HomeMy WebLinkAboutCorrespondence ENG 2/1/2006
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Goebel Engineering & Surveying, Inc.
Engineering Surveying Planning
TRANSMITTAL LETTER
PROJECT NAME:
Legacy Estates Subdivision.
GES PROJECT NO.:
TO:
FROM:
02414-2004-C
CITY'PROJECT NO.:
Jim Donovan
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DATE: 1 February 2006
Scott/Pamela Goebel
TRANSMITTED IS THE FOLLOWING:
~ enclosed
Cl under separate cover
Via: er' delivery
FOR YOUR:
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COMMENTS:
review
comment
approval
use
Submittal To Do's (Checklist)
Hydrology Study (narrative)
24" x 36" Pre-Development Basin Hydrology
24" x 36" Basin Drainage Swale & Bio-Swale
Letter from attorney regarding completeness
Suggested Conditions of Approval for Adjacent Well
Verification of meeting with agencies (minutes)
Verification of filing with agencies
Memo regarding meeting with neighbors
'No. of
CODies
3
3
6 (2 sh/set)
6 (1 shlset)
3
3
3
3
3
19 December 2005
19 December 2005
Plot
Date
310 Garfield 5treel#17 Eugene, Oregon 97402
Phone: (541) 687-0542 Fax: (541) 687-0739 E-mail: scottt6lQeseuoene.com
Date Received:
Planner:
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LAW OFFICE OF BILL KLOOS, PC
OREGON LAND USE LAW
375 W. 4TH STREET, SUITE 204
EUGENE, OR 97401
TEL (541) 343-8596
FAX (541) 343-8702
E-MAIL BILLKLOOS@LANDUSEOREGON.COM
January 31, 2006
Jim Donovan, Planner
Springfield Dev't Services Dept.
225 Fifth Street
Springfield, OR 97477
Re:
Legacy Estates Subdivision
City File: SUB2005-00047
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Dear Mr. Donovan:
I will be helping the applicant and his engineer with this application during the balance of the
local proceeding, Please add my name to the notice list.
Accompanying this letter is a compilation ofmateria1s, prepared by Goebel Engineering and
Surveying, as promised in Goebel's letter dfagreement with you dated December I, 2005. Based
on this submittal, please restart the processing of this application on this date. Thank you.
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Ene!. Supplemental information from GES
C: Client
re "21' IO~
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Legacy Estates Subdivision
UTa Don/Submittal List
.I Updated Hydrology Study:
Narrative (3 copies)
Drawing (6 copies)
.I Hydrology Plan Set for off site improvements
(Includes notation of line sizes, flow lines, easements, etc.)
.I Proof of application to agencies
.I Suggested Conditions of Approval for adjacent water well protection
.I Wellhead protection information:
Structural Integrity
Aquifer protection measures
.I Interpretation of law/requirements
Review of DEQ requirements for ground water protection
Review of setbacks and other measures that accrue to a (well) water right
.I Verification of meeting with DEQ, DSL, Corps, etc.
.I Minutes/notes/information from meeting with neighbors, attorney, etc.
M 'Pers-DlrV\ - C\COfey\legacy Estates (02414)\Submittal Checkshee1.\Submrttal TO DO list ..-pd
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APPLICANT'S PROPOSED
CONDITION OF APPROVAL
for
Legacy Estates
Tentative Subdivision
(SUB 2005-00008/00047)
for
PROTECTION
for
ADJACENT WATER WELL
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Applicant shall protect the existing water well, located on Tax Lot 300 of Assessors map 17-03-
24 31. All improvements and activities shall comply with state rules relative t60 wellhead
protection.
Relative Oregon Administrative Rules (OARs) are as follows:
1. OAR 690-210-0030. No sewer pipes (storm or sanitary) shall be placed within 50' of
the wellhead.
Lots 5 and 8, as well as the right-of-way of North l6t11 Street, are encumbered by this rule.
A 50' radius wellhead protection easement shall be shown on 5the final plat and on all
engineering documents.
2. OAR 690-210-0250. The well casing is to be at least 12" above all adjacent ground.
All new construction associated with this subdivision shall be graded so as to drain
surface water away from the well.
3. OAR 690-21-0050. The existing well shall not be altered in any manner as to alter
the casing integrity from being securely covered to prevent any foreign substance
from entering the well.
This condition does not require the applicant to reconstruct the well to comply with this
rule. However, the applicant is restricted from constructing any improvements (public or
private) that would introduce any foreign substance from entering the well (which might
contaminate the ground water).
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22 December 2005
Goebel Engineering & Surveying, Inc.
Engineering Surveying Planning
310 GarfleId Street #17 Eugene, Oregon 97402
Phone: (541) 687'()542 Fax: (541) 687.()739 Internet: scott@oeseUQene.com
The purpose of this memo is to document contact with the neighbors (Kopperud) by the developer (David
Corey).
In a meeting held on 30 November 2005, City Staff, the Developer/Applicant and the Design Team agreed
upon certain criteria for submittal of data to the city, One of the items listed involved a listing or
documentation of contact (or attempted contact/meetings) betwetm the developer and/or his representative and
the owner of the adjacent water well. The following information is noted to satisfY that criteria.
Since the above-noted meeting, David Corey has contacted (and attempted contact) as noted below:
· 19 December 2005 (afternoon)
Mr. Corey calls and speaks with Mrs. Kopperud
After a brief discussion, Mrs. Koppet"Ud advises Mr. Corey that Mr. Kopperud will be home at 7:00
that evening.
Mr, Corey calls at approximately 8:30 p,m.
No one picks up/answers, so he leaves 0 message,
· 20 December 2005
Mr. Corey calls, no one answers/picks up.
Mr. Corey leaves another message.
· 21 December 2005
Mr. Corey calls during the day and again speaks with Mrs. Kopperud.
She indicates that, because it is Christmas soon, it is more difficult for them to meet.
Mr. Corey exploins that he will be leaving town soon for several weeks.
He gives her information about current finds/data regarding the well.
He tells her he, and the engineer (Goebel) will be happy to meet with them to
discuss ways to protect their well, as'well as other issues of concern.
He further informs her that Goebel plans to re-submit information to the city in 2005.
He tells her if they would like to meet to please contact him.
He has heard nothing further from her.
We believe this clearly documents the efforts to communicate and work with the neighbors.
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Pamela G. Goebel
M\Pers.OiM. C\Corey\Legacy Estates {(2414)\$ubmlttal Checksh~t\Neighbor contact mamo wpd
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12/07/2005 07:01 FAX
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COYOTE CREEK ENVIRONMENTAL
SERVICES, INC.
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27661 Crow Road
Eugene, OR 91402
Tel. (541) 4S4-7336
Mobile (541) 521-2806
Fax. (541) 4S4-1233
CoyoleCreelcES@peoplepc.com
141001
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December 6, 2005
To; David Corey
Re; Minutes from Meeting Held September 15, 2005
Legacy Estates Project, Springfield, Oregon
In Attendance:
David Corey, Project Developer; Scott and Pamela Goebel (Goebel
Engineering and Surveying); 10hn Otsyula (Oregon Dept. of State Lands);
Shelley Hanson (US Army Corps of Engineers); Alex Cyril and Bill Perry
(Oregon Dept. of Environmental Quality); Matt Stouder and Eric Walter
(City of Springfield); Mike Shippey (Coyote Creek Environmental
Services, Inc.). Lane County Planning office and Oregon Department of
Fish and Wildlife were invited, but declined to send staffmembers.
. Mike began the meeting with a draft agenda and introductions.
Discussion began with Scott Goebell'resenting the project and schedule.
He explained the dual nature of the project: the Legacy Estates
subdivision that David intends to build, and the storm drainage system
that is being required by the City of Springfield. Most of the discussion
was focused on the storm channel system.
The anticipated annexation agreement was discussed. The stormwater
channel is required in order to annex to the City.
Approximately 34 to 40 acres of this north Springfield area will be served
by the proposed storm system; some of the area is already developed as
residential, and approximately 15 - 20% is currently unimproved. The
existing storm system empties into a low orchard and spreads across the
well-drained soils at that location.
As the group examined the aerial photography and contour mapping,
Mike described the landscape for the subdivision and the storm channel
and proposed outfall. The subdivision site is presently a fLlbert orchard,
gently rolling terrain and pretty well drained soils. Probably no
jurisdictional issues there. The storm channel will travel through lower
terraces of orchards and grass fields, passing via culvert beneath Harvest
Lane and outfalling into a slough I old meander channel that is separated
from the McKenzie River by a linear upland area.
Scott discussed the size of the pipe, the preliminary channel section and
how storm water quality will be treated. Alex emphasized the sequence
of treatments ("treatment train'') should be well-considered and the
primary issue for DEQ. She also suggested the Washington Dept. of
Ecology has new methods I standards that represent best science for water
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12/07/2005 07:01 FAX
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quality treatment. Scott presented the draft proposal; retrofitting oil-
separating catch basins in some of the presently-developed areas, use of
oil-separating "stormceptor" manholes at current outfall locations, and
bioswaIes for the anticipated load. The outfall will be located in the
slough and not the River.
All storm facilities will be sized to handle the eventual fully-developed
basin.
Shelley mentioned that there may be issues of not only 404 wetlands /
waters, but perhaps Section 10 waters as well. She offered to review the
designation of the McKenzie area
The subdivision will be annexed to the City of Springfield. The
stormwater facility will extend beyond the City limits and Urban Growth
Boundary. Shelley recommended revieweing the "SLOPES" information
" on the Corps website for outfall designs and Best Management Practices.
Some concern was expressed that the design needs to consider and avoid
entrapment offish within the low storm channel following a flood of the
area. Mike also offered to coordinate with the Oregon Department ofFish
and Wildlife, particularly in regards to issues of protected fish species.
The City of Springfield and DEQ staff discussed the MS4 permit process,
issues and schedule. This is apparently going to be in place in the near
future and planning for this project to meet the MS4 agreements should be
occurring.
More discussion occurred about opportunities for the treatment train,
including storm water quality ponds, trash racks, sediment ponds,
bioswales, baffles... Alex recommended focusing on first flush of
pollutants, including hydrocarbons, into the storm system. Maintaining
capacity in the system by diverting relatively clean roof-runoff away from
the storm system to perforated pipes / dry wells would be effective with
the very permeable soils.
Mike suggested the storm features could also contribute to the aesthetics
of the development with a little design care. David thought there was "
ample land within and nearby to accommodate the proposed storm
features.
Mike also described the character of the slough as frequently dry,
potentially connected to the MeKenzie at the ends of the slough during
high water events.
City of Springfield staff mentioned the City is updating their storm water
master plan and intend to develop upgrades over the next 5 to 10 years.
Date Received: j/I'b~
Planner:
JD ~
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12/07/2005 07:02 FAX
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141003
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Scott then summarized the dual processes that would be required. The
subdivision will require land use actions, no wetland permits, typical
subdivision processes. The stormwater channel will! may require
wetland permits, potentially land use actions with the County, and other
issues.
Matt opined that the storm channel will be built for eventual build-out of
the drainage basin, and the channel treatment train will be over-built until
that time.
Discussion ensued regarding who will be the actual applicant, and the
roles to be played by David and the City. David will be the applicant for
the subdivision, and will pay to develop the storm channel, but the storm
facility will belong to the City. The City is contributing some funding and
design input. Maintenance may belong to City as well, even if in the
County. Davids' annexation agreement states how much he is required to
. maintain, and he will be receiving SDC funds back as the area develops
and connects to the system. David will hire the contractor to build the
storm channel per city specifications. The City will monitor the
construction.
Additional discussions occurred regarding flood events and the impacts to
the storm facility. The storm channel is within the floodplain of the
McKenzie River. The subdivision is beyond the 100 year floodplain.
Alex offered to send a copy of the guidelines and checklist for DEQ
subnrission. .
Mike closed the meeting.
Respectfully submitted.
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Principal! Landscape Ecologist
Date Received: Z ~ I '~0
Planner: J 1)
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US Army Corps
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Joint
Permit Application Form
Of Enaineers (Portland District) ,
AGENCIES WILL ASSIGN NUMBERS I J
Corns Action ID Number Oregon Department of State Lands No.
SEND ONE SIGNED COpy OF yOUR APPLICATION TO EACH AGENCY
District Engineer State of Oregon
A1TN: CENWP-OP-GP Department of State Lands
PO Box 2946 775 Summer Street NE Suite 100
Portland, OR 97208-2946 Salem, OR 97301-1279
503-808-4373 503-378-3805
Q) Applicant Name David Corey Business Phone # (541) 338-3316
and Address 3956 Mirror Pond Way Cellular Phone# (541) 954-5817 -
Eugene, Oregon 97408 FAX # (541) 338-3370
E-mail: david({j)leamcorev.com
o Authorized Agent o Consultant o Contractor Business Phone #
Name and Address Home Phone #
(signature required in Block 9) FAX #
E-mail:
Property Owner Joe & Patricia Proden Business Phone #
(if different than applicant) 2290 Hayden Bridge Rd. Home Phone #
Name and Address Springfield, OR 97478 FAX #
E-mail:
~ PROJECT LOCATION
Street, Road or other descriptive location Legal Description
North of 16th and Yolanda Streets, and near Harvest Quarter/Quarter Section Township Range
Lane in north SDrinmeld 31 24 17s 03w
In or Near (City or County Tax Map # Tax Lot #
Town) Sorinmeld Lane 17-03-24-31 -00300, -00500
WetlandlWaterway Name River Mile (if known) Latitude Longitude I
Unnamed slough near McKenzie River, RM 12 44004'15" N 122059'50" W
Do you consent to allow Corps or Dept. of Stat~ Lands staff to enter into the above-described property? X Yes aNo
Q) PROPOSED PROJECT INFORMATION
Activity Type: XFill XExcavation (removal) a In-Water Structure a MaintainlRepair an Existing Structure
Brief Description: 5 acre subdivision with all infrastructure: storm water drainafle extension to slouflh near River
Fill will involve cubic yards annually arid/or 500 0' for the total project
2.0 cubic yards in wetlands or below the ordinary high water or high tide line.
Fill will be X Riprap a Rock a Gravel a Sand a Silt a Clay a Organics K Other native backfill over 48" Dive
Fill Impact Area is 54 sf /0.001 Acres; 2.:.....length; Lwidth; ~depth
Removal will involve cubic yards annually and/or 444 cv oermanent / 980 cv temp for the total project
2.0 temo cubic yards is wetlands or below the ordinary high water or high tide line.
Removal will be a Riprap a Rock a Gravel a Sand KSilt KClay K Organics K Other sub-excavation
Removal Impact Area is 36sf/0.001 Acres; 2.:.....length; Lwidth; ~depth
Is the disposal area: Upland? X Yes aNo Wetland / Waterway? aYes XNo
Are you aware of any state or federal Endangered Species on the project site? a Yes KNo If yes, please explain in the
Are you aware of any Cultural Resources on the project site? aYes KNo project description (on page
Is the project site within a national Wild and Scenic River? 0 Yes KNo 2, block 4)
Is the project site within a State Scenic Waterway? a Yes KNo This project is near the
McKenzie River, which is known to support a number of protected fish species. However, the outfall from this storm sewer will
open to an intermittently wet meander scar that does not support protected fish species.
Coyote Creek Environmental Services, Inc
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Legacy Estates Project
.@) PROPOSED PROJECT PURPOSE SCRIPTION
Project Purpose and Need:
This project proposes to provide needed housing within the growing city of Springfield. as well as to retrofit and integrate the
storm sewer system that serves approximately 40 acres of drainage shed in this area. The storm drainage system in this area is
presently not well connected and storm water is not well treated The proposal will result in improved urban storm water
treatment for this area. The area is zoned appropriately for this development.
Project Description:
(Include volumes and acreages of all fill and removal activities in waterway or wetland separately, permanent and temponuy
impacts, types of materials, staging areas, access routes and general construction methods.)
This project includes all infrastructure (roads, utilities) required for a 5 acre subdivision in the desirable north Springfield /
Hayden Bridge area. The subdivision area is within the Urban Growth Boundary and will be soon annexed to the City of
Springfield A second component to the project is the integration and extension of storm sewer facilities to service this new
subdivision and a larger urbanizing drainage shed approximately 40 acres in size. The existing system will be retrofined with
water quality improvement structures and connected to a new bioswales and piped extension that will flow north to an old. dry
meander along the McKenzie River.
The subdivision project will not impact jurisdictional areas; the storm sewer extension will include the temporary sub-
excavation and permanent fill required for armoring around the outfall in the meander. a portion of which will be below the
established Ordinary High Water line in the'meander. Approximately 2 cubic yards of rock and riprap will be placed around
the outfall and along the bed of the meander as protection from erosion. Approximately 0.001 acres of jurisdictional area will
be impacted.
Construction will utilize existing roads. such as HaydenBridge Road, North ](!h Avenue and Harvest Lane. Harvest Lane will
be temporarily closed during installation of the 48" pipe.
Project Drawings:
How many project drawing sheets are included with this application? (must be on separate 8\1, X II sheets) ~
Note: A complete application must include a location map, site plan and cross-section drawings:
Location map (must be legible with street names)
Site pIan (include project footprint, proposed contours, ordinary high water or wetland boundary, proposed
impacts, staging areas, temponuy impacts, location of cross section(s), as applicable)
Cross section(s) (include existing and proposed elevations, ordinary high water or wetland boundary)
_ Will any.construction.debris.runoff..etc., .enter a.wetland.or.waterway?~.o.Yes, 4Nl1-
If yes, describe the type of discharge and show the discharge locatiOli on the site plan.
Estimated Start Date Mav 1. 2006
Estimated Completion Date
October 1. 2006
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PROJECT IMPACTS AND ALTERNATIVES
Describe alternative sites and project designs that were considered to avoid impacts to the waterway or wetland.
The no-build alternative is not an option for this project. The Springfield area is experiencing moderately rapid growth This
project will resolve existing problems related to storm drainage for a large area.
The alignment of the storm sewer system is dictated by property ownership and the location of existing outfalls, The alignment
ollows the shortest possible distance. and does not impact jurisdictional resources other than the outfall.
Design alternatives continue to be explored to further reduce impocts at the outfall. However. the outfall must be armored for
long-term stability. The depth of the pipe' is required to maintain a positive flow to the outfall; the size of the pipe is designed to
handle full-build of the drainage shed / .
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Describe any changes the proposed project may have on the direction of steamflow, .etc. (~ydrological characteristics) of the
waterway. . Date ReceIVea.
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Coyote Creek Environmental Services, 1n
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Legacy Estates Project
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The meander is dry most of the year, other than high water events in the McKenzie River. The outfall location is very
permeable, cobbly soils. Water quantity in the meander will be increased by this project, and water quality will be high from
the outfall.
Describe what measures you will use (before and after construction) to minimize impacts to the waterway or wetland. (Include
an erosion control plan, storm water management plan to manage post construction storm water, work area isolation plan or
description of other best management practices (BMP's) as appropriate.)
This project will comply with the highest City of Springfield erosion control standards, and will comply with all
DEQ requirements for short-term and long-term storm water management. Erosion and access control fencing
will be installed early. Construction access will be strictly managed to avoid impacts to nearby jurisdictional
resources. Disturbed ground will be quickly re-seeded with sterile ryegrass and native seed mixes.
NOTE: If necessary, use additional sheets.
@ ADDmONAL INFORMATION
Adjoining Property Owners and Their Address and Phone Numbers (if more than 5, at,tach printed labels)
17-03-24-00-01100 200 S. Mill Street, Springfield, Or. 97477
17-03-24-31-00200 3238 N. 16th Street, Sorinl!field, Or. 97477
17-03-24-31-00400 2290 Hayden Bridge Road, Sprinl!field, Or. 97477
17-03-24-31-00600 3287 N. 16th Street, Sorinl!field, Or. 97477
17-03-24-31-00701 POBox 717, Springfleld, Or. 97477
17-03-24-31-00705 PO Box 717, Spri~l!field, Or. 97477 I
17-03-24-31-00800 2580 Grand Vista Drive, Sorinl!field, Or. 97477
17-03-24-3\-00900 2572 Grand Vista Drive, . Sprinl!field, Or. 97477
17-03-24-31-01000 2566 Grand Vista Drive, Sorinl!field, Or. 97477
17-03-24-31-01l00 2558 Grand Vista Drive, Sprinl!field, Or. 97477
17-03-24-31-01200 2546 Grand Vista Drive, Soringfield, Or. 97477
17-03-24-34-00103 2583 N. 16th Street, Sprinl!field, Or. 97477
17-03-24-34-00104 2588 N. 16th Street, Sorinllfield, Or. 97477
.17-03-24-34-00129 2587 N. 17th Street, Springfield, Or. 97477
l'z,,03-24.-34--00130- 00 0- . .-- --- .2588-N. 17th Street, . . . leld,Or, 97477
Has the proposed activity or any related activity received the attention of the Corps of Engineers or the Department of State
Lands in the past, e.g., wetland delineation, violation, permit, lease request, etc.? o Yes XNo
If yes, what identification number(s) were assigned by the respective agencies:
Corps # State of Oregon #
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Date Received:
Planner:
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Coyote Creek Environmental Services, Inc
Legacy Estates Project
,0 City/County Planning DepartoAAffidavit (to be completed by local planning .ial)
I have reviewed the project outlined Ris application and have determined that
o This project is not regulated by the comprehensive plan and land use regulations,
o This project is consistent with the comprehensive plan and land use regulations.
. This project will be consistent with the comprehensive plan and land use regulations when the following local approval(s) are
obtained.
o Conditional Use Approval . . Development Permit
, Other Su ;;Vi (J IS'lll~ f. FL~e>V P4,).;
o This project is not consistent with the comprehensive plan. Consistency requires a
o Plan Amendment 0 Zone Change
o An application Q,) has 0 has not been filed for local ap~ checked above.
. /;1.( ba.-.--\-1a..tt\.t.R..-
ture of local planning official Title City
om/~1.47((;C 5u..e;J)1VIS('t)N; ROdell/alII #r"';{--"'/l- IN5;)e
@ COASTAL ZONE CERTIFICATION
If the proposed activity described in your permit application is within the Oregon coastal zone, the following certification is required before
your application can be processed. A public notice will be issued with the certification statement, which will be forwarded to the Oregon
Department of Land Conservation and Development for its concurrence or objection. For additional information on the Oregon Coastal Zone
Management Program, contact the department at 635 Capitol Street NE, Suite 150, Salem, Oregon 97301 or call 503-373-0050.
CERTIFICATION STATEMENT
I certify that, to the best of my knowledge and belief, the proposed activity described in this application complies with the approved Oregon
Coastal Zone Management Program and will be completed in a manner consistent with the program.
o Other
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Print !Type Name
Title
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Applicant Signature
Date
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SIGNATURE FOR JOINT APPLICATION
Application is hereby made for the activities descn1led herein. I certify that 1 am fumiliar with the information contained in the application,
and, to the best of my knowledge and belief, this information is true, complete, and accurate. I further certify that I possess the authority to
undertake the proposed activities. I understand that the graotingof other permits by local, county, state or federal agencies does not release me
JtQl!l.!!!e regyirem.em9f gJ:>!ajnjn~th..e.pennjts I'.\;g,,~te.4J'1et:o[e_cg!l1!!1.enj:ing lh..e-PtojertlJIDderstand.thal paymentill. the. required stalL
processing fee does not guarantee permit issuance. The fee for the state application must accompany the application for completeness.
Amount enclosed $
Title /j., -.,2.J -OS
Date .
act as the duly authorized agent of the applicant.
Print !Type Name
Title
Anthorized Agent Signature
Date
I certify that the applicant has my permission to conduct the project on my property.
ltrj~tiType Name
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P.roo~ny Owner Signature
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Legacy Estates Project
Coyote Creek Emironmental Services, Inc
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SUPPLEMEN
IMPACT AND RESOURCE REPLA
Site Conditions of impact area
Impact area is 0 Ocean 0 Estuary
o River
o Lake
X Stream
o Freshwater Wetland
Has a wetland delineation been completed for this site? " X Yes 0 No
If yes, by whom: Coyote Creek Environmental Services, Inc., has conducted an investigation of both the subdivision and
the storm sewer extension components of this project. That document is submitted with this permit application.
Has the wetland delineation been approved by DSL or the COE?
(If yes, attach concurrence letter.)
o Yes
X No Currently being reviewed
Describe the existing physical and biological character of the wetland/waterway site by area 'and type of resource.
(Use separate sheets and photos, if necessary.)
No wetlands are present within the subdivision area, or within the proposed alignment of the storm water system alignment.
The only jurisdictional areas identified lie within the old meander, and very minor impacts wi/l occur at the new outfall for the
storm drainage system. The Ordinary High Water line,s identifiable by the change of vegetation that occurs approximately 1.5
ee above the meander bed The meander bed is typically cobbles and sand, unvegetated and used heavily by pedestrians and 2-
wheeled vehicles (motOrized and non-motorized). Vegetation below the OHW is typically herbaceous species, including pockets
of Slough Sedge (Carex obnupta), Reed Canarygrass (Phalaris arundinacea) or other grasses. Vegetation above the OHW is
typically Armenian Blackberry (Rubus armeniacus), Indian Plum (Oem/aria cerasiformis), Black Cottonwood (populus
balsamifera), Oregon Maple (Acer macrophylla) and SWord Ferns (polystichum munitum).
No standing water was present in the old meander during the time of the delineation visits. Hydrology is provided primarily by
groundwater discharge to the meander and by floodingfrom the McKenzie River,
Describe the existing navigation, fishing and recreational use of the waterway or wetland. The meander has been and is
currently utilized for a variety of recreational activities. There is much evidence of use of the meander as a trail for hikers,
bikers, motorcyclists and anglers. Several fishing and picnicking locations along the McKenzie River are accessible from this
trail. Just upstream from the meander is the Harvest Boat Launch into the McKenzie River. No navigational or fishing uses are
ssible within the meander itself
Wetland Feature
Wetland Impacts
Classification (Cowardin)
-H6MSetting- Wetland
Impacts
Below OHW Meander Scar
Palustrine Forested,
Seasonally Inundated
Flow-Through
0.00 1 acres
Total Wetland Areas
0,001 acres
Resource Replacement Mitigation
Describe measures to be taken to replace wetland/waterWay resources where reasonably expected adverse impacts including
wetland functions cannot otherwise be avoided or minirrlized. See list below for required information.
i,
Given the very small amount of impacts expected to result from this project, the Applicant proposes to replantl reseed any
temporarily impacted areas, utilizing seeds and bare root whips of native plant species. '
Date ReceiVed: 2' I ' ()~
Planner;
;:1])........
J:LFonns'ApplicatUoint Penn. Application west annotated.doc
Coyote Creek Environmental Services, lnc
Legacy Estates Project
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Legacy Estates Project
Figure 1
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Ddt~ ReceIVed" 2' I'""D ~
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17 03 24
& INDEX
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SECTION 24 T.17S.R.3.W.W.M.
LANE COUNTY
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17-03-24- Index, -31 and -34
Legacy Estates Project
Figure 2
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Non-Hydric
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SOIL SURVEY OF [THE] LANE COUNTY AREA, OREGON MAP
Map Sheet 75
Legacy Estates Project
Figure 3
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NATIONAL WETLANDS INVENTORY MAP
Springfield Quadrangle
Legacy Estates Project
Figure 4
Coyote Creek Environmental Services, Inc.
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Site Plan With Wetland Impacts
Legacy Estates Project
Figure 6
Date Received:
Planner:
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Goebel Engineering & Surveying, ,Inc.
Engineering Surveying Planning
310 Garfield Street Eugene, Oregon 97402 "
Phone: (541) 687-0542 Fax: (541) 687-0739 E-mail. scotttliideseuoene com
Revised
Hydrologic Study
for
Legacy Estates Subdivision
17-03-2431
TL #500
Prepared for:
City of Springfield
\ ;1'1' r<
December 2005
re.
2--1-66 ~(7Pf~
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Goebel Engineering & Surveying, Inc.
Engineering Surveying Planning
310 Garf~ld Slree! Eugene, Oregon 97402
Phone: (541) 687-0542 Fax: (541) 687-0739 E.mail: scott@1QeseuQene.com
Narrative
EXImNG DRAINAGE BASIN
The Legacy Subdivision (Tax Lot 500) is located between North 16th and North 17th
Streets (on the east and west) and the Urban Growth Boundary (on the north). The
JUNE, 1983 WEST SPRINGFIELD DRAINAGE MASTER PLAN notes the location to be
within the McKenzie River Drainage Basin. This basin is located in the central portion of
the published drainage basin. The existing drainage flows from the southeast, 'turns and
then flows in a westerly, then northerly, direction to the McKenzie River.
The existing drainage basin is calculated to be 52 acres. This is based on The Drainage
Master Plan(listed in the alternatives section in the back of the report). The report
indicates that there are different means of intercepting the existing ditch and draining it
to the McKenzie River. The drainage basin is bordered by 19th Street on the east, Yolanda
Avenue and Harlow Drive on the south, and the study area boundary to the north. This
area is zoned as Low Density Residential. The existing piped storm system in this sub-
basin terminates just north of the subdivision boundary and drain into an orchard. One
of the objectives of this study is to design a swale that will convey the runoff from this
52 acre drainage basin (and the subdivision) to the McKenzie. The peak flows for this
area are: 6.4 cfs for a 2-year event, 35,6 cfs for a 25-year event, and 47.4 cfs for a 100-
year event. Please refer to the computer printouts that are a part of this study for the
existing conditions model. The stormwater quality storm for this sub-basin produces a
0.19 cfs flow rate.
M:\Pers-DlM - C\Corey\Legacy Estates (02414)\Hydro\Narrative.wpd
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Hydrology Narrative
legacy Estates Subdivision
December 2005
Page 2 of 2
Within this 52 acre drainage basin is the proposed Legacy Subdivision. There is a low
area at the south end of the site where the stormwater is retained. The northern portion
of the site drains toward north into tax lot #400.
The existing ground cover is grass and filbert orchard. The ground slopes from 0.04
ft/ft to 0.10 ft/ft. The existing flows for the site are 1.22 cfs for a 2-year event, and
3.46 cfs for a 25-year event.
POST-DEVELOPED DRAINAGE BASIN
The post-developed storm drainage system for site will collect the stormwater runoff
from the site and route to the northeast. The pipe system sizing and capacity are shown
on the computer printouts (included as a part of this study). The subdivision runoff will
flow into the existing pipe in tax lot #400, then into a new swale (to be constructed as a
part of this subdivision). The swale will provide the stormwater quality for the subdivision
and the entire 52 acre drainage basin, as well as storm conveyance.
The swale proposed in the Drainage Master Plan calls for a 2 ditch with 2:1 side slopes.
Since this swale will be used for stormwater quality, the bottom width must be 4' wide
and have maximum side slopes of 4:1. The swale design is based upon both stormwater
conveyance (quantity) and quality treatment. The stormwater quality event for the entire
52 acre basin produces 0.19 cfs flow rate, creating 0.26' flow depth. (Please refer to
the section labeled 'Stormwater Quality Swale andHydralics.)
The peak flows from the project will not influence the performance of the ditch during a
lOO-year event. The peak flows from the subdivision are: 2.38 cfs for a 2-year event,
5.04 cfs for a 25-year event, and 6.52 cfs for a lOQ-year event. The peak flows from the
52 acre basin are 33.6 cfs for a 25year event and 47.4 cfs for a 100-year event, which is
significantly greater than the flow produced by the subdivision.
M:'Pers~DjM - C\Corey\legacy Estates (02414)\Hydro\Narrative.wpd
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Drainage Sub-Basin
of
McKenzie River
Drainage Basin
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[Unit Hydrograph Flow Values: Time vs. Flow]
pl_ ___ _ [The .time interval is 60.00 minI
Time Interval Time (mill) Flow (cfs)
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Hydrograph Number:2
Name: EXISTING BASIN
Type: SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Op) = 111.87 (cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-It)
Shape Factor = 484.00
Time Step = 1.00 (min)
Excess Rain = 1.00 (in)
Storm Duration = 4.22 (min)
Lag Time = 19.04 (min)
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
52.17 77
[TIME CONCENTRATION - TR-55]
SHEET FLOW
Manning's Roughness Coef. (n)
2-yr 24-hr Rainfall (R)
Flow Length (L)
Land Slope (S)
Travel Time of Sheet Flow
=
= 0.01
3.36 (in)
300.00 (ft)
0.04 (flIft)
= 2.58 (min)
=
=
SHALLOW FLOW
K_ Coefficient (I<)
Flow Length (L)
Watercourse Slope (S)
Travel Time of Shallow Flow
Velocity M
=
0.90
2083.00 (ft)
= 0.02 (flIft)
= 29.16 (min)
1.19 (fils)
=
=
CHANNEL FLOW
Hydraulic Radius (R)
Manning's Roughness Coef. (n)
Flow length (l)
Channel Slope (S)
Travel Time of Channel Flow
Channel Velocity M
=
0.50 (ft)
= 0.01
0.00 (It)
0.10 (flIft)
= 0.00 (min)
- 22.83 (fils)
=
=
:rIME OF CONCENTRATION]
Time of Concentration (Tc)
=
31.74 (min)
1
60.00
8.18
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EXISTING BASIN - Unit
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Time vs Flow
120
100 .
60 .
40 .
20 . ...........
100
120
140
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Hydrograph Number: 4
Name: EXISTING BASIN 2-YEAR
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
= 4.43 (cfs)
= 496.00 (min)
= 1541.12 (min)
= 2.799 (ac-fl)
= 1.00 (min)
= 1.00
[UNIT HYDROGRAPH INFORMATION]
Number = 2
Type = SCS Curvilinear
Peak Flow (Qp) = 111.87 (cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-fl)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 On)
Lag Time = 19.04 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
52.17 77
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 31.74 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 2.36 On)
= 2 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 60.00]
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
On) (in) (cfs) (cfs)
Time
Interval
(min)
Design
.
7 420.00 0.00 2.36 0.00 0.01
3 480.00 0.00 2.36 0.14 3.11
~ 540.00 0.00 2.36 -0.02 3.14
10 600.00 0.00 2.36 -0.00 2.39
11 660.00 0.00 2.36 0.00 2.26
12 --720:00~0_00-2.36~0:01 - - 2.11 -- -- _, __0.-
13 780.00 0.00 2.36 0.00 1.97
14 840.00 0.00 2.36 -0.00 2.00
15 900.00 0.00 2.36 0.00 2.01
16 960.00 0.00 2.36 0.00 1.99
17 1020.00 0.00 2.36 0.00 1.95
18 1080.00 0.00 2.36 -0.00 1.91
19 1140.00 0.00 2.36 -0.00 1.85
10 1200.00 0.00 2.36 0.00 1.79
)1 1 ?Rn nn nnn ?~R nnn 171
o
o 250 500 750 . 1000 1250
Time (min)
EXISTING BASIN 2- YEAR - Flood
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Hydrograph Number: 10.
Name: EXISTING BASIN 10-YEAR
Type: Computed Flood
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[HYDROGRAPH INFORMATION)
Peak Flow (Op)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 23.00 (cfs)
= 492.00 (min)
= 1541.12 (min)
9.714 (ac-ft)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number = 2
Type = SCS Curvilinear
Peak Flow (Op) = 111.87 (Cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 Qn)
Lag Time = 19.04 (min)
[BASIN INFORMATION)
[WEIGHTED WATERSHED AREA)
Description
Area CN
<None>
Overall Approximation
52.17 77
[TIME CONCENTRATION - User Defined)
Time of Concentration (Tc) = 31.74 (min)
[RAINFALL DESCRIPTION)
Distribution Type
Total Precipnation
Return Period
Storm Duration
=
SCSIA
4.56 Qn)
User Defined (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 60.00]
Time
Interval
(min)
Time Incremental .Cumulative Incremental
Rainfall Rainfall Outflow Outflow
(in) (in) (Cfs) (Cfs)
) 300.00 0.01
) 360.00 0.00
r 420.00 0.00
I l 480.00 0.00
l 540.00 0.00
~10~600.00- -0.00
11 660.00 0.00
12 720.00 0.00
13 780.00 0.00
14 840.00 0.00
15 . 900.00 0.00
16 960.00 0.00
17 1020.00 0.00
18 1080.00 0.00
IQ 11Annn nnn
4.28
4.56
4.56
4.56.
4.56
4.56
4.56
4.56
4.56
4.56
4.56
4.56
4.56
4.56
4"R
I
I
I
0.02
0.03
0.04
0.53
-0.13
- -0:01
-0.00
-0.02
0.00
-0.01
0.00
0.00
-0.00
-0.01
_n n1
0.26
1.75
3.93
19.67
12.43
8:41-
7.47
6.69
6.04
5.99
5.87
5.70
5.51
5.30
"n7
Design
.
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1
I
I
1
I
1
1
_1_..
1
1
1
.
.
Hydrogroph
7/.me vs Flow
30
25 .
~ 20.
~.
~
15
:s:
()
:---.
L.t::: 1 0 .
5 .
o
o 250 500 750 1000 1250 1500 1750
Time (min)
. _EXISIING_BASIN_10~YEAR_ -u Flood
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.
Hydrograph Number: 5
Name: EXISTING BASIN 25-YEAR
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume =
Time Step =
Flow Multiplier =
= 31.44 (cfs)
= 492.00 (min)
= 1541.12 (min)
12.739 (ac-f!)
1.00 (min)
1.00
[UNIT HYDROGRAPH INFORMATION]
Number = 2
Type = SCS Curvilinear
Peak Flow (Qp) = 111.87 (Cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-f!)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 On)
Lag Time = 19.04 (mini
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
52.17 77
[rIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 31.74 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 5.40 On)
= 25 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[rIME CONCENTRATION - 60.00]
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
On) On) (Cfs) (cfs)
II
Design
.
I 240.00 0.01 4.47 0.00 0.00
5 300.00 0.01 5.07 0.03 1.09
l 360.00 0.00 5.40 0.04 3.17
7 420.00 0.00 5.40 0.05 6.01
I 480.00 0.00 5.40 0.69, 27.31 -.-- --------- '- - --
I 540.00 0.00--- . 5~40 -0.18 16.42
10 600.00 0.00 5.40 -0.02 10.92
11 660.00 0.00 5.40 -0.00 9.62
12 720.00 0.00 5.40 -0.03 8.56
13 780.00 0.00 5.40 0.00 7.69
14 840.00 0.00 5.40 -0.02 7.59
15 900.00 0.00 5.40 0.00 7.41
16 960.00 0.00 5.40 0.00 7.18
17 1020.00 0.00 5.40 -0.00 6.92
III 1 nlln nn nnn <;.4n _n n1 IHI~
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I
60
.
.
Hydro graph
Time vs Flow
50 ... .
~ 40 . ... .
~
~
30
~
()
c: 20
10 . ........
o
o 250 500 750 1000 1250 1500 1750
Time (min)
-eXISTING-BASIN 25- YEAR - Flood . 0- ..
Hydrograph Number: 12 .
Name: EXISTING BASIN 100-YEAR
J Type: Computed Flood
]
]
]
:I
:1
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I
-\
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 42.82 (cfs)
= 491.00 (min)
= 1541.12 (min)
16.797 (ac-fl)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number = 2
Type = SCS Curvilinear
Peak Flow (Qp) = 111.87 (cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-fl)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 (in)
Lag Time = 19.04'(min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
52.17 77
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 31.74 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
SCSIA
= 6.48 (in)
100 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 60.00]
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outfiow Outfiow
(in) (in) (cfs) (cfs)
~ 240.00 0.01 5.36 0.03 0.49
:; 300.00 0.01 6.09 0.04 2.41
) 360.00 0.00 6.48 0.06 5.25
I r 420.00 0.00 6.48 0.06 8.96
3 480.00 0.00 6.48 0.90 37.69
n .-~-~ - -540.00'- 0.00 .- --6~48------:0:24-2nO
10 600.00 0.00 6.48 -0.03 14.22
11 660.00 0.00 6.48 -0.01 12.42
12 720.00 0.00 6.48 -0.04 10.99
13 780.00 0.00 6.48 0.00 9.83
14 840.00 0.00 6.48 -0.02 9.66
15 900.00 0.00 6.48 0.00 9.40
16 960.00 0.00 6.48 0.01 9.08
17 1020.00 0.00 6.48 -0.00 8.73
III 1nllnnn nnn flAil -fin? Il':\<;
I
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.
Design
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I
.
.
Hydrogroph
Time vs F/o w
60
50 . .
~ 40.
'-I-:.
~
30 .
s
()
I:--
~ 20.
10 .
o
o 250 500 750 1000 1250 1500 1750
Time (min)
-E-NIS-T-ING BASIN 1 oo~ YE-AR~-F1ood
I
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o
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I
.
.
Existing
Subdivision Drainage
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.
....... ... ........ ... . --
-
--
..... IOr_
--- -
~-
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4 ~-
""-.' --
__:7"~ IDIIIMII
tIOIElWCIJftltA:JftJII
8111
.IlIaIIlIIIWI_
-.. ----
JlVa1Dil.1U'
ftIIIllU.Dftfil: It ~JII1IIIIOD~
~
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~ ~
'" '-
:3 9
~ ~
i;! 12
In "
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1;5 i!;
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~ I ~
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lli~"i
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~.~
v;~~
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So
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.....:\
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.....:\
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IN~
J,338J,S HU I 'N
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I'I1S "tZ :il
~ 1RlJr~Wt~~~.:B~ca'" .;:J.:N'~U:l,>W.i0.!oUW.E."~.'
, I -t~~.i~ 0
I ("'iJi~ 0
.J ~- .,. - C\l
....
o
'""""'
00/
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.....:\
I:-<
.....:\
I:-<
'-
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II
Hydrograph Number:4 . .
Name: EXISTING NORTH BASIN
Type: SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp) = 32.01 (cfs)
Time to Peak (Tp) = 3.66 (min)
Time of Base (Tb) = 18.29 (min)
Volume = 0.215 (ac-ft)
Shape Factor = 484.00
Time step = 1.00 (min)
Excess Rain = 1.00 (in)
Storm Duration = 0.73 (min)
lag Time = 3.29 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
2.58 74
[TIME CONCENTRATION - TR-55]
SHEET FLOW
Manning's Roughness Coef. (n)
2-yr 24-hr Rainfall (R) =
Flow length (l) =
land Slope (S) =
Travel Time of Sheet Flow
= 0.01
3.36 (in)
150.00 (ft)
0.04(flfft)
= 1.48 (min)
SHAllOW FLOW
K_Coefficient (K)
Flow length (l)
Watercourse Slope (S)
Travel Time of Shallow Flow
Velocity (V)
= 0.90
= 286.00 (ft)
= 0.02 (llIft)
= 4.00 (min)
= 1.19 (Ills)
CHANNEL FLOW
Hydraulic Radius (R)
Manning's Roughness Coef. (n)
Flow Length (l) =
Channel Slope (S)
Travel Time of Channel Flow
Channel Velocity (V)
= 0.50 (ft)
= 0.01
0.00 (It)
= 0.10 (llIft)
= 0.00 (min)
= 22.83 (Ills)
TIME OF CONCENTRATION]
Time of Concentration (Tc)
= 5.49 (min)
[Unit Hydrograph Flow Values: Time vs. Flow]
[The time interval is 10.00 minI
Time Interval--Time.(mint-Flow (cfs)
1
10.00
2.78
I
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I
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I
I
I
I
I
_1- .
I
I
I
60
50 .
~ 40 .
~
~
30
~
C)
. :----
l( 20
10 .
.
.
Hydrogroph
Time vs Flow
I
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I
I
Hydrograph Number: 15.
Name: PRE-DEVELOPMENT 2-YEAR NORTH BASIN
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Op)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 0.19 (cfs)
= 481.00 (min)
= 1457.94 (min)
0.073 (ac-ft)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number = 4
Type = SCS Curvilinear
Peak Flow (Op) = 32.01 (Cfs)
Time to Peak (Tp) = 3.66 (min)
Time of Base (Tb) = 18.29 (min)
Volume = 0.215 (ac-II)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 (in)
lag Time = 3.29 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
2.58 74
[rIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 5.49 (min)
[RAINFAll DESCRIPTION]
Distribution Type
Total Precip~ation
Return Period
Storm Duration
=
SCS IA
2.36 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[rIME CON CENTRA TION - 60.00J
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
(in) (in) (cfs) (cfs)
Design
B 480.00 0.00
9 540.00 0.00
10 600.00 0.00
I 11 660.00 0.00
12 720.00 0.00
--13----780.00- 0.00
14 840.00 0.00
15 900.00 0.00
16 960.00 0.00
17 1020.00 0.00
0.47 0.00 0.19
0.57 -0.00 0.10
0.69 0.00 0.09
1.01 -0.00 0.09
1.19 0.00 0.08
UO. -0.00 0.08" ._--~-
1.39 -0.00 0.08
1.47 0.00 0.08
1.54 0.00 0.08
1.61 0.00 0.08
I
I
I
.
~
<...t-....:.
~
0.30
0.25
0.20
0.15
~
()
I:-
L....I...... . 0.10
I
I
I
0.05
.
.
Hydrogroph
Time vs Flow
......... ......... .......... . ........
1750
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I ~
7
I ~
~~. -10-
I 11
12
13
14
"I 15
16
\7
I
Hydrograph Number: 16 .
Name: PRE-DEVELOPMENT 25-YEAR NORTH BASIN
Type: Computed Flood
.
[HYDROGRAPH INFORMATION)
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 1 ~64 (cfs)
= 478.00 (min)
= 1457.94 (min)
0.434 (ac-ft)
1.00 (min)
1.00
=
[UNIT HYDROGRAPH INFORMATION)
Number = 4
Type = SCS Curvilinear
Peak Flow (Qp) = 32.01 (cfs)
Time to Peak (Tp) = 3.66 (min)
Time of Base (Tb) = 18.29 (min)
Volume = 0.215 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 0n)
lag Time = 3.29 (mJn)
[BASIN INFORMATION)
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
2.58 74
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 5.49 (min)
[RAINFAll DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCSIA
5.40 0n)
25 (yr)
24.00 (hr)
=
=
=
{Hydrograph Flow Values: Time vs. Flow)
[TIME CONCENTRATION - 60.00)
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
(in) (in) (cfs) (cfs)
Design
300.00 0.00 0.56 0.00 0.04
360.00 0.00 0.70 0.00 0.14
420.00 0.00 0.87 0.00 0.29
480.00 0.00 1.06 -0.00 1.63
540.00 0.00 1.30 -0.00 0.61
(SOO".OO - '0.01 1.57 --0:00" 0.47 --. - ---
660.00 0.01 2.32 -0.00 0.42
720.00 0.01 2.71 0.00 0.36
780.00 0.00 2.97 0.00 0.36
840.00 0.00 3.17 0.00 0.34
900.00 0.00 3.36 --0.00 0.34
960.00 0.00 3.52 0.00 0.33
1020.00 0.00 3.67 0.00 0.32
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3.0
2.5
~ 2.0
~
~
1.5
S;:
()
~
'---L- 1. 0
0.5
0.0
o
.
.
Hydro graph
T/me vs Flow
250 500 750 1000 1250
T/me (m/n)
RRE=DEVELORMENT 25= YfAR-NORTH-BASIN---rlood .
1500
1750
Hydrograph Number:3 . .
Name: EXISTING SOUTH BASIN
Type: SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Op) = 35.23 (cfs)
Time to Peak (Tp) = 3.66 (min)
Time of Base (Tb) = 18.29 (min)
Volume = 0.237 (ac-It)
Shape Factor = 484.00
Time Step = 1.00 (min)
Excess Rain = 1.00 (in)
Storm Duration = 0.73 (min)
Lag Time = 3.29 (min)
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[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
2.84 74
/TIME CONCENTRATION - TR-55]
SHEET FLOW
Manning's Roughness Coef. (n)
2-yr 24-hr Rainfall (R) =
Flow Length (L) =
Land Slope (S) =
Travel Time of Sheet Flow
= 0.01
3.36 On)
150.00 (It)
0.04 (It!ft)
= 1.48 (min)
SHALLOW FLOW
K_ Coefficient (K)
Flow Length (L)
Watercourse Slope (S)
Travel Time of Shallow Flow
Velocity (V)
= 0.90
= 286.00 (It)
= 0.02 (It!ft)
= 4.00 (min)
= 1.19 (ftIs)
CHANNEL FLOW
Hydraulic Radius (R)
Manning's Roughness Coef. (n)
Flow Length (L) =
Channel Slope (S)
Travel Time of Channel Flow .
Channel Velocity (V)
= 0.50 (It)
= 0.01
0.00 (It)
= 0.10(1t!ft)
= 0.00 (min)
= 22.83 (ftIs)
:TIME OF CONCENTRATION]
Time of Concentration (Te)
= 5.49 (min)
[Unit Hydrograph Flow Values: Time vs. Flow]
/The time interval is 10.00 minJ
Time Interval--fime" tmin)
." "
Flow (cfs)
1
10.00
3.06
I . .
I
I I Hydrogroph
I
I Time vs Flow
60
I
I 50 .
I ~
40 .
I ~
~
I
30
~
I ()
c: 20 .
I
I 10.
I
I 0
0 5 10 15 20
I Time (min)
I EX/STING SQUTflBAS/N -
I
I
25 30 35
Unit
Hydrograph Number: 13 .
Name: PRE-DEVELOPMENT 2-YEAR SOUTH BASIN
Type: Computed Flood
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I
I 8 480.00 0.00
9 540.00 0.00
10 600.00 0.00
I 11 660.00 0.00
12 720.00 0.00
- --13~780:00- -'0:00-
I 14 840.00 0.00
15 900.00 0.00
16 960.00 0.00
17 1020.00 0.00
I
I
[HYDROGRAPH INFORMATION]
Peak Flow (Op)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 0.21 (cfs)
= 481.00 (min)
= 1457.94 (min)
0.080 (ac-It)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number = 3
Type = SCS Curvilinear
Peak Flow (Op) = 35.23 (cfs)
Time to Peak (Tp) = 3.66 (min)
Time of Base (Tb) = 18.29 (min)
Volume = 0.237 (ae-It)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 (in)
Lag Time = 3.29 (min)
[BASIN INFORMATION]
Description
[WEIGHTED WATERSHED AREA]
Area CN
<None>
Overall Approximation
2.84 74
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 5.49 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCSIA
2.36 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 60.00]
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
(in) (in) (cfs) (cfs)
0.47
0.57
0.69
1.01
1.19
'1.30
1.39
1.47
1.54
1.61
0.00
-0.00
0.00
-0.00
0.00
0.00
0.00
-0.00
-0.00
0.00
0.20
0.11
0.10
0.09
0.09
0:09- -
0.09
0.09
0.09
0.09
Design
.
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~
'-I-.:.
~
:s
o
Cl:
0.30
0.25
0.20
0:15
O. 10
0.05
0.00
o
.
.
Hydro graph
Time vs Flow
250 500 750 1000 1250 1500 1750
Time (min)
PRE-DEVELOPMENT 2- YEAR SOUTH BASIN - Flood
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Hydrograph Number: 14.
Name: PRE-DEVELOPMENT 25- YEAR SOUTH BASIN
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Op)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
= 1.81 (cfs)
= 478.00 (min)
= 1457.94 (mln)
= 0.478 (ac-ft)
= 1.00 (min)
= 1.00
[UNIT HYDROGRAPH INFORMATION]
Number = 3
Type = SCS Curvilinear
Peak Flow (Op) = 35.23 (cfs)
Time to Peak (Tp) = 3.66 (min)
Time of Base (Tb) = 18.29 (min)
Volume = 0.237 (ac-f!)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 On)
Lag Time = 3.29 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
2.84 74
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 5.49 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 5.40 On)
= 25 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 60.00]
Time Time Incremental Cumulative Incremental Design
Interval Rainfall Rainfall Outflow Outflow
(min) On) On) (cfs) (cfs)
; 300.00 0.00 0.56 0.00 0.04
) 360.00 0.00 0.70 0.00 0.16
7 420.00 0.00 0.87. 0.01 0.32
l 480.00 0.00 1.06 -0.00 1.80
l 540.00 0.00 1.30 -0.01 0.67
10- 600.00 - 0.01 1.57 . . --0:00 --0:52
11 660.00 0.01 2.32 -0.00 0.46
12 720.00 0.01 2.71 0.00 0.40
13 780.00 0.00 2.97 -0.00 0.39
14 840.00 0.00 3.17 0.00 0.38
15 900.00 0.00 3.36 -0.00 0.37
16 960.00 0.00 3.52 -0.00 0.36
17 1020.00 0.00 3.67 0.00 0.35
.
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3.0
2.5
~ 2.0
~
~
1.5
S;:
()
~
'-.I..-. 1.0
0.5
.
.
Hydro graph
Time vs Flow
0.0
o 250 500 750 1000 1250
Time (min)
. fJRE -DEVELOPMENT 25- YEAR .SOUTH BASL/'f. -= Flood
1500 1750
I..
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I Post-Developed
I Basin
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.
DfrIDDD'Jd - CNWL\BllS - 0--
......
...........
...... .. .....
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,""'.....
.-
.-
.-
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!>NlA3ABnS " !>Nl1\DNl!)NlI 1lIB1OO~
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I Hydrograph Number:5
Name: . EXISTING BASIN POST DEVELOPED
Type: SCS Curvilinear
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.
.
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp) = 111.87 (cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-ft)
Shape Factor = 484.00
Time Step = 1.00 (min)
Excess Rain = 1.00 (in)
Storm Duration = 4.22 (min)
Lag Time = 19.04 (min)
[BASIN INFORMATION]
Description
Area CN
[WEIGHTED WATERSHED AREA]
<None>
52.17 80
Overall Approximation
:TIME CONCENTRATION ~ TR-55]
SHEET FLOW
Manning's Roughness Coet. (n)
2-yr 24-hr Rainfall (R)
Flow Length (L)
Land Slope (S) .
Travel Time of Sheet Flow
SHALLOW FLOW
K_Coefficient (K)
Flow Length (L)
Watercourse Slope (S)
Travel Time of Shallow Flow
Velocity (V)
. CHANNEL FLOW
Hydraulic Radius (R)
Manning's Roughness Coef. (n)
Flow Length (L)
Channel Slope (S)
Travel Time of Channel Flow
Channel Velocity (V)
TIME OF CONCENTRATION]
Time of Concentration (T c)
= 0.01
= 3.36 (in)
= 300.00 (ft)
= 0.04 (ftlft)
= 2.58 (min)
=
= 0.90
= 2083.00 (ft)
= 0.02 (ftIft)
= 29.16 (min)
1.19 (ftls)
= 0.50 (fl)
= 0.01
= 0.00 (ft)
= 0.10(ftIft)
= 0.00 (min)
= 22.83 (ftIs)
= 31.74 (min)
[Unit Hydrograph Flow Values: Time vs. Flow]
I [The time interval is 15.00 min]
-. ---,Time Interval-Time (iTiin)-Flow (cfS)
I 1 15.00 92.82
2 30.00 85.27
3 45.00 26.15
I 4 60.00 8.18
5 75.00 2.60
6 90.00 0.89
7 105.00 0.04
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I-
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--c;;
'-.....::.
~
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()
G:
.
.
Hydrogroph
Time vs Flow
120
100 .
80 ....
60
40 ...
20 ..
o
o 20 40 60 80 100 120 140
Time (min)
EX/STING BASIN POST DEVELOPED - Unit
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Hydrograph Number: 23 .
Name: EXISTING BASIN 2-YEAR POST-DEVELOPED
Type: Computed Flood
.
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
= 6.40 (cfs)
= 494.00 (min)
= 1541.12 (min)
= 3.401 (ac-It)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number = 5
Type = SCS Curvilinear
Peak Flow (Qp) = 111.87 (cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-It)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 On)
Lag Time = 19.04 {min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
52.17 80
!TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 31.74 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 2.36 (in)
= 2 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 60.00]
Time Time Incremental Cumulative Incremental
Interval Rainfall Rainfall Outflow Outflow
(min) (in) (in) (cfs) (cfs)
Design
I
I
I
7 420.00 0.00 2.36 0.01
~ 480.00 0.00 2.36 0.18
~ 540.00 0.00 2.36 -0.03
I 10 600.00 0.00 2.36 -0.00
11 660.00 0.00 2.36 0.00
-, 12-720:00-0:00-2:36'- '-0:01-
13 780.00 0.00 2.36 0.00
14 840.00 0.00 2.36 -0.00
15 900.00 0.00 2.36 0.00
16 960.00 0.00 2.36 0.00
17 1020.00 0.00 2.36 -0.00
18 1080.00 0.00 2.36 -0.00
19 1140.00 0.00 2.36 -0.00
20 1200.00 0.00 2.36 0.00
'1 1?Fmnn nnn ?'U'l _nnn
0.41
4.99
4.06
2.95
2.73
--2.51" -- ~
2.31
2.33
2.32
2.28
2.23
2.16
2.09
2.01
1 Q?
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~8
"-i-....:
~
S:
()
c: 4
.
.
Hydrogroph
Time vs Flow
12
10
6.
2
o
o 250 500 750 1000 1250
Time (min)
EXISTING BASIN 2- YEAR POST-DEVELOPED - Flood
1500
1750
.
:-iydrograph Number: 22 .
I/ame: EXISTING BASIN la-YEAR POST-DEVELOPED
Type: Computed Flood
= 26.73 (cfs)
= 492.00 (min)
= 1541.12 (min)
10.811 (ac-fl)
1.00 (min)
1.00
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[HYDROGRAPH INFORMATION)
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
=
=
:UNIT HYDROGRAPH INFORMATION)
Number = 5
Type = SCS Curvilinear
Peak Flow (Qp) = 111.87 (cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-fl)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 ~n)
Lag Time = 19.04 (min)
[BASIN INFORMATION)
[WEIGHTED WATERSHED AREA)
Description
Area CN
<None>
.
Overall Approximation
52.17 80
[TIME CONCENTRATION - User Defined) ,
Time of Concentration (Tc) = 31.74 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 4.56 ~n)
= User Defined (yr)
= 24.00 (hr)
(Hydrograph Flow Values: Time vs. Flow)
[TIME CONCENTRATION - 60.00)
Time Time Incremental Cumulative Incremental
Interval Rainfall Rainfall Outflow Outflow
(min) ~n) ~n), (cfs) (cfs)
Design
240.00 0.01 3.77 0.00
300.00 0.01 4.28 0.02
) 360.00 0.00 4.56 0.04
.1_;____:~g:ggJ:gg___:;;~~:~~
I 540.00 0:00 4.56 -0.15
10 600.00 0.00 4.56 -0.02
11 660.00 0.00 4.56 -0.00
12 720.00 0.00 4.56 -0.03
13 780.00 0.00 4.56 0.00
'4 840.00 0.00 4.56 -0.01
5 900.00 0.00 4.56 0.00
6 960.00 0.00 4.56 0.00
17 1020.00 0.00 4.56 -0.00
IR 1nRnnn nnn A.;R ..nn1
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0.01
0.95
2.73
5.14
23.23
13.94---~_n -
9.26
8.15
7.26
6.52
6.43
6.28
6.08
5.86
" R1
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'-i-.::
~
.
30
25 .
.
Hydrogroph
7ime vs Flo w
15 .............. . ................
~
()
Cl: 10. . . . . . . .
5 ............
o
o 250 500 750 1000 1250 1500 1750
Time (min)
EXISTING BASIN fO-YEAR POST-DEVELOPED - Flood
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Hydrograph Number: 20 .
Name: EXISTING BASIN 25-YEAR POST-DEVELOPED
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 35.59 (cfs)
= 491.00 (min)
= 1541.12 (min)
13.968 (ae-fl)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number = 5
Type = SCS Curvilinear
Peak Flow (Qp) = 111.87 (cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ae-fl)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 On)
Lag Time = 19.04 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
52.17 80
[TIME CONCENTRATION - User Defined]
Time of Concentration (Te) = 31.74 (min)
[RAINFALL DESCRIPTION]
Disllibution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 5.40 On)
= 25 (yr)
= 24.00 (hr)
(Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 60.00]
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
On) On) (cfs) (cfs)
Design
Time
Interval
(min)
4 240.00 0.01
5 300.00 0.01
6 360.00 0.00
._I_~ - - ___~~~~~~ ~:~~
g 540.00 0.00
10 600.00 0.00
11 660.00 0.00
12 720.00 0.00
13 780.00 0.00
14 840.00 0.00
15 900.00 0.00
16 960.00 0.00
17 1020.00 0.00
111 1nlln nn n nn
.
4.47 0.02 0.39
5.07 0.03 1.99
5.40 0.05 4.35
5.40 0.05 7.43
5.40 0.75 _.}.1~~1_
5.40 -0.20 18.05 --- -~ --- -
5.40 -0.03 11.83
5.40 -0.00 10.33
5.40 -0.03 9.15
5.40 0.00 8.18
5.40 -0.02 8.04
5.40 0.00 7.83
5.40 0.00 7.56
5.40 -0.00 7.27
",m _n n? fl Q"
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50
~ 40
~
~
30
:s:
()
c: 20
.
.
Hydrogroph
Time vs Flow
60
10
o
o
250 500 750 1000 1250 1500 1750
rime (min)
EXISTING BASIN 25- '(E,4,ReOST -DEVELOEED--=-E1ood______ __ _ _ . _~
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Hydrograph Number: 21 .
Name: EXISTING BASIN 100-YEAR POST-DEVELOPED
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 47.38 (cfs)
= 491.00 (min)
= 1541.12 (min)
18.165 (ac-ft)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION)
Number = 5
Type = SCS Curvilinear
Peak Flow (Qp) = 111.87 (cfs)
Time to Peak (Tp) . = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 Qn)
Lag Time = 19.04 (min)
[BASIN INFORMATION)
[WEIGHTED WATERSHED AREA)
DesCription
Area CN
<None>
Overall Approximation
52.17 80
[TIME CONCENTRATION - User Defined)
Time of Concentration (Tc) c 31.74 (min)
[RAINFAlL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
c SCS IA
= 6.48 Qn)
100 (yr)
= 24.00 (hr)
c
[Hydrograph Flow Values: Time vs. Flow)
[TIME CONCENTRATION - 60.00)
Time Time Incremental Cumulative Incremental
Interval Rainfall Rainfall Outflow Outflow
(min) Qn) Qn) (cfs) (cfs)
Design
~
~
180.00 0.02 4.46 0.00 0.01
240.00 0.01 5.36 0,03 1.35
300.00 0,01 6.09 0,04 3.54
360.00 0.00 6,48 0.06 6,66
420.00 0.00 6.48 0.07 10.60
480:00~0:00-6:-48-0:-9f' --4:[12
540.00 0,00 6.48 -0.27 23.42
600.00 0.00 6.48 -0.04 15.16
660,00 0.00 6.48 -0,01 13.15
720.00 0.00 6.48 -0.04 11.59
780.00 0.00 6.48 0.00 10.32
840,00 0.00 6.48 -0.03 10.12
900.00 0.00 6.48 0.00 9.82
960.00 0.00 6.48 0.00 9.46
in?nnn nnn RAil _nnn a nil
5
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11
12
13
14
15
16
17
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1
1
1
1
1
1
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I 0
O. 250 500 750 1000 1250
I 77me (min)
_1_ ______E~/~T1NG BASIN 100- YEAR POS.~"~-pEVELOPED - Flood
Hydrogroph
Time vs Flow
60
50
~
~.
~
40 ...
30 ...
~
C)
I:-
'-L.. 20
10
1
1
1
1500
1750
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Hydrograph Number:l . f .
Name: POST-DEVELOPEMENT AREA 1
Type: SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp) = 6.94 (cfs)
Time to Peak (Tp) = 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume = 0.085 (ac-ft)
Shape Factor = 484.00
Time Step = 1.00 (min)
Excess Rain = 1.00 (in)
Storm Duration = 1.33 (min)
Lag Time = 6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
1.02 84
JIME CONCENTRATION - User Defined]
. Time of Concentration (Tc) = 10.00 (min)
[Untt Hydrograph Flow Values: Time vs. Flow]
[The time interval is 5.00 minI
Time Interval Time (mill)
Flow (cfs)
1
2
3
4
5
6
5.00
10.00
15.00
20.00
25.00
30.00
6.07
4.72
1.33
0.38
0.11
0.03
,
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c:
.
.
. Hydrogroph
Time vs Flow
12
10 ..
8 ......
4
6 ...
2
o
o 5 10 15 20 25 30
Time (min)
POSf f)t:'VctOPcMENT--;4REA-ut~=-1J nit
35
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Hydrograph Number: 1 .
Name: POST DEVELOPMENT 2-YEAR AREA 1
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
= 0.44 (crn)
= 480.00 (min)
= 1472.39 (min)
= 0.149 (ac-ft)
= 1.00 (min)
= 1.00
[UNIT HYDROGRAPH INFORMATION]
Number = 1
Type = SCS Curvilinear
Peak Flow (Qp) = 6.94 (cis)
Time to Peak (Tp) = 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume = 0.085 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 (in)
Lag Time = 6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA)
Description
Area CN
<None>
Overall Approximation
1.02 84
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 10.00 (min)
[RAINFAll DESCRIPTION]
Distribution Type
Total Precipitation
Retum Period
Stonn Duration
= SCS IA
= 3.36 (in)
" 2 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 30.00)
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outfiow Outfiow
(in) (in) (cis) (cis)
Design
.
10 300.00 0.00 0.83 0.00 0.02
11 330.00 0.01 0.98 0.00 0.03
12 360.00 0.02 1.41 0.00 0.04
13 390.00 0.01 1.66 0.00 0.06
14 420.00 0.00 1.81 0.00 0.08
'15 -----450.00 0.00 .- 1.93 0.00 0.13 -~~~----
16 480.00 0.00 2.04 0.00 0.44
17 510.00 0.00 2.14 -0.00 0.20
18 540.00 0.00 2.23 -0.00 0.16
19 570.00 0.00 2.31 -0.00 0.13
~o 600.00 0.00 2.39 0.00 0.12
~1 630.00 0.00 2.47 -0.00 0.11
!2 660.00 0.00 2.54 -0.00 0.11
!3 690.00 0.00 2.62 0.00 0.10
>A 7?n nn nnn ?RO nnn nno
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I
I
I
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I
I
I
~
'-!-..::
~
~
()
c:
0.450
0.375
0.300
0.225
0.150
0.075
0.000
o
.
.
Hydrogroph
Time vs Flow
.................................... .
250 500 750 1000 1250 1500 1 750
Time (min)
POST DEVELOPMENT 2- YEAR AREA 1 - Flood
.
.
.
.
.
.
.
.
.
.
.
.
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.
.
.
.
Hydrograph Number:2
Name: POST-DEVELOPMENT AREA 2
Type: SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp) = 6.53 (cfs)
Time to Peak (Tp) = 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume = 0.080 (ac-II)
Shape Factor = 484.00
Time Step = 1.00 (mfn)
Excess Rain = 1.00 On)
Storm Duration = 1.33 (min)
Lag Time = 6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
0.96 . 84
:TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 10.00 (min)
[Unit Hydrograph Flow Values: Time vs. Flow]
[The time interval is 5.00 minI
Time Interval Time (mln)
Flow (cfs)
5.00
10.00
15.00
20.00
25.00
30.00
1
2
3
4
5
6
5.72
4.44
1.25
0.36
0.11
0.03
.
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I
_I
I
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I
.
.
Hydrogroph
T/me vs Flow
12
10 ..
~ 8....
~
~
~
C)
G:: 4
6
........... .................... ..... . ...................................... ............... .... ..........
2 ........
o
o 5 10 15 20 25 30 35
7/'me .( m/n)
POST -DEVELOPMENT AREA 2 - Unit
Hydrograph Number: 3 .
Name: POST-DEVELOPMENT 2-YEAR AREA 2
Type: Computed Flood
I
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I
[HYDROGRAPH INFORMATION)
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
= 0.42 (cfs)
= 480.00 (min)
= 1472.39 (min)
" 0.140 (ac-ft)
= 1.00 (min)
= 1.00
[UNIT HYDROGRAPH INFORMATION)
Number = 2
Type = SCS Curvilinear
Peak Flow (Qp) = 6.53 (cfs)
Time to Peak (Tp) = 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume " 0.080 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 ~n)
Lag Time = 6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA)
Description
Area CN
<None>
0.96 84
Overall Approximation
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 10.00 (min)
!RAINFALL DESCRIPTION]
Distribution Type
T otal Precip~ation
Return Period
Storm Duration
= SC$ IA
= 3.36 (in)
= 2 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 30.00)
Time Time Incremental Cumulative Incremental
Interval Rainfall Rainfall Outflow Outflow
(min) (in) (in) (cfs) (cfs)
0.83 0.00 0.01
0.98 0.00 0.03
1.41 0.00 0.04
1.66 0.00 0.06
1.81 0.00 0.07
-1.93-0:00-0:13
2.04 0.00 0.42
2.14 -0.00 0.18
2.23 -0.00 0.16
2.31 -0.00 0.12
2.39 -0.00 0.12
2.47 0.00 0.11
2.54 -0.00 0.10
2.62 0.00 0.10
?AQ _nnn nnQ
10 300.00 0.00
11 330.00 0.01
12 360.00 0.02
I 13 390.00 0.01
14 420.00 0.00
~15- --450.00-'0.00 .
16 480.00 0.00
17 .510.00 0.00
18 540.00 0.00
19 570.00 0.00
10 600.00 0.00
11 630.00 0.00
12 660.00 0.00
13 690.00 0.00
).1 7?n nn n nn
I
I
I
Design
.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
_1__- _
1
1
1
'0;'
~
~
~
C)
G:
0.450
0.375
0.300
0.225. .
0.150
.
.
Hydrogroph
Time vs Flow
0.075 ......
0.000
o 250 500 750 1000 1250 1500
Time (min)
POST-DEVELOPMENT 2-YEAR AREA 2 - Flood
1750 .
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I
I
Hydrograph Number: 4 .
Name: POST-DEVELOPMENT 25-YEAR AREA 2
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
" 0.89 (cfs)
" 478.00 (min)
" 1472.39 (min)
" 0.286 (ac-ft)
1.00 (min)
1.00
"
"
[UNIT HYDROGRAPH INFORMATION]
Number " 2
Type " SCS Curvilinear
Peak Flow (Qp) " 6.53 (cfs)
Time to Peak (Tp) " 6.67 (min)
Time of Base (Tb) " 33.33 (min)
Volume " 0.080 (ac-ft)
Shape Factor " 484.00
Time Step: " 1.00 (min)
Excess Rain " 1.00 On)
Lag Time " 6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
0.96 84
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) "10.00 (min)
lRAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
" SCS IA
" 5.40 On)
" 25 (yr)
" 24.00 (hr)
(Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 30.00]
Time Tim~ Incremental Cumulative Incremental
Interval Rainfall Rainfall Outflow Outflow
(min) (in) On) (cfs) (cfs)
Design
3 180.00 0.00 0.62 0.00 0.00
r 210.00 0.00 0.76 0.00 0.02
l 240.00 0.01 0.92 0.00 0.03
I l 270.00 0.01 1.11 0.00 0.05
10 300.00 0.01 1.33 0.00 0.07
-11- .-- 330.00-0:01~1~58-0:00-0:10---------
12 360.00 0.03 2.27 0.00 0.13
13 390.00 0.01 2.66' 0.00 0.17
14 420.00 0.01 2.91 0.00 0.19
15 450.00 0.01 3.11 0.01 0.30
16 480.00 0.01 3.28 -0.00 0.89
17 510.00 0.00 3.44 -0.01 0.37
18 540.00 0.00 3.58 -0.00 0.31
19 570.00 0.00 3.71 --0.00 0.24
>n Rnnnn nnn ~R4 -"nn n?~
I
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.
I
1
1
I
1
I
I
I
I
1
I
1
1
1
I
1_- ___. ___
I
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I
1.2
1.0 .
.
.
0.6 .
~
()
I:-
'-l... 0.4
Hydrogroph
Time vs Flow
~ 0.8.
'-h.::
~
0.2 ..
0.0
o 250 500 750 fOOO 1250 1500
Time (min)
POST-DEVELOPMENT 25-YEAR AREA 2 - Flood
1750
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1_ ~__u__
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I
I
Hydrograph Number:3 .
Name: POST-DEVELOPMENT AREA 3
Type: SCS Curvilinear
.
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp) " 7.08 (cfs)
Time to Peak (Tp) " 6.67 (min)
TIme of Base (Tb) = 33.33 (min)
Volume = 0.087 (ac-fl)
Shape Factor = 484.00
TIme Step = 1.00 (min)
Excess Rain = 1.00 (in)
.Storm Duration = 1.33 (min)
Lag Time = 6.00 (min)
(BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
1.04 84
:rIME CONCENTRATION - User Defined]
TIme of Concentration (Tc) =
10.00 (min)
[Unit Hydrograph Flow Values: Time vs. Flow]
[The time interval is 5.00 minI
TIme Interval
Time (m!n)
Flow (cfs)
1
2
3
4
5
6
5.00
10.00
15.00
20.00
25.00
30.00
6.19
4.81
1.36
0.39
0.12
0.04
I
1
1
I
1
1
1
1 ~ 8.....
~
I~
1
1
1
1
I 0
o 5 10 15 20 25 30
1 Time (min)
_1_________ __ POST-DEVELOPMENT ARfA._3 - Unit
~
()
G: 4
I
I
I
-.
.
Hydro graph
77me vs Flow
12
10 ...................
2
6 .
35
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I
I
Hydrograph Number: 5 .
Name: POST-DEVELOPMENT 2-YEAR AREA 3
Type: Computed Flood
[HYDROGRAPH INFORMATION)
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
.
= 0.45 (cfs)
= 480.00 (min)
= 1472.39 (min)
= 0.152 (ac-fl)
= 1.00 (min)
= 1.00
[UNIT HYDROGRAPH INFORMATION]
Number = 3
Type = SCS Curvilinear
Peak Flow (Qp) = 7.08 (cfs)
Time to Peak (Tp) = 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume = 0.087 (ac-fl)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 On)
Lag Time = 6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA)
Description
Area CN
<None>
Overall Approximation
1.04 84
[rIME CONCENTRATION - User Defined)
Time of Concentration (Tc) = 10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipttation
Return Period
Storm Duration
= SCS IA
= 3.36 On)
= 2 (yr)
= 24.00 (hr)
(Hydrograph Flow Values: Time vs. Flow]
[rIME CONCENTRATION - 30.00]
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
On) (in) (cfs) (cfs)
Design
10 300.00
11 330.00
12 360.00
I 1.3 390.00
14 420.00
- -15-450.00
\6 480.00
17 510.00
18 540.00
19 570.00
10 600.00
11 630.00
12 660.00
23 690.00
14 7?n nn
I
I
I
0.00 0.83 0.00 0.02
0.01 0.98 0.00 0.03
0.02 1.41 0.00 0.04
0.01 1.66 0.00 0.07
0.00 1.81 0.00 0.08
-O~OO 1.93 - - -- {)::14- --- -_.- ----
0.00
0.00 2.04 0.00 0.45
0.00 2.14 -0.00 0.20
0.00 2.23 -0.00 0.17 .
0.00 2.31 -0.00 0.13
0.00 2.39 0.00 0.13
0.00 2.47 -0.00 0.11
0.00 2.54 -0.00 0.11
0.00 2.62 0.00 0.10
nnn ?IlQ nnn n1n
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I
-
--
-
I
I
0.6
0.5 .
~ 0.4
'-I-.::
~
0.3 .
.
~
()
I:-
"--l... 0.2.....
0.1 .
.
Hydrogroph
T/me vs Flow
0.0
o 250 500 750 1000 1250 1500
T/me (m/n)
POST-DEVELOPMENT 2- YEAR AREA 3 - Flood
1750
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I
.
Hydrograph Number: 6
Name: POST-DEVELOPMENT 25-YEAR AREA 3
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 0.97 (cfs)
= 478.00 (min)
= 1472.39 (min)
0.310 (ac-ft)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number = 3
Type = SCS Curvilinear
Peak Flow (Qp) = 7.08 (cfs)
Time to Peak (Tp) = 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume = 0.087 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 (in)
Lag Time = 6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
1.04 84
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 10.00 (min) .
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCSIA
5.40 (in)
25 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 30.00]
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
(in) (in) (cfs) (cfs)
Design
5
7
3
I ~o
- -11
12
13
14
15
16
17
18
19
'n
180.00 0.00
210.00 0.00
240.00 0.01
270.00 0.01
300.00 0.01
- --'330:00-0:01
360.00 0.03
390.00 0.01
420.00 0.01
450.00 0.01
480.00 0.01
510.00 0.00
540.00 0.00
570.00 0.00
Rnn nn n nn
0.62
0.76
0.92
1.11
1.33
- 1:58
2.27
2.66
2.91
3.11
3.28
3.44
3.58
3.71
~R,t
I
I
I
0.00 0.00
0.00 0.02
0.00 0.04
0.00 0.06
0.00 0.08
--0:00~0:11~-
0.00 0.14
0.00 0.18
0.00 0.21
0.01 0.33
-0.00 0.96
-0.01 0.41
-0.00 0.33
-G.OO 0.26
J1 nn n ?,t
.
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I
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I
I
1
I
1
1
_I. d _ .__ __
1
1
I
~
'-l-.::
~
~
()
c:
1.2
1.0
0.8 .
0.6
0.4
0.2
0.0
o
.
.
Hydrogroph
Time vs Flow
250 500 750 1000 1250 1500
Time (min)
POST -DEVELOPMENT. 25-~.yEAR ARf/1 .~. =-_ Flood
1750
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I
.
.
Hydrograph Number:4
Name: POST-DEVELOPMENT AREA 4
Type: SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp) = 16.40 (ets)
Time to Peak (Tp) = 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume = 0.201 (ae-ft)
Shape Factor = 484.00
Time Step = 1.00 (min)
Excess Rain = 1.00 (in)
Storm Duration = 1.33 (min)
Lag Time = 6.00 (min)
[BASIN INFORMATION)
[WEIGHTED WATERSHED AREA)
Description
Area CN
<None>
Overall Approximation
2.41 84
[TIME CONCENTRATION - User Defined)
Time of Concentration (Tc) = 10.00 (min)
[Un~ Hydrograph Flow Values: Time vs. Flow)
[The time interval is 5.00 minI
Time Interval Time (mjn)
Flow (ets)
1
2
3
4
5
6
5.00
10.00
15.00
20.00
25.00
30.00
14.35
11.15
3.15
0.90
0.27
0.08
I
I
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I
I
I
I
I ~ 20
~
I~
I 15
~
I :-2
~ 10.............
I
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I
I ___~
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I
I
30
25
5- .
o
o
.
.
Hydrogroph
Time vs Flo w
5 10 15 20 25 30 35
_ __ ____ T(f!l e __( m in 1 ____._. _ _________
POST -DEVELOPMENT AREA 4 - Unit
I
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I
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I
I
I
I
I ~O
11
I 12
13
- ---r4
I 15
16
17
18
I 19
20
21
22
I 1~
.
Hydrograph Number: 7
Name: POST-DEVELOPMENT 2- YEAR AREA 4
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
= 1.06 (cfs)
= 480.00 (min)
= 1472.39 (min)
= 0.360 (ac-ft)
1.00 (min)
= 1.00
=
[UNIT HYDROGRAPH INFORMATION]
Number = 4
Type = SCS Curvilinear .
Peak Flow (Qp) = 16.40 (cfs)
Time to Peak (Tp) = 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume = 0.201 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 (in)
Lag Time = 6.00 (min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
2.41 84
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
SCSIA
= 3.36 (in)
= 2 (yr)
= 24.00 (hr)
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 30.00]
Time Time. Incremental Cumulative Incremental
Interval Rainfall Rainfall Outflow' Outflow
(min) (in) (in) (cfs) (cfs)
Design
270.00 0.00 0.69
300.00 0.00 0.83
330.00 0.01 0.98
360.00 0.02 1.41'
390.00 _O,OL_. _1..66
420.00- 0.00 1.81
450.00 0.00 1.93
480.00 0.00 2.04
510.00 0.00 2.14
540.00 0.00 2.23
570.00 0.00 2.31
600.00 0.00 2.39
630.00 0.00 2.47
660.00 0.00 2.54 .
Rannn nnn ?R?
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
-0.01
-0.00
-0.00
-0.00
0.00
-0.00
nnn
0.01
0.04
0.07
0.10
0.16
0.19
0.32
1.06
0.47
0.39
0.31
0.30
0.27
0.26
n?<;
.
.
.
.
.
.
.
.
.
.
.
.
.
I
I
.
-.
.
.
I
1.2
1.0 .. .
~ 0.8
'-i--.::
~
0.6. .
~
()
c: 0.4
0.2
.
.
Hydrogroph
Time vs Flow
0.0
o 250 500 750 1000 1250 1500
Time (min)
POST-DEVELOPMENT 2- YEAR AREA 4 - Flood
1750
I
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I
I
Hydrograph Number: 8 .
Name: POST-DEVELOPMENT 25-YEAR AREA 4
Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
" 2.24 (cfs)
= 478.00 (min)
" 1472.39 (min)
= 0.726 (ac-ft)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number " 4
Type " SCS Curvilinear
Peak Flow (Qp) " 16.40 (cfs)
Time to Peak (Tp) " 6.67 (min)
Time of Base (Tb) = 33.33 (min)
Volume " 0.201 (ac-ft)
Shape Factor " 484.00
Time Step: " 1.00 (min)
Excess Rain " 1.00 vn)
Lag Time = 6.00 (min)
[BASIN INFORMATION)
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
2.41 84
[TIME CONCENTRATION - User Defined]
Time of Concentration (Tc) = 10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
= SCS IA
= 5.40 vn)
" 25 (yr)
" 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow)
[TIME CONCENTRATION - 30.00]
Time Time Incremental Cumulative Incremental
Interval Rainfall Rainfall Outflow Outflow
(min) vn) vn) (cfs) (cfs)
3 180.00 0.00 0.62 0.00 0.02
7 210.00 0.00 0.76 0.00 0.05
~ 240.00 0.01 0.92 0.00 0.09
I l 270.00 0.01 1.11 0.00 0.13
10 300.00 0.01 1.33 0.00 0.19
- -'1"' --"330:00-0:01"-- --1'.58--0:00-0.26
12 360.00 0.03 2.27 0.00 0.32
13 390.00 0.01 2.66 0.00 0.43
14 420.00 0.01 2.91 0.01 0.49
15 450.00 0.01 3.11 0.01 0.76
16 480.00 0.01 3.28 -0.00 2.24
17 510.00 0.00 3.44 -0.02 0.94
18 540.00 0.00 3.58 -0.01 0.78
19 570.00 0.00 3.71 -0.00 0.61
m F;nn nn n nn ~ RA _n nn n <;7
I
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Design
.
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I
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I
I
_I-
I
I
I
1.2
1.0 . .
~ 0.8
~
~
0.6
~
()
G: 0.4
0.2 .
.
.
Hydrogroph
Time vs Flow
0.0
o 250 500 750 tOOO 1250
7/'me (min)
POST-DEVELOPMENT 25-YEAR AREA 1 - Flood
1500
1750
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Stormwater Quality
Swale & Hydraulics
Hydrograph Number: 9 .
Name: WATER QUALITY BASIN
Type: Computed Flood
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[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
= 0.19 (cfs)
= 1256.00 (min)
= 1541.12 (min)
0.158 (ac-ft)
1.00 (min)
1.00
=
=
[UNIT HYDROGRAPH INFORMATION]
Number = 3
Type = SCS Curvilinear
Peak Flow (Qp) = 111.87 (cfs)
Time to Peak (Tp) = 21.16 (min)
Time of Base (Tb) = 105.80 (min)
Volume = 4.356 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
Excess Rain = 1.00 (in)
Lag Time = 19.04(min)
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
52.17 80
[TIME CONCENTRATION - User Defined]
Time of Concentration (T c) = 31.74 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCSIA
0.83 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 30.00]
Time
Interval
(min)
Time Incremental Cumulative Incremental
Rainfall Rainfall Outflow Outflow
(in) (in) (cfs) (cfs)
22 660.00 0.00
23 690.00 0.00
24 720.00 0.00
I 25 750.00 0.00
26 780.00 0.00
-27-'-810.00- 0.00-
28 840.00 0,00
29 870.00 0.00
~O 900.00 0.00
31 930.00 0.00
~2 960.00 0.00
n 990.00 0.00
~4 1020,00 0.00
~5 1050.00 0,00
~R 1nRn nn n nn
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0,83
0,83
0,83
0.83
0,83
0.83
n R~
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0,00 0.01
0.00 0.03
-0.00 0.05
-0,00 0.07
0,00 0.08
-. 0:00--0:-10
0,00 0.11
0.00 0.12
-0.00 0.13
0.00 0.14
0.00 0,15
0.00 0.16
0,00 0,17
0,00 0.17
n nn n 1R
Design
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0.450
0.375 .
~ 0.300.
J2
~
0.225. .
~
()
I:-
~ O. 150 .
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Hydrogroph
Time vs Flow
0.075 .........
0.000
o 250 500 750 1000 1250 1500 1750
Time (min)
WA TER QUALITY BASIN - Flood
I Hydrograph Number: 3 . .
Name: WATER QUALITY SUBDIVISION
I Type: Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Op) = 0.04 (cfs)
I Time to Peak (Tp) = 482.00 (min)
Time of Base (Tb) = 1472.39 (min)
Volume = 0.018 (ac-ft)
Time Step = 1.00 (min)
I Flow Multiplier = 1.00
[UNIT HYDROGRAPH INFORMATION]
I Number = 2
Type = SCS Curvilinear
Peak Flow (Op) = 8.64 (cfs)
Time to Peak (Tp) = 6.67 (min)
I Time of Base (Tb) = 33.33 (min)
Volume = 0.106 (ac-ft)
Shape Factor = 484.00
Time Step: = 1.00 (min)
I Excess Rain = 1.00 Qn)
lag Time = 6.00 (min)
I [BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
I Description Area CN
<None>
I Overall Approximation 1.27 90
[TIME CONCENTRATION - User Defined]
I Time of Concentration (Tc) = 10.00 (min)
[RAINFAll DESCRIPTION]
Distribution Type = SCSIA
I Total Precipitation = 0.83 Qn)
Return Period = 2 (yr)
Storm Duration = 24.00 (hr)
I (Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION - 30.00]
I Time Time Incremental Cumulative Incremental Design
Interval Rainfall Rainfall Outflow Outflow
(min) (in) Qn) (cfs) (cfs)
I 16 480.00 0.00 0.50 0.00 0.04
17 510.00 0.00 0.53 -0.00 0.02
18 540.00 0.00 0.55 -0.00 0.02
I .19 570.00 0.00 0.57 -0.00 0.02
20 600.00 0.00 0.59 0.00 0.02
u-21 --630.00 0.00 . - 0:61---':0:00~0:Or - . .._- .- - _..- -.--
I 22 660.00 0.00 0.63 -0.00 0.01
23 690.00 0.00 0.65 0.00 0.01
24 720.00 0.00 0.66 -0.00 0.01
25 750.00 0.00 0.68 0.00 0.01
I 26 780.00 0.00 0.70 -0.00 0.01
17 810.00 0.00 0.71 -0.00 0.01
28 840.00 0.00 0.73 -0.00 0.01
29 870.00 0.00 0.74 -0.00 0.01
I ~n ann nn nnn n7R nnn nn1
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~
'-+-:.
~
~
()
G:
0.0450
.
.
Hydrogroph
Time vs Flow
0.0375 ................. .
0.0300 .
0.0225
0.0150
0.0075
0.0000
o 250 500 750 toOO 1250
Time (min)
WA TER QUALITY SUBDIVISION - Flood
1500
1750
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WATER QUALITY BASI.
Worksheet for Trapezoidal Channel
Project Description
Worksheet
Flow Element
Method
Solve For
WATERQW
Trapezoidal (
Manning's Fe
Channel Dep
Input Data
Mannings Cot 0.250
Slope J5000 flIIl
Left Side SIo~ 4.00 H: \
Right Side SI, 4.00 H: \
Bottom Width 4.00 ft
Discharge 0.19 cfs
Results
Depth 0.26 ft
Flow Area 1.3 fP
Wetted Per 6.10 ft
. Top Width 6.04 ft
Critical De~ 0.04 ft
Critical SIoI 690907 flIIl
Veloc.y 0.15 ft/s
VelocKy He 3.42e-4 ft
Specific En 0.26 11:
Froude NUl 0.06
Flow Type Ibcrilical
Project Engineer: Scott Goebel
FfowMaster v6.0 [614b]
Page 1 of 1
n:\pub-data\02414-04\hydro\project1.fm2 Goobel Engineering Surveying, Inc.
12/19/05 12:57:04 PM @HaestadMethods;lnc. 37 Brookside Road Waterbury, CT06708 USA (203) 755-1666
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Project Description
Worksheet
Flow Element
Method
SaNe For
WATER QUALlT
Trapezoidal Chal
Manning's t-orrr,~
Channel Depth
Input Data
Mannings COl 0.250
Slope J5000 flIft
Left Side Slo~ 4.00 H: \
Right Side SI, 4.00 H: \
Bottom Width 4.00 1t
Discharge 0.04 cfs
Results
Depth 0.10 ft
Flow Area 0.5 ft2
Wetted Per 4.86 ft:
ToP Width 4.83 ft
Critical De~ 0.Q1 ft
Critical SIOI 753543 flIft
Velocity 0.09 fl1s
Velocity He 1.18e-4 ft
SpecfficEn 0.10 'It
Froude NUl 0.05
Flow Type Ibcriticat
NATER QUALITY SUBDIVI.
Worksheet for Trapezoidal Channel
n:\pub-dataI()2414-04\hydro\project1.fm2 Geobel Engineering Surveying, Inc.
12119/05 12:57:26 PM cC Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Goebel
FlowMaster v6.0 [614bl
Page 1 of 1
1-
.
48" FLOW @ 25 -YEAR EVe
Worksheet for Circular Channel
1
Project Description
1
Worksheet
Flow Element
Method
Solve For
48" OFF-SITE
Circular Chan
Manning's Fo
Channel Dept
1
1
Input Data
Mannings Co. 0.013
Slope J2000 ftIII
Diameter 48 in
DIscharge 35.59 cfs
1
1
Results
Depth 2.13 11
Flow Area 6.8 ft:2
Wetted Perl 6.54 11
Top WIdth 3.99 11
CrItical Dep' 1.78 11
Percent Ful 53.2 %
CrItical Slop 003713 ftIII
Velocily 5.24 fils
Velocity He' 0.43 11
Specific Ell< 2.55 11
Froude Nun 0.71
Maximum C 69.10 cis
Discharge F 64.24 eta
Slope Full 000614 ftIII
Flow Type ,bcrltical
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n:\pub-data'D2414-04\hydro'flroject1.fm2 Goebel Engineering & Surveying Inc
11120105 05:45:33 PM @ Haestad Methods, Inc. 37 8rookside Road Waterbury. CT 06708 USA (203) 755-1666
Project Engineer: Scott Goebel
FlowMasterv6.1 [6140]
Page 1 of 1
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Projeot Description
Worksheet 48" OFF-SITE
Flow Element Circular Chant
Method Manning's For
Solve For Channel Deptl
1
1
Input Data
Manning. Co< 0.013
Slope J2000 Ml
Diameter 48 in
Discharge 47.38 cfs
1
1
1
Results
Depth 2.55 fl
Flow Area 8.5 fl'
Welted Perl 7.41 fl
Top Width 3.84 fl
Critical Dep. 2.06 fl
Percent Ful 63.9 %
Critical Slop 003822 Ml
Velocity 5.59 flIs
Velocity He, 0.49 fl
Specific En< 3.04 ft
Froude Nun 0.66
Maximum C 69.10 cfs
Discharge f 84.24 cfs
Slope Full 001088 Ml
Flow Type tbcritical
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48" FLOW@ 100 -YEAR ever
Worksheet for Circular Channel
n:~ub-data'D2414-04\hydro\project1.fm2 Goebel Engineering & Surveying lne
11120105 05:45:05 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
1
Project Engineer. Scott Goebel
FlowMasterv6.1 (6140]
Page 1 of 1
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48" PIPE CAPACITY .
Worksheet for Circular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
48" PIPE
Circular Cha
Manning's F.
Full Flow Ca
Input Data
Manning. Co< 0.013
Slope J2000 ftIfl
Diameter 48 in
Results
Depth 4.00 11
Discharge 64.24 cfs
Flow Area 12.6 11'
Wetted Peri 12.57 11
Top Width 0.00 11
Critical Oep. 2.42 11
Pe~nl Ful 100.0 %
Critical Slop J4327 ftIfl
Velocity 5.11 1lIs
Velocity He. 0.41 11
Specific En< 4.41 11
Froude Nun 0.00
Maximum C 69.10 cfs
Discharge F 64.24 eft>
Slope Full J2000 ftIfl
Flow Type N1A
Project Engineer: Scott Goebel
Fk)wMasterv6.1 [6140]
Page 1 of1
n:\pulKfata\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying loe
11f20105 04:22:58 PM @ Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
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