HomeMy WebLinkAboutApplication APPLICANT 5/15/2005
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Goebel Engineering & Surveying, Inc.
Engineering Surveying Planning
1762 Wesl2nd Avenue Eugene, Oregon 97402
Phone: (541) 687-0542 Fax: (541) 887-0739 E-mail: scottt!lloeseuoene.com
Tentative Subdivision
Application
for
Legacy Estates
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Submitted
to
City of Springfield
May 2005
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Goebel Engineering & Surveying, Inc.
Engineering . Surveying Planning
1762 west 2nd Avenue Eugene. Oregon 97402
Phone: (541) 687-0542 Fox: (541) 687-0739 E-mail: sco"iIll~ene.com
Tentative Subdivision
Application
for
Legacy Estates
Tax Lot #500
17-03-2431
.....":w~.,..:.
REGISTERED
PROFESSIONAL
LAND SURVEYOH
,
o -GON
JUL 16,1987
SCOTTlJ. GOEBEL
2280
I PC"FI'''' n'.'r ti . r~
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Submitted
to
City of Springfield
May 2005
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Tentative Subdivision Application
Legacy Estates
.
Table of Contents
Section
Title/Contents No.
Tentative Subdivision Application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
Design Team Information ..................................................... 2
Pre-Submittal Meeting Comments .............................................. 3
Response to Pre-Submittal Meeting Comments .................................... 4
Preliminary Title Report ...................................................... 5
Site Plan (reduced copy) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
Assessor's Map. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Scoping Sheet (City) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
Hydro Report .............................................................. 9
Written Statement (Subdivision Standards - Code Criteria SDC Article 35) . . . . . . . . . . . . . . . 10
Legal Description .......................................................... 11
Legal Lot Verification ....................................................... 12
Subdivision Name Reservation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
SCS Soils Report .......................................................... 14
FIRM Flood Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
6 DT,,,,.'ing, (18/1 x ?4/~ fo/Jed, not bound)
M,\p.."l'~Olr'A. C\Cor,':\Vg~C'-,' Eeiotc:. (02414)Henl-$D\TO:: V'q:ld
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I City of Springfield
Development Services Department
I 225 Fifth Street
Springfield, OR 97477
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Land Division Application, Type II
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~.ppli~ation.Type. ",'~, :.:. .....:,..,. ".',(ApfJlic,!nVpheck p,!~), ."" ". " ,,,..':~. ,,' <,:.
Subdivision Tentative:
Partition Tentative:
Subdivision Replat Tentative:
Partition Replat Tent tive:
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Applicant Name:
Company:
Address:
Applicant's Rep.:
Company:
Address:
Property Owner:
Company:
Address:
ASSESSOR'S M P NO: 17-
Property Addre s: N A
Size of Prope 5.42
Proposed Nam of Subdivision:
\
Square Feet d,
,
Description of
Proposal:
O-Iot residential subdivision
Existing Use: 0 chard
# of Lots/Parcels:
Zoning: LDR
Applicable Refinement
Location: Cit Limits
Assoc,iated Applications: LRP2 04-00032
Pre-Submittal
Case No.:
Overlay District:
Plan Designation: LDR
Urban Growth Boundary [8J
Date:
Reviewed by:
(initials)
Reviewed by:
(initials)
Total Fee:
Case No.:
Application Fee:
Date:
Postage Fee:
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Steps in the Process:
11.. The Applicant Submits a pre-Submittal Meeting APplication
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The Pf'e,-Submittal Application is mandatory but there Is no additional review fee for this
service. The submittal packqge must conform to the application completeness checklist
attache8to this form. You are required to submit 7 copies of the submittal requirements
pa(;ket for pre-submittal Teview. Pre-submittal meetings will be conducted every Tuesday
anet'Friday between 10:00 am and noon. We will strive to conduct the Pre-Submittal meeting
within .to seven working days of receiving the application.
Applicant and the City conduct the Pr$-Submittal Meeting
..,.
We strongly encourage you, tM owner and design team to attend.theWle-Submittal meeting.
The meeting will be held with representatives from Public Works Engineering and
Transportation, Community Services (Building), Fire Marshall's office, and the Plann"
Division. The meeting will be sQheduled for 30 to 60 mimUes. The Planner will proviae you
with a Pre-5ubmlt\:i:ll Checklist at the end of the meeting speCifying the items requi~ to
make the application complete-if it isn't already complete. You will then have 180 days to
make the application cQfRPlete for submittal and acceptance by the City.
Applicant Submits a Complete Appl~
When you have addesed all of the items on the Pre-Submittal Checklist, please submit 18
copies of the compfete"application to the City. A fee will be collected at that time and the 120
day calendar review period will begin. When the Planner has ~ a draft land use
decision, the draft will be mailed/faxed to the applicant/owner/design team for their review.
At the appllclEtnt's request, the planner will schedule a meeting to review the draft with
appropriate Sf;iIff if-certain issues need resoh,Jtion before the final land use decision is issued.
Owner's Signature
lhis application will be used for: both the required .-submittal Meeting and subsequent
complete application submittal. 'Owner's signatur8$ are required at both stages in the appltcation
P.focess. An application without the Own'er's signature will not be accepted.
The undersigned ac~owledges that the Information in this application is correct and accurate for
scheduling of th~ ~upmittal Meeting.
ownerQ t- ~_
f! ~ignature
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Date: _')-9-os-
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Prin~
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I I r~resent this application to be complete for submittal to the City. Consistent with the
c~nipleteness check performed on this application at the Pre-Submittal Meeting, I affirm the
information identified by the City as necessary for processing the application is provided herein
I or the information will not be provided if not otherwise contained within the submittal, and the
. City may begin processing the application with the information as submitted. This statement
'i l't~~~nwritten notice pursuant to the requirements of ORS 227.178 pertaining to a complete
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Owner:
Date:
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Signature
Print
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Land Division Submittal Requirements Checklist
*If you feel an item does not apply, please state the reason why and attach the explanation to
this form.
3.
Application fee-refer to the Development Code Fee Schedule for the appropriate fee
calculation formula. A copy of the fee schedule is available at the Development Services
Department. The application fee and current postage fee is collected at the time of
complete application submittal.
Copy of the deed and a preliminary title report-one copy issued within the past 30
days documenting ownership and listing all encumbrances. If the applicant is not the
property owner, written permission from the property owner is required.
One additional copy of the Land Division Plan reduced to 8'h"x 11", which will be
mailed as part of the required neighboring property notification packet.
Right-of-Way Approach Permit application must be provided where the property has
frontage on an Oregon Department of Transportation (ODOT) facility.
Stormwater Management System Study-four copies of the study with the completed
Stormwater Scoping Sheet attached. The plan, supporting calculations and
documentation must be consistent with the Engineering Design Standards and Procedures
Manual.
Traffic Impact Study-four copies of a study prepared by a Traffic Engineer in accordance
with SDC Section 32.020(1)(c). Traffic Impact Studies (TIA) allow the City to analyze and
,
evaluate the traffic impacts and mitigation of a development on the City's transportation
system. In general, a TIA must explain how the traffic from a given development affects
the transportation system in terms of safety, traffic operations, access and mobility, and
immediate and adjoining street systems. A TIA must also address, if needed, City, metro
plan and state land use and transportation policies and objectives.
Seven copies of the followirig plan sets for the Pre-Submittal Meeting
OR
Eighteen copies of the following plan sets for Complete Application Submittal
All of the following plans must include the scale (appropriate to the area involved arid
sufficient to show detail of the plan and relat~d data, such as 1" = 30', 1" = 50' or 1" =
100'), north arrow, and date of preparation. All plan sets must be folded to 81f:z" by 11"
and bound by rubber bands for submittal.
a. Site Assessment of Existing Conditions
o Prepared by an Oregon licensed Landscape Architect or Engineer
o Vicinity Map
. ,0 The name, location and dimensions of all existing site features including buildings, curb
cuts, trees and impervious surface areas, clearly indicating what Is remaining and what
is being removed
o Required setbacks to the proposed new property lines for existing structures to remain
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on site
o The name, location, dimensions, direction of flow and top of bank of all watercourses
and reqUired riparian setback that are shown on the Water Quality Limited
Watercourse Map on file in the Development Services Department
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o The 100-year floodplain and floodway boundaries on the site, as specified in the latest
adopted FEMA Flood Insurance Rate Maps or FEMA approved Letter of Map
Amendment or Letter of Map Revision
o The Time of Travel Zones, as specified in Article 17 of the Springfield Development
Code and delineated on the Wellhead Protection Areas Map on file in the Development
Services Department
o Physical features including, but not limited to trees 5" in diameter or greater when
measured 4 1h feet above the ground, significant clusters of trees and shrubs, riparian
areas, wetlands and rock outcroppings
o Soil types and water table information as mapped and specified in the Soils Survey of
Lane County. A Geotechnical Report prepared by an Engineer must be submitted
concurrently if the Soils Survey indicates the proposed development area has unstable
soils and/or a high water table
b. Tentative Land Division Plan
o Prepared by an Oregon Licensed Land Surveyor in accordance with ORS 92
o Location of all existing and proposed easements
o Dimensions and size of each parcel and the approximate dimensions of each building
site indicating the top and toe of cut and fill slopes to scale
o Location and type of existing and proposed street lighting
o Location, widths and names of all existing and proposed streets, alleys, dedications or
other right-of-ways within or adjacent to the proposed land division
o Location of existing and required traffic control devices, fire hydrants, power poles,
transformers, neighborhood mailbox units and similar publiC facilities
o Location arid width of all existing and proposed sidewalks, sidewalk ramps, pedestrian
access ways and bike trails
o Location, size and type of plantings and street trees in any required planter strip
o Location and size of existing and proposed utilities on and adjacent to the site including
sanitary sewer mains, storm water management systems, water mains, power, gas,
telephone, and cable TV. Indicate the proposed connection points
Phased Development Plan required if redivision is proposed. The plan must include
the boundaries and sequencing of each proposed redivision. Any redivision must
progress in a sequence promoting street connectivity between the various phases of
the development and accommodating other required public improvements.
c. Grading and Paving Pian
o P, "'lJdl ",d by an Oregon Licensed Civil Engineer
o Planting plan prepared by an Oregon Licensed Landscape Architect where plants are
proposed as part of the storm water management system
o Roof drainage patterns and discharge locations
o Pervious and impervious area drainage patterns
o The size and location of storm water management systems components, including but
not limited to: drain lines, catch basins, dry wells and/or detention ponds; storm water
quality measures; and natural drainageways to be retained
o Existing and proposed spot elevations and contours lines drawn at 1 foot intervals (for
land with a slope over 10 percent, the contour lines may be at 5 foot intervals)
o Amount of proposed cut and fill
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8.
Additional materials that may be required
IT IS THE APPLICANT'S RESPONSIBILITY TO DETERMINE IF ADDITIONAL
STANDARDS! APPLICATIONS APPLY TO THE PROPOSED DEVELOPMENT. THE
APPLICANT SHOULD CONSIDER UTILIZING EITHER THE DEVELOPMENT ISSUES OR
THE PRE-APPLICATION REPORT AS DISCUSSED IN SDC 31.030:
o Proposed deed restrictions and a draft of any Homeowner's Association Agreement
o Additional plans and documentation for submittal of a Cluster Subdivision proposal as
specified in SDC Section 16.100(3)
o Riparian Area Protection Report For properties located within 150 feet of the top of
bank of any Water Quality Limited Watercourses (WQLW) or within 100 feet of the top
of bank of any direct tributaries of WQLW
o A Geotechnical Report prepared by an engineer must be submitted concurrently if
there are unstable soils and/or a high water table present
o Where the development area is within an overlay district applicable, address the
additional standards of the overlay district
o If five or more trees are proposed to be removed, a Tree Felling Permit as specified in
SDC Article 38
o A wetland delineation approved by the Oregon Division of State Lands must be
submitted concurrently where there is a wetland on the property
o Any required federal or state permit must be submitted concurrently or evidence the
permit application has been submitted for review
o Where any grading, filling or excavating is proposed with the development, a Land and
Drainage Alteration permit must be submitted with the land use application
o Where applicable, any Discretionary Use, Variance or Modification of Provisions as
specified in SDC Artide 10 or 11
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~II~~t~~~~-~:5-
PUBLIC WORKS DEPARTMENT / Engineering Division Phone: (54]) 726-3753 Fax: (541) 736-] 02]
MARCH 5, 2004
REQUIRED STORMW A TER SCOPING SHEET USE POLICY:
In October 2003, Springfield Public Works released a trial "stonnwater scoping sheet," provided to help
engineers and developers meet stonnwater requirements in the Springfield Development Code (SDC) and
Engineering Design Standards and Procedures Manual (EDSPM). After a five month trial period, it became
apparent that users of the scoping sheet submitted much more complete applications than non-users. An added
bonus was a decrease in the overall review time spent on the applications, resulting in quicker notice of
decisions.
As a result of the benefits of the scoping sheets, the City has decided to make their use a mandatory process.
As of April 12, 2004, the use of stonnwater scoping sheets will be required for all applications which require
development review. All applications submitted to the City shall provide four (4) copies of a completed
stonnwater scoping sheet with the application packet. Attached With this letter is the latest version of the
scoping sheet, which reflects changes requested by the development community.
PLEASE NOTE: SUBMITTED APPLICATIONS WILL NOW BE REQUIRED TO SUBMIT A
COMPLETED STORMWATER SCOPING SHEET, STORMWATER STUDY AND PLANS IN
CONFORMANCE WITH THE SCOPE REQUIREMENTS
DIRECTIONS FOR USING STORMWATER SCOPING SHEETS ARE AS FOLLOWS:
1. Obtain scoping sheet from application packet, city website, or other location
2. Fill out project information (top half of front sheet) prior to commencement of work on stonnwater
study (note: do not sign seoping sheet until it is received from the City with requirements checked).
3. Mail, fax, or email all pages to: City of Springfield, Public Works Dept., Attn: Matt Stouder
4. Receive completed scoping sheet (filled out by the City) indicating minimum requirements for a
complete stonnwater study
5. Include four (4) copies of complete scoping sheet (signed by engineer at the bottom of page 2),
stormwater study and plans that comply with the minimum requirechcope with submittal of
application packet. The scoping sheet shall be included as an attachment, inside the front cover of the
stonnwater study.
Stonnwater scoping sheets can be found with all application packets (City website and the Public Works front
counter) as well as on the Public Works webpage at either: www.ci.sDringfield.or.us/Pubworks/whatsncw.htm
or under the link for "fiIlable fonns" at www.ci.sDrinl!field.or:us/Pubworks/Design/start.htm. Thank you in
advance for working with the City of Springfield with this new process.
Sincerely,
Matt Stouder, ElT
City of Springfield, Public WorkslEngineering
Email: mstouder@ci.springfield.or.us
Phone: (54 I) 736-1035
Fax: (541) 736-1021
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SPRlNGFlIILD
PUBLIC WORKS DEPARTMENT 1 Engineering Division Fax: (541) 736-1021
STORMW ATER MANAGEMENT SYSTEM SCOPE OF WORK
_ (Area below this line filled out by Applicant) -
(Please return to Mati Stauder@City ofSpringfIdd Public Works Engineering; Fax # 736-1021, Phone # 736-1035.)
Project Name: Legacy Estates Applicant: Scott Goebel for David Corev
Assessors Parcel #: 17032431 Date: 2/14/2004
Land Use(s): (Current) Orchard Phone #: 681~542(Cioebel)
Project Size (Acres): 5.42 Acres Fax#: 687-0739 (Goebel)
Approx. Impervious Area: 3.0 Email: scott(al,geseugcne.com
Project Description (Include a copy of Assessor's map): 20- Lot Residential Subdivision
Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary:
Urban piped storm drainage to new swale to north - towards McKenzie.
Proposed Stormwater Best Management Practices: Sotrmwater quality manhole and biolfiltration swale.
_ (Area below thr. line filled out bv the Citv and Returned to the Aoollcant)
(At a mtnimum, all boxes checked by the City on the front and back of/his sheet shall be submitted
for an application to be complete for submittal, although other requirements may be necessary.) .
Drainal!e Study TVDe (EDSPM Section 4.03.2): (Note. UB may be substituted for Rational Method)
0 Small Site Study - (use Rational Method for calculations)
0 Mid-Level Development Study - (use Unit Hydrograph Method for calculations)
0 FuJ1 Drainage Development Study - (use Unit Hydrograph Method for calculations)
Environmental Considerations:
0 Wellhead Zone: 0 Hillside Development:
0 Wetland/Riparian: 0 Floodway/Floodplain:
0 Soil Type: 0 Other Jurisdictions:
Downstream Analvsis:
0 N/A
0 Flow line for starting water surface elevation:
0 Design HCiL to use for starting water surface elevation:
0 Manhole/JUIiction to take analysis to:
Return to Matt Stouder [al City ofSDrilllmeld. emnil: mstouder[alci.sDrinl!field.or.us. FAX: (541) 736-1021
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Goebel Engineering & Surveying, Inc.
Engineering Surveying. Planning
1762Wesl 2nd Avenue Eugene, Oregon 97402
Phone: (541) 687-0542 Fax: (541) 687-0739 E-mail: scottfilQeseUQene.com
DESIGN TEAM
Applicant and Developer:
David Corey
Corey Development LLC
3956 Mirror Pond Way
Eugene, OR 97408
338-3316 (office)
338-3370 (fax)
954-5817 (cell
david@teamcorev.com
Contact: David Corey
Owners:
Joseph and Patricia Proden
2290 Hayden Bridge Road
Springfield, OR 97477
746-2134
Contact: Joe Proden
Applicant's Representative for Site Design,
Civil Engineering and Surveying:
Goebel Engineering & Surveying, Inc.
1762 West 2nd Avenue
Eugene, OR 97402
687-0542 (office)
687-0739 (fax)
517-5887 (cell)
scott@aeseuaene.com
Contact: Scott Goebel, P.E., P.L.S.
M 'Pori-.On'A. C'.cOT(';Y'J..C'g:.:cy EZI.1h":'J (02414)\Tcnl-SD'{k:-:I'ln TC;.'lm \'":pd
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Pre- Submittal
Meeting
Comments
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Response to
Pre-Submittal
Meeting
Comments
Unavc/!/ab/e at th/s' l/me.
'\)(Iill be subrmlleJ at a laLui' date.
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vv, ......,..."' ........__ A"_ _.___.__._
American
Title~~g
Group-c:~
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Agent for
Pacific Northwest Title Insurance Company, Ine.
.1'"
3rd SUPPLEMENTAL PRELIMINARY TITLE REPORT
Schedule A
1. Effective Date: March 9,2005 at 8:00 8.IlI.
TItle Report No. 00023360
2. Tit1e to the ree ~ eswe Or interest in the land desaibed or re:Cencd to In this 1'tP1nnmory Title Report is at the
eIIecli.ve date ~f vested in; .
10SEPHPRODEN and PATRICIA. A. PRODEN. as TeuanIs by lheEntirety
3. The land referred to in this I';rP.llrnl"""Y T"ItleReport is de$Cribed as follows:
See ExhIbit A atw:hed hen:to :aDd _de a part hereof.
AMERI:umuGR~ d6 ~
~ c- ,,1
By; \. 0'-'\-<", L-i ~
_ Officctol AlP'l
Dan Hise - Title Offi=
It you have any qnestlo.g, ple2se feel free to contact your Escrow Officer:
Name:
Gina Larson - Escrow Officet
glna@goatg.com
Location:
CollIlUy Oob B.tm::h
560 CoIlDlry aob Pkwy, #11 0
EugcIle, Otegoll 97401
Ph: (541) 33&-3350 Fax: (541) 338-3362
Additional Copies Sent To:
1. Windermere/Jean Tate-Gary FJSIl:
2. Windennere/Jean Tate-FranLoescb.
3. Joseph & Patricia Proden
4. David Corey
This Pre.1iminary Title Report is inva1id unless the insuring provisions and Schedules A and 11 are attached.
.Ameriean Tille Group 560 Counuy Cub Pkwy. #110 Eugene, OR 91401 Phone (541) 338-3350 Fax (541) 338-3362
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American
nt1e!l~
~~~~~~
lJIUU ~
Agent for
Pacific Northwest Title Insurance Company, Ine.
,?q
4. Policy or policies to be issued:
(a) ALTA Owner's Policy Standard
Short Tenn Credit Dednction
Policy Premium Amount:
Gov't Lien Search
Amount S 875,000..00
AmountS( )
l'1............ $ 1922..SO
Pl....iuw S 3S.OO
Proposed Jnsnte<t
DAVID S. COlmY
'(b) ALTA!.oan Policy
Short Tctm. Credit Dedm:licm
Policy Premium Amount:
EDdo=ment 100111618.1
Additional End=emeot(s)
Gov't Lien Search
Amount $
Amount $(
Fl.=imn $
Premium. S
l'l.dniuM.$
PremiumS
Proposed Insured:
(c) None
Short Tem1 Credit Deduction
Policy Premium Amowrt:
EndonemeDt 100111618.1
Additional Endorsement(s)
Gov't Lien Search
Amount $
Amount S(
Premittm S
Premium S
r.uWn:4.. $'
F.....iuw S
Proposed Insured:
)
)
This ~lim;n"')' Title Report is Invalid 1IDl= the insuring provisions and Schedules A and B are attached.
American Tille Group 560 CountIy Club Pkwy. #110 Eugene, OR 97401 Phone (541) 33&-3350 Fax (54l) 33&-3362
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V~I LVI VO;I .1.01. oJU j,'.n.4. 1tI'fI,,l..YYUYY I Y
PRELIMlNARY TITLE REPORT
Schedule:B . Part I
(Requirements)
Tttle Report No. 00023360
The following tire the req";'~ to be complied with:
A. Pay lhe agreed Il1lI.01UlIS for the interest in the land and/or mortgage to be insured.
B. Pay us the premiums, fees and charges for the Policy.
'7
C. J:\o=wPnts satisfactoI}' to us creating 1he interest in tbe land aniJ/or mortgage to be iosuted owst be signed. deIiv=d and
rtOOIded.
D. Yon must ten US in writing lhe name of anyone not refemd to in 1bls c.:."""lfrn,o.", Vlbo will get IIIl iJlterest in 1he laud. or
who will make a 10>11I on the land. We IIlllY 1hen make additional ~ or exceptions.
E. Deleted
F. DeIeled
G. De1clcd
...
H. Proof 1bar. there tire no parties in 1"'.~"";0>'1. or ...biming to be in po=sion, o1her 1hIIIl1he above vestee.
L Any SIllIlltory liens for Iabor or materials, rn...l,wI;"g Iieus for contribotioDS due to the State of Oregon for unemployment
coDJP'"l""'tion and for workmen's compclISlItions, ~ have now gained or ~ lJIO.y gain priority 0""'- the lieu of
the insured mort~ which liens do not now appear of record. . .
NOTE: Taxes for 1he ti=l year 2004-2005. PAID IN FUlL.
Original amolD)l: $118.39
Map No.: 17-03-24-31.Q0400
Account No.: 1478989
Code: 01904
Pmdl
NOTE: T8xCS for !he fuc.al year 2004-2005. PAID IN FUlL
0riginal1lDlOllllI; $1318.22
Map No.: 17-03-24-3HlOSOO
ACCOllIlt No.: 1478997
Code: 01904
Pan::el2
NarE: To the best of our knowledge the sitw; address as .w~tl by the Lane County AssessoI:s Office of 1he herein
described premise$ is:
3289 16th Street, Spri"gt;...1tl. 0reg0Jl97477 (Pm:e\ 1)
Please nolO that the Situs Address and the Mailing Address of the .l"'ul""'l:f may not be tbe same in every case. If there is
a discrepancy. please notify our Trtle ~ rn..n...i;.t;eiy. '
NQTE: To lhe best of our knowledge 1he sitw; address as determined by the Lane Comrty A.ss=s om"" of the h=in
described premises is:
3285 16lh Street, Springfield. Oregon 97477 (Pm:e\ 2)
P1=e note that lhe Situs Address and the Mailing Address of 1he ptopecty IIlllY not be tbe mne in eveI}' = If 1hm is
a discrepancy. please notify our Title Department itnmrtl;.tcly.
This commianent is invalid uoI= 1he insuring provisions and S"'-'nl~i A and II are anached.
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SCHEDULE B-Part I . contlnned
Commitment No. 00023360
NOTE: We find no Liens, JlJdgmeols or United StateS 1..........1 Revenue Lil= agaiostJosephProdenoorPatrlciaA.
Proden
NOTE: We find no Liens, Jru\gJn<'.uts or United States JnIemal Revenue I..ie.m against David S. Corey
NOTE: This file is beblg SUppI~ to add purchase price and add RequUcwcat l1em G.
Nom: SUpp1HnPntPillo remove Requirements E, F, and G, show \a;\:es paid
NOTE: Suppl""""""" 10 npda!.erepoIt and delineate the ~portiQn of the legal desCrlption.
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:
PRELIMINARY TITLE REPORT
Schedule B - Part II
(Exceptions)
TJ1IeReportNo. 00023360
Schedule B of the policy or policies to be issued will contain 1be exceptions to tile following IJl3f!e[S uuIess 1be same are
disposed of to the satimrtion of the Company.
1. Taxes or assessments which are not shown as existing.lien,< 1>Y the records of any raxing allIhori1y that levies taxes or
assessments on real property or by tile public ream!. I'rk...llng!' by a publlc agency which may result in taxes or
asse!Smen1S. or nQtice of sw:h proceedings. wbethCl' or not shawn by the records of such agen<;y or the poblic record.
2. Arty facts, rights iDterests, eas"1!lPllls or claims of easements not shown by the public =rds but which could be
ascertained by lIl1 inspection of said land or by making lnquiIy of persons in possession thereof.
3. (a) Unpatented mining claims; (b) r=vatioos or exoeptions in pa!el1f!l or in A1Z lIlIIhorizing tile issn.!""" 1bereof; (c)
waler rlgbls. claims or tide to warer, wbeIhet or not 1be mallen e:xt:epled \IOdq- (11). (b). or (c) are shoWJI by the public
records.
4. ~. conflicts in boundary lines. ~ ow:rlaps, boundary disputes. shorta&e in &rea, or rm-y oIbrr
matt= which would be disclosed by aD accmate survey and inspection of 1be premises.
5. Stab1tOIy IieDs or other 1iens or ~ or claims theRof, Jabor OJ: matetiaI heretofore or ~ fumisbcd,
imposed by law and not shown by 1be public ==Is.
6. rogh!s OJ: claims of parties in IJOSs.ssiOn DOt showo. by tile public m::ords.
7. The rights of 1be pul)lic lu and to that portion of the prnnises herein described lying within the limits of roads, steedS and
highways. ' -
8. The assessment lOll and tile tax roll disclose that the premiseS herein clescribal. ha.... been specially -=sed as Farm Use
I..and. If the land becomes disqo>lified for the:special as""""""\ lllldt:r 1be slll!llle, an additionaI tax may be Ie'Iied for
previollS years in v.llich the faun use asseS$D1eDI: was in effect for.the land and in addition tb=lD a penalty may be levied
If notice of disqualification is llO[ timcly giVt:tl.
9. Rights of the public and of goverll1T1P.ntlll bodie& in and to that portion of the ~ helein descxibed Iyiog below the
high waw matk of the Mi::kenzie River. and the ownership of the Sf* of (lte&Qn ui 81ld to that portion lying below the
high watt:.- mark themof.
10. Any advme claim ~ upon the assertion that the hoI'~'R'",,* Rive.- has_ved.
11- Any advene claim based upon the a=tion that some portion of said land is DDW or at any time bas been within 1be
botllldaries of the McKenzie River OJ: the assettion that any portion of said land has been created by llTlificial means or
bas accreted to sw:h portions so c:reated.
12. An FosPlOOlt Cleated by instrument. including the tem1S and provisions thereof;
Dated:; FebrullI)' 21, 1955
Recorded: Mm::h 16, 1955, Reel 55. Reception No. 51999. records of Lane Co1ll1ty, Oregon.
In favor of: The City ofEugeoe, by and through the Eugene Water BolUd
For: Right of way. utilities
13. EaSt'tll.e1llS for existlngpublic utilities in vacated llte;l ofllarvmLalle and any contlitinn< imposed tbe:eby, .
Set forth in InsttuinemRecorded March 4, 1991, Reception No. 91-10433, records of Lane County, Oregon.
This comm1tn'lM]t is invalid Unless the insuring pro"mons and Schedules A and B are attached.
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SCHEDULE B.Part n - continued
Qmnnifm_ No. 00023360
14. An EasemeDt created by instrument. including the lmllS and provisions tI=:of;
RecoIded: March 21, 1991. Reel 16S6. Reception No. 91-13133. records ofL=e County. Oregon.
In favor of: The City of Eugene, by and through the Eugene Wall:c & Eleclric Board
For: Right of way. utilities
" Affeets: Parcell
IS. An EasemelIt created by insltdwwlt, including the terms and provisions thereof;
Recorded: June 5.1992, Reel 1766. Recepliw No_ 92-3067~_records of Lane County. Oregon;
In favor oc The City of Eugene, by and through tboEugeoo Water &E1ectric Board
For: Right of way.lJblities
Affects: Parcell and other k"o.,e.ty
16. An e~t and tmintP.mn<:e agreement. inchtdmg lhe terms and provisions theteof;
Recorded: rilly 2, 1992, Reel 1772, Reception No. 92-36567. records of Lane County, Oregon.
For. Private Roadway
Affects: This and other property "
17. An Agreement as set out in an in.tI.....,nt, including the _ and provisions 1h=of,
Recorded: Ju1y2, 1992, Reel 1772. Reception No. 92-36S6&, records of Lane County, Oregon.
Between: Joe Proden lIDd the City of Springtield
For: Use and development of tbt: herein described proptrty (PaxcelZ)
18. NOk:US set "forth npon !be partition plat;
a. Znned Low DcIlsity ResidentiallU.F.
b. This propeI1y is locall:d in a flood hazard zone and all deve)opmeIlt sball CQmply wilh Lane County flood plain
regulations.
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K,XHIKrr ItAu
ParttIs 1 ami 2 of Land Partition Plat No. 9Z-P0235, filed July 21, 1992, Lane CoIuIty Plat Records, in Lane CoIuJty,
O""Con.
EXCEr.nl'lG THEREFROM: .Mry portion Jying within that tract set on in that jntlgl"""t in Lane CoIuIty CIrarlt
Court Case No, 16-9i-04047, notice of which was Recorded J:m1l3r110, 1994, Reception No. 94-01874, Lane County
Oregon DeedRec6rds, in Lane County, Oregon, to-wit:
Begiunlng at the Southwest corner of the FeIb: Sc9tt Donatron Land CIalm No.5!, TOWDShip 17 South, ~ 3 West
ot the WiIlamette Meridian and thente rnnnlng North 0" 03' l)6!' West 1905.79 feet to II point on the centerline of
Hayden Bridge Road (County Road No. 667); thence aloug S2id ceuterline Norlh 89" 31' 53" West 1170.87 feet;
thence leaving said ceDtertine and rnnniog Norlh 0" 03' 06''?West 151lU4 teet to a point on the North bonn.dary ot
THE FIRST ADDmON TO DELROSE ADDlTION, as platted and recorded in Book 50, Page 22., Lane County
Oregon Plat Records, said point being the Tnte Point of Beg;nnn.g; thence Norlh 0" 03' OIl" West 1413.00 feet to a
point on the So11thcrly JPiU"gin of lIarvl$t Lome; theut:e along said Sontberly margin along the arc: of a 821-00 foot
radios cure left (the long chord of which beMs North 63' 09' 46" East 9.89 feet) 9.89 teet to a point more or Jess on the
c.enterllne of liD e;Dsting o't'elhe:td po'Werline rnnnlng in a North&uth dlrection; thence rwming along said powerline
Sowh 0" 07' 39" West 1417.49 reet to a point on the North bolUldaly of said plat; theuce Je:anog said powerline ami
rnnnlng along said North bouuduy North 89" 46' 13" West 4.40 feet to the Tnte Point or ~ning, all in Lane
County, Oregon. .
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.0
Privacy Policy Notice
PURPOSE OF TBlS NOTICE
Title V of the Gramm-Leach-Bliley Act (GLBA) generally prolu"bits any financial
institutioll, directly or through its affiliates, from. sh"";ng noIIpUblic personal information
about you with a nonaflilia1ed third party unless the institution provides you with a notice
of its privacy policies and practices. such as the type of infonna1ion that it collects about
. you and the categories of persons or entities to whom it may be disclosed. In complia:oce
with the GLBA, we are providing you with ~ document, which notifies you of the
privacy policies and practices of American Title GrODp lIlld Pacific Northwest Title of
Oregon, Ine. .
. We may collect nonpubIic personal infonnation about you from tJ;1e following
sources:
. Infonna1ion we receive from you, such as on applications or other forms.
. Infonnation about your transactions we secure from our files, or from our
affiliates or others.
. Infonnation we receive from a consumer reporting agency.
.. Information that we receive from others involved in your transaction, such as the
real estate agent err lender.
Unless it is specifiCill1y stated otherwise in an amended Privacy Policy Notice, no
additional nonpubIic personal information will be coIleeted about you.
We may disclose any of the above information that we collect about our c:ustomers err
fonner customers to our affiliates or to nonaffiliated third parties as pennitted by law.
We also may disclose this infonnation about our customers or fonner customers to the
following types of nonaffiliated companies that perfonn marketing services on our bebaIf
err with whom we have joint marIceting agreements:
. Financial service providers such as companies engaged in banking. consumer
finance, securities and ins1m:oce.
· Non-financial colIlpaIIies such as envelopestuffers and other fhlfillment service
providers.
WE DO NOT DISCLOSE ANY NONPUBUC PERSONAL INFORMATION ABOUT
YOU WITH ANYONE FOR ANY PURPOSE THAT IS NOT SPECIFICALLY
PERMITTED BYLAW.
We restrict access to nonpublic personal information about you to those employees who
need to know that infonnation in order to provide prodncts or services to you. We
maintain physical, electronic, and procedural safeguards that comply with federal
regulations to guard your nonpublic personal infonnation.
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100 200
1.71 AC.T. 2.84 AC.T.
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Ol'hi, map is prorid&i compliments of American .
Title Croup. Solll'C<:d from Lane CQunty Records
:r is intended to assist in locating &nbjcctpropmy
out may notroilect changes in anylega1 description.
This is not a survey. No Jiob.ilityis =edfor rmy
discrepancy, inaceoxacy or defect.
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ADDENDUM E TO REAL ESTATE AGREEM]pn' NO. 14j9i7i
. Dated 10/04/04. and 10/06/04
describing real property located at 3285 N. 16th street,"
springfield, Lane County, Oregop- CWl'ropertyH)
.'
DATED: March'~, 2005.
PARTIES: JOE PRODEN and PATRICIA A. PRODEN (.prooens");
...
AND:
DAVID COREY (" Corey.) . ..,
RECITALS:
A. The above referenced Real Estate Agreement (. Agreement. )
was signed by David Corey (Corey) on 10/04/04, and agreed
to by Joe proden and Patricia A. proden (Prodens). on
10/06/04. Addendum A and Addendum B to tbe Agreement
were dated concurrently with the Agreement. Addendum C
was signed 10/09/04 by prodens, and 1~/11/04 by Corey:
Addendum (no letter assigned, now hereafter Addendum D)
was signed 11/03/04 by Corey, and 11/11/04 by Prodens;
B. The conditions of annexation and subdivision. of .the
Property have caused the Parties to modify certain terms
of Jl,.ddendum B to the Agreement, and add certain terms to
the Agreement; and .
C. Corey and prodens desire to set forth these modificatio~s
and additional' terms, in writing, as set forth hereafter.
AGREEMENTS: NOW THEREFORE, in consideration of the above stated
recitals which are incorporated herein by reference and the mutual
promises set forth hereafter, the parties, agree as follows: '
1. Closina Date. The closing date of the sales transaction
shall hereafter be the earliest occurrence of the-following events:
Closing to occur within thirty (30) days of the
commencement of construction of the lift station referred to
in the Annexation Agreement and Meeting Minutes dated
October 19, 2004., attached thereto (a copy. of which is
attached hereto as EXHIBIT A and hereinafter referred' to as
Annexation A), provided corey' has obtained an acceptable
Subdivision ~entative pfan fo~ the Property approved by ,the
City of springfield prior to the closing date; or Jun~ 30,
2007, wh~chever set of events or date occurs first.
2. prodensl liabilitv for costs. Addendum B and'Addendum C '
to the Agreement pl~ce the responsibility on Corey to apply for
annexation of the Property and approval of the subdivision plans. '
Corev is also to bear ALL' costs and fees associated with the
annexation and subdivision approval. Prodens, 'as Owners of the
property, are_ required by the city of Springfield to sign those
Page. 1 -- ADDENBUM E
(!\c\prod\adden.c.)
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papers and commit to the costs described ~lierein: .'piodens agree .to
'sign the Annexation Agreement and all o~her.documents that Prodens.
are required to sign by the City of Springfield in connection ~ith
the comp.letion of the subdivision of t):1e Property PROVIDED;
paragraph 1.:2.1' 0;(: .the Annexation Agree~ent is revised to terms
acceptable to prodens; ~ FURTHER PROV-IDED:Corey arranges with
Umpqua Bank to commit to prodens a Letter of. Credit with the
following conditions;
,
A.
closing
The Letter of Credit is
date specified abov61.
irrevoca~le pr~or to the
C. 'The terms for prodens. to draw on the' Letter of
Credit shall consist of:
The costs of the Letter of
.... The. signatures of Proden~( en urn E an
Annexation A is conditioned upon ....-.-.. acceptance of the
terms of t~e Letter of Credit {in terms acceptable to prodensl no
later 'than March 24, 2005. Should. said Letter.of Credit not be
accepted.by prodens on or before March 24, 2005, then this entire
Addendum E shall be thereafter null and void, and prodens shall be
Page 2 - ADDENDUM E
(f\Q\prod\adden.c)
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entitled to rescin9- their ,'Agreement to the annexation of the
pr-operty.
3. . Assiqrnnent. Should Corey' assign his interest in the
Agreement, Corey sh~ll concurrently execute and deli1[er to prodena
a Personal Guaranty of all of Corey's ohligations under the
Agreement to assure the performance of the Agreement by Assignee.
Any A~signment, without delivery of the Personal Guaranty shall
make the As~Jignment null and void. ~
.
...
4. Entire Aareement. This"is the entire' agreement of the
parties regarding the matters described herein. and no oral
representations shall apply; All such agreements must be in
writing, signed by both Seller and Buyer before they will become
enforceable.
. .
IN WITNESS vrnEREOF the parties have made this Agreement on the
date fi~st mentioned above.
Seller/prodens:
-df~ ~
Jo proden ."
c::;tf!I~~Jl1d~~i ~
trioia A. pr den
.L.
Page- 3 .- ADDENDUM E
(t\c\prod\~Oden_el
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1
SPRINGFIELD
1 City of Springfield Public Works
225 '5th Street ' '.,
1 Spriilgfield, Oregon 97477 "
1
Phone: 541-726-3753
Fax: 541-736-1021
FAX
I Date: 5/ '1/ ZDD~
I Total Number of Pages (including cover page) 3
1 TO: Name: ~~ ~JJJ
I Organization: GoM ~',
1 F~ Number: (0 '/1'1- - Drr.1
FROM:
1 ' Name: ,J1..ars;r;uM7}(
I Phone: -::J-3b-{o'2S""
I MESSAGE: -
I~~v{--' 8:=:re -:i::S" ~9~H",..s~' A.J ~~ouJ)b
I ~...~ ""~i" -; :d:u7 ",ill be ~;",,~'-~~~
I' off' W/ 2b, 'A/1\
1
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tH; LJr'nJ.hUrJ.CLU r"i
......,.. ''U'''''''~'J
---'0 _ -- '--"J
~ PUBLIC WORJCS DEPAA~ I ~eering Division
Fax: (541) 736-1021
I STORMWATERMANAGEMENT SYSTEM SCOPE OF WORK
I :~:~~~~~iJjl~J~'~~~~~l~~ ~~~S.~~j~~:~~~;~~~~if:~4:t.f~~~~~~~~j;~~~;T~~~j~i;~~~~~~~~~~~~~~~~~~~~~;;'~;~:'~~;~~
:'::'::.::. H-~__._rMi._.. _ ...~@.r:i1fiif:SjiiiiiTliMJ1iiNi&:JYIJ;c1:i~:5fJr.1f.n.~.JJJ."Jl:i. _.. .!'D"c!l:1.J~1P~S:l;:::=:=:'
. . .... _._____._.__._. . __. _ .,_..________..________.....____ _. __. .___..____ ._~.....______ _0____ ._........_..........._.,~ ._. .. .__ . n. .... ,.u, .......:.';'
Project Name: ~ Estates . A.pplieant: Scott Goebel for David Co .
Assessors Parul g: 17032431 Date: 2114flOO4
I Land Use(s): (Current) Orchard Phone II: 687-OS42 Goebc
Project Size (Acres): 6.30 Acres Fn II: .687-0739 GciebC
I #~~J~~!!.~~~;~3.0 ~.a.iI: ..~. eseu .com
~., .._:~~~~-:'.,.._.,:".._..~~... ~-.:. ..~..;.:jI~.::-!........"lf..~ ....:r. \I': r." u-:---.-..r.::.. . '..~...'":"':""'.. ..~...: .~... _:-_..r_~l".3'..
Project Description (Include a copy of Assessor's map): iii- Lot Residential Subdivision
'jl>....
I
I Drainage Proposal (Pubnc cooneetion(s), dlscharge location(s), ere. Attach additional sbeet(s) if...............ryz
Urban piped sto~ dtainage to new swale to north - towards McKc:nzio.
I
I Proposed Stormwater BeSt MlUIagement Practices: Sotnnwaler quality tJllIllholo and biolfi1tration ~o.
I~~!f!~~~~_~~~i~'j
I -..-.-.---.-.-.-~-....~-.- .-.... ......~ft#:._.~_.. 3~ __..:.~,~~1 ~..-..... .---. .
.. .., .
DraiBal1:e Study TVIKl (EDSPM Section 4.03.2): (Note. UH mav be slIbstitutedfor1utional Method)
I 0 Sma1lSiteStudy-(mcRatlonalMelhodfbrt<lb~OIIS) . .
o Mid-level Development Study - (use Unit Hydrognph Mttbod (or c:aIcnIaIlons)
iii FuJI DJainage Developmeot Study - (USlO Unit Hyoh_avL Method fur (""lrula/lnn.)
I F..nvirollmental Cnnsjdenti(lIL~:
i Wellhead Zone: l. D - -u> 1'(,
Wet1andlRiparian t-) /A
I Soil Type: ~r- t+l1~m
Downstream Analvsis:
I !iIj N/A
o Flow line for starting water surface elevation:
o Design lIGL to use for starting water surface elevation;
I 0 Manhole/Junction to take anaIysis.to:
I
I
fA lffilside Development:
13- Floodway/F1oodplain:
81 Other Jurisdictions:
Return to Matt Stoader
'iIr BY: SPRINGFIELD PW;
:>41 (;;JtjlUi::l i
w.\1-::1-U;.J IU~"'+".
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COMPLETE STUDY ITEMS I Fo<OtIkWl....Oolyr 1114$ '.
* lJo$d"poll 11111 /"jOrmdicn provided OR the front of/hu :rltut, the jiJII,"ing npresmts. a ".;nInJum ofwhal i.f neededfur tlIJ
application to be camplete fot wl>mittallrlth f'espect ~ draInage: however. thLr /ist :rhtnild not bil IIsed in Un of~ Spr/IIg/leld
Developnunt Q,de (SDC) Or /he City's- EngiMerin~ lXsign Manl!oL Complit1PC" wUh thiI# TV'i"inhwtU doeS noI.conmfutil
5ile approval; A,4dltlmttJl site specific 1nj0ttn4t1on 1114)' he ntqu/red. Nole: Upon :=ping ~el wb-nutttd, e7uur1l comp(etdform
has hem :sIgned in /h, $fXJc. provlded below: ."
hteriJll J)WgR Stmdar41lWater QIulity (&DSPM Chapt>eI' 3)
~ "
~d~ .'
III' D .AI1_-Wi1diugl'OClftcp (}-IJlR) lmperviouS Nrlilces ~ bo pl'e-ClUted (e.g. JIIIlIti-dJa.mbetcd c:atdlbasln w/oil
fillIalionJnCdil9 foutOl1llwater quality. AdditiDllll1ly, a mhri_ erSt% aftbc NBR ~ IIU1\lCC sh:IlI be
fIt;3Ir:d by~ n>~ " .
Ii 0 Wberorequized. ~ ~design.shall be ~d_ with iDtcrlm design ~ (EDSPM Scdion
3.02), sc:t forth by the B1Imm oC~ SetviQes (DES) or Clean Water SetvIa:s (cws).
o Ii For fJf:W NBR impelYious ~ ~ than lS,OOO squme led, a simplified dtsi&D tlPPtoadllllll1 be fol1owed as $pCdfiod .
by fIIO DES for vegetative trelIlDleIll ". .
o Ita stomJwa!a bCl'~ SMle is pt~ submit CIlrotiJ;nn<I~OIlS tllI: $iziDg, Vdocil;y, flow, side slopeo1,
bottom slope, aIld seed mix c;wd.-t with dther DES ot CWS ~
o WataQ\lalllYc:aJc:uIatlmls as RqUixedin SeI;tioJl3.03.1 of the ED~
~ All bulldlng toO~op D1QI1Jlled oqulpmeut. or othct fluid cqnblmng equipment loeated ouuide wille bIJilding, sbaIl
be proYidcd with secondary toW~lnnv:nt or weather ~18nt ~"""'fC.
" .
GaIeoll Stnd1~ (EllSl'Nl ~ 4.03)
'1 B ~ SlDdy prepared by al'nW:ssiullal CivIl P..pnti':r~ In tbc llbdc ofOregoll.
A ~ d."i'<lI8"~, as "'{.d>ed inEOSPM ScdiOa4.0:U. includitlgllllJdmklp:al. i;tddJ map.
o Cakltll\llon. sbowiDg a,sttm ,;apacityfof a 2~ stonn"tv=t ~ ovcrl1ow eft'<<ts Qt.a ~ 5Imm evenI.
. 0 The timeofco........A.4Mm (Tc:).shall be deIermiIIed Wg .'0 miDuIe stall M>cfur dCYI:I.opcd ~
ReYiew of ~ S1deal (E>>SPM SedIoIIUJ.4.C)
o It A.....1btl_ ~ aaa1)osis as. c1escribcd ill EDSPM SedioA 4.03.4.C. On-citc ~ sbal1 be ~ lIY"tbc
. 0Ic:g0D P1mnl.illg SpcdalI1 Colic (OPSC)..
W 0 E1evatioDs oflbc HGL:and flow Jines furbodl city snd priY$ sy8IaDS where appI;"""1.e..
J:)esIgIl of Storm SyoWDi (J:DSl'M SeciIoa. 4..04) .
fII 0 Flow Jibes, slopes, rim. ~ pipe type and si:ld dellrI1 ~ on the plan set.
Iiil D toflnlllll"'l pipe = shalt be 1811lC1loS 1br ~ pipll and 36 incbc,1 tor pWn CIOllCfde and plasllc pipe matefia1s.
or ~ ~"<<Jblg c:aJ<;lilatio~ shaI1 be povided wheo b&. 'I'be' CO\'et shall be suIIidtnllO supJlOlt al\ 80.000 Ib
bel Mtbout ~Oflbcpipe ~
~ 0 fWmnIllg's "a~ -n1aes fur pipes sha1l be c:om;islesIt 19Ith Table H of tM EDSP. All SIOI1II pipes shaJl be ~ 10
uclIicvc a ~immn \'doc;ItyoCtJuee (3) m:tpet s(;(:ODd atO~ pipcfbll~Oll Table 4-1 as wdl.
~
fj 0 ExistiPt and JlIOllCl6I'd COPlOUtf, located at OM foot intelva1. Jnc:tpde spot cltvatioos and site grades showing bOw site
"dnliDS .
il 0 Private BlOrmWlIttl' casements shal1 be c:Icarly ~ic:tcd OIl ~ when prlvato stuuu;',A. ~ fiom 0IIe propc:rtylO
atIQtber
o 19 DtywdIs shall not receiw runoff!lOm MY SIldiICe w/o being ttcalJ::d by cme or JllOIe lIMPs, with tbc ~ of
residential \IIIiIdiJIg roofs (EDSP Scdion 3.03.4.A). AdditiOlllll PwvJsiOJlS apply to this as. ~ by the PEQ. Mer
10 tile website: w"'iw.deq"Sl;lt~.()r_usiwa!llTounllwaJuichOlne hem for more intQmIatIon. "
o al Detention pond$ $b&n be deslsned to limit mnofl'10 p.rc-devdopntenl r.,tea for 1hc 2 tbrDllg!\ 2s..year storm events
"rMsft"'rJ sMJl1>e ~ u /III ~ imik rI"'front~, ofdu ztomonsrkr ttlJuIy
. IMPORTANT: ENGmEIS/( PLEASE K.EAlJ RELOIf' A.ND SIGN!
As the enpn- of record, I belWy c:ertify the tlxwe required iIaDs are COlDP\ete and inc1ud<;d wItI1 the submittl'1l stonnwatet
study and pian set.
S;g,.~t:llle:
Date:
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Goebel Engineering & Surveying, Inc.
Engineering Surveying Planning
1762 West 2nd Avenue Eugene, Oregon 97402
Phone: (541) 687-0542 Fax: (541) 687-0739 E-mail: scotttW<leseuQene.com
Hydrologic Study
for
Legacy Estates Subdivision
17-03-24 31
TL #500
Prepared for:
City of Springfield
I EXPIRES: a::("~/~srl
May 2005
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Goebel Engineering & Surveying, Inc.
Engineering Surveying Planning
1762 Wesl2nd Avenue Eugene. Oregan 97402
Phone: (541) 687-0542 Fax: (541) 687.Q739 E-mail: scatl@oeseUQene.cam
Narrative
EXImNG DRAINAGE BASIN
The Legacy Subdivision (Tax Lot 500) is located between North 16th and Narth 1Th
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 fram the southeast, turns and
then flows in a westerly, then northerly, direction to the McKenzie River.
The existing drainage basin is calculated to be 110 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 20th 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 110 acre drainage basin (and the subdivision) to the McKenzie. The peak flows for
this area are: 9.4 cfs for a 2-year event, 66.7 cfs for a 25-year event, and 90.9 cfs for a
100-year event. Please refer to the computer printouts that are a port of this study for
the existing conditions model. The stormwater quality storm for this sub-basin produces
a 0.41 cfs flow rate.
M <f"df ;-DlrIA . CCoh~'I~L( 'QJC'I E',ll1ht.. (OZ414)'~:rdro'JI<Jrr.1UV(1 \"jld
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Hydrology Narrative
Legacy Estates Subdivision
May 2005
Page 2 of 2
Within this 110 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 D~NAGE 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 110 acre drainoge 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 battom 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
110 acre basin produces 0.41 cfs flow rate, creating 0.39' flow depth. (Please refer to
the section labeled "Stormwater Quality Swale and Hydralics.)
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 lOO-year event. The peak flows from the
110 acre basin are 66.8 cfs for a 25year event and 91 cfs for a l00-year event, which is
greater than ten (10) times the flow produced by the subdivision.
"1 .P....-.,..DJr-A. C'Cor"'I",t(':},lOV E:;tatc..(02414)'.Hvdro\I'Jlrml';':c\':pd
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I Drainage Sub-Basin
I of
I McKenzie River
I Drainage Basin
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...- ......an 0lII0lI&a
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Hydrograph
Name:
Type:
Number: 2
EXISTING BASIN
SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
= 237.72 (ds)
= 21.16 (min)
= 105.80 (min)
= 9.257 (ac-ft)
= 484.00
= 1. 00 (min)
= 1. 00 (in)
= 4.22 (min)
= . 19.04 (min)
Description
Area
Ql
------------------------------------------------------
------------------------------------------------------
<None>
OVerall Approximation
110.86
77
--------------------------------------~--------------
[TIME OJNCENTRATION -- TR-55]
SHEET FLOl'I
Manning's Roughness Coef. (n)
2-yr 24-hr Rainfall (R)
Flow Length (L)
Land Slope (S)
Travel Time of Sheet Flow
SHALLOl'I FLOl'I
K-Coefficient (K)
Flow Length (L)
Watercourse Slope (S)
Travel Time of Shallow Flow
Velocity (V)
QlANNELFLOl'I
Hydraulic Radius (R)
Manning's Roughness Coef. (n)
Flow Length (L).
Channel Slope (S)
Travel Time of Channel Flow
Channel Velocity (V)
[TIME OF OJNCENTRATION]
Time of Concentration (Tc)
[Unit Hydrograph Flow Values: Time vs. Flow]
. [The time interval is 10.00 min]
=
0.01
3.36 (in)
300.00 (ft)
0.04 (ft/ft)
2.58 (min)
=
=
=
=
=
0.90
2083.00 (ft)
0.02 (ft/ft)
29.16 (min)
1.19 (ft/s)
=
=
=
=
=
0.50 (ft)
0.01.
0.00 (ft)
0.10 (ft/ft)
0.00 (min)
22.83 (ft/s)
=
=
=
=
=
=
31.74 (min)
Time Interval
Time (min)
Flow (ds)
-----------------------------------------------------
-----------------------------------------------------
1 10.00 101.30
2 20.00 236.42 ~.
3 30.00 ~. 181.21
4 40.00 79.83
5 50.00 37.59
6 60.00 17.38
7 70.00 8.10
8 80.00, 3.70
9 90.00 1. 89
10 100.00 0.65
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I
240
Hydro graph
7/'me vs Flow
200 .. ........ ........ ........... ............ .
~ 160.
'-I-.:
~
~
C)
c::
120 .
80 . .
........................ .
40 .......... ........ ..... .......
o
o 20 40 60 80 100 120 140
Time (min)
EXISTING BASIN - Unit
!
)
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I
I
Hydrograph Number:
Name:
Type:
4
EXISTING BASIN 2-YEAR
Computed Flood
[HYDRCGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
;
9.41 (cfs)
496.00 (min)
1541.12 (min)
5.950 (ac-ft)
1.00 (min)
1.00
;
;
=
=
=
[UNIT HYDRCGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
2
SCS Curvilinear
237.72 (efs)
21.16 (min)
105.80 (min)
9.257 (ac-ft)
484.00
1.00 (min)
1.00 (in)
19.04 (min)
=
=
=
;
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description'
Area
CN
<None>
OVerall Approximation
110.86
77
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Te)
=
31.74 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
;
SCS 11\
2.36 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 60.00]
Time
Interval
Cumulative
Rainfall
(in)
Design
Outflow
(efs)
Time
Incremental
Rainfall
(in)
Incremental
Outflow
(efs)
(min)
7 420.00 0.00 2.36 0.00 0.02
8 480.00 0.00 2.36 0.30 6.60
9 540.00 0.00 2.36 -0.05 6.67
10 600.00 0.00 2.36 -0.00 5.08
11 660.00 0.00 2.36 0.00 4.80
12 720.00 0.00 2.36 -0.01 4.49
13 780.00 0.00 2.36 0.00 4.18
14 840.00 0.00 2.36 -0.01 4.25
15 900.00 0.00 2.36 2..00 4.26
16 960.00 0.00 2.{6 0.00 4.23
17 1020.00 0.00 2. 6 0.00 4.15
18 1080.00 0.00 2.36 -0.01 4.05
19 1140.00 0.00 2.36 -0.00 3.93
20 1200.00 0.00 2.36 -0.00 3.80
21 1260.00 0.00 2.36 0.00 3.64
22 1320.00 0.00 2.36 -0.00 3.47
23 1380.00 0.00 2.36 -0.01 3.28
24 1440.00 0.00 2.36 -0.01 3.08
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I
I ~ 8...
~
I~
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I
I
I
I
12
10 ...
6 .
:s
C)
C:
4 ....
2 . .
o
o
Hydrogroph
Time vs Flow
250 500 750 1000 1250
Time'!' (min)
EXISTING BASIN 2- YEAR - Flood
1500 1750
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I
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I
I
4
5
6
7
8.
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
I
I
I
I
Hydrograph Number:
Name:
Type:
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
5
EXISTING BASIN 25-YEAR
Compu tad Fl ood
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description"
<None>
Overall Approximation
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
Area
110.86 77
66.80 (cfs)
492.00 (min)
1541.12 (min)
27.071 (ac-ft)
1.00 (min)
1. 00
2
SCS Curvilinear
237.72 (ds)
21.16 (min)
105.80 (min)
9.257 (ac-ft)
484.00
1.00 (min)
1.00 (in)
19.04 (min)
CN
= 31.74 (min)
= SCS IA
= 5.40 (in)
-. 25 (yr)
= 24.00 (hr)
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 60.00]
Time
Interval
Time
[uNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
(min)
240.00
300.00
360.00
420.00
480.00
540.00
600.00
660.00
720.00
780.00
840.00
900.00
960.00
1020.00
1080.00
1140.00
1200.00
1260.00
1320.00
1380.00
1440.00
Incremental
Rain fall
(in)
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Cumulative
Rain fall
(in)
4.47
5.07
5.40
5.40
5.40
5.40
5.40
5.40
5.40
5.l0
5.40
5.40
5.40
5.40
5.40
.5.40
5.40
5.40
5.40
5.40
5.40
Incremental
Outflow
(cfs)
0.00
0.06
0.09
0.11
1. 47
-0.37
-0.05
-0.01
/l.0.07
0.00
-0.04
0.00
0.01
-0.00
-0.03
-0.02
-0.00
0.00
-0.02
-0.03
-0.02
Design
Outflow
(cfs)
0.01
2.31
6.74
12.78
58.03
34.90
23.20
20.44
18.20
16.35
16.13
15.75
15.26
14.70
14.09
13.46
12.82
12.16
11: 46
10.73
9.99
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I
90
Hydroqroph
Time vs Flow
75 .............. . .....................
~ 60..
~
~
45 ............
:s:
()
~
~ 30
15
o
o 250 500 750 1000 1250 1500 1750
Time (min)
EXISTING BASIN 25- YEAR - Flood
I
Hydrograph Number:
Name:
Type:
12
EXISTING BASIN 100-YEAR
Compu ted Flood
I
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Mul tiplier
I
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
I
I
I
I
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
=
91.00 (cfs)
491.00 (min)
1541.12 (min)
35.693 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
=
2
SCS Curvilinear
237.72 (efs)
21.16 (min)
105.80 (min)
9.257 (ac-ft)
484.00
1.00 (min)
1.00 (in)
19.04 (min)
=
=
=
=
=
=
=
=
=
Area
------------------------------------------------------
CN
Descr iption
------------------------------------------------------
<None>
I
110.86
------------------------------------------------------
77
OVerall Approximation
I
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
I
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
I
I
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 60.00]
=
31.74' (min)
=
SCS IA
6.48 (in)
100 (yr)
24.00 (hr)
=
=
=
Time
-----------------------------------------------------------------------
Time
Interval
Incremental
Rainfall
(in)
Cumulative
Rain fall
(in)
Incremental
Outflow
(cfs)
Design
Out flow
(efs)
(min)
-----------------------------------------------------------------------
4 240.00 0.01 5.36 0.05 1. 04
5 300.00 0.01 6.09 0.08 5.13
6 360.00 0.00 6.48 0.12 11.16
7 420.00 0.00 6.48 0.14 19.03
8 480.00 0.00 6.48 1.92 80.08
9 540.00 0.00 6.48 -0.51 46.12
10 600.00 0.00 6.48 -0.07 30.21
11 660.00 0.00 6.48 -0.01 26.39
12 720.00 0.00 6.48 -0.09 23.36
13 780.00 0.00 6.48 6'.00 20.89
14 840.00 0.00 6.48 -0.05 20.53
15 900.00 0.00 6.48 0.00 19.98
16 960.00 0.00 6.48 0.01 19.30
17 1020.00 0.00 6.48 -0.01 18.56
18 1080.00 0.00 6.48 -0.04 17.75
19 1140.00 0.00 6.48 -0.02 16.92
20 1200.00 0.00 6.48 -0.00 16.08
21 1260.00 0.00 6.48 0.00 15.23
22 1320.00 0.00 6.48 -0.02 14.33
23 1380.00 0.00 6.48 -0.04 13.40
24 1440.00 0.00 . 6.48 -0.03 12.47
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I
I
I
~
~
~
~
()
G:
Hydrogroph
0'me vs Flow
120
. . . . .
100 .......:.......:.......:.......:.......:.......:.......
. . . . .
. . . .
. .
. .
. .
. .
80 .......:....... .......:.......:......
. .
. .
. .
. .
. .
. .
60 .......:...... :.......:.......:....
- . . .
. . .
. . .
. . .
. . .
. -. .. ... .... ......
. .
. .
. .
. .. .
40 .......:...... :. .....:.......:. .......:.......:.......
. . . . . .
. . . . .
. . . . .
. . . . .
. . . . .
. .
20 .......:.......:.......:..
. . .
. . .
. .
. .
. .
. .
. .
.. . . . ... ... '" ..... .... ..
. .
o
o 250 5001.750 1000 1250 1500 17~
T/me" (min)
EXISTING BASIN 100- YEAR - Flood
I
I
I
I
I
I Existing
I Subdivision Drainage
I
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I
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mmorn.I - 0IIIlD1InB - ~
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.........-
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olllAUllJlS " oNlllDlll:>NlI 'IlIBllOO ~
HOISlAllllUlS 1:lYOlrI
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MlO'IOHllAII lJ3dam:m-3l/d
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:::::; .. '>>;: SNOIBIAD
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tl
bj
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I
Hydrograph
Name:
Type:
Number:l
EXISTING CONDITIONS
SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time 01 Base (Tb)
Vol urne
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
= 67.24 ( cls)
= 3.66 (min)
= 18.29 (min)
= 0.453 (ac-ft )
= 484.00
= 1. 00 (min)
= 1. 00 ( in)
= 0.73 (min)
= 3.29 (min)
[BASIN INFORMATION]
(WEIGHTED WATERSHED AREA]
------------------------------------------------------
Description
Area
CN
------------------------------------------------------
<None>
------------------------------------------------------
OVerall Approximation 5.42 74
[TIME OCNCENTRATION -- TR-55]
SHEET FLOW
Manningls Roughness Coel. (n) = 0.01
2-yr 24-hr Rainlall (R) = 3.36 (in)
Flow Length (L) = 150.00 ( ft)
Land Slope (S) = 0.04 ( ft/ft)
Travel Time 01 Sheet Flow = 1. 48 (min)
SHALLOW FLOW
K-Coefficient (K) = 0.90
Flow Length (Ll = 286.00.(lt)
Watercourse Slope (5) = 0.02 (ft/ft)
Travel Time 01 Shallow Flow = 4.00 (min)
Velocity (V) = 1.19 ( ft/s)
CHANNEL FLOW
Hydraulic Radius (R) - 0.50 (It)
Manningls Roughness Coaf. (n) = 0.01
Flow Length (L) = 0.00 (It)
Channel Slope (5) = 0.10 ( ft/ft)
Travel Time of Channel Flow = 0.00 (min)
. Channel Velocity (V) = 22.83 ( It/s)
[TIME OF OCNCENTRATION]
Time of Concentration (Tc) = 5.49 (min)
[Unit Hydrograph Flow Values: Time VS. Flow]
(The time interval is 5.00 mini
-----------------------------------------------------
Time Interval
Time (min)
Flow (cls)
-----------------------------------------------------
1
2
3
5.00
10.00
15.00
54.22
5. 84 .~.
~. 0.66
I
I
I
I Hydro graph
I Time vs Flow
90
I
I 75 ...
I ~ 60 . .
I '--4-..:
~
I 45 . . . .. ...........
:S:
I .C)
G: 30 . . . . . ..
I
I 15 . .. . . . . . . . " . .
I 0
I 0 5 10 ~.15 20 25 30 35
Time (min)
I EXISTING CONDITIONS - Unit
I
I
I
1
I
1
I
I
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I
I
I
I
I
I
I
I
1
I
I
I
I
Hydrograph Number:
Name:
Type:
1
PRE-DEVELOPMENT 2-YEAR
Computed Flood
[HYDRCGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDRCGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
=
1.22 (ets)
1398.00 (min)
1457.94 (min)
0.265 (ac-ft)
1. 00 (min)
1.00
=
=
=
=
=
=
1
SCS Curvilinear
67.24 (ets)
3.66 (min)
18.29 (min)
0.453 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
3.29 (min)
=
=
=
=
=
=
=
=
=
Description
Area
------------------------------------------------------
CN
------------------------------------------------------
<None>
Overall Approximation
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
5.42
------------------------------------------------------
74
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time VS. Flow]
[TIME CONCENTRATION -- 30.00]
=
5.49 (min)
=
SCS IA
2.36 (in)
2 (yr)
24.00 (hr)
=
=
=
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rainfall
(in)
Cumulative
Rain fall
(in)
Incremental
Outflow
(ets)
Design
Out flow
(ets)
-----------------------------------------------------------------------
15 450.00 0.00 0.42 0.00 0.01
16 480.00 0.00 0'.47 0.01 0.39
17 510.00 0.00 0.51 -0.00 0.22
18 540.00 0.00 0.57 -0.00 0.22
19 570.00 0..00 0.62 -0.00 0.19
20 600.00 0.00 0.69 0.00 0.19
21 630.00 0.01 0.82 0.00 0.18
22 660.00 0.00 1. 01 -0.00 0.18
23 690.00 0.00 1.11 g..oo 0.18
24 720.00 0.00 1.,1.9 .00 0.17
25 750.00 0.00 1. 25 -0.00 0.18
26 780.00 0.00 1. 30 0.00 0.17
27 810.00 0.00 1. 34 0.00 0.17
28 840.00 0.00 1. 39 0.00 0.17
29 870.00 0.00 1.43 -0.00 0.17
30 900.00 0.00 1. 47 -0.00 0.17
31 930.00 0.00 1. 50 -0.00 0.17
32 960.00 0.00 1. 54 0.00 0.17
33 990.00 0.00 1. 57 0.00 0.17
34 1020.00 0.00 1. 61 0.00 0.17
35 1050.00 0.00 1. 63 0.00 0.17
39 1170.00 0.00 1. 76 0.00 0.03
40 1200.00 0.00 1. 78 0.00 0.05
41 1230.00 0.00 1. 81 0.00 0.08
42 1260.00 0.00 1. 84 0.00 0.12
43 1290.00 0.00 1. 87 0.00 0.17
44 1320.00 0.00 1. 89 0.00 0.23
. 4S nso . 00 0.00 1 . g?- 0.00 0.7.6
I
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I
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I
I
I
I
I
Hydroqroph
Time vs Flo w
0.450
0.375
~ 0.300 . . . . . . . . . . . . . . . . . . . . . . . . .
'+-::
~
0.225 ........... ......
~
C)
G: O. 150 ....... . . . . . . . . . . . . . . . . . .
0.075 ............................ ..............
0.000
o 250 500 750 1000 1250 1500 1750
Time.!' (min)
PRE -DEVELOPMENT 2- YEAR - Flood
I
Hydrograph Number:
Name:
Type:
I
I
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
2
PRE-DEVELOPMENT 25-YEAR
Computed Flood
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
I
I
I
I
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
3.46 (cis)
478.00 (min)
1457.94 (min)
1.025 (ac-it)
1. 00 (min)
1. 00
1
SCS Curvilinear
67.24 (cis)
3.66 (min)
18.29 (min)
0.453 (ac-it)
484.00
1. 00 (min)
1.00 (in)
3.29 (min)
Description
------------------------------------------------------
Area CN
I
<None>
------------------------------------------------------
------------------------------------------------------
Overall Approximation
I
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
I
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
I
5.42
=
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
74
5.49 (min)
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
I
I
I
I
I
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Out flow
(cis)
Design
Outflow
(cis)
-----------------------------------------------------------------------
I
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
19
270.00
300.00
330.00
360.00
390.00
420.00
450.00
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
1020.00
1050.00
1170.00
I
I
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.49
0.56
0.63
0.70
0.78
0.87
0.96
1. 06
1.18
1..1.0
1. 42
1. 57
1. 87
2.32
2.54
2.71
2.85
2.97
3.07
3.17
3.27
3.36
3.44
3.52
3.60
3.67
3.74
4.0?
0.00
0.00
0.00
0.00
0.00
0.01
0.03
-0.01
t.0.02
-0.01
-0.01
-0.00
-0.00
-0.00
0.01
0.00
-0.01
-0.00
-0.00
-0.00
-0.00
-0.00
-0.00
-0.00
0.00
-0.00
0.00
0.00
0.01
0.08
0.19
0:30
0.47
0.61
1. 07
3.44
1. 45
1. 28
1. 03
0.99
0.91
0.89
0.84
0.77
0.80
0.75
0.75
0.73
0.72
0.72
0.71
0.69
0.68
0.67
0.66
0.01
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Hydrogroph
Time vs Flow
6
. .
5............... .........................
. .
~ .'
, 4......... ...........
~
~
-.......... -...-
. .
J...:........ :
. . .
~
C)
J:--
'---1-. 2"':'
. .
. ............. -.....................
. .
. .
. .
1 .......:......
o
o 250. 500 7~0 1000 1250 1500 175C
rime (min)
. PRE-DEVELOPMENT 25- YEAR - Flood
I
Hydrograph Number:
Name:
Type:
I
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume .
Time Step
Flow Multiplier
I
I
I
I
15
PRE-DEVELOPMENT 2-YEAR NORTH BASIN
Computed Flood
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
[UNIT HYDROORAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
I
Description
I
<None>
OVerall Approximation
A.rea
2.58
I
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Te)
I
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
=
=
I
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
0.19 (ets)
481. 00 (min)
1457.94 (min)
0.073 (ac-ft)
1.00 (min)
1.00
4
SCS Curvilinear
32.01 (ets)
3.66 (min)
18.29 (min)
0.215 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
3.29 (min)
CN
74
5.49 (min)
SCS IA
2.36 (in)
2 (yr)
24.00 (hr)
I
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in) ,
Incremental
Out flow
(ets)
Design
Out flow
(ets)
-----------------------------------------------------------------------
I
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
480,00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
1020.00
1050,00
I
I
I
I
I
I
0.00
0.00
0,00
0,00
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0,00
0,00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.47
0.51
0.57
0.62
0.69
0.82
1. 01
1.11
1.19
1. ~5
1. 3'0
1.34
1. 39
1. 43
1. 47
1. 50
1. 54
1. 57
1. 61
1. 63
0.00
-0.00
-0.00
0.00
0.00
-0.00
-0.00
0.00
'k..00
-0.00
-0.00
-0.00
-0.00
-0.00
0.00
0.00
0.00
0.00
0.00
-0.00
0.19
0.10
0,10
0.09
0.09
0.08
0.09
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
0.08
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
~
()
"--=-....
~
C)
G:
0.30
0.25
0.20
0.15
0.10
0.05
0.00
o
Hydrogroph
Time vs Flow
. .
....... .............. .............. -......
. .
............................. -.. -......
. ...
. . .
.............. ..........-
. . .
. .
. .
. 250 800 750 1000 1250 1500 1750
Time (min)
PRE-DEVELOPMENT 2- YEAR NORTH BASIN - Flood
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Hydrograph Number:
Name:
Type:
16
PRE-DEVELOPMENT 25-YEAR NORTH BASIN
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
=
1.64 (ets)
478.00 (min)
1457.94 (min)
0.434 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
=
4
'scs Curvilinear
32.01 (ets)
3.66 (min)
18.29 (min)
0.215 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
3.29 (min)
=
=
=
=
=
=
=
=
=
Description
Area
------------------------------------------------------
CN
------------------------------------------------------
<None>
overall Approximation
2.58
------------------------------------------------------
74
[TIME CONCENTRATION -- User Defined]
Time of Concentration '(Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30,00]
=
5.49 (min)
=
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
=
=
=
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rain fall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(ets)
Design
Out flow
(ets)
-----------------------------------------------------------------------
10 300.00 0,00 0.56 0.00 0.04
11 330.00 0.00 0.63 0.00 0.09
12 360.00 0.00 0.70 0.00 0.14
13 390.00 0.00 0.78 0.00 0.22
14 420,00 0.00 0.87 0.00 0.29
15 450.00 0.00 0.96 0.01 0.51
16 480.00 0.00 1. 06 -0.00 1. 63
17 510.00 0.00 1.18 -0.01 0.69
18 540.00 0.00 1. 30 'ZP.OO 0.61
19 570,00 0.00 1.{2 -0.00 0.49
20 600.00 0,01 1. 7 -0.00 0.47
21 630.00 0,02 1. 87 '-0.00 0.43
22 660.00 0.01 2.32 -0.00 0.42
23 690.00 0.01 2.54 0.01 0.40
24 720.00 0,01 2.71 0.00 0.36
25 750.00 0.00 2.85 -0.01 0.38
26 780,00 0.00 2.97 0.00 0.36
27 810.00 0.00 3.07 0.00 0,35
28 840.00 0.00 3.17 0,00 0,34
29 870.00 0.00 3.27 -0,00 0.34
30 900.00 0.00 3.36 -0.00 0.34
31 930,00 0.00 3.44 -0.00 0.33
32 960.00 0.00 3.52 0.00 0.33
33 990.00 0.00 3,60 0.00 0.32
34 1020.00 0.00 3.67 0.00 0.32
35 1050,00 0.00 3.74 0.00 0,31
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Hydrogroph
Time vs Flow
3.0
2.5
. . . . . . .. ........ .....
............ ............ -....
. .
-.............. .
.
........ -.........
.~ 2
fro. .0
~
~
1.5
............. .
. .
. .
~
()
c:
1.0 ..............
. .
......... -..... -.. -'.. -. ......
. .
0.5 .:.......:... .:.......:......... .............
. .
. .
. .
. .
0.0
o 250 500 750 1000 1250 1500 1751
t. Time" (min)
PRE-DEVELOPMENT 25- YEAR NORTH BASIN - Flood
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Hydrograph Number:
Name:
Type:
13
PRE-DEVELOPMENT 2-YEAR SOUTH BASIN
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
=
0.21 (ets)
481.00 (min)
1457.94 (min)
0.080 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
3
SCS Curvilinear
35.23 (ets)
3.66 (min)
18.29 (min)
0.237 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
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
2.36 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
-----------------------------------------------------------------------
Time
Interval
Time
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(ets)
Design
Outflow
(ets)
(min)
-----------------------------------------------------------------------
16 480.00 0.00 0.47 0.00 0.20
17 510.00 0.00 0.51 -0.00 0.11
18 540.00 0.00 0.57 -0.00 0.11
19 570.00 0.00 0.62 0.00 0.10
20 600.00 0.00 0.69 0.00 0.10
21 630.00 0.01 0.82 0.00 0.09
22 660.00 0.00 1. 01 -0.00 0.09
23 690.00 0.00 1.11 0.00 0.09
24 720.00 0.00 1.19 ~..OO 0.09
25 750.00 0.00 1. as -0.00 0.09
26 780.00 0.00 1. 30 0.00 0.09
27 810.00 0.00 1. 34 0.00 0.09
28 840.00 0.00 1. 39 0.00 0.09
29 870.00 0.00 1. 43 0.00 0,09
30 900.00 0.00 1. 47 -0.00 0.09
31 930.00 0.00 1. 50 -0.00 0.09
32 960.00 0.00 1. 54 -0.00 0.09
33 990,00 0.00 1. 57 0,00 0.09
34 1020.00 0.00 1. 61 0.00 0.09
35 1050.00 0.00 1. 63 0.00 0.09
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
~
~
:5::
()
ct::
Hydrogroph
Time vs Flow
0.30
. .
0.25 .........:.......:.......:......................
. . .
. .
. .
0.20
. .
.............. ..
................ .
. .
0.15 ...
.... ..... ..........................
. . .
. . .
0.10 .....:.. :. ......: . . . : . . : .
. .
. . .
. . .
0.05 .......:.......:.......:......... .....:.... ..........
.. .
0.00
o . 250 500 750 1000 1250 1500 1750
rime (min)
PRE-DEVELOPMENT 2- YEAR SOUTH BASIN - Flood
1
Hydrograph Number:
Name:
Type:
14
PRE-DEVELOPMENT 25-YEAR SOUTH BASIN
Computed Flood
[HYDRCGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDRCGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
I
I
I
1
.1
1
I
1
1
1
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
1.81 (efs)
478.00 (min)
1457.94 (min)
0.478 (ac-ft)
1. 00 (min)
1.00
3
SCS Curvilinear
35.23 (efs)
3.66 (min)
18.29 (min)
0.237 (ae-ft)
484.00
1. 00 (min)
1.00 (in)
3.29 (min)
Description'
------------------------------------------------------
CN
Area
<None>
------------------------------------------------------
------------------------------------------------------
OVerall Approximation
. 2.84
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Te)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
74
5.49 (min)
SCS IA
5,40 (in)
25 (yr)
24.00 (hr)
-----------------------------------------------------------------------
1
Time
Interval
Time
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
( efs)
Design
Out flow
(efs)
-----------------------------------------------------------------------
1
10
11
12
. 13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
2.8
29
30
31
32
33
34
35
I
I
I
1
I
I
(min)
300.00
330.00
360,00
390.00
420.00
450.00
480.00
510.00
540.00
570,00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870,00
900,00
930.00
960.00
990.00
1020.00
1050.00
0.00
0.00
0,00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.01
0.02
0.01
0.01
0,01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.56
0.63
0.70
0.78
0.87
0,96
1. 06
1.18
1. 30
1./2
1. 57
1. 87
2.32
2.54
2.71
2.85
2.97
3.07
3.17
3.27
3.36
3,44
3.52
3.60
3.67
3.74
0.00
0.00
0.00
0.00
0.01
0.01
-0.00
-0.01
-,!0.01
-0.00
-0.00
-0.00
-0.00
0.01
0.00
-0,00
-0.00
-0.00
0.00
-0.00
-0.00
-0,00
-0.00
-0.00
0.00
0.00
0.04
0.10
0.16
0.25
0.32
0.56
1. 80
0.76
0,67
0.54
0.52
0.47
0.46
0,44
0.40
0.42
0.39
0.'39
0.38
0.38
0.37
0,37
0.36
0.36
0.35
0.34
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
3.0
Hydrogroph
Time vs Flow
2.5 ..........
~ 2.0
'-k:.
~
:s
()
G:
................ .
. .
1.5 ..........
1 0 ..... - . . . . . . . .. ,.....
.
05 .... -...
.
0.0
o 250 500 750 1000 1250 1500 1750
Time (min)
PRE-DEVELOPMENT 25- YEAR SOUTH BASIN - Flood
I
Hydrograph
Name:
Type:
Number: 2
WATER QUALITY SITE
SCS Curvilinear
I
(UNIT HYDRCGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
; 8.64 (cfs)
; 6.67 (min)
; 33.33 (min)
; 0.106 (ac-ft)
; 484.00
; 1. 00 (min)
; 1. 00 (in)
; 1. 33 (min)
; 6.00 (min)
I
I
(BASIN INFORMATION]
(WEIGHTED WATERSHED AREA]
I
Description
Area
CN
<None>
I
OVerall Approximation
1. 27
90
I
(TIME OONCENTRATION -- User Defined]
Time of Concentration (Tc) ;
(Unit Hydrograph Flow Values: Time vs. Flow]
(The time interval is 10.00 minI
10.00 (min)
I
Time Interval
Time (min)
Flow (ets)
I
1
2
3
10.00
20.00
30.00
5.88
0.48
0.04
I
I
I
I
I
.t.
I
.t.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Hydrogroph
l/'me vs Flow
12
. . .
10 ........... ... .:.......:..
................. .
6.
. .
... ..... -..........................
. '.
. .
~ 8. . . . . . . .
~
~
3S:
()
'1':"-
'-l-. 4 ....
...... ...........................
. .
. ..
. ... ....... .....................................
. . . . .
. . . .
. . .
2 ..
. .
.................. ....
. .
. .
. .
. .
............... ....
. .
. .
. .
. .
o
o 5 10 15 20 25 30 35
Time. (min)
WA TER QUALITY SITE - Unit
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Hydrograph Number:
Name:
Type:
3
WATER QUALITY SUBDIVISION
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time step
Flow Multiplier
=
0.04 (cfs)
482.00 (min)
1472.39 (min)
0.018 (ac-ft)
1. 00 (min)
1. 00
=
=
=
=
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain .
Lag Time
=
2
SCS Curvi linear
8.64 (ets)
6.67 (min)
33.33 (min)
0.106 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
Description
Area
CN
<None>'
OVerall Approximation
1. 27
90
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tel.
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
10.00 (min)
"
SCS IA
0.83 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
-----------------------------------------------------------------------
Time
Interval
Time
Incremental
Rainfal"l
(in)
Cumulative
Rainfal"l
(in)
Incremental
Out flow
(ets)
Design
Out flow
( ets)
(min)
----------~------------------------------------------------------------
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
19 570.00 0.00 0.57 -0.00 0.02
20 600.00 0.00 0.59 0,00 0.02
21 630.00 0.00 0,61 -0.00 0.01
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 t.oo 0.01
25 750.00 0.00 O. ~~ .00 0.01
26 780,00 0.00 0.70 -0.00 0.01
27 810.00 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
30 900.00 0,00 0.76 0.00 0.01
31 930.00 0.00 0.77 -0.00 0.01
32 960.00 0.00 0.78 0,00 0.01
33 990.00 0.00 0.80 -0.00 0.01
34 1020.00 0.00 0.81 -0.00 0.01
35 1050.00 0.00 0.82 -0.00 0.01
36 1080.00 0.00 0.83 -0.00 0,01
37 1110,00 0.00 0.83 0.00 0.01
38 1140,00 0,00 0.83 -0.00 0.01
39 1170.00 0.00 0.83 -0.00 0,01
40 1200.00 0.00 0.83 ...,0,00 0.01
41 1230,00 0.00 0.83 -0.00 0.01
42 1260.00 0.00 0.83 0.00 0,01
0 1 ?'9n. 00 0.00 0.81 -0.00 0,01
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~
'-!-.:.
()
~
~.
()
G:
0.0450
Hydro graph
Time vs Flo w
0.0375 . . . .. ................... .... .......... ........
0.0300 .......:......
. . .
............................... -.......
. .
0.0225 .......:......
................ -...........
. .
. .
. . .
. .
. .
0.0 150 ......:...... :..
. .
.............. .
0.0075
." ................. -....
. .
. .
0.0000
o 250 500 750 toOO 1250 1500 1750
Yim-e (min)
. WA TER QUALITY SUBDIVISION - Flood
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Hydrograph
Name:
Type:
Number: 3
EXISTING BASIN
SCS Curvilinear
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
= 237.57 (cfs)
= 21.16 (min)
= 105.80 (min)
= 9.251 (ac-it )
= 484.00
= 1.00 (min)
= 1. 00 (in)
= 4.22 (min)
= 19.04 (min)
[BASIN INFORMATION]
[WEIGIITED WATERSHED AREA]
Description
Area
CN
------------------------------------------------------
------------------------------------------------------
<None>
Overall Approximation
110.79
80
------------------------------------------------------
[TIME OJNCENTRATION --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
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 OJNCENTRATION]
Time of Concentration (Tel =
[Unit Hydrograph Flow Values: Time vs. Flow]
[The time interval is 5.00 min]
=
0.01
3.36 (in)
300.00. (ft)
0.04 (ft/it)
2.58 (min)
=
=
=
=
=
0.90
2083.00 (ft)
0.02 (ft/it)
29.16 (min)
1.19 (ft/s)
=
=
=
=
0.50 (ft)
0.01
0.00 (ft)
0.10 (ft/it)
0.00 (min)
22.83 (ft/s)
31. 74 (min)
Time Interval
Time (min)
Flow (cis)
-----------------------------------------------------
----------~------------------------------------------
1 5.00 31.52
2 10.00 101. 2~
3 15.00 ~. 197.1 .
4 20.00 236.27
5 25.00 223.58
6 30.00 181.09
7 35.00 120.20
8 40.00 79.78
9 45.00 55.54
10 50.00 37.57
11 55.00 25.46
12 60.00 17.37
13 65.00 11.79
14 70.00 8.09
15 75.00 5.52
16 80.00 3.70
17 85.00 2.57
18 90.00 1. 89
19 95.00 1. 22
20 100.00 0.65
?1 1 OS. 00 0.09
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Hydro graph
Time vs Flow
240
200 .........
. ".
... -. -...... -.................... -...
. . . . .
. . . . .
. . . . . .
. . .
. . .
. -. .
~ 160 ......:.... ..0.......................0.......:.
~
~
. .
120 ... .. -..... .......
. . .
........ -................ .........
. '".
. .
. .
. .
~
()
Ct: 80... . . ... . . . . . .
40 . .... <....... :....... .:....... .........:...... ........
. . . . .
. . . .
. . .
. .
. .
. . .
................ -...... - -.....
. . . .
. . .
. .
. .
. .
o
o 20 40 60 80 100 120
Time (min)
EX/STING fJAS/N.!-'-. Unit
140
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Hydrograph Number:
Name:
Type:
[HYDRCGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
9
WATER QUALITY BASIN
Computed Flood
[UNIT HYDRCGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
=
0.41 (cfs)
1252.00 (min)
1541.12 (min)
0.340 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
=
3
SCS Curvilinear
237.57 (ets)
21.16 (min)
105.80 (min)
9.251 (ac-it)
484.00
1.00 (min)
1. 00 (in)
19.04 (min)
=
=
=
=
Description
------------------------------------------------------
CN
Area
<None>
------------------------------------------------------
------------------------------------------------------
OVerall Approximation
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
110.79
=
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 60.00]
80
31.74 (min)
SCS II.
0.83 (in)
2 (yr)
24.00 (hr)
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rainfall
(in)
Cumulative
Rain fall
(in)
Incremental
Outflow
(ets)
Design
Outflow
(ets)
-----------------------------------------------------------------------
11
12
i3
14
.15
16
17
18
19
20
21
22
23
24
660.00
720.00
780.00
840.00
900.00
960.00
1020.00
1080.00
1140.00
1200.00
1260.00
1320.00
1380.00
1440.00
0.00
0.00
0.00
'0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
, 0.00
0.00
0.00
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.83
0.t3
0.83
0.83
0.83
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
9.. 00
1i.00
0.00
-0.00
-0.00
-0.00
0.02.
0.11
0.17
0.24
0.29
0.33
0.36
0.38
0.40
0.41
0.41
0.41
0.40
0.39
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Hydrogroph
Time vs Flow
0.450
. . -
. . .
0.375 '" -...:.. -....:.... - - -:
......... -...........
. - .
. .
. .
~ . .
V) " 0.300 -. - - - - . : . . . - . - . : . . - . . - . : . . -. -.: - . - . .
~ "
~
. .
- -
.... -. -........... -.................-
0.225
:s:
()
G:
. .
- .
. -. -. -................. ..............................-
. '-
0.150
. " "
.. . -.. .......... .... . .. -.... .
. . . .
. . . -
. . .
. .
0.075 ...... -:. - -.-
0.000
o 250 500 750 1000 1250 1500 1750
Time' (min)
WA TER QUALITY BASIN - Flood
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I Post=Deve~oped
I Basin
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DtlDDI1'W - DKU.IAJlOS - ,,-.-..
~
--.
~C')~,j<
rn
---
....., - .........
-..-
~
.-
-
.-
1MO--'l88/I" BOtLO a:oa..zo"8Udaa
pas _.. BUt
9NL\W1llS. 91lll13l1ll19Nl1 'IlIIIlI1I9~
n
n
KOISl4lllllllS~
llO.I
.I901OlllLlll OlldO'l:W:a-iSQd
p.,' _:D:Ii
....................J>>aIOr
..._u '>>II
BHOISlAIll
0
:<: g;
g; R ...
~
i2 '" ~
'" 8 '"
C>
" C': C':
!! ~9. \1 tl I
'" ~
<Q
"-'<>.. tl
Z ~e 0..
...g I I !
1\C': I
0 "''''
~ ~ 1
I I
tB I I
~ I
!!
/'IlS ,,'1:
1'I1S ",1:
SAIHa IIJ,sIA
o
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~
t~~
,,""
'"
g~~
ot:;ti~"i
0.111111
o~ '" <3'0'
..-<
J,JfJlClJ,s HJ!.. r N
t;;
~
~~r<)
~ 9:)1O"<t-
~ ~~~
---
JJlJlN,LS HJ9 r 'N ~
is ",1:
~
C>
~
o
o
N
t;t~~
....:J.. t2-<.Hj
~~ ~~
~tit\i
c.jll II
QU
110-0-
'"
~
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. t2-""
~ ~~
1.01<)r--.:
C II II
ti&.!f
,
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00/
~
....:J.
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I
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::::
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t.J~0)
~;:ci
-""'..,..""-
co ll'*~
~.....II"'"
"'" ..
~O~1f
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~. . ~
i:'S~~~
<>..
3ii
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Hydrograph
Name:
Type:
Number: 1
POST-DEVELOPEMENT
SCS Curvilinear:
[UNIT HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step
Excess Rain
Storm Duration
Lag Time
= 36.89 (ets)
= 6.67 (minJ
= 33.33 (min)
= 0.453 (ac-it)
= 484.00
= 1. 00 (min)
= 1. 00 (in)
= 1. 33 (min)
= 6.00 (min)
[BASIN INFORMATION]
j
[WEIGHTED WATER;SHED AREA]
------------------------------------------------------
Description
Area
CN
------------------------------------------------------
~~~~~~____________________J___________________________
Overall Approximation
5.42
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 'min]
Time Interval
------------1--------------------------
Time (min) Flow (cfs)
-----------------------------------------------------
,
1
2
3
4
5
6
5.00
10.00
15.00
20.00
25.00
30.00
32.28
25.09
7.08
2.03
0.61
0.18
~.
I..
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Hydro graph
Time vs Flow
60
. ,
50 ...
: I
. I
. .
...... -.................. -...........
. .
. .
.... .
: I
~
C)
C: 20. . . . : . i . .: .,...:.."..:'",':',....,:,..""
. '. '.
: I :
: 1
, I '
. " '.
40 ',.,"': ""."':"."":"""':"""':"""':""'"
. I '. '.
'. '...
: I : ::
, "
30 "'.",, ,I",...:""",:"".":."..":""".:".,,,,
: I ' , , : .
, I
, i
~
~
~
. I . .
, .
10 '" "':':',.,":"'" ,:,""":."",':."."':'"",,
" '"
. i. . . . . .
. .' '"
. '"
. , .
. .
. j
, '
o
o
5
25
30
35
10 15 20
lime~' (min)
POST iDEVELOPEMENT - Unit
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Hydrograph Number:
Name:
Type:
1
POST DEVELOPMENT 2 -YEAR
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Ste.p
Flow Mul tiplier
=
2.38 (ets)
480.00 (min)
1472.39 (min)
0.816 (ac-it)
1.00 (min)
1. 00
=
=
=
=
=
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
=
1
SCS Curvil inear
36.89 (ets)
6.67 (min)
33.33 (min)
0.453 (ac-it)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED ~ATERSHED AREA]
Description
Area CN
<None>
OVerall Approximation
5.42
84
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
=
10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
SCS IA
3.36 (in)
2 (yr)
24.00 (hr)
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
Time
Interval
Time
Incremental
Rainfall
( in)
Cumulative
Rain fall
(in)
Design
Outflow
(ets)
Incremental
Out flow
(ets)
(min)
-----------------------------------------------------------------------
9 270.00 0.00 0.69 0.00 0.04
10 300.00 0.00 0.83 0.00 0.09
11 330.00 0.01 0.98 0.00 0.16
12 360.00 0.02 1. 41 0.00 0.24
13 390.00 0.01 1. 66 0.00 0.36
14 420.00 0.00 1. 81 0.01 0.43
15 450.00 0.00 1. 93 0.02 0.73
16 480.00 0.00 2.04 0.00 2.38
17 510.00 0.00 2.14 >to. 02 1. 05
18 540.00 0.00 2.23 -0.01 0.89
19 570.00 0.00 2.31 -0.00 0.71
20 600.00 0.00 2.39 -0.00 0.67
21 630.00 0.00 2.47 -0.00 0.61
22 660.00 0.00 2.54 -0.00 0.59
23 690.00 0.00 2.62 0.01 0.56
24 720.00 0.00 2.69 -0.00 0.51
25 750.00 0.00 2.76 -0.00 0.52
26 780.00 0.00 2.82 0.00 0.50
27 810.00 0.00 2.88 -0.00 0.49
28 840.00 0.00 2.95 -0.00 0.48
29 870.00 0.00 3.01 0.00 0.48
30 900.00 0.00 3.06 0.00 0.47
31 930.00 0.00 3.12 -0.00 0.46
32 960.00 0.00 3.17 0.00 0.45
33 990.00 0.00 3.22 -0.00 0.44
34 1020.00 0.00 3.27 0.00 0.44
35 1050.00 0.00 3.31 -0.00 0.43
]6 1080.00 0.00 ].]6 -0.00 0.4?
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Hydro graph
Time vs Flow.
3.0
. .
2.5 ...............:...............:...
. .
.... -..............
~ 2.0 .......:...... ................................:.......
~. .
~
~
()
c::
. .
. .
1.5 .......:....... ........:.......:.......:.......:.......
. ....
. . .
. .
1.0 .
. .
.. -...................................
. . .
. .
0.5
. . .
...................... ......
. .
0.0
o 250 500 750 1000 1250 1500 1750
Time~. (min)
POST DEVELOPMENT 2- YEAR - Flood
Hydrograph Number:
Name:
Type:
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I
2
POST-DEVELOPMENT
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
I
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
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I
25-YEAR
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
5.04 (efs)
477.00 (min)
1472.39 (min)
1.639 (ac-it)
1. 00 (min)
1. 00
1
SCS Curvilinear
36.89 (cfs)
6.67 (min)
33.33 (min)
0.453 (ac-ft)
484.00
1.00 (min)
1.00 (in)
6.00 (min)
Description
------------------------------------------------------
Area CN
<None>
------------------------------------------------------
------------------------------------------------------
OVerall Approximation
5.42
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
84
10.00 (min)
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
Time
Interval
-----------------------------------------------------------------------
Time
(min)
Incremental
Rainfall
(in)
Cumulative
Rain fall
(in)
Incremental
Outflow
(efs)
Design
Out flow
(cfs)
-----------------------------------------------------------------------
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6
7
8
9
10
11
12
13
'14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
:n
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I
180.00
210.00
240.00
270.00
300.00
330.00
360.00
390.00
. 420.00
450.00
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
0.00
0.00
0.01
0.01
0.01
0.01
0.03
0.01
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.62
0.76
0.92
1.11
. 1.33
1. 58
2.27
2.66
2.91
3. ~l
3.28
3.44
3.58
3.71
3.84
3.97
4.09
4.21
4.32
4.43
4.53
4.64
4.74
4.83'
4.92
5.01
5.09
5.17
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
lOr,Ol
0.03
-0.00
-0.04
-0.02
-0.01
-0.00
-0.00
-0.00
0.01
-0.00
-0.01
0.00
-0.00
-0.00
-0.00
'0.00
-0.00
0.00
-0.00
0.04
0.11
0.21
0.30
0.42
0.58
0.73
0.97
1.10
1.71
5.03
2.12
1. 76
1. 37
1. 29
1.17
1.13
1. 05
0.95
0.97
0.92
0.91
0.88
0.87
0.86
0.84
0.82
0.80
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I
Hydrogroph
Time vs Flow
6
5 ......
. .
................ .
. .
. .
. .
. .
. .
. .
,....--.....", ......
Cr)" 4......:..........:........:....:..
~ . .
~
. .
3 .......:...:... .......:.......:.......:.......:. .......
~ : : ::
. '.
o. . .
~ .'
LC: . 2 ....:.
1 . . . : . . . .
. .
.. ......................................
. . . . .
. . . .
. . .
. .
. .
. .
. .
.......... ..................
. '.
. .
o
o 250 500~. 750 1000 1250 1500 1750
7/'me. (min)
POST-DEVELOPMENT 25- YEAR - Flood
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[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow IQp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
Hydrograph Number:
Name:
Type:
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)'
Time of Base ITb)
Volume
Time Step
Flow Multiplier
1
POST DEVELOPMENT 2-YEAR AREA 1
Computed Flood
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
[BASIN INFORMATION]
[WEIGHTED .WATERSHED AREA]
0.44 (cfs)
480.00 (min)
1472.39 (min)
0.149 (ac-ft)
1.00 (min)
1. 00
1
SCS Curvilinear
6.94 (cfs)
6.67 (min)
33.33 (min)
0.085 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
Description.
------------------------------------------------------
Area CN
<None>
------------------------------------------------------
------------------------------------------------------
OVerall Approximation 1.02 84
(TIME CONCENTRATION -- User Defined]
Time of Concentration (Te) = 10.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
(TIME CONCENTRATION -- 30.00]
SCS IA
3.36 (in)
2 (yr)
.24.00 (hr)
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rain fall
(in)
Cumulative
Rain fall
(in)
Incremental
Out flow
(cfs)
Design
Outflow
(cfs)
-----------------------------------------------------------------------
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
17
300.00
330.00
360.00
390.00
420.00
450.00
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
1020.00
1050.00
1080.00
1110.00
0.00
0.01
0.02
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
n.oo
0.83
0.98
1. 41
1. 66
1. 81
1. 93
2.04
2.14
2.23
2..il1
2.39
2.47
2.54
2.62
2.69
2.76
2.82
2.88
2.95
3.01
3.06
3.12
3.17
3.22
3.27
3.31
3.36
1.16
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-0.00
0/.0.00
-0.00
0.00
-0.00
-0.00
0.00
0.00 .
-0.00
-0.00
-0.00
-0.00
0.00
-0.00
-0.00
_0.00
-0.00
0.00
-0.00
-0.00
0.00
0.02
0.03
0.04
0.06
0.08
0.13
0.44
0.20
0.16
0.13
0.12
0.11
0.11
0.10
0.09
0.10
0.09
0.09
0.09
0.09
0.09
0.08
0.08
0.08
0.08
0.08
0.08
n.07
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~
~
~
:s:
C)
c:
0.450
0.375
0.300
0.225
Hydrogroph
Time vs Flow
. .
................................. .
. .
. .
.. .............. -.......
.'
. . . . . .. .,..............
0.150 .......:.......:......
0.075
. .
............ ....................
. . . .
. "
0.000
o 250. 500l. 750 1000 1250 1500 1750
Ttme (min)
POST DEVELOPMENT 2- YEAR AREA 1 - Flood.
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Hydrograph Number:
Name:
Type:
2
POST-DEVELOPMENT 25-YEAR AREA 1
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDROGRAPH INFORMATION)
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
[WEIGHTED .WATERSHED AREA]
Description
Area rn
<None>
OVerall Approximation
1. 0.2
[TIME CONCENTRATION -- User Defined)
Time 01 Concentration (Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30..0.0.)
Time
Interval
Time
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(cfs)
Design
Outflow
(ets)
(min)
=
0..95 (cis)
478.0.0. (min)
1472.39 (min)
0..30.4 (ac-ft)
1.0.0. (min)
1. DO.
=
=
=
=
=
=
1
SCS Curvilinear
6.94 (cfs)
6.67 (min)
33.33 (min)
0..0.85 (ac-It)
484.0.0.
1.0.0 (min)
1. DO. (in]
6.0.0 (min)
=
=
=
=
=
=
=
=
=
84
=
10..0.0. (min)
=
SCS IA
5.40. (in)
25 (yr)
24.0.0. (hr)
=
=
=
-----------------------------------------------------------------------
6 180..0.0. 0..0.0. 0..62 0..0.0. 0..0.0.
7 210..0.0. 0..0.0. 0..76 0..0.0. 0..0.2
8 240.0.0 0..0.1 0..92 0..0.0. 0..0.4
9 270..00 0..01 1.11 0.0.0. 0..0.5
10 300..0.0. 0..0.1 1. 33 0.0.0. 0..0.8
11 330..0.0. 0..0.1 1. 58 0..0.0. 0. .11'
12 360..0.0. 0..0.3 2.27 0..0.0. 0..14
13. 390..0.0. 0..0.1 2.66 0..0.0. 0. .18
14 420..0.0. 0..0.1 2.91 fl. DO. 0..20.
15 450..0.0. 0..0.1 3.:J.!1 0..0.1 0..32
16 480..0.0. 0..0.1 3.28 -0..00 0..95
17 510..0.0. 0..0.0. 3.44 -0..0.1 0..40.
18 540..0.0. 0..0.0. 3.58 -0..0.0. 0..33
19 570..0.0. 0..0.0. 3.71 -0..0.0. 0..26
20. 60.0.0.0. 0.0.0. 3.84 -0.0.0. 0..24
21 630..0.0. 0..0.0. 3.97 -0..0.0. 0..22
22 660..00. 0..0.0. 4.0.9 -0..0.0. 0..21
23 690.. DO. 0..0.0. 4.21 0..0.0. 0..19
24 720.. DO. 0..0.0. 4.32 0..0.0. 0..18
25 750..0.0. 0..0.0. 4.43 -0..0.0. 0..18
26 780.0.0. 0..0.0. 4.53 -0..0.0. 0..17
27 810..0.0. 0..0.0. 4.64 -0..0.0. 0..17
28 840..0.0. 0..0.0. 4.74 -0..0.0. 0..16
29 870..0.0. 0..00 4.83 -0..0.0. 0.16
3D 900..00. 0..0.0. 4.92 -0..0.0. 0..16
31 930..0.0. 0..0.0. 5.0.1 -0..0.0. 0..15
32 960..0.0. 0..0.0. 5.0.9 0..0.0. 0..15
D 990..0.0. 0..0.0. S., 7 -0..0.0. 0.,' S
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1.2
1.0
~ 0.8
'-l-..:
~
0.6
~
()
I:'-
'-l..... 0.4
0.2
0.0
o
Hydrogroph
T/me vs Flow.
250 500~. 750 1000 1250
T/me (m/n)
POST-DEVELOPMENT 25- YEAR AREA 1 - Flood
1500
1750
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Hydrograph Number:
Name:
Type:
3
POST-DEVELOPMENT 2-YEAR AREA 2
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
[WEIGHTED .WATERSHED AREA]
Description
Area CN
<None>
Overall Approximation
0.96
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
Time
Interval
Time
Incremental
Rainfall
(in)
Cumula t i ve
Rainfall
(in)
Incremental
Outflow
(ets)
Design
Out flow
( ets)
(min)
=
0.42 (ets)
480.00 (min)
1472.39 (min)
0.140 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
=
2
SCS Curvilinear
6.53 (efs)
6.67 (min)
33.33 (min)
0.080 (ac-it)
484.00
1.00 (min)
1.00 (in)
6.00 (min)
=
=
=
=
=
=
=
=
=
84
=
10.00 (min)
=
SCS IA
3.36 (in)
2 (yr)
24.00 (hr)
=
=
=
10 300.00 0.00 0.83 0.00 0.01
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 0.07
15 450.00 0.00 1. 93 0.00 0.13
16 480,00 0.00 2.04 0,00 0.42
i7 510.00 0.00 2.14 -0.00 0.18
18 540.00 0.00 2.23 .!O.OO 0.16
19 570.00 0.00 2.<1'1 -0.00 0.12
20 600.00 0.00 2.39 -0.00 0.12
21 630.00 0.00 2.47 0.00 0.i1
22 660.00 0.00 2.54 -0.00 0.10
23 690.00 0.00 2.62 0.00 0.10
24 720.00 0.00 2.69 -0.00 0.09
25 750.00 0.00 2.76 -0.00 0.09
26 780.00 0.00 2.82 -0.00 0.09
27 810.00 0.00 2.88 0.00 0.09
28 840.00 0.00 2.95 -0.00 0.08
29 870.00 0.00 3.01 -0.00 0.08
30 900.00 0.00 3.06 -0.00 0.08
31 930.00 0.00 3.12 -0.00 0.08
32 960.00 0.00 3.17 0.00 0.08
33 990.00 0.00 3.22 -0.00 0.08
34 1020.00 0.00 3.27 -0.00 0.07
35 1050.00 0.00 3.31 0.00 0.07
36 1080.00 0.00 3.36 -0,00 0.07
37 1110,00 0.00 ~.~6 -0,00 0,07
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~
~
~
~
()
G:
0.450
Hydrogroph
Time vs Flow
0.375 ......
Q~""""""'.""'.'"
0.225
0.150
. . .
........... -... .................... -.............. -".
. . .
. .
. .
..... -.... -................ ..................
. .
. .
. .
0.075 ..............................
. .
. .
. .
................. -".
. .
. .
0.000
o 250 500 750 1000 1250 1500 1750
-Timel. (min)
POST-DEVELOPMENT 2- YEAR AREA 2 - Flood
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Hydrograph Number:
Name:
Type:
4
POST-DEVELOPMENT 25-YEAR AREA 2
Computed flood
[HYDROGRAPH INfORMATION]
Peak Flow (Op)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Op)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION]
[WEIGHTED .WATERSHED AREA]
Description
Area CN
<None>
OVerall Approximation
0.96
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
=
0.89 (cfs)
478.00 (min)
1472.39 (min)
0.286 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
=
2
SCS Curvilinear
6.53 (ds)
6.67 (min)
33.33 (min)
0.080 (ac-ft)
484.00
1.00 (min)
1.00 (in)'
6.00 (min)
=
=
=
=
=
=
=
=
=
84
=
10.00 (min)
=
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
=
=
=
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rain fall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(ds)
Design
Outflow
(cfs)
-----------------------------------------------------------------------
6 180.00 0.00 0.62 0.00 0.00
7 210.00 0.00 0.76 0.00 0.02
8 240.00 0.01 0.92 0.00 0.03.
9 270.00 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 fl.. 00 0.19
15 450.00 0.01 3. i!1 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
20 600.00 0.00 3.84 -0.00 0.23
21 630.00 0.00 3.97 0.00 0.20
22 660.00 0.00 4.09 -0.00 0.20
23 690.00 0.00 4.21 0.00 0.18
24 720.00 0.00 '4.32 -0.00 0.17
25 750.00 0.00 4.43 -0.00 0.17
26 780,00 0.00 4.53 -0.00 0.16
27 810.00 0.00 4.64 0.00 0.16
28 840.00 0.00 4.74 -0.00 0.15
29 870.00 0.00 4.83 -0.00 0.15
30 900.00 0.00 4.92 0.00 0.15
31 930.00 0.00 5,01 -0.00 0.15
32 960.00 0.00 5.09 -0.00 0.14
B 990.00 0,00 S.'7 0.00 o. , 4
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Hydroqroph
Time vs Flow
1.2
. . . .
" ..
1.0 .......................:...............:.......:.......
. "
. .
~ 0.8
'-+-..:.
~
. -.. -............... ........ ..........
. .
. .
. '.
0.6 .......:....... .......:.......:.......:.......:.......
:s:
()
Cl:
0.4 ...
. .
. .
... -....... ............... -.............. -.,......
0.2 .
0.0
o 250 500 /..750 1000 1250 1500 1750
17me (min)
POST-DEVELOPMENT 25- YEAR AREA 2 - Flood
I
Hydrograph Number:
Name:
Type:
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[HYDROORAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
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5
POST-DEVELOPMENT 2-YEAR AREA 3
Compu ted Flood
~
~
~
~
~
~
~
~
~
~
~
~
~
~
~
~
[BASIN INFORMATION]
[WEIGHTED WATERSHED AREA]
[UNIT HYDROORAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
Description.
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<None>
Overall Approximation
Area CN
1. 04 84
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION)
Distribution Type
Total Precipitation
Return Period
Storm Duration
0.45 (ets)
480.00 (min)
1472.39 (min)
0.152 (ac-ft)
1.00 (min).
1.00
3
SCS Curvilinear
7.08 (ets)
6.67 (min)
33,33 (min)
0.087 (ac-ft)
484.00
1.00 (min)
1.00 (in)
6,00 (min)
~ 10.00 (min)
~ SCS IA
~ 3.36 (in)
~ 2 (yr)
~ 24,00 (hr)
[Hydrograph Flow Values: Time vs. Flow)
[TIME CONCENTRATION -- 30.00)
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Time
Interval
Time
(min)
I
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
~7
300.00
330,00
360.00
390.00
420.00
450.00
480.00
510.00
540.00
570.00
600.00
630,00
660.00
690.00
720.00
750,00
780,00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
1020.00
1050.00
1080.00
1110.00
I
Incremental
Rainfall
(in)
0.00
0.01
0.02
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0.00
Curnula t i VB
Rainfall
(in)
Incremental
Out flow
(ets)
Design
Out flow
(ets)
0.83
0.98
1. 41
1. 66
1. 81
1.93
2.04
2.14
2,23
2.2.1
2.39
2.47
2.54
2.62
2.69
2.76
2.82
2.88
2.95
3.01
3.06
3.12
3.17
3.22
3.27
3.31
3.36
~,~6
0.00
0,00
0.00
0.00
0.00
0.00
0.00
-0.00
:z9.00
-0.00
0.00
-0.00
-0.00
0.00
0.00
-0.00
-0.00
-0.00
-0.00
0.00
-0,00
-0.00
-0.00
-0.00
0.00
-0.00
-0.00
0.00
0.02
0.03
0.04
0.07
0.08
0.14
0.45
0.20
0.17
0.13
0.13
0.11
0.11
0.10
0.10
0.10
0.09
0.09
0.09
0.09
0.09
0.09
0.08
0,08
0.08
0.08
0,08
O.OB
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~
~
~
~
()
Cl::
0.6
Hydro graph
Time vs Flow
. .
0.5 ...............:.......:...
0.4 ...
. .
.......................... .
. . .
. .........................
. "
0.3 ..............
. . .
................................ .
. .
. .
. .
0.2
. .
......,..................... .
. . .
. .
O 1 .......
.
.......... -....................
. . .
. .
0.0
o 250 5001150 . 1000 1250 1500 1750
T/me (min)
POST-DEVELOPMENT 2- YEAR AREA 3 ~ Flood
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Hydrograph Number:
Name:
Type:
6
POST-DEVELOPMENT 25-YEAR AREA 3
Computed Flood
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
[UNIT HYDROGRAPH INFORMATION)
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
[BASIN INFORMATION)
[WEIGHTED WATERSHED AREA]
Description.
Area CN
<None>
OVerall Approximation
1. 04
[TIME CONCENTRATION -- User Defined]
Time of Concentration (Tc)
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
[Hydrograph Flow Values: Time vs. Flow]
[TIME CONCENTRATION -- 30.00]
=
0.97 (cfs)
478.00 (min)
1472.39 (min)
0.310 (ac-ft)
1.00 (min)
1. 00
=
=
=
=
=
=
3
SCS CurvE inear
7.08 (cfs)
6.67 (min)
33.33 (min)
0.087 (ac-ft)
484.00
1. 00 (min)
1.00 (in)
6.00 (min)
=
=
=
=
=
=
=
=
=
84
=
10.00 (min)
=
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
=
=
=
Time
Interval
Time
-----------------------------------------------------------------------
(min)
Incremental
Rainfall
(in)
Cumulative
Rainfall
(in)
Incremental
Outflow
(cfs)
Design
Outflow
(cfs)
-----------------------------------------------------------------------
6 180.00 0.00 0.62 0.00 0.00
7 210.00 0.00 0.76 0.00 0.02
8 240.00 0.01 0.92 0.00 0.04
9 270.00 0.01 1.11 0.00 0.06
10 300.00 0.01 1. 33 0.00 0.08
11 330.00 0.01 1. 58 0.00 0.11
12 360.00 0.03 2'.27 0.00 0.14
13 390.00 0.01 2.66 0.00 0.18
14 420.00 0.01 2.91 ~.. 00 0.21
15 450.00 0.01 3.l.l 0.01 0.33
16 480.00 0.01 3.28 -0.00 0.96
17 510.00 0.00 3.44 -0.01 0.41
18 540.00 0.00 3.58 -0.00 0.33
19 570.00 0.00 3.71 -0.00 0.26
20 600.00 0.00 3.84 -0.00 0.24
21 630.00 0.00 3.97 -0.00 0.22
22 660.00 0.00 4.09 -0.00 0.21
23 690.00 0.00 4.21 0.00 0.20
24 720.00 0.00 4.32 0.00 0.18
25 750.00 0.00 4.43 -0.00 0.18
26 780.00 0.00 4.53 -0.00 0.17
27 810.00 0.00 4.64 -0.00 0.17
28 840.00 0.00 4.74 -0.00 0.17
29 870.00 0.00 4.83 -0.00 0.16
30 900.00 0.00 4.92 -0.00 0.16
31 930.00 0.00 5.01 -0.00 0.16
32 960.00 0.00 5.09 0.00 0.16
33 990.00 0.00 S.'7 -0.00 0.' S
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1.2
1.0 ."
~ 0.8
~
~
.'~
()
c:
Hydro graph
Time vs Flow
.' .
................................... .
..' .............
.................... .
0.6 ...............
. . .
...................................... .
.' .
.' .
. .
0.4 .......:.......:.......:...............:...............
. .
. .
. .
. .
. ....
0.2 ............ ........ .........:.......:.......:.......
. .
0.0
o 250 500~. 750 1000 1250 1500 1750
ti'me (min)
POST-DEVELOPMENT 25- YEAR AREA J - Flood
I
Hydrograph Number:
Name:
Type:
I
I
[HYDROORAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
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7
POST-DEVELOPMENT 2-YEAR AREA 4
Computed Flood
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
I
[BASIN INFORMATION]
[WEIGHTED.WATERSHED AREA]
1.06 (cfs)
480.00 (min)
1472.39 (min)
0.360 (ac-ft)
1. 00 (min)
1. 00
4
SCS Curvilinear
16.40 (ds)
6.67 (min)
33.33 (min)
0.201 (ac-ft)
. 484.00
1.00 (min)
1. 00 (in)
6.00 (min)
Description
------------------------------------------------------
[UNIT HYDROORAPH INFORMATION] ,
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
Area CN.
I
<None>
------------------------------------------------------
------------------------------------------------------
Overall Approximation
2.41
I
[TIME OONCENTRATION -- User Defined]
Time of Concentration (Tc)
=
I
[RAINFALL DESCRIPTION]
Distribution Type
Total Precipitation
Return Period
Storm Duration
I
I
=
=
=
=
[Hydrograph Flow Values: Time vs. Flow]
[TIME OONCENTRATION -- 30.00]
84
10.00 (min)
SCS IA
3.36 (in)
2 (yr)
24.00 (hr)
Time
Interval
Time
-----------------------------------------------------------------------
(min)
-------------------------------------------------------------------
I
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
]0
270.00
300.00
330.00
360.00
390.00
420.00
450.00
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870,00
900.00
930.00
960.00
990.00
1020.00
1050.00
1 ORO. 00
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Incremental
Rainfall
(in)
0.00
0.00
0.01
0.02
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0,00
0.00
0.00
0.00
0.00
0.00
Cumulative
Rainfall
(in)
Incremental
Outflow
(ds)
0.69
0.83
0.98
1. 41
1. 66
1. 81
1. 93
2.04
2.14
2 .~3
2.31
2.39
2.47
2.54
2.62
2.69
2.76
2.82
2.88
2.95
3.01
3.06
3.12
3.17
3.22
3.27
3.31
].]0
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.00
CoO.01
-0.00
-0.00
-0.00
0.00
-0.00
0.00
-0.00
-0.00
-0.00
0.00
-0.00
-0.00
0,00
-0.00
-0.00
-0.00
-0.00
0.00
-0.00
Design
Outflow
(ds)
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
0.25
0.22
0.23
0.22
0.22
0,21
0,21
0.21
0.20
0.20
0.20
0.19
0.19
0.1 R
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~
~
~
~
C)
G:
Hydrogroph
Time vs Flow
1.2
1.0 . . . . . : . . . . . . . . : . . . . : .
. ..
. ..
.............. -.....
. .
0.8 ." .............
. .
........................ -.. -...... -. -...
. . . .
. ..
. .
. .
. .
. -......... -....
. .
0.6 ...............
..................... .
. .
. .
. .
. .. .
0.4 ...............: ......:.......:.......:.......:.......
. . . . .
. . .
. .
Q2.........:.
...................... .
. .
. .
0.0
o 250 500 750 1000 1250 1500 1750
Timel. (min)
POST ~DEVELOPMENT 2- YEAR AREA 4 - Flood
Hydrograph Number:
Name:
Type:
8
POST-DEVELOPMENT 25-YEAR AREA 4
Computed Flood
I
[HYDROGRAPH INFORMATION]
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Time Step
Flow Multiplier
I
2.24 (ets)
478.00 (min)
1472.39 (min)
0.726 (ac-ft)
1. 00 (min)
1. 00
=
=
=
=
I
=
=
[UNIT HYDROGRAPH INFORMATION]
Number
Type
Peak Flow (Qp)
Time to Peak (Tp)
Time of Base (Tb)
Volume
Shape Factor
Time Step:
Excess Rain
Lag Time
4
SCS Curvilinear
16.40 (ets)
6.67 (min)
33.33 (min)
0.201 (ac-ft)
484.00
1.00 (min)
1.00 (in)
6.00 (min)
=
I
=
=
=
=
I
=
=
=
=
I
=
[BASIN INFORMATIONJ
[WEIGHTED .WATERSHED AREAJ
I
I
Description
Area
CN
<None>
OVerall Approximation
2.41
84
[TIME CONCENTRATION -- User DefinedJ
Time of Concentration (Tc)
I
10.00 (min)
=
[RAINFALL DESCRIPTIONJ
Distribution Type
Total Precipitation
Return Period
Storm Duration
SCS IA
5.40 (in)
25 (yr)
24.00 (hr)
=
I
=
=
=
I
I
[Hydrograph Flow Values: Time vs. FlowJ
[TIME CONCENTRATION -- 30. OOJ
Incremental
Rainfall
(in)
Time
Cumulative
Rainfall
. (in).
Incremental
Out flow
(ds)
Design
Out flow
(ds)
Time
Interval
(min)
180.00
210.00
240.00
270.00
300.00
330.00
360.00
390.00
420.00
450.00
480.00
510.00
540.00
570.00
600.00
630.00
660.00
690.00
720.00
750.00
780.00
810.00
840.00
870.00
900.00
930.00
960.00
990.00
0.62
0.76
0.92
1.11
1. 33
1. 58
2.27
2.66
2.91
3.H
3.28
3.44
3.58
3.71
3.84
3.97
4.09
4.21
4.32
4.43
4.53
4.64
4.74
4.83
4.92
5.01
5.09
S.17
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1l..01
0.01
-0.00
-0.02
-0.01
-0.00
-0.00
0.00
-0.00
0.00
-0.00
-0.00
-0.00
-0.00
0.00
-0.00
-0.00
-0.00
0.00
-0.00
0.00
0.00
0.01
0.01
0.01
0.01
0.03
0.01
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.05
0.09
0.13
0.19
0'.26
0.32
0.43
0.49
0.76
2.24
0.94
0.78
0.61
0.57
0.52
0.50
0.46
0.42
0.43
0.41
0.40
0.39
0.39
0.38
0.37
0.36
0.:l6
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
D
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J.O
Hydroqroph
Time vs Flow
2.5 ............................
~ 2.0
~
~
:s:
()
c:
. . . . . . . . . . . . . . . . . .
. .
. .
. . . . . . . . . . . . .. ..,......................
. .
1.5 ............
................ .
. .
. .
1 0 ............
.
.. ............................
. . .
. .
. .
. .
0.5 ...................
. .
0.0
o 250 500 750 1000 1250 1500 1750
TliTJ e.t. (m in)
POST-DEVELOPMENT 25- YEAR AREA 4 - Flood
..........
...........
....... -..
..-
DtIDDI1'N-~--
-
~-
" ~~
n ...-
"
_-,.I _;n,:s
...--..-...-
-
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f;j.q.'6.q.
00
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IMO-tal/," IOtl.ll 1IDIa.q)"81Illha
PGllManl.t
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NOIS!AI(JllJlS A:Mm
lIOi
mas 3.11';-'110
.........
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5.3.3 Vegetated Swale and Vegetated Filter Strip Landscaping Requirements
Plantings shall be designed at the following quantities per 100 square feet of facility area
Facility area is equivalent to the area of the swale or filter calculated from Form S1M.
1 - Evergreen or deciduous tree:
Evergreen trees:
Deciduous trees:
Minimwn height: 6 feet
Minimwn caliper: 1 V. inches at6 inches
above base.
3-gallon containers or equivalent
I-gallon containers or equivalent
4 - Large shrubs/small trees
6 - Shrubsllarge grass-like plants
1 per 12 inches on center, triangular spacing, for the ground
cover pll\llting area only, unless seed or sod is specified
Minimwn container: 4-inch pot. At least 50 percent of the
facility shall be planted with grasses or grass-lilce plants.
Native wildflowers, grasses, l\Ild ground covers used for BES-maintained facilities Shall be
designed not to require mowing. Where mowing cannot be avoided, facilities shall be designed
to require mowing no more than once or twice annually. Turf and lawn areas are not allowed for
BES-maintained facilities; any exceptions will require BES approval.
Ground cover plants:
*Link to Vegetated Swale Landscaping Plan Example
*Link to Vegetated Swale and Filter Strip Recommended Plants
I..
Stormwater Management Manual
Adopted July 1, 1999, revised September 2002
Page 5-6
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5.3.4 Grassy Swale Landscaping Requirements
Plantings shall be designed at the following quantities per 200 square feet of facility area
Facility area is equivalent to the area of the swale calculated from Form SIM. (Note: Facilities
smaller than 200 square feet shall have a minimum of one tree per facility.):
1 Evergreen or Deciduous tree:
Evergreen trees: Minimum height: 6 feet.
Deciduous trees: Minimum caliper: 1 Y:. inches at 6 inches above base..
Grass: Seed or sod is required to completely cover the grassy swale bottom and
side slopes.
(Shrubs are optional) .
For the swale flow path, approved native grass mixes are preferable and may be substituted for
standard swale seed mix. Seed shall be applied at the rates specified by the supplier. The
applicant shall have plants established at the time of facility completion (at least 3 months after
seeding). No runoff shall be allowed to flow in the swale until grass is established. Trees and
shrubs may be allowed in the flow path within swales if the swale exceeds the minimum length
and widths specified.
Native wildflowers, grasses, and ground covers used for BES-maintained facilities shall be
designed not to require mowing. Where mowing cannot be avoided, facilities shall be designed
to require mowing no more than once or twice annually. Turf and lawn areas are not allowed for
BES-maintained facilities; any exceptions will require BES approval.
Environmental zones shall meet requirements established .by Title 33 for grass in E-zones.
.link to Grassy Swale RecoDimended Seed Mixes
~.
Stormwater Management Manual
Adopted July 1, 1999, revised S~ptember 2002
Page 5-1
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5.4.3 Vegetated Swale and Vegetated Filter Strip Recommended Plants
Planting zones
. SwaIe bottom to 1.5 ft. up the side slope = wet to moist
Side slopes from 1.5 - 3 ft. = moist to dry
Side slopes above 3 ft. and upland = dry
Grasses and Groundcovers ~ Wet to Moist
Carex aperta, Columbia Sedge
Carex obnupta, . Slough Sedge
Scirpus microcatpus, Small flowered (or fruited) Bulrush
Hordeum brachyantherum, Meadow Barley
Juncus efjUsus, Common/Soft Rush
Juncus ensifolius, Dagger-leaf Rush
Juncus oxymeris, Pointed Rush
Juncus tenuis, Slender Rush
Juncus patens, Grooved Rush; Spreading Rush
Glyceria occidentalis, Manna Grass
Ferns; Moist shade
Blechnum spicant,
Polypodium gycrrhiza,
Polystichum munitum,
Deer Fern
Licorice Fern
Sword Fern
Moistto dry
Arctostaphyllos uva-ursi,
Aster suspicatus,
Bromus carinatus,
Bromus sitchensis,
Bromus vulgaris,
Lupinus micranthus,
Sisyrinchium idahoense,
Carnassia quarnash,
Festuca Occidentalis,
Deschampsia caespitosa,
Elymus glaucus,
Fragaria vesca or F. virginiana,
Sisyrinchium idahoense,
Kinnick-innick Aster
Douglas' Aster
California Brome Grass
Alaska Brome
Columbia Brome Grass
Small Flowered Lupine
Blue-eyed Grass
Common Camas
Western Fescue. Grass '
Tufted Hairgrass
Blue Wildrye
Woodland strawberry or Wild strawberry
Blue-eyed Grass
Shmbs- varying zones
Comus sericea,
Gaultheria sha//on,
Mahonia aquifolium,
Mahonia nervosa,
Physocarpus capitatus,
Ribes sanguineum,
Redtwig'Dogwood- moist-wet
Salal- dry
Tall Oregon Grape- moist -dry
Dull Oregon Grape- rnoist..dry
Pacific Ninebark- moist-wet
Red-flowering Current-dry
Stormwater Management Manual
Adopted July 1, 1999, revised September 2002
Page 5-14
1
1
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1
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1
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1
1
Rosa gymnocarpa,
Rosa nutkana,
Rosa pisocarpa,
Spiraea betulifolia,
SymplwriC(lrpos alba,
Viburnum edule,
Baldhip Rose- moist -dry
Nootka Rose- rnoist-dIy
Swamp Rose- moist-dIy
Shiny-leaf Spiraea - dIy
Common Snowberry- moist-dry
HighbushCranberry; Squashberry- moist-dry
Large Shrub/SmaIl Tree- varying zones
Aeer cireinatwn, Vine Maple- moist-wet
Amelanehier alnifolia, Western Saskatoon Serviceberry- dIy
Ceanothus sanguinea, Oregon Redstem Ceanothus- moist-dry
Corylus eornuta, Western Beaked Hazelnut- moist-dry
Crataegus douglasii, Douglas' Black Hawthorn- moist
Holodiscus discolor, Oceanspray- moist-dry
Malus fUsca, Pacific Crab Apple- moist-wet
Oemleria eerasiformis, Indian Plum; Osoberry- moist-wet
Philadelphis lewesii, Mock Orange- moist-dIy
Prunus emarginota or P. Yirginiana Bitter or Choke Cherry- moist
Rhamnus purshiana, Cascara- dIy-wet
Rosa nutkana, Nootka Rose- moist-dry
Rubus parvijlorus, Thimbleberry- rnoist-dry
Saltxjluvtatalis, Colwnbia Willow- moist-wet
Saltx Hookeriana, Piper's Willow- moist-wet
Saltx Lucida (or S. lasiandra), Pacific Willow- moist-wet
Saltx Scouleriana, Scoulers Willow-moist-wet
Saltx sessilifolia, Soft leafed Willow- moist-wet
Saltx Sitehensis, Sitka Willow- moist-wet
Sambucus eerulea, Blue Elderbeny- moist- dIy
Conifer and Evergreen T~- varying zones
Abies Grandis, Grand Fir- rnoist-dry
Arbutus menziesii, Madrone- dIy
Pinus montieola, Western White Pine- moist-dry
Pinus ponderaosa, PonderosaPine- dIy
Pseudotsuga menziesii,
Thuja plicata,
Tsuga heterophylla,
Douglas Fir- moist-dry
Western Red Cedar- moist-wet
Western hemlock-moist
t.
stormwater Management Manual
Adopted July 1, 1999, revised SepteIpber 2002
Page 5-15
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DeciduousT~-v~gzon~
Acer macrophyllum,
Alnus rubra,
Amelanchier alnifolia,
Comus nuttalii,
Fraxinus latifolia,
Populus balsamifera,
Quercus chrysolopsis,
Quercus garryana,
Big leaf Maple- moist-dI)'
Red Alder - moist-wet
Serviceberry - dry
W ~tern Flowering Dogwood- rnoist-dry
Oregon Ash - moist-wet
Black Cottonwood - moist-wet
Canyon Live Oak - dry
Oregon White Oak - moist-dry
~.
Sto\1llwater Managemeot Manual
Adopted July 1, 1999, revised September 2002
Page 5-16
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5.4.4 Grassy Swale Recommended Seed Mixes
The grass mixes recommended below have been reviewed for desirable characteristics of swale
grasses. For BES-maintained facilities, native grass mixes will be required.
NATIVE SEED MIX
Pacific Northwest Natives, Willamette Valley Region Bioswale Native Mixture, percentages by' weight
Meadow Barley
Blue Wildrye
Sitka or California Brome
American Slougbgrass
Water Foxtail
Spike Bentgrass
TuftedHairgrass
20.0"10
20.0%
20.0"10
20.0%
10.0%
5.0%
5.0"10
Seed this mixture at 10-30 lbs per acre on well-prepared soil. Drill seed if possible to improve seed soil contact
Roll soil to firm up seedbed pre and post p1anling. If you hydroseed or broadcast seed, increase seeding rate about
30"10. Harrow seed into soil with rake, chain or rug mal systero or cover exposed seed with native straw or mulch
(free of weed seed) to improve gelmination. This mixture will provide excellent seedling establishment on
moderately eroded sites. Meadow harley, blue wildrye, Amerjcao slougbgrass and sitka hrome are short-lived large
seeded species.
NON-NATIVE MIXES
Hobbs 8nd Hopkins, Pro- Time 835, Bio-IDter S= Green Vegetative Cover (or equal), percentages by weight
Elka Perennial Ryegrass
Eureka Hard Fescue
Yarrow Millefoliwn
Sweet Alysswn
SbarnrocIc
Dutch White Clover
Salinas Strawberry Clover
.60.0"10
15.0"10
8.0"10
3.0"10
3.0%
7.0"1.
4.0"10
Washington State Dept ofEcolngy Publication 657, Mont1ake Tenace Mix
Tall Fescue
Seaside Bentgrass
Meadow Foxtail
A\sike Clover
Marshfield Big TrefoU
Inert Matter
Weed Seed
67.0%
16.0"10
9.0"10
6.0"10
1.0%
1.5%
0.5%
Seed these mixtures at 8lbs per 1,000 square-feet on well-prepared soil. Drill seed if possible to
improve seed soil contact Roll soil to firm up seedbed pre and post planting. Harrow seed into
soil with rake, chain or rug mat system or coVf,r exposed seed with straw or mulch (free of weed
seed) to improve germination.
Stormwater Managem\J!lt Manual
Adopted July 1, 1999, revised September 2002
Page 5-17
I
DITCH 25-YEAR DESIGN BASIN
Worksheet for Trapezoidal Channel
I
Project Description
Worksheet
Flow Element
Method
Solve For
DITCH 25- YEAR DES
Trapezoidal Channel
Manning's Formula
Channel Depth
I
I
Input Data
Mannings Coeffic 0.020
Slope 005000 ftIfl
left Side Slope 2.00 H: V
Right Side Slope 2.00 H: V
Bottom Width 4.00 ft
Discharge 66.80 cfs
I
I
Results
I
Depth 1.66 ft
Flow Area 12.2 II'
Wetted Peril11< 11.<< ft
Top Width 10.65 ft
Critical Depth 1,58 ft
Critical Slope 0.006209 ftIfl
Velocity 5048 flIs
Velocity Head 0047 ft
Specific Ene" 2.13 ft
Froude Numbt 0.90
Flow Type 3ubcrttical
I
I
I
I
I
I
I
~.
I
~.
I
I
I
n:\pub-data\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying Inc
05118/05 11:00:03 AN. @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666.
Project Engineer: Scott Goebe
FIQWMaster vG.1 [6140:
Page 1 of 1
I
I
Cross Section
Cross Section for Trapezoidal Channel
I
Project Description
Worksheet
Flow Element
Method
Solve For
DITCH 25- YEAR DES
Trapezoidal Channel
Manning's Formula
Channel Depth
I
I
Section Data
Mannings Coeffic 0.020
Slope 005000 flIft
Depth 1.66 ft
Left Side Slope 2.00 H: V
Right Side Slope 2.00 H: V
Bottom Width 4.00 ft
Discharge 66.80 cfs
I
I
I
I
I
I
I
I
4.00 It
I
I
~.
I
~.
I
I
I
n:\pub-data\02414-04\hydro\projed1.fm2 Goebel Engineering & Surveying lnc
05/18/05 11 :00:15 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 .
I
"1
1.66 It
~
V:l~
H:l
NTS
Project Engineer: Scott Goebe
FlowMaster va.1 [6140
Page 1 of1
I
I
DITCH 100-YEAR DESIGN BASIN
Worksheet for Trapezoidal Channel
Project:eesciption,...'-....'.,.....,.~,.~.....'",.~~"'<"'...=...."""". -,,'~"~"'''''''~_'''''''I'''''f";' _....-..~..,,''''...',.....'''~.....,.'''<<....__~"'''''...''''i'l''>>-,..'"-3.;...<-h~~lo(>
~........'~...:__,,~.--.~~...\:.~~. ,,........~'.....~;,
Worl<sheet
Flow'Element
Method. .
SOlvf1l,For
. DITCH100:YEA~.[)H
Trapezoidal Channel
Mannlng~s-FQnnula
Channel Depth
I
I
Input IDaia :.
Mannings CQeffic 0.018
Slope 005000 ft/fI
left Side Slope. 4.00 H: V
RightSide Slope 4.00 .H.: V.
Bottom Width 4.00 ft
Disch~rge. .91.00 . cts
I
I
Results
Depth 1.57 ft
FlowA",a 16.1W..
Wette!lFe~IT1(.. .1.1l.93 ft
Top Width 18.55 ft
CritiC'lI Depth 1:58.1\
CriliC'lI Slope 0.004906 ft/fI
VelocitF'. .. 5,65 .flIs
Velocity Head 0.50 ft
Specffii:'EiiEii! ... . 2.ol;=jj""""
Froude Num!> 1.01
Flow Type iupercittical
I
I
I
I
I
I
I
I
I
I
I
I
........c.,..
,;.:.~ >~:, .
"'.,
~. fl r
" . ,,:.': ~,
).
. ,
,
l.
."1...
) . ~: r. '1 .
~i <~ ",' ; ') .~ .
F " .< \. . ,.
n:\pub-data\o2414-04\hydro\projed1.fm2 Goebel Engineering & Surveying Inc
05/18/05 02:35:28 PM e Haestad Methods, Inc.'. 37 Br.ookside Road Waterbury, CT 06708 USA (203) 755-1666
I
[..,.
'.
:,";':,!"~:'.
-,.,.-"
. l~-""'~~'~+-"-'--
Project Engineer. Scott Goeb
FlowMasterv6.1 [614
Page 1 of
I
Cross Section
Cross Section for Trapezoidal Channel
I
I
Project Description
. en'. ..-' ".....,~p.~.,..~ ,~.....-..._._"""'......,'O'.......,..........,.."......,........,~......"""~-I........-.O-;-__.'~~..~-.. "~........~_:..."'.'"","'~"~~,"',........,.."",......"..""..-_,.
.;;<t...,c~.-,_.~"'~,,.............._.._,.. ._-.......'~......~"';d.t;, "'~,.~,~.~~~,....t..
Worksheet DITCH 1 00- YEAR DE~
Flow.Element Trapezoidal Channel
Method Manning's Fonnula
Solve Fcif- ..'Channel Depth
I
Section Data
ManlJings Coe~c 0.018
Slope'" 005000 ftJft
Depth 1.57 ft
Left Side Slope 4.00 H: V
Right Side Slope 4:00 H: V
Bottom Width 4.00 ft
. '- . . ~,
Discharge 91.00 cfs
I
I
I
I
I
..
,-
: ~
"~""""--:-,"~,,:,,.,,,~., ~ -.'.-,,~
I
........... ... ." ,'-- ,.- .. " .. -, .' .n.. . "7.' ,_.' ,- .'.-.' '_.c_.' .-- ~.. ...'
~_. '"... ~=rfl-
'I 'd'''' 1-"
J--~.:_-:::4:0 ~ It-::::---:l
...........
..
I
I
":"lts--
.._. H:1.
NTS
I
.....i
I
"(-'-'
i,
I
I..
...j.....
-;._.
I
',.
'.;"'-'
.-,....:...
.. :::1'
I
.:.:......"
.............. ,....
.' . "O_~. _ ~..' _.~. ',,', .._"
..?_".-.."._,_..~.....,...
,! .
I
~;
'-
~. ''.
"
'.1:.
Project Engineer: Scott Gool
FJowMaster v6.1 [614
Page 1 0
I
n:\pub-data\02414-04\hydro\projed1.fm2
05/18/05 02:44:37 PM @Haestad Methods, Inc.
Goebel Engineering & Surveying Ine
37 Brookside Road Waterbury, CT 06708 USA
(203) 755-1666
I
CHANNEL DESIGN 25-YEAR
Worksheet for Irregular Channel
I
Project Description
Worksheet
Flow Element
Method
Solve For
CHANNEL DESIGI
Irregular Channel
Manning's Fonnula
Channel Depth
I
I
Input Data
Slope 005000 ftIft
Dischargl 66.60 Cfs
I
I
Options
Current Roughness Methe JVed lotter's Method
Open Channel Weighting lVed lol1e(s Method
Closed Channel Weightin! Horton's Method
I
Results
. Mannings Coefficiel 0.030
Water Surface Elev. 443.21 ft
Elevation Range 1.50 to 445.50
Flow Area 17.4 fP
Wetted Perimeter 15.21 ft
Top Width 14.60 II
Actual Depth 1.71 II
Critical Elevation 442.84 ft
Critical Slope 0.014030 ftIft
Velocity 3.83 fils
Velocity Head 0.23 II
Specific Energy 443.44 II
Froude Number 0.62
Flow Type Subcrillcal
I
I
I
I
I
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00
.0+22
0.030
I
Natural Channel Points
I
Station
(II)
0+00
0+05
0+09
0+13
0+17
0+22
Elevation
(II)
445.00
442.50
441.50
441.50
442.50
445.50
I..
I
I..
I
I
I
Project Engineer: Scott Goeb
n:\pub-data\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying Ine FlowMasterv6.1 [614
05/18/05 11:00:28 AM e Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 '-:'SA (203) 755-1666 Page 1 of
I
I
I
Project Description
Worksheet
Flow Element
Method
SOlve For
CHANNEl DESIGI
Irregular Channel
Manning's Formula
Channel Depth
I
I
Section Data
Mannings Coefficiel 0.030
Slope 0.005000 ftIfI
Water Surface Elev. 443.21 ft:
Elevation Range 1.50 to 445.50
Discharge 66.80 cls
I
I
I
I
I
I
445.50,
444.50 i.
443.50 J
,
442.50 ~
441.50 '--.
0+00
0+05
I
I
I
I
I
I
I
I
Cross Section
Cross Section for Irregular Channel
0+10
0+15
0+20
I..
/..
n:\pub-data\02414-04\hydro\project1.fm2 Goebel EngIneering & Surveying Joe
05118/05 11:00:35 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
I
0+25
V:1~
H:1
NTS
Projed Engineer: Scott GoebE
FlowMaster v6.1 [6140
Page 1 of"
I
I
Project Description
CHANNEL DESIGN 100-YEAR
Worksheet for Irregular Channel
WOrKsfieer~""""''''''''-'t'Jii{1:j~t"'Dt:S'IG}\<'''..''''''''.~~..n'''>l'''':~'''''''''-''''''''''''''~,~,.'~""l'I'___;~'~_;.jtl!""",-1"""':"~W~""~:'~""~"''''~I,q,j/O'"",,,~,,;,~...,<<~.toO
I
Flow ~lement
Method
Solve f9r .
1~!;I41~r_~t!f1nne.l_
Manning's Formula
. Channel Depth.
I
Input Data
Slope 005000'ftIft
Discharg. .91.00 cfs.
I
Opti~~s
Curre~t Roughness Methdved lotter's' Method
Open 'Channel Weighting .lved Lotlefs.Method..
Closed Channel Weight;"! Horton's Method.
I
I
Results
Mannlngs Coefficfsl . . 0,020.
WaleiSurface Elev, 443,13 ft
,.
ElevaliOh Rangi' . L50 t6'445:50' . .. .
Flow -Area .16.3 W.
Wetled Perimeter 14,88 ft
Top Width,. '. 1.4.31 ft.
Adual Depth 1.63 ft
Critlcal.Elevation ' 443.06, ft,,,....
Critical Slope 0,005950 ftIft
Velocity 5.58 ftls
Velocity Head 0.48 ft
Specific Energy 443,62 ft
FroudeNumber , .0,92
"' '-. ....-.-.
Flow Type Subcrilical
I
I
I
I
~OU9hness Segments
I
. '-End' .. . Miinnings
Station Coefficient
Start .
Station
0+00
0+22
0,020
I
Natural Channel-Points'
I
Station
(ft)
0+00
0+05.
0+09
0+13
0+17.
0+22
Elevation.
(It)
445,00
.. 442,50..
441,50
441,50
. . 442..50 -,.
445,50
I
I
I
I
n:\pub--data\o2414-04\hydro\projed1.fm2 t.'!' t
05/18/05 02:21:02 PM .@Haestad Methods, Inc.
I
\.'
7', .
~. . '.. '
4,
-.1.,.
"":~,,';,;,'"
"
,0:'
,,- to ----; -.I <; ~ '.' '.: ,.,-'_~ ,>, .... ,'~
k~rro~~:'~1a~nq.~~~~teJ~~ ~~C'70\ ~bsl:,
. ,', --.-._.-..
.........- .
$)':~'
. .... ..~-+
~-.,. Ii
(ib3) 7~5-1666
..;--; .,
"". ~"'" ,.l('......-'- "',,' ~
,-_..
..
:} .,./ .
....-'..-'""--;:;.-
Project Engineer: Scott Goet
FI~asterv6.1 [614
Page 1 01
I
Cross Section
Cross Section for Irregular Channel
I
Project..Oe8Griptioo.'~-";O()......,,...\,~:;.....\>I.''''''''''~'''''''''''''''~~'''-'''~''''''''U';!'';''....'..,..,~ ;,..'-'l'IU_~"",,"~'.'''''~'_i''''''''''.;:' ,..'..__....",.':'-....".,!(!"~";'
,..,.,.....'+oI>....-.r..,,,..~._"'.'~'.~~,o\;,.~,.,""'6t-:r.-_"'.:<_.p.....'''',"
I
Worksheet
Flow Element
Method
Solve For
. 9HANN~L P'C!?!G~
Irregular Channel
Ma~ni.J)g'~. FOl11)ula,
Channel Depth
I
Sedion 03t3_ . _ .
Mannings, ~~ffi.ciel .. O.q2J;)
Slop~ 0.005000 ftIft
Water Surface Elev. 443.13.ft
Elevation Range 1.50 to 445.50
Discharge 91.00 .cfs
I
I
-,'
I
'~i-'"
I
I
.. -~" . 'P:
fT.;. ':~ r
I
445.50 :--~-_.._-,---
444.50 [ ....
4~3.50i . .
'442.50 :
441.50l:-
0+00
:..t..-.
Wi'
..;
,.
'!
.,
. ., ;~ i.-
I
I
'!'
:,)"
.., .'---T
...."... .... ',_., I.,...
, ,
..----.
. ,
.....___________~~-.:.-.i
.0+05
0+10
0+15
0+20
0+25
I
.:V:1~.i:
H:1
-..tHS'
I
I
'.....
,
/..
':""
I
.~,
I
.-....:~....<
I
,,'___. .;.....__c.:,
'.~ ;;':.. '.:- , .
,'-,'J"",
; ~ ,
:".':
~ j. .:
.;,;.
:; I)
I
. i , '. ~, \ i -,
. .. , :; , , . K
I
n:\pub-<Jata\02414-04\hydro\p~oject1.fm2
05118105 02:21:42 PM e Haestad Methods, Inc.
Goebel Engineering & Surveying Inc
37 Brookside Road Waterbury, CT 06708 USA
ProjeCt Engineer: Scott Goet
FlowMaster v6.1 [61~
(203) 755-1_ Page 1 0:
I
I
ProJect Description
Worksheet
f:low Element
Method
Solve For
, WATER QUALll
Trapezoidal Cha
Manning's Forml
Channel Depth
I
I
Input Data
Mannlngs Coeflie 0250
Slope 005000 flIfl
left Side Slope 4,00 H: V
Righi Side Slope 4,00 H: V
Bottom Width 4,00 II
Discharge 0.41 cfs
I
I
I
Results
Depth 0,39 ft
Flow Area 2.2 ftz
Wetted Peri"" 7,22 ft
Top Width 7,12 II
Critical Depth 0,07 ft
Critical Slope 2296301 flIfl
Velocity 0,19 ftls
Velocity Head 5,53e-4 ft
Specific Ene" 0,39 ft
Froud. Numb< 0,06
Flow Type 3ubcritical
I
I
I
I
I
I
I
I
I
I
I
WATER QUALITY BASIN
Worksheet for Trapezoidal Channel
I.,
I.,
n:\pulrdata\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying loe
05/1 B/05 11:00;51 AM e Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer. Scott Goebl
FlowMaster v6.1 [614c
Page 1 of
I
I
WATER QUALITY SUBDIVISION
Worksheet for Trapezoidal Channel
I
I
Project Description
Worksheet
Flow Element
Method
Solve For
WATER QUALITY SI
Trapezoidal Channel
Manning's Formula
Channel Depth
I
Input Data
Mannings Coeffie 0.250
Slope 005000 ftIfI
Left Side Slope 4.00 H: V
Right Side Slope 4.00 H: V
Bottom Width 4.00 ft
Discharge 0.04 cfs
I
I
Resurts
I
Depth 0.10 ft
Flow Area 0.5 ft.t
Wetted Perim< 4.86 ft
Top Width 4.83 ft
Critical Depth 0.01 ft
Critical Slope 3.753543 ftIfI
Velocity 0.09 Ills
Velocity Head 1.18e-4 11
Specific Ene~ 0.10 ft
Froude Num~ 0.05
Flow Type 3ubcritical
I
I
I
I
I
I
I
I
J..
J..
I
I
I
n:\pub-data\02414-04\hydro\project1.fm2
05/1 B/05 11 :01 :03 AM C Haestad Methods, Inc.
Goebel Engineering & SurveyIng Inc
37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Gael)(
FlowMasterv6.1 {614<
Page 1 of
I
/,
I
16TH STREET 12"
Worksheet for Circular Channel
I
I
Project Description
Worksheet
Flow Element
Method
Solve For
16TH STREET
Circular Chaon
Manning's FaIT
Channel Depth
I
I
Input Data
Mannings Coeffic 0.013
Slope 005000 ftI1I
Diameter 12 in
Discharge 0.97 cfs
I
Results
I
Depth
Flow Ar.ea
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energ:
F"?ude Numbe
Maximum Disc
Discharge Full
Slope Full
Flow Type
0.43 11
0.3 ftz
1.43 11
0.99 11
0.41 11
43.1 %
0.005785 ftI1I
3.00 fl/s
0.1411
0.57 11
0.92
2.71 cfs
2.52 cis
0.000741 ftI1I
Subcritical
I
I
I
I
I
I
I
4.
I
4.
'-
I
I
I
n:'\pub-data\o2414-04\hydro\project1.fm2 Goebel Engineering & Surveyin91nc
05/13/05 11:11:16 AM tel Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project: Engineer: Scott Goeb
FlowMaster v6.1 [6141
Page 1 of
I
I
16TH STREET 12" CAPACITY
Worksheet for Circular Channel
I
Project Description
Worksheet
Flow Element
Method
Solve For
16TH STREET C
Circular Channel
Manning's Formu
Full Flow Capacit
I
I
I
Input Data
Mannings Coeffic 0.013
Slope 005000 ftIft
Diameter 12 in
I
Results
I
Depth 1.00 fI
Discharge 2.52 cfs
Flow Area 0.8 fI'
Wetted Perime 3.14 fI
Top Width 0.00 fI
Critical Depth 0.68 fI
Percent Full 100.0 %
Critical Slope 007704 fllfI
Velocity 3.21 fils
Velocity Head 0.16 fI
Specific Energ: 1.16 fI
Froude Numbe 0.00
Maximum Disc 2.71 cfs
Discharge Full 2.52 cfs
Slope Full 005000 ftIft
Flow Type N/A
I
I
I
I
I
I
I
I
I..
I..
I
I
I
Project ~ngineer: Scott Gael
n:\pub-data\o2414-04\hydro\project1.fm2 Goebel Engineering & Survey1ng Inc FlowMastervG.1 [611
05113/05 11:11:30 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 0
I
I
GREEN PEAK DRIVE
Worksheet for Circular Channel
I
I
Project Description
Worksheet
Flow Element
Method
Solve For
GREEN PEAK
Circular Chaon
Manning's FOIT
Channel Depth
I
Input Data
Mannings Coeffic 0.013
Slope 005000 ftlfI
Diameter 18 in
Discharge 3.21 cfs
I
I
Results
I
Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energ:
Froude Numbe
Maximum Disc
Discharge Full
Slope Full
Flow Type
I
I
I
0.69 fI
0.8 fF
2.23 fI
1.50 fI
0.68 fI
46.0 %
0.005182 ftIf\
4.05 ftls
0.25 fI
0.94 fI
0.98
7.99 cfs
7.43 cfs
0.000934 ftlfI
Subcritical
I
I
I
I
I
I
I
I
4.
4.
Project Engineer: Scott Goet
n:\pub-data\02414-04\hydro\projed1.fm2 Goebel Engineering &.Surveylng Inc FIQWMaster v6.1 [61.4
05/13/05 11:13:17 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755~1666 Page 1 o~
I
I
GREEN PEAK DRIVE 18" CAPACITY
Worksheet for Circular Channel
I
I
Project Description
Worksheet
Flow Element
Method
Solve For
GREEN PEAK DRIVI
Circular Channel
Manning's Formula
Full Flow Capacity
I
I
Input Data
Mannings eoeffic 0.013
Slope 005000 fI/fI
Diameter 18 in
Results
I
I
Depth 1.50 fl
Discharge 7.43 cfs.
Flow Area 1.8 ftz
Wetted Perime 4.71 fl
Top Width 0.00 fl
Critical Depth 1.06 fl
Percent Full 100.0 %
Critical Slope 007032 fIIfl
Velocity 4.20 fils
Velocity Head 0.27 fl
Specific Energ: 1.77 fl
Froude Numbe 0.0'0
Maximum Disc 7.99 cfs
Discharge Full 7.43 cfs
Slope Full 005000 fI/fI
Flow Type N/A
I
I
I
I
I
I
I
I
I..
I..
I
I
I
Project Engineer: Scott Gool
n:\pub-data\02414-04Vlydro\project1.fm2 Goe~1 Engineering & Surveylnglnc FIl;M'Master v6.1 [611
05/13/05 11:13:29 AM. C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 0
I
I
I
Project Description
Worksheet
Flow Element
Method
Solve For
I
VERA STREE"
Circular Chaon
Manning's FOrT
Channel Depth
I
Input Data
Mannings Coeffi( 0.013
Slope 008200 ftIft
Diameter 12 in
Discharge 0.95 cfs
I
Results
I
Depth
Flow Area
Wetted Perime
Top Width
Cr~ical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energ:
Froude Numbe
Maximum Disc
Discharge Full
Slope Full
Flow Type
I
I
I
I
0.3711
0.3 ft2
1.31 11
0.97 11
0.41 11
37.2 %
0.005778 f111I
3.57 fils
0.20 11
0.57 11
1.20
3.47 cfs
3.23 cis
0.000711 f111I
;upercritical
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12" VERA STREET
Worksheet for Circular Channel
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n:\pub-data\02414-04\hydro\projed:1.fm2 Goebel Engineering & Surveying loe
05/13/05 '11:13:56 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Goet
AQwMaster ve.1 [614
Page 1 0'
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12" VERA STREET CAPACITY
Worksheet for Circular Channel
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Project Description
Worksheet
Flow Element
Method
Solve For
VERA STREET (
Circular Channel
Manning's Formu
Full Flow Capacit
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Input Data
Mannings Coeffic 0.013
Slope 008200 ftIft
Diameter 12 in
Results
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Depth 1.00 It
Discharge 3.23 cis
Flow Area 0.8 W
Wetted Peome 3.14 It
Top Width 0.00 It
Crtlical Depth 0.71 It
Percent Full 100.0 %
Crtlical Slope 009310 ftllt
Velocity 4.11 ftls
Velocity Head 0.26 It
Specmc Energ: 1.26 It
Froude Numbe 0.00
Maximum Disc 3.47 cfs
Discharge Full 3.23 cis
Slope Full 008200 ftIft
Flow Type N/A
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n:\pub-data\02414-04\hydro\project1.frn2 Goebel Engineering & Surveying Ine
05/13/05 11 :14:05 AM eo Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Gael
FIQWMaster vG.1 (61~
Page 1 0
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Project Description
Worksheet
Flow Element
Method
Solve For
17TH STREET
Circular Chaon
Manning's FOrT
Channel Depth
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Input Data
Mannings Coeffic 0.013
Slope 005000 ftIft
Diameter 12 in
Discharge 1.89 cfs
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Results
Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energ:
Froude Numbe
Maximum Disc
Discharge Full
Slope Full
Flow Type
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0.65 ft
0.5 II'
1.87 ft
0.96 ft
0.59 ft
64.6 %
0.006708 ftIft
3.52 ftIs
0.19 ft
0.84 ft
0.83
2.71 cfs
2.52 cfs
0.002814 ftIf\
Subcritical
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17TH STREET NORTH OF VERA STREET
Worksheet for Circular Channel
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n:\pub-data\o2414-04\hYdro\,projed1.fm2 Goebel Engineering & Surveying loe
05113/05 11:11 :40 AM e Haestad Methods. loe. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Goet
FlowMasterv6.1 (51.!!
. Page 1 O.
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17TH STREET CAPACITY NORTH OF VERA STREET
Worksheet for Circular Channel
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Project Description
Worksheet
Flow Element
Method
Solve For
17TH STREET C
Circular Channel
Manning's Formu
Full Flow Capacit
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Input Data
Mannings Coeffie 0.013
Slope 005000 fl/It
Diameter 12 In
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Results
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Depth 1.00 fl
Discharge 2.52 cfs
Flow Area 0.8 It'
Wetted Perime 3.14 fl
Top Width 0.00 fl
Critical Depth 0.68 fl
Percent Full 100.0 %
Critical Slope 007704 fIIfl
Velocity 3.21 fils
Velocity Head 0.16 fl
Specific Energ: 1.16 fl
Froude Numbe 0.00
Maximum Disc 2.71 cfs
Discharge Full 2.52 cfs
Slope Full 005000 fl/It
Flow Type NlA
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Project Engineer. Scott Goel
n:\pub-data\02414-04\hydro\Project1.fm2 Goebel Engineering & Surveying loe FlowMaster v6.1 [611
05113/05 11:11:53 AM @Haestad Method's. foe. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 0
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17TH STREET SOUTH OF VERA STREET
Worksheet for Circular Channel
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Project Description
Won;sheet
Flow Element
Method
Solve For
17TH STREET
Circular Chanm
Manning's FOnT
Channel Depth
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Input Data
Mannings Coeffic 0.013
Slope 007400 ftllt
Diameter 12 in
Discharge 0.89 cfs
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Results
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Depth
Flow Area
Wetted Perime
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energ:
Froude Numbe
Maximum Disc
Discharge Full
Slope Full
Flow Type
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0.37 It
0.3 II'
1.31 It
0.97 It
0.40 It
36.9 %
0.005744 ftllt
3.38 ftls
0.18 It
0.55 It
1.14
3.30 cfs
3.08 cfs
0.000624 ftJft
>upercritical
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~.
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Project Engineer. Scott Gael
n:\pub-data\o2414-04\hydro\projed1.fm2 Goebel Engineering & Surveying loe FlowMaster v6.1 [61~
05/13/05 11:12:33 AM C Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 . Page 1 0
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17TH STREET SOUTH OF VERA STREET CAPACITY
Worksheet for Circular Channel
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Project Descnption
Worksheet
Flow Element
Method
Solve For
17TH STREET PIPE 2
Circular Channel
Manning's Formula
Full Flow Capacity
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Input Data
Mannings CoeffK 0.013
Slope 007400 ft/fl
Djameter 12 in
Results
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Depth 1.00 fl
Discharge 3.06 cfs
Flow Area 0.8 ft.2
Wetted Penme 3.14 fl
Top Width 0.00 fl
Critical Depth 0.75 fl
Percent Full 100.0 %
Cnticel Slope 008889 ft/fl
Velocity 3.90 ft/s
Veloclty Head 0.24 fl
Specllic Energ: 1.24 fl
Froude Numbe 0.00
Maximum Disc 3.30 cis
Discharge Full 3.06 cfs
Slope Full 007400 ftIfl
Flow Type N1A
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n:\pub-data\02414-04\hydro\project1.fm2 Goebel Engineering & Surveying Inc
05113105 11:13:08 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
project Engineer: Scott Goet
FlowMasterv6.1 (61.l
Page 1 0
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18" TO OUTFALL
Worksheet for Circular Channel
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Project Description
Worksheet
Flow Element
Method
Solve For
PIPE TO OUT!
Circular Chaon
Manning's FOil
Channel Depth
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Input Data
Mannings Coeffic 0.013
Slope 003600 ftIfI
Diameter 18 In
Discharge 5.04 cfs
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Results
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Depth 1.01 II
Flow Area 1.3 fI'
Wetted Pelime 2.90 II
Top Width 1.40 II
Critical Depth 0.86 II
Percent Full 67.6 %
Clitical Slope 0.005796 ftIfI
Velocity 3.96 fils
Velocity Head 0.24 II
Specific Energ: 1.26 II
Froude Numbe 0.73
Maximum Disc 6.78 cfs
Discharge Full 6.30 cfs
Slope Full 0.002302 ftIfI
Flow Type 5ubcritical
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n:'Pub-data\o2414-04\hydro\projed1.fm2 Goebel Engineering & Surveying Inc
05/13/05 11:13:37 AM @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer. Scott Goe~
FlowMasterv6.1 (61"-
. Page 1 0
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Project Description
Wor1<sheet
Flow Element
Method
SoWe For
PIPE TO OUTFALL
Circular Channel
Manning's Formula
Full Flow Capacity
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Input Data
Mannings Coeffic 0.013
Slope 003600 WfI
Diameter 18 in
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Results
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Depth 1.50 11
Discharge 6.30 cfs
Flow Area 1.8 .ft'
Wetted Perime 4.71 ft
Top Width 0.00 11
Critical Depth 0.97 11
Percent Fun 100.0 %
Critical Slope 006374 WfI
Velocity 3.57 fils
Velocity Head 0.20 11
Specific Energ: 1.70 11
Froude Numbe 0.00
Maximum Disc 6.78 cfs
Discharge Fun 6.30 cfs
Slope Fun 003600 WfI
Flow Type N/A
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18" TO OUTFALL CAPACITY
Worksheet for Circular Channel
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n:',pub-data\02414-04\hydro\projed1.fm2 Goebel Engineering & Suaveylng Ine
05/13/05 11 :13:46 AM C Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666
Project Engineer: Scott Goel
FlowMasterv6.1 [61'
. Page 1 0
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SENT BY: SPRINGFIELD PWj
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541 7361021 j
MAY-9-Ob 10:44j
PAGt :1/:1
COMPLETE STUDY ITEMS I l'otOll1cialt....Oalf; IIM~
1IIr &/sed upon th~ inJomudion provided DR thB front oJ t/Jis :dreet, the jOlIOlVing represents 0 rninlrmnn oJwho/ls nee<kd fOr tl1J
application /0 be camp/ete fOf' wbrnillal With N.rpect to drainage; h_r, this/i$t shfnlld not be used In /JeJl of the Springfleld
/mlelopllWd Cock (SDC) or the City 'sBngineerin~ Design Mtzm1aL Compliarwe with these 1V'l"~nt.J does lfOt .constitute
site approval; A.ddil/Onal site 1IpeCific info/'llUltlon may be ,."qutred Nok: Upon IJCt)pi"t Jutet submittal. f:1'lSU1'e comp/ekdform
has been signed in the spa"" ptVVI<kd below: ..
htaiJD ~gn StaodlU'dflWater Qaalitr (EDSPM Chaptel' 3)
~~~ .
Ill. D.AU non-WilcliDg rooftop (NBR) impervious surlill:es sIlall be prHnlated (e.g. multi-c:lJambcttd catdlOOsi.. ../oil
fi1Uation.media) for IItOJ1DWlIter quality. Additiooally, a minimnm e( SOO/. afthe NBR impc:Mous sur1llcc sbalI be
l1t.aIrd by ~ metbocJR
Ii 0 Where n:quired. 1~ve slmmwater design shall be consIsIco1 with intaim design stm(lanIs (FDSPM Section
3.02), set forth by the Bumm ofEIlVironmcnIa1 ServiQCs (BES) or Oean Water Services (cws).
o M1 Forl1CW N.8R impervioos area IesIlhan IS,OOO square 1\:ct, a simpliIied design ppproach may be folJom:d as specified .
by the BES lot ~ b".dtDent. ..
!II 0 If a SIOI'I1l\V$r ~ &Wale is proposed, submit calrWl;O'lSfspedlhtlOllS roc sizing, velocity, flow, side slopes,
hottnm slope, alV1 smt mix c;or<i- with cilhet DES or CWS requirements.
51 0 Water QualitycalculatiDDS lIS n:quiredin So;:tion 3.03.1 of the EDSPM
o ~ All bnlldlng rooftop mQUlltcd equipment, or other fluid containing equipment )OOlted outSide oftbe building, sball
be provided with seeondary. COl1lainmeDt or weather resistant enclosure.
. .
Geueral StudJ Recpllnmcnta (EDSPM Sutloa 4.03)
I B ~ study prepared by a ProfcssioIlal Civil EnginCllr H(;aISed in the lJIate of Oregon.
A toIIIPk:1e d",in~8" study, as "'lui>.ed in EOSPM Section 4.0~.1, I1K:todirlg II hydmIop:al study map.
o ~ sbo\Ving s,stem caplI<itr for a 2~ slmm evcp111t1d overflow dl'ects Qfa ~ 5Im1D event.
. 0 The time of ....~.4ion ('rc) sbaIl be delenniDcd using II 10 mimdIl start IiIllC fur developed basins.
Review of DowDJtrellm S11llem (EJ)SPM Scdloa 4.03.4.C)
o f:i A dowIlstremn draiaagIl8llllIysis as described inEDSPM Sedion 4.03.4.c. 0n-6ite draitIagl; shall be govcmed~;the
. 0Jcg0n Plumbing Speda!11 Cnde (OPSC).
fi 0 E~ons of tile HGL and l10w }i.ncs for both city lUId pmatc syScms wbere applicable.
DesIgn of Storm SyUemi (DSPM SectIoD 4.04)
II 0 Flow liI1es, slopes, rim c:Ievations. pipe type lIDIl sizes ckady 1ndJ<:ak<l on the plan set.
Iii 0 ~injnnnn pipe lXIVtf sball be 181001105 fur reinfow:d plpcland 36 incho;I for plain ~ lUId plastic pipe IIIlIkSials,
orpropae"lP~ calaJIations sball be provided wbeo less. 'I'bCto'\'el" sball be suDicienl to liUPPDIt an 80,000 Ib
IOCJd withmrt fail~ aftlle pipe ~
Ii} 0 l-f""mng's "aftwluesforpipcs shaUbe ronsislent wilhTable4-1 oftheFDSP. All stonnplpcs shaII be ~gl'P'Ito
lIChieve II minimum \'clodl1 of th1ce (3) fi:<< per second at O.~ pipe full based on Table 4-1 as wdl.
()tIJerIMlJC
iJ 0 ExistiDg and Jlf1lPCl5cd contOUtll, located Rl OM foot inteIva1. Include spot elevations and sltc grades sbowing bOw site
dtains
Ii 0 Private stormWlltl:l" casements shall be clearly depicted 011 plans when prl'\llltcl Slu<w;'ok.< flows from DIIe property to
another
D . B DrywcI.Is shall not eccive runaIt from lI1lY !l\IdiJce w/o being lmIIcd by ODe or more BMPa. with the Cxa:ptIon of
residential building roofs (EDSP Section 3.03.4.*). AdditiOllll1 provisions apply to this as ~ by the DHQ. Refer
to tile website: w,.,-w.dea.5111lt.or.usfWo/szTllundwaiuicho!llc.hcm lot more intOrmatlon.
o ~ Detention ponds sban be designed to limit ronoff 10 pr~elopmcnt Il\Ie$ for the 2 through 2S-year stonn events
*TIIisf_ """y k iIfclIuIeJ tUI tta IIiI4duttDd, in.fUk tA6front-, ofrlu s/omfll1llic- ~
. lMPORT.4N7': ENGINEER pLEASE READ BELOW AND SIGN!
As the engineer of m:ord, I beteby CCl1i1Y the above required iWDs are complete and included with the whmltt"<l stonnwater
study and plan tIe.t. /J gj t' n
Signature: J.if~ J ./\J~ Date: 5"-/7-tJ'5
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Compliance with SDC Article 35
Subdivision Standards
Written Statement
May 2005
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 2 of 17
SDC ARTICLE 35
SDC 35.010(1)
PURPOSE AND APPLICABILITY.
Purpose. The purpose of the Subdivision process is to: Facilitate and
enhance the value of development; Regulate land divisions that create 4 or
more lots within a calendar year; Maintain the integrity of the City's
watercourses by promoting bank stability, assisting in flood protection and
flow control, protecting riparian functions, minimizing erosion, and
preserving water quality and significant fish and wildlife areas; Ensure the
provision of public facilities and services; Providing for connectivity
between different uses; Utilize alternative transportation modes including
and walking, bicycling and mass transit facilities; Implement the Metro
Plan, applicable refinement plans, specific area plans and specific
development plans; Minimize adverse effects on surrounding property
owners and the general public through specific conditions of approval; and
Otherwise protect the public health and safety.
SDC 35.010(2)
Applicability. The subdivision process shall apply within the City and its
urbanizable area. No lots may be created without being subdivided in
accordance with the standards of this Code. No development permit will
be issued by the City prior to approval of the Subdivision Tentative Plan
application.
Exception: In certain cases. The Director may issue a Land and Drainage
Alteration Permit prior to approval of the Subdivision Tentative Plan.
SDC 35.010(3) Solar Access Standards
SDC 35.010(3)(a) Applicability. The provisions of this Section shall apply to all land division
in the LDR and MAR. Districts. Lots complying with this standard must
be identified as such on a separate recorded document.
SDC 35.010(3)(b) Design Standard. All partitions or land divisions shall be platted to provide
solar access to parcels or lots to ensure that at least 80 percent of the lots
and/or housing units in a development subject to this section shall comply
with one or more of the options below:
M'\Pf'rr..o!r~.. C;'OOrfly'LC'g3cy e~;,lnl{;:\ (02414)\Tcllt.SOIN:.ur soe Art 35 vlpd
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 3 of 17
There are 20 lots proposed as part of this subdivision application. 80% of the
proposed lots (16 lots) are required to comply.
SDC 35.010(3}(b}(1)
Basic Requirement for Subdivisions and Partitions. A lot complies
with this section if it:
SDC 35.010(3}(b}(1)a.
Has a north-south dimension of90 feet or more; and
SDC 35.0tO(3}(b)(t)a.
Has a front lot line that is oriented within 30 degrees of the true
east-west axis.
Lots 15 and 16 are the only lots that comply with both sections of this code. All
of the other proposed lots front on the extension of 1tJh or 1;th Street, which are
north-south streets. Therefore, two (2) lots comply with this code criteria.
SDC 35.010(3} Solar Access Standards
SDC 35.010(3)(d} Performance Option. A lot complies with this section if:
SDC 35.0tO(3)(d) Adjustments to the Design Standard. The city manager or his or her
designee shall reduce the percentage of lots that must comply with Section
3 to the minimum extent necessary ifit finds the applicant has shown one
or more of the following site characteristics apply.
SDC 35.01 0(3)(d) I. Density. If the design standard in Section 3 is applied, the resulting density
is less than that proposed or allowed by this code. The following
conditions, among others, could constrain the design of the development in
such a way that compliance with Section 3 would reduce allowed density.
The applicant shall show which if any of these or other site characteristics
apply in an application for a development.
M'\P\"~"'..O~M. C\Cor~Of.J<u:y Estulao (02414)\Tcnt--$O\Nslf soe Ar1 35 \Nlld
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 4 of 17
There are three (3) roads that terminate on the property boundary. Each of
these roads need to be extended into the property to allow for connectivity to
adjacent lands. North Iff' and North 17" are both north/south streets that
continue an existing north/south grid pattern that cannot be reoriented to
comply with the solar criteria.
SDC 35.020(1)
TENT A TlVE PLAN REVIEW
SDC 35.030 TENT A TlVE PLAN - GENERAL.
In any residential land division, lots and blocks shall conform to the following
standards:
SDC 35.030(1)
The lots dimensions shall conform to the minimum standards of this Code.
When lots are more than double the minimum and designated by the
district, the Director shall require that such lots be arranged:
Lots 15 and 16 are the only lots with an east/west street orientation. Lot 15 has
a frontage of 115' and a lot area of 12,466 square feet which Is greater than
double the minimum requirement. Lot 16 has a frontage of 79' and a lot area of
11,271 square feet, which Is also more than double the minimum requirement
Lots 1 and 2 are the only lots (on a north/south street) that are greater than
double the minimum requirement Therefore, Lots 1, 2, 15 and 16 shall comply
with SDC 35.030(1}(a) and (b).
SDC 35.030(2)
Double frontage lots shall be avoided except where necessary to prevent
access to residential development from collector and arterial streets or to
overcome specific topographic disadvantages.
None of the lots In the proposed subdivision are double frontage lots.
M'\PilH'".Olr\A-C'CClrey\Legacy Es,lat$ (C)7414}\Tflnl.sOIN<3.11 SOC Arl 35.wpd
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 5 of 17
Panhandle Lots.
SDC 35.030(3)
The applicant/developer has not proposed any panhandle lots.
SDC 35.030(4)
Blocks shall not exceed 1200 feet in length and shall not exceed 800 feet
without improved pedestrian ways, except blocks abutting arterial streets.
Minimum block length shall not be less than 100 feet.
The proposed subdivision, Legacy Estates, provides connection between Ver.l
Street, North 1ff' and 17". The proposed street conflguration complies with thIs
section of that code.
SDC 35.040(4)
SUBDIVISION STANDARDS TENTATIVE PLAN DRAFTING
REQUIREMENTS
The design team has noted and adhered to the drafling requirements set for in
the code.
SDC 3S.040(4)(d) The proposed name of the subdivision with appropriate identification of the
drawing as a Tentative Plan; the name cannot duplicate the name of any
other subdivision in Lane County unless the proposed subdivision is
adjacent to that subdivision and is platted by the same person who platted
the subdivision bearing the same name.
The subdivision name, Legacy Estates, has been reserved (see Section 20) and is
reflected on the paperwork submitted as a part of thIs application packet.
SDC 35.040(2)
Site Assessment of the entire development area. The Site Assessment shall
be prepared by an Oregon Licensed Landscape Architect or Engineer and
drawn to scale with existing contours at I-foot intervals and percent of
slope that precisely maps and delineated the areas described below
Proposed modifications to physical features shall be clearly indicated. The
~!. \Pd'..D~I\A ~ CCoIt,:yILcn Icy fr'.,lll '!\ (02414)'TC'nl..sO'N:'rr sac All :l5'.';,pd
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
SectIon 10
Page 6 of 17
Director may waive portions of this requirement if there is a finding that
the proposed development will not have an adverse impact on physical
features or water quality, either on the site or adjacent to the site. Adjacent
properties include those within the distance specified in Section 31.020(2)
(c) of this Code. Information required for adjacent properties may be
generalized to show the connections to physical features. A site
Assessment shall contain the following information:
The application packet has been signed by a licensed dvll engIneer.
SDC 35.040(1)(b) The IOO-year flood plain and flood way boundaries on the site, as specified
in the latest adopted FEMA Flood Insurance Tax Maps or FEMA
approved letter of Map Amendment or Letter of Map Revisions;
The application packet complies and a copy of applicable FEMA information is
noted In SectIon 23. The base flood elevation (BFE) on the site Is between 447'
and 44$'.
SDC 35.040(3)
A Stormwater Management Plan drawn to scale with existing contours at
I-foot intervals and percent of slope that precisely maps and addresses the
information described below. In areas where the percent of slope is 10
percent or more, contours may be shown at 5-foot intervals. This plan
shall show the stormwater management system for the entire development
area. Unless exempted by the Public Works Director, the City shall require
that an Oregon licensed Civil Engineer prepare the plan. Where plans are
proposed as part of the stormwater management system, an Oregon
licensed Landscape Architect may also be required. The plan shall include
the following components:
SectIon 12 of this application packet indudes the Hydrology Report (including the
Seoplng Sheets) and dam as required by this section of the code.
SDC 35.040(4)
A Response to Transportation Issues complying with the standards of this
Code.
M~',Pi.'I.-....o!tA _ CiComy\UlfPCY Ectll19S (02414)\Tont-SD\Nan SDC Art 3S wpd
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Legacy Estates Subdivision
Tentative Subdivision AppHcation
May 2005
Section 10
Page 7 of 17
SDC 35.040(4)(a) The locations, condition, e.g., fully improved with curb, gutter and
sidewalk, AC mat, or gravel, widths and names of all existing streets,
alleys, or other right-of-way within or adjacent to the proposed
subdivision.
All streets abutting the site are improved with ashalt paving, curbs and
sidewalks.
SDC 35.040(4)(b) The locations, widths and names of all proposed streets and other rights of
way to include the approximate radius of curves and grades. The
relationship of all proposed streets to any projected streets as shown on the
Metro Plan, including the TransPlan, any approved Conceptual
Development Plan and the latest version of the Conceptual Local Street
Map;
North lfl" and 1/" Streets are proposed to transition from 32' of paving to 28' of
paving in 50' right-of-way. The Vem Street extension is only 100' long, so the
applicant is proposing continuation of the existing 32' of paving in a 50' right-of-
way. All mdli are noted on the ten/1Jtive plans.
SDC 35.040(4)( c) The locations, and~dths of all existing and proposed sidewalks and
accessways, including the location, size and type of plantings and street
trees in any required planter strip; pedestrian trails; and shared-use paths;
Sidewalks and street trees are shown on the ten/1Jtive plans (included herewIth).
SDC 35.040(4)(d) The locations of existing and proposed traffic control devices, fire
hydrants, streetlights, power poles, transformers, neighborhood mailbox
units and similar public facilities, where applicable;
ThIs information is provided as needed (on the ten/1Jtive plans).
M:1Pf%~Dlr\A. OCQffiy\l..egoey Esl.jl~ (02414)\Tent-SO\Nart see Art 35lr"lpd
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Legacy Estetes Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 8 of 17
SDC 35.040(4)(e) The location and dimensions of existing and proposed curb cuts, where
applicable.
Only one curb cut is proposed as a part of this application. That curb cut is the
existing structure on Tax Lot #600.
SDC 35.040(4)(f) The location of existing and proposed street lighting; including the type,
height and area of illumination;
These details are shown on the plans induded as a part of this application
packet.
SDC 35.040(4)(g) The location of existing and proposed transit facilities; and
This information is noted on the plans Included as part of this application packet.
SDC 35.040(4)(h) A copy of a Right-of-Way Approach Permit application where the property
has frontage on an Oregon Department of Transportation (ODOT) facility;
and
This criteria Is not applicable and, therefore, not required.
SDC 35.040(4)(i) A Traffic Impact Study prepared by a Traffic Engineer where the existing
and/or proposed development will produce more than 250 vehicle trips per
day.
This criteria Is not applicable and, therefore, not addressed herein.
SDC 35.040(5)
A Future Development Plan. Where redivision is allowed by this Code, the
Subdivision Tentative Plan shall include a Future Development Plan that
indicates any proposed redivision, including the boundaries and sequencing
of each proposed redivision. Any redivision shall progress in a sequence
W. Pt'l1 -011\A. C'Cclrcy1lcog:1CY Et.l~df'n (02414}\Tont.SDNafl sec Nt 35wpd
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 9 of 17
that promotes street connectivity between the various phases of the
development and accommodates other required public improvements,
including but not limited to sanitary sewer stormwater management, water
and electricity.
No future redivision will be practicable for the subject property, although Lots 1,
2, 15 and 16 are greater than double the minimum area.
SDC 35.040(6) Additional information and/or applications required at the time of
Subdivision Tentative Plan application submittal shall include items (a)
through (e) and may include; but not limited to items (t) through (0):
SDC 35.040(6)(a) A brief narrative explaining the purpose of the proposed subdivision and
the existing use of the property.
"nIe 5.4 acre site is currently used as a filbert orchard, with dwelling structures.
"nIese structures are to be removed for a 20-lot single-family residential
subdivision.
SDC 35.040(6)(b) All public improvements proposed to be installed and the approximate time
installation is desired including the method of financing.
All public improvements for this subdivision indude wastewater, stormwater,
water, electric, natural gas, communications, street lights, street trees, sidewalks,
curbs and paving. All proposed improvements are shown on the tentative plans.
Construction Is scheduled to begin In June 2006 and be completed by October
2006.
SDC 35.040(6)( c) [fthe applicant is not the property owner, written permission from the
property owner shall be required.
r-
M:\Pt'f!...Dlr\A - C\CoreylLegncy e:walcs (02414)\Tant-SO\Nmr SOC Art 35 \";'pd
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 100(17
The applicant is not the property owner. Please see title report (Section 5) which
has been Included as a part of thIs application packet A copy of the purchase
agreement is also included In SectIon 8, directly following the title report.
SDC 35.040(6)(d) A Vicinity Map drawn to scale showing bus stops, streets, curb cuts,
pedestrian connections, fire hydrants and other transportation/fire access
issues within 200 feet of the proposed subdivision and all existing
subdivision, partition and tracts of land immediately adjacent to the
proposed subdivision.
Please refer to Sheet #6 of the tentative plans.
SDC 35.040(6)(e) A Title Report prepared within one month of the date of submittal.
A Preliminary Title Report has been provided as Section 5 of this application
packet. Supplemental title reports (with more current date) will be provided
upon request/necessity.
SDC 35.040(6)(1) If development is to be phased, a Future Development Plan for the
remainder of the property shall be provided, including timing and financial
provisions.
The applicant Is not proposing to phase this project.
SDC 35.040(6)(g) Proposed deed restrictions and a draft of a Homeowner's Association
Agreement, where appropriate.
No deed restrictions are proposed.
M;\P,'f<i.Oir\A ~ CICOIey\l.OgOCY &llafen (Q2414)\Tcnf.SD\N::m SOC A/1 35 v,'pd
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 11 of 17
SDC 35.040(6)(h) A Soils and Geology Report for slopes 15 percent or greater and in
accordance with Article 26 of this Code.
The average slope across the sIte is less than 15%.
SDC 35.040(6)(i)
How the proposal addresses the standards of the applicable overlay District
where the development area is within an overlay District.
The subject property is not wIthin an overlay DIstrict.
SDC 35.040(6)0) How the proposal addresses Discretionary Use criteria.
ThIs code criteria Is not applicable and, therefore, not Included In this packet.
SDC 35.040(6)(k) A Tree Felling Permit as specified in Article 38 of this Code.
The subject site contains ten (10) trees. Four (4) of these trees are to be
removed for lot development purposes, four (4) are In the right-of-way. Two (2)
trees are to remain.
SDC 35.040(6)(1)
An Annexation application as specified in Article 6 of this Code where a
subdivision is proposed outside of the city limit but within the City's urban
services area and can be services by sanitary sewer.
This Item Is not applicable and, therefore, not addressed herein.
SDC 35.040(6)(m) A wetland delineation approved by the Division of State Lands where there
is a wetland on the property, shall be submitted concurrently.
The applicant is not aware of any wetlands on the property. Therefore, no
delineation has be submitted to the Division of State Lands.
M p,~'-.-Ou\A _ ClCorey\LC"yocy fr tlt.~H (02414}\Tplll.SD'.t.tm soe Att 35 '!JlXI
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 12 of 17
SDC 35.040(6)(0) Evidence that any required federal or state permit has been applied for or
approved shall be submitted concurrently.
No federal or state permits are requIred for thIs project.
SDC 35.040(6)(0) A Geotechnical Report prepared by an Engineer shall be submitted
concurrently if the required Site Assessment Section 35.040(6)(0) of this
article indicates the proposed development area has unstable soils and/or a
high water table as specified in the Soils survey of Lane County.
No Geotechnical Report is required per this code criteria. SCS Soils Report is
Included as Section 21 of this application packet.
SDC 35.040(7)
The locations and widths of all existing and proposed sidewalks and
accessways, including the location, size and type of plantings and street
trees in any required planter strip; pedestrian trails; and shared-use paths.
All existing and proposed items listed above are reflected on the plans Included a
part of thIs submittal packet.
SDC 35.040(8)
The location and size of all existing and proposed utilities including but not
limited to, sanitary sewer mains, storm drains; water lines; electric,
telephone, TV cable, and gas lines; an street lights.
All utilities are shown on the plans included as part of this submIttal packet.
SDC 35.040(9)
The locations widths and purpose of all existing or proposed easements on
and abutting the proposed subdivision; the location of any existing or
proposed reserve strips.
M'\pj'rn-OiM- CiCorey\Leg3CV EElaf("'$ (02414)\T<ll\t-SOINen soo AI1 35...,pel
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Legacy Estates Subdivision
Tentative Subdivision Application
May 200S
Section 10
Page 13 of 17
All existing easements reflected on the title report (see Section 5) are reflected
on the plans included as a part of thIs submIttal packet
SDC 35.040(10)
The locations of all areas to be dedicated or reserved for public use, with
the purpose, condition or imitations of the reservations clearly indicated
Street dedications are clearly noted. Public utility easements are also proposed
as a part of thIs application.
SDC 35.040(11)
The approximate lot layout and the approximate dimensions of each
building site, where applicable, and the top and toe of cut and fill slopes to
scale.
The approximate lot layout and dimensions of each lot are reflected on the plans
Included herewIth. There are no cut and fill slopes proposed and none culTently
exist on this site.
SDC 35.040(12)
The location, outline to scale and present use of all existing structures to
remain on the property after platting and their required setbacks from the
proposed new property lines.
All existing structures on the sIte are to be removed
SDC 35.040(13)
The classification of each lot or building as complying (solar lot) or not
complying (non-solar lot) with Section 35.01O(3} of this Article.
The solar lot classifications for each lot are reflected on the plans included as
part of this application packet.
SDC 35.040(14)
The following additional information shall be submitted with the tentative
plan:
~~''''PClr..olM. C\Corey\l..cgt\CY e<;131~ (OZ4141\Tenl-SD'N~n see Art 35 wpU
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 14 of 17
SDC 35.040(14)(a) A brief narrative explaining the purpose of the proposed subdivision and
the existing use of the property.
The 5.4 acre site is currently used as a filbert orchard, with dwelling strvctures.
These structures are to be removed for a 20-lot single-family residential
subdivision.
SDC 35.040(14)(b) All public improvements proposed to be installed and the approximate time
installations is desired including the method of financing.
All publiC improvements for this subdivision include wastewater, storm water,
water, electric, natural gas, communications, street lights, street trees, sidewalks,
curbs and paving. All proposed Improvements are shown on the tentative plans.
Constrvdlon Is scheduled to begin In June 2006 and be completed by October
2006.
SDC 35.040(14)( c) If development is to be phased, a Future Development Plan for the
remainder of the property shall be provided, including timing and financial
provisions.
This project is scheduled to be completed as a single phase, therefore, no Future
Development Plan Is required.
SDC 35.040(14)(d) Proposed deed restrictions and a draft of the Homeowner's Association
Agreement where appropriate.
No deed restrictions are proposed.
SOC 35.040(14}(e) A Soils and Geology Report for slopes 15 percent or greater and in
accordance with Article 26 of this code.
M ~POfs-Oif\A. - ClCQrey,L<,gaay Eslat~ (Ct2414)\T (lnl.SOtN.,)rr soe Art 35 V'tpd
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 150(17
The average slope across the site is less than 15%. Therefore, no Soils and
Geology Report Is required.
SDC 35.040(14)(f) A Title Report prepare within one month of the date of submittal.
A Preliminary TiUe Report has been provided as Section 5 of this application
packet. Supplemental tiUe reports (with more recent date) will be provided upon
request/necessity.
SDC 35.040(15)
For Cluster Subdivision the following additional information shall be
submitted with the tentative plan.
The applicant is not proposing developing a Cluster Subdivision on the subject
site. Therefore, this code criteria is not applicable.
SDC 35.050 TENTATIVE PLAN - CRITERIA FOR APPROVAL
The Director shall approve or approve with conditions a Subdivision Tentative
Plan application upon determining that criteria (1) through (8) of this Section have
been satisfied. If conditions cannot be attached to satisfY the criteria, the Director
shall deny the application.
SDC 35.050(1)
The request as conditioned fully conforms to the requirements of this Code
pertaining to lot size and dimensions.
AI/lots are greater than 4,500 square feet for east/west access lots, 5,000 square
feet for north/south lots, and 6,000 square teet for cul-de-sac lots. Lot frontages
exceed the inlnimum dimensions noted in SDC 16.030.
M:\P.'I..""Oi1\A~ C'Corey\l..ogacy E.&lnlC:1i (02414)\Tenl.sOINt:Prf soc Art 3S ~'.'pd
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Legacy Estates Subdivision
Tentative Subdivision Application
May 2005
Section 10
Page 16 of 17
SDC 35.050(2)
The zoning is consistent with the Metro Plan diagram and/or applicable
refinement plan diagrams.
The current zonIng Is LOR, which is consIstent the Plan designation.
SDC 35.050(3)
Proposed on-site and off-site public and private improvements are
sufficient to accommodate the proposed development as specified in
Article 31, 32 the appropriate zoning and/or zoning overlay District Article
and any applicable refinement plan.
The proposed Improvements are consistent with this code criteria.
SDC 35.050(4)
Parking areas and ingress-egress points have been designed to: facilitate
vehicular traffic, bicycle and pedestrian safety to avoid congestion; provide
connectivity within the development area and to adjacent residential areas,
transit stops. neighborhood activity centers, and commercial, industrial and
public areas; minimize curb cuts on arterial and collector streets as
specified in Article 31, 32, the appropriate zoning and/or zoning overlay
management standards for state highways.
All required parking will be met within each lot; in garages and in front of
driveways.
SDC 35.050(5)
Physical features, including but not limited to significant clusters of trees
and shrubs, watercourses shown on the WQL W Map and their associated
riparian areas, wetlands, rock outcroppings and historic features have been
evaluated and protected as required by this Code.
There are no physical features present on the site except for ten (10) walnut and
fruit trees. None of these trees are slgniflcant or rare per Springfield code
criteria.
M'PeM-Olr\A. OCOley\legacy eoJot~ (02414)\T(lOt-50\NPrr 500 Art 35 wpd
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Legacy Estates Subdivision
Tentative SubcflVision Application
May 2005
Section 10
Page 17 of 17
SDC 35.050(6)
The proposed development and associated site alterations have been
designed and located in a manner that demonstrates that they will protect
the state and federally designated beneficial uses of and standards for
groundwater and surface water quality on and/or adjacent to the site and
win ensure that state antidegragation requirements are met.
All proposed improvements meet groundwater and surface water quality
requirements.
SDC 35.050(8)
Adjacent land can be developed or is provided access that will allow its
development in accordance with the provisions of this Code.
All adjacent lands (within the UGB) are fully or partially developed. The partially
developed Tax Lot 200 can be further developed with the completed construct/on
of North Iff" Street
M'IPeft.-OltlA - CICnr{lv'-\"oguoy EI'i!O!u~ (Q2-414)\Tcm.SO\NF'lr SOC;: Art 35";prl
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A PORTION OF THE WEST HALF OF SECTION 24, TOWNSHIP 17 SOUTH, RANGE
3 WEST OF THE WILLAMETTE MERIDIAN, BEING A PORTION OF PARCEL 2 OF
LAND PARTITION PLAT NUMBER 92-P0235, RECORDED IN LANE COUNTY~
SURVEY FILE NO. 30688, EXCEPTING THAT PORTION SET OUT IN THAT
JUDGMENT IN LANE COUNTY CIRCUIT COURT CASE NUMBER 16-92-04047,
NOTICE OF WHICH WAS RECORDED JANUARY 10, 1994, RECEPTION NUMBER
9<W1874, LANE COUNTY OREGON DEED RECORDS, SAID PARCEL BEING MORE
. PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUll-lEAST CORNER OF PARCEL 2 OF SAID LAND
PARTITION PLAT NUMBER 92-P0235; THENCE FOLLOWING ALONG THE
EASTERLY LINE OF SAID PARCEL 2, NORTH 0'05'36" WEST 623.92 FEET;
THENCE LEAVING SAID EASTERLY LINE AND FOLLOWING ALONG THE
NORTHERLY BOUNDARY OF SAID PARCEL 2, WEST 184.99 FEET; THENCE
SOUTH 0'53'12" EAST 130.00 FEET; THENCE SOUTH 85'00'00" WEST 112.00
FEET; THENCE NORTH. 0'53'12" WEST 120.27 FEET; THENCE SOUTH 80'04'27"
WEST 112.72 FEET TO A POINT ON THE EASTERLY LINE OF THE
. AFOREMENTIONED NOTICE OF JUDGMENT; THENCE LEAVING SAID
NORTHERLY BOUNDARY AND FOLLOWING ALONG SAID EASTERLY LINE SOUTH '
0'07'39" WEST 583.35 FEET; THENCE LEAVING SAID EASTERLY LINE AND
FOLLOWING ALONG THE SOUTHERLY LINE OF SAID PARCEL 2, SOUTH 89'46'13"
EAST 409.76 FEET TO THE POINT OF BEGINNING, CONTAINING 5.42 ACRES,
MORE OR LESS, ALL WITHIN SAID SECTION 24, SPRINGFIELD, LANE COUNTY,
OREGON.
REGISTERED
PROFESSIONAL
LAND SURVEYOR
EGON
JULY 16, 1987
SCOTT J. GOEBEL
22BO
I RENEWAL DAT.r (PI.:;loI05"
N:\PUB-DA T A\02414-04\noles\ANNEXA TION_PARCEL. rtf
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05/16/Z005 HUN 14:45 FAX 541 687 0739 GOEBEL ENGINEERING
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Subdivision I Condomjn;ium.
Name Reservation
Lane Counl)' Surveyorn Office
125E.81hAvenu.e
Eugene, OR 97401
Pbone: (541) 68Z-4195
Fax: (541) 682-3947
Please complete thi$ form and sUbmit to the Lane CountySruveyor,o;
0JIi.ce.
Date:
16 May 2005
Legacy Estates
17-03-2431
Springfield, Lane Co.
Scott J. Goebel
Subdivision I Condominlwn Name:
T-R-S:
Jurlsdidion:
Surveyor:
Developer.
David Corey (Corey Dev. llq
I Scott Goebel . understand that if the above name is DOt
pending or'recorded within tlu:ee (3) years the name 'Will no longer be
reserved for use.
~,p~
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The Lane Colll1fy Surveyors Office does heJeOy &pproYe 811d resezve the above name
pur.;uantto ORB 92.090 I ORS 100.11:; (5)& (6).
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lOval '. at;('
R=vation Rqlires; S ,1 ~6'l'
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Fax' '66:
7671 Date ,5; :.gas~ /
Fl'O<\1 E &;[X.:,?s
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Pl1ona' 682::i56.
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10CS
SO ~LSDA:f4\
The subject site is mapped on SCS Sheet Number 77. The site is comprised of Soil
Numbers 75. 75 is Malabon silty clay loam. 76 is Malabon-Urban land complex.
The following Information about each soil type was obtained from the SCS Manual.!
MAlabo" Silty Clay Loam
Malabon Silty Clam Loam is described as being deep, well drained soil, that is formed in
silty and clayey alluvium. The areas are 3 to 100 acres or more in size, elongated in
shape.
The surface layer is described as typically being very dark brown and dark brown silty
clay loam, about 12 inches thick. The subsoil is noted as dark brown and brown silty
clay loam and silty clay about 30 inches thick. The substratum is described as brown
clay loam to a depth of 60 inches or more. Stratified sand and gravel are at a depth of
40 inches or more in some areas. The permeability of this soil is moderately slow and
the hazard of water erosion is slight.
The Soils Manual notes that one of the primary uses for this soil type is for crops,
especially hay and pasture. This unit is suited to recreational development. The main
limitations of this unit for homesite and urban development are the moderately slow
permeability and moderate shrink-swell potential, which may limit construction of
basements and cerain other types of structures.
1
Soil Survoy of Lano County ArN, Qogon, prepart1d by United Statu ~t 01 AQricuItunt, Soil Conservation Service in Cl:lOPMItioIl with the UnitrKl
stDtes ~t dthe InttJl/a'. Bureau of Land Management O'egon, Agricu/tJJnJ1 Experiment Station; end Lane County, dattJd SepI.embet; 1087
t\;PPcrn-Oir\A - C\Coray\lcg8CY Eslalos {OZ414)\SCS Sails Dab (Pamela v1).wpd
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LANE COUNTY AREA, 01
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Lane County Area, Oregon
Preserving the existing plant cover during construction
helps to control erosion. Buildings and roads should be
designed to offset the limited ability of the soil to support
a load. The possibility of settlement can be minimized by
compacting the building site before construction is
begun.
This map unit is in capability subclass Vie.
75-Malabon silty clay loam. This deep, well drained
soil is on broad valley terraces. It formed in silty and
clayey alluvium. Slope is 0 to 3 percent. Areas are
elongated in shape and are 3 to 100 acres or more in
size. The vegetation in areas not cultivated is mainly
Douglas-fir, Oregon white oak, ponderosa pine, poison-
oak and other shrubs, and grasses. Elevation is 300 to
650 feet. The average annual precipitation is 40 to 60
inches, the average annual air temperature is 52 to 54
degrees F, and the average frost-free period is 165 to
210 days.
Typically, the surface layer is very dark brown and
dark brown silty clay loam about 12 inches thick. The
subsoil is dark brown and brown silty clay loam and silty
clay about 30 inches thick. The substratum is brown clay
loam to a depth of 60 inches or more. Stratified sand
and gravel are at a depth of 40 inches or more in some
areas.
Included in this unit are small areas of Chapman,
Coburg, and Salem soils. Included areas make up about
.10 percent of the total acreage.
Permeability of this Malabon soil is moderately slow.
Available water capacity is about 9 to 12 inches.
Effective rooting depth is 60 inches or more. Runoff is
slow, and the hazard of water erosion is slight.
This unit is used'mainly for row crops, small grain, hay
and pasture, orchards, and urban development. It is also
used for recreation.
This unit is well suited to all climatically adapted crops.
It is potentially one of the most productive units in the .
survey area. The silty clay loam surface layer is subject
to compaction if it is worked when moist. It is subject to
puddling if it is left barren during the rainy season.
In summer, irrigation is required for maximum
production of most crops. Sprinkler irrigation is a suitable
method of applying water. Use of this method permits
the even, controlled application of water, reduces runoff,
and minimizes the risk of erosion.
Grain and grasses grown on this unit respond to
nitrogen; legumes respond to phosphorus and lime; and,!,
vegetables and berries respond to nitrogen, phosphOrus,
and potassium. Returning all crop residue to the soil and
using a cropping system that includes grasses, legumes,
or grass-legume mixtures help to maintain fertility and
tilth.
If this unit is used for hay and pasture, proper stocking
rates, pasture rotation, and restricted grazing during wet
periods help to keep the pasture in good condition and
to protect the soil from erosion and compaction.
97
This unit is suited to recreational development. It is
limited mainly by the content of clay in the soil and the
moderately slow permeability.
The main limitations of this unit for homesite and
urban development are the moderately slow permeability
and moderate shrink-swell potential, which may limit the
construction of basements and certain other types of
structures. In summer, irrigation is required for lawn
grasses, shrubs, vines, shade trees, and ornamental
trees.
Septic tank absorption fields are suitable for sewage
disposal on this unit.
This map unit is in capability class I.
76-Malabon-Urban land complex. This map unit is
on broad valley terraces. Slope is 0 to 3 percent. Areas
are irregular in shape and are 3 to 100 acres or more in
size. The native vegetation is mainly Douglas-fir, Oregon
white oak, ponderosa pine, poison-oak and other shrubs,
and grasses. Elevation is 300 to 650 foot. The average
annual precipitation is 40 to 60 inches, the average
annual air temperature is 52 to 54 degrees F, and the
average frost-free period is 165 to 210 days.
This unit is 40 percent relatively undisturbed Malabon
silty clay loam, 10 percent disturbed Malabon silty clay
loam, and 45 percent Urban land. The components of
this unit are so intricately intermingled that it was not
practical to map them separately at the scale used.
Included in this unit are small areas of Chapman,
Coburg, and Salem soils. Included areas make up about
5 percent of the total acreage.
The relatively undisturbed Malabon soil is deep and
well drained. It formed in silty and clayey alluvium.
Typically.. the surface layer is very dark brown and dark
brown silty clay loam about 12 inches thick. The subsoil .
is dark brown and brown silty clay loam and silty clay
about 30 inches thick. The substratum is brown clay
loam to a depth of 60 inches or more. Stratified sand
and gravel are at a depth of 40 inches or more in places.
,Permeability of the relatively undisturbed Malabon soil
is moderately slow. Available water capacity is about 9 to
12 inches. Effective rooting depth is 60 .inches or more.
Runoff is slow, and the hazard of water erosion is slight.
The disturbed Malabon soil has been covered by as .
much as 40 inches of fill material or has had as much as
30 inches of the original profile removed by cutting or
grading. The fill material is commonly from adjacent
areas of Malabon, Coburg, Salem, and Chapman soils
that have been cut or graded. The characteristics of the
disturbed areas are highly variable.
Urban land consists of areas where the soils are
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MAP NUMBER
41039C1153 F
EFfECTIVE DATE:
JUNE 2. 1999
NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
'7
LANE COUNTY,
OREGON AND
INCORPORATED AREAS
PANEL U53 OF 2975
(SEE MAP INDEX FOR PANELS NOT PRINTED)
NUMBER PANEL SUFFIX
415592 t153 F
415691 1'153 F
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