HomeMy WebLinkAboutSDP 16-15; VICTORY CARLSBAD OAKS LOT 5; PRIORITY DEVELOPMENT STORM WATER QUALITY MANAGEMENT PLAN; 2017-02-07I
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CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) FOR
CARLSBAD OAKS LOTS 5
PROJECT ID SDP 16-15
SWQMP# 16-40
ENGINEER OF WORK:
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I Robert D. Dentino, PE RCE 45629
I PREPARED FOR:
I VICTORY CARLSBAD OAKS INNOVATION CENTER LP
12200 W. OLYMPIC BOULEVARD, SUITE 200
LOS ANGELES, CA 90064
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PREPARED BY: D.
I EXCEL ENGINEERING Co CC rn 440 State Place,No. 4562 Escondido, CA, 92029 I 1 (760)745-8118 Exp. i
I DATE:
October 27, 2016
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REVISED:
I February 7, 2017 RECE WED
FEB 16 2017
LAND DEVLCP'VENT
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TABLE OF CONTENTS
I Certification Page
Project Vicinity Map
FORM E-34 Storm Water Standard Questionnaire
I Site Information
FORM E-36 Standard Project Requirement Checklist
Summary of PDP Structural BMPs
I Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment Ia: DMA Exhibit
Attachment 1 b: Tabular Summary of DMAs and Design Capture Volume Calculations
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Attachment Ic: Harvest and Use Feasibility Screening (when applicable)
Attachment ld: Categorization of Infiltration Feasibility Condition (when applicable)
Attachment le: Pollutant Control BMP Design Worksheets /Calculations
Attachment 2: Backup for PDP Hydromodification Control Measures
I Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas
Attachment 2c: Geomorphic Assessment of Receiving Channels
I 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
I Carlbad Oaks Lot 5
Project ID: SDP 16-15
I 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
I with the requirements of the BMP Design Manual, which is based on the requirements of
SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order.
I I have read and understand that the City Engineer has adopted minimum requirements for
managing urban runoff, including storm water, from land development activities, as described in
the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability
and accurately reflects the project being proposed and the applicable source control and site
design BMPs proposed to minimize the potentially negative impacts of this project's land
development activities on water quality. I understand and acknowledge that the plan check
review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as
the Engineer in Responsible Charge of design of storm water BMPs for this project, of my
responsibilities for project design.
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45629/ EXP. 12-31-2018
Engineer of Work's Signature, PE Number & Expiration Date
:Ad 91191:1,11 11 1111,111w,
Print Name
EXCEL ENGINEERING
Company
2-/i S-/" 7
Date
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OFESSIo*
CO
LAJ ( No. 45629 01
OF CA
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PROJECT VICINITY MAP
VICINITY MAP
CITY OF OCEANSIDE
HIGHWAY 1,28
j NOT TO
7 SCALE
SITE
CITY OF VISTA
A
ENCINITAS
CITY OF
SAN MARCOS
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(City of
Carlsbad
STORM WATER STANDARDS
QUESTIONNAIRE
E-34
Development Services
Land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www.carlsbadca.gov
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INSTRUCTIONS:
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.To address post-development pollutants that may be generated from development projects, the city requires that new
development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management
Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual,
refer to the Engineering Standards (Volume 5).
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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 concurrently.
PROJECT INFORMATION
PROJECT NAME: CARLSBAD OAKS LOT 5 PROJECT ID: SDP 16-15
ADDRESS: CARIBOU COURT (LOT 5) CARLSBAD, CA 92008 APN: 209-120-04
The project is (check one): 0 New Development 0 Redevelopment
The total proposed disturbed area is: 228,085 2 (_5.24 acres
The total proposed newly created and/or replaced impervious area is: 115,159 ft2 (2.64 _j 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 I and follow the instructions. When completed, sign the form at the end and submit this with your
application to the city.
E-34 Page 1 of 4 REV 02/16
STEP I
TO BE COMPLETED FOR ALL PROJECTS
To determine if your project is a "development project", please answer the following question:
YES NO
Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building
or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)?
If you answered "yes" to the above question, provide justification below then go to Step 6, mark the third box stating "my
project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant
information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
If you answered "no" to the above question, the project is a 'development project', go to Step 2.
STEP 2
TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS
To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer
the following questions:
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:
Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas;
Designed and constructed to be hydraulically disconnected from paved streets or roads;
Designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets guidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in o accordance with the USEPA Green Streets guidance?
3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? 0 IZJ
If you answered "yes" to one or more of the above questions, provide discussionljustification 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 2of4 REV 02/16
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STEP 3
TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS
To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)):
YES NO
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, 0 0 and public development projects on public or private land.
Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of
impervious surface collectively over the entire project site on an existing site of 10,000 square feet or
more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public
development projects on public or private land.
is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is
a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and 0 121 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial
Classification (SIC) code 5812).
Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious
surface collectively over the entire project site and supports a hillside development project? A hillside 0 121
development pLoject includes development on any natural slope that is twenty-five percent or greater.
Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is
a land area or facility for the temporary parking or storage of motor vehicles used personally for
business or for commerce.
Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious 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 automobiles, other vehicles. _transportation _of _trucks, _motorcycles, _and
Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more
of impervious surface collectively over the entire site, and discharges directly to an Environmentally
Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 0 121 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an
isolated flow from the project to the commingled with flows from adjacent lands). _ESA _(i.e._not
Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious surface that supports an automotive repair shop? An automotive repair
shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC)
codes: 5013, 5014, 5541, 7532-7534, or 7536-7539.
Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes Cl 0 RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily
Traffic (AD 7) of 100 or more vehicles per day.
Is your project a new or redevelopment project that results in the disturbance of one or more acres of land
and are expected to generate pollutants post construction?
Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of
impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 0 121 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 POP ..."
and complete applicant information.
If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the
second box stating "My project is a 'STANDARD PROJECT'..." and complete applicant information.
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STEP 4
TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP)
ONLY
Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)):
YES NO.
Does the redevelopment project result in the creation or replacement of impervious surface in an amount
of less than 50% of the surface area of the previously existing development? Complete the percent
impervious calculation below:
Existing impervious area (A) = 0 sq. ft. 0 0
Total proposed newly created or replaced impervious area (B) = 151,946 sq. ft.
Percent impervious area created or replaced (B/A)*100
If you answered "yes", the structural BMPs required for POP 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 "flO" the structural MP's required for POP apply to the entire development. Go to step 5, check the
check the first box stating "My project is a PDP ..." and complete applicant information.
STEP 5
CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION
'j 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.
o My project is a 'STANDARD PROJECT' OR EXEMPT from POP 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 POP threshold, staff may require detailed impervious area calculations
and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
O My Project is NOT a'development project' and is not subject to the requirements of the BMP Manual.
'Applicant Information and Signature Box
Applicant Name: k,4 A,J%J: 1JtOI Applicant Title: Manager
Applicant Signatur ,.,_,)i. Date: 10 ___________________________________
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.. 1,1%AUUU ,jui UFU nut ,UTiILeQ to au L,,edn vvate, iMt oecuon .3U.)tu) impaireu water Puoles; areas aesignatea as reas OT bpeClal
Biological Significance by the State Water Resources Control Board(Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and
amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego: Habitat
Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City.
This Box for ON LISR Univ
City Concurrence:
YES NO
0
By:
Date:
Project ID:
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SITE INFORMATION CHECKLIST
Project Summary Information
Project Name Carlsbad Oaks Lot 5
Project ID SDP 16-15
Project Address Whiptail Loop East
Carlsbad, CA 92010
Assessor's Parcel Number(s) (APN(s)) 209-120-04
Project Watershed (Hydrologic Unit) Carlsbad 904
Parcel Area
5.2361 ( 228,084.5 Square Feet)
Existing Impervious Area
(subset of Parcel Area) 0 Acres ( 0 Square Feet)
Area to be disturbed by the project
(Project Area) 3.24 Acres ( 141,202 Square Feet)
Project Proposed Impervious Area
(subset of Project Area) 2.64 Acres ( 115,159 Square Feet)
Project Proposed Pervious Area
(subset of Project Area) 0.60 Acres (26,055 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):
i Existing development
I ' Previously graded but not built out
I Agricultural or other non-impervious use
I Vacant, undeveloped/natural
Description/Additional Information:
Existing Land Cover Includes (select all that apply):
I Vegetative Cover
iV Non-Vegetated Pervious Areas
i Impervious Areas
Description / Additional Information:
Existing land cover is exposed soil with scattered natural vegetation that has grown in the area.
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Underlying Soil belongs to Hydrologic Soil Group (select all that apply):
I NRCS Type A
I NRCS Type B
I NRCS Type C
IV NRCS Type D
Approximate Depth to Groundwater (GW):
I GW Depth < 5 feet
I 5 feet < GW Depth < 10 feet
I lO feet <GW Depth <20feet
I i GW Depth > 20 feet
Existing Natural Hydrologic Features (select all that apply):
i Watercourses
i Seeps
I Springs
i Wetlands
I d None
Description /Additional Information:
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Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from
the site? At a minimum, this description should answer (1) whether existing drainage
conveyance is natural or urban; (2) describe existing constructed storm water conveyance
systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]:
The existing drainage is composed of both, natural and urban, conveyance systems. The
site storm runoff first drains to the Faraday Avenue and then enters the branch of Agua
Hedionda creek that drains to the Agua Hedionda lagoon. The Agua Hedionda lagoon
discharges directly into the Pacific Ocean.
Existing conditions include the inlet located at Faraday Avenue
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:
Lot 5
The project is proposing to build a single building with a total of 46,437 square feet of useable
building space for industrial, manufacturing, and/or office use. As part of the new building,
associated improvements will include the installation of a combination service and delivery area in
he interior drive aisle on the north easterly end of the building (with I trash enclosure and, a
detached truck dock), approximately 1564 square feet of outdoor patio area, 132 parking spaces,
and 18% of the site will be landscaped throughout the parking areas and frontages. All necessary
utilities (storm, sewer, water, dry, etc.) will be installed as part of the project and tie into existing
stubs provided for the site by City of Carlsbad DWG No. 415-9.
Normal uses of such a development will generate storm water runoff with the potential to carry
pollutants to off-site tributaries. Bio Filtration ponds are planned to be incorporated throughout the
site to treat and detain runoff from impervious 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 industrial facility and parking lots,
loading docks, and employee eating areas.
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
ponds.
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Does the project include grading and changes to site topography?
I Yes IVO No
Description / Additional Information:
The proposed grading will utilize the pad that was pre-graded before to put a proposed site. BMP
will be added, but no change to the overall site topography will be needed.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
j .'Yes
I No
Description I Additional Information:
The project includes the installations of a new storm water conveyance system that will obtain,
treat and release storm water from the project site to an existing tie in on Faraday Avenue and
then enters the branch of Agua Hedionda creek that drains to the Agua Hedionda lagoon. The
Agua Hedionda lagoon discharges directly into the Pacific Ocean.
Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
IV On-site storm drain inlets
I Interior floor drains and elevator shaft sump pumps
I Interior parking garages
I .' Need for future indoor & structural pest control
I .' Landscape/Outdoor Pesticide Use
j Pools, spas, ponds, decorative fountains, and other water features
I Food service
j 1 Refuse areas
I p." Industrial processes
I Outdoor storage of equipment or materials
i Vehicle and Equipment Cleaning
I Vehicle/Equipment Repair and Maintenance
i Fuel Dispensing Areas
IV Loading Docks
I Fire Sprinkler Test Water
I Miscellaneous Drain or Wash Water
I d Plazas, sidewalks, and parking lots
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Identification of Receiving Water Pollutants of Concern
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or
reservoir, as applicable):
The project site drains into the branch of Agua Hedionda creek that drains to Agua Hedionda
lagoon. The Agua Hedionda lagoon discharges directly to the Pacific Ocean.
List any 303(d) impaired water bodies within the path of storm water from the project site to the
Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the
pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water
bodies:
303(d) Impaired Water Body Pol Iutant(s)IStressor(s) TM DLs
None listed None listed None listed
Agua Hedionda Creek Pathogens
Agua Hedionda Creek Toxicity
Agua Hedionda Creek Metals/Metalloids
Agua Hedionda Creek Nutrients
Agua Hedionda Creek Salinity
Identification of Project Site Pollutants
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
BMP Design Manual Appendix B.6):
Pollutant
Not Applicable to
the Project Site
Anticipated from the
Project Site
Also a Receiving
Water Pollutant of
Concern
Sediment YO
Nutrients
Heavy Metals YO YO
Organic Compounds
Trash _&_Debris
Oxygen Demanding
Substances
Oil _&_Grease
Bacteria _&_Viruses
Pesticides YO
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I Hvdromodification Manaaement Reau irements I
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
j v Yes, hydromodification management flow control structural BMPs required.
] No, the project will discharge runoff directly to existing underground storm drains discharging
directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
I No, the project will discharge runoff directly to conveyance channels whose bed and bank are
concrete-lined all the way from the point of discharge to water storage reservoirs, lakes,
enclosed embayments, or the Pacific Ocean.
I No, the project will discharge runoff directly to an area identified as appropriate for an
exemption by the WMAA for the watershed in which the project resides.
Description I Additional Information (to be provided if a 'No' answer has been selected above):
oarse Sediment Yield Areas*
*This Section only required if hydromodification management requirements apply
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
I Yes
I #' No, No critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual
been performed?
i 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
1 6.2.2 Downstream Systems Sensitivity to Coarse Sediment
i 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
I No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMAA maps
If optional analyses were performed, what is the final result?
I No critical coarse sediment yield areas to be protected based on verification of GLUs onsite
I Critical coarse sediment yield areas exist but additional analysis has determined that
protection is not required. Documentation attached in Attachment 8 of the SWQMP.
I 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 I Additional Information:
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Flow Control for Post-Project Runoff*
*This Section only required if hydromodification management requirements apply
List and describe point(s) of compliance (POCs) for flow control for hydromodification
management (see Section 6.3.1). For each POC, provide a POC identification name or number
correlating to the project's HMP Exhibit and a receiving channel identification name or number
correlating to the project's HMP Exhibit.
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are is only one Point of Compliance for this project at the southwestern corner of the property
the storm water enters Whiptail Loop East. The POC is labeled as "Point of Compliance" and is
eled on attachment 2a of the Hydromodification Exhibit for Lot 5.
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Has a geomorphic assessment been performed for the receiving channel(s)?
I . No, the low flow threshold is 0.1Q2 (default low flow threshold)
I Yes, the result is the low flow threshold is 0.1Q2
I Yes, the result is the low flow threshold is 0.3Q2
I I Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:
I None
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Discussion I Additional Information: (optional)
No geomorphic assessment has been performed, therefore the high susceptibility of erosion is
selected as a default.
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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 about from the native soil, therefore the infiltration rate
of the soil is very low. Some of the BMPs will be required to be placed next to the building
footprint, some other BMPs are not adjacent to building. However, the soil engineer's
recommendation is provide impervious liner underneath the biofilter regardless the location of
the BMP.
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.
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Cityof
Carlsba d
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
Develonment Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
Project Information
Project Name: Carlsbad Oaks Lots 5
Project ID: SDP 16-15
DWG No. or Building Permit No.: 498-6A
Source Control BMPs
All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible.
See Chapter 4 and Appendix E.1 of the BMP Design Manual for information to implement source control BMPs
shown in this checklist.
Answer each category below pursuant to the following.
o "Yes' means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1
of the Model BMP Design Manual. Discussion/justification is not required.
"No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must
be provided.
"N/A" means the BMP is not applicable at the project site because the project does not include the feature that is
addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be
provided.
Source Control Requirement Applied?
SC-I Prevention of Illicit Discharges into the MS4 Yes No N/A FT
Discussion/justification if SC-i not implemented:
SC-2 Storm Drain Stenciling or Signage I i Yes i j No I N/A
Discussion/justification if SC-2 not implemented:
SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, I Yes j No I N/A
Runoff, and Wind Dispersal
Discussion/justification if SC-3 not implemented:
Project site is a proposed commercial office building, and will not have outdoor material storage.
SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, I Yes I No I N/A
Runoff, and Wind Dispersal
Discussion/justification if SC-4 not implemented:
Project site is a proposed commercial building, and will not have outdoor material storage.
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind I v4 Yes I No I N/A
Dispersal
Discussion/justification if SC-5 not implemented:
E-36 Page 1 of 3 REV 02/16
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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).
I On-site storm drain inlets CASQA SD-13 I Yes I No I N/A
I Interior floor drains and elevator shaft sump pumps CASQA SC-41 I Yes I No I N/A
I Interior parking garages I Yes I No I4oO N/A
I Need for future indoor & structural pest control CASQA SC-41 I Yes I No I N/A
I Landscape/Outdoor Pesticide Use CASQA BG-40 I Yes I No I N/A
I Pools, spas, ponds, decorative fountains, and other water features i Yes i No I V1 N/A
I Food service j Yes j No j V N/A
I Refuse areas CASQA SD-32 I " Yes I No I N/A
I Industrial processes I Yes I No IV N/A
I Outdoor storage of equipment or materials I Yes I No I I N/A
I Vehicle and Equipment Cleaning I Yes I No I N/A
I Vehicle/Equipment Repair and Maintenance I Yes I No I N/A
I Fuel Dispensing Areas I Yes I No I v N/A
I Loading Docks CASQA SD-31, SC-30 I Yes i No i N/A
I Fire Sprinkler Test Water CASQA SC-41 I d Yes I No I N/A
I Miscellaneous Drain or Wash Water CASQA SC-41 I Yes I No I N/A
I Plazas, sidewalks, and parking lots CASQA SC-71 I 1 Yes I No I N/A
For "Yes" answers, identify the additional BMP per Appendix El. Provide justification for "No" answers.
YES RESPONSES:
(See Operations and Maintenance Manual in Attachment 3 of this SWQMP. Appendix E.1 of the Model BMP Design
Manual San Diego Region Dated February 2016 is included in attachment 3.)
N/A RESPONSE:
N/A response above indicates that the feature is not a proposed part of the project.
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Site Design 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.
"Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2
thru E.6 of the Model BMP Design Manual. Discussion /justification is not required.
"No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must
be provided.
o "N/A" means the BMPs is not applicable at the project site because the project does not include the featurethat
is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve).
Discussion/justification may be provided.
Site Design Requirement Applied?
SID-1 Maintain Natural Drainage Pathways and Hydrologic Features I Yes I No I 1 N/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 Yes I No I I NO N/A
Discussion/justification if SD-2 not implemented:
No natural drainage paths are present on this site.
SD-3 Minimize Impervious Area FJ rd Yesl I No I I N/A
Discussion/justification if SD-3 not implemented:
SD-4 Minimize Soil Compaction I V Yes I No I I N/A
Discussion/justification if SD-4 not implemented:
SD-5 Impervious Area Dispersion rd Yes I No I N/A
Discussion/justification if SD-5 not implemented:
SD-6 Runoff Collection I rd YesJ I No I I N/A
Discussion/justification if SD-6 not implemented:
SD-7 Landscaping with Native or Drought Tolerant Species j V Yes I No I I N/A
Discussion/justification if SD-7 not implemented:
SD-8 Harvesting and Using Precipitation I Yes I i d No I I 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
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I SUMMARY OF PDP STRUCTURAL BMPS
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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-retaining", 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 1-7.
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 DMA delineations were
developed during the site planning phase. The DCV was calculated.
Sizing requirements was computed referred to Appendix B.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.
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I [Continued from previous page - This page is reserved for continuation of description of general
I strategy for structural BMP implementation at the site.]
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Structural BMP Summary Information
[Copy this page as needed to provide information for each individual proposed
structural BMP]
Structural BMP ID No. For Lot 5; BMP A, and B
DWG Sheet No.C-3, C-4
Type of structural BMP:
i Retention by harvest and use (H U-1)
i Retention by infiltration basin (INF-1)
i Retention by bioretention (lNF-2)
i Retention by permeable pavement (INF-3)
I Partial retention by biofiltration with partial retention (PR-1)
jV Biofiltration (BF-1)
i Flow-thru treatment control included as pre-treatment/fore bay 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
I V Other (describe in discussion section below)
Purpose:
IV Pollutant control only
IVO Hydromodification control only
IV Combined pollutant control and hydromodification control
I Pre-treatment/forebay for another structural BMP
I Other (describe in discussion section below)
Discussion (as needed):
All of the BMPs used on this project are biofiltration units that are designed per worksheet B.5-1
of the COC BMP Design Manual and modeled using continuous simulation modeling with
SWMM. Each pond is designed with a typical detail and sized according the hydromodification
mentioned above. Since each pond is designed per a typical detail, it is intended that each pond
will be constructed and maintained using the same general methods and materials.
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ATTACHMENT I
I BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment 1.
I Check which Items are Included behind this cover sheet:
Attachment Contents Checklist
Sequence
Attachment 1 DMA Exhibit (Required) IV Included
See DMA Exhibit Checklist on the back
of this Attachment cover sheet.
(24"x36" Exhibit typically required)
Attachment lb Tabular Summary of DMAs Showing I ' Included on DMA
DMA ID matching DMA Exhibit, DMA Exhibit in Attachment la
Area, and DMA Type (Required)* IVO Included as Attachment Ib,
separate from DMA Exhibit *Provide table in this Attachment OR
on DMA Exhibit in Attachment la
Attachment Ic Form 1-7, Harvest and Use Feasibility I v Included
Screening Checklist (Required unless I Not included because the entire
the entire project will use infiltration project will use infiltration BMPs
BMPs)
Refer to Appendix B.3-1 of the BMP
Design Manual to complete Form 1-7.
Attachment id Form 1-8, Categorization of Infiltration ]VO Included
Feasibility Condition (Required unless I Not included because the entire
the project will use harvest and use project will use harvest and use
BMPs) BMPs
Refer to Appendices C and D of the
BMP Design Manual to complete Form
1-8.
Attachment le Pollutant Control BMP Design jV Included
Worksheets I Calculations (Required)
Refer to Appendices B and E of the
BMP Design Manual for structural
pollutant control BMP design
guidelines
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Use this checklist to ensure the required information has been included on the DMA
Exhibit:
The DMA Exhibit must identify:
i d Underlying hydrologic soil group
iV Approximate depth to groundwater
iVO Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
] . Critical coarse sediment yield areas to be protected (if present)
] 1 Existing topography and impervious areas
IV Existing and proposed site drainage network and connections to drainage offsite
i .' Proposed grading
I d Proposed impervious features
IVO Proposed design features and surface treatments used to minimize imperviousness
I i Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas
(square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-
mitigating)
IVO Structural BMPs (identify location and type of BMP)
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FOOTPRINT
6 "FREEBOARD DEPTH OVER
CA TCH BASIN GRA it
ELEVA liON 5" STORAGE
DEPTH PLAN77NG PER
LANDSCAPE PLAN
/IWPERWOt/S LINER —
FS ELEV 1 MAX SLOPE
PER PLAN
1.5' YIN DEPTH—
(VARIABLE MO T11)
TOPSOIL MIX
4" OF PEA GRA VEL
FIL TER COURSE
VARIABLE DEPTH 2"-MIN115----
GRAVEL STORAGE LA )R
IMPERW0115 LINER
(SEETABLE FOR GRAVEDEPTH, q/ /
6 PERFORAitD PVC MIN/MUM J AGGREGAit
IJNDERDRAIN PIPE _______ BEL OW 1/NDERDRAIN
VARIES I
BIOFIL ?7?A liON BASIN SECTiON
TYPICAL SEC liON
NOT TO SCALE
A TCH BASIN
PER PLAN
A
ç-SCA/ 40 PVC 4/ALE
ADAPTER (AfiTPxSoC)
vc 1ft11\—sC// 40 PVC THREADED
OS(JBDRA/NO
I
END CAP (FPT)
DRILL OR/F/CE HOLE A T
41/N)'V FLOWL/NE OFEND CAP
/ A (SIZE PER 5/0-BASIN DETAIL)
GRA VEL
STORAGE LA YER
OR/F/CE DETAIL
NOT TO SCALE
—4
mm1
lass J;o -1 7 t—r '77 ]—*sLt as
ms
c
R-1 x 90
— SID k
cT4[7"
7 /
\\ \\\ I
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it s 1
\' E OU ES ; II //ijiii
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11 MA I
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Ilk \ \\ \'\\ \\\\\\ \ 1 ii 175 C / /1//u I i 024 ACRES
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m& Acn- b uY114
it it 7 fi ll
XV
All
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ANT/C/PA TED AND POTENT/AL POLL UTANTS GENERA TED BY LAND USE TYPE
PER MODEL 84/P DES/CN MANUAL JUNE 2015
PRIORITY
PROdECT SEDIMENT NUTRIENTS MA Vr
METALS
ORGANIC
C'OMPOUNDS
TRASH OXYGEN
DEMANDING A& OIL SACTERM PES17CIDES CATEGORIES DEBRIS SUBSTANCES
COMMERCIAL
DEVELOPMENT P(1) P(1) x P(2) x P(5) x P(J) P(5)
) ONE ACRE
PARKING LOTS P(1) P(1) X X P(1,) X P(1)
X = AN17C/PA TED
P = POTEN11AL
(i) A POTEN77AL POLLUTANT IF LANDSCAPING EXISTS ONSITE
(2) A P0 TENhAL POLLUTANT IF THE PROJECT INCL IIDES UNCOVERED PARKING AREAS
(J) A P0 TENhAL POLLUTANT IF LAND USE IN VOL VES FOOD OR AMMAL WASTE PRODUCTS
(4) INCL UDING PETROLEUM HYDROCARBONS
'5) INCL UDING SOL VENTS
?2R VELOCYTY \ ,T2AM
'ON RW / .7L_R
/ /
WT 24 \ \
NOT TO SCALE
So \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ HYDROL 00/0AL SOIL GROUP
THE HYROLOGICAL SOIL GROUP
so st)
E / VELOCITY NOTE
( DISSIPA TOR APPROXIAfA iF DEPTH TO DIST4N6E FROM TOE OF OVERFLOW STRUCTURE TOP OF APRON FOR ( PZAN77NG PER
ID APE ( 4 "-6" DROP FROM GROUNDWA ER IS GREA hER THAW 20' 5L Off TO LINZ R- AM9 MAINENAMf BASIN
J
ACCESS CLEAN OUT kEz 0017Y MR9 CUT TO
DISSIPA TOR PLAN
}
APRON
PER PLAN
LAN
ELEV
\\FIRESTONE PIPE BOOT SCALEOR E0111VALENT TO SEAL
7HROU611 MPflMOUS 1249 160
if
\j -cc\"LINER
BIO-BASIN_SLJ/vf4'fARY_TABLE
BOX RISER /
SURFACE OVERFZOW ORIFICES DIAMETER
DMA ID DMA TYPE
DRAINS TO TYPE OF SUP FOOTPRINT Al
(INCH)
A2
(INCH)
AJ
(INCH)
B
(INCH)
C
(/WCH)
D
f/NC/)
STRUCTURE
SIZE
IMPERMEABLE
LINER? (SQFT)
(INCHES) UPPER LOWER
(MH) (INCH)
DMA -i
SUP-A BIOFIL TRA liON 355324 8 120 80 - /80 36 36X36 - 075
DMA -2
DMA-J BMP-B BIOFIL TRA liON 115834 6 120 60 — /80 36 24X36 — 0.625 )ES
DMA -4 SEL F-MIJ70A 17NG BIOFIL TRA liON — — — — — - — — - — -
DMA -S
U
DE-MIMMUS
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17 COURM
J DMA EXHIBIT FOR
1-0 ORIFICIE JAW Fli
(20-JO MIL POND LINER) A I h. L2PIPE FL OWL/NE PERFORA TED PIPE COMPACTED SOIL BOTTOM OF
FINAL SIZING OF LINER —' .... . UNDERDRAIN BASIN'
STORM D,WAIN' CA TOW BASIN DETAIL ENGINEERING
SOILS ENGINEERS RECOMMENDA liONS P/LAN
MOT TOSCALE 440 STATE PLACE,, ESCONDIDO, CA 92029 flu 1rnn\7ii OhIO ry 17&.7Jr 4fl,A
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- - - - - - - - - - - - - - - - - - -
POST DEV
TOTAL BASIN DATA: Per DWG 16037—Basin—areas
DMA ID DMA
TYPE Drains to BMP poc ROOF
(sqft)
CONCRETE
(sqft)
ASPHALT
(sqft)
LANDSCAPE
(sqft) TOTAL (SOFT) TOTAL (ACRE) %IMP
DMA-1 Drains to BMP BMP - A 0.00 0.00 23621.37 13020.00 36641.37 0.841 64%
DMA-2 Drains to BMP BMP - A 32969.18 1266.35 35430.21 5897.69 75563.43 1.735 92%
DMA-3 Drains to BMP BMP - B 13426.23 0.00 8445.44 7137.62 29009.29 0.666 75%
DMA-4 Self-mitigating N/A 0.00 0.00 0.00 10581.30 10581.30 0.243 0%
DMA-5 I De Minimis I N/A ______ 0.00 0.00 1 150.69 1 0.00 1 150.69 1 0.003 100%
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Appendix I: Forms and Checklists
[}{1ii cijx) t1 [ -iM1I
Is there a demand for harvested water (check all that apply) at the project site that is reliably present during
the wet season?
140 Toilet and urinal flushing
Landscape irrigation
Other:
If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours. Guidance
for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section
B.3.2.
Flushing: (132 employees)x(9.3 gal/emp) = 1,228 gallons (1,228 gal) (1.5 days)! (7.48 gal/cu. ft.) =246 cu. ft.
Irrigation: 36-hr Mod. Water per Table B.3-3 = (1,470 gal days/acre) (0.60acres)/(7.48 gal/cu feet) = 118 cu ft.
Total Demand = 364 cu. ft.
Calculate the DCV using worksheet B.2-1.
DCV =5.755 (cubic feet)
3a. Is the 36 hour demand greater 3b. Is the 36 hour demand greater than 3c. Is the 36 hour demand
than or equal to the DCV? 0.25DCV but less than the full DCV? less than 0.25DCV?
Yes / Yes / G) (E)
Harvest and use appears to be Harvest and use may be feasible. Harvest and use is
feasible. Conduct more detailed Conduct more detailed evaluation and considered to be infeasible.
evaluation and sizing calculations sizing calculations to determine
to confirm that DCV can be used feasibility. Harvest and use may only be
at an adequate rate to meet able to be used for a portion of the site,
drawdowri criteria. or (optionally) the storage may need to be
upsized to meet long term capture targets
while draining in longer than 36 hours.
Is harvest and use feasible based on further evaluation?
Yes, refer to Appendix E to select and size harvest and use BMPs.
1 No, select alternate BMPs.
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Appendix I: Forms and Checklists
ri I.
Pät1flhr2tiohFeScinihr1tetk
Wadi at oh ofthe(fhU deilgflivolu ne l ib1 I cl spebtivewitho 1tMayunsitlè
-4 _00
Criteria S&enmQuestion ës
Is the estimated reliable infiltration rate below proposed
facility locations greater than 0.5 inches per hour? The response
1 to this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.2 and Appendix
D.
Provide basis:
See page 3, Sections 4.0 and page 24, 8.11 of the project update geotechnical report, the site is currently and will
e underlain by dense compacted fill and granitic rock at grade after completion of grading. The compacted fill
onsists of silty sands, and mixtures of angular gravel and boulders with sandy clays placed in deeper if! areas. It
s our opinion the compacted fill is unsuitable for infiltration of storm water runoff due to the potential for adverse
ettlement and slope instability. The granitic bedrock is also sufficiently dense that infiltration water would be
expected to perch on granitic rock.
Reference provided from Geotechnical report for Carlsbad Oaks North Business Park-Lot 5 Carlsbad, California
- Dated June 24, 2016; Project No. 06442-42-27
Can infiltration greater than 0.5 inches per hour be allowed
without increasing risk of geotechnical hazards (slope stability,
2 groundwater mounding, utilities, or other factors) that cannot
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:
.s discussed above, the site is currently and will be underlain by dense compacted fill and granitic rock at grade
after completion of grading. It is our opinion the compacted fill is unsuitable for infiltration of storm water runoff
due to the potential for adverse settlement and slope instability. The granitic bedrock is also sufficiently dense that
infiltration water would be expected to perch on granitic rock.
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Appendix I: Forms and Checklists
I
Ciiteiin. S&eenmgQuestion Yew No
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:
The site is currently underlain by compacted fill or dense granitic bedrock. Planned grading
will result with additional dense compacted fill and bedrock at grade. As previously
discussed, the compacted fill consists of silty sands, and mixtures of angular gravel and
boulders generated from blasting operations in granitic rock. Soils consisting of sandy
clays were placed in deeper fill areas. Infiltrating into compacted fill generally results in
settlement and distress to improvements placed over the compacted fill; as well slope
instability. It is our opinion the compacted fill is unsuitable for infiltration of storm water
runoff due to the potential for adverse settlement and slope instability. The granitic bedrock
is also sufficiently dense that infiltration water would be expected to perch on granitic rock.
Reference provided from Geotechnical report for Carlsbad Oaks North Business Park-Lot 5 Carlsbad, California
-Dated June 24, 2016; Project No. 06442-42-27
Can infiltration greater than 0.5 inches per hour be allowed
without causing potential water balance issues such as change
of seasonality of ephemeral streams or increased discharge of
contaminated groundwater to surface waters? The response to
this Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.3.
Provide basis:
The site is currently underlain by compacted fill or dense granitic bedrock. Planned grading
will result with additional dense compacted fill and bedrock at grade. As previously
discussed, the compacted fill consists of silty sands, and mixtures of angular gravel and
boulders generated from blasting operations in granitic rock. Soils consisting of sandy
clays were placed in deeper fill areas. Infiltrating into compacted fill generally results in
settlement and distress to improvements placed over the compacted fill; as well slope
instability. It is our opinion the compacted fill is unsuitable for infiltration of storm water
runoff due to the potential for adverse settlement and slope instability. The granitic bedrock
is also sufficiently dense that infiltration water would be expected to perch on granitic rock.
Reference provided from Geotechnical report for Carlsbad Oaks North Business Park-Lot 5 Carlsbad, California
-Dated June 24, 2016; Project No. 06442-42-27
If all answers to rows I - 4 are "Yes" a full infiltration design is potentially feasible.
Part 1 The feasibility screening category is Full Infiltration
Result If any answer from row 1-4 is "No", infiltration may be possible to some extentbut NO
would not generally be feasible or desirable to achieve a "full infiltration" design.
Proceed to Part 2
10 be completed using gathered site information and best professional judgment considering the definition of MEP in
the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
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Appendix I: Forms and Checklists
Paxt
Would wfllttatton oewatenanyappfeciab1e amount ie physica fesIh1ewithqpit4any ntive
Cttthà. SoreensngtQuesti'on. YTes
Do soil and geologic conditions allow for infiltration in any
5 appreciable rate or volume? The response to this Screening
too Question shall be based on a comprehensive evaluation of the
factors presented in Appendix C.2 and Appendix D.
Provide basis:
As discussed in Part 1, the site is currently and will be underlain by dense compacted fill and granitic rock at
grade after completion of grading. It is our opinion the compacted fill is unsuitable for infiltration of storm water
runoff due to the potential for adverse settlement and slope instability. The granitic bedrock is also sufficiently
dense that infiltration water would be expected to perch on granitic rock.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Can Infiltration in any appreciable quantity be allowed
without increasing risk of geotechnical hazards (slope
6 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:
See response to criteria 5.
Reference provided from Geotechnical report for Carlsbad Oaks North Business Park-Lot 5 Carlsbad, California
- Dated June 24, 2016; Project No. 06442-42-27
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.
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Appendix I: Forms and Checklists
ftm GA AMY (W4
Sore ni. Question Yes No
Can Infiltration in any appreciable quantity be allowed
without posing significant risk for groundwater related
concerns (shallow water table, storm water pollutants or other
factors)? The response to this Screening Question shall be based
on a comprehensive evaluation of the factors presented in
Appendix C.3.
Provide basis:
The site is currently underlain by compacted fill or dense granitic bedrock. Planned grading
will result with additional dense compacted fill and bedrock at grade. As previously
discussed, the compacted fill consists of silty sands, and mixtures of angular gravel and
boulders generated from blasting operations in granitic rock. Soils consisting of sandy
clays were placed in deeper fill areas. Infiltrating into compacted fill generally results in
settlement and distress to improvements placed over the compacted fill; as well slope
instability. It is our opinion the compacted fill is unsuitable for infiltration of storm water
runoff due to the potential for adverse settlement and slope instability. The granitic bedrock
is also sufficiently dense that infiltration water would be expected to perch on granitic rock.
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
Can infiltration be allowed without violating downstream
8 water rights? The response to this Screening Question shall be
based on a comprehensive evaluation of the factors presentedin
Appendix C.3.
Provide basis:
See note above
Reference provided from Geotechnical report for Carlsbad Oaks North Business Park-Lot 5 Carlsbad, California
- Dated June 24, 2016; Project No. 06442-42-27
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative
discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates.
If all answers from row 5-8 are yes then partial infiltration design is potentially feasible.
Part 2 The feasibility screening category is Partial Infiltration. NO
Result* . If any answer from row 5-8 is no, then mflh i ration of any volume s considered to be Infiltration
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 1IEl-' in
the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings.
1-6 February 2016
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Li] ATTACHMENT le
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±
Ie1AfltdosIeI11uJad 41 S8
A4ISJ ,JOUIU U
AJ
.(\ -
Fi
SH)NI Z9O
di I1Ln1dosI 1noq.. 3tflU3JJM q1SS 111L
No — — — — .- — an — — — — — — — — — — —
DESIGN CAPTURE VOLUME - PER WORKSHEET B.2-1
BMP-A BMP-B
- 85th percentile 24-hr storm 1 d= 0.62 0.62 depth from Fig. 8.1-1 (inch)
2 Area Tributary to BMP (acres) A= 2.58 0.67
Area Weighted runoff Factor C= 0.77 0.70 (using App B.1.1 and B.2.1)
4 Street Trees Volume reduction TCV= 0 0
5 Rain barrels volume reduction RCV= 0 0
Calculate DCV = 6 DCV= 4436 1054 (3630 x C x d x A)-TCV-RCV (CUFT)
7 Percent Impervious %lMP 83% 75%
olAnay SMICRAF
kW 41AW1Y4W( ACaW &44'
rF -
:t
o/si4av ral G
Z( /Q LIW
on - - - - '- - - - on - - - - = - - -
BIO-BASIN SUMMARY TABLE
BOX RISER I ORIFICES
EFFECTIVE Al A2 A3 B C D E OVERFLOW DIAMETER STANDPIPE IMPERMEABLE BMP ID AREA (INCH) (INCH) (INCH) (INCH) (INCH) (INCH) (FEET) STRUCTURE
UPPER
I I LOWER
DIAMETER LINER? (SOFT) RISER SIZE (INCH)
(INCHES) (INCH) I (INCH)
BMP-A 3553.2 8.0 12.0 6.0 - 18.0 33.0 2.0 24x24 N/A I 0.750 N/A YES
BMP- B 1 1158.3 6.0 1 12.0 6.0 - 18.0 1 33.0 1.5 24x24 N/A 0.625 N/A YES
AFRaV POt / i1ff 1I'S$'PA TON
a, AAWaY FUR
7:/
- I
FL*VflW (4tacorr
cefff
MW Ctlr 70
f_
Pt 9t1 CMI I .
F1L?
ME MU (-27 A/I POW L/Nt) — YAL .9ZdVC Or $p
P/W MIL LTS V"• -
REcav4fD'1noA S70V LWAA' 01//lET PL1 \>\ PlAN
Af -4.4m -
oseDRA/No
\ MI1lfi4/N 6
1W Vt/NE P1D4)ZZ)
V '44kV V4t'ACff =1
SV O Pi.t MALE
Awmp pAf1R$,c,
-5W 40 P' mAoa
END CAP (/'T)
-DR/.LL OL H01E Ar AC J7 1(1k ROW-1W a'- t - (QE ACV ao.-4v DETAfL)
smWal LAfW
ORIFiCE DETAI,
NOT 1) SCALE
- - No an on - ,- No - - - - - - - - - - RECALCULATE WORKSHEET 8.5-1: BASED ON LOWER ORIFICE FLOW RATE
Simple Sizing Method for Biofiltration BMPs BMP - A BMP - B
1 1 Remaining DCV after implementing retention BMPs (cubic feet) 4436 1054
Partial Retention
2 Infiltration rate from Worksheet D.5-1 if partial infiltration is feasible (in/hr) 0.00 0.00
3 Allowable drawdown time for aggregate storage below the underdrain (hrs) 36 36
4 Depth of runoff that can be infiltrated (Line2xLine3) (in) 0.00 0.00
5 Aggregate pore space 0.4 0.4
6 Required depth of gravel below the underdrain (Line4/Line5) (in) 0 0
7 Assumed surface area of bioretention BMP (sq-ft) 3553 1158
8 Media retained pore space (in/in) 0.1 0.1
9 Volume retained by BMP (Line4+(Line12xLine8))/12*Line7 (cubic feet) 533 174
10 DCV that requires bioretention (Linel-Line9) (cubic feet) 3903 880
BMP PARAMETERS
11 Surface Ponding [6" mm / 12" max] 8.04 6
12 Media Thickness [18 inches minimum] 18 18
13 Aggregate storage above underdrain invert (12" typical) 33 33
14 media available pore space (in/in) 0.2 0.2
15 Media filtration rate (in/hr) 5.00 5.00
iSa MODIFIED -filtration based on lower orifice (in/hr) 0.18 0.55
15b Filtration rate to be used for sizing [=Min(Iine 15, line iSa)] (in/hr) 0.18 0.55
Baseline Calculations
16 Allowable Routing Time for sizing (hours) 6 6
17 Depth filtered during the storm [line 15b x line 161(inches) 1 3
18 Depth of Detention Storage [line 11+(line 12xlinel4)+(Iine 13xIine5)] 25 23
19 Total depth treated [line 17+line 18] 25.93 26.08
OPTION 1- BIORETENTION 1.5 TIMES THE DCV
20 Required biofiltered volume [1.5xline10] (cubic feet) 5854 1320
21 Required footprint [line 20/line 19]x12 (square feet) 2709 608
OPTION-2-Store 0.75 of remaining DCV in pores and ponding
22 lRequired Storage (surface+pores) volume [0.75xline10] (cubic-feet) 2927 660
23 1 Required footprint [line 22/line 18]x12 1414 347
FOOTPRINT OF THE BMP
24 Area draining to the BMP (sq-ft) 112205 29009
25 Adjusted Runoff Factor for drainage area (Refer to Appedix B.1 and 13.2) 0.77 0.70
26 Minimum BMP Footprint [Line 24xLine 25x0.03] 2576 612
27 Footprint of the BMP =Maximum (Minimum(line 21, Line 23), Line 26) 2575.5 611.9
28 BMP area provided in this project 3553.24 1158.34
Check for Volume Reduction [Not applicable for No Infiltration Condition]
29 Calculate the fraction of the DCV retained by the BMP [Line 9 /Line 1] N/A N/A
30 Minimum required fraction of DCV retained for partial infiltration condition 0.375 0.375
31 Is the retained DCV > 0.375? If the answer is "NO increase Line 26 until "YES" N/A N/A
I
I ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
[This is the cover sheet for Attachment 2.]
Indicate which Items are Included behind this cover sheet:
Attachment Contents Checklist
Sequence
Attachment 2a Hydromodification Management i Included
Exhibit (Required)
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.
Attachment 2b Management of Critical Coarse ] .' 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
] 6.2.1 Verification of Geomorphic
Landscape Units Onsite
i 6.2.2 Downstream Systems
Sensitivity to Coarse Sediment
i 6.2.3 Optional Additional Analysis
of Potential Critical Coarse
Sediment Yield Areas Onsite
Attachment 2c Geomorphic Assessment of Receiving i 1 Not performed
Channels (Optional) ] Included
See Section 6.3.4 of the BMP Design
Manual.
Attachment 2d Flow Control Facility Design and i V Included
Structural BMP Drawdown
Calculations (Required)
See Chapter 6 and Appendix G of the
BMP Design Manual
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ATTACHMENT 2a
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Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
I The Hydromodification Management Exhibit must identify:
VO Underlying hydrologic soil group
VO Approximate depth to groundwater
Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
Critical coarse sediment yield areas to be protected (if present)
Existing topography
VO Existing and proposed site drainage network and connections to drainage offsite
VO Proposed grading
. Proposed impervious features
d Proposed design features and surface treatments used to minimize imperviousness
V Point(s) of Compliance (POC) for Hydromodification Management
VO Existing and proposed drainage boundary and drainage area to each POC (when
necessary, create separate exhibits for pre-development and post-project conditions)
VO Structural BMPs for hydromodification management (identify location, type of BMP,
and size/detail)
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SDP 16-15
ON-I )
L. mfo — Sf— a-1 i— c _k—f— /MIR i
kzv A`
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DMA JA fit
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PER PLAN
40 PVC MALE
ADAPTER (MiTPxSo C)
ff\ -SCH 40 PVC THREADED
END CAP (FPT)
DR/LL OR/F/CE HOLE AT
FLOWL/NE OF END CAP
57ZE PER 8/0-9A5IN DETAIL)
ORA VEL
STORAGE LA YEA'
OR/F/CE DETAIL
NOT TO SCALE
ANTIC/PA TED AND POTENT/AL POLL UTAIVTS GENERA TED 81 LAND USE TYPE
PER MODEL 84/P DESIGN MANUAL duNE 2015
PRIORITY
PROJECT SEDIMENT NWRIENTS MEALS 0 N 4/PODS
TRASH
&
OXYGEN
DEMAND/NC
A
PESJ1CIDES CATEGORIES DEBRIS SUBSTANCES
COMMERCIAL
DEYELOPMENT P(1) P(l) X P(2) X P(5) x P(J) P(5)
? ONE ACRE
PARK/NC LOTS P(i) P(i) x x P(i) X P(1)
X = AN11CIPA TED
P = POTENT/AL
A P0 TENhAL POLLUTANT IF LANDSCAPING EXISTS ONSITE
A i°OTEN17AL POLLUTANT IF THE PROJECT INCLUDES UNCOYERED PARK/NC AREAS
A POTEN17AL POLLUTANT IF LAND USE IN VOL YES FOOD OR AMA/AL WASTE PRODUCTS
INCLUDING PETROLEUM HYDROCARBONS
INCLUDING SOL YEN TS
mw N
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CIJRSCIJT 24AP sn ---- -
SK 3D SD sD SO M SD APRON FOR
>'JNVSL0P
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DISTANCE FROM TOE OF OVERFL ON STRUCTURE PLAN17NO PER'
4AIc'qt MAX SLOPE TO LINER ( AND MAINTENANCE (RASIN ' APRON FOR (LANDSCAPE I "" DROP FROM
'4 4? ACCESS LZ OC/TY PLAN c1/?9 CUT TO NV
ORIFIC
APFON
E__CLEAN OU
DISSIPATOR
71
Nz Tf
IV
FSELEV T /
IfOETA TED SLOPE V \_ MED/A SURFACE
PLAN VIEW FOOTPRINT
NOT TO SCALE
810—BASIN SUMMARY TABLE
BOX RISER /
DMA TYPE SURFACE Al A2 AJ C 0
OVERFL OW
STRUCTURE ORIFICES DIAMETER
IMPERMEABLE
DMA ID DRAINS TO TYPE OF SUP FOOTPRINT
(SQFT) (INCH) (INCH) (INC/I) (INCH) (I1C7') (INCH) SIZE LINERY
(INCHES) UPPER LOWER
(INCH) (INCH)
DMA—i
BA/P—A BIOFIL TRA liON 355J24 8 120 80 — P80 35 J6X36 - 075
DMA —2
DMA—J SUP—S BIOFIL TRA liON 1158 J4 6 120 60 - 180 Jo 24X36 - 0.625
DMA-4 SEL F—MIliCA 77N6 BIOFIL TRA liON — — - - - - - — - — —
DMA —5 Of—MINIMUS BIOFIL TRA liON - - — — — — - - — - —
I-IYDROL 00/CAL SOIL OROUP
THE HK/i'OL 00/CAL SOIL GROUP
FOR THIS SITE IS TYPE (D)
NOTE
APPROXIMA hE DEPTH TO
GROUNDWATER IS GREATER THAN 20
I 'A
0 40 80 120 160
HYDROMODIFICATION
EXHIBIT FOR
CARLSBAD OAKS LOT 5
ENGINEERING
LAND PLANNING ENGINEERING SURWT1NG
440 STAEE PLACE, ESCONDIDO, CA 92029
PH (760)745-8118 FX (760)745-1890
Al
OURSE
ir
4 7 11 MY
(20-30 A/IL POND LINER) U f PIPE .'Z OMINE PERFORA TED PIPE P&'F COMPACTED SOIL 6VTTOM OF FINAL SIZING OF LINER — -- .
UNDERDRAIN BASIN
PER SOIL ENGINEERS
RECOMMENDA liONS STORM DRAIN —'
OU1ZET PER
NOTE FINAL THICKNESS OF LINER PER PLAN - -\
SOILS ENCINEERS RECOUMENDI4?70N!S
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I ATTACHMENT 2b
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SWMM MODELING TO DETERMINE LID SIZES FOR
HYDROMODIFICATION COMPLIANCE
CARLSBAD OAKS LOT 5
CARLSBAD
CA 92008
DATE: October 27, 2016
Prepared For:
VICTORY CARLSBAD OAKS INNOVATION CENTER LP
12200 W. OLYMPIC BOULEVARD, SUITE 200
LOS ANGELES, CA 90064
ENGINEERING
440 STATE PLACE
ESCONDIDO, CA 92029
TEL: (760)745-8118
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Table of Contents
INTRODUCTION
Section I Pre- and Post-Development Model Setup ............................................................................3
Section II System Representation ...........................................................................................................6
Section III Continuous Simulation Options .............................................................................................9
Section IV Bio-retention As LID Control ..................................................................................................10
Section V Running the Simulation ..........................................................................................................16
SectionVI Result Analysis .........................................................................................................................16
Section VII Summary and Conclusion .......................................................................................................27
ATACHEMENTS
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
11 Page
I
I INTRODUCTION
This report provides Hydromodification and Water Quality design based on LID (Low Impact Development)
I principles for a proposed Industrial site development located adjacent to Whiptail Loop East Street, Carlsbad
Oaks Lot 5, Carlsbad, California.
I The Hydromodification and Water Quality calculations were performed utilizing continuous simulation
analysis to size the storm water treatment and control facilities. Storm Water Management Model (SWMM)
version 5.1 distributed by USEPA is the basis of all calculations within this report. SWMM generates peak flow
I recurrence frequencies and flow duration series statistics based on an assigned rain gauge for pre-
development, unmitigated post-development flows and post-development mitigated flows to determine
compliance with the State Water Resources Control Board Order No.119-2015-001 and Hydromodification
I Management Plan (HMP) requirements.
Total area is 5.24 acres for Lot 5 with the developed tributary area is approximately 3.11 for Lot 5). There is
one point of compliance (POC) for each of the projects in the analysis; POC receives flows from basins and
drains into an existing public storm drain at Whiptail Loop East, Carlsbad, CA.
I The Hydromodification and Water Quality system proposed for this project consists of 6 bio-retention basins
with one point of compliances located on the southwest of each of the projects. This system detains storm
water in the basin surface and also in the underdrain reservoir. Bio-filtration filters storm water through plant
roots and a biologically active soil mix, and then releases it into the existing storm drain system which
currently collects the sites storm flows. The resulting mitigated outflows are shown to be equal to or less than
I
all continuously simulated storms based on the historical data collected from the Oceanside rain gage.
Low Flow Threshold
I A downstream channel assessment has not been completed for this project and therefore the low flow
threshold utilized for the system analysis is 10% of 2-year storm event (0.1Q2). This will be used as the low
flow threshold to meet peak flow frequency and flow duration controls.
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SECTION I. MODEL SETUP
Pre-development Model Setup
The SWMM model for this projects pre-development site is analyzed using historical rain gauge data. The
Oceanside gauge is utilized for this project. That data provides continuous precipitation input to a sub-
catchment with its outfall based on the contributing basins imperviousness.
The imperviousness parameter in SWMM is the amount of effective or directly connected impervious area
The effective impervious area is the impervious area that drains directly to the Stormwater conveyance
system. The pre-development condition is a vacant land with poor cover of grass and some shrubs with no
trees. For the purpose of this study, the site is assumed to have 0% of impervious surface in the existing
condition.
Post-Development Model Setup
Figure 3 illustrates each contributing basin discharging its overland flow directly into the bio-retention system.
Each bio-retention layer section has a similar configuration as seen as in the detail drawing below. There is no
actual elevation entered in the program. The bottom elevation of the bio-retention surface storage is assumed
at 0 ft. Storm drain pipe is also utilized as a detention by having an orifice small flow restrictor at lower invert
elevation of the downstream cleanout box and a bypass orifice/pipe to convey the bigger flow.
LIM/ERDBAIV '- CcWPAC1I7/
- APROV fR
/ ax'n'
O/S5IPA TaR
D OF R•IP BASIN
/f
r I I
- /fV_PRav
- e-6• 1 TROV
r'J CURB dITTO
I r
0117W
E
DISTANO( /V rX O
SLOPE 10 UNER Of%ZOW S1RUCTU
A,VO MAVTh7VANEE
ACcSS £L4N our
-
~_T IPERPLAN
510NE PIPE SOOT
EO/J/VAWNT TO SEAL
P51117/IA WV
0L? 1.?LWW
ORAZ f/LIEN
(20—JO Mdl POND L/ND)
47NAL 32110 Or
FIR .5011 LMENS RECQVAIIJ/I1A IyS STORM LWAII/
011/ZET P17?
PL44'
Figure-1. Typical
Bio-filtration Section
31 Page
- - - - - - - - - - MM - - - -m
,]y
p
r..iiIPIL
LLLL W1LØJ
EXCEL
Fig.2 - SWMM Post-Development with Mitigation Model LOT 5
41 Page
I-IIWI - - - - - - - - - - - - - .- - - - -
DMA-5.-- CARWOUC
(5/ Oceans de oil
1'..'. •••. ..•.••. •
- . .
U I
- DMA-2
. S
V
S 5 - - It I
• - . -: •. - -
.
.........
--.- . - .-
S -_
Fig.3 - SWMM Pre-Development Model LOT 4
5I Page
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Post-Development Drainage Management Areas (DMAs)
I The DMAs provide an important framework for feasibility screening, BMP prioritization and storm water
management system configuration. DMAs are defined based on drainage patterns of the site and the
BMPs to which they drain.
Lot 5 DMAs 1-3 drain to the biofiltration BMPs A and, B before entering the POC on Whiptail Loop. DMA
4 which is a Self-Mitigating area, drains to a brow ditch along the south easterly point of the property to
I a catch basin where it is then by passed to the POC. DMA 5 which is a De-Minimus was reduced as much
as possible.
I Note: The project 4 and 5 are in the preliminary stages and, DMAs and BMP may be changed until final
engineering.
DMA Table for Lot 5
DMA ID DMA
TYPE
Drains
to BMP
TOTAL
(SOFT)
TOTAL
(ACRE) /oIMP
DMA-1 Drains to BMP BMP - A 36641.37 0.841 64%
DMA-2 Drains to BMP BMP - A 75563.43 1.735 92%
DMA-3 Drains to BMP BMP - B 29009.29 0.666 75%
DMA-4 Self-mitigating N/A 10581.30 0.243 0%
DMA-5 De Minimis N/A 150.69 0.003 100%
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.
61 Page
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Time Series Oceanside
El
T
ill
r;
(tC(t)O C oop 4) c
PC cc - o a o CXEX) c cx CO 00 ococt.c 0 0
4 ~( =) C kacc x
1 -
inn uc'. 200 ..00 300,000 400,000 (00 (01)
Eapsed Time (hours)
Fig. 4 - Time series rain data, which cot esponds to i unoff estimates for eac i of the 508 080 time steps (eact
date ard hour) of the 58 yea - simulation per oi (lnches/hoLr vs. elapsed time)
Rain Gage
The properties of a rain gauge describe the source and format of the precpitatiori data th: t are z pp!ied
to the study area. In this project, the rainfall data consist of a long-term rainfall record storea in a usan-
defined Time Series labeled as "Oceanside" rain gauge station. The Oceanside rain station was c OSE n
due to its data quality and its location to the project site.
The rain gauge supplies precipitation Jata for one or more sub-catchrnent areas in a study regior taken
from the Project Clean Water viebsite (www.pro}e:tcleanwater.org). This data file contain; rainfall
intertsitv, hourly-recorded time interval, and the dates of recorded precipitation each hour. The
Oceanside rain data has approximately 58 years of hourly recioitation data rom 8/2./1951 to
5/23/2008 and generates 58 years of hourly runoff estimates, which corresponds to runofestino.ates or
each of the 508,080 time steps (each date and hour) of the 58 year simulation peiod. See figure 1 for
hourly precipitation intensity graph for 58 years in inches.
Sub-catchment (contributing basin or LID area)
A basin is modeled using a sub-cat:hrient object, which contains some of the following properties:
Rain Gouge
The rate of stormwater runoff and volume depends direct y on the precipitation magnitude and ts
spatial and temporal distribution c,ve7 the catchment. Each sub-catchment ir SWMM is linked to a rain
gaug3 object that describes the fornat and source of the rainfall input for the sub-catchm ant
Area
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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 its outfall.
Width
Width can be defined as the sub-catchment's area divided by the length of the longest overland flow
path that water can travel. When there are several such paths, one would use an average of their
lengths to compute a width. If overland flow is visualized as running down —slope off an idealized,
rectangular catchment, then the width of the sub-catchment is the physical width of overland flow.
MAIN
DIRECTION
I/c
$-DRAINAGE
OF OVERLAND/
qL
CHANNEL
LOW FLOW
£' \
A2
A,*A2 =A
Figure 3-11 Irregular subcatchment shape for width calculations (DiGiano et al., 1977, p.165).
The method of calculations used following Figure 3-11 involves an estimitation by Guo and Urbonas
(2007). As stated in the Storm Water Management Model Reference Manual Vol. 1
A more fundamental approach to estimating both subcatchment width and slope has recently been
developed by Guo and Urbonas (2007). The idea is to use "shape factors" to convert a natural
watershed as pictured in Figure 3-11 into the idealized overland flow plane of Figure 3-8. A shape factor
is an index that reflects how overland flows are collected in a watershed. The shape factor X for the
actual watershed is defined as Al1_2 where A is the watershed area and L is the length of the watershed's
main drainage channel (not necessarily the length of overland flow). The shape factor for the idealized
watershed is W/L. Requiring that the areas of the actual and idealized watersheds be the same and
that the potential energy in terms of the vertical fall along the drainage channel be preserved, Guo and
Urbonas (2007) derive the following expression for the shape factor V of the idealized watershed:
V = 2X(1.5 - Z)(2K - X)/(2K —1) (3-12)
where K is an upper limit on the watershed shape factor. Guo and Urbonas (2007) recommend that K be
between 4 and 6 and note that a value of 4 is used by Denver's Urban Drainage and Flood Control
District. Once V is determined, the equivalent width W for the idealized watershed is computed as
YL.
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Applying this approach:
X = (A • 43,560 ft2/acre) / (L2)
ZAm/A
Z = skew factor, 0.5:5 Z 15 1,
Am = larger of the two areas on each side of the channel A = total area.
W=L.Y
This width value is considerably lower than those derived from direct estimates of either the
longest flow path length or the drainage channel length. As a result, it would most likely produce a
longer time to peak for the runoff hydrograph.
To reiterate, changing the subcatchment width changes the routing parameter L1L1of Equation 3-5. Thus,
identical effects to those discussed above may be created by appropriate variation of the roughness
and/or slope.
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I Slope
I This is the slope of the land surface over which runoff flows and is the same for both the pervious and
impervious surfaces. It is the slope of what one considers being the overland flow path or its area-
weighted average if there are several paths in the sub-catchment.
I Imperviousness
This is the percentage of sub-catchment area covered by impervious surfaces such as sidewalks and
roadways or whatever surfaces that rainfall cannot infiltrate.
Roughness Coefficient
The roughness coefficient reflects the amount of resistance that overland flow encounters as it runs off
of the sub-catchment surface.
I Infiltration Model
The pre-development condition is primarily empty land with moderate vegetation cover. In the model,
I clay soil was used for the post-development condition and the pre-development condition for a
conservative approach (yield to a higher runoff). Infiltration of rainfall from the pervious area of a sub-
catchment into the unsaturated upper soil zone can be described using three different infiltration
I models: Horton, Green-Ampt, and Curve Number. There is no general agreement on which method of
these three is the best. $ The Green-Ampt method was chosen to calculate the infiltration of the pervious areas based on the
availability of data for this project. It is invoked when editing the infiltration property of a sub-
catchment.
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Table 1— Soil Infiltration Parameter
JJ
ft ZTh
Infiltration Method HORTON GREEN_AMPT
GREEN_AMPT
CURVE NUMBER
Suction Head Inches 1.93 - 12.60 presented Hydrologic Soil Group A: 1.5
(Green-Ampt) in Table A.2 of SWivilvi Hydrologic Soil Group B: 3.0
Manual Hydrologic Soil Group C: 6.0
Hydrologic Soil Group D: 9.0
Conductivity Inches per hour 0.01 - 4.74 presented Hydrologic Soil Group A: 0.3
(Green-Ampt) in Table A.2 of SWMM Hydrologic Soil Group B: 0.2
Manual by soil texture Hydrologic Soil Group C: 0.1
class Hydrologic Soil Group D: 0.025
0.00 - ç0.45 presented
in Table A.3 of SWMIVI Note: reduce conductivity by 25% in
Manual by hydrologic the post-project condition when
soil group native soils will be compacted. For fill
soils in post-project condition, see
Section G.1.4.3.
Initial Deficit The difference between Hydrologic Soil Group A: 0.30
(Green-Ampt) soil porosity andinitial Hydrologic Soil Group B: 0.31
moisture content. Hydrologic Soil Group C: 0.32
Based on the values Hydrologic Soil Group D: 0.33
provided in Table A.2
of SWMIvI Manual, the Note: in long-term continuous
range for completely simulation, this value is not important
dry soil would be 0.097 as the soil will reach equilibrium after
to 0.375 a few storm events regardless of the
initial moisture content specified.
Groundwater yes/no yes/no NO
LID Controls Project Specific
Snow Pack Not applicable to hydromodification
Land Uses management studies
Initial Buildup
Curb Length
Source: Model BMP Design Manual San Diego Region Appendices, February 26, 2016
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LID controls
Utilizing LID controls within a SWMM project is a two-step process that:
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Creates a set of scale-independent LID controls that can be deployed throughout the study area,
- Assign any desired mix and sizing of these controls to designated sub-catchments.
The LID control type that was selected was a bio-retention cell that contains vegetation grown in an
engineered soil mixture placed above a gravel drainage bed. Bio-retention provides storage,
infiltration (depending on the soil type) and evaporation of both direct rainfall and runoff captured
from surrounding areas. For this project, we do not allow infiltration to the existing/filled soil.
- SECTION III. CONTINUES SIMULATION OPTIONS
Simulation Dates
I These dates determine the starting and ending dates/times of a simulation and are chosen based on the
rain data availability.
I Start analysis on 01/03/1951
Start Reporting on 01/03/1951
End Analysis on 05/23/2008
Time Steps
I The Time Steps establish the length of the time steps used for runoff computation, routing computation
and results reporting. Time steps are specified in days and hours: minutes: seconds except for flow
I routing which is entered as decimal seconds.
Climatology
I -Evaporation Data
The available evaporation data for San Diego County that is similar to Lots 5 project conditions is taken
I 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
0.05 0.09 0.13 0.19 0.25 0.29
July August September October November December
0.30 0.270 0.210 0.140 0.080 0.050
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SECTION IV. BIO-RETENTION AS LID CONTROL
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
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balance that keeps track of how much water moves between and is stored within each LID layer. If the
bio-retention 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
I is routed at the top of the bio-retention basin and after routing, discharged to the point of compliance.
In this project, we used 100% of the area of this specific sub-catchment for bio-retention.
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A detention basin sub routine was added at the top of the bio-retention where a weir is added for
control purposes, and the storage curve is also provided, see the next section "Modeling bio-retention
surface ponding in SWMM 5.1".
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1. Surface
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). In this project, storage depths vary.
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Vegetation Volume Fraction
It 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 their surface area coverage. Normally this volume can be ignored, but
I may be as high as 0.1 to 0.2 for very dense vegetative growth. Based on our visual observation in the
field, the average type of vegetation for this site is a low-density vegetation type. Therefore, we used 0.1
for the vegetation volume fraction assuming type of vegetation used is a low-density type.
I Surface Roughness
Manning's n value for overland flow over a vegetative surface.
- Surface Slope
Slope of porous pavement surface or vegetative swale (percent).
I 2. Soil
Thickness
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The thickness of the soil layer in inches. We used a typical value of 18 inches soil thickness for a
bioretention.
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The volume of pore space relative to total volume of soil (as a fraction). We designed it with a soil mix
I porosity of 0.40 maximum for a good percolation rate (Countywide Model SUSMP Table Bi - Soil
Porosity Appendix A: Assumed Water Movement Hydraulics for Modeling BMPs).
Field Capacity
Volume of pore water relative to total volume after the soil has been allowed to drain fully (as a
fraction). We used 0.2 for this soil. Below this level, vertical drainage of water through the soil layer does
not occur. (See Table 1 -Soil Infiltration Parameter).
Wilting Point Volume of pore water relative to total volume for a well-dried soil where only bound water remains (as
a fraction). The moisture content of the soil cannot fall below this limit.
We assumed the minimum moisture content within this bio-retention soil is 0.1.
1 Conductivity
Hydraulic conductivity for the fully saturated soil is 5 inches/hour. This is a design minimum value for ' percolation rate.
Conductivity Slope
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Slope of the curve of log (conductivity) versus soil moisture content (dimensionless). Typical values
range from 5 for sands to 15 for silty clay. We designed this soil to have a very good percolation rate
therefore the conductivity slope is 5.
Suction Head
The average value of soil capillary suction along the wetting front (inches). This is the same parameter as
I used in the Green-Ampt infiltration model. Table 1 was utilized to determine the capillary of the soil mix
top layer of a bio-retention system. The suction head will be 1.5 inches.
3. Storage Layer
The Storage Layer page of the LID Control Editor describes the properties of the crushed stone or gravel
layer used in bio-retention cells as a bottom storage/drainage layer. The following data fields are
displayed:
I Height
this is the thickness of a gravel layer (inches). Crushed stone and gravel layers are vary ranging from 12
to 36 inches thick. A table is provided to summarized the BMP configurations.
Void Ratio I The volume of void space relative to the volume of solids in the layer. Typical values range from 0.5 to
0.75 for gravel beds. Note that porosity = void ratio / (1 + void ratio). We designed this void ratio to have
a value of 0.67. I
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Seepage Rate
The rate at which water infiltrates into the native soil below the layer (in inches/hour). This would
typically be the Saturated Hydraulic Conductivity of the surrounding sub-catchment if Green-Ampt
infiltration is used. Since the liner beneath the gravel layer is proposed, the seepage rate is assumed to
be 0 in/hr.
Clogging Factor
Total volume of treated runoff it takes to completely clog the bottom of the layer divided by the void
volume of the layer. For south east bio-retention, a value of 0 was used to ignore clogging since the
system does NOT consider infiltration to the native soils. Clogging progressively reduces the Infiltration
Rate in direct proportion to the cumulative volume of runoff treated and may only be of concern for
infiltration trenches with permeable bottoms and no under drains. We assumed zero for the clogging
factor since the infiltration rate is not considered.
4. Underdrain Layer
LID storage layers can contain an optional underdrain system that collects stored water from the bottom
I of the layer and conveys it to a conventional storm drain. The Underdrain page of the LID Control Editor
describes the properties of this system. It contains the following data entry fields:
Drain Coefficient and Drain Exponent
Coefficient C and exponent n that determines the rate of flow through the underdrain as a function of
height of stored water above the drain height. The following equation is used to compute this flow rate
(per unit area of the LID unit):
I
where q is the outflow (in/hr), h is the height of stored water (inches), and Hd is the drain height. A
typical value for n would be 0.5 (making the drain act like an orifice.
Drain Offset Height
Height of any underdrain piping above the bottom of a storage layer (inches). In this project, this value
was set to 0 as the underdrain piping is at the bottom of the storage layer.
Table 3 - Summary of LID Drain/flow coefficient
IMP NAME
AREA
(SQFT)
ORIFICE
(IN)
SOIL/SAND
(IN)
GRAVEL
(IN) C
LOTS BMP-A 3553 0.75 18 36 0.05268
LOTS BMP-13 1158 0.625 18 36 0.11223
Note:
Note:
q = C(hHd)
C= CA, E2gx x 3600 A
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5. Detention pipe as hydromodification flowrate reduction
Lot 4 has an underground pipe retention/detention system utilizes 18"- 238 ft long subsurface pipe that
detains storm water and releases it through a controlled outlet or holds it with a controlled small flow
rate. A bypass system is provided to allow bigger Stormwater to be conveyed to the downstream. In
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SWMM, this system is modeled by conduits and set with a divider. The divider was set as a cutoff flow
- system with diverted link to divide the flow into two.
I SECTION V. MODELING BIO—FILTRATIONSURFACE PONDING
The main elements used to design surface ponding in SWMM are storage units (labeled as IMP—Pond)
with orifice and weir outlets.
1 1. Storage Units
Storage units are drainage system nodes that provide storage volume. Physically they could represent
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storage facilities as small as a catch basin or as large as a lake. The volumetric properties of a storage
unit are described by a function or table of surface area versus height. Storage volume is described by a
storage curve, an evaporation factor and a maximum depth of storage.
Storage Curve Editor
Curve Name
SURFACE-POND
Description
[_Load,..
j
Cancel
Figure 5— Example Storage Curve for Storage Unit
2. Orifices
SWMM's orifice-type link can be used to represent the opening along the side or bottom of the storage
unit that serves as an outlet. The upstream node of the orifice is the storage unit while its downstream
node would be a junction that connects it to a downstream conduit. A circular shaped orifice was
selected to drain the ponding water.
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Depth
(ft) - fl
Area
(ff2)
View..
3489
- Save
_!
5 __
1
3
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Storage Curve Viewer
Storage Curve SURFACE-POND
1.6
1.4.
1.2
2 1
0.8 a 0 0.6-
0,4
0.2.
0.
[copy To... L!nt [Close ]
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3. Weirs
A Rectangular-shaped weir was used to represent the weir at the stand box riser.
Adding a Storage Unit, orifice and weirs to the Model
The following steps are taken to define the storage unit.
Anew Storage Curve object labeled as SURFACE_PONDING is created to represent the shape of the
storage unit.
This storage unit was a part of bio-filtration model connected from a flow divider from
Subcatchment which is assigned as LID. This conduit represents runoff that is not percolating into
the soil and collected in the surface storage creating pond.
The two previously determined depth-area points are entered into the Curve Editor dialog for the
curve SURFACE_PONDING.
The following properties are assigned to a storage unit labeled as "Surface—Pond". Storage Curve =
Tabular; Curve Name =Surface_ponding; Invert Elevation 0 ft (assumption); Maximum Depth=0.5 ft
and Initial Depth = 0 ft (the simulation starts when the pond empty).
Add weir represents the riser top of grate; Type=transverse; Height=2'; Crest Length=8'; inlet
offset=1.42'; Discharge coefficient=3.33.
Add 2 orifices as the multi-stage surface pond system connecting the storage to outfall;
type=sideflow; height=0.33'; width=1.5'; one inlet offset=0.42' the other one = 0'; discharge
coeff=O.61.
Sizing Orifice and Weir
Similar to sizing the bio-filtration area, Orifices and Weir are sized based on the comparison between
peak flow duration and the peak flow frequency for pre-and mitigated post-development conditions.
Therefore, the entire model should be set up completely with assumed parameters. This calculation is
an iterative process until those two comparisons meet the Hydromodification criteria.
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. The runoff continuity error is
-6.19 % and the flow routing continuity error is 0.00%. When a run completes successfully, the mass
continuity errors for runoff, flow routing, and pollutant routing will be displayed in the Run Status
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window. These errors represent the percent difference between initial storage + total inflow and final
storage + total outflow for the entire drainage system. If they exceed some reasonable level, such as 10
percent, then the validity of the analysis results must be questioned. The most common reasons for an
excessive continuity error are computational time steps that are too long or conduits that are too short.
In addition to the system continuity error, the Status Report produced by a run will list 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.
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. RESULT ANALYSIS
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 hydromorphologicaly 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 Plan'. 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.uss.gov/pubIication/wsp1542A). 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. A completed form 9-217-c form shows the monthly tabulation of
1 FINAL HYDROMODIFICATION MANAGEMENT PLAN, Prepared for County of San Diego, California, March 2011, by
Brown and Caldwell Engineering of San Diego.
(http://www.proiectcleanwater.org/images/stories/Docs/LDS/HMP/0311 SD H MP wAppendices.pdf)
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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
I while this example is for a stream with a minimum flow rate of 100cfs, 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
I each of the year's data has been compiled the summary numbers from each year are 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
I 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).
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How to Read the Graphs
I Figure 1 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
I geomorphically significant flow rate is 0.10cfs (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 365days 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 365day5 x 24 hour/day). This increase in the duration of the
geomorphically significant flow after development illustrates why duration control is closely linked to
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2 The graph and the explanation were taken directly from Appendix E of the Hydromodification Plan
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protecting creeks from accelerated erosion.
- -- Iriper'.z.i Icw cft.
Fre - rojcct FIc'.
-
- . Pc't.roect M ti;aed 9cv.,
Pre- roje:t .2C'
- - Pre-roject Q2
% Time Exceeded
FfwL)ur.,or &'ds Szat,sttcs fOr J NypOV600i N vocxi'' Sa13rk
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
20r
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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 Flow Statistics analysis is composed of the following series of files:
The Flow Duration Plot
Comparison of the Un-Mitigated Flow Duration Curve to the Pre-Development Curve (Pass/Fail)
Comparison of the Mitigated Flow Duration Curve to the Pre-Development Curve (Pass/Fail)
The calculations for the Pre-Development flow duration curve development (USGS9217d)
The calculations for the Post-Development flow duration curve development (USGS9217d)
The calculations for the Mitigated flow duration curve development (USGS9217d)
The Flow Duration Plot
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The Flow 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 Oio and Qj' (low flow threshold) values. Within the
I geomorphically significant range (Qio - Q.If) 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
(mostly'), the project meets the peak flow hydromodification requirements.
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Pass/Fail comparison of the curves
The next two sets of data are the point by point comparison of the post-development cu rve(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.
flowDu ration PassFailMitigated.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
I See hydromodification limits for exceedance of pre-development values
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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.
I 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
I 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:
I 1. Qpost being outside of the geomorphically significant range Qif to Qio
2. Q0t being less than Q pre
I 3. being less than 110% of the value Of Qpre if the point is between Qif and Qio
There are two ways that a point can fail. They are:
Qpost being greater than 110% Of Qpre if the point is between Qif and Qio
If more than 10% of the points are between 100% and 110% of Qpre for the points
between Qif and Qio
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.
I Plan Check Suggestions
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
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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.
I 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.
I Verify the Flow Rate Counts
For each of the pre, un-mitigate and mitigated flow duration tables, a few randomly selected flow value
I 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>lable>By Object,
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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. 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
22 I Page
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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 USGS9217d.txt
files can be verified.
I 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
I smallest runoff value (0.00cfs 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
I 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.
I Compare Plotted Curves to Table Data
Randomly check a few of the plotted points against the values verified above.
I Verify by Observation that the plotted values of Qio and Qif are reasonable.
Verify that the correct values for each of these return periods are plotted correctly on the graph.
I Development of the Peak Flow Statistics
The peak flow statistics are developed directly from the binary output file produced by the SWMM
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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
I 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
I 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
I 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.
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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
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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.
23Page
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 equations':
F=m/(nR+1) and T=n+1/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:
I. The Peak Flow Frequency Plot
The Comparison of the Un-Mitigated Peak Flow Curve to the Pre-Development Curve (Pass/Fail)
The Comparison of the Mitigated Conditions Curve to the Pre-Development Curve (Pass/Fail)
The Peak Flow Statistics Calculation for the Pre-Development Curve.
The Peak Flow Statistics Calculation for the Un-Mitigated Curve.
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 Q, 05, 0.2 and QIf (low flow threshold) values. Within the geomorphically
significant range (05o - 0Jf) 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 (mostly'), 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.
Pg 169-170 STORM WATER MANAGEMENT MODEL APPLICATIONS MANUAL, EPA/600/R-09/000 July 2009
See hydromodification limits for exceedance of pie-development values
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For each set of data, the upper right hand header value shows the name of the file being displayed (ex.
pea kFlowPassFailMitigated.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:
Point is outside of the geomorphically significant range Qio - Qj
Qp.st being less than Q pre
Qt being less than 110% of the value of Qpre if the point is between Qs and Qio6
There are four ways that a point can fail. They are:
Q05t being greater than Qpre if the point is between Qjf and 0.5
Qp.,t being greater than 110% of Qpre if the point is between OM and Qio
If more than 10% of the points are between 100% and 110% of O.pre for the points between Os
and Qio
If the frequency interval for points> 100% of Qpre 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 corner 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, Q, and 02.
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.
6 See section on how a point can fail point number 3 hereon
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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.
Plan Check Suggestions
As is the responsibility of the reviewing agency, any and all methods should be considered to verify that
the SWMM analysis adequately models the site as far as hydrologic discharge is concerned, and 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.
I Compare the Data Stamps for Each of the Statistics Files Used In This Analysis.
For each set of calculations and report files, the first step of the process is to list out all the files in the
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report folder and delete those files. The very first step leaves the reports folder completely empty.
Then as each successive step is performed, the results file is placed in the reports folder. Once all of the
results files are complete, then the report file is compiled using the data directly from the files placed in
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the results folder. This means that the time stamps on each of the report files in the report should be
within a minute or two depending on the speed of the computer. If the time values are more than a few
minutes apart then the potential for inconsistent results files should be investigated.
I Verify A Few Random Storm Statistics
For each of the Pre, Unmitigate and Mitigated peak flow statics tables, a few randomly selected storms
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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
I 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
I verify that the data corresponds to the SWMM output file. Verify by hand a few of the frequency and
return period values.
I Compare Plotted Curves to Table Data
Randomly check a few of the plotted points against the values found in the Peak Flow Frequency Tables.
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Verify by Observation that the values of Qio, Q, Q2 and Qif are reasonable.
For each value shown on the reports, verify that the value shown for say Q10 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.
Drawdown Time of Bio-retention Surface Ponding
The drawdown time for hydromodification flow control facilities was calculated by assuming a starting
water surface elevation coincident with the peak operating level in the bio-filtration facility such as the
elevation at the weir or the emergency spillway overflow.
The instruction from the county of San Diego Department of Environmental Health (DEH) limits the
drawdown time hydromodification flow control facilities to 96 hours. This restriction was implemented
as mitigation to potential vector breeding issues and the subsequent risk to human health. See
Attachment C for Drawdown time of each pond and derivations of drawdown times for BMPs.
Certification from the landscape architect will be obtained to allow for the higher drawdown times.
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Flow Overflow
Outlet. Water Surface AreaAu
Siieet ii f
Curb Basin Bottom AreaM
Overflow
Grate
Sewer
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Figure 6 - Drawdown time (illustration does not depict the actual pond)
I VII. SUMMARY AND CONCLUSION
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Hydromodification calculations were performed utilizing continuous simulation to size storm watel
control facilities. SWMM (Storm Water Management Model) version 5.1 distributed by USEPA was used
to generate computed peak flow recurrence and flow duration series statistics.
There are several tributary areas planned as industrial use treated by 2 biofiltration BMPS on Lot 5
labeled as BMP-# (Best Management Practices) with a total tributary area of approximately 3.11 acres.
The areas were grouped based on its outfall and were analyzed for pre-development and mitigated
post-development conditions.
The analyzed SWMM runs attached show that the proposed bio-retention facilities provided with variety
of orifice flow control at the base of the gravel storage configured as shown in Figure 1 is in compliance
with the HMP and BMP Manual.
Lot 5
On POC, The flow duration curve on the following page shows the existing condition 42.5 hours
(0.485%x365daysx24 hour/day = 42.5 hours).
With the proposed square footage of LID areas and orifices acting as the low flow restrictor configured
as shown in Figure 1 the duration of the flow is 14.5 hours (0.165%x365daysx24 hour/day =14.5 hours).
This flow duration is lower than the existing condition.
Therefore, this study has demonstrated that the proposed optimized bio-retention basin is sufficient to
meet the current HMP and SUSMP criteria (See Table 5).
Excel Engineerine
Flow Duration Curves
Pre DeeIop,el - PoOl Deoe(Opnet Mlgoled .
-
Oil (0 1617010(
2.0
1.5
1.0
0.5
0.0
0.5 0w Drot,oe 48 .,42 5(hOurove,r(
Flow 0o,ot,o,, M(tgoted Pool 0eo&opoee1-365(0oyo)o24(hrd4y(40 1651.114 5(ho.eo
I I I I I I I I I I I
0.0 0.1 0.2 0.3 0.4
(%) Percent Time Exceedance
(Table5)
I Excel Engineering
I STATISTICS ANALYSIS OF THE
I SWMM FILES FOR:
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ANALYSIS DETAILS
Statistics Selection: Nodes/Total Inflow
Stream Susceptibility to Channel Erosion: High (Qif = (0.1)Q2)
Assumed time between storms (hours): 24
PRE-DEVELOPMENT SWMM FILE
SWMM file name: V:\16\16037\engineering\GPI P\current\Storm\SWM M\CURRENT SWM M\16-037
UNMITIGATED.out
I SWMM file time stamp: 6/29/2016 4:26:10 PM
Selected Node to Analyze: POC-1
I POST-DEVELOPMENT MITIGATED SWMM FILE
SWMM file name: V:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWM M\16-037
I MITIGATED.out
SWMM file time stamp: 10/6/2016 9:04:14 AM
Selected Node to Analyze: POC-1
I MITIGATED CONDITIONS RESULTS
For the Mitigated Conditions:
I Peak Flow Conditions PASS
Flow Duration Conditions PASS
I The Mitigated Conditions peak flow frequency curve is composed of 572 points. Of the points, 5 point(s) are above
the flow control upper limit (Q10), 422 point(s) are below the low flow threshold value (QIf). Of the points within
the flow control range (QIf to Q10), 145 point(s) have a lower peak flow rate than pre-development conditions.
I 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:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWMM\Statistics Reports\POC-1\Statistics Results-POC-
1.pdf
10/12/2016 10:51:46 AM software version: 1.0.6103.20271
Excel Engineering
Peak Flow Frequency Curves
3.0
2.5
1.0
- Pre Development
0.5 - Post Development Mitigated
—3k-- Q1O(2.113cfs)
—3K— Q5(1.980cfs)
3 —3K-- Q2(1.617cfs)
~-- F- i-±--i
-*--QIf(0.1617cfs)
0 10 20 30 40 50 60
Return Period (Years)
Excel Engineering peakFlowPassFailM itigated.TXT
Compare Post-Development Curve to Pre-Development Curve
post-development SWMM file: V:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWMM\16-037 MITIGATED.out
post-development time stamp: 10/6/2016 9:04:14 AM
Compared to:
pre-development SWMM file: V:\16\16037\engineering\GPlP\current\Storm\SWMM\CURRENT SWMM\1 6-037 UNMITIGATED.out
pre-development time stamp: 6/29/2016 4:26:10 PM
/ / /
SP
dq
0 58.00 2.99 2.81 FALSE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit
1 29.00 2.44 2.33 FALSE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit
2 19.33 2.34 2.23 FALSE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit
3 14.50 2.32 2.17 FALSE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit
4 11.60 2.16 2.16 FALSE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit
5 9.67 2.06 2.10 TRUE FALSE FALSE Pass- Qpost <Qpre
6 8.29 2.05 2.10 TRUE FALSE FALSE Pass- Qpost < Qpre
7 7.25 1.85 2.07 TRUE FALSE FALSE Pass- Qpost < Qpre
8 6.44 1.84 2.06 TRUE FALSE FALSE Pass- Qpost < Qpre
9 5.80 1.79 2.05 TRUE FALSE FALSE Pass- Qpost < Qpre
10 5.27 1.73 1.99 TRUE FALSE FALSE Pass- Qpost<Qpre
11 4.83 1.71 1.97 TRUE FALSE FALSE Pass- Qpost < Qpre
12 4.46 1.70 1.96 TRUE FALSE FALSE Pass- Qpost < Qpre
13 4.14 1.56 1.94 TRUE FALSE FALSE Pass- Qpost <Qpre
14 3.87 1.55 1.90 TRUE FALSE FALSE Pass- Qpost <Qpre
15 3.63 1.49 1.86 TRUE FALSE FALSE Pass- Qpost <Opre
16 3.41 1.41 1.83 TRUE FALSE FALSE Pass- Qpost < Qpre
17 3.22 1.39 1.82 TRUE FALSE FALSE Pass- Qpost < Qpre
3.05 1.39 1.82 TRUE FALSE FALSE Pass- Qpost < Qpre
19 2.90 1.38 1.81 TRUE FALSE FALSE Pass- Qpost <Qpre
20 2.76 1.33 1.77 TRUE FALSE FALSE Pass- Qpost <Qpre
21 2.64 1.25 1.76 TRUE FALSE FALSE Pass- Qpost <Qpre
22 2.52 1.25 1.72 TRUE FALSE FALSE Pass- Qpost <Qpre
23 2.42 1.24 1.68 TRUE FALSE FALSE Pass- Qpost < Qpre
24 2.32 1.24 1.68 TRUE FALSE FALSE Pass- Qpost < Qpre
25 2.23 1.22 1.67 TRUE FALSE FALSE Pass- Qpost < Qpre
26 2.15 1.22 1.64 TRUE FALSE FALSE Pass- Qpost < Qpre
27 2.07 1.22 1.63 TRUE FALSE FALSE Pass- Qpost < Qpre
28 9.00 1.21 1.62 TRUE FALSE FALSE Pass- Qpost < Qpre
29 1.93 1.18 1.60 TRUE FALSE FALSE Pass- Qpost <Qpre
30 1.87 1.13 1.57 TRUE FALSE FALSE Pass- Qpost <Qpre
31 1.81 1.11 1.57 TRUE FALSE FALSE Pass- Qpost <Qpre
32 1.76 1.08 1.57 1 TRUE FALSE FALSE Pass- Qpost < Qpre
33 1.71 1.08 1.54 1 TRUE FALSE FALSE Pass- Qpost < Qpre
10/12/2016 10:51 AM 1/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowPassFail Mitigated.TXT
G9
ClIf
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34 1.66 1.08 1.52 TRUE FALSE FALSE Pass- Qpost < Qpre
35 1.61 1.06 1.44 TRUE FALSE FALSE Pass- Qpost < Qpre
36 1.57 1.04 1.44 TRUE FALSE FALSE Pass- Qpost < Qpre
37 1.53 1.03 1.41 TRUE FALSE FALSE Pass- Qpost < Qpre
38 1.49 1.02 1.38 TRUE FALSE FALSE Pass- Qpost < Qpre
39 1.45 1.00 1.36 TRUE FALSE FALSE Pass- Qpost <Qpre
40 1.42 0.99 1.32 TRUE FALSE FALSE Pass- Qpost < Qpre
41 1.38 0.98 1.30 TRUE FALSE FALSE Pass- Qpost < Qpre
42 1.35 0.97 1.30 TRUE FALSE FALSE Pass- Qpost < Qpre
43 1.32 0.96 1.30 TRUE FALSE FALSE Pass- Qpost < Qpre
44 1.29 0.96 1.30 TRUE FALSE FALSE Pass- Qpost < Qpre
45 1.26 0.95 1.28 TRUE FALSE FALSE Pass- Qpost < Qpre
46 1.23 0.94 1.27 TRUE FALSE FALSE Pass- Qpost < Qpre
47 1.21 0.93 1.27 TRUE FALSE FALSE Pass- Qpost < Qpre
48 1.18 0.92 1.26 TRUE FALSE FALSE Pass- Qpost < Qpre
49 1.16 0.92 1.25 TRUE FALSE FALSE Pass- Qpost < Qpre
50 1.14 0.92 1.23 TRUE FALSE FALSE Pass- Qpost < Qpre
51 1.12 0.90 1.21 TRUE FALSE FALSE Pass- Qpost <Qpre
52 1.09 0.88 1.19 TRUE FALSE FALSE Pass- Qpost<Qpre
53 1.07 0.86 1.19 TRUE FALSE FALSE Pass- Qpost<Qpre
54 1.06 0.84 1.18 TRUE FALSE FALSE Pass- Qpost <Qpre
55 1.04 0.84 1.16 TRUE FALSE FALSE Pass- Qpost < Qpre
56 1.02 0.82 1.14 TRUE FALSE FALSE Pass- Qpost <Qpre
57 1.00 0.82 1.14 TRUE FALSE FALSE Pass- Qpost <Qpre
58 0.98 0.80 1.14 TRUE FALSE FALSE Pass- Qpost < Qpre
59 0.97 0.80 1.13 TRUE FALSE FALSE Pass- Qpost < Qpre
60 0.95 0.79 1.13 TRUE FALSE FALSE Pass- Qpost < Qpre
61 0.94 0.79 1.12 TRUE FALSE FALSE Pass- Qpost < Qpre
62 0.92 0.78 1.12 TRUE FALSE FALSE Pass- Qpost < Qpre
63 0.91 0.78 1.10 TRUE FALSE FALSE Pass- Qpost < Qpre
64 0.89 0.78 1.10 TRUE FALSE FALSE Pass- Qpost <Qpre
65 0.88 0.77 1.10 TRUE FALSE FALSE Pass- Qpost <Qpre
66 0.87 0.76 1.09 TRUE FALSE FALSE Pass- Qpost <Qpre
67 0.85 0.74 1.06 TRUE FALSE FALSE Pass- Qpost <Qpre
68 0.84 0.71 1.06 TRUE FALSE FALSE Pass- Qpost <Qpre
69 0.83 0.69 1.04 TRUE FALSE FALSE Pass- Qpost < Qpre
70 0.82 0.69 1.04 TRUE FALSE FALSE Pass- Qpost < Qpre
71 0.81 0.67 1.04 TRUE FALSE FALSE Pass- Qpost < Qpre
72 0.80 0.66 1.04 TRUE FALSE FALSE Pass- Qpost < Qpre
73 0.78 0.65 1.04 TRUE FALSE FALSE Pass- Qpost < Qpre
74 0.77 0.65 1.04 TRUE FALSE FALSE Pass- Qpost < Qpre
75 1 0.76 1 0.64 1 1.04 1 TRUE FALSE FALSE I Pass- Qpost < Qpre
10/12/2016 10:51 AM 2/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowPassFailMitigated.TXT
76 0.75 0.63 1.02 TRUE FALSE FALSE Pass- Qpost < Qpre
77 0.74 0.62 1.02 TRUE FALSE FALSE Pass- Qpost <Qpre
78 0.73 0.62 1.02 TRUE FALSE FALSE Pass- Qpost < Qpre
79 0.73 0.61 1.00 TRUE FALSE FALSE Pass- Qpost < Qpre
80 0.72 0.61 1.00 TRUE FALSE FALSE Pass- Qpost < Qpre
81 0.71 0.61 0.99 TRUE FALSE FALSE Pass- Qpost < Qpre
82 0.70 0.60 0.99 TRUE FALSE FALSE Pass- Qpost < Qpre
83 0.69 0.59 0.98 TRUE FALSE FALSE Pass- Qpost < Qpre
84 0.68 0.59 0.98 TRUE FALSE FALSE Pass- Qpost < Qpre
85 0.67 0.58 0.97 TRUE FALSE FALSE Pass- Qpost < Qpre
86 0.67 0.57 0.97 TRUE FALSE FALSE Pass- Qpost < Qpre
87 0.66 0.57 0.96 TRUE FALSE FALSE Pass- Qpost < Qpre
88 0.65 0.55 0.96 TRUE FALSE FALSE Pass- Qpost < Qpre
89 0.64 0.55 0.96 TRUE FALSE FALSE Pass- Qpost < Qpre
90 0.64 0.54 0.95 TRUE FALSE FALSE Pass- Qpost < Qpre
91 0.63 0.53 0.94 TRUE FALSE FALSE Pass- Qpost < Qpre
92 0.62 0.53 0.93 TRUE FALSE FALSE Pass- Qpost <Qpre
93 0.62 0.52 0.92 TRUE FALSE FALSE Pass- Qpost < Qpre
94 0.61 0.51 0.92 TRUE FALSE FALSE Pass- Qpost <Qpre
95 0.60 0.51 0.92 TRUE FALSE FALSE Pass- Qpost < Qpre
96 0.60 0.50 0.92 TRUE FALSE FALSE Pass- Qpost <Qpre
97 0.59 0.50 0.91 TRUE FALSE FALSE Pass- Qpost <Qpre
98 0.59 0.49 0.91 TRUE FALSE FALSE Pass- Qpost < Qpre
99 0.58 0.48 0.91 TRUE FALSE FALSE Pass- Qpost <Qpre
100 0.57 0.48 0.90 TRUE FALSE FALSE Pass- Qpost < Opre
101 0.57 0.47 0.90 TRUE FALSE FALSE Pass- Qpost <Qpre
102 0.56 0.46 0.90 TRUE FALSE FALSE Pass- Qpost < Qpre
103 0.56 0.46 0.90 TRUE FALSE FALSE Pass- Qpost <Qpre
104 0.55 0.45 0.89 TRUE FALSE FALSE Pass- Qpost < Qpre
105 0.55 0.45 0.89 TRUE FALSE FALSE Pass- Qpost < Qpre
106 0.54 0.44 0.89 TRUE FALSE FALSE Pass- Qpost < Qpre
107 0.54 0.44 0.89 TRUE FALSE FALSE Pass- Qpost < Qpre
108 0.53 0.43 0.88 TRUE FALSE FALSE Pass- Qpost < Qpre
109 0.53 0.43 0.88 TRUE FALSE FALSE Pass- Qpost < Qpre
110 0.52 0.42 0.88 TRUE FALSE FALSE Pass- Qpost < Qpre
111 0.52 0.41 0.87 TRUE FALSE FALSE Pass- Qpost < Qpre
112 0.51 0.41 0.87 TRUE FALSE FALSE Pass- Qpost < Qpre
113 0.51 0.41 0.87 TRUE FALSE FALSE Pass- Qpost < Qpre
114 0.50 0.38 0.87 TRUE FALSE FALSE Pass- Qpost < Qpre
115 0.50 0.38 0.86 TRUE FALSE FALSE Pass- Qpost <Qpre
116 0.50 0.35 0.86 TRUE FALSE FALSE Pass- Qpost <Qpre
117 1 0.49 1 0.34 1 0.85 1 TRUE FALSE FALSE Pass- Qpost <Qpre
10/12/2016 10:51 AM 3/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowPassFailMitigated.TXT
SP
0\0 OR
118 0.49 0.34 0.85 TRUE FALSE FALSE Pass- Qpost < Qpre
119 0.48 0.33 0.84 TRUE FALSE FALSE Pass- Qpost <Qpre
120 0.48 0.33 0.84 TRUE FALSE FALSE Pass- Qpost < Qpre
121 0.48 0.32 0.83 TRUE FALSE FALSE Pass- Qpost < Qpre
122 0.47 0.31 0.83 TRUE FALSE FALSE Pass- Qpost < Qpre
123 0.47 0.30 0.83 TRUE FALSE FALSE Pass- Qpost<Qpre
124 0.46 0.30 0.83 TRUE FALSE FALSE Pass- Qpost < Qpre
125 0.46 0.28 0.83 TRUE FALSE FALSE Pass- Qpost < Qpre
126 0.46 0.28 0.83 TRUE FALSE FALSE Pass- Qpost < Qpre
127 0.45 0.27 0.82 TRUE FALSE FALSE Pass- Qpost<Qpre
128 0.45 0.27 0.81 TRUE FALSE FALSE Pass- Qpost < Qpre
129 0.45 0.26 0.81 TRUE FALSE FALSE Pass- Qpost < Qpre
130 0.44 0.24 0.81 TRUE FALSE FALSE Pass- Qpost < Qpre
131 0.44 0.24 0.81 TRUE FALSE FALSE Pass- Qpost < Qpre
132 0.44 0.24 0.81 TRUE FALSE FALSE Pass- Qpost < Qpre
133 0.43 0.22 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
134 0.43 0.22 0.80 TRUE FALSE FALSE Pass- Qpost < Qpre
135 0.43 0.21 0.79 TRUE FALSE FALSE Pass- Qpost < Qpre
136 0.42 0.21 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
137 0.42 0.21 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
138 0.42 0.21 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
139 0.41 0.21 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
140 0.41 0.21 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
141 0.41 0.20 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
142 0.41 0.20 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
143 0.40 0.20 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
144 0.40 0.20 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
145 0.40 0.19 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
146 0.40 0.18 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
147 0.39 0.17 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
148 0.39 0.16 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
149 0.39 0.16 0.78 TRUE FALSE FALSE Pass- Qpost < Qpre
150 0.38 0.16 0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
151 0.38 0.15 0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
152 0.38 0.14 0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
153 0.38 0.13 0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
154 0.37 0.13 0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
155 0.37 0.13 0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
156 0.37 0.12 0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
157 0.37 0.10 0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
158 0.37 0.10 0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
159 1 0.36 1 0.09 1 0.73 1 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 4/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowPassFa il Mitigated .TXT
GAP
160 0.36 0.09 0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
161 0.36 0.08 0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
162 0.36 0.08 0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
163 0.35 0.08 0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
164 0.35 0.06 0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
165 0.35 0.06 0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
166 0.35 0.06 0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
167 0.35 0.05 0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
168 0.34 0.05 0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
169 0.34 0.05 0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
170 0.34 0.05 0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
171 0.34 0.05 0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
172 0.34 0.05 0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
173 0.33 0.05 0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
174 0.33 0.05 0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
175 0.33 0.05 0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
176 0.33 0.05 0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
177 0.33 0.05 0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
178 0.32 0.05 0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
179 0.32 0.05 0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
180 0.32 0.05 0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
181 0.32 0.05 0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
182 0.32 0.05 0.68 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold
183 0.32 0.05 0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
184 0.31 0.05 0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
185 0.31 0.05 0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
186 0.31 0.05 0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
187 0.31 0.05 0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
188 0.31 0.05 0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
189 0.31 0.05 0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
190 0.30 0.05 0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
191 0.30 0.05 0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
192 0.30 0.05 0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
193 0.30 0.05 0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
194 0.30 0.05 0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
195 0.30 0.05 0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
196 0.29 0.05 0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
197 0.29 0.05 0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
198 0.29 0.05 0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
199 - 0.29 0.05 0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
200 0.29 1 0.05 0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
201 0.29 1 0.05 0.64 1 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 5/14 - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowPassFail Mitigated .TXT
/
09
4- 1 I'
GAP
202 0.29 0.05 0.63 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
203 0.28 0.05 0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
204 0.28 0.05 0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
205 0.28 0.05 0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
206 0.28 0.05 0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
207 0.28 0.05 0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
208 0.28 0.05 0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
209 0.28 0.05 0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
210 0.28 0.05 0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
211 0.27 0.05 0.61 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
212 0.27 0.05 0.61 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
213 0.27 0.05 0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
214 0.27 0.04 0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
215 0.27 0.04 0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
216 0.27 0.04 0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
217 0.27 0.04 0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
218 0.27 0.04 0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
219 0.26 0.04 0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
220 0.26 0.04 0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
221 0.26 0.04 0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
222 0.26 0.04 0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
223 0.26 0.04 0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
224 0.26 0.04 0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
225 0.26 0.04 0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
226 0.26 0.04 0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
227 0.25 0.04 0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
228 0.25 0.04 0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
229 0.25 0.04 0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
230 0.25 0.04 0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
231 0.25 0.04 0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
232 0.25 0.04 0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
233 0.25 0.04 0.56 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
234 0.25 0.04 0.56 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
235 0.25 0.04 0.56 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
236 0.25 0.04 0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
237 0.24 0.04 0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
238 0.24 0.04 0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
239 0.24 0.04 0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
240 0.24 0.04 0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
241 0.24 0.04 0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
242 0.24 0.04 0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
243 1 0.24 1 0.04 1 0.54 1 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 6/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowPassFail M itigated .TXT
GO 0\0 NN
244 0.24 0.04 0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
245 0.24 0.04 0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
246 0.24 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
247 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
248 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
249 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
250 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
251 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
252 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
253 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
254 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
255 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
256 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
257 0.23 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
258 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
259 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
260 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
261 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
262 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
263 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
264 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
265 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
266 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
267 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
268 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
269 0.22 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
270 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
271 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
272 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
273 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
274 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
275 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
276 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
277 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
278 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
279 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
280 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
281 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
282 0.21 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
283 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
284 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
285 1 0.20 1 0.04 1 0.53 1 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 7/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowPassFailMitigated.TXT
09 09
286 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
287 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
288 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
289 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
290 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
291 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
292 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
293 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
294 0.20 0.04 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
295 0.20 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
296 0.20 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
297 0.20 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
298 0.19 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
299 0.19 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
300 0.19 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
301 0.19 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
302 0.19 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
303 0.19 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
304 0.19 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
305 0.19 0.03 0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
306 0.19 0.03 0.52 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
307 0.19 0.03 0.52 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
308 0.19 0.03 0.52 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
309 0.19 0.03 0.52 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
310 0.19 0.03 0.51 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
311 0.19 0.03 0.51 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
312 0.19 0.03 0.50 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
313 0.19 0.03 0.50 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
314 0.18 0.03 0.49 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
315 0.18 0.03 0.49 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
316 0.18 0.03 0.49 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
317 0.18 0.03 0.48 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
318 0.18 0.03 0.48 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
319 0.18 0.03 0.48 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
320 0.18 0.03 0.48 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
321 0.18 0.03 0.47 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
322 0.18 0.03 0.47 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
323 0.18 0.03 0.46 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
324 0.18 0.03 0.45 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
325 0.18 0.03 0.45 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
326 0.18 0.03 0.45 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
327 0.18 0.03 1 0.45 1 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 8/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowPassFail M itigated.TXT
Al
328 0.18 0.03 0.45 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
329 0.18 0.03 0.45 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
330 0.18 0.03 0.44 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
331 0.18 0.03 0.44 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
332 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
333 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
334 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
335 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
336 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
337 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
338 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
339 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
340 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
341 0.17 0.03 0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
342 0.17 0.03 0.42 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
343 0.17 0.03 0.42 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
344 0.17 0.03 0.41 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
345 0.17 0.03 0.41 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
346 0.17 0.03 0.41 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
347 0.17 0.03 0.41 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
348 0.17 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
349 0.17 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
350 0.17 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
351 0.17 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
352 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
353 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
354 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
355 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
356 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
357 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
358 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
359 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
360 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
361 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
362 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
363 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
364 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
365 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
366 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
367 0.16 0.03 0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
368 0.16 0.03 0.39 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
369 1 0.16 0.03 1 0.39 1 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 9/14 - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowPassFail Mitigated .TXT
SP
370 0.16 0.03 0.39 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
371 0.16 0.03 0.39 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
372 0.16 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
373 0.16 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
374 0.16 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
375 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
376 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
377 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
378 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
379 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
380 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
381 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
382 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
383 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
384 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
385 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
386 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
387 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
388 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
389 0.15 0.03 0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
390 0.15 0.03 0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
391 0.15 0.03 0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
392 0.15 0.03 0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
393 0.15 0.03 0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
394 0.1. 0.03 0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
395 0.15 0.03 0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
396 0.15 0.03 0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
397 0.15 0.03 0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
398 0.15 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
399 0.15 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
400 0.15 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
401 0.14 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
402 0.14 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
403 0.14 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
404 0.14 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
405 0.14 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
406 0.14 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
407 0.14 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
408 0.14 0.03 0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
409 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
410 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
411 1 0.14 1 0.03 0.35 1 FALSE FALSE I FALSE I Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 10/14 - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowPassFailM itigated.TXT
01
412 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
413 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
414 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
415 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
416 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
417 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
418 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
419 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
420 0.14 0.03 0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
421 0.14 0.03 0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
422 0.14 0.03 0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
423 0.14 0.03 0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
424 0.14 0.03 0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
425 0.14 0.03 0.33 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold
426 0.14 0.03 0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
427 0.14 0.03 0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
428 0.14 0.03 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
429 0.14 0.03 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
430 0.14 0.02 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
431 0.13 0.02 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
432 0.13 0.02 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
433 0.13 0.02 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
434 0.13 0.02 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
435 0.13 0.02 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
436 0.13 0.02 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
437 0.13 0.02 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
438 0.13 0.02 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
439 0.13 0.02 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
440 0.13 0.02 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
441 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
442 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
443 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
444 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
445 0.13 0.02 0.29 - FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
446 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
447 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
448 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
449 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
450 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
451 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
452 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
453 1 0.13 1 0.02 1 0.29 1 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 11/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowPassFailMitigated.TXT
ON
454 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
455 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
456 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
457 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
458 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
459 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
460 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
461 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
462 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
463 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
464 0.13 0.02 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
465 0.12 0.02 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
466 0.12 0.02 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
467 0.12 0.02 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
468 0.12 0.02 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
469 0.12 0.02 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
470 0.12 0.02 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
471 0.12 0.02 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
472 0.12 0.02 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
473 0.12 0.02 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
474 0.12 0.02 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
475 0.12 0.02 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
476 0.12 0.02 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
477 0.12 0.02 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
478 0.12 0.02 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
479 0.12 0.02 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
480 0.12 0.02 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
481 0.12 0.02 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
482 0.12 0.02 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
483 0.12 0.02 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
484 0.12 0.02 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
485 0.12 0.02 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
486 0.12 0.02 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
487 0.12 0.02 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
488 0.12 0.02 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
489 0.12 0.02 0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
490 0.12 0.02 0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
491 0.12 0.02 0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
492 0.12 0.02 0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
493 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
494 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
495 1 0.12 1 0.02 1 0.22 1 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 12/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowPassFail Mitigated .TXT
Al GQ
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G9
GAP
496 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
497 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
498 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
499 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
500 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
501 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
502 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
503 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
504 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
505 0.12 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
506 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
507 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
508 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
509 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
510 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
511 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
512 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
513 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
514 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
515 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
516 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
517 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
518 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
519 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
520 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
521 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
522 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
523 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
524 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
525 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
526 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
527 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
528 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
529 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
530 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
531 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
532 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
533 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
534 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
535 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
536 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
537 0.11 0.02 1 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 13/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowPassFail Mitigated.TXT
Iq
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538 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
539 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
540 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
541 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
542 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
543 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
544 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
545 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
546 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
547 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
548 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
549 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
550 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
551 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
552 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
553 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
554 0.11 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
555 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
556 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
557 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
558 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
559 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
560 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
561 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
562 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
563 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
564 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
565 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
566 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
567 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
568 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
569 1 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
570 1 0.10 0.02 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold
571 1 0.10 1 0.02 1 0.22 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold
10/12/2016 10:51 AM 14/14 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
SWMM.out file name: V:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWMM\1 6-037 IJNMITIGATED.out
SWMM.out time stamp: 6/29/2016 4:26:10 PM
010:2.113
05: 1.980
Q2: 1.617
Peak Flow Statistics Table Values
Rank Start Date End Date Duration Peak Frequency Return Period
1 1995/01/03 06:00:00 1995/01/05 02:00:00 45 2.815 0.09% 58
2 2003/02/25 02:00:00 2003/02/26 17:00:00 40 2.326 0.17% 29
3 1993/01/12 13:00:00 1993/01/18 19:00:00 151 2.23 0.26% 19.33
4 1958/02/03 04:00:00 - 1958/02/04 16:00:00 37 2.168 0.35% 14.5
5 2004/10/27 01:00:00 2004/10/28 09:00:00 33 2.163 - 0.44% 11.6
6 2000/10/29 20:00:00 2000/10/29 23:00:00 4 2.103 0.52% 9.67
7 1969/02/23 21:00:00 1969/02/25 19:00:00 47 2.098 0.61% 8.29
8 1958/04/01 06:00:00 1958/04/01 20:00:00 15 2.075 0.70% 7.25
9 1978/02/27 05:00:00 1978/03/05 02:00:00 142 2.058 0.79% 6.44
10 2005/02/17 17:00:00 2005/02/19 09:00:00 41 2.049 0.87% 5.8
11 1978/01/03 17:00:00 1978/01/06 17:00:00 73 1.991 0.96% 5.27
12 1982/03/17 03:00:00 1982/03/18 22:00:00 44 1.973 1.05% 4.83
13 1952/01/16 07:00:00 1952/01/16 15:00:00 9 1.957 1.13% 4.46
14 1980/02/16 11:00:00 1980/02/21 06:00:00 116 1.938 1.22% 4.14
15 1979/01/14 18:00:00 1979/01/16 02:00:00 33 1.901 1.31% 3.87
16 2004/10/17 05:00:00 2004/10/20 20:00:00 88 1.861 1.40% 3.63
17 1991/02/27 18:00:00 1991/03/01 11:00:00 42 1.828 1.48% 3.41
18 2008/01/2621:00:00 2008/01/2722:00:00 26 1.818 1.57% 3.22
19 1952/11/14 14:00:00 1952/11/16 03:00:00 38 1.818 1.66% 3.05
20 1970/12/1621:00:00 1970/12/1922:00:00 74 1.807 1.75% 2.9
21 1985/11/11 04:00:00 1985/11/12 08:00:00 29 1.775 1.83% 2.76
22 1980/03/02 19:00:00 1980/03/03 16:00:00 22 1.756 1.92% 2.64
23 1993/02/1810:00:00 1993/02/2013:00:00 52 1.722 2.01% 2.52
24 1965/11/22 03:00:00 1965/11/23 03:00:00 25 1.679 2.09% 2.42
25 1991/12/2915:00:00 1991/12/30 03:00:00 13 1.677 2.18% 2.32
26 1983/02/26 06:00:00 1983/03/05 01:00:00 164 1.672 2.27% 2.23
27 1998/02/03 02:00:00 1998/02/0417:00:00 40 1.645 2.36% 2.15
28 1994/02/03 18:00:00 1994/02/0501:00:00 32 1.626 2.44% 2.07
29 1983/01/28 23:00:00 1983/01/29 12:00:00 14 1.617 2.53% 2
30 1978/02/0716:00:00 1978/02/1011:00:00 68 1.601 2.62% 1.93
31 1995/03/11 01 :00:00 1995/03/1200:00:00 24 1.567 2.71% 1.87
32 1982/12/2208:00:00 1982/12/2308:00:00 25 1.566 2.79% 1.81
33 2007/01/3012:00:00 2007/01/3105:00:00 18 1.566 2.88% 1.76
34 2005/04/28 06:00:00 2005/04/2809:00:00 4 1.536 2.97% 1.71
35 1998/02/22 11:00:00 1998/02/2417:00:00 55 1.525 3.05% 1.66
36 1961/12/01 19:00:00 1961/12/0302:00:00 32 1.439 3.14% 1.61
37 1998/02/16 16:00:00 1998/02/1719:00:00 28 1.437 3.23% 1.57
38 2008/01/0501:00:00 2008/01/0705:00:00 53 1.411 3.32% 1.53
39 1 1969/02/0506:00:00 1969/02/0616:00:00 1 35 1 1.378 1 3.40% 11.49
10/12/2016 10:52 AM 1/25 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
40 2006/10/13 23:00:00 2006/10/14 02:00:00 4 1.357 3.49% 1.45
41 1983/09/29 09:00:00 1983/10/01 11:00:00 51 1.324 3.58% 1.42
42 1979/11/07 18:00:00 1979/11/08 04:00:00 11 1.304 3.66% 1.38
43 1983/12/2408:00:00 1983/12/2708:00:00 73 1.304 3.75% 1.35
44 1986/02/1422:00:00 1986/02/15 09:00:00 12 1.301 3.84% 1.32
45 1978/01/16 15:00:00 1978/01/17 02:00:00 12 1.299 3.93% 1.29
46 1963/03/16 22:00:00 1963/03/17 13:00:00 16 1.28 4.01% 1.26
47 1992/02/12 11:00:00 1992/02/13 07:00:00 21 1.274 4.10% 1.23
48 1980/01/27 22:00:00 1980/01/30 16:00:00 67 1.272 4.19% 1.21
49 1998/02/14 11:00:00 1998/02/14 19:00:00 9 1.262 4.28% 1.18
50 1986/03/15 21:00:00 1986/03/17 02:00:00 30 1.246 4.36% 1.16
51 2001/01/26 11:00:00 2001/01/27 17:00:00 31 1.226 4.45% 1.14
52 2008/02/20 08:00:00 2008/02/22 13:00:00 54 1.209 4.54% 1.12
53 1972/01/16 18:00:00 1972/01/1708:00:00 15 1.195 4.62% 1.09
54 1993/02/07 18:00:00 1993/02/0907:00:00 38 1.185 4.71% 1.07
55 1977/12/2801:00:00 1977/12/3002:00:00 50 1.182 4.80% 1.06
56 1981/11/2620:00:00 1981/11/2901:00:00 54 1.16 4.89% 1.04
57 1965/12/09 05:00:00 1965/12/10 09:00:00 29 1.144 4.97% 1.02
58 2002/11/0811:00:00 2002/11/09 17:00:00 31 1.141 5.06% 1
59 2003/02/1113:00:00 2003/02/1317:00:00 53 1.141 5.15% 0.98
60 1963/09/17 04:00:00 1963/09/18 21:00:00 42 1.129 5.24% 0.97
61 1978/09/05 16:00:00 1978/09/06 12:00:00 21 1.126 5.32% 0.95
62 2005/02/21 02:00:00 2005/02/23 07:00:00 54 1.124 5.41% 0.94
63 1952/03/15 18:00:00 1952/03/16 18:00:00 25 1.119 5.50% 0.92
64 2004/12/3113:00:00 2005/01/01 10:00:00 22 1.105 5.58% 0.91
65 1977/08/16 15:00:00 1977/08/18 00:00:00 34 1.101 5.67% 0.89
66 1960/04/27 03:00:00 1960/04/27 11:00:00 9 1.099 5.76% 0.88
67 1981/03/19 19:00:00 1981/03/20 03:00:00 9 1.091 5.85% 0.87
68 1993/06/05 12:00:00 1993/06/05 16:00:00 5 1.059 5.93% 0.85
69 1980/01/09 01:00:00 1980/01/12 12:00:00 84 1.058 6.02% 0.84
70 1967/11/19 07:00:00 1967/11/20 03:00:00 21 1.042 6.11% 0.83
71 1978/03/30 10:00:00 1978/04/01 00:00:00 39 1.042 6.20% 0.82
72 1979/01/05 07:00:00 1979/01/06 14:00:00 32 1.042 6.28% 0.81
73 1991/03/19 00:00:00 1991/03/19 04:00:00 5 1.042 6.37% 0.8
74 1991/03/25 02:00:00 1991/03/27 05:00:00 52 1.042 6.46% 0.78
75 1991/01/09 12:00:00 1991/01/09 15:00:00 4 1.037 6.54% 0.77
76 1978/01/14 14:00:00 1978/01/15 05:00:00 16 1.036 6.63% 0.76
77 1954/03/1621:00:00 1954/03/17 20:00:00 24 1.021 6.72% 0.75
78 2001/02/13 14:00:00 2001/02/14 19:00:00 30 1.019 6.81% 0.74
79 2003/03/15 12:00:00 2003/03/16 17:00:00 30 1.019 6.89% 0.73
80 2005/01/07 05:00:00 2005/01/12 03:00:00 119 1 6.98% 0.73
81 1954/11/10 22:00:00 1954/11/12 06:00:00 33 0.998 7.07% 0.72
82 1988/12/24 19:00:00 1988/12/25 00:00:00 6 0.99 7.16% 0.71
83 1968/12/25 16:00:00 1968/12/26 11:00:00 20 0.987 7.24% 0.7
84 1999/01/25 04:00:00 1999/01/27 05:00:00 50 0.985 7.33% 0.69
85 1973/11/22 19:00:00 1973/11/23 01:00:00 7 0.975 7.42% 0.68
86 1 1968/03/07 20:00:00 1968/03/08 12:00:00 1 17 0.973 1 7.50% 10.67
10/12/2016 10:52 AM 2/25 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
87 1995/01/10 13:00:00 1995/01/12 20:00:00 56 0.968 7.59% 0.67
88 1992/02/15 12:00:00 1992/02/16 11:00:00 24 0.964 7.68% 0.66
89 1997/01/12 13:00:00 1997/01/14 01:00:00 37 0.963 7.77% 0.65
90 1983/01/27 07:00:00 1983/01/27 13:00:00 7 0.955 7.85% 0.64
91 1957/05/10 07:00:00 1957/05/11 10:00:00 28 0.954 7.94% 0.64
92 1960/02/28 16:00:00 1960/03/01 05:00:00 38 0.936 8.03% 0.63
93 1960/01/1201:00:00 1960/01/1207:00:00 7 0.93 8.12% 0.62
94 2007/04/20 13:00:00 2007/04/20 15:00:00 3 0.925 8.20% 0.62
95 1968/04/01 20:00:00 1968/04/01 20:00:00 1 0.918 8.29% 0.61
96 1971/12/24 06:00:00 1971/12/25 21:00:00 40 0.918 8.38% 0.6
97 1958/03/15 14:00:00 1958/03/16 10:00:00 21 0.917 8.46% 0.6
98 1990/02/17 08:00:00 1990/02/1822:00:00 39 0.915 8.55% 0.59
99 1959/12/24 07:00:00 1959/12/2416:00:00 10 0.909 8.64% 0.59
100 1986/11/17 16:00:00 1986/11/18 07:00:00 16 0.905 8.73% 0.58
101 1967/01/22 14:00:00 1967/01/23 02:00:00 13 0.905 8.81% 0.57
102 1967/12/18 14:00:00 1967/12/20 08:00:00 43 0.901 8.90% 0.57
103 1958/02/19 06:00:00 1958/02/19 15:00:00 10 0.897 8.99% 0.56
104 2006/03/10 15:00:00 2006/03/11 16:00:00 26 0.896 9.08% 0.56
105 1993/11/30 03:00:00 1993/11/30 12:00:00 10 0.892 9.16% 0.55
106 1962/01/20 11:00:00 1962/01/22 19:00:00 57 0.888 9.25% 0.55
107 1954/02/13 14:00:00 1954/02/14 02:00:00 13 0.886 9.34% 0.54
108 1983/11/24 19:00:00 1983/11/25 01:00:00 7 0.885 9.42% 0.54
09 1987/12/04 20:00:00 1987/12/05 01:00:00 6 0.882 9.51% 0.53
110 1976/09/09 23:00:00 1976/09/11 05:00:00 31 0.877 9.60% 0.53
111 1979/03/17 02:00:00 1979/03/17 08:00:00 7 0.877 9.69% 0.52
112 1958/01/24 23:00:00 1958/01/27 03:00:00 53 0.874 9.77% 0.52
113 1988/01/17 03:00:00 1988/01/17 21:00:00 19 0.866 9.86% 0.51
114 2004/12/28 06:00:00 2004/12/30 10:00:00 53 0.866 9.95% 0.51
115 2004/02/21 17:00:00 2004/02/2306:00:00 38 0.865 10.03% 0.5
116 1988/11/2506:00:00 1988/11/2510:00:00 5 0.86 10.12% 0.5
117 2003/12/24 22:00:00 2003/12/25 18:00:00 21 0.86 10.21% 0.5
118 1978/02/1112:00:00 1978/02/13 23:00:00 60 0.852 10.30% 0.49
119 1952/11/30 00:00:00 1952/11/30 04:00:00 5 0.849 10.38% 0.49
120 2001/01/10 18:00:00 2001/01/12 11:00:00 42 0.838 10.47% 0.48
121 1966/12/03 01:00:00 1966/12/03 19:00:00 19 0.835 10.56% 0.48
122 1993/01/30 23:00:00 1993/01/31 00:00:00 2 0.832 10.65% 0.48
123 1995/01/23 01:00:00 1995/01/26 09:00:00 81 0.832 10.73% 0.47
124 1996/11/21 15:00:00 1996/11/2207:00:00 17 0.832 10.82% 0.47
125 2004/04/01 21:00:00 2004/04/01 22:00:00 2 0.832 10.91% 0.46
126 2006/12/09 20:00:00 2006/12/11 00:00:00 29 0.832 10.99% 0.46
127 2007/11/30 06:00:00 2007/12/01 00:00:00 19 0.828 11.08% 0.46
128 1964/11/17 12:00:00 1964/11/17 18:00:00 7 0.817 11.17% 0.45
129 970/02/28 13:00:00 1970/03/02 03:00:00 39 0.814 11.26% 0.45
130 1978/01/09 14:00:00 1978/01/10 23:00:00 34 0.813 11.34% 0.45
131 1958/03/20 17:00:00 1958/03/22 06:00:00 38 0.813 11.43% 0.44
132 1973/03/20 07:00:00 1973/03/20 11:00:00 5 0.807 11.52% 0.44
133 1980/03/05 22:00:00 1980/03/06 12:00:00 1 15 0.806 _11.61% 10.44
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Excel Engineering pea kFlowStatistics Pre. csv
Rank ] Start Date End Date Duration Peak ] Frequency Return Period
134
135 -
1967/11/30 15:00:00
1992/03/20 17:00:00
1967/11/30 16:00:00
1992/03/23 14:00:00
2
70
0.804
0.802
11.69%
- 11.78%
0.43
0.43
136
137
1975/04/07 18:00:00
1967/03/12 14:00:00
1975/04/09 09:00:00
1967/03/14 07:00:00
40
42
0.785
0.781
11.87°I 0.43
11.95% 0.42
138 1976/07/08 09:00:00 1976/07/08 14:00:00 6 0.779 12.04% 0.42
139
140
1978/03/09 16:00:00
1979/03/18 21:00:00
1978/03/09 17:00:00
1979/03/21 06:00:00
2
58
0.779
0.779
12.13%
12.22%
Q.4
0.41
141 1980/02/13 11:00:00 1980/02/1511:00:00 49 0.779 12.30% 0.41
142 1980/10/16 04:00:00 1980/10/16 06:00:00 3 0.779 12.39% 0.41
143 1982/04/01 09:00:00 1982/04/0117:00:00 9 0.779 12.48% 0.41
144 1983/04/20 03:00:00 1983/04/21 10:00:00 32 0.779 12.57% 0.4
145
146
1986/09/23 23:00:00
1987/04/04 05:00:00
1986/09/25 05:00:00
1987/04/04 16:00:00
31
12
0.779
0.779
12.65%
12.74%
0.4 -.
147 1987/12/1611:00:00 1987/12/17 09:00:00 23 0.779 12.83% 0.4
148 1988/08/24 04:00:00 1988/08/24 15:00:00 12 0.779 12.91% 0.39
149 1988/11/14 06:00:00 1988/11/14 08:00:00 3 0.779 13.00% 0.39
150 1991/03/20 07:00:00 1991/03/21 09:00:00 27 0.779 13.09% 0.39
151 1959/02/11 07:00:00 1959/02/12 03:00:00 21 0.775 13.18%
-0.4
0.38
152 1994/03/24 20:00:00 1994/03/25 20:00:00 25 0.773 13.26% 0.38
153 1998/11/08 06:00:00 1998/11/08 14:00:00 9 0.765 13.35% 0.38
154 1965/04/03 05:00:00 1965/04/04 15:00:00 35 0.753 13.44% 0.38
155 1952/12/02 00:00:00 1952/12/02 01:00:00 2 0.753 13.53% 0.37
156 1966/12/05 00:00:00 1966/12/05 13:00:00 14 0.75 13.61% 0.37
157 1954/01/18 09:00:00 1954/01/20 05:00:00 45 0.747 13.70% 0.37
158 1957/01/13 02:00:00 1957/01/13 08:00:00 7 0.744 13.79% 0.37
159 1972/11/16 08:00:00 1972/11/17 10:00:00 27 0.743 13.87% 0.37
160 1957/03/16 09:00:00 1957/03/16 10:00:00 2 0.73 13.96% 0.36
161
162
1953/03/01 01:00:00
1963/04/26 0:00:00
1953/03/0200:00:00
19 63/04/26 02:00:00
24
1
0.726
0.726
14.05%
14.14%
0.36 -.
0.36
163 1973/02/1511:00:00 1973/02/15 11:00:00 1 0.726 14.22% 0.36
164 1993/03/25 23:00:00 1993/03/26 12:00:00 14 0.726 14.31% 0.35
165 1994/03/19 02:00:00 1994/03/20 06:00:00 29 0.726 14.40% 0.35
166 1960/01/14 16:00:00 1960/01/15 08:00:00 17 0.725 14.49% 0.35
167 1972/11/1413:00:00 1972/11/14 15:00:00 3 0.722 14.57% 0.35
168 2004/02/25 23:00:00 2004/02/2608:00:00 10 0.721 14.66% 0.35
169 2005/01/03 05:00:00 2005/01/05 10:00:00 54 0.719 14.75% 0.34
170 2003/04/14 02:00:00 2003/04/15 17:00:00 40 0.717 14.83% 0.34
171 1960/02/0118:00:00 1960/02/02 01:00:00 8 0.715 14.92% 0.34
172 1957/02/28 16:00:00 1957/03/01 10:00:00 19 0.714 15.01% 0.34
173 1958/09/23 21:00:00 1958/09/24 04:00:00 8 0.708 15.10% 0.34
174 1960/11/05 20:00:00 1960/11/06 11:00:00 16 0.703 15.18% 0.33
175 1969/11/06 17:00:00 1969/11/07 10:00:00 18 0.7 15.27% 0.33
176 1971/02/16 17:00:00 1971/02/17 10:00:00 18 0.7 15.36% 0.33
177 2001/02/25 14:00:00 2001/02/27 17:00:00 52 0.699 15.45% 0.33
178 2002/12/20 14:00:00 2002/12/2117:00:00 28 0.699 15.53% 0.33
179 1964/01/21 04:00:00 1964/01/22 17:00:00 38 0.697 15.62% 0.32
180 1 1965/11/14 17:00:00 1965/11/16 17:00:00 49 1 0.697 1 15.71% 10.32
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Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
181 1982/01/01 05:00:00 1982/01/02 09:00:00 29 0.686 15.79% 0.32
182 1971/04/14 09:00:00 1971/04/14 13:00:00 5 0.679 15.88% 0.32
183 1965/12/29 17:00:00 1965/12/29 20:00:00 4 0.679 15.97% 0.32
184 1995/03/03 06:00:00 1995/03/06 05:00:00 72 0.677 16.06% 0.32
185 1988/12/20 22:00:00 1988/12/21 06:00:00 9 0.673 16.14% 0.31
186 1959/12/09 21:00:00 1959/12/1003:00:00 7 0.673 16.23% 0.31
187 1988/04/19 23:00:00 1988/04/21 07:00:00 33 0.665 16.32% 0.31
188 1981/01/29 16:00:00 1981/01/30 11:00:00 20 0.661 16.40% 0.31
189 1967/04/11 06:00:00 1967/04/11 17:00:00 12 0.66 16.49% 0.31
190 1966/02/07 22:00:00 1966/02/0723:00:00 2 0.659 16.58% 0.31
191 1954/12/0921:00:00 1954/12/0923:00:00 3 0.659 16.67% 0.3
192 1977/01/02 21:00:00 1977/01/03 04:00:00 8 0.652 16.75% 0.3
193 1966/01/30 07:00:00 1966/01/30 20:00:00 14 0.65 16.84% 0.3
194 1956/01/25 15:00:00 1956/01/27 08:00:00 42 0.65 16.93% 0.3
195 1995/04/18 09:00:00 1995/04/18 17:00:00 9 0.647 17.02% 0.3
196 1952/12/30 19:00:00 1952/12/30 23:00:00 5 0.646 17.10% 0.3
197 1958/04/06 17:00:00 1958/04/07 14:00:00 22 0.646 17.19% 0.29
198 1987/10/11 10:00:00 1987/10/12 20:00:00 35 0.644 17.28% 0.29
199 1988/04/14 17:00:00 1988/04/15 00:00:00 8 0.644 17.36% 0.29
200 1997/01/15 14:00:00 1997/01/15 18:00:00 5 0.642 17.45% 0.29
201 2004/02/0222:00:00 2004/02/0322:00:00 25 0.64 17.54% 0.29
202 1993/01/06 00:00:00 1993/01/09 05:00:00 78 0.636 17.63% 0.29
203 1963/11/20 01:00:00 1963/11/21 06:00:00 30 0.629 17.71% 0.29
204 1981/01/28 05:00:00 1981/01/28 14:00:00 10 0.621 17.80% 0.28
205 1982/01/2002:00:00 1982/01/2112:00:00 35 0.621 17.89% 0.28
206 1990/01/16 23:00:00 1990/01/17 06:00:00 8 0.621 17.98% 0.28
207 1960/01/25 19:00:00 1960/01/26 01:00:00 7 0.619 18.06% 0.28
208 1982/12/0721:00:00 1982/12/0800:00:00 4 0.615 18.15% 0.28
209 1983/03/24 02:00:00 1983/03/25 08:00:00 31 0.615 18.24% 0.28
210 1984/10/17 05:00:00 1984/10/17 07:00:00 3 0.615 18.32% 0.28
211 1985/11/24 14:00:00 1985/11/25 15:00:00 26 0.615 18.41% 0.28
212 1985/12/11 02:00:00 1985/12/11 09:00:00 8 0.613 18.50% 0.27
213 1962/03/18 16:00:00 1962/03/1902:00:00 11 0.608 18.59% 0.27
214 1992/12/0707:00:00 1992/12/0802:00:00 20 0.605 18.67% 0.27
215 1985/11/29 05:00:00 1985/11/29 13:00:00 9 0.603 18.76% 0.27
216 1998/02/06 17:00:00 1998/02/08 19:00:00 51 0.597 18.85% 0.27
217 1955/01/10 03:00:00 1955/01/11 00:00:00 22 0.596 18.94% 0.27
218 1957/01/05 09:00:00 1957/01/05 11:00:00 3 0.593 19.02% 0.27
219 1974/03/27 07:00:00 1974/03/27 08:00:00 2 0.593 19.11% 0.27
220 1998/01/29 14:00:00 1998/01/29 19:00:00 6 0.591 19.20% 0.26
221 2001/04/07 14:00:00 2001/04/07 19:00:00 6 0.591 19.28% 0.26
222 1970/12/21 03:00:00 1970/12/22 04:00:00 26 0.589 19.37% 0.26
223 1994/03/06 04:00:00 1994/03/07 08:00:00 29 0.587 19.46% 0.26
224 1959/01/06 00:00:00 1959/01/06 08:00:00 9 0.587 19.55% 0.26
225 1955/01/18 14:00:00 1955/01/19 07:00:00 18 0.584 19.63% 0.26
226 1956/04/12 20:00:00 1956/04/13 17:00:00 22 0.584 19.72% 0.26
227 1 1974/12/04 04:00:00 1 1974/12/04 13:00:00 1 10 1 0.584 1 19.81% 0.26
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Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
228 1975/03/08 06:00:00 1975/03/08 22:00:00 17 0.581 19.90% 0.25
229 1965/03/31 11:00:00 1965/04/01 19:00:00 33 0.577 19.98% 0.25
230 1976/07/22 10:00:00 1976/07/22 13:00:00 4 0.569 20.07% 0.25
231 1990/04/04 07:00:00 1990/04/04 12:00:00 6 0.569 20.16% 0.25
232 1973/02/28 01:00:00 1973/02/28 07:00:00 7 0.566 20.24% 0.25
233 1973/03/05 08:00:00 1973/03/05 08:00:00 1 0.566 20.33% 0.25
234 1951/12/28 18:00:00 1951/12/30 14:00:00 45 0.563 20.42% 0.25
235 1965/04/07 03:00:00 1965/04/09 23:00:00 69 0.563 20.51% 0.25
236 1976/03/01 13:00:00 1976/03/01 19:00:00 7 0.56 20.59% 0.25
237 1960/09/11 02:00:00 1960/09/11 06:00:00 5 0.551 20.68% 0.25
238 1976/02/03 17:00:00 1976/02/07 09:00:00 89 0.55 20.77% 0.24
239 2002/12/16 14:00:00 2002/12/16 19:00:00 6 0.546 20.86% 0.24
240 1963/02/09 15:00:00 1963/02/11 00:00:00 34 0.545 20.94% 0.24
241 1995/04/16 05:00:00 1995/04/17 03:00:00 23 0.541 21.03% 0.24
242 1952/11/22 23:00:00 1952/11/23 10:00:00 12 0.54 21.12% 0.24
243 1952/02/29 18:00:00 1952/03/01 12:00:00 19 0.539 21.20% 0.24
244 1959/02/21 09:00:00 1959/02/21 17:00:00 9 0.539 21.29% 0.24
245 1962/02/19 10:00:00 1962/02/21 06:00:00 45 0.539 21.38% 0.24
246 1970/11/30 03:00:00 1970/11/30 23:00:00 21 0.539 21.47% 0.24
247 1969/01/24 07:00:00 1969/01/26 20:00:00 62 0.535 21.55% 0.24
248 1993/03/2801:00:00 1993/03/28 03:00:00 3 0.534 21.64% 0.23
249 2006/03/28 05:00:00 2006/03/29 07:00:00 27 0.534 21.73% 0.23
250 2007/08/26 10:00:00 2007/08/26 11:00:00 2 0.534 21.82% 0.23
251 1958/04/02 22:00:00 1958/04/04 08:00:00 35 0.534 21.90% 0.23
252 1965/02/05 22:00:00 1965/02/06 22:00:00 25 0.533 21.99% 0.23
253 1953/02/23 09:00:00 1953/02/23 17:00:00 9 0.532 22.08% 0.23
254 1958/03/06 09:00:00 1958/03/07 00:00:00 16 0.532 22.16% 0.23
255 1969/02/18 06:00:00 1969/02/18 14:00:00 9 0.532 22.25% 0.23
256 1976/04/15 14:00:00 1976/04/16 10:00:00 21 0.532 22.34% 0.23
257 1977/03/2421:00:00 1977/03/25 14:00:00 18 0.532 22.43% 0.23
258 1977/05/0721:00:00 1977/05/09 08:00:00 36 0.532 22.51% 0.23
259 1977/05/24 04:00:00 1977/05/24 08:00:00 5 0.532 22.60% 0.22
260 1977/12/17 23:00:00 1977/12/18 06:00:00 8 0.532 22.69% 0.22
261 1978/01/19 05:00:00 1978/01/19 11:00:00 7 0.532 22.77% 0.22
262
263
1978/02/05 10:00:00
1979/01/30 17:00:00
1978/02/06 16:00:00
1979/02/02 18:00:00
31 0.532 22.86% 0.22
74 0.532 22.95% 0.22
264 1979/02/14 03:00:00 1979/02/14 05:00:00 3 0.532 23.04% 0.22
265 1979/02/21 00:00:00 1979/02/21 06:00:00 7 0.532 23.12% 0.22
266 1979/03/01 07:00:00 1979/03/01 17:00:00 11 0.532 23.21% 0.22
267 1981/02/25 19:00:00 1981/02/25 23:00:00 5 0.532 23.30% 0.22
268
269
1981/02/2811:00:00
1981/03/05 01:00:00
1981/03/03 01:00:00
1981/03/0520.00:00
63
20
0.532
0.532
23.39%
23.47%
0.22
0.22
270 1982/01/10 19:00:00 1982/01/11 04:00:00 10 0.532 23.56% 0.22
271
272
1982/03/14 12:00:00
1982/09/26 02:00:00
1982/03/14 23:00:00
1982/09/2616:00:00
12
15
0.532
0.532
23.65%
23.73%
0.21
0.21
273 1982/11/09 14:00:00 1982/11/1022:00:00 33 0.532 23.82% 0.21
274 1983/02/08 06:00:00 1 1983/02/08 06:00:00 1 1 1 0.532 1 23.91% 0.21
10/12/2016 10:52 AM 6/25 - - -m - - - - - - - - m- - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date [ End Date Duration Peak Frequency Return Period
275 1983/03/06 05:00:00 1983/03/06 20:00:00 16 0.532 24.00% 0.21
276 1983/03/17 01:00:00 1983/03/19 00:00:00 48 0.532 24.08% 0.21
277 1983/04/18 01:00:00 1983/04/18 08:00:00 8 0.532 24.17% 0.21
278 1983/11/11 17:00:00 1983/11/13 00:00:00 32 0.532 24.26% 0.21
279 1983/12/09 16:00:00 1983/12/09 16:00:00 1 0.532 24.35% 0.21
280 1984/04/27 21:00:00 1984/04/27 22:00:00 2 0.532 24.43% 0.21
281 1984/11/13 08:00:00 1984/11/13 08:00:00 1 0.532 24.52% 0.21
282 1984/11/24 15:00:00 1984/11/24 20:00:00 6 0.532 24.61% 0.21
283 1984/12/07 23:00:00 1984/12/0801:00:00 3 0.532 24.69% 0.21
284 1984/12/18 06:00:00 1984/12/20 03:00:00 46 0.532 24.78% 0.2
285 1984/12/26 13:00:00 1984/12/27 20:00:00 32 0.532 24.87% 0.2
286 1985/10/21 23:00:00 1985/10/21 23:00:00 1 0.532 24.96% 0.2
287 1986/01/31 18:00:00 1986/01/31 22:00:00 5 0.532 25.04% 0.2
288 1986/03/08 15:00:00 1986/03/08 23:00:00 9 0.532 25.13% 0.2
289 1986/03/10 05:00:00 1986/03/11 03:00:00 23 0.532 25.22% 0.2
290 1986/10/09 19:00:00 1986/10/10 00:00:00 6 0.532 25.31% 0.2
291 1987/01/05 09:00:00 1987/01/07 05:00:00 45 0.532 25.39% 0.2
292 1990/01/31 00:00:00 1990/01/31 01:00:00 2 0.532 25.48% 0.2
293 1991/10/26 23:00:00 1991/10/27 11:00:00 13 0.532 25.57% 0.2
294 1992/01/05 08:00:00 1992/01/06 04:00:00 21 0.532 25.65% 0.2
295 1992/03/08 01:00:00 1992/03/08 10:00:00 10 0.532 25.74% 0.2
296 1992/03/27 05:00:00 1992/03/27 05:00:00 1 0.532 25.83% 0.2
297 1994/01/24 22:00:00 1994/01/26 04:00:00 31 0.532 25.92% 0.2
298 1994/01/27 14:00:00 1994/01/27 14:00:00 1 0.532 26.00% 0.2
299 1994/02/07 02:00:00 1994/02/08 06:00:00 29 0.532 26.09% 0.19
300 1994/02/17 06:00:00 1994/02/19 01:00:00 44 0.532 26.18% 0.19
301 1995/01/07 11:00:00 1995/01/08 10:00:00 24 0.532 26.27% 0.19
302 1996/02/25 08:00:00 1996/02/26 18:00:00 35 0.532 26.35% 0.19
303 1997/01/25 14:00:00 1997/01/27 06:00:00 41 0.532 26.44% 0.19
304 2005/02/11 01:00:00 2005/02/13 07:00:00 55 0.532 26.53% 0.19
305 2006/02/1721:00:00 2006/02/19 09:00:00 37 0.532 26.61% 0.19
306 1973/02/11 06:00:00 1973/02/13 02:00:00 45 0.531 26.70% 0.19
307 2000/03/04 17:00:00 2000/03/05 17:00:00 25 0.525 26.79% 0.19
308 2001/12/09 15:00:00 2001/12/09 17:00:00 3 0.525 26.88% 0.19
309 1997/12/06 15:00:00 1997/12/06 17:00:00 3 0.52 26.96% 0.19
310 1966/11/07 12:00:00 1966/11/07 20:00:00 9 0.516 27.05% 0.19
311 1992/01/07 07:00:00 1992/01/0810:00:00 28 0.507 27.14% 0.19
312 1957/01/28 01:00:00 1957/01/29 19:00:00 43 0.504 27.23% 0.19
313 1960/11/12 22:00:00 1960/11/12 23:00:00 2 0.502 27.31% 0.19
314 1954/03/30 03:00:00 1954/03/30 04:00:00 2 0.497 27.40% 0.19
315 1951/11/22 20:00:00 1951/11/23 05:00:00 10 0.494 27.49% 0.18
316 1957/10/13 23:00:00 1957/10/14 07:00:00 9 0.49 27.57% 0.18
317 1952/03/0705:00:00 1952/03/0809:00:00 29 0.487 27.66% 0.18
318 1957/12/16 13:00:00 1957/12/17 05:00:00 17 0.485 27.75% 0.18
319 1967/04/18 18:00:00 1967/04/19 20:00:00 27 0.485 27.84% 0.18
320 1987/02/23 13:00:00 1987/02/2523:00:00 59 0.477 27.92% 0.18
321 1952/01/1718:00:00 1 1952/01/18 07:00:00 14 0.476 1 28.01% 10.18
10/12/2016 10:52 AM 7/25 - mm no - - - - - - moo - an - -
Excel Engineering pea kFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
322 1972/11/11 03:00:00 1972/11/11 09:00:00 7 0.47 28.10% 0.18
323 1969/04/05 20:00:00 1969/04/0521:00:00 2 0.469 28.18% 0.18
324 1969/03/21 11:00:00 1969/03/21 21:00:00 11 0.46 28.27% 0.18
325 1959/04/26 04:00:00 1959/04/26 07:00:00 4 0.453 28.36% 0.18
326 2001/11/24 15:00:00 2001/11/24 17:00:00 3 0.448 28.45% 0.18
327 1996/10/30 12:00:00 1996/10/30 17:00:00 6 0.447 28.53% 0.18
328 1951/12/11 15:00:00 1951/12/12 03:00:00 13 0.447 28.62% 0.18
329 1971/02/23 02:00:00 1971/02/2304:00:00 3 0.446 28.71% 0.18
330 1963/11/15 15:00:00 1963/11/15 18:00:00 4 0.44 28.80% 0.18
331 1954/03/21 14:00:00 1954/03/25 04:00:00 87 0.437 28.88% 0.18
332 1973/02/0704:00:00 1973/02/07 04:00:00 1 0.436 28.97% 0.18
333 2006/02/27 18:00:00 2006/02/28 10:00:00 17 0.433 29.06% 0.17
334 1952/04/10 09:00:00 1952/04/10 21:00:00 13 0.43 29.14% 0.17
335 1956/01/31 09:00:00 1956/01/31 10:00:00 2 0.43 29.23% 0.17
336 1952/01/13 02:00:00 1952/01/13 12:00:00 11 0.43 29.32% 0.17
337 1967/11/21 12:00:00 1967/11/21 13:00:00 2 0.429 29.41% 0.17
338 1975/04/16 11:00:00 1975/04/17 08:00:00 22 0.429 29.49% 0.17
339 1973/03/11 03:00:00 1973/03/12 08:00:00 30 0.429 29.58% 0.17
340 1996/02/2005:00:00 1996/02/21 23:00:00 43 0.429 29.67% 0.17
341 2000/04/17 16:00:00 2000/04/18 09:00:00 18 0.429 29.76% 0.17
342 1998/05/12 15:00:00 1998/05/12 17:00:00 3 0.421 29.84% 0.17
343 1959/02/1602:00:00 1959/02/16 19:00:00 18 0.417 29.93% 0.17
344 1959/12/2022:00:00 1959/12/21 08:00:00 11 0.416 30.02% 0.17
345 1953/10/22 06:00:00 1953/10/22 07:00:00 2 0.411 30.10% 0.17
346 1969/02/2001:00:00 1969/02/20 04:00:00 4 0.409 30.19% 0.17
347 1955/04/30 19:00:00 1955/05/02 09:00:00 39 0.409 30.28% 0.17
348 1958/02/2506:00:00 1958/02/25 08:00:00 3 0.406 30.37% 0.17
349 1957/10/30 20:00:00 1957/10/31 02:00:00 7 0.403 30.45% 0.17
350 1964/12/31 21:00:00 1964/12/31 21:00:00 1 0.402 30.54% 0.17
351 1967/04/21 20:00:00 1967/04/21 23:00:00 4 0.402 30.63% 0.17
352 1992/12/1801:00:00 1992/12/1801:00:00 1 0.402 30.72% 0.17
353 1995/01/15 00:00:00 1995/01/17 08:00:00 57 0.402 30.80% 0.16
354 1995/06/15 19:00:00 1995/06/16 23:00:00 29 0.402 30.89% 0.16
355 1996/01/21 18:00:00 1996/01/22 06:00:00 13 0.402 30.98% 0.16
356 1996/01/31 02:00:00 1996/02/01 23:00:00 46 0.402 31.06% 0.16
357 1999/09/18 16:00:00 1999/09/18 16:00:00 1 0.402 31.15% 0.16
358 2000/10/26 08:00:00 2000/10/27 09:00:00 26 0.402 31.24% 0.16
359 2000/11/30 08:00:00 2000/11/30 08:00:00 1 0.402 31.33% 0.16
360 2004/11/21 06:00:00 2004/11/21 07:00:00 2 0.402 31.41% 0.16
361 2005/09/20 04:00:00 2005/09/20 04:00:00 1 0.402 31.50% 0.16
362 2005/10/16 17:00:00 2005/10/18 09:00:00 41 0.402 31.59% 0.16
363 2005/12/31 15:00:00 2006/01/03 02:00:00 60 0.402 31.68% 0.16
364 2006/03/20 02:00:00 2006/03/21 04:00:00 27 0.402 31.76% 0.16
365 2006/04/04 16:00:00 2006/04/05 07:00:00 16 0.402 31.85% 0.16
366 2006/12/2707:00:00 2006/12/2707:00:00 1 0.402 31.94% 0.16
367 1962/01/12 23:00:00 1962/01/13 00:00:00 2 0.396 32.02% 0.16
368 1964/10/15 10:00:00 1964/10/15 11:00:00 1 2 1 0.396 1 32.11% 10.16
10/12/2016 10:52 AM 8/25 - - - Mon - - - - - - - Mon - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
369 1961/01/26 07:00:00 1961/01/26 15:00:00 9 0.393 32.20% 0.16
370 1976/07/15 11:00:00 1976/07/15 16:00:00 6 0.388 32.29% 0.16
371 1989/03/25 09:00:00 1989/03/26 05:00:00 21 0.388 32.37% 0.16
372 2000/02/20 15:00:00 2000/02/21 17:00:00 27 0.384 32.46% 0.16
373 1980/03/10 14:00:00 1980/03/10 16:00:00 3 0.382 32.55% 0.16
374 1980/03/2521:00:00 1980/03/26 00:00:00 4 0.382 32.64% 0.16
375 1980/04/22 10:00:00 1980/04/23 04:00:00 19 0.382 32.72% 0.16
376 1982/02/09 18:00:00 1982/02/10 19:00:00 26 0.382 32.81% 0.15
377 1975/03/10 11:00:00 1975/03/11 15:00:00 29 0.381 32.90% 0.15
378 1976/12/30 13:00:00 1976/12/31 09:00:00 21 0.381 32.98% 0.15
379 1966/12/06 18:00:00 1966/12/06 20:00:00 3 0.381 33.07% 0.15
380 1974/03/07 09:00:00 1974/03/08 10:00:00 26 0.38 33.16% 0.15
381 1983/12/03 14:00:00 1983/12/0320:00:00 7 0.38 33.25% 0.15
382 1957/12/0501:00:00 1957/12/0520:00:00 20 0.379 33.33% 0.15
383 1951/08/28 06:00:00 1951/08/28 10:00:00 5 0.378 33.42% 0.15
384 1964/03/22 22:00:00 1964/03/24 06:00:00 33 0.378 33.51% 0.15
385 1977/01/05 13:00:00 1977/01/07 06:00:00 42 0.376 33.60% 0.15
386 1958/03/27 12:00:00 1958/03/27 14:00:00 3 0.376 33.68% 0.15
387 1986/01/3002:00:00 1986/01/30 12:00:00 11 0.375 33.77% 0.15
388 1982/01/05 04:00:00 1982/01/05 16:00:00 13 0.375 33.86% 0.15
389 1983/04/29 05:00:00 1983/04/3001:00:00 21 0.375 33.94% 0.15
390 1985/02/09 04:00:00 1985/02/09 12:00:00 9 0.375 34.03% 0.15
391 1952/03/1221:00:00 1952/03/13 08:00:00 12 0.374 34.12% 0.15
392 1955/01/16 07:00:00 1955/01/16 15:00:00 9 0.374 34.21% 0.15
393 1962/02/15 18:00:00 1962/02/16 19:00:00 26 0.374 34.29% 0.15
394 1967/11/26 18:00:00 1967/11/26 18:00:00 1 0.374 34.38% 0.15
395 1969/02/22 02:00:00 1969/02/2211:00:00 10 0.374 34.47% 0.1
396 1971/10/16 01:00:00 1971/10/17 00:00:00 24 0.374 34.55% 0.1
397 1974/05/19 08:00:00 1974/05/19 08:00:00 1 0.374 34.64% 0.1
398 1954/01/12 00:00:00 1954/01/13 01:00:00 26 0.365 34.73% 0.1
399 1972/01/18 21:00:00 1972/01/19 03:00:00 7 0.36 34.82% 0.1
400 1978/12/16 22:00:00 1978/12/19 16:00:00 67 0.36 34.90% 0.1
401 1980/01/17 18:00:00 1980/01/19 01:00:00 32 0.36 34.99% 0.1
402 1980/12/07 10:00:00 1980/12/07 12:00:00 3 0.36 35.08% 0.14
403 1981/12/3006:00:00 1981/12/31 03:00:00 22 0.36 35.17% 0.14
404 1982/01/28 16:00:00 1982/01/2900:00:00 9 0.36 35.25% 0.14
405 1984/12/16 02:00:00 1984/12/16 03:00:00 2 0.36 35.34% 0.14
406 1988/12/15 08:00:00 1988/12/16 14:00:00 31 0.36 35.43% 0.14
407 1998/01/09 15:00:00 1998/01/09 17:00:00 3 0.358 35.51% 0.14
408 1955/02/16 17:00:00 1955/02/17 08:00:00 16 0.356 35.60% 0.14
409 1976/08/30 09:00:00 1976/08/30 12:00:00 4 0.354 35.69% 0.14
410 1978/03/11 17:00:00 1978/03/12 10:00:00 18 0.354 35.78% 0.14
411 1978/11/21 16:00:00 1978/11/22 00:00:00 9 0.354 35.86% 0.14
412 1979/03/27 03:00:00 1979/03/28 09:00:00 31 0.354 35.95% 0.14
413 1981/02/08 16:00:00 1981/02/09 06:00:00 15 0.354 36.04% 0.14
414 1983/03/21 03:00:00 1983/03/22 20:00:00 42 0.354 36.13% 0.14
415 1992/02/06 06:00:00 1992/02/0711:00:00 30 1 0.354 1 36.21% 10.14
10/12/2016 10:52 AM 9/25 - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
416 1992/03/02 05:00:00 1992/03/02 19:00:00 15 0.354 36.30% 0.14
417 1955/02/26 10:00:00 1955/02/27 20:00:00 35 0.35 36.39% 0.14
418
419
1974/01/07 13:00:00
03:00:00
1974/01/08 12:00:00
1968/02/13 10:00:00
24
-- 8
0.349
0.345
36.47°
36.56%
0.14 .
0.14
420 1973/03/06 10:00:00 1973/03/06 23:00:00 14 0.345 36.65% 0.14
421 1973/03/08 10:00:00 1973/03/08 15:00:00 6 0.341 36.74% 0.14
422 1953/04/20 10:00:00 1953/04/20 10:00:00 1 0.334 36.82% 0.14
423 1958/05/11 09:00:00 1958/05/11 15:00:00 7 0.334 36.91% 0.14
424 1998/03/25 16:00:00 1998/03/26 17:00:00 26 0.331 37.00% 0.14
425 1998/03/31 16:00:00 1998/03/31 17:00:00 2 0.331 37.09% 0.14
426 1963/04/17 04:00:00 1963/04/17 11:00:00 8 0.326 37.17% 0.14
427
428
429
2000/02/1217:00:00
1995/02/13120000
1998/12/01 15:00:00
2000/02.1
1995/02/14200000
1998/12/01 18:00:00
25
33
4
0.324
0323
0.323
Q.14__,
$7_
37.43% -
14
.14
430 2004/03/01 21:00:00 2004/03/02 04:00:00 8 0.323 37.52% 0.14
431 2007/02/1110:00:00 2007/02/12 01:00:00 16 0.323 37.61% 0.14
432 1960/03/13 04:00:00 1960/03/13 04:00:00 1 0.316 37.70% 0.13
433 1969/01/2801:00:00 1969/01/28 19:00:00 19 0.316 37.78% 0.13
434
435
1970/03/04 21:00:00
1962/02/07 19:00:00
1970/03/05 00:00:00
1962/02/0901:00:00
4
31
0.315
0.308
37.87%
37.96%-
0.13 .
.13
436 1963/03/28 09:00:00 1963/03/28 10:00:00 2 0.303 38.05% 0.13
437 1975/11/27 13:00:00 1975/11/28 22:00:00 34 0.3 38.13% 0.13
438 1957/04/20 14:00:00 1957/04/21 03:00:00 14 0.297 38.22% 0.13
439 1955/11/14 05:00:00 1955/11/14 08:00:00 4 0.292 38.31% 0.13
440 1955/04/22 01:00:00 1955/04/22 09:00:00 9 0.29 38.39% 0.13
441
442
1970/02/10 01:00:00
197V12/2715:00:00
1970/02/11 03:00:00
1971/12/28 14:00:00
27
24
0.29
0.288
38.48%
38.57%
0.13_________________________
0.13
443 1951/10/08 07:00:00 1951/10/08 07:00:00 1 0.287 38.66% 0.13
444 1957/01/20 17:00:00 1957/01/20 17:00:00 1 0.287 38.74% 0.13
445 1962/03/06 06:00:00 1962/03/0620:00:00 15 0.287 38.83% 0.13
446 1974/10/28 09:00:00 1974/10/29 10:00:00 26 0.287 38.92% 0.13
447 1976/02/08 12:00:00 1976/02/10 11:00:00 48 0.287 39.01% 0.13
448 1976/03/03 00:00:00 1976/03/03 02:00:00 3 0.287 39.09% 0.13
449 1992/12/2716:00:00 1992/12/28 03:00:00 12 0.287 39.18% 0.13
450 1992/12/29 12:00:00 1992/12/29 18:00:00 7 0.287 39.27% 0.13
451 1993/01/10 11:00:00 1993/01/10 13:00:00 3 0.287 39.35% 0.13
452 1995/05/01 12:00:00 1995/05/01 12:00:00 1 0.287 39.44% 0.13
453 1995/12/2309:00:00 1995/12/23 09:00:00 1 0.287 39.53% 0.13
454 1996/02/27 20:00:00 1996/02/2721:00:00 2 0.287 39.62% 0.13
455 1996/10/01 10:00:00 1996/10/01 10:00:00 1 0.287 39.70% 0.13
456 1997/01/23 02:00:00 1997/01/23 21:00:00 20 0.287 39.79% 0.13
457 1998/11/28 06:00:00 1998/11/28 23:00:00 18 0.287 39.88% 0.13
458 1999/01/31 10:00:00 1999/02/01 08:00:00 23 0.287 39.97% 0.13
459 1999/03/25 13:00:00 1999/03/25 19:00:00 7 0.287 40.05% 0.13
460 1999/06/02 01:00:00 1999/06/02 08:00:00 8 0.287 40.14% 0.13
461 1999/06/03 23:00:00 1999/06/03 23:00:00 1 0.287 40.23% 0.13
462 1 2000/10/30 23:00:00 2000/10/30 23:00:00 1 0.287 1 40.31% .13
10/12/2016 10:52 AM 10/25
an IMII - - - - - ,- - - - - - on an - - - - :
Excel Engineering pea kFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
463 2004/04/17 13:00:00 2004/04/17 13:00:00 1 0.287 40.40% 0.13
464 2006/05/22 03:00:00 2006/05/22 07:00:00 5 0.287 40.49% 0.13
465 1996/12/09 14:00:00 1996/12/12 03:00:00 62 0.284 40.58% 0.13
466 1966/02/06 09:00:00 1966/02/06 16:00:00 8 0.279 40.66% 0.12
467 1966/10/10 12:00:00 1966/10/10 13:00:00 2 0.279 40.75% 0.12
468 1952/12/20 09:00:00 1952/12/20 13:00:00 5 0.273 40.84% 0.12
469 1998/02/19 16:00:00 1998/02/19 17:00:00 2 0.271 40.92% 0.12
470 1998/04/11 16:00:00 1998/04/11 17:00:00 2 0.271 41.01% 0.12
471 2007/02/28 04:00:00 2007/03/01 00:00:00 21 0.264 41.10% 0.12
472 1976/04/04 02:00:00 1976/04/05 00:00:00 23 0.261 41.19% 0.12
473 1957/06/10 01:00:00 1957/06/10 04:00:00 4 0.259 41.27% 0.12
474 1957/01/07 12:00:00 1957/01/07 17:00:00 6 0.257 41.36% 0.12
475 1953/04/27 19:00:00 1953/04/27 23:00:00 5 0.257 41.45% 0.12
476 1951/10/10 23:00:00 1951/10/10 23:00:00 1 0.256 41.54% 0.12
477 1952/04/0722:00:00 1952/04/0804:00:00 7 0.256 41.62% 0.12
478 1958/11/11 05:00:00 1958/11/11 05:00:00 1 0.256 41.71% 0.12
479 1974/12/28 06:00:00 1974/12/29 08:00:00 27 0.256 41.80% 0.12
480 1965/01/24 05:00:00 1965/01/24 07:00:00 3 0.255 41.88% 0.12
481 1955/03/10 22:00:00 1955/03/11 02:00:00 5 0.253 41.97% 0.12
482 1961/11/20 14:00:00 1961/11/20 17:00:00 4 0.251 42.06% 0.12
483 1963/09/04 06:00:00 1963/09/04 10:00:00 5 0.25 42.15% 0.12
484 1968/11/14 16:00:00 1968/11/14 21:00:00 6 0.25 42.23% 0.12
485 1964/12/27 06:00:00 1964/12/28 15:00:00 34 0.247 42.32% 0.12
486 1957/01/26 03:00:00 1957/01/26 07:00:00 5 0.245 42.41% 0.12
487 2001/03/06 16:00:00 2001/03/06 17:00:00 2 0.244 42.50% 0.12
488 1956/02/23 09:00:00 1956/02/24 09:00:00 25 0.242 42.58% 0.1
489 1965/03/06 22:00:00 1965/03/06 22:00:00 1 0.239 42.67% 0.12
490 1952/12/28 07:00:00 1952/12/2808:00:00 2 0.235 42.76% 0.1
491 1998/01/10 17:00:00 1998/01/10 17:00:00 1 0.235 42.84% 0.1
492 2001/03/10 17:00:00 2001/03/10 17:00:00 1 0.235 42.93% 0.12
493 1957/04/1801:00:00 1957/04/18 02:00:00 2 0.233 43.02% 0.1
494 1967/01/24 12:00:00 1967/01/24 22:00:00 11 0.224 43.11% 0.1
495 1951/10/15 09:00:00 1951/10/15 09:00:00 1 0.224 43.19% 0.12
496 1954/12/03 09:00:00 1954/12/0323:00:00 15 0.224 43.28% 0.1
497 1955/01/30 22:00:00 1955/01/31 06:00:00 9 0.224 43.37% 0.1
498 1960/11/26 16:00:00 1960/11/26 20:00:00 5 0.224 43.46% 0.1
499 1961/11/25 00:00:00 1961/11/25 20:00:00 21 0.224 43.54% 0.1
500 1964/03/02 08:00:00 1964/03/02 12:00:00 5 0.224 43.63% 0.1
501 1965/12/12 18:00:00 1965/12/13 10:00:00 17 0.224 43.72% 0.1
502 1965/12/14 15:00:00 1965/12/1608:00:00 42 0.224 43.80% 0.1
503 1965/12/31 08:00:00 1965/12/31 23:00:00 16 0.224 43.89% 0.1
504 1966/01/19 23:00:00 1966/01/19 23:00:00 1 0.224 43.98% 0.1
505 1967/03/29 06:00:00 1967/03/29 06:00:00 1 0.224 44.07% 0.1
506 1967/03/31 10:00:00 1967/03/31 12:00:00 3 0.224 44.15% 0.1
507 1969/03/13 01:00:00 1969/03/13 01:00:00 1 0.224 44.24% 0.1
508 1970/04/27 10:00:00 1970/04/27 10:00:00 1 0.224 1 44.33% 0.1
509 1 1971/12/0401:00:00 1971/12/0402:00:00 1 2 1 0.224 1 44.42% 10.11
10/12/2016 10:52 AM 11/25 - - - - - - - - - IMI - - - an - .- - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
510 1972/01/09 08:00:00 1972/01/09 08:00:00 1 0.224 44.50% 0.11
511 1973/11/1703:00:00 1973/11/1821:00:00 43 0.224 44.59% 0.11
512 1973/12/01 18:00:00 1973/12/01 18:00:00 1 0.224 44.68% 0.11
513 1974/01/01 04:00:00 1974/01/01 06:00:00 3 0.224 44.76% 0.11
514 1975/02/09 05:00:00 1975/02/10 00:00:00 20 0.224 44.85% 0.11
515 1975/03/22 08:00:00 1975/03/22 09:00:00 2 0.224 44.94% 0.11
516 1976/05/07 00:00:00 1976/05/07 00:00:00 1 0.224 45.03% 0.11
517 1976/06/01 08:00:00 1976/06/01 08:00:00 1 0.224 45.11% 0.11
518 1976/06/10 09:00:00 1976/06/10 09:00:00 1 0.224 45.20% 0.1
519 1976/06/30 16:00:00 1976/06/30 16:00:00 1 0.224 45.29% 0.1
520 1976/07/26 23:00:00 1976/07/27 00:00:00 2 0.224 45.38% 0.1
521 1976/11/1200:00:00 1976/11/1205:00:00 6 0.224 45.46% 0.1
522 1976/11/27 10:00:00 1976/11/27 10:00:00 1 0.224 45.55% 0.11
523 1977/01/26 00:00:00 1977/01/26 00:00:00 1 0.224 45.64% 0.11
524 1977/01/29 01:00:00 1977/01/29 02:00:00 2 0.224 45.72% 0.11
525 1977/02/22 01:00:00 1977/02/22 04:00:00 4 0.224 45.81% 0.11
526 1977/02/24 14:00:00 1977/02/24 22:00:00 9 0.224 45.90% 0.11
527 1977/03/16 12:00:00 1977/03/20 10:00:00 95 0.224 45.99% 0.11
528 1977/03/21 10:00:00 1977/03/21 10:00:00 1 0.224 46.07% 0.11
529 1977/03/22 12:00:00 1977/03/22 12:00:00 1 0.224 46.16% 0.11
530 1977/05/12 09:00:00 1977/05/12 09:00:00 1 0.224 46.25% 0.11
531 1977/07/14 08:00:00 1977/07/14 08:00:00 1 0.224 46.34% 0.11
532 1977/07/15 14:00:00 1977/07/15 14:00:00 1 0.224 46.42% 0.11
533 1977/07/20 09:00:00 1977/07/20 09:00:00 1 0.224 46.51% 0.11
534 1977/07/22 11:00:00 1977/07/22 11:00:00 1 0.224 46.60% 0.11
535 1977/07/27 12:00:00 1977/07/27 12:00:00 1 0.224 46.68% 0.11
536 1977/09/05 06:00:00 1977/09/05 06:00:00 1 0.224 46.77% 0.1
537 1977/09/0921:00:00 1977/09/0921:00:00 1 0.224 46.86% 0.1
538 1977/10/05 18:00:00 1977/10/05 18:00:00 1 0.224 46.95% 0.1
539 1977/12/23 03:00:00 1977/12/23 03:00:00 1 0.224 47.03% 0.1
540 1977/12/2516:00:00 1977/12/26 21:00:00 30 0.224 47.12% 0.1
541 1978/01/30 10:00:00 1978/01/30 22:00:00 13 0.224 47.21% 0.1
542 1978/03/22 14:00:00 1978/03/23 13:00:00 24 0.224 47.29% 0.1
543 1978/04/02 18:00:00 1978/04/02 18:00:00 1 0.224 47.38% 0.11
544 1978/04/07 01:00:00 1978/04/0701:00:00 1 0.224 47.47% 0.11
545 1978/04/08 11:00:00 1978/04/08 16:00:00 6 0.224 47.56% 0.11
546 1978/04/15 19:00:00 1978/04/15 20:00:00 2 0.224 47.64% 0.11
547 1978/04/25 16:00:00 1978/04/25 16:00:00 1 0.224 47.73% 0.11
548 1978/09/16 11:00:00 1978/09/16 11:00:00 1 0.224 47.82% 0.11
549 1978/11/10 15:00:00 1978/11/12 09:00:00 43 0.224 47.91% 0.11
550 1978/11/13 20:00:00 1978/11/13 20:00:00 1 0.224 47.99% 0.11
551 1978/11/1509:00:00 1978/11/1509:00:00 1 0.224 48.08% 0.11
552 1978/11/24 08:00:00 1978/11/24 12:00:00 5 0.224 48.17% 0.11
553 1978/12/01 18:00:00 1978/12/01 18:00:00 1 0.224 48.25% 0.11
554 1979/01/09 10:00:00 1979/01/09 13:00:00 4 0.224 48.34% 0.11
555 1979/01/17 10:00:00 1979/01/19 03:00:00 42 0.224 48.43% 0.11
556 1979/01/25 14:00:00 1979/01/25 14:00:00 1 1 0.224 48.52% 10.1
10/12/2016 10:52 AM 12/25 - - 111111101 - - - - - mm - - - - - - - - - :
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
557 1979/02/23 01:00:00 1979/02123 04:00:00 4 0.224 48.60% 0.1
558 1979/05/07 10:00:00 1979/05/07 10:00:00 1 0.224 48.69% 0.1
559 1979/08/19 14:00:00 1979/08/19 14:00:00 1 0.224 48.78% 0.1
560 1979/10/04 22:00:00 1979/10/04 22:00:00 1 0.224 48.87% 0.1
561 1979/10/20 01:00:00 1979/10/20 15:00:00 15 0.224 48.95% 0.1
562 1979/11/04 22:00:00 1979/11/0422:00:00 1 0.224 49.04% 0.1
563 1979/11/12 11:00:00 1979/11/12 11:00:00 1 0.224 49.13% 0.1
564 1979/12/21 05:00:00 1979/12/21 11:00:00 7 0.224 49.21% 0.1
565 1979/12/25 09:00:00 1979/12/25 09:00:00 1 0.224 49.30% 0.1
566 1980/01/07 07:00:00 1980/01/07 07:00:00 1 0.224 49.39% 0.1
567 1980/01/14 00:00:00 1980/01/14 00:00:00 0.224 49.48% 0.1
568 1980/03/18 16:00:00 1980/03/18 16:00:00 1 0.224 49.56% 0.1
569 1980/03/21 09:00:00 1980/03/21 22:00:00 14 0.224 49.65% 0.1
570 1980/04/01 15:00:00 1980/04/01 15:00:00 1 0.224 49.74% 0.1
571 1980/04/21 02:00:00 1980/04/21 02:00:00 1 0.224 49.83% 0.1
572 1980/04/28 15:00:00 1980/04/29 08:00:00 18 0.224 49.91% 0.1
573 1980/05/02 10:00:00 1980/05/02 10:00:00 1 0.224 50.00% 0.1
574 1980/05/08 10:00:00 1980/05/08 10:00:00 1 0.224 50.09% 0.1
575 1980/05/09 12:00:00 1980/05/09 12:00:00 1 0.224 50.17% 0.1
576 1980/05/10 12:00:00 1980/05/10 12:00:00 1 0.224 50.26% 0.1
577 1980/12/04 10:00:00 1980/12/05 08:00:00 23 0.224 50.35% 0.1
578 1981/01/11 06:00:00 1981/01/11 06:00:00 1 0.224 50.44% 0.1
579 1981/01/12 10:00:00 1981/01/12 10:00:00 1 0.224 50.52% 0.1
580 1981/03/10 17:00:00 1981/03/10 17:00:00 1 0.224 50.61% 0.1
581 1981/03/14 12:00:00 1981/03/14 12:00:00 1 0.224 50.70% 0.1
582 1981/03/18 16:00:00 1981/03/18 16:00:00 1 0.224 50.79% 0.1
583 1981/04/02 04:00:00 1981/04/02 09:00:00 6 0.224 50.87% 0.1
584 1981/04/18 20:00:00 1981/04/19 05:00:00 10 0.224 50.96% 0.1
585 1981/04/26 17:00:00 1981/04/26 17:00:00 1 0.224 51.05% 0.1
586 1981/05/01 11:00:00 1981/05/01 11:00:00 1 0.224 51.13% 0.1
587 1981/10/11 06:00:00 1981/10/11 06:00:00 1 0.224 51.22% 0.1
588 1981/11/16 12:00:00 1981/11/16 12:00:00 1 0.224 51.31% 0.1
589 1981/12/21 01:00:00 1981/12/21 01:00:00 1 0.224 51.40% 0.1
590 1982/0210812:00:00 1982/02/08 12:00:00 1 0.224 51.48% 0.1
591 1982/02117 01:00:00 1982/02/17 01:00:00 1 0.224 51.57% 0.1
592 1982/03/25 20:00:00 1982/03/26 04:00:00 9 0.224 51.66% 0.1
593 1982/03/28 19:00:00 1982/03/29 01:00:00 7 0.224 51.75% 0.1
594 1982/04/04 11:00:00 1982/04/04 11:00:00 1 0.224 51.83% 0.1
595 1982104/1119:00:00 1982/04/11 19:00:00 1 0.224 51.92% 0.1
596 1982/05/06 13:00:00 1982/05/06 13:00:00 1 0.224 52.01% 0.1
597 1982/06/17 12:00:00 1982/06/17 12:00:00 1 0.224 52.09% 0.1
598 1982/09/15 06:00:00 1982/09/15 06:00:00 1 0.224 52.18% 0.1
599 1982/09/16 10:00:00 1982/09/17 12:00:00 27 0.224 52.27% 0.1
600 1982/10/26 06:00:00 1982/10/26 06:00:00 1 0.224 52.36% 0.1
601 1982/11/18 23:00:00 1982/11/19 07:00:00 9 0.224 52.44% 0.1
602 1982/11/20 09:00:00 1982/11/20 09:00:00 1 0.224 52.53% 0.1
603 1 1982/11/29 10:00:00 1 1982/11/30 13:00:00 1 28 1 0.224 1 52.62% 10.1
10/12/2016 10:52 AM 13/25 - m- - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowStatistics Pre. csv
Rank Start Date End Date ] Duration Peak Frequency Return Period
604 1982/12/29 18:00:00 1982/12/29 20:00:00 3 0.224 52.71% 0.1
605 1983/01/05 08:00:00 1983/01/05 08:00:00 1 0.224 52.79% 0.1
606 1983/01/17 05:00:00 1983/01/17 05:00:00 1 0.224 52.88% 0.1
607 1983/01/18 10:00:00 1983/01/19 09:00:00 24 0.224 52.97% 0.1
608 1983/01/22 14:00:00 1983/01/23 12:00:00 23 0.224 53.05% 0.1
609 1983/01/24 18:00:00 1983/01/25 16:00:00 23 0.224 53.14% 0.1
610 1983/02/02 14:00:00 1983/02/03 16:00:00 27 0.224 53.23% 0.1
611 1983/02/061 :00:00 1983/02/07 05:00:00 19 0.224 53.32% 0.1
612 1983/02/23 23:00:00 1983/02/2422:00:00 24 0.224 53.40% 0.1
613 1983/03/28 07:00:00 1983/03/28 07:00:00 1 0.224 53.49% 0.1
614 1983/04/12 06:00:00 1983/04/13 08:00:00 27 0.224 53.58% 0.09
615 1983/05/01 08:00:00 1983/05/02 07:00:00 24 0.224 53.66% 0.09
616 1983/05/06 08:00:00 1983/05/06 08:00:00 1 0.224 53.75% 0.09
617 1983/08/06 04:00:00 1983/08/06 04:00:00 1 0.224 53.84% 0.09
618 1983/08/18 07:00:00 1983/08/18 10:00:00 4 0.224 53.93% 0.09
619 1983/10/07 08:00:00 1983/10/08 02:00:00 19 0.224 54.01% 0.09
620 1983/11/17 23:00:00 1983/11/17 23:00:00 1 0.224 54.10% 0.09
621 1983/11/20 07:00:00 1983/11/20 19:00:00 13 0.224 54.19% 0.09
622 1983/12/15 13:00:00 1983/12/15 13:00:00 1 0.224 54.28% 0.09
623 1983/12/19 14:00:00 1983/12/19 14:00:00 1 0.224 54.36% 0.09
624 1984/01/04 15:00:00 1984/01/04 15:00:00 1 0.224 54.45% 0.09
625 1984/01/15 16:00:00 1984/01/16 07:00:00 16 0.224 54.54% 0.09
626 1984/02/10 04:00:00 1984/02/10 04:00:00 1 0.224 54.62% 0.09
627 1984/07/15 14:00:00 1984/07/15 14:00:00 1 0.224 54.71% 0.09
628 1984/11/08 06:00:00 1984/11/08 06:00:00 1 0.224 54.80% 0.09
629 1984/11/16 14:00:00 1984/11/16 14:00:00 1 0.224 54.89% 0.09
630 1984/11/23 05:00:00 1984/11/23 05:00:00 1 0.224 54.97% 0.09
631 1984/12/0307:00:00 1984/12/03 09:00:00 3 0.224 55.06% 0.09
632 1984/12/10 19:00:00 1984/12/11 05:00:00 11 0.224 55.15% 0.09
633 1984/12/1220:00:00 1984/12/12 20:00:00 1 0.224 55.24% 0.09
634 1985/01/07 10:00:00 1985/01/08 02:00:00 17 0.224 55.32% 0.09
635 1985/01/28 14:00:00 1985/01/29 01:00:00 12 0.224 55.41% 0.09
636 1985/02/02 02:00:00 1985/02/02 11:00:00 10 0.224 55.50% 0.09
637 1985/02/03 21:00:00 1985/02/03 21:00:00 1 0.224 55.58% 0.09
638 1985/02/20 19:00:00 1985/02/20 19:00:00 1 0.224 55.67% 0.09
639 1985/03/27 06:00:00 1985/03/28 11:00:00 30 0.224 55.76% 0.09
640 1985/04/21 17:00:00 1985/04/21 17:00:00 1 0.224 55.85% 0.09
641 1985/09/18 11:00:00 1985/09/18 12:00:00 2 0.224 55.93% 0.09
642 1985/10/06 06:00:00 1985/10/06 06:00:00 1 0.224 56.02% 0.09
643 1985/10/07 09:00:00 1985/10/07 09:00:00 1 0.224 56.11% 0.09
644 1985/12/02 10:00:00 1985/12/0223:00:00 14 0.224 56.20% 0.09
645 1986/02/0721:00:00 1986/02/08 13:00:00 17 0.224 56.28% 0.09
646 1986/02/13 07:00:00 1986/02/13 12:00:00 6 0.224 56.37% 0.09
647 1986/02/1705:00:00 1986/02/1705:00:00 1 0.224 56.46% 10.09
648 1986/02/2306:00:00 1986/02/23 06:00:00 1 0.224 56.54% 0.09
649 1986/03/01 07:00:00 1986/03/01 07:00:00 1 0.224 56.63% 10.09
650 1986/03/12 10:00:00 1986/03/12 13:00:00 4 0.224 56.72% 10.09
10/12/2016 10:52 AM 14/25 - 101111111 - - - - - - - - - - - - - - - - :
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
651 1986/03/13 18:00:00 1986/03/14 02:00:00 9 0.224 56.81% 0.09
652 1986/04/01 08:00:00 1986/04/01 08:00:00 1 0.224 56.89% 0.09
653 1986/04/06 00:00:00 1986/04/06 10:00:00 11 0.224 56.98% 0.09
654 1986/10/11 07:00:00 1986/10/11 07:00:00 1 0.224 57.07% 0.09
655 1986/11/05 12:00:00 1986/11/05 12:00:00 1 0.224 57.16% 0.09
656 1986/12/06 05:00:00 1986/12/07 03:00:00 23 0.224 57.24% 0.09
657 1987/01/28 07:00:00 1987/01/28 07:00:00 1 0.224 57.33% 0.09
658 1987/02/03 12:00:00 1987/02/03 12:00:00 1 0.224 57.42% 0.09
659 1987/02/05 11:00:00 1987/02/05 11:00:00 1 0.224 57.50% 0.09
660 1987/03/05 19:00:00 1987/03/06 13:00:00 19 0.224 57.59% 0.09
661 1987/03/15 08:00:00 1987/03/15 09:00:00 2 0.224 57.68% 0.09
662 1987/03/22 00:00:00 1987/03/22 02:00:00 3 0.224 57.77% 0.09
663 1987/03/2421:00:00 1987/03/25 20:00:00 24 0.224 57.85% 0.09
664 1987/07/17 08:00:00 1987/07/17 11:00:00 4 0.224 57.94% 0.09
665 1987/08/14 09:00:00 1987/08/14 09:00:00 1 0.224 58.03% 0.09
666 1987/10/23 06:00:00 1987/10/23 06:00:00 1 0.224 58.12% 0.09
667 1987/10/28 00:00:00 1987/10/28 00:00:00 1 0.224 58.20% 0.09
668 1987/10/31 05:00:00 1987/10/31 23:00:00 19 0.224 58.29% 0.09
669 1987/11/02 04:00:00 1987/11/02 04:00:00 1 0.224 58.38% 0.09
670 1987/11/04 18:00:00 1987/11/05 10:00:00 17 0.224 58.46% 0.09
671 1987/11/14 01:00:00 1987/11/14 01:00:00 1 0.224 58.55% 0.09
672 1987/11/17 21:00:00 1987/11/17 21:00:00 1 0.224 58.64% 0.09
673 1987/12/11 05:00:00 1987/12/11 05:00:00 1 0.224 58.73% 0.09
674 1987/12/19 18:00:00 1987/12/19 18:00:00 1 0.224 58.81% 0.09
675 1987/12/29 11:00:00 1987/12/30 04:00:00 18 0.224 58.90% 0.09
676 1988/01/05 13:00:00 1988/01/05 17:00:00 5 0.224 58.99% 0.09
677 1988/02/0200:00:00 1988/02/02 16:00:00 17 0.224 59.08% 0.09
678 1988/02/2921:00:00 1988/02/2921:00:00 1 0.224 59.16% 0.09
679 1988/04/18 04:00:00 1988/04/18 04:00:00 1 0.224 59.25% 0.09
680 1988/04/22 10:00:00 1988/04/23 10:00:00 25 0.224 59.34% 0.09
681 1988/05/29 06:00:00 1988/05/29 06:00:00 1 0.224 59.42% 0.09
682 1988/11/10 11:00:00 1988/11/11 08:00:00 22 0.224 59.51% 0.09
683 1988/11/23 23:00:00 1988/11/24 04:00:00 6 0.224 59.60% 0.09
684 1988/12/18 12:00:00 1988/12/18 19:00:00 8 0.224 59.69% 0.09
685 1988/12/2222:00:00 1988/12/22 23:00:00 2 0.224 59.77% 0.09
686 1988/12/27 22:00:00 1988/12/28 10:00:00 13 0.224 59.86% 0.09
687 1989/01/05 18:00:00 1989/01/05 18:00:00 1 0.224 59.95% 0.08
688 1989/01/07 15:00:00 1989/01/07 16:00:00 2 0.224 60.03% 0.08
689 1989/01/23 19:00:00 1989/01/23 20:00:00 2 0.224 60.12% 0.08
690 1989/02/02 06:00:00 1989/02/02 08:00:00 3 0.224 60.21% 0.08
691 1989/02/03 21:00:00 1989/02/04 16:00:00 20 0.224 60.30% 0.08
692 1989/02/09 14:00:00 1989/02/10 04:00:00 15 0.224 60.38% 0.08
693 1989/03/02 09:00:00 1989/03/02 18:00:00 10 0.224 60.47% 0.08
694 1989/05/14 06:00:00 1989/05/15 06:00:00 25 0.224 60.56% 0.08
695 1989/06/04 06:00:00 1989/06/04 06:00:00 1 0.224 60.65% 0.08
696 1989/11/26 10:00:00 1989/11/26 10:00:00 1 0.224 60.73% 10.08
697 1 1989/12/01 10:00:00 1 1989/12/0110:00:00 1 1 0.224 1 60.82% 10.08
10/12/2016 10:52 AM 15/25 - - - - - - - - - - - - - - MI - - - -
Excel Engineering pea kFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
698 1990/01/02 06:00:00 1990/01/02 09:00:00 4 0.224 60.91% 0.08
699 1990/01/13 10:00:00 1990/01/14 10:00:00 25 0.224 60.99% 0.08
700 1990/01/18 13:00:00 1990/01/18 13:00:00 1 0.224 61.08% 0.08
701 1990/01/22 10:00:00 1990/01/22 10:00:00 1 0.224 61.17% 0.08
702 1990/02/04 10:00:00 1990/02/04 13:00:00 4 0.224 61.26% 0.08
703 1990/04/16 20:00:00 1990/04/17 13:00:00 18 0.224 61.34% 0.08
704 1990/05/13 16:00:00 1990/05/13 16:00:00 1 0.224 61.43% 0.08
705 1990/05/28 05:00:00 1990/05/28 13:00:00 9 0.224 61.52% 0.08
706 1990/06/09 13:00:00 1990/06/10 13:00:00 25 0.224 61.61% 0.08
707 1990/08/15 07:00:00 1990/08/15 07:00:00 0.224 61.69% 0.08
708 1990/12/20 07:00:00 1990/12/20 07:00:00 0.224 61.78% 0.08
709 1991/01/03 21:00:00 1991/01/03 21:00:00 0.224 61.87% 0.08
710 1991/03/11 02:00:00 1991/03/11 02:00:00 1 0.224 61.95% 0.08
711 1991/03/13 19:00:00 1991/03/13 19:00:00 1 0.224 62.04% 0.08
712 1991/03/15 13:00:00 1991/03/15 14:00:00 2 0.224 62.13% 0.08
713 1991/07/31 11:00:00 1991/07/31 11:00:00 1 0.224 62.22% 0.08
714 1991/12/09 10:00:00 1991/12/09 10:00:00 1 0.224 62.30% 0.08
715 1991/12/18 03:00:00 1991/12/18 03:00:00 1 0.224 62.39% 0.08
716 1991/12/19 10:00:00 1991/12/19 10:00:00 1 0.224 62.48% 0.08
717 1991/12/28 01:00:00 1991/12/28 03:00:00 3 0.224 62.57% 0.08
718 1992/01/0308:00:00 1992/01/04 03:00:00 20 0.224 62.65% 0.08
719 1992/02/10 00:00:00 1992/02/1005:00:00 6 0.224 62.74% 0.08
720 1992/03/29 12:00:00 1992/03/29 12:00:00 1 0.224 62.83% 0.08
721 1992/03/3114:00:00 1992/03/31 14:00:00 1 0.224 62.91% 0.08
722 1992/05/05 23:00:00 1992/05/05 23:00:00 1 0.224 63.00% 0.08
723 1992/05/17 17:00:00 1992/05/17 17:00:00 1 0.224 63.09% 0.08
724 1997/01/02 04:00:00 1997/01/02 04:00:00 1 0.224 63.18% 0.08
725 1997/01/03 05:00:00 1997/01/03 10:00:00 6 0.224 63.26% 0.08
726 1971/01/12 18:00:00 1971/01/13 07:00:00 14 0.224 63.35% 0.08
727 1971/03/13 06:00:00 1971/03/13 07:00:00 2 0.224 63.44% 0.08
728 1955/01/01 22:00:00 1955/01/01 23:00:00 2 0.223 63.53% 0.08
729 1969/12/0823:00:00 1969/12/09 00:00:00 2 0.222 63.61% 0.08
730 1974/03/02 08:00:00 1974/03/03 10:00:00 27 0.221 63.70% 0.08
731 1995/03/21 10:00:00 1995/03/21 14:00:00 5 0.219 63.79% 0.08
732 2007/12/0703:00:00 2007/12/0901:00:00 47 0.218 63.87% 0.08
733 1993/12/1115:00:00 1993/12/12 00:00:00 10 0.216 63.96% 0.08
734 1996/01/16 18:00:00 1996/01/16 22:00:00 5 0.216 64.05% 0.08
735 1996/03/12 16:00:00 1996/03/13 22:00:00 31 0.216 64.14% 0.08
736 1998/12/06 04:00:00 1998/12/0606:00:00 3 0.216 64.22% 0.08
737 2007/02/2220:00:00 2007/02/2221:00:00 2 0.216 64.31% 0.08
738 2007/12/18 21:00:00 2007/12/1913:00:00 17 0.216 64.40% 0.08
739 1962/05/27 11:00:00 1962/05/27 11:00:00 1 0.209 64.49% 0.08
740 1957/10/21 00:00:00 1957/10/21 04:00:00 5 0.208 64.57% 0.08
741 1964/11/09 12:00:00 1964/11/09 14:00:00 3 0.208 64.66% 0.08
742 1965/03/12 14:00:00 1965/03/13 18:00:00 29 0.208 64.75% 0.08
743 1973/02/03 20:00:00 1973/02/03 21:00:00 2 0.208 64.83% 10.08
744 1 1997/12/18 17:00:00 1 1997/12/18 17:00:00 1 1 0.207 1 64.92% 10.08
10/12/2016 10:52 AM 16/25 - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
745 1998/03/13 17:00:00 1998/03/13 17:00:00 0.207 65.01% 0.08
746 2000/02/11 17:00:00 2000/02/11 17:00:00 0.207 65.10% 0.08
747 2003/02/27 17:00:00 2003/02/27 17:00:00 0.207 65.18% 0.08
748 1959/02/0801:00:00 1959/02/08 17:00:00 17 0.206 65.27% 0.08
749 1971/12/2204:00:00 1971/12/22 22:00:00 19 0.198 65.36% 0.08
750 1960/11/03 12:00:00 1960/11/03 20:00:00 9 0.197 65.45% 0.08
751 1975/12/20 13:00:00 1975/12/20 15:00:00 3 0.195 65.53% 0.08
752 1953/11/14 15:00:00 1953/11/15 08:00:00 18 0.19 65.62% 0.08
753 1956/05/09 08:00:00 1956/05/09 23:00:00 16 0.19 65.71% 0.08
754 1960/04/23 07:00:00 1960/04/24 06:00:00 24 0.19 65.79% 0.08
755 1963/12/09 18:00:00 1963/12/0923:00:00 6 0.19 65.88% 0.08
756 1972/10/19 02:00:00 1972/10/20 14:00:00 37 0.19 65.97% 0.08
757 1973/03/26 06:00:00 1973/03/26 06:00:00 1 0.19 66.06% 0.08
758 1975/02/03 07:00:00 1975/02/05 00:00:00 42 0.19 66.14% 0.08
759 1973/01/09 10:00:00 1973/01/10 00:00:00 15 0.188 66.23% 0.08
760 1972/12/04 11:00:00 1972/12/0418:00:00 8 0.184 66.32% 0.08
761 1995/01/21 02:00:00 1995/01/21 04:00:00 3 0.182 66.40% 0.08
762 1957/05/20 23:00:00 1957/05/21 06:00:00 8 0.181 66.49% 0.08
763 1999/04/11 18:00:00 1999/04/12 03:00:00 10 0.18 66.58% 0.08
764 1993/02/23 16:00:00 1993/02/2407:00:00 16 0.18 66.67% 0.08
765 1962/05/14 17:00:00 1962/05/15 02:00:00 10 0.18 66.75% 0.08
766 1952/01/2502:00:00 1952/01/25 10:00:00 9 0.18 66.84% 0.08
767 2001/02/20 17:00:00 2001/02/20 17:00:00 1 0.179 66.93% 0.08
768 1969/01/18 20:00:00 1969/01/20 09:00:00 38 0.176 67.02% 0.08
769 2008/02/2406:00:00 2008/02/24 12:00:00 7 0.176 67.10% 0.08
770 1957/04/22 11:00:00 1957/04/22 11:00:00 1 0.176 67.19% 0.08
771 1958/03/11 00:00:00 1958/03/12 05:00:00 30 0.176 67.28% 0.08
772 1963/10/16 09:00:00 1963/10/16 10:00:00 2 0.176 67.36% 0.08
773 1968/01/27 23:00:00 1968/01/28 00:00:00 2 0.176 67.45% 0.08
774 1969/03/09 02:00:00 1969/03/09 02:00:00 1 0.176 67.54% 0.08
775 1963/02/14 09:00:00 1963/02/14 10:00:00 2 0.172 67.63% 0.08
776 1996/12/27 14:00:00 1996/12/28 05:00:00 16 0.17 67.71% 0.08
777 1999/02/04 07:00:00 1999/02/05 05:00:00 23 0.17 67.80% 0.08
778 2004/12/0411:00:00 2004/12/05 16:00:00 30 0.17 67.89% 0.08
779 1969/01/13 19:00:00 1969/01/14 12:00:00 18 0.167 67.98% 0.07
780 1975/12/12 14:00:00 1975/12/12 17:00:00 4 0.165 68.06% 0.07
781 2000/02/23 17:00:00 2000/02/23 17:00:00 1 0.164 68.15% 0.07
782 2001/03/07 17:00:00 2001/03/07 17:00:00 1 0.164 68.24% 0.07
783 2002/02/17 17:00:00 2002/02/17 17:00:00 1 0.164 68.32% 0.07
784 1960/01/10 09:00:00 1960/01/10 17:00:00 9 0.164 68.41% 0.07
785 1965/11/17 18:00:00 1965/11/18 16:00:00 23 0.163 68.50% 0.07
786 1957/05/19 04:00:00 1957/05/19 08:00:00 5 0.162 68.59% 0.07
787 1953/12/04 08:00:00 1953/12/04 09:00:00 2 0.161 68.67% 0.07
788 1970/01/16 03:00:00 1970/01/16 19:00:00 17 0.161 68.76% 0.07
789 1994/11/10 10:00:00 1994/11/10 13:00:00 4 0.161 68.85% 0.07
790 2005/03/22 19:00:00 2005/03/22 22:00:00 4 0.161 68.94% 0.07
791 1 1960/02/08 21:00:00 1960/02/10 07:00:00 1 35 1 0.155 1 69.02% 10.07
10/12/2016 10:52 AM 17/25 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
792 1951/10/07 06:00:00 1951/10/07 06:00:00 1 0.153 69.11% 0.07
793 1951/11/20 01:00:00 1951/11/20 20:00:00 20 0.153 69.20% 0.07
794 1952/03/10 18:00:00 1952/03/11 07:00:00 14 0.153 69.28% 0.07
795 1959/10/01 00:00:00 1959/10/01 05:00:00 6 0.153 69.37% 0.07
796 1963/06/11 13:00:00 1963/06/11 13:00:00 1 0.153 69.46% 0.07
797 1964/11/10 16:00:00 1964/11/10 17:00:00 2 0.153 69.55% 0.07
798 1965/09/16 17:00:00 1965/09/17 09:00:00 17 0.153 69.63% 0.07
799 1993/02/26 18:00:00 1993/02/26 21:00:00 4 0.153 69.72% 0.07
800 1994/04/24 04:00:00 1994/04/24 06:00:00 3 0.153 69.81% 0.07
801 1994/12/24 09:00:00 1994/12/25 03:00:00 19 0.153 69.90% 0.07
802 1995/03/23 08:00:00 1995/03/23 17:00:00 10 0.153 69.98% 0.07
803 1996/02/03 11:00:00 1996/02/03 11:00:00 1 0.153 70.07% 0.07
804 1996/10/02 19:00:00 1996/10/03 15:00:00 21 0.153 70.16% 0.07
805 1996/12/05 21:00:00 1996/12/06 07:00:00 11 0.153 70.24% 0.07
806 1997/01/2201:00:00 1997/01/2201:00:00 1 0.153 70.33% 0.07
807 1997/04/03 17:00:00 1997/04/03 17:00:00 1 0.153 70.42% 0.07
808 1998/08/31 20:00:00 1998/08/31 20:00:00 1 0.153 70.51% 0.07
809 1998/12/19 18:00:00 1998/12/19 18:00:00 1 0.153 70.59% 0.07
810 1999/01/20 05:00:00 1999/01/21 05:00:00 25 0.153 70.68% 0.07
811 1999/03/15 10:00:00 1999/03/15 10:00:00 1 0.153 70.77% 0.07
812 1999/04/01 13:00:00 1999/04/01 19:00:00 7 0.153 70.86% 0.07
813 1999/04/06 18:00:00 1999/04/07 10:00:00 17 0.153 70.94% 0.07
814 1999/07/18 10:00:00 1999/07/18 10:00:00 1 0.153 71.03% 0.07
815 2000/09/22 18:00:00 2000/09/22 23:00:00 6 0.153 71.12% 0.07
816 2000/11/1006:00:00 2000/11/11 21:00:00 40 0.153 71.20% 0.07
817 2001/01/08 13:00:00 2001/01/08 16:00:00 4 0.153 71.29% 0.07
818 2003/11/12 05:00:00 2003/11/13 04:00:00 24 0.153 71.38% 0.07
819 2004/02/18 16:00:00 2004/02/18 16:00:00 1 0.153 71.47% 0.07
820 2004/03/26 08:00:00 2004/03/26 11:00:00 4 0.153 71.55% 0.07
821 2004/08/30 20:00:00 2004/08/30 20:00:00 1 0.153 71.64% 0.07
822 2005/01/28 15:00:00 2005/01/28 15:00:00 1 0.153 71.73% 0.07
823 2005/03/04 09:00:00 2005/03/05 03:00:00 19 0.153 71.82% 0.07
824 2006/03/03 14:00:00 2006/03/03 14:00:00 1 0.153 71.90% 0.07
825 2006/11/27 10:00:00 2006/11/27 10:00:00 1 0.153 71.99% 0.07
826 2006/12/16 20:00:00 2006/12/1702:00:00 7 0.153 72.08% 0.07
827 2006/12/22 10:00:00 2006/12/22 10:00:00 1 0.153 72.16% 0.07
828 2007/02/1307:00:00 2007/02/1321:00:00 15 0.153 72.25% 0.07
829 2007/09/22 10:00:00 2007/09/22 13:00:00 4 0.153 72.34% 0.07
830 2007/10/13 05:00:00 2007/10/13 08:00:00 4 0.153 72.43% 0.07
831 2008/01/22 04:00:00 2008/01/22 04:00:00 1 0.153 72.51% 0.07
832 2008/01/23 08:00:00 2008/01/24 19:00:00 36 0.153 72.60% 0.07
833 2008/01/2901:00:00 2008/01/2901:00:00 1 0.153 72.69% 0.07
834 2008/02/03 06:00:00 2008/02/04 04:00:00 23 0.153 72.77% 0.07
835 2008/02/14 10:00:00 2008/02/14 14:00:00 5 0.153 72.86% 0.07
836 1970/01/09 18:00:00 1970/01/10 08:00:00 15 0.151 72.95% 0.07
837 2001/11/29 17:00:00 1 2001/11/29 17:00:00 1 0.15 73.04% 10.07
838 2003/05/03 17:00:00 1 2003/05/03 17:00:00 1 1 1 0.15 1 73.12% 10.07
10/12/2016 10:52 AM 18/25 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date [ Duration Peak Frequency Return Period
839 1998/01/03 17:00:00 1998/01/03 17:00:00 1 0.15 73.21% 0.07
840 1998/03/14 17:00:00 1998/03/14 17:00:00 1 0.15 73.30% 0.07
841 2001/02/23 17:00:00 2001/02/23 17:00:00 1 0.15 73.39% 0.07
842 1954/01/24 08:00:00 1954/01/25 09:00:00 26 0.146 73.47% 0.07
843 1957/02/23 04:00:00 1957/02/23 10:00:00 7 0.144 73.56% 0.07
844 1957/01/09 20:00:00 1957/01/10 06:00:00 11 0.143 73.65% 0.07
845 1969/04/03 02:00:00 1969/04/03 05:00:00 4 0.143 73.73% 0.07
846 1957/11/14 16:00:00 1957/11/14 18:00:00 3 0.142 73.82% 0.07
847 1961/10/08 16:00:00 1961/10/08 16:00:00 1 0.142 73.91% 0.07
848 1964/03/12 16:00:00 1964/03/12 23:00:00 8 0.142 74.00% 0.07
849 1951/12/19 07:00:00 1951/12/1909:00:00 3 0.139 74.08% 0.07
850 2001/04/10 17:00:00 2001/04/10 17:00:00 1 0.132 74.17% 0.07
851 2001/11/12 17:00:00 2001/11/12 17:00:00 1 0.132 74.26% 0.07
852 2001/12/04 17:00:00 2001/12/04 17:00:00 1 0.132 74.35% 0.07
853 957/10/11 10:00:00 1957/10/11 10:00:00 1 0.132 74.43% 0.07
854 1960/03/23 09:00:00 1960/03/23 09:00:00 1 0.131 74.52% 0.07
855 1967/12/07 23:00:00 1967/12/08 06:00:00 8 0.131 74.61% 0.07
856 1969/11/1001:00:00 1969/11/1003:00:00 3 0.129 74.69% 0.07
857 1956/12/05 14:00:00 1956/12/0604:00:00 15 0.125 74.78% 0.07
858 1973/02/0603:00:00 1973/02/0603:00:00 1 0.12 74.87% 0.07
859 1964/02/2904:00:00 1964/02/2905:00:00 2 0.119 74.96% 0.07
860 1952/12/06 03:00:00 1952/12/0604:00:00 2 0.119 75.04% 0.07
861 1962/03/22 22:00:00 1962/03/2223:00:00 2 0.118 75.13% 0.07
862 1970/04/16 21:00:00 1970/04/16 22:00:00 2 0.118 75.22% 0.07
863 1952/09/19 14:00:00 1952/09/1914:00:00 1 0.113 75.31% 0.07
864 1955/11/17 05:00:00 1955/11/17 17:00:00 13 0.113 75.39% 0.07
865 1958/02/13 00:00:00 1958/02/1305:00:00 6 0.113 75.48% 0.07
866 1965/11/25 07:00:00 1965/11/25 10:00:00 4 0.113 75.57% 0.07
867 1966/02/2500:00:00 1966/02/25 00:00:00 1 0.113 75.65% 0.07
868 1969/05/05 11:00:00 1969/05/05 11:00:00 1 0.113 75.74% 0.07
869 1971/04/26 04:00:00 1971/04/26 05:00:00 2 0.113 75.83% 0.07
870 1975/03/14 01:00:00 1975/03/14 02:00:00 2 0.113 75.92% 0.07
871 2002/03/17 20:00:00 2002/03/18 02:00:00 7 0.113 76.00% 0.07
872 2002/04/15 07:00:00 2002/04/1509:00:00 3 0.113 76.09% 0.07
873 2002/05/20 22:00:00 2002/05/2022:00:00 1 0.113 76.18% 0.07
874 1996/04/18 00:00:00 1996/04/18 04:00:00 5 0.109 76.27% 0.07
875 1987/02/1318:00:00 1987/02/13 22:00:00 5 0.108 76.35% 0.07
876 1993/01/02 06:00:00 1993/01/02 12:00:00 7 0.106 76.44% 0.07
877 1996/01/25 12:00:00 1996/01/25 13:00:00 2 0.106 76.53% 0.07
878 1996/02/12 12:00:00 1996/02/12 13:00:00 2 0.106 76.61% 0.07
879 1996/03/04 16:00:00 1996/03/04 22:00:00 7 0.106 76.70% 0.07
880 1997/02/10 19:00:00 1997/02/10 22:00:00 4 0.106 76.79% 0.07
881 2005/12/0223:00:00 2005/12/03 00:00:00 2 0.106 76.88% 0.07
882 2006/04/14 12:00:00 2006/04/15 08:00:00 21 0.106 76.96% 0.07
883 2007/02/19 00:00:00 2007/02/1907:00:00 8 0.106 77.05% 0.07
884 2007/04/22 22:00:00 2007/04/22 23:00:00 2 0.106 77.14% 0.07
885 1 1962/02/2421:00:00 1 1962/02/24 22:00:00 1 2 1 0.106 1 77.23% 10.07
10/12/2016 10:52 AM 19/25 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration [ Peak Frequency Return Period
886 1970/11/28 18:00:00 1970/11/29 01:00:00 8 0.105 77.31% 0.07
887 1960/12/02 07:00:00 1960/12/03 03:00:00 21 0.105 77.40% 0.07
888 1963/04/08 05:00:00 1963/04/08 05:00:00 1 0.105 77.49% 0.07
889 1953/01/06 14:00:00 1953/01/07 20:00:00 31 0.098 77.57% 0.07
890 1965/07/29 21:00:00 1965/07/29 21:00:00 1 0.098 77.66% 0.07
891 1997/12/07 17:00:00 1997/12/07 17:00:00 1 0.097 77.75% 0.07
892 1998/03/28 17:00:00 1998/03/28 17:00:00 1 0.097 77.84% 0.07
893 1998/05/06 17:00:00 1998/05/06 17:00:00 1 0.097 77.92% 0.07
894 2001/02/28 17:00:00 2001/02/28 17:00:00 1 0.097 78.01% 0.07
895 2002/09/29 17:00:00 2002/09/29 17:00:00 1 0.097 78.10% 0.07
896 1954/03/20 09:00:00 1954/03/20 14:00:00 6 0.097 78.18% 0.07
897 1955/04/26 10:00:00 1955/04/26 11:00:00 2 0.097 78.27% 0.07
898 1953/11/05 07:00:00 1953/11/05 09:00:00 3 0.094 78.36% 0.07
899 1951/12/04 23:00:00 1951/12/05 01:00:00 3 0.092 78.45% 0.07
900 2002/04/24 11:00:00 2002/04/24 13:00:00 3 0.09 78.53% 0.06
901 1976/04/12 03:00:00 1976/04/13 10:00:00 32 0.089 78.62% 0.06
902 1952/12/17 06:00:00 1952/12/17 13:00:00 8 0.067 78.71% 0.06
903 1953/11/20 06:00:00 1953/11/20 06:00:00 1 0.067 78.80% 0.06
904 1956/04/26 16:00:00 1956/04/27 08:00:00 17 0.067 78.88% 0.06
905 1958/03/30 23:00:00 1958/03/30 23:00:00 1 0.067 78.97% 0.06
906 1961/03/15 09:00:00 1961/03/15 11:00:00 3 0.067 79.06% 0.06
907 1963/10/1801:00:00 1963/10/18 23:00:00 23 0.067 79.14% 0.06
908 1964/01/18 15:00:00 1964/01/18 18:00:00 4 0.067 79.23% 0.06
909 1965/04/12 23:00:00 1965/04/12 23:00:00 1 0.067 79.32% 0.06
910 1972/12/07 05:00:00 1972/12/07 08:00:00 4 0.067 79.41% 0.06
911 1973/03/04 03:00:00 1973/03/04 03:00:00 1 0.067 79.49% 0.06
912 1963/03/15 03:00:00 1963/03/15 04:00:00 2 0.066 79.58% 0.06
913 1972/12/0808:00:00 1972/12/0811:00:00 4 0.065 79.67% 0.06
914 1951/12/02 01:00:00 1951/12/02 01:00:00 0.063 79.76% 0.06
915 2000/01/25 17:00:00 2000/01/25 17:00:00 0.059 79.84% 0.06
916 2000/03/08 17:00:00 2000/03/08 17:00:00 0.059 79.93% 0.06
917 1963/04/14 16:00:00 1963/04/14 16:00:00 0.059 80.02% 0.06
918 1963/11/06 14:00:00 1963/11/06 15:00:00 2 0.059 80.10% 0.06
919 1957/12/1507:00:00 1957/12/15 13:00:00 7 0.057 80.19% 0.06
920 1969/01/21 10:00:00 1969/01/22 09:00:00 24 0.055 80.28% 0.06
921 1971/12/07 02:00:00 1971/12/07 02:00:00 1 0.055 80.37% 0.06
922 1954/07/13 04:00:00 1954/07/13 05:00:00 2 0.054 80.45% 0.06
923 1975/04/25 06:00:00 1975/04/25 08:00:00 3 0.05 80.54% 0.06
924 1974/02/19 17:00:00 1974/02/19 18:00:00 2 0.049 80.63% 0.06
925 1975/01/30 13:00:00 1975/01/30 15:00:00 3 0.043 80.72% 0.06
926 1966/01/27 04:00:00 1966/01/27 06:00:00 3 0.043 80.80% 0.06
927 1972/10/1703:00:00 1972/10/1704:00:00 2 0.042 80.89% 0.06
928 1952/01/08 10:00:00 1952/01/08 10:00:00 0.031 80.98% 0.06
929 1952/04/25 19:00:00 1952/04/25 19:00:00 0.031 81.06% 0.06
930 1955/12/01 18:00:00 1955/12/01 18:00:00 0.031 81.15% 0.06
931 1955/12/04 09:00:00 1955/12/04 09:00:00 0.031 81.24% 0.06
932 1956/04/01 13:00:00 1956/04/01 13:00:00 0.031 1 81.33% 0.06
10/12/2016 10:52 AM 20/25 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
933 1956/05/17 18:00:00 1956/05/17 18:00:00 1 0.031 81.41% 0.06
934 1956/10/2311:00:00 1956/10/2311:00:00 1 0.031 81.50% 0.06
935 1957/04/1501:00:00 1957/04/1501:00:00 1 0.031 81.59% 0.06
936 1957/11/04 03:00:00 1957/11/04 05:00:00 3 0.031 81.68% 0.06
937 1958/03/02 17:00:00 1958/03/02 17:00:00 1 0.031 81.76% 0.06
938 1959/09/29 02:00:00 1959/09/29 02:00:00 1 0.031 81.85% 0.06
939 1959/11/01 20:00:00 1959/11/01 20:00:00 1 0.031 81.94% 0.06
940 1961/05/07 04:00:00 1961/05/07 04:00:00 1 0.031 82.02% .06
941 1964/01/23 17:00:00 1964/01/23 17:00:00 1 0.031 82.11% 0.06
942 1964/05/17 00:00:00 1964/05/17 00:00:00 1 0.031 82.20% 0.06
943 1965/12/22 00:00:00 1965/12/22 10:00:00 11 0.031 82.29% 0.06
944 1969/03/10 09:00:00 1969/03/10 17:00:00 9 0.031 82.37% 0.06
945 1970/04/21 12:00:00 1970/04/21 12:00:00 1 0.031 82.46% 0.06
946 1972/06/06 13:00:00 1972/06/06 13:00:00 1 0.031 82.55% 0.06
947 1975/04/05 20:00:00 1975/04/06 16:00:00 21 0.031 82.64% 0.06
948 1975/10/07 05:00:00 1975/10/07 08:00:00 4 0.031 82.72% 0.06
949 1975/1-0)301T.66.66 1975/10/30 17:00:00 1 0.031 82.81% 0.06
950 1960/03/2801:00:00 1960/03/28 04:00:00 4 0.029 82.90% 0.06
951 1961/03/28 00:00:00 1961/03/28 12:00:00 13 0.028 82.98% 0.06
952 1998/01/04 17:00:00 1998/01/04 17:00:00 1 0.028 83.07% 0.06
953 1998/03/2917:00:00 1998/03/29 17:00:00 1 0.028 83.16% 0.06
954 1998/04/01 17:00:00 1998/04/01 17:00:00 1 0.028 83.25% 0.06
955 1998/04/15 17:00:00 1998/04/15 17:00:00 1 0.028 83.33% 0.06
956 1998/05/05 17:00:00 1998/05/05 17:00:00 1 0.028 83.42% 6.-66----
957 2000/02/14 17:00:00 2000/02/14 17:00:00 1 0.028 83.51% 0.06
958 2000/03/06 17:00:00 2000/03/06 17:00:00 1 0.028 83.60% 0.06
959 2001/12/21 17:00:00 2001/12/2117:00:00 1 0.028 83.68% 0.06
960 2002/12/2917:00:00 2002/12/29 17:00:00 1 0.028 83.77% 0.06
961 2003/01/2017:00:00 2003/01/20 17:00:00 1 0.028 83.86% 0.06
962 2003/03/22 17:00:00 2003/03/22 17:00:00 1 0.028 83.94% 0.06
963 1953/04/21 21:00:00 1953/04/21 21:00:00 1 0.027 84.03% 0.06
964 1957/11/16 01:00:00 1957/11/16 17:00:00 17 0.027 84.12% 0.06
965 1962/03/29 07:00:00 1962/03/29 07:00:00 1 0.027 84.21% 0.06
966 1951/11/13 01:00:00 1951/11/13 01:00:00 1 0.026 84.29% 0.06
967 1962/02/11 04:00:00 1962/02/11 04:00:00 1 0.026 84.38% 0.06
968 1955/04/18 09:00:00 1955/04/18 09:00:00 1 0.025 84.47% 0.06
969 1971/05/0719:00:00 1971/05/07 19:00:00 1 0.024 84.55% 0.06
970 1952/04/28 03:00:00 1952/04/28 06:00:00 4 0.024 84.64% 0.06
971 1957/01/24 09:00:00 1957/01/24 09:00:00 1 0.024 84.73% 0.06
972 1958/01/30 12:00:00 1958/01/30 13:00:00 2 0.024 84.82% 0.06
973 1959/07/21 15:00:00 1959/07/21 15:00:00 1 0.024 84.90% 0.06
974 1960/10/23 09:00:00 1960/10/23 09:00:00 1 0.024 84.99% 0.06
975 1961/03/24 23:00:00 1961/03/24 23:00:00 1 0.024 85.08% 0.06
976 1962/06/15 00:00:00 1962/06/15 00:00:00 1 0.024 85.17% 0.06
977 1964/04/01 02:00:00 1964/04/01 02:00:00 1 1 0.024 85.25% - 0.06
978 1964/06/09 11:00:00 1964/06/09 11:00:00 1 0.024 85.34% 0.06
979 1 1965/01/0708:00:00 1965/01/07 09:00:00 2 0.024 85.43% 0.06
10/12/2016 10:52 AM 21/25 - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
980 1968/05/12 03:00:00 1968/05/12 03:00:00 1 0.024 85.51% 0.06
981 1970/01/11 15:00:00 1970/01/11 15:00:00 1 0.024 85.60% 0.06
982 1971/01/02 06:00:00 1971/01/02 08:00:00 3 0.024 85.69% 0.06
983 1972/09/03 15:00:00 1972/09/03 15:00:00 1 0.024 85.78% 0.06
984 1972/09/06 01:00:00 1972/09/06 05:00:00 5 0.024 85.86% 0.06
985 1972/11/08 01:00:00 1972/11/0804:00:00 4 0.024 85.95% 0.06
986 1974/11/02 00:00:00 1974/11/02 00:00:00 1 0.024 86.04% 0.06
987 1975/03/06 16:00:00 1975/03/06 16:00:00 1 0.024 86.13% 0.06
988 1987/02/15 19:00:00 1987/02/15 19:00:00 1 0.024 86.21% 0.06
989 1987/02/18 17:00:00 1987/02/18 17:00:00 1 0.024 86.30% 0.06
990 1992/08/13 16:00:00 1992/08/13 18:00:00 0.024 86.39% 0.06
991 1992/10/2306:00:00 1992/10/2308:00:00 0.024 86.47% 0.06
992 1992/10/30 16:00:00 1992/10/30 18:00:00 0.024 86.56% 0.06
993 1992/11/2223:00:00 1992/11/2223:00:00 0.024 86.65% 0.06
994 1992/12/03 11:00:00 1992/12/04 09:00:00 23 0.024 86.74% 0.06
995 1992/12/11 21:00:00 1992/12/11 21:00:00 0.024 86.82% 0.06
996 1993/10/16 07:00:00 1993/10/16 07:00:00 0.024 86.91% 0.06
997 1993/11/01 03:00:00 1993/11/01 03:00:00 0.024 87.00% 0.06
998 1993/11/12 03:00:00 1993/11/1203:00:00 0.024 87.09% 0.06
999 1993/11/22 13:00:00 1993/11/23 02:00:00 14 0.024 87.17% 0.06
1000 1993/12/14 16:00:00 1993/12/1507:00:00 16 0.024 87.26% 0.06
1001 1993/12/19 04:00:00 1993/12/19 04:00:00 0.024 87.35% 0.06
1002 1994/02/20 11:00:00 1994/02/21 06:00:00 20 0.024 87.43% 0.06
1003 1994/04/25 18:00:00 1994/04/27 17:00:00 48 0.024 87.52% 0.06
1004 1994/05/08 08:00:00 1994/05/08 08:00:00 0.024 87.61% 0.06
1005 1994/05/11 22:00:00 1994/05/11 22:00:00 0.024 87.70% 0.06
1006 1994/05/15 06:00:00 1994/05/15 06:00:00 0.024 87.78% 0.06
1007 1994/10/04 13:00:00 1994/10/04 13:00:00 0.024 87.87% 0.06
1008 1994/11/16 08:00:00 1994/11/16 08:00:00 0.024 87.96% 0.06
1009 1994/11/18 05:00:00 1994/11/18 05:00:00 0.024 88.05% 0.06
1010 1994/12/13 05:00:00 1994/12/13 05:00:00 0.024 88.13% 0.06
1011 1994/12/22 21:00:00 1994/12/22 21:00:00 0.024 88.22% 0.06
1012 1995/05/13 06:00:00 1995/05/13 08:00:00 0.024 88.31% 0.06
1013 1995/07/16 08:00:00 1995/07/16 08:00:00 1 0.024 88.39% 0.06
1014 1995/11/01 05:00:00 1995/11/01 20:00:00 16 0.024 88.48% 0.06
1015 1995/12/13 01:00:00 1995/12/13 09:00:00 9 0.024 88.57% 0.06
1016 1995/12/1600:00:00 1995/12/1600:00:00 1 0.024 88.66% 0.06
1017 1996/01/19 08:00:00 1996/01/19 08:00:00 1 0.024 88.74% 0.06
1018 1996/01/28 04:00:00 1996/01/28 06:00:00 3 0.024 88.83% 0.06
1019 1996/04/02 07:00:00 1996/04/02 07:00:00 1 0.024 88.92% 0.06
1020 1996/12/3116:00:00 1996/12/31 16:00:00 1 0.024 89.01% 0.06
1021 1997/02/27 16:00:00 1997/02/2721:00:00 6 0.024 89.09% 0.06
1022 1998/09/03 03:00:00 1998/09/03 08:00:00 6 0.024 89.18% 0.06
1023 1998/09/26 08:00:00 1998/09/26 08:00:00 1 0.024 89.27% 0.06
1024 1998/11/11 09:00:00 1998/11/11 20:00:00 12 0.024 89.35% 0.06
1025 1998/12/0400:00:00 1998/12/0502:00:00 27 0.024 89.44% 0.06
1026 1999/02/07 09:00:00 1 1999/02/07 09:00:00 1 1 0.024 1 89.53% 10.06
10/12/2016 10:52 AM 22/25 - - - - - - - - - - - - - - - - - - -
Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
1027 1999/02/09 19:00:00 1999/02/09 19:00:00 1 0.024 89.62% 0.06
1028 1999/03/0401:00:00 1999/03/04 01:00:00 1 0.024 89.70% 0.06
1029 1999/03/0701:00:00 1999/03/07 04:00:00 4 0.024 89.79% 0.06
1030 1999/03/11 11:00:00 1999/03/11 14:00:00 4 0.024 89.88% 0.06
1031 1999/04/08 23:00:00 1999/04/08 23:00:00 1 0.024 89.97% 0.06
1032 1999/05/23 01:00:00 1999/05/23 01:00:00 0.024 90.05% 0.06
1033 1999/07/05 19:00:00 1999/07/05 19:00:00 1 0.024 90.14% 0.06
1034 1999/09/21 08:00:00 1999/09/21 08:00:00 1 0.024 90.23% 0.06
1035 1999/12/10 04:00:00 1999/12/10 04:00:00 1 0.024 90.31% 0.06
1036 2000/04/1421:00:00 2000/04/14 21:00:00 1 0.024 90.40% 0.06
1037 2000/04/21 19:00:00 2000/04/21 19:00:00 0.024 90.49% 0.06
1038 2000/09/07 14:00:00 2000/09/07 14:00:00 0.024 90.58% 0.06
1039 2000/10/04 08:00:00 2000/10/04 08:00:00 0.024 90.66% 0.06
1040 2000/10/06 14:00:00 2000/10/06 14:00:00 0.024 90.75% 0.06
1041 2000/10/11 07:00:00 2000/10/11 07:00:00 0.024 90.84% 0.06
1042 2001/01/24 11:00:00 2001/01/25 01:00:00 15 0.024 90.92% 0.06
1043 2001/04/20 23:00:00 2001/04/21 12:00:00 14 0.024 91.01% 0.06
1044 2001/05/29 23:00:00 2001/05/29 23:00:00 0.024 91.10% 0.06
1045 2003/07/30 08:00:00 2003/07/30 08:00:00 0.024 91.19% 0.06
1046 2003/08/20 22:00:00 2003/08/20 22:00:00 0.024 91.27% 0.06
1047 2003/11/01 04:00:00 2003/11/01 09:00:00 0.024 91.36% 0.06
1048 2003/11/03 17:00:00 2003/11/03 23:00:00 7 0.024 91.45% 0.06
1049 2003/11/16 00:00:00 2003/11/16 08:00:00 0.024 91.54% 0.06
1050 2003/12/07 10:00:00 2003/12/08 00:00:00 15 0.024 91.62% 0.06
1051 2003/12/17 10:00:00 2003/12/17 10:00:00 0.024 91.71% 0.06
1052 2004/01/02 17:00:00 2004/01/03 14:00:00 22 0.024 91.80% 0.06
1053 2004/01/19 07:00:00 2004/01/19 07:00:00 0.024 91.88% 0.06
1054 2004/01/25 02:00:00 2004/01/25 02:00:00 0.024 91.97% 0.06
1055 2004/01/28 02:00:00 2004/01/28 06:00:00 0.024 92.06% 0.06
1056 2004/02/27 09:00:00 2004/02/27 09:00:00 0.024 92.15% 0.06
1057 2004/06/19 10:00:00 2004/06/19 10:00:00 0.024 92.23% 0.06
1058 2004/11/08 07:00:00 2004/11/0807:00:00 0.024 92.32% 0.06
1059 2004/11/12 10:00:00 2004/11/12 10:00:00 0.024 92.41% 0.06
1060 2004/11/29 22:00:00 2004/11/2922:00:00 0.024 92.50% 0.06
1061 2004/12/08 04:00:00 2004/12/08 08:00:00 5 0.024 92.58% 0.06
1062 2005/02/0702:00:00 2005/02/07 06:00:00 5 0.024 92.67% 0.06
1063 2005/02/25 07:00:00 2005/02/25 07:00:00 0.024 92.76% 0.06
1064 2005/03/18 20:00:00 2005/03/20 03:00:00 32 0.024 92.84% 0.06
1065 2005/04/24 13:00:00 2005/04/24 13:00:00 0.024 92.93% 0.05
1066 2005/10/25 06:00:00 2005/10/25 06:00:00 0.024 93.02% 0.05
1067 2006/01/30 08:00:00 2006/01/30 08:00:00 0.024 93.11% 0.05
1068 2006/02/01 08:00:00 2006/02/01 08:00:00 0.024 93.19% 0.05
1069 2006/03/06 23:00:00 2006/03/0701:00:00 3 0.024 93.28% 0.05
1070 2006/03/17 18:00:00 2006/03/18 07:00:00 14 0.024 93.37% 0.05
1071 2006/04/01 10:00:00 2006/04/01 10:00:00 1 0.024 93.46% 0.05
1072 2006/05/27 05:00:00 2006/05/27 05:00:00 1 0.024 93.54% 0.05
1073 1 2006/08/04 04:00:00 1 2006/08/04 04:00:00 11 0.024 1 93.63% 10.05
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Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date Duration Peak Frequency Return Period
1074 2007/03/21 05:00:00 2007/03/21 05:00:00 1 0.024 93.72% 0.05
1075 2007/03/27 05:00:00 2007/03/27 05:00:00 1 0.024 93.80% 0.05
1076 2007/09/28 06:00:00 2007/09/28 06:00:00 1 0.024 93.89% 0.05
1077 2008/05/23 17:00:00 2008/05/23 23:00:00 7 0.024 93.98% 0.05
1078 1964/02/15 06:00:00 1964/02/15 08:00:00 3 0.024 94.07% 0.05
1079 1968/12/11 09:00:00 1968/12/11 09:00:00 1 0.023 94.15% 0.05
1080 1962/02/26 11:00:00 1962/02/26 11:00:00 1 0.022 94.24% 0.05
1081 2000/01/31 17:00:00 2000/01/31 17:00:00 1 0.022 94.33% 0.05
1082 2000/02/17 17:00:00 2000/02/17 17:00:00 1 0.022 94.42% 0.05
1083 1974/04/02 00:00:00 1974/04/02 00:00:00 1 0.022 94.50% 0.05
1084 1998/01/13 17:00:00 1998/01/13 17:00:00 1 0.022 94.59% 0.05
1085 1998/01/19 17:00:00 1998/01/19 17:00:00 1 0.022 94.68% 0.05
1086 1998/03/27 17:00:00 1998/03/27 17:00:00 1 0.022 94.76% 0.05
1087 1998/04/07 17:00:00 1998/04/07 17:00:00 1 0.022 94.85% 0.05
1088 1998/04/13 17:00:00 1998/04/13 17:00:00 1 0.022 94.94% 0.05
1089 2000/03/07 17:00:00 2000/03/07 17:00:00 1 0.022 95.03% 0.05
1090 2001/11/13 17:00:00 2001/11/13 17:00:00 1 0.022 95.11% 0.05
1091 2001/12/03 17:00:00 2001/12/03 17:00:00 1 0.022 95.20% 0.05
1092 2001/12/14 17:00:00 2001/12/14 17:00:00 1 0.022 95.29% 0.05
1093 2001/12/20 17:00:00 2001/12/20 17:00:00 1 0.022 95.38% 0.05
1094 2001/12/30 17:00:00 2001/12/30 17:00:00 1 0.022 95.46% 0.05
1095 2002/11/29 17:00:00 2002/11/2917:00:00 1 0.022 95.55% 0.05
1096 1955/11/21 10:00:00 1955/11/21 15:00:00 6 0.021 95.64% 0.05
1097 1960/05/03 21:00:00 1960/05/03 21:00:00 1 0.021 95.72% 0.05
1098 1962/12/18 08:00:00 1962/12/1808:00:00 1 0.021 95.81% 0.05
1099 1966/03/02 06:00:00 1966/03/02 06:00:00 1 0.021 95.90% 0.05
100 1969/02/28 20:00:00 1969/02/28 20:00:00 1 0.021 95.99% 0.05
101 1969/11/15 18:00:00 1969/11/15 18:00:00 1 0.021 96.07% 0.05
102 1971/12/0222:00:00 1971/12/02 22:00:00 1 0.021 96.16% 0.05
1103 1956/04/11 09:00:00 1956/04/11 11:00:00 3 0.021 96.25% 0.05
1104 1971/12/13 05:00:00 1971/12/1306:00:00 2 0.02 96.34% 0.05
105 1973/03/21 21:00:00 1973/03/21 21:00:00 1 0.019 96.42% 0.05
106 1953/03/20 02:00:00 1953/03/20 07:00:00 6 0.018 96.51% 0.05
107 1951/10/05 04:00:00 1951/10/05 04:00:00 0.017 96.60% 0.05
108 1951/10/14 09:00:00 1951/10/14 09:00:00 0.017 96.68% 0.05
109 1952/01/07 03:00:00 1952/01/0704:00:00 0.017 96.77% 0.05
1110 1953/01/13 17:00:00 1953/01/13 20:00:00 4 0.017 96.86% 0.05
1111 1955/12/06 23:00:00 1955/12/07 01:00:00 0.017 96.95% 0.05
112 1956/01/20 15:00:00 1956/01/20 15:00:00 0.017 97.03% 0.05
1113 1957/03/09 18:00:00 1957/03/09 18:00:00 0.017 97.12% 0.05
114 1957/11/03 00:00:00 1957/11/03 01:00:00 0.017 97.21% 0.05
1115 1959/10/27 11:00:00 1959/10/27 11:00:00 0.017 97.29% 0.05
110 1960/06/23 16:00:00 1960/06/23 16:00:00 1 0.017 97.38% 0.05
1117 1960/12/08 18:00:00 1960/12/0818:00:00 1 0.017 97.47% 0.05
1118 1961/03/04 14:00:00 1961/03/04 14:00:00 1 0.017 97.56% 0.05
1119 1962/03/02 23:00:00 1962/03/02 23:00:00 1 0.017 97.64% 0.05
1120 1962/10/1419:00:00 1 1962/10/14 19:00:00 1 0.017 1 97.73% 10.05
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Excel Engineering peakFlowStatisticsPre.csv
Rank Start Date End Date ] Duration Peak Frequency Return Period
1121 1963/04/21 02:00:00 1963/04/21 02:00:00 1 0.017 97.82% 0.05
1122 1965/01/20 06:00:00 1965/01/20 07:00:00 2 0.017 97.91% 0.05
1123 1966/02/10 16:00:00 1966/02/10 16:00:00 1 0.017 97.99% 0.05
1124 1967/04/24 09:00:00 1967/04/24 09:00:00 1 0.017 98.08% 0.05
1125 1967/04/28 09:00:00 1967/04/29 07:00:00 23 0.017 98.17% 0.05
1126 1967/08/31 01:00:00 1967/08/31 01:00:00 1 0.017 98.25% 0.05
1127 1967/12/16 04:00:00 1967/12/1604:00:00 1 0.017 98.34% 0.05
1128 1968/03/13 17:00:00 1968/03/13 17:00:00 1 0.017 98.43% 0.05
1129 1968/07/28 06:00:00 1968/07/28 06:00:00 0.017 98.52% 0.05
1130 1968/11/0403:00:00 1968/11/04 03:00:00 1 0.017 98.60% 0.05
1131 1968/11/30 19:00:00 1968/11/30 19:00:00 1 0.017 98.69% 0.05
1132 1968/12/20 09:00:00 1968/12/20 10:00:00 2 0.017 98.78% 0.05
1133 1971/05/29 06:00:00 1971/05/29 06:00:00 1 0.017 98.87% 0.05
1134 1971/11/12 07:00:00 1971/11/12 08:00:00 2 0.017 98.95% 0.05
1135 1972/05/19 20:00:00 1972/05/19 20:00:00 1 0.017 99.04% 0.05
1136 1973/01/04 13:00:00 1973/01/04 13:00:00 1 0.017 99.13% 0.05
1137 1974/01/20 16:00:00 1974/01/20 16:00:00 1 0.017 99.21% 0.05
1138 1975/05/20 02:00:00 1975/05/20 08:00:00 7 0.017 99.30% 0.05
1139 1975/06/17 08:00:00 1975/06/17 08:00:00 1 0.017 99.39% 0.05
1140 2002/01/25 01:00:00 2002/01/25 01:00:00 0.017 99.48% 0.05
1141 2002/01/28 03:00:00 2002/01/29 07:00:00 29 0.017 99.56% 0.05
1142 2002/03/01 06:00:00 2002/03/01 10:00:00 5 0.017 99.65% 0.05
1143 2002/03/0708:00:00 2002/03/0722:00:00 15 0.017 99.74% 0.05
1144 2002/03/23 05:00:00 2002/03/2323:00:00 19 0.017 99.83% 0.05
1145 2002/04/26 09:00:00 2002/04/2612:00:00 4 0.017 99.91% 0.05
-End of Data
10/12/2016 10:52 AM 25/25 - - - - - - - - - - - - - No - - - - -
Excel Engineering pea kFlowStatisticsPostMitigated.csv
SWMM.out file name: V:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWMM\1 6-037 MITIGATED.out
SWMM.out time stamp: 10/6/2016 9:04:14 AM
Q10: 0.000
Q5: 0.000
02: 0.000
Peak Flow Statistics Table Values
Rank Start Date End Date Duration Peak Frequency Return Period
1 1995/01/03 11:00:00 1995/01/17 13:00:00 339 2.991 0.17% 58
2 2003/02/25 08:00:00 2003/03/01 21:00:00 110 2.443 0.35% 29
3 1969/02/18 09:00:00 1969/02/28 09:00:00 241 2.343 0.52% 19.33
4 1958/02/03 07:00:00 1958/02/07 05:00:00 95 2.323 0.70% 14.5
5 1978/02/27 12:00:00 1978/03/07 15:00:00 196 2.162 0.87% 11.6
6 1980/02/13 14:00:00 1980/02/23 19:00:00 246 2.063 1.05% 9.67
7 1952101/1305:00:00 1952/01/20 22:00:00 186 2.046 1.22% 8.29
8 1982/03/14 15:00:00 1982/03/21 03:00:00 157 1.847 1.40% 7.25
9 1965/11/22 07:00:00 1965/11/26 07:00:00 97 1.835 1.57% 6.44
10 1991/12/2804:00:00 1992/01/01 16:00:00 109 1.788 1.75% 5.8
11 1998/02/1411:00:00 1998/02/27 08:00:00 310 1.734 1.92% 5.27
12 1978/02/05 13:00:00 1978/02/16 12:00:00 264 1.708 2.09% 4.83
13 2004/10/27 03:00:00 2004/10/30 16:00:00 86 1.697 2.27% 4.46
14 1980/01/28 08:00:00 1980/02102 03:00:00 116 1.565 2.44% 4.14
15 1978/01/14 17:00:00 1978/01/21 05:00:00 157 1.55 2.62% 3.87
16 1993/01/12 20:00:00 1993/01/21 07:00:00 204 1.49 2.79% 3.63
17 1991/0212719:00:00 1991/03/03 23:00:00 101 1.414 2.97% 3.41
18 2005/02/1807:00:00 2005/02/2521:00:00 183 1.388 3.14% 3.22
19 2008/02/22 04:00:00 2008/02/26 09:00:00 102 1.386 3.32% 3.05
20 2008/01/05 05:00:00 2008/01/09 19:00:00 111 1.38 3.49% 2.9
21 1980/03/02 22:00:00 1980/03/0901:00:00 148 1.327 3.66% 2.76
22 1980/01/0904:00:00 1980/01/15 09:00:00 150 1.248 3.84% 2.64
23 1998/02/03 09:00:00 1998/02/11 12:00:00 196 1.248 4.01% 2.52
24 1983/12/24 19:00:00 1983/12129 05:00:00 107 1.241 4.19% 2.42
25 1986/02/13 12:00:00 1986/02118 07:00:00 116 1.235 4.36% 2.32
26 1979/01/05 10:00:00 1979/01/10 14:00:00 125 1.224 4.54% 2.23
27 1997/01/12 16:00:00 1997/01/18 08:00:00 137 1.223 4.71% 2.15
28 1962/01/20 14:00:00 1962/01/25 03:00:00 110 1.218 4.89% 2.07
29 1968/03/08 01:00:00 1968/03/11 01:00:00 73 1.214 5.06% 2
30 1992/02/12 14:00:00 1992/02/18 11:00:00 142 1.18 5.24% 1.93
31 2004/12/28 10:00:00 2005/01/13 22:00:00 397 1.13 5.41% 1.87
32 2000/10/29 23:00:00 2000/11/01 12:00:00 62 1.11 5.58% 1.81
33 2003/02111 15:00:00 2003/02116 08:00:00 114 1.082 5.76% 1.76
34 2007/11/30 09:00:00 2007/12/03 14:00:00 78 1.078 5.93% 1.71
35 1995/03/11 04:00:00 1995/03/14 13:00:00 82 1.077 6.11% 1.66
36 1977/08/17 00:00:00 1977/08/20 12:00:00 85 1.061 6.28% 1.61
37 2004/10/18 08:00:00 2004/10/23 05:00:00 118 1.043 6.46% 1.57
38 1971/12/22 10:00:00 1971/12/30 06:00:00 189 1.035 6.63% 1.53
39 1 1970/12/1701:00:00 1 1970/12/2401:00:00 1 169 1 1.019 1 6.81% 1.49
10/12/2016 10:52 AM 1/13 - mom - - - - - - - - - - - - - - -
Excel Engineering pea kFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak ] Frequency Return Period
40 1963/09/17 09:00:00 1963/09/21 10:00:00 98 1.005 6.98% 1.45
41 1996/11/21 17:00:00 1996/11/24 18:00:00 74 0.987 7.16% 1.42
42 1978/01/03 20:00:00 1978/01/08 14:00:00 115 0.982 7.33% 1.38
43 1995/03/05 04:00:00 1995/03/08 18:00:00 87 0.967 7.50% 1.35
44 1966/12/03 07:00:00 1966/12/09 12:00:00 150 0.962 7.68% 1.32
45 1979/01/15 09:00:00 1979/01/20 11:00:00 123 0.961 7.85% 1.29
46 1972/01/16 21:00:00 1972/01/21 16:00:00 116 0.955 8.03% 1.26
47 1985/11/11 07:00:00 1985/11/14 21:00:00 87 0.943 8.20% 1.23
48 1991/03/25 05:00:00 1991/03/29 18:00:00 110 0.928 8.38% 1.21
49 2001/02/13 16:00:00 2001/02/17 14:00:00 95 0.918 8.55% 1.18
50 1961/12/01 22:00:00 1961/12/05 10:00:00 85 0.917 8.73% 1.16
51 2004/02/22 08:00:00 2004/02/28 23:00:00 160 0.917 8.90% 1.14
52 1969/02/06 10:00:00 1969/02/09 07:00:00 70 0.899 9.08% 1.12
53 1958/04/01 11:00:00 1958/04/10 04:00:00 210 0.883 9.25% 1.09
54 1983/01/27 09:00:00 1983/01/31 23:00:00 111 0.865 9.42% 1.07
55 1983/02/24 10:00:00 1983/03/08 07:00:00 286 0.845 9.60% 1.06
56 1965/11/1421:00:00 1965/11/2002:00:00 126 0.842 9.77% 1.04
57 952/11/14 17:00:00 1952/11/1820:00:00 100 0.825 9.95% 1.02
58 1960/02/01 21:00:00 1960/02/0414:00:00 66 0.815 10.12% 1
59 1987/12/16 14:00:00 1987/12/2009:00:00 92 0.798 10.30% 0.98
60 1954/01/18 20:00:00 1954/01/22 19:00:00 96 0.797 10.47% 0.97
61 1993/02/18 13:00:00 1993/02/2503:00:00 159 0.792 10.65% 0.95
62 1958/03/20 23:00:00 1958/03/24 21:00:00 95 0.788 10.82% 0.94
63 1969/01/24 09:00:00 1969/01/30 18:00:00 154 0.784 10.99% 0.92
64 2003/04/14 09:00:00 2003/04/17 15:00:00 79 0.781 11.17% 0.91
65 1967/01/22 18:00:00 1967/01/27 12:00:00 115 0.778 11.34% 0.89
66 1994/02/0323:00:00 1994/02/0923:00:00 145 0.769 11.52% 0.88
67 1952/03/15 21:00:00 1952/03/1907:00:00 83 0.755 11.69% 0.87
68 1954/02/13 18:00:00 1954/02/1616:00:00 71 0.739 11.87% 0.85
69 1988/12/15 15:00:00 1988/12/2822:00:00 320 0.709 12.04% 0.84
70 1960/01/10 13:00:00 1960/01/17 21:00:00 177 0.69 12.22% 0.83
71 1965/03/31 16:00:00 1965/04/13 03:00:00 300 0.687 12.39% 0.82
72 1963/11/20 04:00:00 1963/11/23 19:00:00 88 0.673 12.57% 0.81
73 1986/11/17 20:00:00 1986/11/20 20:00:00 73 0.663 12.74% 0.8
74 1957/01/26 07:00:00 1957/02/0109:00:00 147 0.652 12.91% 0.78
75 1978/01/09 17:00:00 1978/01/13 12:00:00 92 0.65 13.09% 0.77
76 2008/01/27 02:00:00 2008/01/30 16:00:00 87 0.64 13.26% 0.76
77 1960/04/27 06:00:00 1960/04/29 23:00:00 66 0.632 13.44% 0.75
78 1993/01/06 05:00:00 1993/01/11 17:00:00 133 0.618 13.61% 0.74
79 1976/12/30 16:00:00 1977/01/09 19:00:00 244 0.615 13.79% 0.73
80 1957/01/13 05:00:00 1957/01/15 23:00:00 67 0.613 13.96% 0.73
81 2005/04/28 09:00:00 2005/04/29 20:00:00 36 0.613 14.14% 0.72
82 1985/11/29 08:00:00 1985/12/04 10:00:00 123 0.613 14.31% 0.71
83 1993/02/08 00:00:00 1993/02/11 12:00:00 85 0.601 14.49% 0.7
84 1967/03/13 13:00:00 1967/03/16 11:00:00 71 0.595 14.66% 0.69
85 1963/03/17 01:00:00 1963/03/19 22:00:00 70 0.593 14.83% 0.68
86 1 1987/10/11 18:00:00 1987/10/15 09:00:00 1 88 1 0.578 1 15.01% 10.67
10/12/2016 10:52 AM 2/13
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Excel Engineering pea kFlowStatisticsPostMitigated .csv
Rank ] Start Date End Date Duration Peak Frequency Return Period
87 1963/02/09 19:00:00 1963/02/1501:00:00 127 0.565 15.18% 0.67
88 1982/12/22 20:00:00 1982/12/25 00:00:00 53 0.565 15.36% 0.66
89 1992/01/05 10:00:00 1992/01/10 18:00:00 129 0.552 15.53% 0.65
90 1956/01/25 18:00:00 1956/01/29 21:00:00 100 0.547 15.71% 0.64
91 1956/04/12 23:00:00 1956/04/16 06:00:00 80 0.545 15.88% 0.64
92 1951/12/29 07:00:00 1952/01/02 03:00:00 93 0.532 16.06% 0.63
93 1967/12/18 17:00:00 1967/12/22 05:00:00 85 0.529 16.23% 0.62
94 1958/03/15 19:00:00 1958/03/1901:00:00 79 0.52 16.40% 0.62
95 2007/01/31 00:00:00 2007/02/01 17:00:00 42 0.51 16.58% 0.61
96 1997/01/2521:00:00 1997/01/2907:00:00 83 0.505 16.75% 0.6
97 1965/12/09 11:00:00 1965/12/18 15:00:00 221 0.502 16.93% 0.6
98 1984/12/2623:00:00 1984/12/3009:00:00 83 0.502 17.10% 0.59
99 1952/03/07 11:00:00 1952/03/1408:00:00 166 0.493 17.28% 0.59
100 1981/11/27 00:00:00 1981/12/01 14:00:00 111 0.477 17.45% 0.58
101 2005/02/11 04:00:00 2005/02/15 05:00:00 98 0.476 17.63% 0.57
102 1967/11/19 09:00:00 1967/11/24 03:00:00 115 0.466 17.80% 0.57
103 1975/04/08 10:00:00 1975/04/11 21:00:00 84 0.463 17.98% 0.56
104 1994/03/25 00:00:00 1994/03/27 23:00:00 72 0.462 18.15% 0.56
105 1977/05/08 03:00:00 1977/05/12 17:00:00 111 0.454 18.32% 0.55
106 1970/02/28 16:00:00 1970/03/0701:00:00 154 0.453 18.50% 0.55
107 1992/12/07 10:00:00 1992/12/1009:00:00 72 0.443 18.67% 0.54
108 1977/12/25 19:00:00 1978/01/01 15:00:00 165 0.44 18.85% 0.54
109 1958/01/25 05:00:00 1958/01/29 08:00:00 100 0.427 19.02% 0.53
110 1962/02/07 22:00:00 1962/02/12 01:00:00 100 0.426 19.20% 0.53
111 2006/10/14 02:00:00 2006/10/15 10:00:00 33 0.415 19.37% 0.52
112 1972/11/14 16:00:00 1972/11/20 01:00:00 130 0.412 19.55% 0.52
113 1970/11/29 00:00:00 1970/12/03 12:00:00 109 0.411 19.72% 0.51
114 1991/03/19 01:00:00 1991/03/23 22:00:00 118 0.405 19.90% 0.51
115 1986/09/24 18:00:00 1986/09/27 18:00:00 73 0.379 20.07% 0.5
116 1986/03/08 18:00:00 1986/03/19 13:00:00 260 0.377 20.24% 0.5
117 1958/02/19 10:00:00 1958/02/2205:00:00 68 0.347 20.42% 0.5
118 1981/03/1921:00:00 1981/03/2207:00:00 59 0.344 20.59% 0.49
119 2001/01/10 22:00:00 2001/01/15 00:00:00 99 0.338 20.77% 0.49
120 1954/11/11 02:00:00 1954/11/14 04:00:00 75 0.335 20.94% 0.48
121 1974/03/08 02:00:00 1974/03/11 01:00:00 72 0.326 21.12% 0.48
122 1978/09/05 19:00:00 1978/09/08 21:00:00 75 0.323 21.29% 0.48
123 1976/02/0411:00:00 1976/02/13 00:00:00 206 0.314 21.47% 0.47
124 1974/01/07 16:00:00 1974/01/11 02:00:00 83 0.302 21.64% 0.47
125 1957/05/11 02:00:00 1957/05/13 16:00:00 63 0.297 21.82% 0.46
126 1981/02/28 14:00:00 1981/03/08 02:00:00 181 - 0.28 21.99% 0.46
127 1952/11/3003:00:00 1952/12/0412:00:00 106 0.276 22.16% 0.46
128 1985/11/2423:00:00 1985/11/2800:00:00 74 0.271 22.34% 0.45
129 1999/01/25 07:00:00 1999/01/29 14:00:00 104 0.269 22.51% 0.45
130 1988/01/17 12:00:00 1988/01/20 10:00:00 71 0.257 22.69% 0.45
131 1988/11/24 06:00:00 1988/11/27 23:00:00 90 0.239 22.86% 0.44
132 1981/12/3009:00:00 1982/01/08 05:00:00 213 0.239 23.04% 0.44
133 1 1988/04/20 04:00:00 1 1988/04/24 19:00:00 1 112 1 0.239 1 23.21% 10.44
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Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date uration Peak Frequency Return Period
134 1988/02/02 03:00:00 1988/02/05 05:00:00 75 0.224 23.39% 0.43
135 1990/02/17 16:00:00 1990/02/21 03:00:00 84
749
0.223 23.56% 0.43
136 1979/11/07 19:00:00 1979/11/09 19:00:00 0.213 23.73% 0.43
137 1992/03/21 00:00:00 1992/03/25 14:00:00 111 0.213 23.91% 0.42
138 1976/09/10 06:00:00 1976/09/13 17:00:00 84 0.209 24.08% 0.42
139 2001/01/26 14:00:00 2001/01/30 00:00:00 83 0.209 24.26% 0.42
140 1996/12/09 19:00:00 1996/12/1409:00:00 111 0.208 24.43% 0.41
141 2001/02/25 14:00:00 2001/03/02 18:00:00 125 0.205 24.61% 0.41
142 1983/11/24 22:00:00 1983/11/27 10:00:00 61 0.203 24.78% 0.41
143 1982/01/20 07:00:00 1982/01/24 01:00:00 91 0.2 24.96% 0.41
144 1983/09/30 01:00:00 1983/10/03 22:00:00 94 0.2 25.13% 0.4
145 1973/11/23 01:00:00 1973/11/25 04:00:00 52 0.199 25.31% 0.4
146 1978/12/17 01:00:00 1978/12/21 23:00:00 119 0.186 25.48% 0.4
147 1983/04/18 04:00:00 1983/04/23 04:00:00 121 0.182 25.65% 0.4
148 1985/12/11 05:00:00 1985/12/1322:00:00 66 0.174 25.83% 0.39
149 1978/03/30 17:00:00 1978/04/03 09:00:00 89 0.165 26.00% 0.39
150 1983/03/17 04:00:00 1983/03/26 21:00:00 234 0.162 26.18% 0.39
151 1994/03/19 05:00:00 1994/03/22 19:00:00 87 0.155 26.35% 0.38
152 1968/12/25 20:00:00 1968/12/2804:00:00 57 0.149 26.53% 0.38
153 1993/01/31 01:00:00 1993/02/0117:00:00 41 0.144 26.70% 0.38
154 1982/12/08 00:00:00 1982/12/1013:00:00 62 0.132 26.88% 0.38
155 1992/02/0611:00:00 1992/02/1023:00:00 109 0.132 27.05% 0.37
156 1981/02/0821:00:00 1981/02/1119:00:00 71 0.126 27.23% 0.37
157 1960/02/2822:00:00 1960/03/03 20:00:00 95 0.116 27.40% 0.37
158 1983/11/11 23:00:00 1983/11/15 13:00:00 87 0.103 27.57% 0.37
159 2002/11/08 15:00:00 2002/11/11 17:00:00 75 0.099 27.75% 0.37
160 1954/03/16 23:00:00 1954/03/18 14:00:00 40 0.089 27.92% 0.36
161 1979/03/17 07:00:00 1979/03/23 04:00:00 142 0.087 28.10% 0.36
162 1954/03/20 12:00:00 1954/03/27 11:00:00 168 0.085 28.27% 0.36
163 2003/03/15 15:00:00 2003/03/19 10:00:00 92 0.081 28.45% 0.36
164 1984/12/18 08:00:00 1984/12/22 16:00:00 105 0.081 28.62% 0.35
165 1979/03/27 06:00:00 1979/03/30 22:00:00 89 0.063 28.80% 0.35
166 1991/01/09 15:00:00 1991/01/11 08:00:00 42 0.062 28.97% 0.35
167 1955/01/16 10:00:00 1955/01/21 16:00:00 127 0.061 29.14% 0.35
168 1976/07/22 13:00:00 1976/07/25 00:00:00 60 0.054 29.32% 0.35
169 1994/03/07 03:00:00 1994/03/09 20:00:00 66 0.054 29.49% 0.34
170 1959/02/11 10:00:00 1959/02/14 11:00:00 74 0.053 29.67% 0.34
171 1988/04/14 21:00:00 1988/04/18 11:00:00 87 0.052 29.84% 0.34
172 1967/04/11 10:00:00 1967/04/13 21:00:00 60 0.052 30.02% 0.34
173 1966/11/07 16:00:00 1966/11/10 09:00:00 66 0.052 30.19% 0.34
174 1976/03/01 18:00:00 1976/03/04 15:00:00 70 0.051 30.37% 0.33
175 1977/03/25 00:00:00 1977/03/27 14:00:00 63 0.05 30.54% 0.33
176 1976/07/15 14:00:00 1976/07/17 20:00:00 55 0.05 30.72% 0.33
177 1990/01/17 02:00:00 1990/01/19 20:00:00 67 0.05 30.89% 0.33
178 1974/12/04 09:00:00 1974/12/0617:00:00 57 0.05 31.06% 0.33
179 1976/07/08 15:00:00 1976/07/10 18:00:00 52 0.05 31.24% 0.32
180 1 1957/01/07 15:00:00 1 1957/01/12 00:00:00 1 106 1 0.05 1 31.41% 10.32
10/12/2016 10:52 AM 4/13
MI an - no - - - - - - - - - - - - on
Excel Engineering pea kFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak Frequency Return Period
181 1957/02/28 22:00:00 1957/03/03 21:00:00 72 0.05 31.59% 0.32
182 1973/03/20 10:00:00 1973/03/22 14:00:00 53 0.049 31.76% 0.32
183 1994/02/17 13:00:00 1994/02/19 18:00:00 54 0.049 31.94% 0.32
184 1964/01/21 09:00:00 1964/01/25 02:00:00 90 0.049 32.11% 0.32
185 1981/01/28 08:00:00 1981/02/01 22:00:00 111 0.049 32.29% 0.31
186 1961/01/26 11:00:00 1961/01/28 21:00:00 59 0.049 32.46% 0.31
187 1975/03/08 10:00:00 1975/03/14 14:00:00 149 0.049 32.64% 0.31
188 1982/02/09 21:00:00 1982/02/13 03:00:00 79 0.049 32.81% 0.31
189 1959/12/24 12:00:00 1959/12126 20:00:00 57 0.049 32.98% 0.31
190 1964/11/17 15:00:00 1964/11/19 19:00:00 53 0.049 33.16% 0.31
191 1966/02/06 13:00:00 1966/02/10 12:00:00 96 0.048 33.33% 0.3
192 1959/02/21 12:00:00 1959/02/24 02:00:00 63 0.048 33.51% 0.3
193 2006/02/27 21:00:00 2006/03/02 15:00:00 67 0.048 33.68% 0.3
194 1965/02/06 03:00:00 1965/02/09 05:00:00 75 0.048 33.86% 0.3
195 1973/02/11 09:00:00 1973/02/1700:00:00 136 0.048 34.03% 0.3
196 1992/03/02 10:00:00 1992/03/05 00:00:00 63 0.048 34.21% 0.3
197 2006/04/04 19:00:00 2006/04/07 08:00:00 62 0.048 34.38% 0.29
198 1985/02/09 07:00:00 1985/02/1114:00:00 56 0.048 34.55% 0.29
199 1978/03/09 19:00:00 1978/03/14 18:00:00 120 0.048 34.73% 0.29
200 2002/12/20 14:00:00 2002/12/23 17:00:00 76 0.048 34.90% 0.29
201 1987/01/06 21:00:00 1987/01/09 10:00:00 62 0.048 35.08% 0.29
202 1995/04/16 11:00:00 1995/04/20 21:00:00 107 0.047 35.25% 0.29
203 1988/11/14 09:00:00 1988/11/16 03:00:00 43 0.047 35.43% 0.29
204 1962/03/18 20:00:00 1962/03/21 01:00:00 54 0.047 35.60% 0.28
205 1998/01/29 16:00:00 1998/01/31 20:00:00 53 0.046 35.78% 0.28
206 1970/02/1005:00:00 1970/02/13 05:00:00 73 0.046 35.95% 0.28
207 2003/1212503:00:00 2003/12/27 19:00:00 65 0.046 36.13% 0.28
208 1959/02/16 05:00:00 1959/02/18 21:00:00 65 0.046 36.30% 0.28
209 1982104/0112:00:00 1982/04/03 12:00:00 49 0.046 36.47% 0.28
210 1969/01/14 02:00:00 1969/01/16 10:00:00 57 0.046 36.65% 0.28
211 1973/03/11 14:00:00 1973/03/1405:00:00 64 0.046 36.82% 0.28
212 1995/01/24 01:00:00 1995/01/28 16:00:00 112 0.046 37.00% 0.27
213 1966/01/30 10:00:00 1966/02/0118:00:00 57 0.046 37.17% 0.27
214 1955/01/10 06:00:00 1955/01/12 10:00:00 53 0.045 37.35% 0.27
215 2000/02/20 18:00:00 2000/02/24 20:00:00 99 0.045 37.52% 0.27
216 1951/12/1201:00:00 1951/12/14 02:00:00 50 0.045 37.70% 0.27
217 1984/11/24 18:00:00 1984/11/26 13:00:00 44 0.045 37.87% 0.27
218 1990/04/04 10:00:00 1990/04/06 06:00:00 45 0.045 38.05% 0.27
219 1982/11/09 20:00:00 1982/11/12 11:00:00 64 0.045 38.22% 0.27
220 1952/01/25 06:00:00 1952/01/27 04:00:00 47 0.044 38.39% 0.26
221 1979/01/31 01:00:00 1979/0210401:00:00 97 0.044 38.57% 0.26
222 1993/03/26 02:00:00 1993/03/29 22:00:00 93 0.044 38.74% 0.26
223 1992/12/2723:00:00 1992/12/30 15:00:00 65 0.043 38.92% 0.26
224 1986/02/08 00:00:00 1986/02/10 06:00:00 55 0.043 39.09% 0.26
225 1996/01/31 05:00:00 1996/02/04 00:00:00 92 0.043 39.27% 0.26
226 1962/02/19 12:00:00 1962/02/23 04:00:00 89 0.043 39.44% 0.26
227 1 1996/10/30 16:00:00 1996/11/01 08:00:00 1 41 1 0.043 39.62% 10.26
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Excel Engineering pea kFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak Frequency Return Period
228 1998/11/08 10:00:00 1998/11/10 05:00:00 44 0.043 39.79% 0.25
229 1974/10/28 14:00:00 1974/10/31 03:00:00 62 0.043 39.97% 0.25
230 1999/04/11 23:00:00 1999/04/13 17:00:00 43 0.042 40.14% 0.25
231 1958/02/25 09:00:00 1958/02/26 22:00:00 38 0.042 40.31% 0.25
232 1958/03/06 12:00:00 1958/03/08 16:00:00 53 0.042 40.49% 0.25
233 2006/03/10 18:00:00 2006/03/13 07:00:00 62 0.042 40.66% 0.25
234 1971/04/14 13:00:00 1971/04/16 02:00:00 38 0.042 40.84% 0.25
235 1957/04/20 17:00:00 1957/04/23 02:00:00 58 0.042 41.01% 0.25
236 1971/02/1708:00:00 1971/02/19 01:00:00 42 0.042 41.19% 0.25
237 1983/04/29 08:00:00 1983/05/02 17:00:00 82 0.042 41.36% 0.25
238 2001/12/09 16:00:00 2001/12/11 12:00:00 45 0.042 41.54% 0.24
239 1979/03/01 12:00:00 1979/03/03 08:00:00 45 0.041 41.71% 0.24
240 1983/12/03 17:00:00 1983/12/05 09:00:00 41 0.041 41.88% 0.24
241 1987/12/04 23:00:00 1987/12/06 13:00:00 39 0.041 42.06% 0.24
242 1955/04/30 22:00:00 1955/05/03 00:00:00 51 0.041 42.23% 0.24
243 1969/03/21 14:00:00 1969/03/23 11:00:00 46 0.041 42.41% 0.24
244 1994/01/25 01:00:00 1994/01/28 13:00:00 85 0.041 42.58% 0.24
245 2000/03/05 15:00:00 2000/03/08 22:00:00 80 0.041 42.76% 0.24
246 1989/03/25 14:00:00 1989/03/27 18:00:00 53 0.041 42.93% 0.24
247 1969/11/06 22:00:00 1969/11/09 00:00:00 51 0.04 43.11% 0.24
248 1986/12/06 10:00:00 1986/12/08 17:00:00 56 0.04 43.28% 0.23
249 2002/12/16 17:00:00 2002/12/18 14:00:00 46 0.04 43.46% 0.23
250 1986/04/06 05:00:00 1986/04/07 22:00:00 42 0.04 43.63% 0.23
251 1979/10/20 08:00:00 1979/10/22 04:00:00 45 0.04 43.80% 0.23
252 1959/12/21 02:00:00 1959/12/2221:00:00 44 0.04 43.98% 0.23
253 1984/12/0802:00:00 1984/12/09 11:00:00 34 0.04 44.15% 0.23
254 1967/11/30 18:00:00 1967/12/02 04:00:00 35 0.04 44.33% 0.23
255 1952/12/20 12:00:00 1952/12/2200:00:00 37 0.039 44.50% 0.23
256 1973/03/05 11:00:00 1973/03/10 00:00:00 110 0.039 44.68% 0.23
257 1986/01/30 06:00:00 1986/02/02 08:00:00 75 0.039 44.85% 0.23
258 2007/04/20 17:00:00 2007/04/23 08:00:00 64 0.039 45.03% 0.23
259 1982/11/29 15:00:00 1982/12/02 02:00:00 60 0.039 45.20% 0.22
260 1981/02/25 22:00:00 1981/02/27 09:00:00 36 0.039 45.38% 0.22
261 1964/12/27 10:00:00 1964/12/29 16:00:00 55 0.039 45.55% 0.22
262 1974/12/28 10:00:00 1974/12/30 21:00:00 60 0.038 45.72% 0.22
263 1965/12/29 21:00:00 1966/01/01 11:00:00 63 0.038 45.90% 0.22
264 1957/10/14 07:00:00 1957/10/15 16:00:00 34 0.038 46.07% 0.22
265 1993/11/30 06:00:00 1993/12/01 16:00:00 35 0.038 46.25% 0.22
266 1955/02/2704:00:00 1955/03/01 05:00:00 50 0.038 46.42% 0.22
267 1987/02/24 06:00:00 1987/02/26 21:00:00 64 0.038 46.60% 0.22
268 1993/06/05 16:00:00 1993/06/07 01:00:00 34 0.038 46.77% 0.22
269 1960/09/11 06:00:00 1960/09/12 15:00:00 34 0.038 46.95% 0.22
270 1957/12/05 05:00:00 1957/12/06 23:00:00 43 0.037 47.12% 0.22
271 1980/01/18 04:00:00 1980/01/20 14:00:00 59 0.037 47.29% 0.21
272 1980/03/26 00:00:00 1980/03/27 08:00:00 33 0.037 47.47% 0.21
273 1951/08/28 11:00:00 1951/08/29 20:00:00 34 0.037 47.64% 0.21
274 1 2001/11/24 17:00:00 1 2001/11/26 05:00:00 1 37 0.037 1 47.82% 10.21
10/12/2016 10:52 AM 6/13 - - - - - - M110" - - - - - - - - - - -
Excel Engineering pea kFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak Frequency Return Period
275
276
1954/01/24 12:00:00
1980/12/04 15:00:00
1954/01/26 22:00:00
1980/12/08 19:00:00
59
101
0.037
0.037
47.99% - 0.1
48.17% 0.21
277
278
279 -
1972/12/0416:00:00
1979/02/21 03:00:00
1959/04/26 08:00:00
1972/12/0601:00:00
1979/02/23 20:00:00
1959/04/27 13:00:00
34
66
30
0.037
0.037
0.037
48.34% .21
48.52%
48.69%
0.21
0.21
280 1986/10/09 22:00:00 1986/10/11 21:00:00 48 0.036 48.87% 0.21
281 1960/11/05 23:00:00 1960/11/07 19:00:00 45 0.036 49.04% 0.21
282
283
2004/04/02 00:00:00
1957/03/16 12:00:00
2004/04/03 05:00:00
1957/03/17 18:00:00
30
31
0.036
0.036
49.21%
49.39%
Q.21 .. -.
0.21
284 2001/04/07 19:00:00 2001/04/09 03:00:00 33 0.036 49.56% 0.2
285 1998/01/09 17:00:00 1998/01/12 08:00:00 64 0.036 49.74% 0.2
286 1997/12/06 18:00:00 1997/12/08 19:00:00 50 0.036 49.91% 0.2
287 2004/12/05 14:00:00 2004/12/0622:00:00 33 0.036 50.09% 0.2
288 1952/12/30 22:00:00 1953/01/01 08:00:00 35 0.036 50.26% 0.2
289 2005/12/31 19:00:00 2006/01/04 10:00:00 88 0.036 50.44% 0.2
290
291
292
1965/01/24 08:00:00
1975/02/03 10:00:00
1960/11/26 19:00:00
1965/01/25 13:00:00
1 975/02/05 13:00:0
1960/11/28 01:00:0
1
0
30
52
31
0.036
0.036
0.035
50.61% -
50.79%
50.96%
0.2
0.2
0.2
293 1987/04/04 17:00:00 1987/04/05 21:00:00 29 0.035 51.13% 0.2
294 1976/08/30 13:00:00 1976/08/31 17:00:00 29 0.035 51.31% 0.2
295
296
297
1963/11/15 18:00:00
1979/02/14 06:00:00
1995/02/14 07:00:00
1963/11/17 00:00:00
1979/02/15 10:00:00
1995/02/1603:00:00
31
29
45
0.035
0.035
0.035
51.48%
51.66%
51.83%
0.2
0.2
0.2
298 1999/03/25 16:00:00 1999/03/26 23:00:00 32 0.035 52.01% 0.2
299 1952/04/1018:00:00 1952/04/1202:00:00 33 0.035 52.18% 0.19
300 1951/11/23 07:00:00 1951/11/24 10:00:00 28 0.034 52.36% 0.19
301
302
303
1980/03/10 17:00:00
1952/03/01 00:00:00
1996/02/25 11:00:00
1980/03/11 20:00:00
1952/03/02 13:00:00
1996/02/29 01:00:00
28
38
87
0.034
0.034
0.034
52.53%
52.71%
52.88%
0.19
0.19
0.19
304 1996/12/2718:00:00 1996/12/2907:00:00 38 0.034 53.05% 0.19
305 1962/03/06 09:00:00 1962/03/0723:00:00 39 0.034 53.23% 0.19
306 1999/02/04 18:00:00 1999/02/0603:00:00 34 0.034 53.40% 0.19
307
308
2004/02/03 02:00:00
1983/02/02 17:00:00
2004/02/04 15:00:00
1983/02/04 06:00:00
38
38
0.034
0.034
53.58%
53.75%
0.19 -
0.19
309
310
311
1955/02/17 08:00:00
1969/01/19 01:00:00
1998/0 3/25 19:00:00
1955/02/18 14:00:00
1969/01/22 18:00:00
1998/03/29 02:00:00
31
90
80
0.034
0.033
0.033
53.93%
54.10%
54.28%
0.19
0.19
0.19
312 1953/01/06 19:00:00 1953/01/09 13:00:00 67 0.033 54.45% 0.19
313 1954/12/10 02:00:00 1954/12/11 08:00:00 31 0.033 54.62% 0.19
314 1959/12/10 02:00:00 1959/12/11 07:00:00 30 0.033 54.80% 0.19
315 1980/04/23 05:00:00 1980/04/24 06:00:00 26 0.033 54.97% 0.18
316 1970/01/16 18:00:00 1970/01/17 23:00:00 30 0.033 55.15% 0.18
317 1960/01/25 23:00:00 1960/01/27 04:00:00 30 0.033 55.32% 0.18
318 1990/05/28 10:00:00 1990/05/29 14:00:00 29 0.033 55.50% 0.18
319 2007/12/0708:00:00 2007/12/09 17:00:00 58 0.033 55.67% 0.18
320 2006/02/1906:00:00 2006/02/20 10:00:00 29 0.033 55.85% 0.18
321 1 1957/01/05 12:00:00 1 1957/01/06 14:00:00 1 27 0.033 1 56.02% 10.18
10/12/2016 10:52 AM 7/13 - so IM- - - no - - - -
Excel Engineering pea kFlowStatisticsPostMitigated.csv
Rank Start Date End Date [ Duration Peak ] Frequency Return Period
322 1980/10/16 07:00:00 1980/10/17 07:00:00 25 0.032 56.20% 0.18
323 1988/01/05 18:00:00 1988/01/06 18:00:00 25 0.032 56.37% 0.18
324 1984/10/17 09:00:00 1984/10/18 08:00:00 24 0.032 56.54% 0.18
325 2000/02/11 19:00:00 2000/02/15 06:00:00 84 0.032 56.72% 0.18
326 2006/03/29 00:00:00 2006/03/30 08:00:00 33 0.032 56.89% 0:18
327 2008/02/03 09:00:00 2008/02/04 19:00:00 35 0.032 5707% 6.18
328 19M/1-1/18-1-1-:00:00 1973/11/19 21:00:00 35 0.032 57.24% ----------------------------------------
0.18
329 1953/03/02 01:00:00 1953/03/03 01:00:00 25 0.032 57.42% 0.18
330 1961/11/25 19:00:00 1961/11/26 21:00:00 27 0.032 57.59% .18
331 1996/02/21 05:00:00 1996/02/22 22:00:00 42 0.032 57.77% .18
332 1968/02/13 06:00:00 1968/02/14 09:00:00 28 0.032 57.94% .18
333 2007/12/19 02:00:00 2007/12/20 11:00:00 34 0.032 58.12% 0.17
334 1996/03/12 21:00:00 1996/03/14 10:00:00 38 0.032 58.29% 0.17
335 1982/01/29 01:00:00 1982/01/30 00:00:00 24 0.032 58.46% 0.17
336 1959/02/0807:00:00 1959/02/09 21:00:00 39 0.032 58.64% 0.17
337 1995/03/21 14:00:00 1995/03/24 14:00:00 73 0.032 58.81% .17
338 1982/09/26 07:00:00 1982/09/27 16:00:00 34 0.032 58.99% .17
339 2000/10/27 11:00:00 2000/10/28 09:00:00 23 0 032 59.16% 0. 17
340 1963/04/17 07:00:00 1963/04/18 11:00:00 29 0.032 59.34% 0.17
341 1975/02/09 12:00:00 1975/02/11 00:00:00 37 0.032 59.51% 0.17
342 1956/01/31 11:00:00 1956/02/01 10:00:00 24 0.031 59.69% .17
343 00: 2006/12/10 03:00 20 06/12/11 10:00:00 32 0.031 59.86% .17
344 1973/02/28 04:00:00 1973/03/01 06:00:00 27 0.031 60.03% .17
345 1998/03/31 180000 1998/04/02 01:00:00 32 0.031 60.21% 17
346 1957/12/15 13:00:00 1957/12/18 04:00:00 64 0.031 60.38% 0.17
347 1962/02/1521:00:00 1962/02/17 16:00:00 44 0.031 60.56% :17
348 1996/01/21 21:00:00 1996/01/23 05:00:00 33 0.031 60.73% 0.17
349 2006/05/22 07:00:00 2006/05/23 06:00:00 24 0.031 60.91% 0.17
350 1954/03/30 06:00:00 1954/03/31 05:00:00 24 0.031 61 .08% .17
351 1972/11/1111:00:00 1972/11/12 08:00:00 22 0.031 61.26% .17
352 1998/05/12 20:00:00 1998/05/13 18:00:00 23 0.03 61.43% .17
353 1982/01/1022:00:00 1982/01/12 02:00:00 29 0.03 61.61% .16
354 1975/11/27 21:00:00 1975/11/29 17:00:00 45 0.03 61.78% 0.16
355 1983/02/06 14:00:00 1983/02/09 04:00:00 63 0.03 61.95% 0.16
356 2005/10/1621:00:00 2005/10/19 07:00:00 59 0.03 62.13% 0.16
357 1953/11/14 18:00:00 1953/11/16 04:00:00 35 0.03 62.30% 0.16
358 1997/01/23090000 1997/01/24 17:00:00 33 003 6248% 016
359 1984/12/16 05:00:00 1984/12/1701:00:00 21 0.03 62.65% 0.16
360 1974/03/02 12:00:00 1974/03/03 17:00:00 30 0.03 62.83% 0.16
361 1990/04/17 10:00:00 1990/04/18 10:00:00 25 0.03 63.00% 0.16
362 1990/06/10 09:00:00 1990/06/11 10:00:00 26 0.03 63.18% 0.16
363 1965/03/12 21:00:00 1965/03/14 13:00:00 41 0.029 63.35% 0.16
364 2007/08/26 13:00:00 2007/08/27 09:00:00 21 0.029 63.53% 0.16
365 1967/04/19 20:00:00 1967/04/20 18:00:00 23 0.029 63.70% 0.16
366 1985/01/08 02:00:00 1985/01/08 23:00:00 22 0.029 63.87% 0.16
367 1990/01/31 03:00:00 1990/01/31 22:00:00 20 0.029 64.05% 0.16
368 1982/03/26 02:00:00 1982/03/27 01:00:00 1 24 1 0.029 64.22% 0.16
10/12/2016 10:52 AM 8/13
so no am ON an - an - - me- an .- - an
Excel Engineering peakFtowStatisticspostMjtjgated.csv
Rank Start Date End Date Duration Peak Frequency Return Period
369 1982/11/1904:00:00 1982/11/20 19:00:00 40 0.029 64.40% 0.16 370 1964/03/23 02:00:00 1964/03/24 19:00:00 42 0.029 64.57% 0.16 371 1978/11/21 19:00:00 1978/11/2221:00:00 27 0.029 64.75% 0.16 372 1952/11/23 03:00:00 1952/11/24 05:00:00 27 0.029 64.92% 0.16 373 1978/01/30 19:00:00 1978/01/31 19:00:00 25 0.029 65.10% 0.16 374 1958/03/27 16:00:00 1958/03/28 10:00:00 19 0.029 65.27% 0.16 375 1961/11/20 19:00:00 1961/11/21 14:00:00 20 0.029 65.45% 0.16 376 1983/04/12 23:00:00 1983/04/14 03:00:00 29 0.029 65.62% 0.15 377 1957/10/31 03:00:00 1957/10/31 22:00:00 20 0.028 65.79% 0.15 378 1976/04/15 20:00:00 1976/04/17 00:00:00 29 0.028 65.97% 0.15 379 1963/04/26 05:00:00 1963/04/26 23:00:00 19 0.028 66.14% 0.15 380 2000/04/17 20:00:00 2000/04/19 04:00:00 33 0.028 66.32% 0.15 381 1960/02/0900:00:00 1960/02/11 02:00:00 51 0.028 66.49% 0.15 382 1968/04/01 23:00:00 1968/04/02 18:00:00 20 0.028 66.67% 0.15 383 1982/12/29 21:00:00 1982/12/30 15:00:00 19 0.028 66.84% 0.15 384 1983/11/20 10:00:00 1983/11/21 14:00:00 29 0.028 67.02% 0.15 385 1987/10/31 08:00:00 1987/11/02 13:00:00 54 0.028 67.19% .15 386 1993/12/11 19:00:00 1993/12/12 19:00:00 25 0.028 67.36% .15 387 1954/01/12 18:00:00 1954/01/13 18:00:00 25 0.028 67.54% 0.15 388 1978/11/24 11:00:00 1978/11/25 07:00:00 21 0.028 67.71% 0.15 389 1958/09/24 07:00:00 1958/09/25 00:00:00 18 0.028 67.89% 0.15
390 1996/12/06 03:00:00 1996/12/07 01:00:00 23 0.028 68.06% 0.15 391 1967/03/31 13:00:00 1967/04/01 07:00:00 19 0.028 68.24% 0.15 392 1969/04/05 23:00:00 1969/04/06 16:00:00 18 0.028 68.41% 0.15 393 1977/12/1808:00:00 1977/12/1901:00:00 18 0.028 68.59% 0.15 394 2005/03/22 22:00:00 2005/03/23 17:00:00 20 0.028 68.76% 0.15 395 1967/04/21 23:00:00 1967/04/22 20:00:00 22 0.027 68.94% 0.15 396 1998/12/06 07:00:00 1998/12/07 00:00:00 18 0.027 69.11% 0.15 397 1959/01/06 11:00:00 1959/01/07 03:00:00 17 0.027 69.28% 0.15 398 1990/02/04 13:00:00 1990/02/05 07:00:00 19 0.027 69.46% 0.15 399 1985/01/28 19:00:00 1985/01/29 19:00:00 25 0.027 69.63% 0.15 400 1955/03/11 04:00:00 1955/03/11 21:00:00 18 0.027 69.81% 0.15 401 1953/04/28 00:00:00 1953/04/28 17:00:00 18 0.027 69.98% 0.15 402 1978/11/11 15:00:00 1978/11/1403:00:00 61 0.027 70.16% .14 403 1997/01/03 07:00:00 1997/01/04 04:00:00 22 0.027 70.33% 0.14 404 1989/02/09 19:00:00 1989/02/10 22:00:00 28 0.027 70.51% 0.14 405 1995/01/21 05:00:00 1995/01/21 22:00:00 18 0.027 70.68% 0.14 406 1987/11/05 02:00:00 1987/11/06 03:00:00 26 0.027 70.86% 0.14 407 1984/12/10 22:00:00 1984/12/11 22:00:00 25 0.027 71.03% 0.14 408 1990/01/14 05:00:00 1990/01/15 03:00:00 23 0.026 71.20% 0.14 409 1987/03/22 03:00:00 1987/03/22 19:00:00 17 0.026 71.38% 0.14 410 1970/01/10 03:00:00 1970/01/12 11:00:00 57 0.026 71.55% 0.14 411 1975/12/20 16:00:00 1975/12/21 11:00:00 20 0.026 71.73% 0.14
412 1976/04/13 08:00:00 1976/04/14 03:00:00 20 0.026 71.90% 0.14 413 1987/02/1400:00:00 1987/02/14 14:00:00 15 0.026 72.08% 0.14 414 1993/01/02 10:00:00 1993/01/03 04:00:00 19 0.026 72.25% 10.14 415 1 1963/09/04 12:00:00 1 1963/09/05 04:00:00 17 0.026 72.43% 10.14
10/12/2016 10:52 AM 9/13
am on on - - 11M Ow an - - - - - - - - -
Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak Frequency Return Period
416 2001/03/06 20:00:00 2001/03/08 08:00:00 37 0.026 72.60% 0.14
417 1957/06/10 05:00:00 1957/06/10 20:00:00 16 0.026 72.77% 0.14
418 1975/04/17 10:00:00 1975/04/18 00:00:00 15 0.026 72.95% 0.14
419 1998/12/01 19:00:00 1998/12/02 10:00:00 16 0.026 73.12% 0.14
420 1971/01/12 22:00:00 1971/01/13 18:00:00 21 0.026 73.30% 0.14
421 1985/02/02 11:00:00 1985/02/04 03:00:00 41 0.026 73.47% 0.14
422 1955/04/22 07:00:00 1955/04/2301:00:00 19 0.025 73.65% 0.14
423 1951/12/19 10:00:00 1951/12/20 03:00:00 18 0.025 73.82% 0.14
424 1957/02/23 10:00:00 1957/02/24 01:00:00 16 0.025 74.00% 0.14
425 1958/03/11 03:00:00 1958/03/12 11:00:00 33 0.025 74.17% 0.14
426 1955/01/31 01:00:00 1955/01/31 21:00:00 21 0.025 74.35% 0.14
427 1971/10/17 01:00:00 1971/10/17 20:00:00 20 0.025 74.52% 0.14
428 2004/03/02 03:00:00 2004/03/02 19:00:00 17 0.025 74.69% 0.14
429 1953/02/23 12:00:00 1953/02/24 10:00:00 23 0.025 74.87% 0.14
430 1969/11/10 04:00:00 1969/11/10 20:00:00 17 0.025 75.04% 0.14
431 1955/11/14 10:00:00 1955/11/14 23:00:00 14 0.025 75.22% 0.14
432 1960/11/13 02:00:00 1960/11/13 15:00:00 14 0.025 75.39% 0.13
433 1995/03/03 13:00:00 1995/03/04 02:00:00 14 0.025 75.57% 0.13
434 1987/03/06 03:00:00 1987/03/07 03:00:00 25 0.025 75.74% 0.13
435 2006/03/21 04:00:00 2006/03/21 17:00:00 14 0.025 75.92% 0.13
436 2007/02/11 14:00:00 2007/02/1204:00:00 15 0.025 76.09% 0.13
437 2007/02/2807:00:00 2007/03/01 05:00:00 23 0.024 76.27% 0.13
438 1973/02/07 06:00:00 1973/02/07 18:00:00 13 0.024 76.44% 0.13
439 1966/10/10 16:00:00 1966/10/11 04:00:00 13 0.024 76.61% 0.13
440 1983/12/09 19:00:00 1983/12/1007:00:00 13 0.024 76.79% 0.13
441 1971/02/23 06:00:00 1971/02/23 18:00:00 13 0.024 76.96% 0.13
442 1998/04/11 20:00:00 1998/04/12 09:00:00 14 0.024 77.14% 0.13
443 1992/03/27 08:00:00 1992/03/27 20:00:00 13 0.024 77.31% 0.13
444 1992/03/08 04:00:00 1992/03/0900:00:00 21 0.024 77.49% 0.13
445 1952/12/28 10:00:00 1952/12/2903:00:00 18 0.024 77.66% 0.13
446 1974/03/27 10:00:00 1974/03/27 22:00:00 13 0.024 77.84% 0.13
447 1980/03/21 22:00:00 1980/03/22 12:00:00 15 0.024 78.01% 0.13
448 1955/11/17 15:00:00 1955/11/18 06:00:00 16 0.024 78.18% 0.13
449 1951/12/05 03:00:00 1951/12/0519:00:00 17 0.024 78.36% 0.13
450 1968/11/14 21:00:00 1968/11/15 15:00:00 19 0.024 78.53% 0.13
451 1965/01/01 00:00:00 1965/01/01 11:00:00 12 0.024 78.71% 0.13
452 1989/02/0400:00:00 1989/02/05 05:00:00 30 0.024 78.88% 0.13
453 1964/11/09 16:00:00 - 1964/11/11 06:00:00 39 0.024 79.06% 0.13
454 1997/12/18 19:00:00 1997/12/19 10:00:00 16 0.023 79.23% 0.13
455 1991/10/27 02:00:00 1991/10/27 23:00:00 22 0.023 79.41% 0.13
456 1977/01/29 04:00:00 1977/01/29 15:00:00 12 0.023 79.58% 0.13
457 2001/03/10 20:00:00 2001/03/11 09:00:00 14 0.023 79.76% 0.13
458 1989/01/07 18:00:00 1989/01/08 04:00:00 11 0.023 79.93% 0.13
459 1957/10/21 06:00:00 1957/10/21 16:00:00 11 0.023 80.10% 0.13
460 1963/03/28 13:00:00 1963/03/29 00:00:00 12 0.023 80.28% 0.13
461 1991/03/15 16:00:00 1991/03/16 02:00:00 11 0.023 80.45% 0.13
462 1996/01/16 22:00:00 1996/01/17 10:00:00 1 0.023 80.63% 0.13
10/12/2016 10:52 AM 10/13
No an - - - - - - - - - - - an - -
Excel Engineering pea kFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak Frequency Return Period
463 2008/01/23 23:00:00 2008/01/24 09:00:00 11 0.023 80.80% 0.13
464 1988/08/24 07:00:00 1988/08/25 03:00:00 21 0.023 80.98% 0.13
465 1994/12/2505:00:00 1994/12/25 16:00:00 12 0.023 81.15% 0.13
466 1989/05/15 08:00:00 1989/05/15 18:00:00 11 0.023 81.33% 0.12
467 1989/03/02 17:00:00 1989/03/03 06:00:00 14 0.023 81.50% 0.12
468 2004/11/21 09:00:00 2004/11/21 18:00:00 10 0.022 81.68% 0.12
469 1984/11/13 11:00:00 1984/11/13 20:00:00 10 0.022 81.85% 0.12
470 1982/09/16 13:00:00 1982/09/17 23:00:00 35 0.022 82.02% 0.12
471 1984/04/28 00:00:00 1984/04/28 09:00:00 10 0.022 82.20% 0.12
472 2008/02/20 12:00:00 2008/02/20 22:00:00 11 0.022 82.37% 0.12
473 1962/01/13 03:00:00 1962/01/13 12:00:00 10 0.022 82.55% 0.12
474 1957/05/21 08:00:00 1957/05/21 17:00:00 10 0.022 82.72% 0.12
475 1955/01/02 01:00:00 1955/01/02 15:00:00 15 0.022 82.90% 0.12
476 1972/12/07 10:00:00 1972/12/09 00:00:00 39 0.022 83.07% 0.12
477 1984/12/03 12:00:00 1984/12/0320:00:00 9 0.022 83.25% 0.12
478 1989/02/02 11:00:00 1989/02/02 19:00:00 9 0.022 83.42% 0.12
479 2001/02/20 20:00:00 2001/02/21 07:00:00 12 0.022 83.60% 0.12
480 1998/03/13 20:00:00 1998/03/15 06:00:00 35 0.022 83.77% 0.12
481 1983/01/22 17:00:00 1983/01/25 21:00:00 77 0.021 83.94% 0.12
482 2007/02/19 10:00:00 2007/02/19 17:00:00 8 0.021 84.12% 0.12
483 1989/01/23 22:00:00 1989/01/24 06:00:00 9 0.021 84.29% 0.12
484 2006/12/27 10:00:00 2006/12/27 17:00:00 8 0.021 84.47% 0.12
485 1979/12/21 13:00:00 1979/12/21 21:00:00 9 0.021 84.64% 0.12
486 1992/12/18 04:00:00 1992/12/18 11:00:00 8 0.021 84.82% 0.12
487 1956/02/24 12:00:00 1956/02/24 20:00:00 9 0.021 84.99% 0.12
488 1977/05/24 10:00:00 1977/05/24 17:00:00 8 0.021 85.17% 0.12
489 1976/11/12 07:00:00 1976/11/12 14:00:00 8 0.021 85.34% 0.12
490 1975/03/22 11:00:00 1975/03/22 19:00:00 9 0.021 85.51% 0.12
491 1996/03/0501:00:00 1996/03/05 07:00:00 7 0.021 85.69% 0.12
492 1978/04/08 18:00:00 1978/04/0901:00:00 8 0.021 85.86% 0.12
493 1998/01/03 20:00:00 1998/01/04 22:00:00 27 0.02 86.04% 0.12
494 1957/01/20 20:00:00 1957/01/21 02:00:00 7 0.02 86.21% 0.12
495 1995/12/23 12:00:00 1995/12/23 18:00:00 7 0.02 86.39% 0.12
496 1998/11/2820:00:00 1998/11/2908:00:00 13 0.02 86.56% 0.12
497 1982/03/29 03:00:00 1982/03/2909:00:00 7 0.02 86.74% 0.12
498 1967/11/26 21:00:00 1967/11/27 03:00:00 7 0.02 86.91% 0.12
499 1987/03/15 11:00:00 1987/03/15 17:00:00 7 0.02 87.09% 0.12
500 1972/10/20 03:00:00 1972/10/20 09:00:00 7 0.02 87.26% 0.12
501 1977/02/25 00:00:00 1977/02/25 06:00:00 7 0.02 87.43% 0.12
502 2001/02/23 20:00:00 2001/02/24 04:00:00 9 0.02 87.61% 0.12
503 2001/12/04 20:00:00 2001/12/05 03:00:00 8 0.02 87.78% 0.12
504 2001/11/29 20:00:00 2001/11/30 04:00:00 9 0.02 87.96% 0.12
505 1976/07/27 02:00:00 1976/07/27 08:00:00 7 0.02 88.13% 0.12
506 2005/03/04 23:00:00 2005/03/05 10:00:00 12 0.02 88.31% 0.12
507 1977/03/16 23:00:00 1977/03/21 14:00:00 112 0.019 88.48% 0.11
508 2006/12/17 05:00:00 2006/12/17 11:00:00 7 0.019 88.66% 0.11
509 1 1981/04/19 07:00:00 1 1981/04/19 12:00:00 6 1 0.019 1 88.83% 10.11
10/12/2016 10:52 AM -m No - - - - - - - man 11111111111101 - - - -
Excel Engineering peakFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak ] Frequency Return Period
510 1999/06/04 02:00:00 1999/06/04 06:00:00 5 0.019 89.01% 0.11
511 2006/03/03 17:00:00 2006/03/03 21:00:00 5 0.019 89.18% 0.11
512 1987/03/25 07:00:00 1987/03/26 03:00:00 21 0.019 89.35% 0.11
513 1974/01/01 09:00:00 1974/01/01 13:00:00 0.019 89.53% 0.11
514 1973/01/1002:00:00 1973/01/10 07:00:00 0.019 89.70% 0.11
515 1978/04/15 22:00:00 1978/04/16 03:00:00 0.019 89.88% 0.11
516 1975/12/12 20:00:00 1975/12/13 00:00:00 0.019 90.05% 0.11
517 1985/10/22 02:00:00 1985/10/22 06:00:00 0.019 90.23% 0.11
518 1952/12/17 15:00:00 1952/12/1721:00:00 7 0.019 90.40% 0.11
519 1960/11/03 22:00:00 1960/11/04 02:00:00 0.019 90.58% 0.11
520 1973/02/03 23:00:00 1973/02/0404:00:00 U 0.019 90.75% 0.11
521 1958/02/13 07:00:00 1958/02/13 12:00:00 6 0.019 90.92% 0.11
522 1985/03/27 18:00:00 1985/03/28 16:00:00 23 0.019 91.10% 0.11
523 1962/02/2500:00:00 1962/02/2505:00:00 6 0.018 91.27% 0.11
524 1999/01/31 13:00:00 1999/01/31 16:00:00 4 0.018 91.45% 0.11
525 1990/01/02 11:00:00 1990/01/02 15:00:00 5 0.018 91.62% 0.11
526 1994/11/10 14:00:00 1994/11/10 19:00:00 6 0.018 91.80% 0.11
527 2003/11/12 09:00:00 2003/11/12 13:00:00 5 0.018 91.97% 0.11
528 2007/02/2300:00:00 2007/02/2303:00:00 4 0.018 92.15% 0.11
529 1978/03/23 00:00:00 1978/03/23 19:00:00 20 0.018 92.32% 0.11
530 1967/12/0808:00:00 1967/12/08 13:00:00 6 0.018 92.50% 0.11
531 1984/12/12 22:00:00 1984/12/13 02:00:00 5 0.018 92.67% 0.11
532 1996/01/25 16:00:00 1996/01/25 20:00:00 5 0.018 92.84% 0.11
533 1999/01/20 18:00:00 1999/01/20 21:00:00 4 0.018 93.02% 0.11
534 1993/12/14 21:00:00 1993/12/15 00:00:00 4 0.018 93.19% 0.11
535 1982/04/04 14:00:00 1982/04/0416:00:00 3 0.018 93.37% 0.11
536 1953/10/22 09:00:00 1953/10/22 14:00:00 6 0.018 93.54% 0.11
537 1965/12/22 05:00:00 1965/12/22 14:00:00 10 0.018 93.72% 0.11
538 1992/01/03 11:00:00 1992/01/04 08:00:00 22 0.018 93.89% 0.1
539 1984/01/16 09:00:00 1984/01/16 12:00:00 4 0.018 94.07% 0.1
540 1987/12/30 06:00:00 1987/12/30 09:00:00 4 0.018 94.24% 0.1
541 1997/02/11 01:00:00 1997/02/11 03:00:00 3 0.018 94.42% 0.1
542 1956/12/06 07:00:00 1956/12/06 09:00:00 3 0.017 94.59% 0.1
543 1969/03/13 06:00:00 1969/03/13 08:00:00 3 0.017 94.76% 0.1
544 1969/12/0902:00:00 1969/12/0905:00:00 4 0.017 94.94% 0.1
545 1960/03/28 07:00:00 1960/03/28 08:00:00 2 0.017 95.11% 0.1
546 2000/11/30 11:00:00 2000/11/30 12:00:00 2 0.017 95.29% 0.1
547 1981/04/02 11:00:00 1981/04/02 13:00:00 3 0.017 95.46% 0.1
548 1977/02/22 07:00:00 1977/02/22 08:00:00 2 0.017 95.64% 0.11
549 1954/12/04 01:00:00 1954/12/04 03:00:00 3 0.017 95.81% 0.11
550 1983/01/18 13:00:00 1983/01/19 13:00:00 25 0.017 95.99% 0.11
551 1964/03/02 15:00:00 1964/03/02 16:00:00 2 0.017 96.16% 0.11
552 1951/10/11 02:00:00 1951/10/11 03:00:00 2 0.017 96.34% 0.11
553 1957/05/19 11:00:00 1957/05/19 12:00:00 2 0.017 96.51% 0.11
554 1977/03/22 15:00:00 1977/03/22 16:00:00 2 0.017 96.68% 0.11
555 1983/03/28 10:00:00 1983/03/28 11:00:00 2 0.017 96.86% 0.1
556 1952/12/06 07:00:00 1 1952/12/06 09:00:00 1 3 1 0.017 1 97.03% 10.1
10/12/2016 10:52 AM 12/13 - - - - - - - - - - - - - - - - - - -
Excel Engineering pea kFlowStatisticsPostMitigated.csv
Rank Start Date End Date Duration Peak Frequency Return Period
557 1966/01/27 08:00:00 1966/01/27 09:00:00 2 0.017 97.21% 0.1
558 2002/03/18 05:00:00 2002/03/18 05:00:00 1 0.017 97.38% 0.1
559 1978/11/15 12:00:00 1978/11/15 13:00:00 2 0.017 97.56% 0.1
560 1961/03/28 15:00:00 1961/03/28 15:00:00 1 0.016 97.73% 0.1
561 1983/10/08 04:00:00 1983/10/08 05:00:00 2 0.016 97.91% 0.1
562 1980/04/29 11:00:00 1980/04/29 11:00:00 0.016 98.08% 0.1
563 1997/01/22 04:00:00 1997/01/22 04:00:00 0.016 98.25% 0.1
564 2000/11/11 03:00:00 2000/11/11 03:00:00 0.016 98.43% 0.1
565 2001/04/10 19:00:00 2001/04/10 21:00:00 3 0.016 98.60% 0.1
566 1995/12/13 12:00:00 1995/12/13 12:00:00 0.016 98.78% 0.1
567 1993/02/26 23:00:00 1993/02/26 23:00:00 0.016 98.95% 0.1
568 1951/11/2023:00:00 1951/11/2023:00:00 0.016 99.13% 0.1
569 1962/03/23 02:00:00 1962/03/2302:00:00 0.016 99.30% 0.1
570 1964/10/15 14:00:00 1964/10/15 14:00:00 0.016 99.48% 0.1
571 1957/11/14 21:00:00 1957/11/14 21:00:00 0.016 99.65% 0.1
572 1981/01/12 13:00:00 1981/01/12 13:00:00 0.016 99.83% 0.1
-End of Data-----------------
10/12/2016 10:52 AM 13/13 - - - - - - - - - - - no - - - - - no -
Excel Engineering
Flow Duration Curves
Pre Development - Post Development Mitigated
-3K- 010 (2.113cfs) -3K- Qlf(0.l6l7cfs)
2.0 -
1.5
I
CO
0.5 - - Flow Duration Pre Development=365(days)x24(hr/day)xO.485(%)=42.5(hourslyear)
Flow Duration Mitigated Post Development365(days)x24(hr/day)xO.165(%)=14.5(hours/year)
I I I I I I I I I I I I I I I I I
0.0 0.1 0.2 0.3 0.4
(%) Percent Time Exceedance
Excel Engineering flowDu ration PassFailMitigated.TXT
Compare Post-Development Curve to Pre-Development Curve
post-development SWMM file: V:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWMM\16-037 MITIGATED.out
post-development time stamp: 10/6/2016 9:04:14 AM
Compared to:
pre-development SWMM file: V:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWMM\1 6-037 UNMITIGATED.out
pre-development time stamp: 6/29/2016 4:26:10 PM
o\'
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00
Iq
0 0.16 0.17 0.49 TRUE FALSE FALSE Pass- Qpost Below Flow Control Threshold
0.18 0.16 0.47 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
0.20 0.15 0.45 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
0.22 0.13 0.44 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
4 0.24 0.12 0.24 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
5 0.26 0.11 0.22 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
6 0.28 0.10 0.22 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
7 0.30 0.09 0.20 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
8 0.32 0.08 0.19 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
9 0.34 0.08 0.18 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
10 0.36 0.07 0.16 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
11 0.38 0.07 0.14 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
12 0.40 0.06 0.13 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
13 0.42 0.06 0.12 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
14 0.44 0.06 0.11 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
15 0.46 0.06 0.11 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
16 0.48 0.05 0.11 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
17 0.50 0.05 0.10 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
18 0.52 0.05 0.10 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
19 0.54 0.04 0.08 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
20 0.56 0.04 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
21 0.58 0.04 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
22 0.60 0.04 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
23 0.62 0.04 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
24 0.63 0.03 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
25 0.65 0.03 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
26 0.67 0.03 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
27 0.69 0.03 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
28 0.71 0.03 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
29 0.73 0.03 0.04 TRUE FALSE FALSE I Pass: Post Duration < Pre Duration
30 0.75 0.02 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
31 1 0.77 1 0.02 1 0.04 1 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
10/12/2016 10:52 AM 1/3 - - - - - - - - - - - - - - - - - - -
Excel Engineering flowDu ration PassFailMitigated.TXT
o\o
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o\o
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11
4-0 o\'
32 0.79 0.02 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
33 0.81 0.02 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
34 0.83 0.02 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
35 0.85 0.02 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
36 0.87 0.02 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
37 0.89 0.02 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
38 0.91 0.02 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
39 0.93 0.02 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
40 0.95 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
41 0.97 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
42 0.99 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
43 1.01 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
44 1.03 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
45 1.05 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
46 1.07 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
47 1.09 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
48 1.11 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
49 1.13 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
50 1.15 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
51 1.17 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
52 1.19 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
53 1.21 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
54 1.23 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
55 1.25 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
56 1.27 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
57 1.29 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
58 1.30 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
59 1.32 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
60 1.34 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
61 1.36 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
62 1.38 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
63 1.40 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
64 1.42 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
65 1.44 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
66 1.46 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
67 1.48 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
68 1.50 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
69 1.52 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
70 1.54 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
71 1.56 0.00 0.01 TRUE FALSE FALSE I Pass: Post Duration < Pre Duration
10/12/2016 10:52 AM 2/3
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Excel Engineering flowDu ration PassFailMitigated.TXT
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o\O
72 1.58 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
73 1.60 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
74 1.62 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
75 1.64 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
76 1.66 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
77 1.68 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
78 1.70 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
79 1.72 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
80 1.74 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
81 1.76 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
82 1.78 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
83 1.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
84 1.82 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
85 1.84 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
86 1.86 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
87 1.88 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
88 1.90 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
89 1.92 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
90 1.94 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
91 1.96 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
92 1.98 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
93 1.99 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
94 2.01 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
95 2.03 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
96 2.05 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
97 2.07 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
98 2.09 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration
99 2.11 1 0.00 1 0.00 1 TRUE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit
10/12/2016 10:52 AM 3/3 - - - - - - - - - - - - - - - - - - -
Excel Engineering USGS9217dPre.csv
Duration Table Summary at Project Discharge Point
file name: V:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWMM\16-037 UNMITIGATED.out
time stamp: 6/29/2016 4:26:10 PM
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE
column but less than that shown on the next line
- 0
çP
1 0.16 92 2413 0.485
2 0.18 68 2321 0.467
3 0.20 88 2253 0.453
4 0.22 989 2165 0.435
5 0.24 63 1176 0.236
6 0.26 45 1113 0.224
7 0.28 94 1068 0.215
8 0.30 46 974 0.196
9 0.32 57 928 0.187
10 0.34 93 871 0.175
11 0.36 88 778 0.156
12 0.38 44 690 0.139
13 0.40 44 646 0.130
14 0.42 33 602 0.121
15 0.44 16 569 0.114
16 0.46 13 553 0.111
17 0.48 24 540 0.109
18 0.50 17 516 0.104
19 0.52 114 499 0.100
20 0.54 21 385 0.077
21 0.56 13 364 0.073
22 0.58 18 351 0.071
23 0.60 17 333 0.067
24 0.62 26 316 0.064
25 0.63 20 290 0.058
26 0.65 13 270 0.054
27 0.67 7 257 0.052
28 0.69 14 250 0.050
29 0.71 18 236 0.047
30 0.73 8 218 0.044
31 0.75 4 210 0.042
32 0.77 28 206 0.041
33 0.79 7 178 0.036
34 0.81 8 171 0.034
35 0.83 8 163 0.033
36 0.85 8 155 0.031
37 0.87 10 147 0.030
38 0.89 11 137 0.028
39 0.91 7 126 0.025
40 0.93 3 119 0.024
41 0.95 7 116 0.023
42 0.97 7 109 0.022
43 0.99 4 102 0.021
44 1.01 4 98 0.020
45 1.03 10 94 0.019
46 1.05 3 84 0.017
47 1.07 2 81 0.016
48 1.09 4 79 0.016
49 1.11 3 75 0.015
50 1.13 5 72 0.014
51 1.15 3 67 0.013
10/12/2016 10:52 AM 1/2
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-
XQb
øc
K" '¼.
52 1.17 2 64 0.013
53 1.19 2 62 0.012
54 1.21 2 60 0.012
55 1.23 1 58 0.012
56 1.25 3 57 0.011
57 1.27 3 54 0.011
58 1.29 4 51 0.010
59 1.30 1 47 0.009
60 1.32 0 46 0.009
61 1.34 1 46 0.009
62 1.36 1 45 0.009
63 1.38 0 44 0.009
64 1.40 1 44 0.009
65 1.42 2 43 0.009
66 1.44 0 41 0.008
67 1.46 1 41 0.008
68 1.48 1 40 0.008
69 1.50 0 39 0.008
70 1.52 2 39 0.008
71 1.54 0 37 0.007
72 1.56 4 37 0.007
73 1.58 0 33 0.007
74 1.60 2 33 0.007
75 1.62 1 31 0.006
76 1.64 1 30 0.006
77 1.66 3 29 0.006
78 1.68 0 26 0.005
79 1.70 26 0.005
80 1.72 25 0.005
81 1.74 24 0.005
82 1.76 23 0.005
83 1.78 u 22 0.004
84 1.80 1 22 0.004
85 1.82 4 21 0.004
86 1.84 0 17 0.003
87 1.86 1 17 0.003
88 1.88 0 16 0.003
89 1.90 1 16 0.003
90 1.92 0 15 0.003
91 1.94 15 0.003
92 1.96 2 14 0.003
93 1.98 12 0.002
94 1.99 0 11 0.002
95 2.01 11 0.002
96 2.03 10 0.002
97 2.05 9 0.002
98 2.07 8 0.002
99 2.09 7 0.001
100 2.11 0 5 0.001
End of Data-----------------
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1 Excel Engineering USGS9217d Post Mitigated. csv
Duration Table Summary at Project Discharge Point
file name: V:\16\16037\engineering\GPIP\current\Storm\SWMM\CURRENT SWMM\1 6-037 MITIGATED.out
time Stamp: 10/6/2016 9:04:14 AM
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE
column but less than that shown on the next line
qe
1 0.16 33 819 0.165
2 0.18 57 786 0.158
3 0.20 72 729 0.147
4 0.22 52 657 0.132
5 0.24 64 605 0.122
6 0.26 41 541 0.109
7 0.28 47 500 0.101
8 0.30 45 453 0.091
9 0.32 30 408 0.082
10 0.34 23 378 0.076
11 0.36 15 355 0.071
12 0.38 20 340 0.068
13 0.40 17 320 0.064
14 0.42 10 303 0.061
15 0.44 15 293 0.059
16 0.46 13 278 0.056
17 0.48 21 265 0.053
18 0.50 22 244 0.049
19 0.52 8 222 0.045
20 0.54 10 214 0.043
21 0.56 6 204 0.041
22 0.58 6 198 0.040
23 0.60 17 192 0.039
24 0.62 16 175 0.035
25 0.63 13 159 0.032
26 0.65 4 146 0.029
27 0.67 7 142 0.029
28 0.69 3 135 0.027
29 0.71 5 132 0.027
30 0.73 8 127 0.026
31 0.75 5 119 0.024
32 0.77 8 114 0.023
33 0.79 6 106 0.021
34 0.81 5 100 0.020
35 0.83 5 95 0.019
36 0.85 4 90 0.018
37 0.87 2 86 0.017
38 0.89 3 84 0.017
39 0.91 8 81 0.016
40 0.93 3 73 0.015
41 0.95 7 70 0.014
42 0.97 4 63 0.013
43 0.99 3 59 0.012
44 1.01 2 56 0.011
45 1.03 2 54 0.011
46 1.05 1 52 0.010
47 1.07 3 51 0.010
48 1.09 1 48 0.010
49 1.11 3 47 0.009
50 1.13 3 44 0.009
51 1 1.15 1 0 1 41 0.008
10/12/2016 10:52 AM 1/2
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Excel Engineering USGS9217dPostMitigated.csv
,
0
S
C-qbN
IV
52 117 2 41 0.008
53 1.19 1 39 0.008
54 1.21 4 38 0.008
55 1.23 4 34 0.007
56 1.25 2 30 0.006
57 1.27 0 28 0.006
58 1.29 1 28 0.006
59 1.30 1 27 0.005
60 1.32 1 26 0.005
61 1.34 0 25 0.005
62 1.36 1 25 0.005
63 1.38 2 24 0.005
64 1.40 1 22 0.004
65 1.42 1 21 0.004
66 1.44 0 20 0.004
67 1.46 20 0.004
68 1.48 2 20 0.004
69 1.50 18 0.004
70 1.52 17 0.003
71 1.54 17 0.003
72 1.56 16 0.003
73 1.58 14 0.003
74 1.60 14 0.003
75 1.62 14 0.003
76 1.64 14 0.003
77 1.66 14 0.003
78 1.68 14 0.003
79 1.70 13 0.003
80 1.72 12 0.002
81 1.74 u 11 0.002
82 1.76 0 11 0.002
83 1.78 1 11 0.002
84 1.80 0 10 0.002
85 1.82 1 10 0.002
86 1.84 1 9 0.002
87 1.86 0 8 0.002
88 1.88 0 8 0.002
89 1.90 0 8 0.002
90 1.92 0 8 0.002
91 1.94 0 8 0.002
92 1.96 0 8 0.002
93 1.98 0 8 0.002
94 1.99 0 8 0.002
95 2.01 0 8 0.002
96 2.03 1 8 0.002
97 2.05 1 7 0.001
98 2.07 0 6 0.001
99 2.09 0 6 0.001
100 2.11 0 6 0.001
End of Data-----------------
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I Excel Engineering
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- - - - - - - - - - - - - - - - - - - Excel Engineering
Underdrain and Drawdown Results
The following table summarizes the underdrain coefficients used for each of the BMP units and translates the C factor coefficient to an equivalent round orifice
diameter based on 1/16th inch increments. The drawdown equations are based on standard falling head drawdown theory. The primary drawdown number of
interest is the surface drawdown based on vector concerns. The various soil and gravel storage layer calculations consider the void ratio and porosity of the
respective layer. It should be noted that these drawdown calculations only consider the volume of water within the bioretention units. If the bioretention unit
utilizes any storage above the berm height, then that storage drawdown is in addition to the values shown in the table below. Those calculations, if present,
are shown elsewhere in the report. The derivation and explanation of the equations used to determine the values displayed in the chart are discussed in the
following two sections of this portion of the report.
* -(5 5) E * - * 2
(5
Z .. .E
E * . *
2 w *
. o 0 SD 0 U
.0 CL <(J(.O U u It = 0 2 ,.'(
0 (St
U) ..
-. O.._. 0 ,( I- F- I- C
(
U s—
Z O '-
BMP-A BMP-A 3553.23 12 0.75 0.05268 7.330698041 18 36 0.4 0.67 18.8 21.2 87.5 127.5
BMP-B BMP-B 1158.35 10 0.625 0.11223 4.608680096 18 36 0.4 0.67 5.6 10.0 41.1 56.7
The character * in the column heading indicates that the values was read directly from the SWMM inp file.
Assume: orifice coefficient Co = 0.60, void ratio for surface = 1.0, centroid of underdrain orifice is located at h=0
Inp File Name: V:\16\16037\engineering\GPXP\current\Storm\SWMM\CURRENT SWMM\16-037 MITIGATED. inp
File Date: 10/24/2016 9:33:24 AM
SWMM C Factor and Drawdown Results
Excel Engineering
Underdrain C Factor Equations
Based on the slotted drain example in 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 C is the
ratio of the orifice area (total slot area) to the LID area times a constant (60,000).
SWMM Ex: If the drain consists of slotted pipes where the slots act as orifices, then the drain exponent would be
0.5 and the drain coefficient would be 60,000 times the ratio of total slot area to LID area. For example, drain pipe
with five 1/4" diameter holes per foot spaced 50 feet apart would have an area ratio of 0.000035 and a drain
coefficient of 2.
The 60,000 constant in the above example corresponds to the combined constants in the standard orifice
equation:
(Standard Orifice Equation)
I and
q=CoAo..J SI/i (cfs)
I (SWMM Underdrain Equation (per unit area))
q=q/A LID
I or
q_-COAO/ALID/2g J1i (CfS/Sf)
With a Co=0.6 and converting to units of inches and hours the constant becomes 60,046.
So the underdrain C factor per unit area of the LID becomes:
C=60,046 Ao/ALID (in"'/2/hr)
and
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q=C*hh/2
I inp File Listing
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I Excel Engineering
Drawdown Equations
I
The drawdown equations presented in the chart are the drawdown times for the respective layers within the
bioretention unit (only). If the bioretention unit includes storage ponding above the berm height, then the
drawdown time for the storage portion is in addition to the values shown in the chart. Those calculations (if
I
present) are shown elsewhere in the report. For most cases the storage drawdown time will be comparatively
short as compared to the bioretention drawdown times.
To derive a general formula that relates drawdown time for each layer of the bioretention unit in terms of the
I SWMM C factor, we set the change in water volume with respect to time equal to the standard orifice equation
(found in the County Hydraulics manual):
I q= dh nAp=CoAo/7 dt
Where n = porosity of the layer, AP = area of the BMP unit, Co = orifice coefficient, Ao = area of the orifice, and g =
I gravity constant. The porosity n for the surface layer is 1.0, and the values for the soil and storage layers read from
the SWMM LID definitions.
I Solving the definite integral from hi to h2
h=h2 tTCoAoJ dt
i fh=hl
h°5dh
= j o nAp
CoA4-2g (T)
I
2(V—ViT)= nAp
Or
I 2n(sI—V7T)=C(T)
I where: C = CoAo,J (iAl/2/h)
Ap
I Solving for T:
I T = 2n(V—VhT)
Where h2(in) is the total beginning head above the underdrain orifice at t=0 and hl(in) is the total ending head
I above the orifice at t=T. Ex: h2 for surface = depth of gravel storage plus depth of soil layer plus berm height, and
hi for surface = depth of gravel storage plus depth of soil layer.
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16-037 Pre-Development
;Project Title/Notes
[OPTIONS]
;;Option Value
FLOW UNITS CFS
INFILTRATION GREEN AMPT
FLOW ROUTING KINWAVE
LINK—OFFSETS DEPTH
MIN SLOPE 0
ALLOW PONDING NO
SKIP STEADY STATE NO
START DATE 08/28/1951
START TIME 05:00:00
REPORT—START—DATE 08/28/1951
REPORT START TIME 05:00:00
END DATE 05/23/2008
END TIME 23:00:00
SWEEP_START 01/01
SWEEP END 12/31
DRY—DAYS 0
REPORT STEP 01:00:00
WET STEP 01:00:00
DRY—STEP 01:00:00
ROUTING STEP 0:01:00
INERTIAL DAMPING PARTIAL
NORMAL—FLOW—LIMITED BOTH
FORCE—MAIN—EQUATION H - W
VARIABLE STEP 0.75
LENGTHENING STEP 0
MINSURFAREA 12.557
MAX TRIALS 8
HEAD TOLERANCE 0.005
SYS FLOW TOL 5
LAT FLOW TOL 5
MINIMUM STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
MONTHLY 0.05 0.09 0.13 0.19 0.25 0.29 0.30 0.27 0.21 0.14 0.08
0.05
DRY—ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
Oceanside INTENSITY 1:00 1.0 FILE 'R:\Rain gage dat\Oceanside ALERT
Station.dat Oceanside IN
[SUSCATCHMENTS]
;;Name Rain Gage Outlet Area %Impery Width 96Slope CurbLen
SnowPack
---------------
DMA-i Oceanside POC-i 3.24248 0 596.8993 10 0
[SUBAREAS]
;;Sithcatchment N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted
DMA-1 0.012 0.035 0.05 0.1 25 OUTLET
[INFILTRATION]
MIN SLOPE 0
ALLOW_PONDING NO
Page 1of 2
I
;;Subcatchment Suction Ksat IMD
DMA-1 9 .025 .33 I [OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
I POC-1 0 FREE NO
[CURVES]
;;Name Type X-Vaiue Y-Value
l
CRy-i Storage 0 730
CRy-i 1 2408
CRy-i 2 4065
CRy-i 3 6581 I CRy-i 4 13072
[REPORT]
I ;;Reporting Options
INPUT NO
CONTROLS NO
SUBCATCHMENTS ALL
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NODES ALL
LINKS ALL
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I MIN-SLOPE 0
ALLOW_PON DING NO
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16-037 Post Development
;Project Title/Notes
[OPTIONS]
;;Option Value
FLOW UNITS CFS
INFILTRATION GREEN AMPT
FLOW ROUTING KINWAVE
LINK—OFFSETS DEPTH
MIN SLOPE 0
ALLOW PONDING NO
SKIP—STEADY—STATE NO
START—DATE 08/28/1951
START TIME 05:00:00
REPORT—START—DATE 08/28/1951
REPORT—START—TIME 05:00:00
END DATE 05/23/2008
END TIME 23:00:00
SWEEP START 01/01
SWEEP END 12/31
DRY—DAYS 0
REPORT—STEP 01:00:00
WET STEP 01:00:00
DRY—STEP 01:00:00
ROUTING STEP 0:01:00
INERTIAL DAMPING PARTIAL
NORMAL—FLOW—LIMITED BOTH
FORCE MAIN EQUATION H-W
VARIABLE STEP 0.75
LENGTHENING STEP 0
MINSURFAREA 12.557
MAX TRIALS 8
HEAD TOLERANCE 0.005
SYS FLOW TOL 5
LAT FLOW TOL 5
MINIMUM STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
MONTHLY 0.05 0.09 0.13 0.19 0.25 0.29 0.30 0.27 0.21 0.14 0.08
0.05
DRY—ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
Oceanside INTENSITY 1:00 1.0 FILE "R:\Rain gage dat\Oceanside ALERT
Station.dat' Oceanside IN
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area 96Impery Width Slope CurbLen
SnowPack
---------------
DMA-1 Oceanside BMP-A .760 64 214.3536 0.9 0
DMA-2 Oceanside BMP-A 1.735 92 252.834 .5 0
DMA-3 Oceanside BMP-B .639 75 247.212 0.45 0
BMP-A Oceanside POC-1 0.081571 0 45.95 0 0
BMP-B Oceanside POC-1 .026592 0 5.979 0.5 0
[SUBAREAS]
;;Subcatchment N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted
MIN SLOPE 0
ALLOW_PONDING NO
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DMA-i 0.012 .1 0.05 0.1 25 OUTLET
DMA-2 0.012 .1 0.05 0.1 25 OUTLET
DMA-3 0.012 .1 0.05 0.1 25 OUTLET
BMP-A 0.012 .1 0.05 0.1 25 OUTLET
BMP-B 0.012 .1 0.05 0.1 25 OUTLET
[INFILTRATION]
;;Subcatchment Suction Ksat IMD
DMA-i 9 0.01875 .33
DMA-2 9 0.01875 .33
DMA-3 9 0.01875 .33
BMP-A 9 0.01875 .33
BMP-B 9 0.01875 .33
[LID CONTROLS]
;;Name Type/Layer Parameters
BMP-A BC
BMP-A SURFACE 7.330698041 0.05 0 1 5
BMP-A SOIL 18 0.4 0.2 0.1 5 5 1.5
BMP-A STORAGE 36 0.67 0 0
BMP-A DRAIN 0.05268 0.5 3 6
BMP-B BC
BMP-B SURFACE 4.608680096 .05 0 0 5
BMP-B SOIL 18 0.4 0.2 0.1 5 5 1.5
BMP-B STORAGE 36 0.67 0 0
BMP-B DRAIN .11223 0.5 3 6
[LID-USAGE]
;;Subcatchment LID Process Number Area Width InitSat Fromlmp ToPery
RptFile DrainTo
BMP-A BMP-A 1 3553.23 0 0 0 0
BMP-B BMP-B 1 1158.35 0 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
POC-1 0 FREE NO
[CURVES]
;;Name Type X-Value Y-Value
CRV-1 Storage 0 730
CRy-i 1 2408
CRy-i 2 4065
CRy-i 3 6581
CRy-i 4 13072
[REPORT]
;Reporting Options
INPUT NO
CONTROLS NO
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
MIN-SLOPE 0
ALLOW_PONDING NO
Page 2 of 2
I
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 Designl Plan ninglCEQA level submittal:
I Attachment 3 must identify:
] Typical maintenance indicators and actions for proposed structural BMP(s) based
I on Section 7.7 of the BMP Design Manual
Final Design level submittal:
Attachment 3 must identify:
I iVO 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
I actual proposed components of the structural BMP(s)
j How to access the structural BMP(s) to inspect and perform maintenance
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iV 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)
I when
iV Manufacturer and part number for proprietary parts of structural BMP(s)
applicable
iV 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 I 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 I on structural BMP plans.)
] . Recommended equipment to perform maintenance
I ]V When applicable, necessary special training or certification requirements
for inspection and maintenance personnel such as confined space entry or
hazardous waste management
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I ATTACHMENT 3
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I 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: Ben Badiee
Address: P.O. Box 311
City: La Jolla, CA 92038
Email Address Ben@badieedevelopment.com
Phone Number: (888) 815-8886
Engineer of Work: Excel Engineering
Engineer's Phone Number: (760)-745-8118
Resoonsible Party for Ongoing Maintenance:
Developer's Name: Ben Badiee
Address: P.O. Box 311
City: La Jolla, CA 92038
Email Address Ben@badieedevelopment.com
Phone Number: (888) 815-8886
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.
Developer's Name: Ben Badiee
Address: P.O. Box 311
City: La Jolla, CA 92038
Email Address Ben@badieedevelopment.com
Phone Number: (888) 815-8886
1.1.2 Expected Maintenance actions for the Biofiltration BMP
Watering plants daily
Removing sediment, thrash and debris
Re-mulching areas as necessary
Treat diseased vegetation or replace
Mowing turf areas (6" grass height optimum)
Repairing erosion at inflow points
Repairing outflow structures
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.
Structural BMP Summary
BMP City BMP ID Latitude; APN BMP Type Effective
Name number Longitude Area (S.Ft)
A 209-120-04 Biofiltration 3553
B 209-120-04 Biofiltration 1158
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- - - - - - - - - -M' - - MM - - - -
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.
BMP TYPE INSPECTION MAINTENANCE
Bioftltration/ 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.
- - - - - - - - - - - - - - - - - - -
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 EQUIPMENT 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 Al
- 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.
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I OPERATION & MAINTENANCE (O&M) PLAN
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Contents
PROJECT DESCRIPTION..................................................................................................1
OPERATION & MAINTENANCE PLAN.........................................................................1
Operation & Maintenance of BMP'S ..................................................................................1
Training..............................................................................................................2
Landscaping ......................................................................................................2
Irrigation System................................................................................................5
Roof Drains........................................................................................................5
Trash Storage Areas..........................................................................................5
Storm Water Conveyance System Stenciling and Signing.................................5
Biofiltration.........................................................................................................6
Outlet Structures................................................................................................8
Vector Management Control Requirements......................................................10
ATTACHMENTS
A. O&M Exhibit
Al. Inspection & Maintenance Schedule
B!. Cost Estimate
Cl. BMP Training Log
Dl. Inspection & Maintenance Log
El. Maintenance Indicators (Table 7-2)
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PROJECT DESCRIPTION
The purpose of the project is to build an industrial building with amenities, a parking lot with
landscaping and sevemi bioretention facilities (Biofiltration).
OPERATION & MAINTENANCE PLAN
The Operation and Maintenance Plan (O&M) needs to address construction and post-construction
concerns as shown in the Storm Water Mitigation Plan.
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.
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Responsible Party for O&M and For Training- Property Owner
I Carlsbad Oaks Lot 5
do Ben Baidee
P.O. Box 311
I Lajolla, CA 92038
I 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 0 & M
manual. The responsible party mentioned above should read the course provided by the San Diego
BMP Manual, to be trained in the purpose and use of BMPs and the maintenance thereof. Proper
preventive maintenance will prevent environmental incidents that may be a health and safety hazard.
New employees should be trained as to the purpose and proper maintenance within the first week of
their employment.
I Employee training shall include receiving a copy of this 0 & M manual; a discussion on the location
and purpose of site specific BMPs, such as Source Control and Treatment Control BMPs; training on
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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.
I A log of all training and reported inspections and maintenance problems along with what was done to
correct the problem shall be kept on the premises at all times.
I Employees shall be periodically trained, at a minimum of once a year, to refresh their abilities to
Operate and Maintain all on-site BMPs.
I B. Landscaping
Operational and maintenance needs include:
Vegetation management to maintain adequate hydraulic functioning and to limit habitat for
I disease-carrying animals.
Animal and vector control.
Periodic sediment removal to optimize performance.
I • 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.
I • Erosion and structural maintenance to prevent the loss of soil and maintain the performance of
all landscaping.
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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 faunal
habitats.
Trash and Debris: During each inspection and maintenance visit to the site, debris and trash
removal will be conducted to reduce the potential for inlet and outlet structures and other
components from becoming clogged and inoperable during storm events.
Sediment Removal: Sediment accumulation, as part of the operation and maintenance program
at of landscaped areas, will be monitored once a month during the dry season, after every large
storm (0.50 inch), and monthly during the wet season. Specifically, if sediment reaches a level
at or near plant height, or could interfere with flow or operation, the sediment shall be removed.
If accumulation of debris or sediment is determined to be the cause of decline in design
performance, prompt action (i.e., within ten working days) will be taken to restore the
landscaped areas to design performance standards. Actions will include using additional
vegetation and/or removing accumulated sediment to correct channeling or ponding.
Characterization and Appropriate disposal of sediment will comply with applicable local,
county, state, or federal requirements.
Landscaped areas will be re-graded, if the flow gradient has been altered. This should be a sign
that the BMP is failing and the soil matrix may need to be replaced.
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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
I 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.
I 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
I 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
I will be done within 10 working days. Qualified individuals (i.e., the designers or contractors)
will conduct repairs where structural damage has occurred.
I . 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
I 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.
I . 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
I 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
I 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,
I 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.
I Maintenance Frequency
The maintenance indicators for selected BMPs are included in Attachment Al.
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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
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.
Trash Storage Areas
All trash storage areas shall be inspected daily to insure that they are clean from trash. Also the
following shall be inspected annually 30 days prior to October 1st of each year.
Pavement is in good repair.
Drainage will not run-off onto adjacent areas.
That they remain screened or walled to prevent off-site transport of trash.
That all lids are closed and/or awnings are in good repair to minimize direct
precipitation.
Signs posted on or near dumpsters with the words "Do not dump hazardous
materials here" or similar.
F. 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.
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Inspection Frequency: Semi-annually, 30 days prior to October 1st each year, and
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monthly during rainy season.
G. Bioffitration
I Operational and maintenance needs include:
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. Vegetation management to maintain adequate hydraulic functioning and to limit habitat
for disease-carrying animals.
Animal and vector control.
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. 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
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communities or mosquito breeding areas.
Erosion and structural maintenance to prevent the loss of soil and maintain the performance
of all landscaping.
I . 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"
I H. 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
I 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.
I 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.
I . Remove grate and visually inspect lower orifice plate and blockage
Remove debris from inside of catch basin and around orifice plate
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. Replace grate when orifice plate and inside of catch basin are free of debris
I. 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
I very small flow rate in order to comply with these requirements. The outlet structure for the
underground storage and bioretention facility had to be sized to a variable size between 0.25" to 6" in
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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
I Issues and bringing their potential for severe harm to human health.
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In order to implement vector controls including minimizing the risk for mosquito-borne disease
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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.
I General guidelines to help create a project specific vector control plan for your project:
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- - - - - - - - - - - - - - - - - = - ATTACHMENT "Al" INSPECTION & MAINTENANCE
SCHEDULE
PREVENTATIVE MAINTENANCE AND ROUTINE INSPECTION
TYPE BMP Routine Action Maintenance Maintenance MAINTENANCE SITE-SPECIFIC REQUIREMENTS
Indicator Frequency ACTIVITY
Landscaping & Proper irrigation & Less than 80% 30 days prior to Re-seed or Re- plant. All slopes and landscaped areas are to have a
irrigation Fertilizer, coverage October 1st each year Repair Irrigation minimum coverage of 80%
and Monthly system with-in 5-days.
Trash storage Trash free and removal Visual Inspection Daily inspection Remove trash and silt All trash storage areas to be free from trash
areas of silt Daily. and silt at all times
Roof drain Trash free and removal of Silt build up of more 30 days prior to Remove all trash and silt All Roof to be free from trash and silt and in
silt, sedimentation & than 1" no trash October 1st each and repair any damage good repair
Debris year and weekly to roof drains,
during rain season.
Bioretention Trash free and removal of Silt build up of more 30 days prior to Remove trash and silt - All bio-filters to be free from trash and silt at all
silt. Clear Clogged outlets than 2" no trash, October 1st each repair and reseed times, grass area to be free from exposed soil
and Standing Water. Exposed soils, dead year, monthly during exposed areas, maintain and maintained to proper height, ponding of
vegetation, ponded rainy season, and grass height so as not be water for more than 72 hours maintenance will
water, and excessive after Storm Event shorter than 2" or higher be required
vegetation than 5" remove all
(see TC-32) ponded water weekly
inspections, (See TC-32)
Storm Water Must be legible at all times Fading of paint or Semi-annually, 30 Repaint stenciling and/or Applicable to all stenciling and signs
Conveyance and have a clear view, illegible letters or days prior to October replace signs 30 days
system 1st each year & prior to October 1st.
Stenciling & monthly during rainy
Signing season
Outlet Must be kept functional at Silt, debris, trash 30 days prior to Silt, debris, trash All outlet structures shall be kept functional at all
Structures all times. Clear Clogged accumulation, Ponding October 1st each accumulation and repair times.
outlets and Standing Water year and weekly any structural damage
Water. during rainy season to the outlet structures.
or within 24 hours
prior to rain forecasts.
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ATTACMENT "BI"
Annual Estimate to Maintain all BMPs
Landscaping & Bioretention
Maintenance of landscaping and bio-filters is already included in the
property management responsibilities. Additional cost:
Irrigation System:
Inspection and maintenance ofthe 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 Estimated Annual Cost to Maintain BMPs
Annual 10-Year
$200 $2,000
$100 $1,000
$100 $1,000
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ATTACHMENT "Cl"
BMP TRAINING LOG
Personnel
Date Type of Training Trained Trainer
Mo/Day/Yr
ATTACHMENT "Dl"
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INSPECTION AND MAINTENANCE LOG
BMP TYP &
LOCATION
DATE
MID/V
Name of
Person
Inspecting
Description of BMP
Condition! Description repair
required if any
Date Repair made
and Description repair
made and by who
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ATTACHMENT "Dl"
INSPECTION AND MAINTENANCE LOG
BMP TYP &
LOCATION
DATE
M/DIY
Name of
Person
Inspecting
Description of BMP
Condition! Description repair
required if any
Date Repair made
and Description repair
made and by who
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ATTACHMENT "Dl"
INSPECTION AND MAINTENANCE LOG
BMP TYP &
LOCATION
DATE
M/DIY
Name of
Person
Inspecting
Description of BMP
Condition! Description repair
required if any
Date Repair made
and Description repair
made and by who
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I OPERATION & MAINTENANCE (O&M) PLAN
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ATTACHMENT 3 STRUCTURAL BMP
I MAINTENANCE INFORMATION
ATTACHMENT El. MAINTENANCE INDICATORS
TABLE 7-2. Maintenance Indicators and Actions for Vegetated BMPs
1ti
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 water Repair/re-seed/re-plant eroded areas, and make appropriate
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
[City Engineer] shall be contacted prior to any additional repairs or
reconstruction.
Standing water in vegetated swales Make appropriate corrective measures such as adjusting irrigation
system, removing obstructions of debris or invasive vegetation,
loosening or replacing top soil to allow for better infiltration, or
minor re-grading for proper drainage. If the issue is not corrected
by restoring the BMP to the original plan and grade, the [City
Engineer] shall be contacted prior to any additional repairs or
reconstruction.
Standing water in bioretention, 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.
TABLE 7-3. Maintenance Indicators and Actions for Non-Vegetated Infiltration BMPs
ft
E ft1tm zmdcm __
Accumulation of sediment, litter, or
debris in infiltration basin,
pretreatment device, or on permeable Remove and properly dispose accumulated materials.
pavement surface
Standing water in infiltration basin
without subsurface infiltration gallery
for longer than 96 hours following a Remove and replace clogged surface soils.
storm event
This condition requires investigation of why infiltration is not
Standing water in subsurface occurring. If feasible, corrective action shall be taken to restore
infiltration gallery for longer than 96 infiltration (e.g. flush fine sediment or remove and replace clogged
hours following a storm event soils). BMP may require retrofit if infiltration cannot be restored.
If retrofit is necessary, the [City Engineer] shall be contacted prior
to any repairs or reconstruction.
Standing water in permeable paving Flush fine sediment from paving and subsurface gravel. Provide
area 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
R*j ftriftm4) w
s..s .
Accumulation of sediment litter, or debris
Remove and properly dispose accumulated materials.
Obstructed inlet or outlet structure Clear obstructions.
Remove and properly dispose filter media and replace with fresh Clogged filter media media.
Damage to components of the filtration
system Repair or replace as applicable.
Note: For proprietary media filters, refer to the manufacturer's maintenance guide. I
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- - - - - - - - - - - - - - - - - - - Appendix E: BMP Design Fact Sheets
'IJIX ¶fctIØ Ji'IQP ñTIr sui ('oiiU ff1
2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table Operational BMPs—Include in
unoff Pollutants Drawings and Narrative Table and Narrative
A. Onsite storm drain Locations of inlets. Mark all inlets with the words "No V Maintain and periodically repaint
inlets Dumping! Flows to Bay" or similar. r replace inlet markings.
See stencil template provided in v6provide storm water pollution
U Not Applicable Appendix 1-4 prevention information to new
ite owners, lessees, or operators.
See applicable operational BMPs
in Fact Sheet SC-44, "Drainage
System Maintenance," in the
CASQA Storm Water Quality
Handbooks at
www.casga.org/resources/bmp-
handbooks /municipal-bmp-
andbook.
V14Include 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."
E-4 February 26, 2016
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c ggp111 ¶JIk
1 2 3 4
Potential Sources of Permanent Controls-Show on Permanent Controls-List in Table Operational BMPs-Include in
Runoff Pollutants Drawings and Narrative Table and Narrative
U B. Interior floor U State that interior floor drains and U Inspect and maintain drains to
drains and elevator elevator shaft sump pumps will be prevent blockages and overflow.
VNhaft sump pumps plumbed to sanitary sewer.
ot Applicable
U C. Interior parking U State that parking garage floor U Inspect and maintain drains to
garages drains will be plumbed to the prevent blockages and overflow.
Not Applicable sanitary sewer.
VD1. Need for future VNote building design features that /Provide Integrated Pest
indoor & structural discourage entry of pests. Management information to
pest control owners, lessees, and operators.
U Not Applicable
E-5 February 26, 2016
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1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table and Operational BMPs—Include in
Junoff Pollutants Drawings Narrative Table and Narrative
V D2. Landscape/ Y Show locations of existing State that final landscape plans will /Maintain landscaping using Outdoor Pesticide
Use trees or areas of shrubs and
cover to be ground
plish all of the following.
~rpreserve
ithinim um or no pesticides.
VSee U Not Applicable undisturbed and retained. existing drought tolerant applicable operational
trees, shrubs, and ground cover to the BMPs in Fact Sheet SC-41,
U Show self-retaining landscape Artaximum extent possible. "Building and Grounds Vareas, if any. Design landscaping to minimize Maintenance," in the CASQA
Show storm water treatment
facilities, irrigation and runoff, to promote Storm Water Quality
surface infiltration where appropriate, Handbooks at
and to minimize the use of fertilizers www.casga.org/resources/bmp
-handbooks /municipal-bmp- and pesticides that can contribute to
torm water pollution. el
Ai andbook.
Provide IPM information to Nd Where landscaped areas are used to
retain or detain storm water, specify new owners, lessees and
plants that are tolerant of periodic operators.
aturated soil conditions. V Consider using pest-resistant plants,
VT
especially adjacent to hardscape.
o 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 February 26, 2016
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Appendix E: BMP Design Fact Sheets
(EM dhy 000 lL Sfciwi (JJP iiiy
1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table Operational BMPs—Include
Runoff Pollutants Drawings and Narrative in
Table and Narrative
U E. Pools, spas, U Show location of water feature U If the local municipality requires U See applicable operational
ponds, decorative and a sanitary sewer cleanout in pools to be plumbed to the sanitary BMPs in Fact Sheet SC-72,
fountains, and other an accessible area within 10 feet. sewer, place a note on the plans and "Fountain and Pool
ater features. state in the narrative that this Maintenance," in the CASQA
Not Applicable connection will be made according to Storm Water Quality
local requirements. Handbooks at
www.casqa.org/resources/bm
p-handbooks/municipal-
bmp-handbook.
U . Food service U For restaurants, grocery stores, U Describe the location and features of
Not Applicable and other food service the designated cleaning area.
operations, show location U Describe the items to be cleaned in (indoors or in a covered area this facility and how it has been sized outdoors) of a floor sink or other to ensure that the largest items can be area for cleaning floor mats, accommodated. containers, and equipment.
U On the drawing, show a note that
this drain will be connected to a
grease interceptor before
discharging to the sanitary sewer.
E-7 February 26, 2016
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tJ11Ii S1!LQ( J
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1 2 3 4
Potential Sources Permanent Controls—Show Permanent Controls—List Operational BMPs—Include in
of on Drawings in Table and Narrative Table and Narrative
oe
VG. Refuse areas Show where site refuse and U State how site refuse will State how the following will be implemented:
U Not Applicable recycled materials will be be handled and provide Provide adequate number of receptacles. Inspect handled and stored for supporting detail to what receptacles regularly; repair or replace leaky pickup. See local municipal shown on plans. receptacles. Keep receptacles covered. requirements for sizes and Vstatc that signs will be Prohibit/prevent dumping of liquid or hazardous ther details of refuse areas.posted
Vif
on or near wastes. Post "no hazardous materials" signs. Inspect
dumpsters or other dumpsters with the and pick up litter daily and clean up spills
receptacles are outdoors, words "Do not dump immediately. Keep spill control materials available
show how the designated hazardous materials on- site. See Fact Sheet SC-34, 'Waste Handling and
area will be covered, graded, here" or similar. Disposal" in the CASQA Storm Water Quality
and paved to prevent run- Handbooks at www.casqa.org/resources/bmp-
on and show locations of handbooks /municipal-bmp-handbook.
berms to prevent runoff
from the area. Also show
how the designated area will
be protected from wind
Vdispersal.
Any drains from dumpsters,
compactors, and tallow bin
areas must be connected to
a grease removal device
before discharge to sanitary
sewer.
E-8 February 26, 2016
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Appendix E: BMP Design Fact Sheets
Lrkx UU 1 Lk 5n ii iri 9JT &z
1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table and Operational BMPs—Include
Runoff Pollutants Drawings Narrative in Table and Narrative
oe
Table and Narrative
JH. Industrial Show process area. V If industrial processes are to be located VSee Fact Sheet SC-10, "Non-
processes. onsite, state: "All process activities to be Storm Water Discharges" in
U Not Applicable performed indoors. No processes to the CASQA Storm Water
drain to exterior or to storm drain Quality Handbooks at
system." htWs://www.casqa.org/resou
rces /bmp-handbooks.
U I. Outdoor storage U Show any outdoor storage U Include a detailed description of U See the Fact Sheets SC-31,
of equipment or areas, including how materials materials to be stored, storage areas, and "Outdoor Liquid Container
materials. (See rows J will be covered. Show how structural features to prevent pollutants Storage" and SC-33,
and K for source areas will be graded and from entering storm drains. "Outdoor Storage of Raw
control measures for bermed to prevent run-on or Where appropriate, reference Materials" in the CASQA
vehicle cleaning, runoff from area and documentation of compliance with the Storm Water Quality
repair, and protected from wind dispersal. requirements of local Hazardous Handbooks at
VN
I aintenance.) U Storage of non-hazardous Materials Programs for: www.casqa.org/resources/bm
ot Applicable liquids must be covered by a Hazardous Waste Generation
p-handbooks/municipal-bmp-
roof and/or drain to the handbook.
sanitary sewer system, and be Hazardous Materials Release
contained by berms, dikes, Response and Inventory
liners, or vaults. California Accidental Release
U Storage of hazardous materials Prevention Program
and wastes must be in E Aboveground Storage Tank
compliance with the local
hazardous materials ordinance Uniform Fire Code Article 80
and a Hazardous Materials Section 103(b) & (c) 1991
Management Plan for the site. Underground Storage Tank
E-9 February 26, 2016
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LET ii'u S2fl
000 ¶hS 1iDQ Jrr.9 1I1
2 3 4
Potential Sources of Permanent Controls—Show on Drawings Permanent Controls—List in Operational BMPs—Include in
Runoff Pollutants Table and Narrative Table and Narrative
U J. Vehicle and U Show on drawings as appropriate: U If a car wash area is not Describe operational measures to
Cleaning provided, describe measures implement the following (if VN ot Applicable
Commercial/industrial facilities having applicable):
Equipment
taken to discourage onsite vehicle /equipment cleaning needs must car washing and explain how either provide a covered, bermed area for these will be enforced. washing activities or discourage U Washwater from vehicle and
vehicle/equipment washing by removing equipment washing operations
hose bibs and installing signs prohibiting such must not be discharged to the
uses. storm drain system.
Multi-dwelling complexes must have a U Car dealerships and similar
paved, bermed, and covered car wash area may rinse cars with water
(unless car washing is prohibited onsite and
hoses are provided with an automatic shut- U See Fact Sheet SC-21,
off to discourage such use). "Vehicle and Equipment
Cleaning," in the CASQA
Washing areas for cars, vehicles, and Storm Water Quality
equipment must be paved, designed to Handbooks at
Prevent run-on to or runoff from the area, www.casqa.org/resources/bm
p-handbooks/municipal-bmp- and plumbed to drain to the sanitary sewer.
handbook. 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 February 26, 2016
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1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in Operational BMPs—Include in
Runoff Pollutants Drawings Table and Narrative Table and Narrative
U K. U Accommodate all vehicle U State that no vehicle repair or In the report, note that all of the following
Vehicle/Equipment equipment repair and maintenance will be done restrictions apply to use the site:
Repair and maintenance indoors. Or outdoors, or else describe the U No person must dispose of, nor permit Vaintenance designate an outdoor work area required features of the the disposal, directly or indirectly of
N(ot Applicable and design the area to protect outdoor work area. vehicle fluids, hazardous materials, or from rainfall, run-on runoff, and State that there are no floor rinsewater from parts cleaning into wind dispersal. drains or if there are floor storm drains.
U Show secondary containment for drains, note the agency from U No vehicle fluid removal must be exterior work areas where motor which an industrial waste performed outside a building, nor on oil, brake fluid, gasoline, diesel discharge permit will be asphalt or ground surfaces, whether fuel, radiator fluid, acid- obtained and that the design inside or outside a building, except in containing batteries or other meets that agency's such a manner as to ensure that any hazardous materials or hazardous requirements. spilled fluid will be in an area of wastes are used or stored. Drains U State that there are no tanks, secondary containment. Leaking must not be installed within the containers or sinks to be used vehicle fluids must be contained or secondary containment areas. for parts cleaning or rinsing drained from the vehicle immediately.
U Add a note on the plans that or, if there are, note the U No person must leave unattended drip states either (1) there are no floor agency from which an parts or other open containers drains, or (2) floor drains are industrial waste discharge containing vehicle fluid, unless such connected to wastewater permit will be obtained and containers are in use or in an area of pretreatment systems prior to that the design meets that secondary containment. discharge to the sanitary sewer agency's requirements.
and an industrial waste discharge
permit will be obtained.
E-11 February 26, 2016
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000J 1E JP 1J s'uj @ixi
1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List Operational BMPs—Include in
Runoff Pollutants Drawings in Table and Narrative Table and Narrative
U L. Fuel Dispensing U Fueling areas 16 must have U The property owner must dry sweep
reas VN
impermeable floors (i.e., portland the fueling area routinely.
ot Applicable cement concrete or equivalent smooth U See the Business Guide Sheet, impervious surface) that are (1) graded "Automotive Service—Service at the minimum slope necessary to Stations" in the CASQA Storm prevent ponding; and (2) separated Water Quality Handbooks at from the rest of the site by a grade https://www.casqa.org/resources/b break that prevents run-on of storm ml?-handbooks. water to the MEP.
U 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 areal.]
The canopy [or cover] must not drain
onto the fueling area.
16 The fueling area must be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the h05o and nozzle assembly may be
operated plus a minimum of one foot, whichever is greater.
E-12 February 26, 2016
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Appendix E: BMP Design Fact Sheets
ci) ________ 00 11T SYz fOP ui kuz
2 3 4
Potential Sources of Permanent Controls—Show on Permanent Operational BMPs—Include in
Runoff Pollutants Drawings Controls—List in Table and Narrative
U Show a preliminary design for the U Move loaded and unloaded items indoors as
Loading Docks Not Applicable loading dock area, including soon as possible.
roofing and drainage. Loading U See Fact Sheet SC-30, "Outdoor Loading and docks must be covered and/or Unloading," in the CASQA Storm Water
graded to minimize run-on to and Quality Handbooks at
runoff from the loading area. Roof www.casga.org/resources/bmp-
downspouts must be positioned to handbooks /municipal-bmp-handbook.
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.
U 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.
U Provide a roof overhang over the
loading area or install door skirts
(cowling) at each bay that enclose
the end of the trailer.
E-13 February 26, 2016
— - — — — — — — — — — — — — — — — MM
Appendix E: BMP Design Fact Sheets
Ut, 9MMKO cU
tW oo 11ILJJ Su? ____ oxn
1 2 3 4
Potential Sources of Permanent Controls— Permanent Controls—List in Table and Operational BMPs—Include in runoff Pollutants Show on Drawings
oe
Narrative Table and Narrative
1 N. Fire Sprinkler Provide a means to drain fire sprinkler test water See the note in Fact Sheet SC-
Test Water to the sanitary sewer. 41, "Building and Grounds
C] Not Applicable Maintenance," in the CASQA
Storm Water Quality
Handbooks at
www.casqa.org/resources/bm
p-handbooks /municipal-bmp-
handbook ______________________
0. Miscellaneous Drain U Boiler drain lines must be directly or indirectly
or Wash Water connected to the sanitary sewer system and may
VU oiler drain lines Vnot discharge to the storm drain system.
Condensate drain Condensate drain lines may discharge to
ines landscaped areas if the flow is small enough that
Vooftop runoff will not occur. Condensate drain lines
equipment may not discharge to the storm dram system.
VRooftop Li lrauiage sumps mounted equipment with potential to
produce pollutants must be roofed and/or have Roofing, gutters, secondary containment. and trim U Any drainage sumps onsite must feature a
U Not Applicable sediment sump to reduce the quantity of
sediment in pumped water.
Avoid roofing, gutters, and trim made of copper
or other unprotected metals that may leach into
runoff.
E-14 February 26, 2016
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1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in Operational BMPs—Include in
1Runoff Pollutants Drawings Table and Narrative Table and Narrative
P. Plazas, V Plazas, sidewalks, and parking lots must
sidewalks, and be swept regularly to prevent the
parking lots, accumulation of litter and debris.
D Not Applicable 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.
E-15 February 26, 2016
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11,
ENGINEERING SCALE 1`-40'
LAND PLANNING • ENGINEERING SURVEflNC •1. 1
440 STATE PLACE, ESCONDIDO,CA 0 40 80 120 160
PH (760)745-8118 FX (760)745-1890 ~
SIØ2MP NO 16-39
- ~
PARTY RESPONSiBLE FOR MAINTENANCE
l i
NAME WC TOR Y CARLSBAD OAKS INNOVA liON CENTER LP
CONTACT BEN BADIEE
ADDRESS 12200 W OL YMPIC BOULEVARD SUITE 200 cckESS/o,,
- D y LOS ANGELES CA 90054
No 45629
2-31-18 *
PLAN PREPARED B) 4Ic
NAME ROBERT DEN 11NO
S/GA/A TI/RE
CO4IPI4NY EXCEL ENGINEERING
ADDRESS 440 STATE PL
ESCONDIDO CA 92029
PHONE NO 705 7458188
CER17F1CA liON_R CE 45529
BA/P NOTES
1 THESE BA/PS ARE UI4NDA TORY TO SE INSTALLED PER
MANUFACTURER'S RECOMMENDA PONS OR THESE PLANS
2. NO CHANGES TO THE PROPOSED SMPS ON THIS SHEET lifT//OUT
PRIOR APPROVAL FROM THE CITY ENGINEER
3 NO SUBSJ1TU17ONS TO THE MATERIAL OR TYPES OR PLAN17NG
TYPES J1f71-IOUT PR/OR APPROVAL FROM TIlE CITY ENGINEER.
4 NO OCCUPANCY H7LL BE GRANTED UNilL THE CITY INSPECT/ON
STAFF HAS INSPECTED TI/IS PROJECT FOR APPROPR/A iF SUP
CONSTRUCT/ON AND /NS1.4LLA liON
5 REFER TO MAINTENANCE AGREEMENT DOCUMENT I
6 SEE PROJECT Sø1P FOR ADD/7JONAL INFORMA liON
BMP TABLE
______
BMP# BMP TYPE SYMBOL CASQA 0 QUANTITY DRAWING# SHEET#(S) INSPECTION MAINTENANCE
FREQUENCY FREQUENCY
HYDROMODIFICA TION & TREA TMENT CONTROL
SIOFJL TRA liON 2 AREA ' TC-32 4711 SF - 4-8 QIJ14RTERL Y SEMI-AN//I/ALL Y
L OWIMPA CTDESIGN(LLDJ
ROOF DRAIN TO
0 LANDSCAPING I 0 SD-if 4 EA - 4-8 ANNUAL Y ANNUALLY
SOURCE CONTROL
0 TRASH ENCLOSURE FLIt-il SD-32 1 EA. - 4-8 QUARTERL Y QUARTERL Y
INLET
0 STENCILING N/A 50-50 6 EA - QUARTERLY YEI4RL Y
5 ShEEP/NC NIA SE-7 3 EA - I1EE/c'L Y H'EEKL Y
INSPECTOR DATE
SHEET CITY OF CARLSBAD SHEETS
1 ENGINEERING DEPARTMENT I 1 ___
BMP SITE PLAN
CARL SBAD OAKS L OT 5
SH'QMP NO 16-39
APPROVED:
ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/16 DATE
CHKD BY:
AJV PROJECT NO DRAWING NO
RVWD BY: ______ SDP 16-15 498-6 SW
DATE INITIAL
REVISION DESCRIPTION
DATE INIllAL DATE INITIAL
ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL