj __ 4 0.003 __ 93.24% lo.os ___ · __ ~
746 1999/02/09 23:00:00 1999/02/10 00:00:00 , 2 -c--0.003 ~93.37% ro.os
I 7E___ _1953/11/0512:00:00 -~953/11/0514:00:0Q____ . 3 ___;__ 0.003 . . 93.49% 0.08 --------
748 I 2003/11/16 04:00:00 2003/11/1612:00:00 ~---9. 0.003 93.62% 0.08 ~ 1977/07/2715:00:00 1977/07/2716:00:00_-+--2 0.003 -~74% 0.08
~o--· ----,g98J1210505:0!J:OO ---199s11210506:00:0o -Y-----f~ 0.003 ---93.87% o.os ·----·---
·751--1957/11/0304:00:00 ~/11/0305:00:00 ---2 0.003 ~ 93.99% 0.0-8 ___ --· --
_752 __ +-----c1959/10/01 08:00:00____ 1959, /10/0110:00:QQ__l 3 ---0.003 ---~~-94.12% ___JQi)8---=----=---=--_
753 __ , 2007/10/1312:00:00 ~ 2, 007/10/1313:00:00 ' 2__ _ 0.00_3__ 94.2~ [D,CJL_ ----
754 2008/02/1417:00:00 --+---_2008/02/1418:00:00_ 2 --+--0.003 +=94.37% ~ -----------
7~ _l__1998/04/15 20:00:00 , 1998/04/15 22:00:00 ___ 3 _ ____;_ 0.003 ---94.49%~.08 __ -----· --
756 I 2004/02/18 20:00:00 2004/02/18 21 :00:00 . l__ 2 ' 0.003 94.62% 0.08
1 ~ --1955/12/07 04:oo:oo 195511210106:cio:oo L= 3--.. -·, 0.003 .... • ~i,w.;--,o.os_-_-_----:-__ _
758 ' 1963/10/19 02:00:00 1963/10/19 03:00:00 2 --r-0.003 ,---94.87% 0.08
-i5~-1 199s101113 20:00:00 . 199s101113 22:00:00 1 · 3 -----r -o.oo~ 94.99% ·10.os · -----
~ 1975/01/3019:00:00 -1-1975/01/3021:00:00 1--·-3---~0.003 -. 95.12%0.08 I 761----=l---1996/04/18 01:00:00_:_---r-_ 1996~8:oo:oo-----,-2 ~~ . 0.003 _ 1 · . 95.24% ~ ___ --=-= ---
762 ' 1962/02/2614:00:00 1962/02/2615:00:00 2 ' 0.003 95.37% 10.08
763-~ 19so1051os 13,oo,oo _ _:_.=--19ao10510s 14:oo,oo -I ·--2-----+ 0.003 ____ 95.49°1.0.os _ ----=--·--
__ltl±_ __ _j__ 1991/03/11 05:00:00 1991/03/11 06:00:00 _,__ ~~· 0.003 , 95.62% '0.08 -----------
765 ' 2001/11/13 20:00:00 2001/11/13 21:00:00 2 0.003 ~95.74% 0.08
I ~6--. 1969/03/09 05:00:00 _:_i 1969/03/09 06:00. :00 . ~. __ . 0.003 -95.87% O.~ -=------=---
767 i---2002/12/29 20:00:00 ___j_ 2002/12/29 22:00:00 I 3 0.003 1 95.99% 0.08 -7~ 1975/04/0620:00:00 ' -1975/04/0621:00~ , ____ 2 ___ ---0.~ ~ 96.12% 0.08 ,·--·----~
-769 ---L 1953104120 13,00,00 "------1953/04120 14,00,00 --, --.. -_g_ ~ 0.003 ~~·1. 7o.os-------...:.=--__ --_ -_ --
1 7'io ; · 1952)05114 22:00:00 __ 1952105115 01:00:00~ 10 , _ .· o.ooa . _ 96.37% [o.os . --. --. ·--
--771 ., ___ 1977/09/1000:00:00 . 1977/09/1001:00:00 ' ___ 21 ~003 I----'' 96.50% . 0.08 ,·--·-----· --
772---+ 1976/04/05 04:00:00 +--1976/04/05 05:00:~--+ 2 ---L-0.003 , 96.62% ~O_ll_
1-I -_-7=7c=3 '_19571TT7i620:00:00 ·1 _-1957/11/17 01:00:00 ·-'--_--, -6-' 0.003 -------96.75% -~-8--·-------
1 774 . '1974/05/1911:00:00 _ --1974/05/1912,:00:0_0__ 2 ---. 0.003 __j___96.87% '0.08 . ---------
-__lZ§_ -+-' 1969/04/0308:00:00 1969/04/0311:00:00 _4 ___ --+----0.003 -1__97.00% 10.08 ---------
776 2001/04/2115:00:00 2001/04/21 16:00:00 ,----2 ! 0.003 , 97.12% 0.08
777 1971/03/1310:00:00 ---1971/03/1311:00:00 ' ---2-----· 0.003____ 97.25°/o 0.0-8--·
778 __j_ 1982/04/11 22:00:00 . 1982/04/11 22:00:00 1 0.003 i-----s1.37% 0.08 --. ---
lt---_=77=9 ' 2004/03/2614:00:00 __ _j__. 2004/.03/2614:00. :OO___j_ ___ 1 _ =r-0.003 -,-97.50% . 10.07 __________ -----.
1so 19mo112so3:00:oo----1-_ 19mo112so3:oo:00_ L 1 ---r--o.ooa 97.62% 0.01
~ 200111211420:00:oo · 200111211421:00~ .---2--· o.o~+ 97.75% 0.01 ----------
--7_=s~2 · 195311112009:oo:oo. --.-. 195311112010:00:oQ_____ 2 _ --. 0.003 -97.87% jo.01 ~ ~-..
Z!lL_ 1981/04/26 20:00:00__ 1981/04/26 20:00_:()()__' I 1 ---c 0.003 . 98.00% . 0-07 _ --. --.-----·
784 -~_1975/02/1408:00:00 1975/02/1409:00:00 2 : 0.002 98.12% 0.07
785-+· 1966/01/2002:00:00 ... _._19667oi72oo2:00:00_-__ -· 1 -=:-0.002.----1-_ 98.25% ~--~-·-----
lt---~7=ss .-· __ 199810111920:00:oo=i= 1998/0111921:oo:Q()__1 ___ 2 __ ._f~o.002 98.37% 10.07 ._ -----. ___ .
787 1994/04/2409:00:00 1994/04/2409:00:00 +-' 1 +--0.002 98.50% 0.07
788 ~ 1953/04/30 00:00:00 , 1953/04/30 00:00:00 -. 1 , . 0.002 =t 98.62% -0-07 -------.----
lt---_~7~89' _J__ 1960/04/2311:00:00 --------'1960/04/2409:00:00' ---23 -0,002 -98.7_5% 10.07 -' '' ' :_-=-__
790 1994/11/1612:00:00 1994/11/1612:00:00 ' 1 I 0.002 98.87% 0.07
791 ··--1971/01/0213:00_:_00 '' -_-1971/01/0213:Q9:00 ---Y----i ~ 0.002 --.--99.00% Q,07 --------. ---
11/17/2017 11:25 AM 17/18
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank i Start Date ___ End Date ___ ! -Durati~ j -Peak-[ Frequency I Return Period ______ _ r-= 792 --_ 1987/10/23 09:00:00 _ 1987/10/23 09:00:00 . 1 I 0.002 ! 99.12% '0.07
~--1958/03/31 02,00,G 1958/0373102:00:00 ---1---+--Q.002 99.25% -0.07 -------
---i~ 1976/11/2713:00:00 1976/11/2713:00:00 1 0.002--,-99.37% '0.07 ----------
~-795 I 1952/01/07 01,00,00 ~_952/01/07 01,00,00 _J___ __,__ __ _;___ Q,()(JL_ : -9~ lo~--~--=---
796 1966/03/02 11 :00:00 1966/03/02 11 :00:00 1 ' 0.002 99.62% 0.07 L _ 797--=+=_ _ 1953_11211002,00,00 __ i 196311211002,00,oo · --__ 1 -~ __ 0.002 r=-f.75% _ 10.01__ ----=-_---:-----=------=--= ~ --' _ 2000/02/17 20:00:00 ___ 2000/02/17 20:00:00 ___ 1 __ --+-0.002 --+--99.87% -lo.o? __ _
-End of Data----' -----r---
11/17/2017 11:25 AM 18/18
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Excel Engineering
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Flow Duration Curves
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~ent Mitigated
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. . . . . . . . . . . . . . . . . . . . . . . . . . . ..................................... .
. Flow Duration Pre0evelopment=365(days)x24(hr/day)x0.183(%)=16.0(hours/year)
Flow Duration Mitigated Post Development=365(days)x24(hr/day)x0.160(%)=14.0(hours/year)
0 .00 0.05 0.10
(%) Percent Time Exceedance
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Excel Engineering flowDurationPassFailMitigated.TXT
Compare Post-Dev:elopment Curve to Pre-Development Curve
post-development SWMM file: V:\17\17040\Engineering\Concepts\STORM\SWMM\t 7040-MIT-B.out -
post-developmentUme stamp: 11/17/2017 t t:22:25 AM _ --------
Compared to: -~~~~~ _ _ __
pre-development SWMM file: V:\17\17040\Engineering\Concepts\STORM\SWMM\17040-PREDEV.out --
pre-developmenttimestamp:11/14/20172:14:36PM __ _ _______________ -_-__ -________ _
---,-, -. ---i <l,.,.
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___ 0 ___ I 0.02 ---t-0.16_ --0.18 __ i----_ TRUE --FALSE ----FALSE ·Pass-QpostBelowFlowControlThreshold
1 , 0.02 0.13 0.17 TRUE I FALSE FALSE Pass: Post Duration< Pre Duration =--2 ==-r 0.03 0.11 __ 0.16 + TRU~ ~FALSE ----=--FALSE Pass: Post Duration< Pre Duration -
--3 --~~ _____r-~9 __ 0.15 TRUE ---FALSE___ FALSE Pass: Post Duration< Pre Duration
4 0.0L_j _ _:_ 0.08 _ _(__ 0.14 TRUE FALSE FALSE _ ~ss: Post Duration< Pre Duration
-__ 5 __ --t-__ o,<JL__ _ __ 0.07 _J__ _QJ__3_ ____j__ TRUE =-==r FALSE -r-FALSE __JPass: Post Duration < Pre Duration
6 --0 04 --+-0.06 --0.12 __J_ _ TRUE ___ FALSE ::____:::r:=-_:FALSE 'Pass: Post Duration< Pre Duration
7-+ 0.04 , 0.06 0.11 TRUE FALSE FALSE Pass:PostDurat,on<PreDuration
8 ____ , -~--, 0,05-----:-0.11 [ __ TRUE -+--FALSE i l'ALSE ___ jPass: PostDuration < Pre Duration -= -=-
9__ 0.05 J= 0.05 ____ QJ__()_ __ TRUE ____ _ FALSE ___ FALSE ,Pass: Post Duration< Pre Duration __
__ 10 _ -i-0.05 ___ 0.04 +· _ 0.10 =t· TRUE ___ I FALSE =-:t=· FALSE ,Pass: Post Duration< Pre Duration ____ _
11 · 0.05 ! 0.04 0.09 TRUE FALSE FALSE ~Pass: Post Duration < Pre Duration -----------------------+---------------=------------1_2_ _J___ 0.05 ' _ 0.04 ---0.09 --_ TRUE _ FALSE ---_ FALSE _ Pass: Post Duration < Pre Duration
_ 13 0.06 _ f--------c0.03 __ ll,QL _,___ TRUE _ --+--FALSE , -FALSE ff' Post Duration< Pre Duration
_ 14 . 0.06 _-------L_ __ 0.03__ 0.08 , TRUE ___J___ FALSE __ _____j_ FALSE Pass: Post Duration< Pre Duration _
__ 15 __ I--_ Q,()L_-__ 0.Q3_ --J-__QJJZ__-_ _ TRUE__ _FA~ ____ FALSE ~ss: P_ost Duration< Pre Duration _____ _
16 0.06 , 0.03-----1_ 0.07--~ TRUE ::J-= FALSE_--+ FALSE I Pass: Post Duration< Pre Duration
17 ---=:r 0.07 ----r-0,0_L_' o.~ TRUE ___ , --FALSE----1 FALSE -,Pass: PostDuration<PreDuratio;,----=----
18 0.07 0.03 0.06 _ TRUE FALSE , FALSE Pass: Post Duration< Pre Duration
_1_!l_ , _(J,QZ__ --t-0.02 0.06 __r TRUE --FALSE _ FALSE _____ Pass: Post Duration< Pre Duration
20 ~ 0.07 ---f--0.02 0.05 TRUE FALSE --, FALSE Pass: Post Duration < Pre Duration ~ ------,---0-.0-8 _____ 0~ 0.05 -TRUE FALSE ' FALSE -Pass: Post Duration< Pre Duration ----
23 --0.08 0.02 . 0.05 ---TRUE ---l----FALSE FALSE _ Pass: Post Duration < Pre Duration
-_ _ ·22 -+--· 0.08 -+ _0.02 I o_._05 ---I __ -TRUE -+-. __ FALSE -==r=:=-, FALSE -(ass: Post Duration< Pre Duration
24 0.09 _ +--0.02 0.04 TRUE FALSE FALSE I Pass: Post Duration < Pre Duration
-25 • 0.09 -+-_ 0.02 ______Q,Q4 -----J--TRUE ___ FALSE ---FALSE Pass: Post Duration < Pre Duration ----" ~ --t--o.59 0.01 __ 0.04 · TRUE ---+--FALS~---1 --FALSE Pass: Post Duration< Pre Duration
27 0.09 0.01 _ ~--0.04 --TRUE _ _ FALSE , FALSE Pass: Post Duration < Pre Duration _ --
28 _ I 0. to ,-----0.01 I ____ 0Jl~--I TRUE ~ FALSE __ ~ FALSE Pass: Post Duration < Pre Duration _
29 ' _ 0.10 _ · _ 0.01 _ ---_ 0.04 _ _ _ _TRUE FALSE I FALSE I Pass: Post Duration< Pre Duration____ _ _
30 0_,1__Q_ _j_ __Q,Cl1_ __ 0.03 __ , TRUE _ ___£1\LSE FALSE _ Pass: Post Duration < Pre Duration __
31 0. t 0 l 0J)1 ~ 0.03 __j_ _l_RUE FALS~ FAL~ · Pass: Post Dura_tion < Pre Duration
11/17/2017 11:25 AM 1/3
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Excel Engineering flowDurationPassFailMitigated.TXT
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32 ' . 0.11 ---1-0.01 ' 0.03 ~ . TRUE ---FALSE ~ FALSE i Pass: Post Duration< Pre Duration ----
33 ~ 0.11 0.01 0.03 [ --TRUE -+ FALSE FALSE Pass: Post Duration < Pre Duration -----
34 0.11 0.01 0.03 ' TRUE FALSE FALSE -----t'ass: Post Duration< Pre Duration ~ _ t---0.11 _J::_ __Q,Q1_ __ 0.'*--+-TRUE _____ FALSE ____(_ _FALSE _ ~ass: Post Duration< Pre Duration __
36 0.12 0.01 0.~ _ TRUE , FALSE _ L__FALSE Pass: Post Duration < Pre Duration
I 37 --:i_ _()J_L .~ __QJJ1_ =+=_.ML._'__ TRUE =----==r ___fALSE ____ FALSE .
1
Pass: Post Duration < Pre Duration ____ ,
_ 38 --. 0.12----1--0.01 __ , 0.02 ----+-TRUE --FALSE~ FALSE .Pass:PostDuration<PreDuration --
-3_9 _ ___;___ Q1L_ i_ • 0.01 ____ 0.02 _ ! TRUE_ __ I _ FALSE _ I _ FALSE · Pass: Post Duration < Pre Duration __ _ ___1()_-+ 0.13 · 0.01 , 0.02 ____ T~ ___ 1 _ FALSE .. ___ FALSE Pass: Post Duration< Pre Duration
41 0.13 T -0.01 0.02 TRUE FALSE . FALSE Pass: Post Duration < Pre Duration
-42 ~ 0~ t--0.01 _ -_ '' 0.02 ~. TRU-E FALSE: l~ALSE. Pass: Post Duration < Pre Duration . . --
43, , 0.14 _ 0.01 _ l~.02 ____ TRUE ~ .FALSE~. FALSE Pass: Post Duration< Pre Duration ______ __,
__ _44 ____ ' __ 0J__4_ +--0.01 -+-0.02 ___ TRUE _____ FALSE _ __ FALSE ~ost Duration < Pre Duration___ _ __ _
45 ----t-0.14 0.01 · 0.02____j_ TRUE -+-FALSE I FALSE . IPass:PostDuration<PreDuration ___ _
46 __ 1 0.14 [ 0 .. 01 _ . 0 .. 02 . TRUE -. , FAL_SE ' _FALSE. Pass: Post Duration < Pre Duration
47 , 0.15 0.00 0.02 TRUE FALSE · FALSE I Pass: Post Duration < Pre Duration
,_ __ 48~_=1.=. 0.15 -·--· 0.00 ____ 0.01 =--r_:-~. U~ 1---FALSE ---t---~sE . __ Pass:PostDuration<PreDuration ___ _
49 --0.15 ~ 0.00 ----J-~1 ' TRUE _J__ _ FALS~_ --FALSE Pass: Post Duration < Pre Duration
50--+ 0.16 , __ 0.00_L_0.01 f----TRUE ~ FALSE ____ FALSE_ IPass:PostDuration_<PreDuration
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_ 57 -+ .~ -+. 0.00 __ 0.0_1 TRUE __ --r-__ FALSE ------r. FALSE _ IF. ass: Post Duration < Pre Duratio. n
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--5~9-0.~ ---0--:-00----0.01 --r--TRUE FALSE --+ _ FALSE _ ~ Post Duration< Pre Duration
_ 60 __ ,_ 0.18 --~j-0.00 .. . om =r_:_----i'R~-r-=FALSE _ -t----FALSE ~!f PostDur~ Pre Duration
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6-8---0.20 __J_ 0.00 _ ~-0-1--,--TRUE--J _ FALSE--, FALSE -Pass: Post Duration< PreD1.1railor, ___ --69--+---,--().21-_ l__ 0.00 _ -+-~-~ --r--TRUE_ -1----FALSE __ ___:___,__ FALSE ~s:PostDuration<PreDuration .. --. -
70 , 0.21 ' 0.00 0.01 TRUE , FALSE ; FALSE Pass: Post Duration < Pre Duration 1-,---·~-0~1 ~ -_LOO__ 0.01 TRUE ___ FALSE __ ·_, ___fllLSls__ Pass: Post Duration< Pre Dur~tion -
11/17/2017 11:25 AM 2/3
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Excel Engineering flowDurationPassFailMitigated.TXT
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ZL__ 0.22 . 0.00 ____ 0.01 TRUE 1 ______£1\LSE __fll_L~~s: Post Duration < Pre Duration _li___+-_ 0.22 o.oo 0.01 TRUE FALSE ___ FALSE Pass: Post Duration< Pre Duration ------
__ 7_5 ---~ __()JJQ__ 0.01___ TRUE ~ FALSE ---FALSE Pass: Post Duration< Pre Duration
Z§___ 0.23 ~ 0.00 _ __ 0.01 ____ TRUE f FALSE FALSE Pass: Post Duration < Pre Duration
I 77 _ ___j__ _ ___Q,_2L__ 0.00 0.01 --+--TRUE --+--FALSE ---+-FALSE Pass: Post Duration < Pre Duration
78 ' 0.23 0.00 . 0.00 , TRUE FALSE FALSE Pass: Post Duration< Pre Duration
Z!l__ ____ _Q,gL__ 0.00 ~0.00 ___ -TRUE __;_ FALSE =-1=-FALSE ,Pass: Post Duration< Pre Duration
1 80 _ _ 0.24 _Q,QQ___--::-_i-= o.oo __ ,-~_ TF!LJ___ E_ I FALSE FALSE j Pa-ss: Post D __ uration < Pre Duration
fil_ _J__ 0.24 ____ 0_.00__ _____Q,_Q~-------t--fRUE __ L FALSE_~--+-FALSE . Pass: Post Duration< Pre Duration
~ 82 __ ·__ 0.24 0.00 __ OJ)()__ _ TR_l!L_ FAL_§L_ ___ F_A~ 'Pass: Post Duration< Pre Duration
83 0.24 __ ~ 0.00 0.00 TRUE FALSE ---FALSE Pass: Post Duration< Pre Duration
-84 j__ 0.25 _ 0,00 ---------ii:oo ,---------TRUE -----;--FALSE ----FALSE Pass: Post Duration< Pre Duration ___ ----
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_ 8_7__ j 0.25 ___ · 0.00 ----1-0.00 _ +--TRUE -I==_ _ FALSE ---_--t--FALSE Pass: Post Duration< Pre Duratio_n __ _
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--~9_1~___ ------0:V --
1
-0.00 ___ _QJJ{)__ J___ TRUE __ ,--FALSE -, --F~ Pass: Post DuratiOll<Pre Duration ------
92 0.27 , 0.00 _ +--co.oo TRUE FALSE FALSE Pass: Post Duration< Pre Duration
_93 -r-0.2_7__ 0.00---+ ~0.00 _ -i---TRUE---_· ___ FALSE _ . FALSE Pass: Post Duration< Pre Duration
1 94 ~ 0.27 I 0.00 0.00 I __ TRUE ___J__ FALSE-r-FALSE :::F,iss: Post Duration< Pre Duration
95 I 0.28 0.00 0.00 ~ __ TRUE ! FALSE-----r-__ -~FALSE !Pass: Post Duration< Pre Duration
-~9-6~-----1--o-.2a-----t-· ~ ---0.00 T~ FALSE FA~ Pass: Post Duration< Pre Duration ------t:= 97__ ~ o.oo 0.00 [ ____ T_RUE FALSE ---FALSE ~ass: Post Duration< Pre_ Duration
98 0.28 0.00 0.00 I TRUE --j--FALSE -~-FALSE Pass: Post Duration < Pre Duration ~ 0.29_ -0.00 ~ 0.00 ----TRUE FALSE __ FALSE Pass-QPQst Above__El_ow Control UPP!'r Limit--
11/17/2017 11:25 AM 3/3
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... --------------.. -------...
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---
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Excel Engineering USGS9217dPre.csv
Du_ration Table_ Summa_ry at Project Discharge PQint
file name: V:\ 17\ 17040\Engineering\Concepts\STORM\SWMM\ 17040-PREDEV .out
timestamp:11/14/20172:14:36PM_ -·
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE
I column but less than that show~ on~,ct line
-1
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~-~--.. -g:g~-+ -+-== __ i_~ -~-}=.-_-_-_!-_!_! =_ -1· _-_-_-. ~-~ --319 ---. --0.063 ----=n--_
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11/17/2017 11:25 AM 1/2
.. .. .. Excel Engineering USGS9217dPre.csv -.. -------.. -------.. ---------
...
-..
-...
-11/17/2017 11:25 AM 2/2
-
.. ... -Excel Engineering USGS9217 d PostM itigated .csv -Duration T_able Summary at Project Discharge Point -·-
---------------file name: V:\ 17\ 17040\Engineering\Concepts\STORM\SWMM\ 17040-MIT-B.out
time stam1r 11/17/201711·22:25AM _
-DISCHARGE --.. -----------..
------
--.. .. ----11/17/2017 11:25 AM 1/2 ,_
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------,_
--.. ---------.. -------
-----
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Excel Engineering USGS9217dPostMitigated.csv
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--------End of Data
11/17/2017 11:25 AM 2/2
-..
-Excel Engineering
----..
... END OF STATISTICS ANALYSIS -------..
-.,
---
--
--
--
-
-
I Ii tl II ll ii llfl ,j JI 1111 tJ lj 111111111111
Attachment C
SWMM INPUT DATA SUMMARY AND DETAIL
I I ' I I j I , I '
[TITLE]
; ;Project Title/Notes
[OPTIONS]
; ; Option
FLOW UNITS
INFILTRATION
FLOW ROUTING
LINK OFFSETS
MIN SLOPE
ALLOW PONDING
SKIP STEADY STATE
START DATE
START TIME
REPORT START DATE
REPORT START TIME --END DATE
END TIME
SWEEP START
SWEEP END
DRY DAYS
REPORT STEP
WET_STEP
DRY STEP
ROUTING STEP
INERTIAL DAMPING
NORMAL FLOW LIMITED
FORCE_MAIN_EQUATION
VARIABLE STEP
LENGTHENING STEP
MIN SURFAREA
MAX_TRIALS
HEAD TOLERANCE
SYS FLOW TOL
LAT_FLOW TOL
MINIMUM STEP
THREADS
[EVAPORATION]
Value
CFS
GREEN AMPT
KINWAVE
DEPTH
0
NO
NO
01/03/1951
16:00:00
01/03/1951
16:00:00
05/23/2008
23:00:00
01/01
12/31
0
01:00:00
01:00:00
01·00:00
0:01:00
PARTIAL
BOTH
H-W
0.75
0
12.557
8
0 .oos
5
5
o. 5
1
;;Data Source Parameters
MONTHLY
DRY ONLY
[RAINGAGES]
0.06
NO
0.08
l I '
0 .11 0.15 0.17
; ;Name Format Interval SCF Source
I I I I I i I I
0.19 0.19 0.18 0.15 0.12 0.08
I I ' I I I
0.06
' I I I I
PRE-DEVELOPMENT
INPUT FILE
Page 1 of4
1 I 1
I i j i l i I 1 i I I • ' I I I I I I I I I I I I I I 1 , I r I I I
Oceanside INTENSITY 1: 00 1.0 FILE "R:\Rain gage dat\ALERT station at Oceanside (Sensor ID 67) .dat" oceanside
IN
[SUBCATCHMENTS]
; ;Name
',--------------
DMA-1
[SUBAREAS]
Rain Gage Outlet Area
Oceanside POC-A 0.436
%Imperv Width %Slope CurbLen
0 143 1. 2 0
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
DMA-1 0.012 0.1 0.05
[ INFILTRATION]
; ; Subcatchment Suction Ksat IMD
DMA-1 9 .025 0.33
[LID CONTROLS] -; ;Name
', --------------
IMP-4
IMP-4
IMP-4
IMP-4
IMP-4
IMP-1
IMP-1
IMP-1
IMP-1
IMP-1
[LID_USAGE]
; ; Subcatchment
[OUTFALLS]
; ;Name
',--------------
POC-1
[CURVES]
Type/Layer
----------
BC
SURFACE
SOIL
STORAGE
DRAIN
BC
SURFACE
SOIL
STORAGE
DRAIN
LID Process
Elevation
0
Parameters
----------
6.0 0.0
18 .4
18 .65
. 2954 0.5
3.0 0.0
18 . 4
18 .65
.1529 0.5
Number Area
Type
FREE
Stage Data
; ;Name Type X-Value Y-Value
IMP-4 Rating O 0
IMP-4
IMP-1 Rating
2
0
7. 19
0
0.1
0.1
.104
2. 22
0
0.1
.104
2 .22
0
Width
Gated
NO
25
1.0
.047
0
6
1.0
.047
0
6
OUTLET
5
5
5
5
InitSat Fromlmp
Route To
7
7
ToPerv
SnowPack
2.41
2.41
RptFile DrainTo
PRE-DEVELOPMENT
INPUT FILE
Page 2 of 4
r I , I
i I I I l ' I I I
IMP-1
Store-Curve-IMP-4 Storage
Store-Curve-IMP-4
Store-Curve-IMP-1 Storage
Store-Curve-IMP-1
[REPORT]
;;Reporting Options
INPUT NO
CONTROLS NO
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
I
2
I
0
2
0
2
I I a
7.19
301
4 51
2178
3894
DIMENSIONS -2727.273 0.000 12727.273 10000.000
Units None
[COORDINATES]
; ;Node
POC-1
[VERTICES]
X-Coord Y-Coord
10613. 306 2650.728
; ; Link X-Coord Y-Coord
[Polygons]
;;Subcatchment X-Coord Y-Coord
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
DMA-1
883. 773
1090.519
1504.012
1221. 096
1634.589
1046.994
3125.340
3245.035
3353.849
3462. 663
3451.782
3691.172
5739.935
7089.227
8569.097
8667.029
4170.974
4290.669
4736.806
5008.841
5444. 097
5988.167
8142.682
8153.564
8197.089
8349.429
8512. 650
8708.515
6648.531
6637.650
8193.689
8030.468
I 7 I I I I I I I • I I I I I ~ I r 1 I I
PRE-DEVELOPMENT
INPUT FILE
Page 3 of 4
I I I I
I I I i ' I I • i I I I I l I • I i I I I I I
DMA-1 8819.369 6267.682
DMA-1 8884.657 6126.224
DMA-1 8917.301 4069.641
DMA-1 8786. 725 3558.215
DMA-1 8547.334 3155.604
DMA-1 8656.148 2970. 620
DMA-1 8405.876 2698.585
DMA-1 8046. 790 2524.483
DMA-1 7611.534 2448.313
DMA-1 7002.176 2393.906
DMA-1 -386.289 2372 .144
DMA-1 -136. 017 2731.230
DMA-1 -16. 322 2883.569
DMA-1 -737.555 2865.207
DMA-1 -748.436 3115.479
DMA-1 -41.145 3126. 360
[SYMBOLS]
; ; Gage X-Coord Y-Coord
--------------------------------------------------
Oceanside 59.848 8073. 993
[BACKDROP]
FILE "V:\17\17040\Engineering\Concepts\STORM\SWMM\Pre-development-EXCEL.jpg"
DIMENSIONS -2727.273 0.000 12727.273 10000.000
• I I I I I I I I I I I
PRE-DEVELOPMENT
INPUT FILE
Page 4 of 4
I 1 f I
I j I Ii I l I i I I i
[TITLE]
; ;Project Title/Notes
[OPTIONS]
; ; Option
FLOW UNITS
INFILTRATION
FLOW ROUTING
LINK OFFSETS
MIN SLOPE
ALLOW PONDING
SKIP STEADY STATE --
START DATE
START TIME
REPORT START DATE --REPORT START TIME
ENO DATE
END TIME
SWEEP START
SWEEP END
DRY DAYS
REPORT STEP
WET STEP
DRY STEP
ROUTING STEP
INERTIAL DAMPING
NORMAL FLOW LIMITED
FORCE_MAIN_EQUATION
VARIABLE_STEP
LENGTHENING STEP
MIN SURFAREA
MAX TRIALS
HEAD TOLERANCE
SYS FLOW TOL
LAT FLOW TOL
MINIMUM STEP
THREADS
[EVAPORATION]
Value
CFS
GREEN AMPT
KINWAVE
DEPTH
0
NO
NO
01/03/1951
16:00:00
01/03/1951
16:00:00
05/23/2008
23:00:00
01/01
12/31
0
01:00:00
01:00:00
01:00:00
0:01:00
PARTIAL
BOTH
H-W
0. 75
0
12.557
8
0.005
5
5
0.5
1
;;Data Source Parameters
MONTHLY
DRY ONLY
[RAINGAGES]
0.06
NO
0.08
l • I I I
0 .11 0.15 0.17
; ;Name Format Interval SCF Source
I I I I I I I l
0.19 0.19 0.18 0.15 0.12 0.08
I I I I
0. 06
I I I I I
POST-DEVELOPMENT MITIGATED
INPUT FILE
Page 1 of S
I I I 1
j i I i l i I a I I i l I I I l I I I j I I I ( 1 I I I I I I I I I I I
Oceanside
IN
INTENSITY 1:00 1.0 FILE "R:\Rain gage dat\ALERT station at Oceanside (Sensor ID 67) .dat" oceanside
[ SUBCATCHMENTS]
; ;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
·------------------------------------------------------------------------------------------------------
DMA-1 Oceanside POC-A 0.077 0 303 48 0
DMA-2 Oceanside BMP-1 0.342057 66 118 1 0
BMP-1 Oceanside POC-A 0. 01694 0 86 0 0
[SUBAREAS]
; ; Subcatchment N-Imperv N-Perv S-Imperv S-Perv Pct Zero RouteTo Pct Routed
--------------------------------------------------
DMA-1 0.012 0.1 0.05 0.1 25 OUTLET
DMA-2 0.012 0.1 0.05 0.1 25 OUTLET
BMP-1 0.012 0.1 0.05 0.1 25 OUTLET
[INFILTRATION]
;;Subcatchment Suction Ksat IMO
',--------------------------------------------
DMA-1
DMA-2
BMP-1
[LID_CONTROLS]
; ;Name
--------------
BMP-1 BC
BMP-1 SURFACE
BMP-1 SOIL
BMP-1 STORAGE
BMP-1 DRAIN
9 0.01875
9 .01875
9 0.01875
Type/Layer Parameters
6 0
18 0.4
12 0.67
0.173368956806278
0.33
0.33
0.33
0.1 0 5
0.2 0.1 5 5 1.5
0 0
0.5 0 6
[LID USAGE]
;;Subcatchment LID Process Number Area Width InitSat Fromimp ToPerv RptFile DrainTo
. ·-----------------------------------------------------------------------------------
BMP-1 BMP-1 737.91 0 0
[OUTFALLS]
; ;Name Elevation Type Stage Data Gated Route To
·---------------------------------------------------------
POC-1 0 FREE NO
[CURVES]
; ;Name Type X-Value Y-Value
--------------------------------------------
IMP-4 Rating O 0
IMP-4 2 7.19
0 0
POST~DEVELOPMENT MITIGATED
INPUTFILE
Page 2 of 5
I I I
f i I I ' I r I
IMP-1
IMP-1
Rating
Store-Curve-IMP-4 Storage
Store-Curve-IMP-4
Store-Curve-IMP-1 Storage
Store-Curve-IMP-1
[REPORT]
; ;Reporting Options
INPUT NO
CONTROLS NO
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
I
0
2
I
0
2
0
2
I I I
0
7.19
301
451
2178
3894
DIMENSIONS -2727.273 0.000 12727.273 10000.000
Units None
[COORDINATES]
; ; Node X-Coord Y-Coord
POC-1 8699. 674 6267. 682
[VERTICES]
; i Link X-Coord Y-Coord
I '
;;--------------------------------------------------
[Polygons]
; ; Subcatchment X-Coord Y-Coord
---------------------------------------------------
DMA-1 6719.260 2796.518
OMA-1 6926.007 2785.637
DMA-1 7263.330 2937. 976
DMA-1 7502.720 3101.197
DMA-1 7763.874 3460.283
DMA-1 7894. 450 3460.283
DMA-1 7927.095 3754.081
DMA-1 7970.620 4167.573
DMA-1 8025.027 5625.680
DMA-1 7959.739 6028. 292
DMA-1 7785. 637 6452.666
DMA-1 7437.432 6920.566
DMA-1 7143.634 7116. 431
DMA-1 8101.197 8161.045
I l I t t I l I r I l I I I t I
POST-DEVELOPMENT MITIGATED
INPUT FILE
Page 3 of S
i I l I
i I i I I I I i 1 f I I I l I I I ' I I I I I I I I I I I I I I I f I I I I
DMA-1 8199.129 7997.824
DMA-1 8220.892 7867.247
DMA-1 8297.062 6920.566
DMA-1 8384 .113 6224.157
DMA-1 8416.757 5952.122
OMA-1 8449.402 3949. 946
DMA-1 8384.113 3677.911
DMA-1 8242. 655 3362.350
DMA-1 8079.434 3090.316
DMA-1 8199.129 2927. 095
DMA-1 7829.162 2546.246
DMA-1 6969.532 2350.381
DMA-1 4825.898 2404.788
DMA-1 -875.952 2317.737
DMA-1 -505.985 2807.399
DMA-2 429.815 4156.692
DMA-2 636.561 4276.387
DMA-2 1050.054 4722.524
DMA-2 767.138 4994. 559
DMA-2 1180.631 5429.815
DMA-2 593.036 5973.885
DMA-2 2671.382 8128.400
DMA-2 2791.077 8139.282
DMA-2 2899.891 8182.807
DMA-2 3008.705 8335.147
DMA-2 2997. 824 8498.368
DMA-2 3237.214 8694.233
DMA-2 5250.272 6583.243
DMA-2 6643.090 6561. 480
DMA-2 7132. 753 7116.431
DMA-2 7470.076 6887. 922
DMA-2 7807.399 6409.140
DMA-2 7981. 502 5908. 596
DMA-2 8014.146 5571.273
DMA-2 7905.332 3460.283
DMA-2 7796.518 3460.283
DMA-2 7557.127 3188.248
DMA-2 7230.686 2894.450
DMA-2 6860.718 2785.637
DMA-2 6109.902 2774.755
DMA-2 4466.812 2818.281
DMA-2 3977.149 2829.162
DMA-2 -266.594 2829.162
DMA-2 -560.392 2872.688
DMA-2 -1191.513 2850. 925
DMA-2 -1202.394 3101.197
DMA-2 -495.103 3112. 078
BMP-1 1768.226 6811.752
BMP-1 1768.226 6713.819
BMP-1 1953.210 6572.361
POST-DEVELOPMENT MITIGATED
INPUT FILE
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I t j I I I I I I l I I I t I I f J [ I
BMP-1 3585.419 6583.243
BMP-1 3628.945 6681.175
BMP-1 3737. 758 6789.989
BMP-1 3618.063 7029. 380
BMP-1 3019.587 7714.908
BMP-1 2943. 417 7791.077
BMP-1 2747.552 7780.196
BMP-1 2453. 754 7704. 026
BMP-1 1768.226 6953.210
[SYMBOLS]
; ; Gage X-Coord Y-Coord
--------------------------------------------------
Oceanside 59.848 8073.993
[BACKDROP]
FILE "V:\17\17040\Engineering\Concepts\STORM\SWMM\17040 DMA_revl-DMA.jpg"
DIMENSIONS -2727.273 0.000 12727.273 10000.000
I I I I I I I I I ( I t I I
POST-DEVELOPMENT MITIGATED
INPUTFILE
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I f l
I ii Ii 11 ll 11 fl 1111 ii II fl 111111 IJ 11 fl 11 fl
Attachment D
USDA NRCS CUSTOM SOIL RESOURCE REPORT
I
33" 7 34"N
33" 72Z'N
Hydrologic Soil Group-San Diego County Area, California
Map Scale: 1 :2,560 f prttEd al A lardso!pe ( 11" X 8.5") sheet ----=====--------========Metes 0 35 70 140 210 ----====-------======feet o 100 an cx, EIXl
Map projedm: Web Mercatcr Comer coorchlte;: WGS84 &lge !bi: lJTM Zale 11N WGS84
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/7/2017
Page 1 of 4
33" 734"N
33" 72Z'N
Hydrologic Soil Group-San Diego County Area, California
MAP LEGEND MAP INFORMATION
Area of Interest (AOI) D Area of Interest (AOI)
Soils
Soll Rating Polygons
D A
D AID
DB
D B/D
D C
D CID
D D
D Not rated or not available
Soll Rating Lines
_,,, A
,,_.,,, AID
,,_.,,, B
,,_.,,, BID
__,, C
,,_.,,, C/D
__,, D
-,, Noi rated or not available
Soll Rating Points
• A
• AID
• B
• BID
USDA Natural Resources
iililiii Conservation Service
•
II
C
CID
• D
C Not rated or not available
Water Features
Streams and Canals
Transportation
+++ Rails
~ Interstate Highways
~ US Routes
Major Roads
Local Roads
Background
• Aerial Photography
Web Soil Survey
National Cooperative Soil Survey
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 12, Sep 13, 2017
Soil map units are labeled (as space allows) for map scales
1 :50,000 or larger.
Date(s) aerial images were photographed: Nov 3, 2014-Nov
22,2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result. some minor
shifting of map unit boundaries may be evident.
11/7/2017
Page 2 of 4
-
Hydrologic Soil Group-San Diego County Area, California
Hydrologic Soil Group
Map unit symbol Map unit name Rating
CbB Carlsbad gravelly loamy B
sand, 2 to 5 percent
slopes
LeE2 Las Flores loamy fine D
sand, 15 to 30 percent
slopes, eroded
MIC Marina loamy coarse B
sand, 2 to 9 percent
slopes
Totals for Area of Interest
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
Acres lnAOI
3.1
6.3
21.4
30.7
Percent of AOI
9.9%
20.4%
69.7%
100.0o/o
11/7/2017
Page 3 of 4
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Hydrologic Soil Group-San Diego County Area, California
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture .
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission .
If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/712017
Page 4 of 4
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ATTACHMENT 3
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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:
J II 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)
J II How to access the structural BMP(s) to inspect and perform maintenance
J II 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)
J II Manufacturer and part number for proprietary parts of structural BMP(s)
when applicable
J II 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.)
J II Recommended equipment to perform maintenance
J II When applicable, necessary special training or certification requirements
for inspection and maintenance personnel such as confined space entry or
hazardous waste management
--------Attachment 3 --Operation and Maintenance Information
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ATTACHMENT 3
1.1 Operations, Maintenance and Inspection
1.1.1 Structural BMP Ownership and responsible party for permanent O&M
The parties responsible for maintenance during the construction phase of the BMPs
identified and Source Controls specified in this document.
Developer's Name:
Address:
City: Carlsbad, CA 92
Email Address:
Phone Number:
En<>ineer of Work: Excel EnP"ineering
En<>ineer's Phone Number: (760)-745-8118
R "bl espons1 £ e Party or Ongoing M. amtenance:
Address: 5803 Armada Dr
City: Carlsbad, CA 92008
Email Address:
Phone Number:
Address:
Maintenance Funding Mechanism:
Funding Source or sources for long-term operation and maintenance of each BMP identified in this
document. By certifying the PDP SWQMP the applicant is certifying that the funding
responsibilities have been addressed and will be transferred to future owners.
Address:
City:
Email Address:
Phone Number:
Address:
1.1.2
1.
Expected Maintenance actions for the Biofiltration BMP
Watering plants daily
2. Removing sediment, thrash and debris
3. Re-mulching areas as necessary
4. Treat diseased vegetation or replace
5. Mowing turf areas (6" gtass height optimum)
6. Repairing erosion at inflow points
7. Repairing outflow structures
8. Un-clog the orifice plate located at the box and the underdrain
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1.1.3 Operation and Maintenance (O&M) Plan
An O&M Plan will be prepared for the proposed project and submitted for approval by the City of
Carlsbad prior to grading permit issuance. The O&M Plan describes the designated responsible party
to manage the stormwater BMP(s), employee's training program and duties, operating schedule,
maintenance frequency, routine service schedule, specific maintenance activities, copies of resource
agency permits, and any other necessary activities. At a minimum, maintenance agreements shall require
the inspection and servicing of all structural BMPs per manufacturer or engineering specifications.
Parties responsible for the O&M Plan shall retain records for at least 5 years. These documents shall
be made available to the City for inspection upon request at any time. While the PDP SWQMP must
include general O&M requirements for structural BMPs, the PDP SWQMP may not be the final O&M
Plan .
1.1.4 Project BMP Verification
The applicant's Engineer of Record must verify through inspection of the site that the BMPs have
been constructed and implemented as proposed in the approved SWQMP. The inspection must be
conducted and City approval must be obtained prior to granting a certificate of occupancy. This
approval may be verified through signatures on the as-built plans, specifically on the BMP sheet.
1.1.5 Annual BMP Operation and Maintenance Verification
The BMP owner must verify annually that the O&M Plan is being implemented by submitting
a self-certification statement to the City. The verification must include a record of inspection of
the BMPs prior to the rainy season (October 1st of each year).
1.2 Requirements for Construction Plans
1.2.1 BMP Identification and Display on Construction Plan
Plans for construction of the project (grading plans, improvement Plans, and landscaping plans)
must show all permanent site design, source control, and structural BMPs, and must congruent with
the PDP SWQMP.
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-Structural BMP Summary -BMP CityBMPID Latitude; APN BMPType Effective
Name number Longitude Provided -Area (Sq.Ft) -1 211-022-32-00 Biofiltration 795 ----------------
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I i I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
1.2.2 Structural BMP Maintenance Information on Construction Plans
Plans for construction of the project provide sufficient information to describe maintenance requirements (threshold and actions)
for structural BMPs.
BMPTYPE INSPECTION MAINTENANCE
Biofiltration/ TC-32 -Inspect soil and repair eroded areas monthly -Water plans daily for 2 weeks at project
-Inspect semi-annually for damage to vegetation and completion.
prior to October 1 to schedule summer maintenance. -Remove sediment, trash and debris
-Inspect before major rainfall events to ensure the -Remulch areas as necessary
Biofiltration pond are ready for runoff. Perform -Treat diseased vegetation or replace
additional inspections after periods of heavy runoff. -Mow turf areas (6" grass height optimum)
-Check for debris and litter, and areas of sediment -Repair erosion at inflow points.
accumulation semi-annually -Repair outflow structures.
-Unclog the underdrain especially the low flow
orifice.
-Refer to TC-32 CASQA literature for more
detail.
I I f I
J
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j I I i I I I i i I I I I I I I I I 1 I I I 1 I I I I I I I I
1.2.3 Structural BMP Maintenance Information on Construction Plans
Plans for construction of the project provide sufficient information to describe maintenance requirements (threshold and actions)
for structural BMPs.
TRAINING EOUIPMENT MAINTENANCE INSPECTION
No specialized training, -Equipment shall -Access to Bmp shall be entered from the -Visual inspections will be done from
or certifications is include but not be parking lots to each BMP the parking lot of the BMP.
required limited to lawn -Cones can be used to block off temporarily -Inspection of trash and debris of
and shrub care parking stalls adjacent to BMP to allow for BMP and when applicable measure
equipment better access riser from bottom of basin to top
-Trash collecting equipment insure measurement agrees with A 1
-Tools necessary for access to BMP dimension on plans
-Gloves for removing catch basin grates and -Check top of grates and inside catch
wier structure basins, if any debris is in catch basin
-Chain and lift for lifting wier if lifted then remove.
uniformly, and evenly.
I 1 I I
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--OPERATION & MAINTENANCE (O&M) PLAN ---------------
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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. Roof Drains ........................................................................................................ 5
E. Trash Storage Areas .......................................................................................... 5
F. Storm Water Conveyance System Stenciling and Signing ................................. 5
G. Biofiltration ......................................................................................................... 6
H. Outlet Structures ................................................................................................ 6
I. Vector Management Control Requirements ....................................................... 6
ATTACHMENTS
A. O&M Exhibit
Al. Inspection & Maintenance Schedule
Bl. Cost Estimate
Cl. BMP Training Log
D1. Inspection & Maintenance Log
El. Maintenance Indicators (Table 7-2)
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1. PROJECT DESCRIPTION
The purpose of the project is to build an extension to the existing 3-storey hotel building with
landscaping and a bio-filtration basin.
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 Quality Management Plan. Refer to this project's Storm
Water Quality Management Plan for Information on specific BMPs.
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
SWQMP. 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 SWQMP 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 1st 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.
1
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"" -
Responsible Party for O&M and For Training-Property Owner
GRAND PACIFIC PALISADES HOTEL, LP
5900 Pasteur Court, Suite 200
Carlsbad, CA 92008
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 take the course provided by the "BULDING
INDUSTRIES ASSOCIATION of SAN DIEGO COUNTY" 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 keep 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.
2
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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 fauna!
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
oflandscaped 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.
3
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• 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 10 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 10 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.
4
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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 11.
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. Roof Drains
All roof drains shall be inspected 30 days prior to October 1st of each year to insure that they are clean
and free from trash and in good repair. They shall be flushed and any leaks or damages piping shall be
either replaced or repaired. Where roof drains flow onto grass areas splash structures and or rock rip-
rap shall be maintained so the flow from the roof drains do not cause erosion or damage to the grass
area. During the rain season roof drains shall be inspected weekly and after each rain storm to insure
that there is no trash and or silt build up that will restrict the run-off flow from the roof. All trash
and/or silt build up shall be removed immediately.
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.
5
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• Inspection Frequency: Semi-annually, 30 days prior to October 1st 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 biofiltration facility had to be sized (which varies per BMP, between 0.625"
and 0.875") 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.
6
.. ..
-------...
-..
--.. ----
, ...
---...
----------
--..
-
In order to implement vector controls including minimizing the risk for mosquito-borne disease
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:
7
I I I l I I I • I I ' i
£
/JISTANIE F1iOJI TO£ IT .51.0FC 10 UOI
I I I I I I I I I I I I I I
ATTACHMENT A
O&M EXHIBIT
i I I I I I J I 1 I I
-->EJ.(JQ/'r
/JtSSlf'Af£11 ,-..,·--QJ/ltl CUT 10
81"1DII IY -
'IIEJRN»lf..TliE
FOND BASE
SIZE PER Pl),N
Pf«'.MO£ OETACKISL£ GRATtO
CN> F1'JR MAIN'TEJWICE A.NO
WIRE l,ICSH/TRASH R>iCK TO
PROT£CT WEIR ANO ORIFlCE FROM CLOGGING
SOIL IAX u
LJ\YER I
I
I '''"" LAYER c I I
l, I ~j
------:::±: -FlOW RESTRICTOR SIZE PER TABlE
SEE ORIFICE DETM.
""ffl.Ml"' """'
I I
1 I I I I
TYPE BMP
Landscaping &
irrigation
Roof drain
Biofiltration
Storm Water
Conveyance
system
Stenciling &
Signing
Outlet
Structures
I I ' l • I I I I I I 1 I i I I I I I I I l I I
Routine Action
Proper irrigation
& Fertilizer.
Trash free and
removal of silt,
sedimentation &
Debris
Trash free and
removal of silt.
Clear Clogged
outlets and
Standing Water.
Must be legible at
all times and have
a clear view.
Must be kept
functional at all
times. Clear
Clogged outlets
and Standing
Water.
ATTACHMENT "Al" INSPECTION & MAINTENANCE
SCHEDULE
PREVENTATIVE MAINTENANCE AND ROUTINE INSPECTION
Maintenance Maintenance Frequency MAINTENANCE
Indicator ACTIVITY
Less than 80% 30 days prior to October 1st each Re-seed or Re-plant.
coverage year and Monthly Repair Irrigation system
with-in 5-days.
Silt build up of more 30 days prior to October 1st Remove all trash and silt
than 1" no trash each year and weekly during and repair any damage to
rain season. roof drains,
Silt build up of more Bl-annual health evaluation of Remove trash and silt -
than 2" no trash, trees and shrubs. repair and reseed exposed
Exposed soils, dead areas, maintain grass height
vegetation, ponded Visual inspection so as not be shorter than 2"
water, and excessive 30 days prior to October 1st, each or higher than 5" remove all
vegetation year, in addition Bl-Monthly ponded water weekly
(see TC-32) surface inspection (possibly more inspections, (See TC-32)
during rainy season, and after
Storm Event), Maintain as
Needed.
Fading at paint or Semi-annually, Repair Done 30 Repaint stenciling and/or
illegible letters or days prior to October 1st each replace signs 30 days prior
year and frequency will vary to October 1 st.
according to usage and visual
inspection.
Silt, debris, trash 30 days prior to October 1st each Silt, debris, trash
accumulation, Ponding year and weekly during rainy accumulation and repair
Water season or within 24 hours prior to any structural damage to
rain forecasts. the outlet structures.
I I I I f I I I I I
SITE-SPECIFIC REQUIREMENTS
All slopes and landscaped areas are to
have a minimum coverage of 80%
All Roof to be free from trash and
silt and in good repair
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
Applicable to all stenciling and
signs
All outlet structures shall be kept
functional at all times.
--... -... -TABLE 7-3. Maintenance Indicators and Actions for VegetatedBMPs
-Typical Maintenance Indicator( s) Maintenance Actions for Vegetated BMPs ... Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials, without -debris 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 Repair/re-seed/re-plant eroded areas and adjust the irrigation
flow system. -Erosion due to concentrated storm Repair/ re-seed/ re-plant eroded areas, and make appropriate -water runoff flow corrective measures such as adding erosion control blankets, -adding stone at flow entry points, or minor re-grading to restore
proper drainage according to the original plan. If the issue is not -corrected by restoring 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 biofiltration, Make appropriate corrective measures such as adjusting irrigation
biofiltration with partial retention, or system, removing obstructions of debris or invasive vegetation, -biofiltration areas, or flow-through clearing underdrains (where applicable), or repairing/ replacing
planter boxes for longer than 96 hours clogged or compacted soils.
following a storm event*
--Obstructed inlet or outlet structure Clear obstructions.
-Damage to structural components such Repair or replace as applicable.
as weirs, inlet or outlet structures -*1bese BMPs typically include a surface ponding layer as part of their function which may take 96 hours to -drain following a storm event.
--..
--
9
I I I I I i I i I I I • I I I I i l I I I I I I I t I I I r I r I I 1 I I f I
Accessing BMPS for Maintenance
BMP to access Access Equipment
BMP-1 Concrete walkway Encompassing BMP Lawn and vegetation care equipment. Power washer
equipment for cleaning structure. Brooms for sweeping up
debris. Bags for trash collection.
---...
-..
---------..
--
----..
---
---...
---
---
ATTACMENT "B1"
Annual Estimate to Majntajn aH BMPs
Landscaping & Biofiltration
Maintenance oflandscaping and bio-filters is already included in the
property management responsibilities. Additional cost:
Irrigation System:
Inspection and maintenance of the irrigation system is already included
in the property management responsibilities, Additional cost:
Roof Drains:
Roof drain inspection and maintenance is already included in the
property management responsibilities.
Training:
Once a year & training of new employees within their first
week of employment.
Total EstimatedArmual Cost to Maintain BMPs
11
Annual 10-Year
$200 $2,000
$100 $1,000
$100 $1,000
$400
-..
----ATTACHMENT "C1" -BMP TRAINING LOG ...
Personnel -Date Type of Training Trained Trainer -Mo/Day/Yr
-----------
----
---
-..
-..
--12 ..
... ----.. ATTACHMENT "D1" --INSPECTION AND MAINTENANCE LOG
-BMPTYP& DATE Name of Description of BMP Date Repair made -LOCATION M/DN Person Condition/ Description repair and Description repair
Inspecting required if any made and by who -----...
----..
--------..
----,_
.,,,.
--13 -
ATTACHMENT 3 STRUCTURAL BMP
MAINTENANCE INFORMATION
ATTACHMENT E1. MAINTENANCE INDICATORS
Accumulation of sediment, litter, or
debris
Poor vegetation establishment
Overgrown vegetation
Erosion due to concentrated irrigation
flow
Remove and properly dispose of accumulated materials, without
damage to the vegetation.
Re-seed, re-plant, or re-establish vegetation per original plans.
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).
Repair/re-seed/re-plant eroded areas and adjust the irrigation
system. r . .f,· ll l _,,.. ... r, ... .,-~· • .,.t~ l'·~~f, j\·1\:u~~}·]. ("','i'~~ ·'l'•.1'fi"'1_:t•,•,.,,, •. :·1·,r~_,'·:,,f)"t~ 'f(l1i•·-·;"' •1,i, 1"' . .., ,_..,~:1r1·,,,, .... ·,, 1, ~ l!\i• •.•. • ')_."' ~ i'_ ~ 1'(• 1 I.~)~~ 1 ,, '! :1~f!~~i1I ,t.n•_,,, ,,'~lf'I ¥,~, •. ";I~•,,, J.i~ °Y' ,, .. ,Typ1cal-Mamt~nan.ce. , .. · ' · , ·!,, •l. ·• • •• ; , ·,. ',. _:"
ill • · , , 1 ·\ .• -1 • 1 Maintenance Actions,: 1 • • • • .Indtcator(s) for Vegetated BMPs .. ' ·, ·-1.'-' ,:, .. · , · .', ,
(" .J • \. ' • • • ' ! ' • • • : f (, •• • i ' ~ -~ • •
Erosion due to concentrated storm water
runoff flow
Standing water in vegetated swales
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.
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 m bioretention, Make appropriate corrective measures such as adjusting irrigation
biofiltration with partial retention, or system, removing obstructions of debris or invasive vegetation,
biofiltration areas, or flow-through clearing underdrains (where applicable), or repairing/ replacing
planter boxes for longer than 96 hours clogged or compacted soils.
following a storm event*
Obstructed inlet or outlet structure Clear obstructions.
Damage to structural components such Repair or replace as applicable.
as weirs, inlet or outlet structures
*These BMPs typically include a surface ponding layer as part of their function which may take 96 hours to
drain following a storm event.
Accumulation of sediment, litter, or
debris in infiltration basin,
pretreatment device, or on permeable
pavement surface
Standing water in infiltration basin
without subsurface infiltration gallery
for longer than 96 hours following a
storm event
Standing water in subsurface
infiltration gallery for longer than 96
hours following a storm event
Standing water in permeable paving
area
Remove and properly dispose accumulated materials.
Remove and replace clogged surface soils.
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.
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
1:.,Typi~al Maintenance Indicator(s) for Maintenance Actions I,' Filtration BMPs ·~
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 Repair or replace as applicable. system
Note: For proprietary media filters, refer to the manufacturer's maintenance guide.
Appendix E: BMP Design Fact Sheets
11111 -:~:~~·=:-,,.T' .. >·11·:···/·· .,~1.• I -....,. ., ,• ,:;t, .:~---~ ~
... Then YourSWQMP Must Consider These Source Control BMPs • 1
Potential Sources of
Runoff Pollutants
0 A. Onsite storm drain
inlets
D Not Applicable
~. ~~--1M:
2
Permanent Controls-Show on
Drawings
[Z] Locations of inlets.
3
Permanent Controls-List in Table
and Narrative
[Z] Mark all inlets with the words "No
Dumping! Flows to Bay'' or similar.
See stencil template provided in
Appendix 1-4
E-4
4
Operational BMPs-Include in
Table and Narrative
[Z] Maintain and periodically repaint
or replace inlet markings.
0 Provide storm water pollution
prevention information to new
site owners, lessees, or operators.
0 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.
[Z] 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."
February 26; 2016
I
1
Potential Sources of
Runoff Pollutants
0 B. Interior floor
drains and elevator
shaft sump pumps
D Not Applicable
D C. Interior parking
garages
0 Not Applicable
0 Dl. Need for future
indoor & structural
pest control
D Not Applicable
Appenrux E: BMP Design Fact Sheets
. . ~ ::,• ..-:-.,.-.~
<"•
... Then Your SWQMP must consider These Source Control BMPs
,.,, 1 .... , --' -: .. ~-~;·
2
Permanent Controls-Show on
Drawings
3
Permanent Controls-List in Table
and Narrative
0 State that interior floor drains and
elevator shaft sump pumps will be
plumbed to sanitary sewer.
D State that parking garage floor
drains will be plumbed to the
sanitary sewer.
0 Note building design features that
discourage entry of pests.
E-5
L
{ ... _,.,,,~ ~ -··--· ,_ ... .,,._~-:;.,
4
Operational BMPs-lnclude in
Table and Narrative
0 Inspect and maintain drains to
prevent blockages and overflow.
D Inspect and maintain drains to
prevent blockages and overflow.
0 Provide Integrated Pest
Management information to
owners, lessees, and operators.
February 26, 2016
1
Potential Sources of
Runoff Pollutants
0 D2. Landscape/
Outdoor Pesticide
Use
D Not Applicable
Appendix E: BMP Design Fact Sheets
~ .': ~ l~~~
_' "-;_:,_ l._., ... J
... Then Your SWQMP must consider These Source Control BMPs
·;. ,.
.: iri · , · •. --'--1.:1 .:-.. :·~.,,,..ti .... ,.
2
Permanent Controls-Show on
Drawings
0 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.
-.... .:_.= .,
3
Permanent Controls-List in Table and
Narrative
State that final landscape plans will
accomplish all of the following.
[Z] Preserve existmg drought tolerant
trees, shrubs, and ground cover to the
maximum extent possible.
0 Design landscaping to rrururruze
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.
0 Where landscaped areas are used to
retain or detain storm water, specify
plants that are tolerant of periodic
saturated soil conditions.
0 Consider using pest-resistant plants,
especially adjacent to hardscape.
0 To ensure successful establishment,
select plants appropriate to site soils,
slopes, climate, sun, wind, rain, land
use, air movement, ecological
consistency, and plant interactions.
E-6
::.\.-~ .. ,a:,' __ _
4
Operational BMPs-lnclude in
Table and Narrative
0 Maintain landscaping using
minimum or no pesticides.
[Z] 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.
[Z] Provide IPM information to
new owners, lessees and
operators.
February 26, 2016
1
Potential Sources of
Runoff Pollutants
D E. Pools, spas,
ponds, decorative
fountains, and other
water features.
!Zl Not Applicable
D F. Food service
0 Not Applicable
2
Permanent Controls-Show on
Drawings
D Show location of water feature
and a sanitary sewer cleanout in
an accessible area within 10 feet.
D 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.
All cleaning for restaurant facility will
be done indoors. Indoor kitchen area
is connected to grease interceptor.
Appendix E: BMP Design Fact Sheets
3
Permanent Controls-List in Table
and Narrative
D 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.
D Describe the location and features of
the designated cleaning area.
D Describe the items to be cleaned in
this facility and how it has been sized
to ensure that the largest items can be
accommodated.
E-7
4
Operational BMPs-Include
in
Table and Narrative
D 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/bm
p-handbooks /municipal-
bmp-handbook.
February 26, 2016
1
Potential Sources
of
D G. Refuse areas
0 Not Applicable
2
Permanent Controls-Show
on Drawings
D 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.
D 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.
D Any drains from dumpsters,
compactors, and tallow bin
areas must be connected to
a grease removal device
before discharge to sanitary
sewer.
3
Permanent Controls-List
in Table and Narrative
D State how site refuse will
be handled and provide
supporting detail to what
is shown on plans.
D State that signs will be
posted on or near
dumpsters with the
words "Do not dump
hazardous materials
here" or similar.
E-8
Appendix E: BMP Design Fact Sheets
4
Operational BMPs-lnclude in
Table and Narrative
D 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.
February 26, 2016
1
Potential Sources of
Runoff Pollutants
D H. Industrial
processes.
0 Not Applicable
D I. Outdoor storage
of equipment or
materials. (See rows J
and K for source
control measures for
vehicle cleaning,
repair, and
maintenance.)
0 Not Applicable
2
Permanent Controls-Show on
Drawings
D Show process area.
D 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.
D 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.
D 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.
Appendix E: BMP Design Fact Sheets
3
Permanent Controls-List in Table and
Narrative
Dlf 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."
Dinclude a detailed description of
materials to be stored, storage areas, and
structural features to prevent pollutants
from entering storm drains.
DWhere 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(6) & (c) 1991
• Underground Storage Tank
E-9
4
Operational BMPs-Include
in Table and Narrative
Table and Narrative
D See Fact Sheet SC-10, ''Non-
Storm Water Discharges" in
the CASQA Storm Water
Quality Handbooks at
https://www.casqa.org/resou
.1;_ces /bmp-handbooks.
DSee 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 /bm
p-handbooks/municipal-bmp-
handbook.
February 26, 2016
1
Potential Sources of
Runoff Pollutants
D J. Vehicle and
Equipment Cleaning
[Z] Not Applicable
2
Permanent Controls-Show on Drawings
D Show on drawings as appropriate:
(1) Commercial/industrial facilities having
vehicle / equipment cleaning needs must
either provide a covered, bermed area for
washing act1V1t1es 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.
E-10
3
Permanent Controls-List in
Table and Narrative
D If a car wash area is not
provided, describe measures
taken to discourage onsite
car washing and explain how
these will be enforced.
Appendix E: BMP Design Fact Sheets
4
Operational BMPs-Include in
Table and Narrative
D escribe operational measures to
implement the following (if
applicable):
D Washwater from vehicle and
equipment washing operations
must not be discharged to the
storm drain system.
D Car dealerships and similar
may rinse cars with water
only.
D See Fact Sheet SC-21,
"Vehicle and Equipment
Cleaning," in the CASQA
Storm Water Quality
Handbooks at
www.casqa.org/resources/bm
p-handbooks/municipal-bmp-
handbook.
February 26, 2016
1
Potential Sources of
Runoff Pollutants
K.
D Vehicle/Equipment
Repair and
Maintenance
0 Not Applicable
Permanent Controls-Show on
Drawings
D 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.
D 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.
D 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.
Permanent Controls-List in
Table and Narrative
D State that no vehicle repair or
maintenance will be done
outdoors, or else describe the
required features of the
outdoor work area.
D 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.
D 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.
E-11
Appendix E: BMP Design Fact Sheets
Operational BMPs-Include in
Table and Narrative
In the report, note that all of the following
restrictions apply to use the site:
D 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.
D 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.
D 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.
February 26, 2016
1
Potential Sources of
Runoff Pollutants
0 L. Fuel Dispensing
Areas
0 Not Applicable
2
Permanent Controls-Show on
Drawings
0 Fueling areas 16 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.
O 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 area 1.]
O The canopy [or cover] must not drain
onto the fueling area.
3
Permanent Controls-List
in Table and Narrative
Appendix E: BMP Design Fact Sheets
4
Operational BMPs-Include in
Table and Narrative
0 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.casga.org/resources/b
mp-handbooks.
16 The fueling area must be defined as the area extending a minimum of 6.5 feet from the comer 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.
E-12 February 26, 2016
1
Potential Sources of
Runoff Pollutants
M. Loading Docks
0 Not Applicable
2
Permanent Controls-Show on
Drawings
D 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.
D 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.
D Provide a roof overhang over the
loading area or install door skirts
( cowling) at each bay that enclose
the end of the trailer.
3
Permanent
Controls-List in
E-13
Appendix E: BMP Design Fact Sheets
4
Operational BMPs-Include in
Table and Narrative
D Move loaded and unloaded items indoors as
soon as possible.
D 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-hand book.
February 26, 2016
IJ
1
Potential Sources of
Runoff Pollutants
0 N. Fire Sprinkler
Test Water
D Not Applicable
0. Miscellaneous Drain
or Wash Water
DBoiler drain lines
IZJCondensate drain
lines
O Rooftop
equipment
D Drainage sumps
D Roofing, gutters,
and trim
ONot Applicable
2
Permanent Controls-
Show on Drawings
Appendix E: BMP Design Fact Sheets
3
Permanent Controls-List in Table and
Narrative
0Provide a means to drain fire sprinkler test water
to the sanitary sewer.
DBoiler drain lines must be directly or indirectly
connected to the sanitary sewer system and may
not discharge to the storm drain system.
fZJCondensate 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.
DRooftop mounted equipment with potential to
produce pollutants must be roofed and/ or have
secondary containment.
D Any drainage sumps onsite must feature a
sediment sump to reduce the quantity of
sediment in pumped water.
DA void roofing, gutters, and trim made of copper
or other unprotected metals that may leach into
runoff.
E-14
4
Operational BMPs-Include in
Table and Narrative
0 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
February 26, 2016
1
Potential Sources of
Runoff Pollutants
0 P.
sidewalks,
parking lots.
D Not Applicable
Plazas,
and
2
Permanent Controls-Show on
Drawings
3
Permanent Controls-List in
Table and Narrative
E-15
Appendix E: BMP Design Fact Sheets
4
Operational BMPs-Include in
Table and Narrative
0 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.
February 26, 2016
ATTACHMENT 4
City standard Single Sheet BMP {SSBMP) Exhibit
[Use the City's standard Single Sheet BMP Plan.]
ATTACHMENT 4
,
,
j ,
l
,
-,
•
,.
,
SCALE· r = 10' -------0 10 20 JO ,o
BMPTABLE
CA5'MNO. QUANTTTY DRAWING I SHEET NO.{S)
HYDROlfODIFICATION ,I TREATMENT CONTROL
0 8/0flt.lli'Al!ON ,.,., TC-J2 195 SF 1/C 5
LOW IMPACT DESIGN {LlD.J
0 RfXY IJHAIN TO 0 lANOSCAPWG Sl)-11 5£A /IC
SOURCE CONTROL
0 IM.ET NO DUMPING SffNCll.llVC DRAINS TO OCEAN SO-IJ 'EA /IC 2
'
lM"/5 PNICW TO OCT. !ST EACH ifAK ANO 11££KL Y
IXJRINC RAIN SEASO't'
1:1-IKNl'MY "SE£
AllACHIIENT J IT
"'°""'"""
JO OAYS PN/q;> ro OCT. !ST JO DAYS flWQI' ro (Xf. !ST EACH /'EAR ANO ll£lJr'l Y EACH ~Ali' ANO JtllX1 Y
IXJRINC IWN SEASO'i IXJlil#Wl /UIN ~
SOI ANNI/ALL Y, /i'£PAR
OC,C .JQ 1M iS PHltR 10
Sl1II ANN(IAtJ.Y WSUAJ. OCraJER !ST EACH 1W
INSffC!lCW MO fli'EO(l£NCY IIKJ. YAHY A~ TO I/SAC£ MO
HSUA, Ml'ECRW
!
,
ATTACHMENT 4
SINGLE SHEET BMP PIAN
GRAND PACIFIC PALISADES HOTEL EXPANSION
,
,
Ul,//T IT 81/ILOINC'S ROOF
,
NAN£: Ql'ANp PACJFIC PAf/y40CS' HOm (P
CCWTACT: J3:3'
AOORESS 59@ fWufW CQ(JR[ 2l({F 20fJ
CAIR'ii'Ml! CA 9200lf
NAN£:
ClllfPAN>'
""°"'SS·
PHONENQ
WfllT D(NllNQ
ffO S'l'AlFfY
fJ'CQ'4'?00 CA 92tm
7W7f5.RfR8
C£RllRC,4HlW: R.Cf ,f,5§29
THESE 8VPS ARE AIANl)ATa?Y TO BE INSTALLElJ P£R
NANi.lFACll.lR£R'.f ,e,CCll(A(tWAllONS OR !HES£ Pl.ANS
2. NO CHANGES ro lHE PRCJDOS£f) 8JIPS CW THIS S'ffET lll!Ha/T
Pfi'YC:W APPROVAL. fl?OII 7H£' CITY ENC/NEE?.
.J NO SlJBSRlllllONS TO !HE AIATERIAL CW TtPES OR PI.AN11NC
nPES 11/lHO(JT PNfai' APPROVAL FROM THE CITY ENCIN£ER.
4. NO OCCUPANCY 1/fl.1 BE GRANlllJ IINm lH£ CITY INSPEC!lCW
STAFF HAS INSPEClllJ THIS PRO.ECT R:e APPNfFRIA/£ BNP ccwsmvcncw ANO tNSTAllA mw.
6: REFER TO JIA/NlENANCF ACREDIENT OOCUVENT.
6. SEE PRO.fer SHQIP FCW AOO/llONAL JNFCWj/ATl(W
l-----+--1---------------+---+---+----+-----l I SHlEET I CITY OF CARLS BAD I SHElETS I ENGINEERING DEPARTMENT ~=-=========='....':::::~ SINGLE SHEET BMP SITE PLAN
DA TE INITIAL DATE INITIAL DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
GRANO PACIFIC PALISADES HOTEL EXPANSION
RECORD COPY
INITIAL DATE
PROJECT NO.
96-0! (,4)
DRAWING NO.
owe
<]
<] V V
'---------
---'-<· -------
---------------------~----"""•·-------
V
<J
2
ATTACHMENT 4
SINGLE SHEET BMP PLAN
GRAND PACIFIC PALISADES HOTEL EXPANSION
CONCRETE ff/ALKff/A Y
,
<J
·~·
I _l
2
LIA/IT OF BUILOINC'.S ROOF
2 .,--D---~~/4
. 1-:::~·-"=============-====~---"---~----"--'-'-~--L___,
'I ---------------------------
. 11 I ·'/ ;,··· .. ·.·· ......••... ··--· '
-~
<\~-=----_-/;-;1 ;-:-1 ====-/;-;/~~~~-/;-;, /;-_-_-_-_---;/ /-;-, ====-1;-;1-=--=--=--=--1-;-, l;-_-=._-_-_---;/1-;-i ====;-;/;-;:/-_,_-_-_-,-:-,/;-;,, ~==----c, ,-! ====;-;/;-;-_/-----;--------;---,--,--------~----~----------~
______./
SCALE· !" = JO'
0 JO 20 JO 40
BMPTABLE
BMP# BMPTYPE SYMBOL CASQANO. QUANTITY DRAWING# SHEET NO.(SJ INSPECTION MAINTENANCE
FREQUENCY FREQUENCY
HYDROMODIFICATION & TREATMENT CONTROL
0 BIOFIL TRA 110N ~l~tittt !~)1 JO DAYS PRIOR TO OCT. !ST BI-MON1HL Y (SEE
AREA TC-J2 795 SF OWG 5 EACH rEAR ANO 1/'EEKL Y ATTACHMENT J OF
DURING RAIN SEASON. PROJECT SWOMP)
LOW IMPACT DESIGN (LJ.D.)
0 ROOF DRAIN TO JO OA YS PRIOR TO OCT. 1ST JO DAYS PRIOR TO OCT. !ST
LANDSCAPING 0 SO-!! 6EA. OWG 4 EACH rEAR ANO 1/'EEl<Z Y EACH rEAR ANO 1/'EEKLY
OUR/NG RAIN SEASON. OUR/NG RAIN SEASON.
SOURCE CONTROL
SEMIANNUALLY, REPAIR
INLET OONE JO OA YS PRIOR TO 0 NO DUMPING OCTOBER !ST EACH rEAR STENCILING DRAINS TO OCEAN SO-!J 1 EA. 1/JWG 2 SEMIANNUALLY /4SUAL
INSPEC770N ANO FREQUENCY MLL VARY
ACCORDING TO USAGE ANO
/4SUAL INSPEC710N
DATE INITIAL
ENGINEER OF WORK REVISION DESCRIPTION
' '
DATE INITIAL
OTHER APPROVAL
PARTY RESPONSIBLE FOR MAIN1ENANC£·
NAME: GRANO PACIFIC PALISADES HOTEL. LP
CONTACT: XXX
ADDRESS: 5900 PASTEUR COURT SUITE 200
CALRSBAO. CA 92008
PLAN PREPARED Bi:
NAME:
COMPANY.·
ADDRESS:
PHONE NO.
ROBERT OEN17NO
EXCEL ENGINEER/NG
440 STATE PL
ESCONDIDO. CA 92029
705.745.8188
CERTIFICA710N: R.C.£ 45629
BAIP NOTES·
1. lHESE Blv!PS ARE MANDATORY TO BE INSTALLED PER
lv!ANUFACTURER'.S RECOlv/lv/ENOA710NS OR !HES£ PLANS.
2. NO CHANGES TO !HE PROPOSED Blv!PS ON !HIS SHEET WllHOUT
PRIOR APPROVAL FROM !HE CITY ENGINEER.
3. NO SUBS717l/710NS TO !HE Iv/A TERIAL OR TYPES OR PLAN11NG
TYPES WllHOUT PRIOR APPROVAL FROM !HE CITY ENGINEER.
4. NO OCCUPANCY WILL BE GRANTED UN77L !HE CITY INSPEC710N
STAFF HAS INSPECTED !HIS PROJECT FOR APPROPRIATE Blv!P
CONSTRUC710N ANO /NSTALLA710N.
5. REFER TO MAINTENANCE AGREEMENT DOCUMENT.
5. SEE PROJECT SWQlv/P FOR AOO/llONAL INFORlv!AllON.
Exp. 12-31-18
S/GNA7l/RE
SHEET CITY OF CARLSBAD SHEETS
1 1 ENGINEERING DEPARTMENT
SINGLE SHEET BMP SITE PLAN
GRAND PACIFIC PALISADES HOTEL EXPANSION
RECORD COPY PROJECT NO.
96-0! (A)
DATE INITIAL
I
DRAWING NO.
CITY APPROVAL INITIAL DATE owe I
-···-----------------------~----------------------------------------------------------~ -______ , ______ _