HomeMy WebLinkAboutApplication APPLICANT 1/4/2007 (2)
City of Springfield
Development Services Department
225 Fifth Street
. Springfield, OR 97477
Land Division Application, Type II
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Subdivision Tentative:.
Partition Tentative:
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Subdivision Replat Tentative: D
Partition Replat Tentative: D
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ASSESSOR'S MAP NO: TAX LOT NO(S): ?eG A"I-r.
Property Address: f..\ fA
Size of Property: Acres 0 Square Feet 0
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Proposal:
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# of Lots/Parcels: Avg. Lot/Parcel Size:
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Applicant Name:
Company:
Address:
Applicant's Rep.:
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Property Owner:
Company:
Address:
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. Applic-ableRefinemenf'Plan: .....
Location: City LiiTiits 0
. overli}y'Oistrict:
Plan :Oesignation:. .
Url)ilriGrowth Boundary 0
Associated ApJ)lications:
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Pre-Submittal f Reviewed by: J
Case No.: (~\-e_1vo1 - ~ I Date: I. L.f /01--.:.. (initials) ..J
Reviewed by: 'f LJ--Ol
. Case No.: Date: (iB~8W~eelved: /-
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.~ubmittal: 0 lease Number: ~e Submitted:
I represent this application to be complete for submittal to the City. Consistent with the
completeness 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
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
serves as written notice pursuant to the requirements of ORS 227.178 pertaining to a complete
application .
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Date Received: l-tf'D7
Planner: ..:::Jl)
PR.€ - 5 \) 6/it l T1'f(/
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SKYLINE ESTATES
TENTATIVE SUBDIVISION APPLICATION
TABLE OF CONTENTS
DOCUMENTS
Hillside Development Application
Tentative Land Division Applicatiofl Type \I
Detailed Written Information
Copy of Deed and Preliminary Title Report
Copy of Tentative Plat 8-1/2" x 11"
Storm Water Management Study
Traffic Impact Study
Geotechnical.Report
Tree Felling Permit
Arborists report
DRAWINGS
Site Assessment Plan
Tentative Land Division Plan
Grading Plan
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Keating Engineering LLC
188 West B Street
Springfield, OR 97477
Date Received: t -~- b 1
Planner. -J'D
1>tt -5ubMiJ'fr'(l/
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DETAiLED WRITTEN INFORMATION
. PROJECT NAME: Skyline Estates Cluster Subdivision
PROPERTY OWNERSHIP: Skyline Estates LLC
SIZE AND LOCATION:
A. Area requested for annexation: 7.94 acres
B. Located at south east edge of the top ofS 71" Street in Springfield, (see vicinity map)
LOCA TION OF KEY URBAN FACILITIES:
A. Storm sewer systems consists of two crossings of S 7 I" St, receiving water from roadside
ditches and intermittent streams, and discharging to ditches and intermittent streams to
north. It is assumes that pre-development and post-development flows must be the same,
and no further additions of stormwater quantities or flow rates will be considered.. (City
facilities in main St and northward to Cedar Creek are at capacity at this time)
B. Sanitary sewer piping exists in So 7 I" St (reportedly 8") and will accept flows from this
site
C. Telephone, CATV and
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Project Location: The following tax lots are located south of the loop formed by South 71" street as it
loops to connect with the South 70" Street at the intersection with S. Jessica Drive: Tax Map 18-02-02-
00: Lots 00500 (12.00 Acres) and 00600(9.13 Acres). Tax Map 18-02-02-24: Lots 01600 (3.4
Acres)and 01800(1. I I Acres). To complete the subdivision area, the area of tax Lot 500 that is outside
the city limits, but within the Urban Growth Boundary must be annexed.
Site Information and background: The site is surrounded (going counter-clockwise from the South) by:
a) 94.24 acres ofunannexed, but inside the urban growth boundary, woodland property owned by
Gordon Webb.
~) T_h--"J~r2I'eI:lY_tp..the.l;:astJ33~La.cr~~.<>.Lu_I1!'!1_Il~xed Gray/Jaqll!!.PI2P-ErtY,-"'h!s!! iscurren!)y__. _ _
under consideration for a segmented housing/commercial/City Park development. The portion of
the property touching our property is believed to be the city "ridgeline" park portion destined for
transferal to Willamalane Parks.
c) Three residential properties border the property to the Northeast. Mike and Cecilia Tomcal own
4,66.acres.of-unannexed-land,-Next-to.the-Northwest,-and-annexed,is-Bra!i-&-Nancy-Anderson-
with a home on-3.52 acres, and Don-& Pam Wheelerwith a home on'.53 acres faCing onto S. 7]"
Street.
d) Continuing along S. 71" Street are three lots, all owned by David Emery aIld completely
- surrounded'by-Skyline-Estates-bandc0ne'home-is'present'on-the-lot-of-:-73-acres,wh i le-two--Iots
of .2 I and .24 acres are wilhout homes. - --
e) Four properties abut the development on the West: Laura Dunn has a house and .36 acres on S.
71" Street; Shannon-Loper has-a-home on. 1.07 acres; Vic & -Janet-Hefner-have a.home-on their
1.07 acres, and finally Pet~ De Fazio and Mymie Daut!lwn three PliTcels, the l.argest of which
has 1.87 acres and is -the only one of which thaI has a dwelling. -
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Annexation history: Part of the Skyline Estates property, about half of an 11.72 acre lot formerly owned
by Frank & Dorothy Light, is outside the city limits. The rest is inside of City Limits; Annexation shows
to have occurred in the 1960' s.
Date Received:.-l-<'{~DI
Planner: ..:r 0
p(t~5V8M/77~
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Zoning: Low Density Residential (LOR)
. Comprehensive plan designation: LOR
Property density: This proposed hillside development is on a combined lot with an average slope of
slightly less than 25%. From City Development Code Table 26.1 this woold allow a maximum of III
lots of 10,000 square feet for the I, II 0,344 square foot property. However, this proposal will limit
development to 66 units within the same area, using 660,000 square feet of property and leaving the
remaining 450,000 square feet for tree.retention conservation easements, park pathway extensions, site
amenities and roadways.
Procedural requirements: Subsection 3.080, Table 3-2 of the Code indicates that subdivision tentative
plan is a limited land use decision that shall be reviewed as a type 11 procedure. Subsection 35.050 of the
Code provides approval criteria to be applied to Subdivision applications. The applicable standards of
affected overlay districts and concurrent applications shall also be applied as required by subdivision
criteria of approval and corresponding articles.
The Hillside development standards apply the this property since it is both entirely over 670 feet above
mean sea level and the average slope of the land is greater than 15 percent. An application for Hillside
Development and Tree felling will be required, since the e'ntirety of all four lots are wooded and shall be
submitted with the Preliminary submittal.
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Tree retention and screening: The purpose of using the cluster subdivision standards on the area that is
less than 15% slope, will allow both the Northern (downhill) reaches of the property, which are some of
the steepest, to remain wooded and natural, and retain their screening, and the houses to be "clustered"
slightly in the areas where it is not as densely wooded, allowing great bands of the mature trees to screen
the residential areas in all directions.
PUBLIC WORKS INFORMATION:
Stormwater Management (QUANTITY): The entirety of the Eastern border of the property drains back
into the property. The very Southern boundary is the crest of the hillside and some of the crest runs
\V~~.tw!ml !!!)<! Clff t\1~Jiite.. The.storm .water.from,the.roQftops,and impervious.surface.in.this.areawill be
captured and piped to the project's storm water system, so.less water will run off the site than occurs
today. We have protected all the trees and foliage in the 60 feet adjoining the adjacent properties, and
with less surface water proposed, there will be less impact on the adjacent property.OntheWestem
property boundary, again, the rooftop and impervious surfaces are collected into the storm water system
so'less'rainwater'will're;1ch'~~jacent'properly1ls'currentlydoes:-Howeve-r,thnlewloperis. proposing
a perforated pipe system ortthe Western property bOiJiidary:to,colhict'imy draiitage and. direct it tolhe
Westernmost of the ~o na!!lral'<!rainage chll1lnels thjlt di:jjijj~th~eiitirepfopeny. Both~th~e~ecnaiinels
will be developed into a series 'of natural-looking stair-step basihs that will calin thenillside flow and
. meter the' resultingrainwateratless'than.the' existitJ.g storm'flClw:-Again 'on 'the' entire'No1t\j. sine of the
Rrop,erty, the storm water from the roads and new houses will be collected to the new storm water
system. Almost the entire northern boundary drains to the Easternmost of the two natural drainage
channels, which willalso.bestair stepped to control the off'site'flowto below current rates. .
Stc!'JJlwater Management(QUALITY): A street storm water system of curb, gutter, catch basins, pipes
and water quality treatment Best Management Practices (including bioswale and retention systems) will
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Skyline Estates Tentative Subdivision Application
Keating Engineering LLe
Date "~eelvecl; \ - Lf . 01
Planner: .:fD
? ~ -SDbl'\. (IT f'st,...
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connect the storm water system to storm water discharge points. As described above, a system of
perimeter collection systems and natural and stair-stepped flow channels will protect the quality of non-
street runoff. The runoff from all rooftops and driveways shall be piped to the public streets through a
sistern on every lot that can be used for irrigation, or fire protection, in emergencies. The cluster system
allows for tree conservation zones and preservation areas to preserve vegetation that reduces and slows
storm water run to public systems.
The property is very high on a hillside and outside the floodways of the Willamelle and the McKenzie.
No water-quality-limited-watercourses are present anywhere near the property.
The property is outside the Zone of Contribution of any time of travel zones for wellhead protection.
Hillside Sanitary Sewer: From Springfield Code 32.100, the sanitary sewer system meets the following
criteria:
a) All sanitary sewer mains are at least 8 inches in diameter.
b) All sanitary sewer mains have a minimum invert grade which provides a minimum velocity of 2
feet per second at the design flow.
c) A standilrdCity mann61e is provided afall changes of horizontal or vertical alignment. A city
standard clean-out is provided at all dead-ends.
d) All sewer laterals are at least 6 inches in diameter within the right-of-way, or within Public
Utility Easements. All laterals shall be placed at right angles to the main and shall be connected
to the main by a factory tee. All laterals transition to 4-inch lines on private property to provide
services to homes.
. Consistent with Section 7.03.9 of the City's EDSPM,.sewer design shall address specific problems and
special design consideration for steep hillside development such as flow velocity, energy dissipation,
turbulence in manholes and bends, restraints on pipe movement and trench drainage measures.
Section 7.03.5 of the EDS&P Manual also states that up to four lots may use shared private laterals in
private shared easements to eliminate the need for backyard sewers. Any small sections of backyard
public sanitary sewer.or public storm sewer. will.be.provided.ina .l!bfoot.public.easemenLwitha 10-foot
minimum all-weather maintenance'access roadway to all public structures (manholes, inlets, and
outfalls). A rear-yard easement preventing all fencing, landscaping or other private improvements will
not impede access along the maintenance roadway.
1t11-adjacern-properties-carrIre-deve-loped'or:arecprovidetlll=S'for roadways,anitutilities' tllat"Will-allow
for their development iil accordance with the provisions of this Code.
TRANSPORTATION INFORMATION:
Traffic generation and safety of proposed new and existing streets: According to the International
Traffic Engineering Manual, 72 homes will create almost no. new trips on the proposed new streets and
the existing single outlet on S. 71" Street Loop.
New.traffic will'be.placeiLon S..?l" with a new intersection,.builtby.thisapplicant, to.City-Standards,
and' using the 1980 City Design for 70th and 71" Streets as a point of departure for design. The new road
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Skyline Estates Tentative Subdivision Application
Keating Engineering LLe
Date Recelvec1:.-l:1:D1-.
Planner: :m
~E"-5Uf>t-\l1T~
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Water is available, and houses are to be fire sprinklered.
Natural fuel breaks exist below the site in the developed residential areas
Roadways provide natural fuel breaks
Scenic view-sheds from sown-slope should be preserved
An appropriate modification is to extend a primary protection zone 30 ft from all buildings, and to prune
understory vegetation within 100 feet of buildings. The 30 ft distance will be restricted by individual
property boundaries. It is proposed that these be placed in the conditions, covenants, and restrictions as
"recommendations" foir fire protection, and rely On individual designs and review by city staff to allow
for site-specific refinements, rather than remove most of the trees in the development area
Tree removal can result in excessive wind-throw for the remaining trees, and new open cut areas suold
not open into the west, where the strongest prevailing winds originate.
CUT-FILL OUANTITIES FOR PHASE I
CUT: 5800 CY
FILL: 6800 CY
TREE FELLING
Trees to be removed at this time ar within the right-of-way and cut/fill areas. An arborist's report is
included. Each site is to have tree removal considerations resolved individually. The Fire Department
issues also affect this.
. SANITARY SEWER
All sanaitary sewers are 8" PVC (ASTM D3034) aligned near the centerline of the roadways, with stubs
to all sites near their lower boundaries. Connection is to existing sewer facilities in S 71" St.. Gradient
is not a problem on this hillside site.Some sewer lines need to cross lots to access, but all public lines will
be in public rights-of-way
STORM SEWER
All storm sewer piping is to be 12"i'VC (ASTM D3034) installed 5ft"from the sanitary sewer piping and
aljgnlOd-I'8"-aboveino:allowcrClSSings:-Gra<lientllfio capacity_ is .nof. a .prob1em .0n.tJiiifliiIIsiae sIte.
Some of the lines cross open lana to take advaritage of slope. conditions. AIUotS wjIlhave a storm sewer
Iljteranorrbofdtaifiage. . . n
WATER SYSTEM DESIGN
SUB has been consulfed and generally accepfs the concept ofplacinga.pump.station on S 71" Stfor
Phase 1, and installing a tank and booster pump for Phase 2.
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Skyline Estates Tentative Subdivision Application
Keating Engineering LLe
Oat& ~eeelvec1' J -Y-o 07
Planner: .:rD
PR-t.-SVf}I"\~
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Form No. 1402.92
(10/17/92)
ALTA Owner's Policy
Policy No.: 7191-701983
Page 1
Policy of Title Insurance
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ISSUED BY
First American Title Insurance Company of Oregon
An assumed business of Title Insurance Company of Oregon
SUBJECT TO THE EXCLUSIONS FROM COVERAGE, THE EXCEPTIONS FROM COVERAGE CONTAINED IN
SCHEDULE B, AND THE PROVISIONS OF THE CONDITIONS AND STIPULATIONS HEREOF, First American Title
Insurance Company of Oregon, an assumed business name of Title Insurance Company of Oregon, an Oregon
corporation, hereinafter called the Company, insures, as of Date of Poiicy shown in Schedule A, against loss or
damage, not exceeding the amount of insurance stated in Schedule A, sustained or incurred by the insured by
reason of:
1. Title to the estate or interest described in Schedule A being vested other than as stated therein;
2. Any defect in or lien or encumbrance on the title;
3. Unmarketability of the title; or
4. lack of a right of access to and from the land;
The Company will also pay. the costs, attorneys' fees and expenses incurred in defense of the @e, as insured,
but only to the extent provided in the Conditions and Stipulations.
Title Insurance Company of Oregon
dba FIRST AMERICAN TITLE INSURANCE COMPANY OF OREGON
By:
Secretary
President
Attest:
Date Received: I ~ 4-, 01
Planner. ;:::J1>
~ -5(JI6M.1 IT"J'tZ/
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Fo,", "0.1402.92 (10/17/92)
ALTA Owner's Policv
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Policy No.: 7191-701983
Pi:lge 2. of B
SCHEDULE A
Date of Policy:
December 12, 2005 at 11:38 a.m.
Policy No.: 7191-701983
Policy Amount:
$550,000.00
Premium: $929.50
1. Name of insured:
Skyline Estates, LLC, an Oregon Limited Liability Company
2. The estate or interest in the land which is covered by this policy is:
Fee Simple
3. Title to the estate or interest in the land is vested in:
Skyline Estates, LLC, an Oregon Limited Liability Company
4. The land referred to in this policy is described as follows:
Real property in the County of Lane, State of Oregon, described as follows:
That particular tract of land in the Northwest quarter of Section 2, Township 18 South, Range 2
West of the Willamette Meridian, as described in Warranty Deed recorded in Reel 2038R,
Reception No. 95-08318, Lane County Oregon Deed Records, being more particularly described
as follows:
Beginning at the Southeast corner of the T. Maynard Donation Land Claim Number 37, as marked
by a 2 1/2 " Lane County Brass Cap; thence following along the Southerly line of said Donation
Land Claim, South 890 28' 51" East 430.58 feet to a found 5/8" iron rod; thence leaving said
Southerly line and following along the Easterly boundary of said tract and along the remains of a
fence, North 10 35' 12" East 791.67 feet to a found 5/8" iron rod with a yellow plastic cap
marked "BRANCH ENG L5 2609" set in County Survey File Number 32881; thence following along
the Southerly line of the parcel described in Reel 2037R, Reception No. 95-07606, Lane County
Oregon Deed Records, and surveyed in said survey, in Rart, anc!,J!:Lp~ilr:t.along.the.50utherly-'ine._. .
'--onhe~Partition No. 93:P0437 and-as'iecorded in County Survey File Number 31684, North 890
59' 23" West 518.37 feet to a found 5/8" iron rod with a yellow plastic cap marked "ROBERTS
PLS 1039" set in said survey; thence following along the Westerly line of said Partition, North 380
50' 25" West 10.48 feet; thence leaving said Westerly line and following along the Southerly
boundaries of the parcel described in that Bargain and Sale Deed recorded July 3, 2000, in
Reception Number 2000-037864, Lane County Oregon Deed Records, South 460 17' 01" West
249.73 feet; thence North 560 34' 16" West 33.80 feet; thence North 170 18' 16" West 237.10
feet; thence North 400 26' 30" West 97.42 feet to a found 1/2" iron pipe at the Northeasterly
corner of that certain partition as filed in County Survey File Number 21965; thence leaving said
Southerly boundary and following along the boundary of said partition, South 560 11' 05" West
214.14 feet to a found 5/8" iron rod set in said partition; thence North 860 28' 40" West 89.17
feet to a found 1/2" iron pipe referenced in said partition; thence North 570 56' 56" West 56.68
feet to a found 1/2" iron pipe referenced in said partition; thence North 12059' 50" West 93.98
feet to a found 1/2" iron pipe, referenced in said partition, being on the Easterly right-of-way of
South 71st Street, said point being 20.00 feet from when measured at right angles to, the
centerline of said South 71st Street; thence leaving said partition bD~{~~ing along '-'-1--01
said right-of-way, along a curve to the right having a radius of 636. ~r1jW'S/~'lIiStance or
47.56 feet (the chord of which bears South 23041' 52" West 47.55 ~~!;:poirit of tangency ..:J j)
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F;rst American Title
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Form No. 1402.92 (10/17/92)
AL T A Owner's Policy
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Policy No.: 7191-701983
Page 3 uf 8
marked by a 5/8" iron rod with a yellow plastic cap marked "G.E.S. PLS 2280" set in County
Survey File Number 39576; thence South 250 50' 22" West 166.27 feet to a point of curvature
marked by a 5/8" iron rod with a yellow plastic marked "G.E.S. PLS2280" set in County Survey
File Number 39576; thence along a curve to the right having a radius of 101.85 feet, an arc
distance of 112.67 feet (the long chord of which bears South 570 31' 54" West 107.02 feet) to a
point of tangency marked by a 5/8" iron rod with a yellow plastic cap marked "G.E.5. PLS 2280"
set in County Survey File Number 39576; thence leaving said right-of-way and following along
the Westerly Boundary of the aforementioned tract, said boundary being the Easterly line of the
parcel surveyed in County Survey File Number 17705, South 550 47' 22" East 229.08 feet to a
5/8" iron rod with a yellow plastic cap marked "CASWELL PLS 494", set in said survey; thence
leaving said Easterly line and continuing along said Westerly
boundary, South 00 00' 36' West 564.32 feet to a 5/8" iron rod with a yellow plastic cap marked
"G.E.5. PLS 2280" set in County Survey File Number 34976, being on the
Southerly line of the aforementioned Donation Land Claim Line Number 37; thence leaving said
Westerly boundary and following along said Donation Land Claim South 890 28' 51" East 743.63
feet to the Point of Beginning, all within said Section 2, Springfield, Lane County, Oregon.
EXCEPTING THEREFROM the parcel conveyed by Frank Light and Dorothy Light, husband and
wife, to the City of Springfield, a Municipal Corporation, by that Warranty Deed recorded October
11, 1972, in Reel 607R, Reception Number 23148, Lane County Oregon Deed Records.
APN: 0559821
APN: 0559847
APN: 0978294
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Data Received:
Planner. :TD
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First American Title
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Form'No. 1402.92 (lOf17f92)
P'.L T A Owner's Policy
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Policy No.: 7191-701983
Page 4 of 8
SCHEDULE B
EXCEPTIONS FROM COVERAGE
This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees
or expenses) which arise by reason of:
1.
Taxes or assessments which are not shown as existing liens by the records of any taxing
authority that levies taxes or assessments on real property or by the public records; proceedings
by a public agency which may result in taxes or assessments, or notices of such proceedings,
whether or not shown by the records of such agency or by the public records.
2,
Any facts, rights, interests, or claims which are not shown by the public records but which could
be ascertained by an inspection of said land or by making inquiry of persons in possession
thereof,
3.
Easements, claims of easement or encumbrances which are not shown by the public records,
unpatented mining claims, reservations or exceptions in patents or in acts authorizing the
issuance thereof, water rights, claims or title to water.
4,
Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished,
imposed by law and not shown by the public records.
Notwithstanding this provision and in accordance with and subject to the limitations of Section
2.15 of the First American Title Insurance Company of Oregon rate filing, protection afforded to
the Insured hereunder will be consistent with any coverage provided to a Lender pursuant to any
Policy issued contemporaneous hereto.
5.
Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts
which a correct survey would disclose. ,
6.
The rights of the public in and to that portion of the premises herein described lying within the
limits of streets, roads and highways.
7.
Easement, inciuding terms 'and provisions contained therein:
-- Recording Information: 19063, in Book 83, Page 377, Lane County Oregon Deed
Records
City of Eugene, a municipal corporation
Electric transmission line
In Favor of:
For:
(Blanket easement)
8.
An easement reserved in a deed, including the terms and provisions thereof;
Recorded:
From:
To:
For:
May 3, 1961, Reception No. 30975
Atlee Asher
Clarence M. Urey and Gladys Urey I ,j, / () t__
road easement _":~ _
.. ",-"l>\\'1lll" __-
OS,e ~I:IY'" . 6P-.'-"---
p\anner. . r~/~\)'b
First American Title
.
.
.
Form No. 1402.92 (10/17/92)
Al Tll, Owner's Policy
.
.
Policy No.: 7191-701983
Page 5 ot H
9.
An easement granted in a deed, including the terms and provisions thereof;
Recorded: October 11, 1972, No. 23148
From: Frank Light and Dorothy Light
To: City of Springfield
For: access, ingress, egress and laying of a water transmission line or
lines
10. Deed of Trust and the terms and conditions thereof.
Loan No.: undisclosed
Grantor/Trustor: Skyline Estates, LLC, an Oregon Limited Liability Company
Grantee/Beneficiary: Frank M. Light and Dorothy J. Light, Co-Trustees of the Dorothy
J. Light Revocable Living Trust dated March 30, 1994, as to an
undivided one-half interest and Frank M. Light and Dorothy J.
Light, Co-Trustees of the Frank M. Light Revocable Living Trust
dated March 30, 1994, as to an undivided one-half interest
Trustee: First American Title Insurance Co. of Oregon
Amount: $450,000.00
Dated: December 07, 2005
Recorded: December 12, 2005
Recording Information: 2005-098320
Date Received: 1- '-\- -Dl
Planner: j'D
YU:-Slb
First American Title
Foem No. 1402.92 (10/17/92)
A.LT/1. Owner's Policy
.
.
Policy No.: 7191-701983
PClge 6 of S
.
PRIVACY POLICY
We Are Committed to Safeguarding Customer Information
In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand
that you may be concerned about what we will do with such information - particularly any personal or financial information. We
agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our
parent company, The First American Corporation, we have adopted this Privacy Policy to govern the use and handling of your
personal information.
.
Applicability
This Privacy Policy governs our use of the information which you provide to us. It does not govern the manner in which we may
use information we have obtained from any other source, such as information obtained from a public record or from another person
or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source.
First American calls these guidelines its Fair Information Values, a copy of which can be found on our website at www.firstam.com.
Types of Information
Depending upon which of our services you are utilizing, the types of non public personal information that we may collect include:
. Information we receive from you -on applications, forms and in other communications to us, whether in writing, in person,
by telephone or any other means;
. Information about your transactions with us, our affiliated companies, or others; and
. Information we receive from a consumer reporting agency.
Use of Information
We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party.
Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or
service you have requested of us; or (2) as permitted by law. We may, however, store such information indefinitely, including the
period after which any customer relationship has ceased. Such information may be used for any internal purpose, such as quality
control efforts or customer analysis. We may also provide all of the types of non public personal information listed above to one or
more of our affiliated companies. Such affiliated companies include financial service providers, such as title insurers, property and
casualty insurers, and trust and investment advisory companies, or companies involved in real estate services, such as appraisal
companies, home warranty companies, and escrow companies. Furthermore, we may also provide all the information we collect, as
described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies, or to other
financial institutions with whom we or our affiliated companies have joint marketing agreements.
Former Customers
Even if you are no longer our customer, our Privacy Policy will continue to apply to you.
Confidentiality and Security
We will use our best efforts to ensure that no unauthorized parties have access to any of your information. We restrict access to
nonpublic personal information about you to those individuals and entities who need to know that information to provide products or
services to you. We will use our best efforts to train and oversee our employees and agents to ensure that your information will be
- - ~haRGled.re5pon5ibly-aAd"in"acmrdance"with.this"Privacy"Policy.and-First"American's-Fair1nfarmation"ValueS.-We-currently maintaiiY .
physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information.
@ 2001 The First American Corporation . All Rights Reservec
.
Date Reeelved:
PlaMer: 3D
f~-S\Jb
l-L.j.-Ol
First American Title
Form No. 1402.92 (10/17/92)
A.LTA Owner's Policy
.
.
SCHEDULE OF EXCLUSION FROM COVERAGE
.
Policy No.: 7191-701983
Page 7 or 8
THE FOLLOWING 1'-1ATTERS ARE EXPRESSLY EXCLUDED FROM THE COVERAGE OF THIS POLICY:
1. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning ordinances) restricting or regulating or prohibiting (I) the occupancy, use or
enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter erected on the land; (iil) a separation in ownership or a change in the
dimensions or area of the land, or any parcel of which the land 15 or was a part; or (Iv) environmental protection, or the effect of any violation of these laws, ordinances or
governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation
affecting the land has been recorded In the public records at Date of Policy.
(b) Any governmental policy power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting
from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy.
2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has
occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge.
3. Defects, liens, encumbrances, adverse claims, or other matters:
(a) created, suffered, assumed or agreed to by the insured claimant;
(b) not known to the Company, not recorded in the public records at Date of Policy, but known to the Insured claimant and not disclosed In writing to the Company by the insured
claimant prior to the date the insured claimant became an insured under this policy;
(c) resulting in no loss or damage to the Insured claimant;
(d) attaching or created subsequent to Date of Policy; or
(e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the estate or interest insured by this policy.
4. Any claim, which arises out of the transaction vesting in the insured the estate or interest insured by this policy, by reason of the operation of federal bankruptcy, state insolvency,
or similar creditors' rights laws, that It is based on:
(i) the transaction creating the estate or interest insured by this policy being deemed a fraudulent conveyance or fraudulent transfer; or
(ii) the transaction creating the estate or interest insured by this policy being deemed a preferential transfer except where the preferential transfer results from the failure:
(a) to timely record the instrument of transfer; or
(b) of such recordation to impart notice to a purchaser for value or a judgment or lien creditor.
CONDITIONS AND STIPULATIONS
1. DEFINITION OF TERMS 3. NOTICE OF CLAIM TO BE GIVEN BY AN INSURED
The following terms when used in this policy mean: ClAIMANT
(a) "insured": the insured named in Schedule A, and, The insured shall notify the Company promptly in writing
subject to any rights or defenses the Company may have had (i) in case any litigation as set forth in Section 4(a) below, (ii)
against the named insured, those who succeed to the interest in case knowledge shall come to an insured hereunder of any
of such insured by operation of law as distinguished from claim of title or interest which is adverse to the title to the
purchase including, but not limited to, heirs, distributees, estate or interest, as insured, and which might cause Joss or
devisees, survivors, personal representatives, next of kin, or damage for which the Company may be liable by virtue of this
_ate or fiduciary successors. policy, or (ill) if title to the estate or interest, as insured, is
~insured claimant": an insured claiming loss or damage. rejected as unmarketable. If prompt notice shall not be given
c) ~knowledge~: or 'known': actual knowledge, not to the Company, then as to the insured aU liability of the
constructive knowledge or notice which may be imputed to an Company shall terminate with regard to the matter or matters
insured by reason of any publiC records as defined in this for which prompt notice is required; provided, however, that
policy or any other records which impart constructive notice of failure to notify the Company shall In no case prejudice the
matters affecting the land. rights of any such insured under this policy unless the
(d) "land": the land described, specifically or by reference Company shall be prejudiced by the failure and then only to
in Schedule (A), and improvements affixed thereto which by the extent of the prejudice.
law constitute real property; provided, however, the term 4. DEFENSE AND PROSECUTION OF ACTIONS; DUTY
nland" does not include any property beyond the lines of the OF INSURED CLAIMANT TO COOPERATE.
area specifically described or referred to in Schedule (A), nor (a) Upon written request by the insured and subject to
any right, title, interest, estate or easement in abutting the options contained in Section 6 of these Conditions and
streets, roads, avenues, alleys, lanes, ways or waterways, but Stipulations, the Company, at its own cost and without
nothing herein shall modify or limit the extent to which a right unreasonable delay, shall provide for the defense of an insured
of access to and from the land is insured by this policy. in litigation in which any third party asserts a claim adverse to
(e) "mortgage": mortgage, deed of trust, trust deed, or the title or interest as insured, but only as to those stated
other security instrument. causes of action alleging a defect, lien or encumbrance or
(f) -public records~: records established under state other matter insured against by this policy. The Company
- .stntutes. .ut Date .of-Po:icy-for-the-purposeM'of-lmpartlng~ .-.sMiI.hi;v~therlghrtogeiw~cOi:iilSe'oflt5choice(su6]eatO-
constructive notice of matters relating to real property to the right of the insured to object for reasonable cause) to
purChasers for value and without knowledge. With respect to represent the insured as to those stated causes of action and
Section l(a)(iv) of the Exclusions From Coverage, ~public shall not be liable for and will not pay the fees of any other
records" shall also include environmental protection liens filed counsel. The Company will not pay any fees, costs or
in the records of the clerk of the United States district court for expenses incurred by the insured in the defense of those
the district in which the land is located. causes of action which allege matters not insured against by
(g) ~unmarketabj)ity of the tltleN: an alleged or apparent this policy.
matter affecting the title to the land, not excluded or excepted (b) The Company shall have the right, at its own cost, to
from coverage, which would entitle a purchaser of the estate institute and prosecute any action or proceeding or to do any
or interest described in Schedule A to be released from the other act which in its opinion may be necessary or desirable to
obligation to purchase by virtue of a contractual condition establish the title to the estate or interest, as Insured, or to
requiring the delivery of marketable title. prevent or reduce loss or damage to the insured. The
2. CONTINUATION OF INSURANCE AFTER Company may take any appropriate action under the terms of
CONVEYANCE OF TITLE this policy, whether or not it shall be liable hereunder, and
The coverage of this policy shall continue in force as of shall not thereby concede liability or waive any provision of
Date of Policy in favor of an insured so long as such insured this policy. If the Company shall exercise its lights under this
retains an estate or interest in the land, or holds an paragraph, It shall do so diligently.
Indebtedness secured by a purchase money mortgage given (c) Whenever the Company shall have brought an action
by a purchaser from such insured, or so long as such insured or interposed a defense as required or permitted by the
.ve liability by reason of covenants of warranty made by provisions of this policy, the Company may pursue any such
sured in any transfer or conveyance of such estate or litigation to final determination by a court of competent
in st. This policy shall not continue in force in favor of any jurisdiction and expressly reserves the right, in its sole
purchaser from such insured of either (i) an estate or interest discretion, to appeal from any adverse judgment or order.
in the land, or (ii) an indebted-ness secured by a purchase (d) In all cases where this policy permits or requires the
money mortgage given to the insured.
First American Title
Company to prosecute or provide for the defense of any action
or proceeding, the insured shall secure to the Company the
right to so prosecute or provide defense in such action or
proceeding, and all appeals therein, and permit the Company
to use, at its option, the name of such insured for such
purpose. Whenever requested by the Company, the insured,
at the Compuny's expense, shall give the Company aU
reasonable aid (i) in any action or proceeding, securing
evidence, obtaining witnesses, prosecuting or defending the
action or proceeding, or effecting settlement, and (ii) in any
other lawful act which in the opinion of the Company may be
necessary or desirable to establish the title to the estate or
interest as insured. If the Company is prejudiced by the
failure of the insured to furnish the required cooperation, the
Company's obligations to the insured under the policy shall
terminate, including any IlabllJty or obligation to defend,
prosecute, or continue any litigation, with regard to the matter
or matters requiring such cooperation.
S. PROOF OF LOSS OR DAMAGE.
In addition to and after the notices required under Section
3 of these Conditions and Stipulations have been provided the
Company, a proof of loss or damage signed and sworn to by
the insured claimant shall be furnished to the Company within
90 days after the insured claimant shalt ascertain the facts
giving rise to the loss or damage. The proof of loss or damage
shall describe the defect in, or lien or encumbrance on the
title, or other matter insured against by this Rol!g which
constitutes the basis of~mage andsha!! state,to-the
extent possible, the basis of calculating the amount of the loss
or damage. If the Company is prejudiced by the failure of the
insured claimant to provide the required proof of loss or
damage, the Company's obligations to the insured under the
policy shall terminate, including any liability or obligation to
defend, prosecute, or continue any litigation, with regard to
the matter or matters requiring such proof of loss or damage.
In addition, the insured claimant may reasonably be
required to submit to examination under oath by any
authorized representative of the Company and shall produce
for examination, inspection and copying, at such reasonable
times and places as may be designed by any authorized
representative of the Company, aU records, books, ledgers,
checks, correspondence and memoranda, whether bearing a
date before or after Date of Policy, which reasonably pertain to
the loss or damage. Further if requested by any authorized
representative of the Company, the insured claimant shall
grant Its permission, in writing, for any authorized
representative of the Company to examine, inspect and copy
all records, books, ledgers, checks, correspondence and
memoranda in the custody or control of a third party, which
reasonably pertain to the loss or damage. All information
deSignated as confidential by the insured claimant provided to
the Company pUrsuant to this Section shall not be disclosed to
Oil" ~lIlae\ved;J::.i6'\.
Plann@r; ..:JDylZt:'50lJ
Form No. 1402.92 (10/17/92)
A.L T,ll, Owner's Policy
.
.
Policy No.: 7191-701983
Page 8 of 8
. unless, in the reasonable judgment of the Company, it The provisions of this paragraph 5h211 not apply to costs, perfect this right of subrogation. The insured claimant shall
essary in the administration of the claim. Failure of the attorneys' fees and expenses for which the Company is liable permit the Company to use the name of the insured claimant
...~ red claimant to submit for examination under oath, under this policy and shall only apply to that portion of any in any transaction or litigation involving such rights or
produce other reasonably requested information or grant loss which exceeds in the aggregate, 10 percent of the remedies.
permission to secure reasonably necessary information from Amount of Insurance stated in Schedule A. If a payment on account of a claim does not cover the loss
third parties as required in this paragraph, unless prohibited by (c) The Company will pay only those costs, attorneys' of the insured claimant, the Company shall be subrogated to
law or governmental regulation, shall terminate any liability of fees and expenses incurred in aCCordance with Section 4 of these rights and remedies in the proportion which said
the Company under this policy as to that claim. these Conditions and Stipulations. payment bears to the amount of said loss.
6. OPTIONS TO PAY OR OTHERWISE SETTLE CLAIMS; 8. APPORTIONMENT If loss should result from any act of such insured claimant,
TERMINATION OF UABIlITY If the land described in Schedule (A) consists of t;vo or that act shall not void this policy, but the Company, in that
In case of a claim under this policy, the Company shall more parcels which are not used as a single site, and a loss is event, shall be required to pay only that part of any losses
have the following additional options: established affecting one or more of said parcels but not all, insured against by this policy which shall exceed the amount,
(a) To Payor Tender Payment of the Amount of Insurance. the loss shall be computed and settled on a pro rata basis as if if any, lost to the Company by reason of the impairment by
To payor tender payment of the amount of insurance the Amount of Insurance under this policy was divided pro the insured claimant of the Company's right of subrogation.
under this policy together with any costs, attorneys' fees and rata as to the value on Date of Policy of each separate parcel (b) The Company's Rights Against Non-Insured
expenses incurred by the insured claimant, which were to the whole, exclusive of any improvements made subsequent Obligors.
authorized by the Company, up to the lime of payment or to Date of Policy, unless a liability or value has otherwise been The Company's right of subrogation against non-insured
tender of payment and which the Company is obligtlted to pay. agreed upon as to each parcel by the Company and the obligors shall exist and shall include, without limitation, the
Upon the exercise by the Company of this option, all insured at the time of the issuance of this policy and shown by rights of the insured to indemnities, guaranties, other policies
liability and obligations to the insured under this policy, other an express statement or by an endorsement attached to this of insurance or bonds, notwithstanding any terms or
than to make the payment required, shall terminate, including policy. conditions contained in those instruments which provide for
any liability or obiigatlon to defend, prosecute, or continue any 9. LIMITATION OF l.IABILITY. subrogation rights by reason of this policy.
litigation and the policy shail be surrendered to the Company (a) If the Company establishes the title, or removes the 14. ARBITRATION.
for cancellation. alleged defect, lien or encumbrance, or cures the lack of a Unless prohibited by applicable law, either the Company or
(b) To Payor Otherwise Settle with Parties Other Than the right of access to or from the land, or cures the claim of the insured may demand arbitration pursuant to the title
Insured or With the Insured Claimant. unmarketability of title, all as insured, in a reasonably diligent Insurance Arbitration Rules of the American Arbitration
(i) to payor otherwise settle with other parties for or in manner by any method, including litigation and the completion Association. Arbitrable matters may include, but are not
the name of an insured claimant any claim insured against of any appeals therefrom it shall have full performed its limited to, any controversy or claim between the Company and
under this policy, together with any costs, attorneys' fees and obligations with respect to the matter and shall not be liable the insured arising out of or relating to this policy,
any service
expenses incurred by the insured claimant which were for any loss or damage caused thereby. of the Company in connection with its issuance or the breach
authorized by the Company up to the time of payment and (b) In the event of any litigation, including litigation by the of a policy provision or other obligation. All arbitrable matters
which the Company is obligated to pay; or Company or with the Company's consent, the Company shall when the Amount of Insurance is $1,000,000 or less shall be
(ii) to payor otherwise settle with the insured claimant the have no liability for loss or damage until there has been a flOal arbitlClted at the option of either the Company or the
insured.
loss or damage provided for under this policy, together with determination by a court of competent jurisdiction, and All arbitrable matters when the Amount of Insurance is in
any costs, attorneys' fees and expenses incurred by the disposition of all appeals therefrom, adverse to the title as excess of $1,000,000 shall be arbitrated only when agreed to
insured claimant which were authorized by the Company up to insured. by both the Company and the insured. Arbltration pursuant to
the time of payment and which the Company is obligated to (c) The Company shall not be liable for loss or damage to this policy and under the Rules in effect on the date the
pay. any insured for liability voluntarily assumed by the insured in demand for arbitration is made or, at the option of the
Upon the exercise by the Company of either of the options settling any claim or suit without the prior written consent of insured, the Rules in effect at Date of Policy shan be binding
.ed for in paragraphs (b)(i) or (ii), the Company's the Company. upon the parties. The aware may include attorneys' fees only
tions to the insured under this policy for the claimed loss 10. REDUcnON OF INSURANCE; REDUCTlON OR if the laws of the state in which the land is located permit a
amage, other than the payments required to be made, TERMINATION OF UABIlITY. court to aware attorneys' fees to a prevailing party. Judgment
shall terminate, including any liability or obligation to defend, All payments under this policy, except payments made for upon the aware rendered by the Arbitrator(s) may be entered
prosecute or continue any litigation. costs, attorneys' fees and expenses, shall reduce the amount in any court having jurisdiction thereof.
7. DETERMINATION, EXTENT OF UABIlITY AND of the insurance pro tanto. The law of the situs of the land shall apply to an
COINSURANCE. 11. LIABIlITY NON-CUMULATIVE. arbitration under the Title Insurance Arbitration rules.
This policy is a contract of indemnity against actual It is expressly understood that the Amount of Insurance A copy of the Rules may be obtained from the Company
monetary loss or damage sustained or incurred by the insured under this policy shall be reduted by any amount the upon request.
claimant who has suffered loss or damage by reason of Company may pay under any policy insuring either a mortgage 15. LIABILITY LIMITED TO THIS POLICY; POUCY
matters insured against by this policy and only to the extent to which exception is taken in Schedule B or to which the ENTIRE CONTRACT.
herein described. insured has agreed, assumed, or taken subject, or which is (a) This policy together with all endorsements, if any,
(a) The liability of the Company under this policy shall in no hereafter executed by an insured and which is a charge or lien attached hereto by the Company is the entire policy and
case exceed the least of: on the estate or interest described or referred to in Schedule contract between the insured and the Company. In
(i) the amount of insurance stated in Schedule A; or A, and the amount so paid shall be deemed a payment under interpreting any provision of this policy, this policy shall be
(il) the difference between the value of the insured this policy to the insured owner. construed as a whole.
estate or interest as insured and the value of the insured 12. PAYMENT OF lOSS. (b) Any claim of loss or damage, whether or not based on
estate or interest subject to the defect, lien or encumbrance (a) No payment shall be made without producing this negligence, and which arises out of the status of the title to
insured against by this policy. policy for endorsement of the payment unless the policy has the estate or interest covered hereby or any action asserting
- -(b)~ln-the-event~the-Amrn1nt-of-Insurance-stated-in'-'been'4ost-OrlfestroYed,-'fn-whicli-ctise-prii6f-or-rossor-5UChcffiirTi;Si;alllie restncredlOi:hls polley.
Schedule A at the Date of Policy is less than 80 percent of the destruction shall be furnished to the satisfaction of the (c) No amendment of or endorsement to this policy can be
value of the insured estate or interest or the full consideration Company. made except by writing endorsed hereon or attached hereto
paid for the land, whichever is less, or if subsequent to the (b) When liability and the extent of loss or damage has signed by either the President, a Vice-President, the Secretary,
Date of Policy an improvement is erected on the land which been definitely fixed in accordance with these Conditions and an ASsistant Secretary, or validating officer or authorized
increases the value of the insured estate or interest by at least Stipulations, the loss or damage shall be payable within 30 signatory of the Company.
20 pe:rcent over the Am.ount ()f Insurance state in Schedule A, days.thereafter. 16. . SEVERABILITY.
then th-is po"llcy.is subfectto the following: 13. SUBROGATION UPON PAYMENT OR SElTlEMENT In the event any provision of the policy is held invalid or
(i) where no subsequent improvement has been made, (a) The Company's Right of Subrogation. unenforceable under applicable law, the policy shall be
as to any partial loss, the Company shall only pay the loss pro Whenever the Company shall have settled and paid a claim deemed not to include that provision and all other provisions
rata in the proportion that the Amount of Insurance at Date of under this policy, all right of subrogation shall vest in the shall remain in full force and effect.
policy bears to the total value of the insured estate or interest Company unaffected by any act of the insured claimant. The 17. NOTICES, WHERE SENT
at Date of Policy; or (ii) where a subsequent improvement has Company shall be subrogated to and be entitled to all rights All notices reqUired to be given the Company and
been made, as to any partial loss, the Company shall only pay and remedies which such insured claimant would have had any statement in writing required to be furnished the
the loss pro rata in the proportion that 120 percent of the against any person or property in respect to such claim had Company shall include the number of this policy and
Amount of Insurance stated in Schedule A bears to the sum of this policy not been issued. If requested by the Company, the shall be addressed to the Company at 200 S.W.
the Amount of Insurance stated in Schedule A and the amount insured claimant shall transfer to the Company all rights and Market, Suite 250 Portland Oregon 97201-
expended for the improvement. remedies against any person or property necessary in order to 5730 0 . th ffi 'h.ch . ed' .hl II
, r 0 eo Icew I ISSU spo cy.
PoUkt-oR-Qwners1992.140z.n
.
Date Received: I-Lf -61
Planner. --:::rD
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THIS MAP IS PROVIDED AS A COURTESY OF WESTERN PIONEER TITLE COMPANY
THIS COPY OF ASSESSOR'S MAP IS PROVIDED SOLELY TO ASSIST IN LOCATING SUBJECT PROPERTY. NO LIABILITY IS
ASSUMED FOR DISCREPANCIES IN THIS MAP AS OUTLINED AND THE ACCOMPANYING LEGAL DESCRIPTJON. \ ~~ -cn
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Skyline Estates
A Residential Community in Springfield, Oregon
Stormwater Study
CONTENTS
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Executive summary
Stream Protection Report
10-Year Recurrence Interval Pre-development
10-Year Recurrence Interval Post-development
IOF Curves
SCS Soil Types
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. I...-Lf-D1
Date Recelved:-
Planner: . -5P-. ...,g
I of ~?P~
Keating Engineering LLC - 188 West B Street- Springfield, OR 97477 - (541) 726-9995
Skyline Estates Stormwater Study
Date Recelved1~.506v\(TI7\"U
Planner:
. PUBLIC WORKS DEPARTMENT / Engineering Division Phone (541) 726-3753 Fax: (541) 736-1021
STORMW A TER MANAGEMENT SYSTEM SCOPE OF WORK
- (Area bel"", this line filkdouJ by Applicant) -
(Pieasereturn to Matt Stouder @City, of Springfield Public Works Engineering; Fax # 736-1021, Phone # 736-1035.)
Project Name: 0~'iv'LI~ 60"f~J \A.(. Applicant: _~0{,. F.:..J&I~I,J' L-U
Assessors Parcel #: \'b-t?z.-ol--z..1l"~O er.fh.- Date: I It, Per.. 01:,
Land Use(s): [.,012- Phone #: 9\-1 - lz.-Ir '1 "i"ll:;
Project Size (Acres): Fax #: v v '1 "Y'l{"
Approx.hnperviousArea.: E.~!lil:. .' ~..Jv e~~f1~,J'COM
L :;:,....... : :~.. '-": ~,ox':. :<>~,::~<:;"','~~~~,"> - ._:!V_,.fu;:J'<",::;:.,.~ .;:~:,;,.."",o;:",,~~::tI.""~"'~' ~ ~ - ~;",_~;":},,,;,',:'i;fult,,"~ ,:~:.. ;1,'":",,,"'~":'~" .:
..,- . ,:.', .~ .':fr':U'J'~,"-';',,>,:,\;'~ :'~,:;:"---,.,.;. :,,!>?-:
Project Description (Include a copy of Assessor's map):
~ A1"r~ 11~
\~-n..-01--- z1 1&00 111(0) \~OO
'~-Qz..-OZ-" ~WI ~l?17
Drainage Proposal (Public connection(s), discharge locatiori(s}, etc, Attach additionaJ'sheet(s} if necessary:
0ee A--I--rc,o-\e)>
'.
Proposed Stormwater Best Management Practices:
c;;ee 41'1 4t;~e0
-"C(A;;o:~;:;~t~7~f~;lC:JI::~~;~i~O~~~~~~l;~~~;;'~~;Jj}1f*~~I~b,~Yfff.' ..-
_ _ _ ~.1!,r~!,(appl!E9iJ.g!''iO:be2q{;iiijJl~teforS1Jbn!it(fJ.I;''fiI1Ijlf.VglJJ!.(hlrJl'Aq1JJre1r!~TJtSm'!>!W!';iJS/:e.fsf!ry.L.
DraIilal!eStiidv Tvpe (EIiSPMSectioii-,.:03:2);;(NotCi'UHccmav-besubstitllted'for~R~!!onal'l\fetbod)-
o Small Site Study - (useRationalMethodforcalcuIations)
o Mid-Level Development Study~ (use UnitHydrograph Methodfor calculations)
~_ Full Drainage Development Study - (use VIiit Hydrograph MeiliOMor calclilations)
Environmental Considerations:
Of!iJJsid~p~y~lqpnH,rl'Ye<7
[]FloodwaylFloodpimn: - ""0
Ej-Other-Junsdictions:-:!4.b----
o Wellhead Zone: i-J!?r, .. ,- , .
'. 0 Wetland!Riparian: 1..J-re~;"I-r~ ~
D Soil Type I'Li(L.o~ - y)IXO.J"'Ul;te - - -
Downstream Analvsis:
)1 (N/A PUO€\f(;L,ofl\eu'f'" ft ,> t'C0'fl)6I.hofr-1E::N'I If
/1 _ Flow line for starting water surf,ace elevation:
o Design-HGL to use for starting-water surface elevation:
o Manhole/Junction to take analysis to:
. Return to Matt Stouder (a) City of-Sprinl!field, email: mstouder\aJci.sprinl!field.or:us, FAX: (541) 736-1021
Date Received:
Planner.
1---4-01
c:J}2
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COMPLETE STUD~TEMS -I FocOff\CirJUseOnly
* Based upon the information provided on the front of this sheet, the following represents a minimum of what is neededfor an
application to be complete fiJr submittalwilh respect to drainage; however, this list should not be used in lieu of the Springfield
Development Code (SDC) or the Ctry '.'I Engineering De:';ign Manual. Compliance with these requiremenLs does nol constitUfe site
approval; Additional site .'pecific information may be required. Note: Upon scoping sheet suhmittal, ensure completed form has
been signed in the space provided be/ow:
Interim Design StandardsIW ater Quality (EDSPM Chapter 3)
~'d N/A
):SJ 0 All non-building rooftop (NBR) impervious sutfaces shall be pre-treated (e.g. multi-<:hambered catchbasin wloil
filtrntion media) forstonnwaterquality. Additionally, a minimum of 50% of the NBR impelVious surface shall be
treated by vegetated methods.
o l'VrWhere required, vegetative stonnwater design shall be consistent with interim design standards (EDSPM Section 3.02),
r set forth by the Bureau of Environmental Services (BES) or Clean Water Services (CWS).
o ;sa' For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified
by the BES for vegetative treattnem
o ~ If a stonnwater treatment swale is proposed, submit calculations/specifications for sizing, velocity. flow. side slopes,
bottom slope, and seed mix consistent with either BES or CWS requirements.
o 8 Water Quality calculations as required in Section 3.03.1 of the EDSPM
o All building rooftop mounted equipment, or other fluid containing equipment located outside of the building, shall
be provided with secondary containment or weather resistant enclosure.
(;(,!IeratStul!y Requirelnents (EDSPM'~estion 4.03)
I 0 Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon.
o A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study map.
. , 0 Calculations showing system capacity for a 2-year stonn event and overflow effects of a 25-year stonn event.
. 0 The time of concentration ere) shall be determined using a 10 minute start time for developed basins.
Review of Downstream System (EDSPM Section 4.03.4.C)
. 0 ~ A downstream drainage analy~is as described in EDSPM Section 4.03.4.C. On-site drainage shall be governed by the
Oregon Plumbing Specialty Code (OPSC).
o ~ Elevations of the HGL and flow lines for both city and private systems wbere applicable.
llesi of Storm Systems (EDSPM Section 4.04)
o Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set.
. , 0 Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials,
or proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 Ib
load without failure of the pipe structure.
y O~:e:;~;~~;:;:~i:~i~~:=~) ~:~;~:~ ~~~-~~~e~:~~n ~b~or; ~:e~e~hall be designectro-
Other/Misc '0' r:o f!-- > IP~ .
._._~ 0 =ng and proposed contours, located at one foot interval. Include spot elevations, and site grades showing how site
o 'pwPrivate stormwater eilsements'~hall be clearly depicted on plans.when private.stonnwater flows from one property to
another ' . .-
o ~DrY;"ells shall not receive ~&fffrom any surface wlobeing tre~tedby~~eor more BMPs, with the exception of
_ _ _ .-residential.buiIding.roofs{EDSRSection3.03.4.A).-Additional.provisionsapply_to,thisasrequiredby_the DEQ_ .Refer _
to the website: www.deQ.state.or,nslwQ/groundwaluichome.hcmfor moteIDformatiOlt.
psi 0 Detention ponds shall.be designed to limit runoff to pre-development rates for the 2 through 25-year storm events
*Thisform shtilllHi mclUded as an attachment, inSide ihiiJiont Cover; of the iiorinwater study
~,;..._. ,~}:.,,_.,., .
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- i{iMroRii#l'~ENGtNEER;~iEAsiHmfii)iBEiowwm}si.GNi;:' '- --.: .
-," ~~~)\;;;'-~,=""!'.'-'''''',",,,-,-''''/;::-';' - - ..".... ~~-':'''',,',.. .:=,' -..,;:.,'::-_:;f.~'i'- ,-,-,,,,,.'* ;, ".''''':.~ ..:u;o,~-,.~,:r~" "_" ~ -,-
~...--
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As the engineer of reeo
study and plan set.
Signature:
Date: It? DeL <h
by certify the above required items are complete and included with the submitted stonnwater
Date Received: l-4-67
Planner. Jl) ___
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STORMW A TER REPORT EXE'CUTlVE SUMMARY
Skyline Estates is a proposed residential community to be located on the upper reaches of South 71"
Street in Springfield, Oregon. The site has not been previously developed, although access was made,
and extensive logging operations conducted, approximately 45 years ago. Springfield Utility Board
previously installed (and subsequently decommissioned and removed) a small water reservoir on the
lower portions of the development area.
Two small short intermittent stream reaches extend into the site. The western channel extends
approximately 150 ft up into the site, where it dissipates in steeper terrain. The northerly channel
extends up a sharp ravine to a bench approximately 550 ft up hill. Except in heavy or prolonged rainfall
events, neither of these channels conducts much water.
The hillsides vary in steepness from relatively flat benches to slopes approaching 45%. Timber coverage
is dense over most of the area, with several open areas, especially whre depth to bedrock is shallow
Stormwater flows were modeled using SBUH methodology with a 25-year event.
City staff has indicated that downstream stormwater capacity is restricted north of Main Street, and the
Skyline Estates project would need to moderate the post-construction stormwater discharge rates to be
equal to (or less than) the pre-construction rates.
The site was first evaluated for pre-construct conditions, with calculated times of concentration to
determine peak flows and rainfall intensity. Calculations were checked using the Rational Method,
. which is generally appropriate given the general uniformity of the site, the basin sizes, and hydrology.
The areas to be developed were divided into Phase I and Phase 2 components, and separately modeled.
Phase 2 contributes waterto Phase 1. To attenuate flows, a detention basin is proposed fora relative flat
area that is to be confined by new road construction. This basin will discharge to the upper end of the
north channel
Pre-construct flows are determined to be 7.63 CFS
Post-construction flows are calculated to be 7.66 CFS
Phase I contributes some water back to the north channel, as well as providing most of the flows to the
west channel. To attenuate flows, in-ground stormwater oetention tacilitlesare proposed1Oi'1liispliase
ofthe work.
Pre-construct flows are determined to be 5.97 CFS
P;;it-crn;strU~tion flows arecalculateci'iobe S::rSCFS-'---
Since both channels join north of the site, well before flowing to Main Street, the slight excess flow of
the north channd can-be offset by the reduced flow of the weSt channel. .
Stormwater quality issues'can-be'addressed-by Best-managementpracticesfor residential-neighborhoods,
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Skyline Estates Tentative Plan
Keating Engineering LLC
Date Reqelved: 1- Lj -b1
Planner. .JD
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and by providing detention/sedimentation on-site. Particular care must be paid to erosion control during
construction, so as not to negatively impact the detention systems.
Impervious surfaces are to be minimized, with large areas of conservation easements to maintain the
general hydrology of the existing site. lnfiltration deveices will not be used, owing to the clay soils and
the steepness of much of the site.
Generally water quality is addressed by the following:
1. Enactment of Best Management Practices (BMP's). This identifies events which can contribute
stormwater contamination, and prescribes practices which minimize their impact. It is of course
much more preferable to prevent contamination than to treat it.
2. Rerouting of upland water sources. The site is heavily forested, and woodland comprises the
largest contribution to stormwater for the site. It is sensible to drain impervious surfaces directly
to the stormwater system to avoid inclusion of colloidal clays and residential contaminants, such
as fertilizers and pesticides.. .
3. Maintenance of stormwater conveyances. This will allow proper capacity and prevent infi ltration
and allow the limited use ofbioremediation in the cascading stream flows. .
4. Installation of stormwater pretreatment facilities. The potential exists to install storm water
filters in catchbasins, area vaults, or to construct biofiltration systems which will use natural
processes to pre-treat.
HYDRAULICS
This stormwater hydrology study will analyze the current peak run-off from the site and compare
that to the anticipated run-off from the developed subdivision. The increase in peak run-off rate
will be detained on-site in piping and a pond. The outlets will-onlyallowwater to exit the site in
a manner consistent with the present run-off conditions. The site is considered to be a small
area, and the Santa Barbara Urban Hydrograph method is used, with Hydrocad software, due to
its-accuracy and'easeof-usewith-computerized-models~- - - -"-'-'.0'-'-- ..
HydroCAD is a Computer Aided Design system for modeling the hydrology and hydraulics of
stormwater runoff. It is based 'largely on the hydrology techniquesdeveloped.by the Soil
Gonsef.Vation-Ser:\lic~(SGS!NRCS),-combin<:d-with-other_hydrology-and-hydraulics.calculations.
For a given rainfall event, these:techniques are used.to:generate hydrographs.throughout a
'Vjltenl1ed. Typic(llly, t:Q.\.s all()'Y~fu~~~giJJ~en(J v~Iify II11\t agiy~nQf~L~g~;~y.s.tertl is a~equate
for the area under consideration, or to predict where flooding or ero'si;)n is Hkely to occur.
The Santa Barbara Urban HYdrogrnphIJiethod(SBUH)wasdeVeloped:by:th"t:"Sltiita Barbara
County (California) Flood Control and Water Conservation District
TheSBUH method'has many similarities to theSCS Unit Hydrograph.procediJre. Both
tecliriiques employ tlie same SCS curve Iiiliiibers; runoff eqilatioi1
Skyline Estates Tentative Plan
Keating Engineering LLe
Date Received:.JA--01
Planner: 5D
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, and rainfall distributions. However, the SBUH method does not utilize a unit hydrograph or the
convolution process. (Note that the "UH" stands for Urban Hydrograph, not Unit Hydrograph.)
The basic SBUH runoff procedure is as follows:
I. Compute the instantaneous hydrograph: The storm is divided into equal time increments
(dt). At each increment, the SCS Runoff Equation is used to determine the precipitation
excess. The difference between the successive values represents the instantaneous runoff
at that point in time.
2. Compute the runoff hydro graph: The runoffhydrograph is obtained by routing the
instantaneous hydrograph through an imaginary reservoir with a time delay equal to the
time of concentration. The following equation is used to estimate the routed flow at each
point in time:
Q2 = Q1 + w [ll + 12 - 2 Q1 ]
where w = dtJ(2 Tc + dt)
Q I, Q2 = Runoff at beginning and end of interval dt [CFS]
I I, 12 = Instantaneous runoff at beginning and end of interval dt [CFS]
dt = Calculation time increment [minutes]
Tc = Time of concentration [minutes]
w = Routing Coefficient
hydrograph represents the flow of water past a certain point over a.givenperiod of time.
For calculation purposes, each hydro graph consists of flow values (ordinates) that occur at a
given Jime. increment throughout a certain .time SpaJ1.. -~ach-llY<.lr{)graph-hasa peak-flow-and a
total volume.
SOIL CLASSIFICATION AND CURVE NUMBERS
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Soils are classified into hydrologic soil groups to -indicatethe-mihirtiuin tate of infiltration
obtained for bare soil after prolonged wetting. The HSG's,vihichare A,EI, C, and-b, ar~one
element used in-deterrrlinirig rurloff curvenUlnber. - '-
The infiltration rate is the rate at which water enters the-soil at-the soil-surface. It is controlled-by
surface conditions_ HSG also indicates the transmission rate "the rate at which the water moves
-through-thesoiI. This rate is controlled by the soilproflIe: The-soil group usedJor tliis study is
Group Dforpre-development in.thepasture land, and-Group C inthe-Iandscaped areas, which
are much mope likely to contain amended-soils and pervious-landscape surfaces: HSG-D-has
Skyline Estates Tentative Plan
Keating Engineering LLC
Date Received:J.::t-D1
Planner: ()t>
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very low infiltration rates wheI1 thoroughly wetted, and consist chiefly of clay soils with a high
swelling potential, soils with a permanent high water table, soils with a claypan or clay layer at or
near the surface, and shallow soils over nearly impervious material. These soils have a very low
rate of water transmission (0-0,05 in/hr). HSG C soils have low infiltration rates when
thoroughly wetted, and consist.chietly of soils with a layer that impedes downward movement of
water, and soils with moderately fine to fine texture. These soils have a low rate of water
transmission (0.05-0.15 in/hr).
STUDIES
The attached studies include the following:
I. Pre-development analysis. This is based on pre-build conditions and calculates the
maximum flow rates for the present site, and the maximum flow rate which can be
discharged from the site after completion of construction activities.
2. Post-development/Goy; drainage basin. This moaersi..he desIgn event, a.'1d should
function without impinging on roadways, or result in long-term standing water
Maps of the basins are included in the pre-development and post-development sections
Soils mapping and IDF curves are included at the back of the report
CONCLUSIONS
The-pre-development-analysis-indicates-acdrainage cbasin-of28c64,acreswith-l-3 :60-GFS -
discharge to the culverts under S 71" St on the.norht and west boundaries of the site
The post"development analysis,indicatesa drainage basin of27:40,acres.wi'th13.11 CFS
dis_charge...8..sJighLvariation.iscthe.resulLofneglecting_a.small_drainag~lJa-that-dees.not-affeGt
the site discharges. -
Based on this study, the stormwater system as designed has the capacity to fulfill requirements
set'forth'in.the'Gity'ofSpringfield-ehgineering~stan'dards: - . - - -- - --
Skyline Estates Tentative Plan
Keating Engineering LLC
Date Rec:elved: I At ,01
Planner: SD
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. Stream Protection Report
SKYLINE ESTATES LLC
Prepared by Keating Engineering using data takenfrom previous similar reports, consultation with the team
Land~cape Architect, Soils Engineer and his agronomist, and texts referenced in the bibliography
For the purpose of this report, the riparian ecosystem is defined as the landscape adjacent to drainage ways
that exhibit vegetation, soil, and hydrologic capacities along topographic and moisture gradients that are
distinct from the predominant land~cape surface types. Major plant communities to be initiated are described
in the arborist's report, which is part of this submittal.
Riparian management typically focuses on managing or restoring a stable zone of riparian vegetation adjacent
to the aquatic system for the enhancement of water quality and wildlife habitat. Evaluation, design, and
implementation of management strategies in riparian areas rely on many considerations, such as successional
stage of existing vegetation, geographic location, soils, water regime, topography, and fauna.
The normal functionalities of wests ide riparian-wetlands zones consistent with this intermittent stream are
defined below. This report is also intended to provide the reviewer and subsequent owners/users of Skyline
Estates with basic supporting information to encourage thoughtful management of the riparian resource, and
to identify the functionality we want to support. Presently, the open, un shaded ditch is contributing thermal
pollution to the nearby salmonid streams, and it does not appear to support significant plant, reptilian,
amphibian, avian, or mammalian species.
.
This habitat is characterized by upland hydrology and soils and intermittent flowing freshwater. Currently
,the subsurface soils are moderately expansive clays and do not contribute significant amounts of water to
the stream flows. The watercours~flowsonly"whhen storm"events"reslutin surface flows from the site.
Gleyed or mottled mineral soils, organic soils, or alluvial soils are not evident in this zone. Floodingregimes
are notpossible due to the steep gradient of the channel. This type of habitat typically occupies patches or
linear_strips.withina .matrix "()ff'0f,estor-regrowingJorest.-Tht.)~Ji)9stjt~qll"el!t"ll1ll.tri~habiJat-is.Westside..
Lowlands Conifer. Hardwood Forest. If not forest, the matrix can)JeAgriculture, Urban, and/or Westside
Grasslands. This habitat also forms mosaics with or includes sll!all p,atches of Herbaceous WetIands.
---- .. --Sincenparian conaifiOilis otte,!: !!proauct of thebioge'?Cj1emi9'll,;P!S'ge~ses occurring among a,qllatic,
npari.an?and terrestrialcomm~ni?~~,Jll~llgement applied toc~y.o.n..t'..cif!hes~"eEosystems may sllbse.qut.)!itJy
.atTectthe other ecosystems. This.isrspecially truewhen.management,occurS.in.upland'areas -because.results
of the action (positive or negative)~iJl uIt!mately be realized at lQ';;~~~ei~yat;onsites. Since uplMd areas of
lliis.site are largely-resiaential,and.~the riparianand aquatic ec()systemsareinterdependent, management
practices shouli:lbe viewed in"liglitoftheimpacts they will haveonthe entire landscape of the complex, and
the suburban areas to the east, :For tpis relison, we deterl)lined that we should distribute riparian
fuiicti6nlilities throughout the site, takmgadvantage of policies w!iich ii/low"the slight reduction inseiback
from the ditch if this is done, .
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Skyline Estates LLC Riparian Area Protection Report
Keating Engineering LLC
Data Received:.J.:.i.QL
Planner. \J1)
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. Goals for Riparian Area Development
The following is an outline of riparian functions, and a review of techniques used for planning,
implementing, monitoring, and measuring project success of creation/restoration efforts.
Maintaining Temperature
The present watercourse is deeply shaded and protected on the norht slope of the hillside. Since stream flows
do no occur except during relatively intense rainfall event, summer temperature control is not seen to be
critical, as sunny warm weather obviates heavy rainfall amounts. Thermal control is to be protected using
shade, in the form of existing natural landscape material, or planted as saplings on the streamside, to allow
for rapid and effective establishment. Since there are not needs for on-going maintenence, we are not
proposing to plant at this time.
Maintaining Channel Stability
We are not altering the sides ofthe,channel, and the stream course has been functional without any reported
maintenance in the past
Providiug Flood Storage
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No flood storage is planned. .
Providing Groundwater Recharge
The lociH soil profiles c6risisfof relatively iriiperviousclayss, atfd'water'Ojes not: percolate downward as
much as flowing laterally in the stream.
Removing Sedimeuts:
The turbulent flowsexpected.inthtschannel section are not con<!!i~ivetos~djIi?~ntdep9sistion
Reducing Contaminants
Contaminant reduction is achieved by oxidation and eventual bioremediati<l.n.
Habitat Formation
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Skyline Estates LLC Riparian Area Protection Report
Keating Engineering LLC
Date Received:
Planner:
1-4-.-01
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. Composition.
Bigleafmaple (Acer macrophyl/um) is the most widespread tree species in the north drainageway. Conifers
that frequently dominate or co-dominate include western red cedar (Thuja plicata), western hemlock (Tsuga
heterophyl/a), and Grand fir (Abies grandis). . Douglas-fir (Pseudotsuga menziesii) is relatively common.
Shrubs that commonly dominate underneath a tree layer include salmonberry, salai, vine maple, and cascara.
Natural Disturbance Regime.
The primary natural disturbance is intermittent stream flow during high-intensity storm events. Flows can
vary, but will not exceed 5 or 6 CFS in the most intense period, and we will not experience the creation new
surfaces for primary succession, erosion of existing streambank communities, or the deposition of sediment
and nutrients on existing communities. Most plant communities are more or less adapted to a particular
regime and by using native materials, the most adaptable types will predominate over time. Debris flows will
not be an important contributor. .
Succession and Stand Dynamics.
Riparian habitats are extremely dynamic. Succession varies greatly depending on the hydro-geomorphic
environment.. Successional sequences are not completely understood and can be complex, and often result
in vegetation changes.
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Effects of Management and Anthropogenic Impacts.
Intense disturbance in mixed riparian or forests often results in establishment of red alder, and its ensuing
long-term dominance. Increases in nutrients and pollutants are other common anthropogenic impacts.. Many
other exotic species also occur.
Outline of Proposed Riparian A~ea Establishm~lit
The following items are needed to support riparian functions:
. Infiltration of stormwa1er on.si~e.to.sustain.the,plantcommunitieswhich provides shadetothestream
banks
. location of stormwaterpretreatment upstream of the channel.
. .'
provide connectivity with the ditch and other wildlife mitigation areas throughout the site
Bibliograpby:
_O~Neil,~Thomas.A.,;David:H.~Johnson,cCbarleY.cBarrett;;Marla:Trevithic:I4:Kelly.A~;Bettinger ,.Ehr.is:Kiilsgaard,:Madeleine.. __ _ __
Vander'Heyden',Ev8'L. G-red~,Derek Stinson,"BruceG Ma~~t,:'PatrickJ.~Doran;Susan Tank, andl~aurie,_WuDder. Matrixes
for Wlldllfe-Hl1:bitiit Reliitioir~hipin 'Oregon andWashiir"gi'oil. Nciribw.siHabitatInStItiite. foof. In D; II. Join;..;n and T. A.
O'Neil (Manag. Dirs.) Wildi;je-Habitat Relationships in Oregon ~nd'WashiniJton. Oregon State Univer.ity:P~ess,Corvalli.,
Oregon,.USA.2ool.
.
Skyline Estates LLC Riparian Area Protection Report
Keating Engineering LLC
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l '-j i , HJ.-J-t nn_' Ker y s equa. . ,H~+J... I I-+-'I
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-of -1~t-1- t _L,~~ - 'verland flow d~stance (ft) ~ 300, -+~". t' ,j>-J- - - t
+f.4 -tm::tH'~'-L......L.....J-1 I 1 I , I I t+~..w......Lj I lIe ff cJ.ent - 8....I1 ' ,
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1 r- (- LL,-tt- 11-1- -r, r-,l-l -t r~-r-l~--'-I-~Il-~I ,-r-rr-, r-r-~ h d 10 e:= ,35 r-TTfi-l '-j-j-l--
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DATE 16DEC06
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SKYLINE ESTATES PREDEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Page 2
12/1712006
Area Listing (all nodes)
Area (acres) eN Description (sub cats)
28.640 70 Woods, Good, H8G C (18,28,38,48,58,68,78)
28.640
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.
Date ReceiVed:~
Planner:. --n-..
"'---!y-.--..........- -_... ~
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SKYLINE ESTATES PREDEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 3
12/1712006
Time span=5.00-24.00 hrs, dt=0.05 hrs, 381 points
Runoff by SBUH method, Split Perviousllmperv.
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: S81 Runoff Area=6.540 ac Runoff Depth>2AO"
Flow Length=1 ,340' Slope=0.3500 '( Tc=10.0 min CN=70/0 Runoff=4.34 cts 1.308 at
Subcatchment 2S: S82 Runoff Area=5.240 ac Runoff Depth>2AO"
Flow Length=700' Slope=0.3500 '( Tc=10.0 min CN=70/0 Runoff=3A8 cfs 1.048 al
Subcatchment 3S: S83 Runoff Area=4.630 ac Runoff Depth>2AO"
Flow Length=1,400' Slope=0.3500 '/' Tc=10.0 min CN=70/0 Runoff=3.07 cts 0.926 at
Subcatchment 4S: S85 Runoff Area=4.620 ac Runoff Depth>2AO"
Flow Length=800' Slope=0.3300 '/' Tc=10.0 min CN=701O Runoff=306 cts 0.924 at
Subcatchment 5S: SS6 Runoff Area=4AOO ac Runoff Depth>2AO"
Flow Length=1 ,050' Slope=0.3200 '/' Tc=10.0 min CN=70/0 Runoff=2.92 cIs 0.880 al
Subcatchment 6S: S87 Runoff Area=2.610 ac Runoff Depth>2AO"
Flow Length=670' Slope=0.3500 '/' Tc=10.0 min CN=70/0 Runoff=1,73 cIs 0.522 at
Subcatchment 7S: S84 Runoff Area=0.600 ac Runoff Depth>2AO"
Flow Length=190' Slope=0.3500 '( Tc=10.0 min CN=70/0 Runoff=OAO cts 0.120 at
Reach 8R: INTERMITTENT STREAM Avg. Depth=0.23' Max Vel=5.99 tps. Inflow=3.07 cts 0.926 at
n=0.050 L=400.0' S=O.3625 '/' Capacity=340.78 CIs OiJtflow=305 cts 0.924 at
Reach 11 R: DITCH
Avg. Depth=0.Q3' M'lx Yel=4.34 tps Inflow=OAO cIs 0.120 at
n=0.012 L=150.0' S=0;1667 '( Capacity=154.28cts Outflow=OAO cIs 0.120 at
Reach 12R: DITCH
Avg. Depth=0:09' Max Vel=8.33tps .lnflow=3.06 cIs 0.924 at
n=0.012 L=145.0' S=,0.2069 '/'Capacity=t71.87 cts OutfloW=3.06cts 0.924 at
PeaKl:l.ev=8.24~85'~lntlow=3137cfs-1~1'6'8.at-
12;0".x.50;OCCuivert '0utflow=3.87 cIs 1.168 at
.PoncC1 Of>::CutVERTIHEADW.A:tL:
Pond 14P: CULVERT/HEADWALL
Peak Elev=826.71' Inflow=5.97 cfs 1.804 at
12:0"'i(iro:ii:9i1fvert-:6jJtflow=5:97cts-1~80'lat.
Link 15L: DISCHARG,E TO ADJACENT
Inflow=1.73 cts 0.522 at
Primary=1.73'cfs 0.522 at
Link 17L: DiSCHARGE TO ADJACENT
I nflow=.4. 3<1 cts 1.308 at
Primary=4.34 cts 1.308 at
Total Runoff Area = 28.640 ac Runoff Volume = 5.730 af Average Runoff Depth = ?.40"
100;00% Pervious Area = 28.640 ae 0.00% Impervious Area = 0.000 ae
Date Recelved:J,Lf.v7
Planner: 3.0
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SKYLINE ESTATES PREDEVELOPMENT
Prepared by Keating Engineering LLC
HvdroCA[)@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 4
12/17/2006
5ubcatchment 15: 5B1
VARIES SLIGHTLY FROM COMBINED KIRPICH/KERBY CALCULATIONS ATTACHED - SEE
COMPARISON OF DISCHARGE DATA
Runoff
4.34 cfs @ 7.89 hrs, Volume=
1.308 af, Depth> 2.40"
=
Runoff by SBUH method, Split Perviousllmperv., Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
6.540
6.540
CN Description
70 Woods, Good, HSG C
70 Pervious Area
T c Length Slope Velocity Capacity Description
(min) . (feet). .(ftIft). (ftIsec). .(efs)
9.1 1,340 0.3500 2.47 Lag/eN Method, HILLSIDE
9.1 1,340 Total, Increased,to minimum Tc = 10.0 min
5ubcatchment 2S: 5B2
VARIES SLIGHTLY FROM COMBINED KIRPICH/KERBY CALCULATIONS ATTACHED. SEE
COMPARISON OF DISCHARGE DATA - DISCHARGE COMPUTED TO REACH AT HEAD OF
DRAINAGE IN SB3
Runoff
3.48 cfs @ 7.89 hrs, Volume=
1.048 af, Depth> 2.40"
=
Runoff by SBUH method, SplitPerviousllmperv., Time Span= 5:0Cf.24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
5.240
5.240
CN Description
70 Woods, Good, HSG C
70 Pervious Area:
.
Tc[engtn-Slope \7elocitrCapaciij .Descnptlon
(min) . (feet) ,(ftltt) (ftIsec) (Cfs)
'5;4.'-- 'YOb-:::()i'3500 '--:2J'( . '-~'LaQTCNiMeth()d;;HiIlSf[)E
5.4 70.0 toJ~I, Inc:reas.~ to minimum tc = 1Q.0'min
StibcatchmEmt 35:5B3
VARIES SUGHTL Y FROM COMBINED KIRPICHiKERBY CALclJU\TIONS ,A,TTACHED - SEE
COMPARISON OF DISCHARGE DATA
Runoff
3.07 cfs @ 7.89 hrs, Volume=
0.926 af, Depth> 2.40"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
1--+01
D9te Recelved:-
Planner. . 5'P
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SKYLINE ESTATES PREDEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 5
12/17/2006
Area (ac)
4.630
4.630
CN Description
70 Woods, Good, HSG C
70 Pervious Area
Tc
(min)
9.4
9.4
Length
(feet)
1,400
1,400
Slope Velocity Capacity Description
(ftlfl) (ftlsec) (cfs)
0.3500 2.49 Lag/eN Method, HILLSIDE
Total, Increased' to minimum Tc = 10.0 min
Subcatchment 4S: SB5
VARIES SLIGHTLY FROM COMBINED KIRPICH/KERBY CALCULATIONS ATTACHED - SEE
COMPARISON OF DISCHARGE DATA
Runoff
3.06 cfs @ 7.89 hrs, Volume=
0.924 af, Depth> 2.40"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
4.620
4.620
CN Description
70 Woods, Good, HSG C
70 Pervious Area
Tc
(min)
6.2
6.2
Slope Velocity Capacity Description
(ftlfl) (ftlsec) (cfs)
0.3300 2.16 Lag/CN Method, HILLSIDE
Total, Increased to minimum Tc = 10.0 min
Length
(feet)
800
800
Subcatchment 5S: SB6
VARIES SLIGHTLY FROM COMBINED KIRPICH/KERBY CALCULATIONS ATTACHED - SEE
COMPARISON OF DISCHARGE DATA .
=
2.92.cfs.@_7..B9.hrs,_\l.olume=
O. 88b"af,_Depth>--2_40~
__Runoff
Runoff by SBUH method, SplitPervibus/lmperv., TimeSpan= 5.00-24.00hrs, dt= 0,05 hrs
Thurston'24-hr 25~yr-Rainfall=5;50"
.. - --Area (ac)
4;<100
4.4ba
CN'Oescription-'-'
10 Woods, Good: HSG C
70 Pervious Area
.
Tc
(min)
7.8
7.8
Length Slope Velocity. Capacity Description
-(feet) ---(ftlfl) (ftlsec) (cfs)-
1,050 0.3200 2.25 Lag/CN Method, HILLSIDE
1,050 Total, Increased to minimum Tc = 10.0 min
Date Received:. l-L-f, D1
Planner: dD
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Thurston 24-hr 25-yr Rainfall=5.50"
Page 6
12/17/2006
SKYLINE ESTATES PREDEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Subcatchment 65: SB7
VARIES SLIGHTLY FROM COMBINED KIRPICH/KERBY CALCULATIONS ATTACHED - SEE
COMPARISON OF DISCHARGE DATA
Runoff
1.73 cfs @ 7.89 hrs, Volume=
0.522 af, Depth> 2.40"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50" .
Area (ac)
2.610
2.610
CN Description
70 Woods, Good, HSG C
70 Pervious Area
T c Length
,(min)___ .(feet1-
5.2 670
5.2 670
Slope Velocity Capacity Description
. .(ftlft) (ftlsec) (cfs)
0.3500 2.15 Lag/eN Method, HILLSIDE
Total, Increased to minimum Tc = 10.0 min
Subcatchment 7S: SB4
VARIES SLIGHTLY FROM COMBINED KIRPICH/KERBY CALCULATIONS ATTACHED - SEE
COMPARISON OF DISCHARGE DATA - DISCHARGES TO DITCH ON S 71 AND FLOWS TOP
CULVERT
Runoff
0.40 cfs @ 7.89 hrs, Volume=
0.120 af, Deptr> 2.40"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
0:600
0:600
CN Description
70 Woods, Good: HSG C
70 Pervious Area
Tc:J:engtn-slope - \7elOcity::--capaciiyDesciiption
(min) (feet) (ftlft) (ftlsec)r (Cts)
- 1:9-.:.,190'0.350b . ~f6j:;;. _.:.... . Lag/CN'Method,HILlSIDE.
1.9 190TCltal,lncr~,!~ed to minimum Tc = 100min
.
Reach 8R: INTERMITTENT STREAM
[82] Warning:E.arly inflow requires eariier iime span
Inflow Area =
Inflow =
Outflow =
4.630ac; -lnflow.Depth > 2AO"
3.07 cfs @ 7.89 hrs, Volume=
3.05 cfs @ 7.92 hrs, Volume=
0.926 af
0.924 af, Allen= 1%, Lag= 1.9 min
Date Received: I ~c.t -b 1
Planner: .:JD
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SKYLINE ESTATES PRE DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 800 sin 002262 @2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 7
12/17/2006
Routing by Stor-lnd+Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.99 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 3.22 fps, Avg. Travel Time= 2.1 min
Peak Storage= 205 cf @ 7.90 hrs, Average Depth at Peak Storage= 0.23'
Bank-Full Depth= 3.00', Capacity at Bank-Full= 340.78 cfs
2.00' x 3.00' deep channel, n= 0.050 Mountain streams wllarge boulders
Side Slope Z-value= 1.0 'I' Top Width= 8.00'
Length= 400.0' Slope= 0.3625 'f
Inlet Invert= 970.00', Outlet Invert= 825.00'
Reach 11 R: DITCH
[82] Warning: Early inflow requires earlier time span
Inflow Area =
Inflow =
Outflow =
0.600 ac, Inflow Depth> 2.40"
0.40 cfs @ 7.89 hrs, Volume=
0.40 cfs @ 7.91 hrs, Volume=
0.120 af
0.120 af, Allen= 0%, Lag= 1.0 min
Routing by Stor-lnd+Trans meth'od, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 4,34fps, Min. Travel Time=0,6.min
Avg. Velocity = 2.47 fps, Avg. Travel Time= 1.0 min
Peak Storage= 14 cf@7.90hrS; Average 8epth ai'PeakStorage='0:03'
Bank-Full Depth= 0.50', Capacity-afBank-Full= 154.26cfs
2,00' x 0,50' deep channel, ri=0.012
Side.Slope.Z~value= "56.b-1_0':f~-Widtl:1=.2-7_50'
Hfngtt1=150.0' SI6pe=0,1667'f ,.
Inletl Iwert=850 :()Q', -OufleifJriverti,;S25:0Cl'
:j:
Date Recelved:~
Planner: .:::fD
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SKYLINE ESTATES PREDEVELOPMENT
Prepared by Keating Engineering LLC
HvdroCAOO 8.00 sin 002262 @2006HvdroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rain;al/=5.50"
Page 8
12/1712006
Reach 12R: DITCH
[82] Warning: Early inflow requires earlier time span
Inflow Area =
Inflow =
Outflow =
4.620 ac, Inflow Depth> 2.40"
3.06 cfs @ 7.89 hrs, Volume=
3.06 cfs @ 7.90 hrs, Volume=
0.924 af
0.924 af, Allen= 0%, Lag= 0.5 min
Routing by Stor-Ind+ Trans method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.33 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 5.06 fps, Avg. Travel Time= 0.5 min
Peak Storage= 53 cf@ 7.90 hrs, Average Depth at Peak Storage= 0.09'
Bank-Full Depth= 0.50', Capacity at Bank-Full= 171.87 cfs
2.00' x 0.50' deep channel, n= 0.012
Side Slope Z-value= 50:0 1.0 '/' Top Width= 27.50'
Length= 145.0' Slope= 0.2069 '/'
Inlet Invert= 870.00', Outlet Invert= 840.00'
:I:
Pond 10P: CULVERT/HEADWALL
EXISTING CULVERT UNDER S 71ST ST
[82] Warning: Early inflow requires.e'arlier time span
[57] Hint: Peaked at 824:85'(FloOd.elevation advised)
Inflow Area =
.Inflow..
.Outflow =
~P"rrl]l~ry =
5,840 ac, lIiflow,Depth> 2.40"
3:8n;ls-@-7:B.~'~olume-
3.87.cfs:@7:89.hrs, Volume=
~:~J;g~@ . ?~~;~rs, VoLum~",
n68'"ilf
1.19?af, Allen= 0%, Lag= O,O.min
.1. 16.8.af
. -~Routir1g.by'Stor"'nd.me!hod;~~r:ime'Span=.5:00-24:00.t:irs,dt=.0'05'hrs.---.- -----
F'eakEleli='824.85' @.7:89 hrs .
Device. Routing.
#1 Primary
Invert Qutlet.Deliices u. _ u... .... u' . __ . .... _.
823.00' 1.2:0" x 5.0:0' l.CJflg C.Ll'\(,llrt c;MP, mitllrlld to ,"priform ip fiU, Ke= 0.700
QUtletlnve'rt=-Bn.OO' S=0:0200 '/' Cc= 0.900 n= (),014
Primary OutFlow Max=3,86 cfs @ 7.89 hrs HW=824.84' (Free Discharge)
Y=Culvert (Inlet Controls 3.86 cfs @ 4.91 fps)
Date Recelved:_I;Lf;Dl
Planner: -JD
.
.
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SKYLINE ESTATES PRE DEVELOPMENT
Prepared by Keating Engineering LLC
HvdroCAOO 8.00 sin 002262 @2006,HvdroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 9
12/1712006
Pond 14P: CULVERT/HEADWALL
EXISTING CULVERT UNDER S 71ST ST
[82) Warning: Early inflow requires earlier time span
[57) Hint: Peaked at 826.71' (Flood elevation advised)
Inflow Area =
Inflow =
Outflow =
Primary =
9.020 ac, Inflow Depth> 2.40"
5.97 cfs @ 7.90 hrs, Volume=
5.97 cfs @ 7.90 hrs, Volume=
5.97 cfs @ 7.90 hrs, Volume=
1.804 af
1.804 af, Allen= 0%, Lag= 0.0 min
1.804 af
Routing by Stor-Ind method, Time Span= 5.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 826.71' @ 7.90 hrs
Device
#1
Routing
Primary
Invert Olltlet Devices
823.00' 12.0" x 50.0' long Culvert CMP, mitered to conform to fill, Ke= 0.700
Outlet Invert= 822.00' S= 0.0200 'r Cc= 0.900 n= 0.014
~mary Outflow Max=5.96 cfs @ 7.90 hrs HW=826.69' (Free Discharge)
1=Culvert (Inlet Controls 5.96 cfs @ 7.59 fps)
.
Link 15L: DISCHARGE TO ADJACENT
DISCHARGE SHEET FLOWS OFF SITE TO ADJACENT PROPERTIES - UNDEVELOPED HILLSIDES
BEHIND EXISTING RESIDENCES
Inflow Area =
Inflow =
Primary =
2.610 ac, Inflow,Depth> 2.40"
1.73 cfs@ 7.8.9 hrs, Volume=
1.73cfs@ 7.89hrs, Volume=
0.522 af
0.522 af, Allen= 0%, L~W= 0.0 min
Primary outflow = Inflow, Time Span: 5.00-24.00hrs, dt= 0.05 hrs
Link .17L:DI.SCHARGE TO ADJACENT
[)I$CHARGE SHE;P F,-QW~t9FF$ITE TO DITCHBELOVVSITE - DOES t)lOT FLOW TO CULVERT
ATN-ENQOF DE~~<Lg~~5r-J.I~_R~ . .
-----.lnflow.Area'=~6.540'ac,-"lnflow'0eplh,>-2AO~--
Inflow = 4.;jkdsj~ 789hrs, Volume",
Primary = 4.34 cfs @ 7.8~ hrs, Volume=
1.308 af
1.308 af, Allen= 0%, Lag= O.Omin
Primary outflow = Inflow~Tirrie Span'; 500-24.00hrs, dl= 0:05 hrs
.
Date Received:JA....61
Planner. JD
.
.
.
.
.
Phase 1
Post-deve/op-ment Aha1y.sis
25~yr .iecuri~ncejntental
Keating Engineering LLe - 188 West B Street - Springfield, OR 97477 - (541) 726-9995
Skyline Estates Stormwater Study
Date ReceiVed:~
Planner: . JD
.
.
.
.
'"
"
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...
...
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Date Received:
Planner: crP.-
........
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.
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.
. .
--
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PHA 7 E.
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Date Received:
Planner: I 3D
1~+Dl
.
"
,
..'
/ ...,
~. '--
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_/ ./ ./
./ ..--// ..--/...............//....../
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Date Received:~ -4-01
Planner: JD
.
-----
.
--
~
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.
--\- -- ~- ~-
-- -- -- -- --
-- --..- ..-
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,
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,
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (acres) eN Description (subcats)
.
9.640 79 1 acre lots, 20% imp, HSG e (218,448,508,518,52S)
0.970 81 1/3 acre lots, 30% imp, HSG e (538)
4.430 83 1/4 acre lots, 38% imp, HSG e (268,458,468)
15.040
.
Page 19
12/17/2006
1- i /D I
Date Received:
Planner: 51)
.
.
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.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAO@ 8.00 sin 002262 @ 2006 HvdroCAO Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 20
12117/2006
Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points
Runoff by SBUH method, Split Pervious/lmperv.
Reach routing by Stor-Ind+ Trans method Pond routing by Stor-Ind method
Subcatchment 21S: SB liB
Runoff Area=2.290 ac Runoff Oepth>3.13"
Tc=10.0 min CN=74198 Runoff=2.22 cfs 0.598 al
Subcatchment 26S: SB1A
Runoff Area=1.860 ac Runoff Depth>3.47"
Tc=10.0 min CN=74/98 Runoff=2.08 cIs 0.538 al
Subcatchment 44S: SB1 B
Runoff Area=2.280 ac Runoff Oepth>3.13"
Tc=10.0 min CN=74/98 Runoff=2.21 cIs 0.596 al
Subcatchment 45S: SB1C
Runoff Area=1.440 ac Runoff Oepth>3.47"
Tc=10.0 min CN=74/98 Runoff=1.61 cIs 0.416 al
Subcatchment 46S: SB1 D
Runoff Area=1.130 ac Runoff Oepth>3.47"
Tc=10.0 min CN=74/98 Runoff=1.26 cIs 0.327 al
Subcatchment 50S: SBII
Runoff Area=1.780 ac Runoff Depth>3.13"
Tc=10.0 min CN=74/98 Runoff=1.73 cIs 0.465 al
Subcatchment 51S: SB1B
Runoff Area=2.280 ac Runoff Depth>3.13"
Tc=10.0 min CN=74/98 Runoff=2.21 cIs 0.596 al
Subcatchment 52S: SBIF
Runoff Area=1.01 0 ac Runoff Depth>3.13"
Tc=10.0 min CN=74/98 Runoff=0.98 cIs 0.264 al
Subcatchment 53S: SBIG
Runoff Area=0.970 ac Runoff Depth>3.32"
Tc=10.0 min CN=74/98 Runoff=1.02 cIs 0.268 <:II
Reach 19R: INTERMITTENTSTRE~M Avg. Depth=O.OO' Max Vel=O.OO Ips
n=O,O;;O L=500.0' S=0.3000 'I' Capacity=228:50 cIs Outflow=O.OO cIs 0.000 al
Reach-49R:~~IRlNG . --;tivg-:-':[)fiptfi=0~2'1'--:Max-xrer=14~62nP51nflow=2.08 cfs 0.538al
0=12.0" n=0.011 L=400.0' S:=0,,1625-'I'Capacity=16:97cls 0utflow=2.07 cIs 0:537 al
Reach 54R: (new Reach) _ _ Avg Depth=0.45' Max Vel=8.06 Ips Inllow=2.73 cIs 2.0H al
. 'El=12:0"-n=;0:011-t=200:0'-S=0;0250"I'-CapaCity=6;66-clS-OOtflow=2:73clii-2:0:16al
Reach 56R: PIPING T9:I:XISTING INT~RMITT Avg. Oepth=0.04' Max Vel=9.14 Ips Inflow=1.26 cfs 0.327 al
..D=12,0"n=0,011 'L=250,O' S=Oc3000'I'Capacity=1;289:52 cfsOutflow=1.26cls 0:326 al
Reach 58R: PIPING Ayg. g~plIFO.~Q' .Max l,Iel;o17.38 fps Inflow0'3.18 cIs 0.859al
D=8.0" n=0.011 L=200.0' S=0.1750 'f' Capacity=5.97 cIs Outflow=3.18 cfs 0.859 af
Reach 59R: PIPING
0=12.0" n=0.011
Avg. Oepth=0.26' Max Vel=13.83 Ips Inflow=2.21 cfs 0.596 al
L=190.0' 8=0.1316 'I' Capacity=15.27 cfs Outflow=2.21 cfs 0.595 al
Date Received: I A'H~7
Planner: J1>
.
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 21
12/1712006
Reach 61R: (new Reach) Avg.Oepth=031' Max Vel=9.43 Ips Inllow=1.98 cis 2.016 al
0=12.0" n=0.011 L=1000' S=0.0500 'f Capacity=9.42 cfs Outflow=1.90 cfs 2.016 af
Pond 48P: STORAGE PIPING
Peak Elev=981.92' Storage=0.231 af Inflow=6.01 cfs 1.601 af
Outflow=1.57 cfs 1.601 af
Pond 57P: (new Pond) ( C 17 \" ') l \ S'" S-r )
Peak Elev=842.58' Inflow=5.45 cis 1.454 al
12.0" x 50.0' Culvert Outflow=5.45 cis 1454 al
Pond 60P: STORAGE PIPING Peak Elev=987.23' Storage=0.231 al Inllow=2.73 cfs 2.016 al
Outflow=1.98 cis 2.016 al
Link 55L: DISCHARGE TO PHASE 2 FLOWS Inflow=1.90 cis 2016 al
Primary=1.90 cis 2016 af
Total Runoff Area = 15.040 ac Runoff Volume = 4.068 af Average.Runoff Depth = 3.25"
74.05% Pervious Area = 11.138 ac 25.95% Impervious Area = 3.902 ac
/
.
Date Received:
Planner:
1~+Dl
crD
.
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5 50"
Page 22
12/17/2006
Subcatchment 215: SB liB
DIRECT ENTRY Tc
Runoff
2.22 cfs @ 7.88 hrs, Volume=
0.598 af, Depth> 3.13"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
2.290
1.832
0458
CN Description
79 1 acre lots, 20% imp, HSG C
74 Pervious Area
98 Impervious Area
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(fUft). (fUsec) . (cfs) _ ,__,__ .
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 265: SB1A
DIRECT ENTRY Tc
Runoff
2.08 cfs @ 7.87 hrs, Volume=
0.538 af, Depth> 347"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
1.860
1153
0.707
CN Description
83 1/4 acre lots, 38% imp, HSG C
74 Pervious Area
98 Impervious Area
Tc
(min)
10:0
Length
(feet)
SloRe Velocity Capacity Description
(fUft) (ftlsec) (ds)
Oirect;Entry,.TYPICAI...SMALL AR!=ATc
Subcatchment'MS?SB;1B .
-------bjRECT'ENTRYTc
.
Runoff
2.21 ds @ 7.88 hrs, Volume=
0.596 af, Depth> 3.13"
=
RunoffbySBUH meth()d,Split Perviousllmperv., TimeSpan=.5;00-48;00hrs, dt= 005hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (a c)
2.280
1.824
0456
CN Description
79 1 acre lots, 20% imp, HSG C
74 Pervious Area
98 Impervious Area
Data Received:~
Planner: JD
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 23
12/1712006
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(ftlft) (ftlsec) (efs)
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 45S: SB1C
DIRECT ENTRY Tc
1.61 cfs @ 7.87 hrs, Volume=
0.416 af, Depth> 3.47"
Runoff
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
1.440
0893
0.547
CN Description
83. 1/4acreJots,.38%-'mp,HSGC_
74 Pervious Area
98 Impervious Area
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry, TYPICAL SMALL AREA Tc
.
Subcatchment 46S: SB1D
DIRECT ENTRY Tc
1.26 cfs @ 7.87 hrs, Volume=
0.327 af, Depth> 3.47"
Runoff
=
Runoff by SBUHmethod, Split Pervious/lmperv., TimeSpan= 5.00-48.00'hrs, dt= 0:05hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
1.130
0701
0.429
CN Description . .
'83 1!4ai:.:relots, 38% imp, HSG.C
7~ Pervious Area
98 Impervious Area
T c: Length Slope Velocity Capacity b'escriplion
. - - --(min)--(feet)-~(ftlft)-(ftlsec):--(cfs)-:- -------
10.0 Direcf'Entl'}l,TYPICAL SMALL AREA Tc
Subcatchment50S: SBII
DIRECT ENTRY Tc
1.73 cfs @ 7.88 hrs, Volume=
0.465 af, Depth> 3.13"
Runoff
=
. Runoff by SBUH method, Split Perviousllmperv" Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Date Received:
Planner:
IJ Y--Dl
.:n:>
.
.
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.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCA[)@ 8.00 sin 002262 @2006 HydroCAD Software Solutions LLC
Area (ac)
1.780
1424
0.356
Tc
(min)
10.0
Length
(feet)
DIRECT ENTRY Tc
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 24
12/17/2006
CN Description
79 1 acre lots, 20% imp, HSG C
74 Pervious Area
98 Impervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 51S: SB1B
Runoff
=
2.21 cfs @ 7.88 hrs, Volume=
0.596af, Depth> 3.13"
Runoff by SBUH method, Split Perviouslimperv., Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
2.280
1.824
0456
Tc
(min)
10.0
Length
(feet)
DIRECT ENTRY Tc
CN Description
79 1 acre lots, 20% imp, HSG C
74 Pervious Area
98 Impervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (ets)
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 52S: SBIF
Runoff
=
0.98cfs.@ 7.88 hrs, Volume=
0.264 af, Depth> 3.13"
RUffofftfySBlJlrmetfioa;-Sj5IifPerviousllmperv.,-rlme Span- 5.00-48;00.hrs, dt= 0,05 hrs
Thurston 24-hr 25-yr R~ihf~lIio!i.50"
Area (a c) eN
1.010 - 79
0:808 74
0.202 98
Tc
(min)
10.0
Length
(feet)
" ?.'
-6escriBiibh --
1"acfe:li5ts;'20%~irrip, I;iSG-C
Pervious-Area
Imper'viousArea
S-'CJ~fi! '{~_Qcity CclR!3city Description
(ft/ft) (ft/see) (ets)
Direct Entry, TYPICAL SMALL AREA Tc
IA--Ol
Date Received:
Planner: cJP
.
.
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAO@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 25
12/17/2006
Subcatchment 53S: SBIG
DIRECT ENTRY Tc
Runoff
1.02 cfs @ 7.88 hrs, Volume=
0.268 af, Depth> 3.32"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
0.970
0.679
0291
CN Description
81 1/3 acre lots, 30% imp, HSG C
74 Pervious Area
98 Impervious Area
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(ft/fl) ..(ft/sec) .. Cefs)_
Direct Entry, TYPICAL SMALL AREA Tc
Reach 19R: INTERMITTENT STREAM
[43] Hint: Has no inflow (Outflow=Zero)
Outflow =
0.00 cfs @ 5.00 hrs, Volume=
0.000 af
Routing by Stor-lnd+Trans method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min
Peak Storage= 0 ef @ 0.00 hrs, Average Depth at Peak Storage= 0.00'
Bank-Ful'-D~Rth= }..QO', C:;i1P'a..cjtyatBcink-f:ull=.228.50cfs
1.00' x 3.00' deep channel, n= 0.050 Mountain streams w/large boulders
Side Slope Z-vcilue= 1.0 'j' Top Width= 7.00' .
Length= 560.0' Slope= 0.3006 'j' ,.
Inlet Invet!: 975:00', Outlet Ihvei:t= 825.00'
Rea~h49R: piPING
[52] Hint: Inlet conditions not evaluated
[82] Warning: Early inflow requires earlier time span
Data Received:J~Lf ~o 1
Planner: :J1>
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 26
12117/2006
Inflow Area =
Inflow "
Outflow "
1.860 ac, Inflow Depth> 3.47"
2.08 cfs @ 7.87 hrs, Volume=
2.07 cfs @ 7.89 hrs, Volume=
0.538 af
0.537 af, Allen" 1%, Lag= 0.9 min
Routing by Stor-Ind+ Trans method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 14.64 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 8.00 fps, Avg. Travel Time= 0.8 min
Peak Storage= 57 cf @ 7.88 hrs, Average Depth at Peak Storage= 0.24'
Bank-Full Depth= 1.00', Capacity at Bank-Full= 16.97 cfs
12.0" Diameter Pipe, n= 0.011
Length= 400.0' Slope= 0.1625 'j'
Inlet Invert= 1.035.00'. Outlet Invert= 970.00'
.
Reach 54R: (new Reach)
[52J Hint: Inlet conditions not evaluated
[82] Warning: Early inflow requires earlier time span
[81J Warning: Exceeded Pond 48P by 0.15' @ 5.05 hrs
Inflow Area =
Inflow =
OutflQV\I =
7.370 ac, Inflow Depth> 3.28"
2.73 cts @ 7.90 hrs, Volume=
2.73 cfs'@ T9.1hrs, Volume=
. ,. ..
2.017 at
2.0.1E3at, Atten= 0%; Lag=0.8 min
Routing by Stor-Ind+ Trans. method, TimecSpan= 5.00-48.00 hrs, dt= 0,05 hrs
Max. Velocity" 8.06 fps,~.irt Tr'!.Y~!:Time= 0.4 min
Avg. Velocity" 6,10Jps, Avg. .Travel Time= 0,5.min
Peak'Storage" 68ct @ 7:90:hrs; --Average Depth at 'Peak Storage: 0.45'
Bank-FLJJFQ<:>pth= MO',. CapaCity:afBarik'Full" 6,66 cfs .. .. . . .,
12.0" Diameter Pipe, n= 0.011
---[engm,,' 2ob;o'-Slope= O~025()'i'
Inlet'lnvert=970:00', Outlet-rnvert=965:00'
.
Date Received:
Planner:
1..-tf'D1
~
-~
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCA[)@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfall=5.50"
Page 27
12/17/2006
Reach 56R: PIPING TO EXISTING INTERMITTENT STREAM (WEST)
[82) Warning: Early inflow requires earlier time span
[85J Warning: Oscillations may require Finer Routing>1
Inflow Area =
Inflow =
Outflow =
1.130 ac, Inflow Depth> 3.47"
1.26 cfs @ 7.87 hrs, Volume=
1.26 cfs @ 7.89 hrs, Volume=
0.327 af
0.326 af, Atten= 1%, Lag= 0.9 min
Routing by Stor-Ind+ Trans method, Time Span= 5,00-48,00 hrs, dt= 0,05 hrs
Max, Velocity= 9,14 fps, Min, Travel Time= 0,5 min
Avg, Velocity = 5.48 fps, Avg, Travel Time= 0,8 min
Peak Storage= 34 cf @ 7,88 hrs, Average Depth at Peak Storage= 0,04'
Bank-Full Depth= 2,00', Capacity at Bank-Full= 1,289.52 cfs
3.00' x 2.00' deep channel, n= 0,011
Side Slope Z-value= 1,6 4,0 '/' Top Width= 1300'
Length= 250,0' Slope= 0,3000 '/'
Inlet Invert= 920,00', Outlet Invert= 845,00'
.
Reach 58R: PIPING
[52J Hint: Inlet.conditionsnot.evaluated
[82] Warning: Early inflow requires earlier time span
[61J Hint: Submerged 1% of Reach59R bottom
'Inflow-Area =
.--.--ll1f1ow-=
Outflow =
3.290ac, Inflow Depth> 3,13"
3:-1-ll'cfs'@-'i'~"hrs;-,V()I\jnw=
3, 18'cfs @ 7,89 hts, Volume::
0:859'81
0'859 af, Alten;: 0%, Lag;; 0.4 min
Routing byStotctnO+ti'aiisCmettio'a, TimeSpan=5:00-48;OOhrs,df=0,05hrs
_. __Ma)C,_V:elo.city=ll.3.8_fps,_Min,~Travel~Time=.c0,2,min
Avg, Velocity = 9'88 Ips, Ayg. Tral!t:ll 1il11e= O,:3min
Peak Storage= 37 cf@ 7,89hrs, Average Depth at PeakStorage= 0,35'
Bank-Full Deptli= 0:67', Capacity at Bank-Fuil='-S.97 Cfs ... .
8,0" Diameter_Ripe, n= O,Oll
Length= 200,0' Slope= 0,1750 '/'
Inlet Invert= 875.00', Outlet Invert= 840,00'
.
Date Rec:elved:.J ,'1 'bl
Planner: J'j)
.
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfaf/=5.50"
Page 28
12/17/2006
Reach 59R: PIPING
[52] Hint: Inlet conditions not evaluated
[82] Warning: Early inflow requires earlier time span
[85] Warning: Oscillations may require Finer Routing>1
Inflow Area =
Inflow =
Outflow =
2.280 ac, Inflow Depth> 3.13"
2.21 cfs @ 7.88 hrs, Volume=
2.21 cfs @ 7.89 hrs, Volume=
0.596 af
0.595 af, Atten= 0%, Lag= 0.5 min
Routing by Stor-lnd+Trans method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 13.83 fps, Min. Travel Time= 0.2 min .
Avg. Velocity = 7.67 fps, Avg. Travel Time= 0.4 min
Peak Storage= 30 cf @ 7.88 hrs, Average Depth at Peak Storage= 0.26'
Bank-Full Depth= 1.00', Capacity at Bank-Full= 15.27 cfs
12.0" Diameter Pipe, n= 0.011
Length= 190.0' Slope= 0.1316'J'
Inlet Invert= 900.00', Outlet Invert= 875.00'
Reach.6:tR:-(new-R~h)
[?~] Hint Inlet conditions not evaluated
'[8i]'Warning: Exceeded~POi\a'6ijptiy5.05' @ 2615 hrs
.
Inflow Area =
Inflow =
Outflow =
7.370ac, Inflow Depth > 3.28"
1.98 cis @ 9.~'6tirs, Volume=
1.90 cf~(@ 9:90 hrs, Volume=
2.016 af
~,01(3af, Atten= 4%, Lag= 0.2 min
Routing by Stor-lnd+Trans.method; Time Span= 5.00-48.00:hrs; dt= 0.05 hrs
Max. Velocity=-9.43.fps, -Min. Travel.-Time=.0,2-min
Avg. Velocity = 8.04 fps, Avg. Travel Time= 0.2 min
Peak Storage= 20 cf @ 9.90 hrs, Average Depth at Peak Storage= 0.31'
Bank-Full Depth= 1.00', Capacity at Bank-Full= 9.42 cfs
Date Received: 1-4-D1
Planner: <:J 1>
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 29
12/1712006
12.0" Diameter Pipe, n= 0.011
Length= 100.0' Slope= 0.0500 'J'
Inlet Invert= 970.00', Outlet Invert= 965.00'
Pond 48P: STORAGE PIPING
[82] Warning: Early inflow requires earlier time span
[93] Warning: Storage range exceeded by 1.92'
[61] Hint Submerged 18% of Reach 49R bottom
Inflow Area =
Inflow =
Outflow =
Primary =
5.930 ac, Inflow Depth> 3.24"
6.01 cfs @ 7.88 hrs, Volume=
1.57 cfs @ 9.45 hrs, Volume=
1.57 cfs @ 9.45 hrs, Volume=
1.601 af
1.601 af, Atten= 74%, Lag= 93.9 min
1.601 af
Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
. Peak Elev= 981.92' @ 9.45'hrs Surf.Area= 0.000 ac Storage= 0.231 af
Plug-Flow detention time= 72.8 min calculated for 1.599 af (100% of inflow)
Center-of-Mass del. time= 72.7 min ( 834.6 - 761.9 )
Volume
#1
Device RoutirlQ
#1 Primary
Invert
970.00'
Avail.StoraQe .StoraQe.Description
0.231 af 96.0"0 x 200.00'L Horizontal Cylinder 5= 0.0100 'J'
Invert QutletDevices
968.00' 4.0" Horiz.-6rificeiGrate Limited to weir flow C= 0,600
Primary'9utF1owMax=1.56 cfs @ 9:45'hrs.I-iW=981;84' (Free Discharge)
t.,,1 =Orificlli~rate-(Qr~fiGe.Gontro'S-1"56'Gfs.~-1.7.,.9~:!p~) .. .
".-,.
PoridcS7P: (riewP6nd)
. "....., '~'C'_".' ;'_.,,; .' ~c_ c. ..~'~O.,L' ,;-~:.'---'-"'-.~--_
. -[82]'Warnil'lg--Early-inflow'requires-earlier'time'span'_..~.
[57-] Hint Reakedat842.58' (F'loodelevatio'n.advised)
[61] Hint: Submerged 7% of Reach 58R bottom
Inflow Area =
Inflow =
Outflow' =
Primary =
5.390 ac, Inflow'Depth > 3.24"
'S.45'cfs'@7;89'hrs, Volume:
S:45cfs'@ 7:89'hrs; Volume=
.5.45 cfs @ 7.89 hrs, Volume=
1.454 af
1:454'af; Atten='O%; tag= O:O'min
1.454 af
. Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Date Received:'
Planner:
1-L\--D1
TP
.
.
.
SKYLINE ESTATES PHASE 1 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAO@ 8.00 sin 002262 @ 2006 HydroCAO Software Solutions LLC
Thurston 24-hr 25-yr Rainfatt=5.50"
Page 30
12/17/2006
Peak Elev= 842.58' @ 7.89 hrs
Device
#1
Routing
Primary
Invert Outlet Devices
840.00' 12.0" x 50.0'long Culvert
CMP, end-section conforming to fill, Ke= 0.500 .
Outlet Invert= 838.00' S= 0.0400 '/' Cc= 0.900 n= 0.011
Primary OutFlow Max=5.42 cfs @ 7.89 hrs HW=842.56' (Free Discharge)
't....1=Culvert (Inlet Controls 5.42 cfs @ 6.90 fps)
Pond GOP: STORAGE PIPING
[93] Warning: Storage range exceeded by 12.23'
[85] Warning: Oscillations may require Finer Routing>l
[63] Warning: Exceeded Reach 54R inflow depth by 16.89' @ 9.90 hrs
Inflow Area =
Inflow =
Outflow =
Primary =
7.370 ac, Inflow Depttl > 3.28"
2.73 cfs @ 7.91 hrs, Volume=
1.98 cfs@ 9.90 hrs, Volume=
1.98 cfs @ 9.90 hrs, Volume=
2.016 af
2.016 af, Atten= 27%, Lag= 119.4 min
2.016 af
.
Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 987.23' @ 9.90 hrs Surf.Area= 0.000 ac Storage= 0.231 af
Plug-Flow detention time= 105.1 min calculated for 2.014 af (100% of inflow)
Center-of-Mass del. time= 105.1 min (923.3 - 818.2)
Volume
#1
Invert
965,00'
Device_ Routing
#1 Primary
Avail:Storage Storage Description
0,231 af96:0"D x200.00:L Horizontal.Cylinder 5= 0:0100 '/'
Invert__oOutlet,oevicesn u_ _ .
-965,00' -'4:0"Horiz.orific'e/Grati:i' Lihlitecflbwei(flow C= 0_600
PrilTlary Outftow Max=1.98 cfs @9..90 hrs HW=987.23' (Free Di::;charge)
~=Orifice/Grate (Orifice:Controls;1.98.cfs @-22:70 fps) - .
- . ---
l,.in_k~51;:: -R!_~CHARGE T():f?HMg;!F!,.OWS
Inflow Area = 7.370 ac,lriflowDepth > 3.28"
- - - - --Iiiflow-=-- -1:90'CfS"@----'9:90'tirs;-Volume=-----2:016:af-----
Primary = 1.90cfs-@ -9;90hrs. Volume= 2:016.af,-Atten= 0%, Lag=O,Omin
Primary-outflow= Inflow, Time:Span=:5:0048.00:hrs, dt= 0,05hrs.
.
Date RllIClelved:.
Planner:
IJt{---01
dt>
.
.
.
.
--_..__.---~Pflase-2-----
. .1J!Jl~t~g~veJcrn'lI~nJ AI1~lysi$
. . 25-yr r.ecurr~i1c_ejilte1JlaL___ ___ .
.
Keating Engineering LLC - 188 West B Street - Springfield, OR 97477 - (541) 726-9995
Skyline Estates Stormwater Study
Date RecelvedJ-L\-Dl
Planner. . 0l:>
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Date Received:
Planner:
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Planner: "
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Data Re ~Ived:
Planner:
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(~ ~\J"h1I1--'))
.
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.
.
SKYLINE ESTATES PHASE 2 POST.DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (acres) eN Description (subcats)
6.364 70 Woods, Good, H8G e (398,428,43S)
4.580 74 1 acre lots, 10% imp, H8G e (228,278,288)
3.710 83 1/4 acre lots, 38% imp, H8G e (38,218,258,268)
14.654
Date RElcelved:-'~4--D1
Planner: Jj)
Page 34
12/17/2006
-
.
.
.
.
SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 35
12/17/2006
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SBUH method, Split Pervious/lmperv.
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
5ubcatchment 35: 5B IIC
Runoff Area=0.930 ac Runoff Depth=372"
Te=10.0 min CN=74/98 Runoff=1.04 efs 0.288 af
5ubcatchment 215: 5B 110
Runoff Area=0.380 ae Runoff Depth=3. 72"
Te=10.0 min CN=74/98 Runoff=0.42 efs 0.118 af
5ubcatchment 225: 5B IIG
Runoff Area=1.780 ae Runoff Depth=2.78"
Te=10.0 min CN=71/98 Runoff=1.41 efs 0.412 af
5ubcatchment 255: 5B liB
Runoff Area=1.030 ae Runoff Depth=3.72"
Te=10.0 min CN=74/98 Runoff=1.15 efs 0.319 af
5ubcatchment 265: 5B IIA
Runoff Area=1.370 ae Runoff Depth=3. 72"
Te=10.0 min CN=74/98 Runoff=1.53 cfs 0.424 af
Subcatchment 275: 5B IIF
Runoff Area=0.910 ae Runoff Depth=2.78"
Te=10.0 min CN=71/98 Runoff=O.72 efs 0.211 af
5ubcatchment 28S: 5B liE
Runoff Area=1.890 ae Runoff Depth=2. 78"
Te=10.0 min CN=71/98 Runoff=1.49 efs 0.437 af
5ubcatchment 395: PARTIAL SB1
Runoff Area=3.190 ae Runoff Depth=2.41"
Te=10.0 min CN=701O Runoff=2.12 efs 0.642 af
Subcatchment 42S: PARTIAL SB1
Runoff Area=2.580 ae Runoff Depth=2.41"
Te=10'0 min CN=70/0 Runoff=1.71 efs 0.519 af
Subcatchment 43S: PARtlALSB1
Runoff Area=0:5.94 ae Runoff Depth=2.41"
Te=10:0'min CN=70/0 Runoff=0.39 efs 0.120 af
.
Reach 19R:INTERMITTENT'STREAM Avg: Depth=0,26' Max Vel=5.40fps 'Inflow=1.80 efs 1.654 af
_.lJsQ;J!~.Q_ k=j;().O~O' ..5:,0.3000'r _Capaeity'3228: 50efs. ..Gutflow=1.80 efs...1.654 af ..
Reach 40R: ROADSIP!: PIT9H
Inflow=2.12 efs_0.642 af
OUtflow=2.12 efs 0:642 af
Pond 18P:DETENTION:BASIN
Peak Elev=1 ,042.01' Storage=8,564 cf....'nfl.ow=5.84 cfs 1.654 af
5.0" x 300.0' Culvert Outflow=1.80 efs 1.654 af
Pond 311": STORAGE PI RING
Peak Elev=1, 170,02' Storage=O:OOO af Inflow=1.53 cfs 0.424 af
Outflow=1.53 efs 0.424 af
Pond 321": STORAGE PIPING
Peak Elev=1,158.04' Storage=OOOO af Inflow=3.72 efs 1.031 af
Outflow=3.72 cfs 1.031 af
Date Received: 1- Lf-D7
Planner: .J t>
-
..
.1
.
.
SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 36
12/1712006
Pond 35P: STORAGE PIPING
Peak Elev=1,128.04' Storage=O.OOO at Intlow=3.72 cts 1.031 at
Outflow=3.72 cts 1.031 at
Pond 36P: STORAGE PIPING
Peak Elev=1,113.04' Storage=O.OOO at Intlow=3.72 cts 1.031 at
Outflow=3.72 cts 1.031 at
Pond 37P: STORAGE PIPING
Peak Elev=1,097.06' Storage=O.OOO at Infiow=5.12 cis 1.443 at
Outflow=5.12 cts 1.443 at
Link 20L: (new Link)
Inllow=1.49 cis 0.437 at
Primary=1.49 cts 0.437 at
Link 41L: DISCHARGE TO STREET
Infiow=3.58 cis 2.293 at
Primary=3.58 cis 2.293 al
Total Runoff Area = 14:654ac 'Runoff Volume = 3;490af Average'Runoff'Depth = 2.86"
87.25% Pervious Area = 12.786 ac 12.75% Impervious Area = 1.868 ac
Data Received: H-t ~ D1
Planner: .::Jj)
-
.
.
SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 37
12/17/2006
Subcatchment 3S: SB lie
DIRECT ENTRY Tc
Runoff
1.04 cfs @ 7.87 hrs, Volume=
0.288 af, Depth= 3.72"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
0.930
0.577
0.353
CN Description
83 1/4 acre lots, 38% imp, HSG C
74 Pervious Area
98 Impervious Area
Tc
(min)
10.0
Length
.(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 21S: SB 110
DIRECT ENTRY Tc
. Runoff
.
=
0.42 cfs @ 7.87 hrs, Volume=
0.118 af, Depth= 372"
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
ThUrsI6n24=h('25-yr' Raififall=5.50" . .' . .
Area (ac)
0.380
0.236
0.144
CN Description
83 1/4 acre lots, 38% imp, HSG.C
74 Pervious Area
98 Impervious Area
Tc
(min)
10,0
Length
(f~et)
SIQp'~ V~locity Capac:ity Qfjscription
(ft/ft) (ft/sec) (cfs)
Direct-Entry; TYPICAL SMALL AREA Tc
Subcatchment22S:;'SB:IIG
DIRECTENTRY Tc
Runoff
1.41 cfs @ 7.88 hr?, VollliD.e=
oARaf, Depth= 2..7'8"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Hainfall=5:50"
Area (a c)
1.780
1.602
0.178
CN Description
74 1 acre lots, 10% imp, HSG C
71 Pervious Area
98 Impervious Area
Date Received: 1- * VI.
Planner: . -;J D
.
.
.
.
.
SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 38
12/1712006
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(f1Ift) (f1Isec) (cfs)
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 25S: SB liB
DIRECT ENTRY Tc
Runoff
1.15 cfs @ 7.87 hrs, Volume=
0.319 af, Depth= 3.72"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
Area (ac)
10030
0.639
0.391
CN Description
.83 1/4 acre lots, .38% imp, HSGC
74 Pervious Area
98 Impervious Area
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(f1Ift) (f1Isec) (cfs)
Direct Entry, TYPICAL &MALL AREA Tc
Subcatchment 26S: SB IIA
DIRECT ENT'RY Tc
Runoff
1.53 cfs @ 7,87 hrs, Volume=
=
0.424 af, Depth= 3,72"
Runoff by SBUH method, Split Perviousllmperv_, Time Span= 0_00-48.00 hrs, dt= 0_05 hrs
Thurston 24-hr 25-yr Rainfall=5_50"
Area (ac)
..1_370
0_849
Qt521
CN Description
83 1/4 acre lots, 38% imp, HSG C
74 Pervious Area
98, .Il11peNious:Area
Tc
'-(minr-
10,0
Length Slope V!,!I()city Capacity Description
-(feet)-(ftlft)-(ftlsec)"'--(Cfs)
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 275: SB IIF
DIRECT ENTRY Tc
Runoff
072 cfs @ 7_88 hrs, Volume=
=
0_211 af, Depth= 2_78"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0_00-48,00 hrs, dt= 0_05 hrs
Thurston 24-hr 25-yr Rainfall=5_50"
Date Received:J-4-~b7
Planner: (Jl)
.
.
.
SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCA[)@ 8.00 sin 002262 @2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 39
12/1712006
Area (ae)
0.910
0.819
0.091
Tc
(min)
10.0
DIRECT ENTRY Tc
CN Description
74 1 acre lots, 10% imp, HSG C
71 Pervious Area
98 Impervious Area
Length
(feet)
Slope Velocity Capacity Description
(ft/fl) (ft/sec) (cfs)
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 285: S8 liE
=
1.49 cfs @ 7.88 hrs, Volume=
0.437 af, Depth= 2.78"
Runoff
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.50"
.
Area (ac)
1.890
1.701
0.189
T c Length
(min)--- (feet)
10.0
DIRECT ENTRY Tc
CN Description
74 1 acre lots, 10% imp, HSG C
71 Pervious Area
98 Impervious Area
Slope Velocity Capacity Description
-(ft/fl)- -(ft/sec) . -(cfs)
Direct Entry, TYPICAL SMALL AREA Tc
Subcatchment 39S: PARTIAL S81
=
2.j2cfs,@ 7:89-hrs, Volume=
0:642 oaf, Depth= 2.41"
Runoff
_._-....._~. - - -~-~
RunoffbySBUf+methoq,Split-Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= O.05hrs
nI:J:1urston J_4"hr_:2.!i-yrll'linfall=5'2-0~'.. __ _ H_n.___ _ _ __ ~__~._H
. ,___ __.. n_
Area (ac)
~.f96
3.190
Tc
(min)
10.0
Length
(feet)
.
CN Description
-70 Woods,Good;HSG C
70 Pervious -Area
Slope -Velocity Capacity Description
(ft/fl) (ft/sec) (efs)
Direct-Entry; TYPICAL SMAl:L AREA-Tc
Date Received:
Planner:
I "!.\-,D"1
crD
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SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD<ID 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 40
12/17/2006
Subcatchment 42S: PARTIAL SB1
DIRECT ENTRY Tc
Runoff
1.71 efs @ 7.89 hrs, Volume=
0.S19 af, Depth= 2.41"
=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= O.OS hrs
Thurston 24-hr 2S-yr Rainfall=S.50"
Area (ac)
2.S80
2.S80
CN Description
70 Woods, Good, HSG C
70 Pervious Area
,
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry, TYPICA:['SMATL A:REA'Tc
Subcatchment 43S: PARTIAL SB1
DIRECT ENTRY Tc
Runoff
0.39 cfs @ 7.89 hrs, Volume=
=
0.120 af, Depth= 2.41"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= O.OS hrs
Thurston 24-hr 2S-yr Rainfall=S.SO"
Area (ac)
0.S94
0:S94
eN Description
70 Woods, Good, HSG C
70 Pervious Area
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (efs)
birectentry, T.Y-PleAL SMALL AREA Tc
Reach 19R: INTERMITT!;tfT:~TRI;AM
[79] Warning: Submergea PoifCJ'18P Primary device # 1 ouffET;5YO:26'
Inflow Area =
Inflow =
Outflow =
6.020 aC,lnflow Depth = 3.30"
1.80 cfs.@ 8.32hrs, Volume=
1.80cfs@ 8.37 hrs, Volume=
1 :9S4af
1.6~.E1f, A!!en= 0%, Lag= 2.9.min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-48.00 hrs, dt=O.OS hrs
Max. Velocity'" S.40.fps, .Min,.:rravel.Time= 1,S.min
Avg. Velocity = 3.61 fps, Avg. Travel Time= 23 min
Peak Storage: 166 cf @ 8.34 hrs, Average Depth at Peak Storage= 0.26'
Bank-Full Depth= 3.00', Capacity at Bank-Full= 228.S0 cfs
Dat@Reeeived: I-Y-oL
Planner: 51:>
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SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCA[)@ 8.00 sin 002262 @2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 41
12/17/2006
1.00' x 3.00' deep channel, n= 0.050 Mountain streams w/large boulders
Side Slope Z-value= 1.0 '/' Top Width= 7.00'
Length= 500.0' Slope= 0.3000 '/'
Inlet Invert= 975.00', Outlet Invert= 825.00'
Reach 40R: ROADSIDE DITCH
[40] Hint: Not Described (Outflow=lnflow)
lriflow Area =
Inflow =
Outflow =
3.190 ac, Inflow Depth = 2.41"
2.12 cfs @ 7.89 hrs, Volume=
2.12 cfs @ 7.89 hrs, Volume=
0.642 af
0.642 af, Allen= 0%, Lag= 0.0 min
Routing by Stor-lnd+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Pond 18P: DETENTION BASIN
NEW DETENTION BASIN CONSTRUCTED BESIDE ROADWAY
Inflow Area =
Inflow =
Outflow =
Primary =
6.020 ac, Inflow Depth = 3.30"
5.84 cfs @ 7.88 hrs, Volume=
1.80 cfs @ 8.32 hrs, Volume=
1.80 cfs@ 8:32 hrs, Volume=
1.654 af
1.654 af, Allen= 69%, Lag= 26.4 min
1.654 af
Routing by Stor-Ind method, TimeSpan= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 1,042.01' @8.32hrs Surfhea= 2,502 sf Storage= 8,564 cf
PlugcFlow detention time= 42:2 min calculated for 1.65.? af (100% of inflowL_.__..__
. -'-"-Center-of-Mass det.time=42,3 min'( 779.4 - 737.1 )
.
Volume
#1
. .Avail.Storage ..Storage,.Description
17,500 cf Custom ~~"ge Data (Prismatic:;) Listed below J~ecalcL____
.Invert .
1,037.00'
Elevation
(feet)
1,037:00
1,039.00
1.9..4J,Q0
1,043.00
1,045.00
Surf.Area
(sqcft)
800
1,600
2,200
2,800
3,500
Inc.Store
(cubic-feet)
o
2,400
3,800
5,000
6,300
Cum.Store
( cubic"feet)
o
2,400
6,200
11,200
17,500
Date Recelved:~
Planner. J D
Device
#1
Routing
Primary
Invert
1,037.00'
Outlet Devices
5.0" x 300.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 975.00' S= 0.2067 '/' Cc= 0.900 n= 0.011
.
.
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SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 42
12/17/2006
Primary OutFlow Max=1.80 cfs @ 8.32 hrs HW=1,042.00' (Free Discharge)
L1 =Culvert (Inlet Controls 1.80 cfs @ 13.18 fps)
Pond 31P: STORAGE PIPING
Inflow Area =
Inflow =
Outflow =
Primary =
1.370 ac, Inflow Depth = 3.72"
1.53 cfs @ 7.87 hrs, Volume=
1.53 cfs @ 7.87 hrs, Volume=
1.53 cfs @ 7.87 hrs, Volume=
0.424 af
0.424 af, Allen= 0%, Lag= 0.0 min
0.424 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 1,170.02' @ 7.87 hrs Surf.Area= 0.000 ac Storage= 0.000 af
Plug-Flow detention time= 0.0 min calculated for 0.424 af (100% of inflow)
Center-of-Mass del. time= 0.0 min (713.6 - 713.6)
Volume
#1
Invert
1,170.00'
Avail.Storage Storage Description
0.014 af 24.0"0 x 200.00'L Horizontal Cylinder S= 0.0600 'f'
Device
#1
Routing
Primary
Invert Outlet Devices
1,158.00' 12.0" Horiz. Orifice/Grate
Limited to weir flow C= 0.600
Primary OutFlow Max=13.11 cfs @ 7.87 hrs HW=1,170.02' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 13.11 cfs @ 16.69 fps)
Pond 32P: STORAGE PIPING
[79] Warning: Submerged Pond 31P Primary device # 1 by 0.04'
InfloW Area =
Inflow =
Outflow =
Primary =
3.330 ai;, Inflow Depth = 3.72"
3.72 cfs@ 7.87 hrs, Volume=
3.72 cfs@ 7.87 hrs, Volume=
3.72 cfs@ 7.87 hrs, Volume=
1.031 af
1.031 af, Allen= 0%, Lag= 0.0 min
1.031 af
---_.--
. Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
PE1i3k.Elev= 1,158.04' @ 7.87:hrs Surf.Area= 0.000 ac Storage=.O:OOO af
Plug-Flow detention time= 0.0 min c~lculated for 1.030 af (100% of inflow)
'-Centef':-dfcMass aeCtime=O:O miii-C713:6-.713:6T n. -_. -
Volume
#1
Invert
1,158.00'
Avail.Storage Storage Description
0:007'af 24.0"0 x 100.00'L Horizontal Cylinaer S= 0.1500 'f'
Device
#1
Routing
Primary
.._Jnvert_Outlet.Devices.. .
1,143.00' 12.0" Horiz. Orifice/Grate
Limited to weir flow C= 0.600
Primary OutFlow Max=14.67 cfs @7.87 hrs HW=1,15804' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 14.67 cfs @ 18.67 fps)
Date Recelved:~
Planner. . JD
.
.
.
.
.
SKYLINE ESTATES PHASE 2 POST-DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 43
12/1712006
Pond 35P: STORAGE PIPING
Inflow Area =
Inflow =
Outflow =
Primary =
3.330 ac, Inflow Depth = 3.72"
3.72 cfs @ 7.87 hrs, Volume=
3.72 cfs @ 7.87 hrs, Volume=
3.72 cfs @ 7.87 hrs, Volume=
1.031 af
1.031 af, Atten= 0%, Lag= 0.0 min
1.031 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 1,12804' @ 7.87 hrs Surf.Area= 0.000 ac Storage= 0.000 af
Plug-Flow detention time= 0.0 min calculated for 1.030 af (100% of inflow)
Center-of-Mass del. time= 0.0 min (713.6 - 713.6)
Volume
#1
Invert
1,128.00'
AvaiLStorage Storage Description
0.007 af 24.0"0 x 1 OO.OO'l Horizontal Cylinder S= 0.1500 'I'
Device Routing
#1 Primary
.. .
I nvert Outlet Devices
1,113.00' 12.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=14.67 cfs @ 7.87 hrs HW=1, 128.04' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 14.67 cfs @ 18.67 fps)
Pond 36P: STORAGE PIPING
[79] Warning: Submerged Pond 35P Primary device # 1 by 0.04'
I nflow Area =
Inflow =
Outflow =
Primary =
3.330 ac, Inflow Depth = 3.72"
3.72 c:f~ @ 7.~7 hrs, Volume=
3.72 cfs @ 7.87 hrs, Volume=
3.72 cfs@ 7:87hrs, Volume=
1.031 af
1.031 af, Atten= 0%, Lag= 0.0 min
1.031 af
Routing by Stor-Ind method. Ti~eSRan= 0.0.0-48.0.0 hrs, dt=.0.05hrs
peakElev= 1,113.04' @ 7:87 ii~s' SuiiArea= 0.000 ac Stori!ge= 0 000 af
Plug"Flow detention time= O,Omin calculated foct.Q3.0.at(JOO.%_otinflow)_u .
Center"of-Mass del. time=0,0-min('713,6 - 713.6 )
Voiume
~1
Invert
1,113.00'
A vail[Storag~~StorageDe~cription..._
0.007af 24.0"0 x 1 OO.OO~L Horizontal Cylinder S= O. t5.0.0":1'
InvertOutiet Devices
1,097;'00' 12.0"Hbrlz. Orifice/Grate Limited.toweir flow C= 0,600
Device Routing
#1 Rrimary
Primary Outl1low Max=15,1. 5cf.s@ 7.,87 hrsHW=1, 113:04' (Free'Elischarge)
't..:.:1 =Orifice/Grate (Orifice Controls 15.15 cfs @ 19.28 fps)
Date! Receiver!:
Planner:
1~4-/D1
:JD
.
.
.
SKYLINE EST A TES PHASE 2 POST -DEVELOPMENT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Thurston 24-hr 25-yr Rainfal/=5.50"
Page 44
12/17/2006
Pond 37P: STORAGE PIPING
[79] Warning: Submerged Pond 36P Primary device # 1 by 0.06'
Inflow Area =
Inflow =
Outflow =
Primary =
5.110 ac, Inflow Depth = 3.39"
5.12 cfs @ 7.88 hrs, Volume=
5.12 cfs @ 7.88 hrs, Volume=
5.12 cfs @ 7.88 hrs, Volume=
1.443 af
1.443 af, Atten= 0%, Lag= 0.0 min
1.443 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 1,097.06' @ 7.88 hrs Surf.Area= 0.000 ac Storage= 0.000 af
Plug-Flow detention time= 0.0 min calculated for 1.442 af (100% of inflow)
Center-of-Mass del. time= 0.0 min ( 731.4 - 731.4 )
Volume
#1
Invert
1,09700'
Device
#1
RoutinQ
Primary
Avail.StoraQe StoraQe Description
0.Qa7ar 24.0"'0 x 100.00'L Horizontal Cylinder S= 0.1500 '/'
I nvert Outlet Devices
1,082.00' 12.0" Horlz. Orifice/Grate
Limited to weir flow C= 0.600
.
Primary OutFlow Max=14.67 cfs @ 7.88 hrs HW=1,097.06' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 14.67 cfs @ 18.68 fps)
Inflow Area =
Inflow =
Primary =
Link 20L: (new Link)
1.890 ac, Inflow Depth = 2.78"
1.49 cfs @ 7.?8 hrs, VQlume=
1.49 cfs@ 7.88 hrs, Volume=
0.437 af
0.437 af, Atten= 0%, Lag= 0.0 min
Primary outflow = 'Inflow, TimeSpan= 0~00~48:00hrs, dt= 0.05 h-rs
_lnflow.Area =
Inflow =
Primary =
lirik 41L: DISCHARGE TO STREET
9..194.ac,lnflow-Qepth.=-2~99"
3.58 cis@ 7.92h'fs, V61ume=
3:58 cfs (g) 7:92'h'rs, Volume=
~- .....---..---- _. .
269::1 ilf
. 2-2~~~'1,__A.!leri=ODfo,~a~=0:0r1lin
-primary outflQ.w = Inflow, Time SRan;= 0.00-48.00 h[!;"dt,::Jl.05chrs
.
Da~ Recelvecl:~
Planner: aD
.
.
.
.
IlJ)F Curves
. SCS soil t ..~. es
". ....y~..
.
Keating Engineering LLC - /88 West B Street - Springfield, OR 97477 - (54/) 726-9995
Skyline Estates Stormwater Study
Data Receivect j-l-{--bl
Planner: 3D
.
.
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101 E SfI SlrnI. ~ _ ~ j?:'fl) 59";;~~:
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J
l
This unit is used mainly as pasture and homesites. It is
also used for wildlife habitat
If this unit is used for pasture, the main limitations are
slope, the clayey texture of the soils, depth to rock,
droughtiness, and cobbles on the surface, which limit the
use of equipment Use of proper stocking rates, pasture
rotation. and restricted grazing during wet periods helps
to keep the pasture in good condition and to protect the
soil from erosion and compaction.
If this unit is used for recreational development, the
main limitations are slope, the susceptibility of the soils
to compaction when wet, the sticky surface layer, and
depth to rock.
If this unit is used for homesite development, the main
limitations are slope, depth to rock, and shrink-swell
potential. The Hazelair soil is subject to severe slumping
when cutbanks are exposed. Cutbanks on this soil need
to be reinforced'by providing retaining walls with proper
drainage to prevent them from slumping when the soil is
wet Wetness of the unit can be reduced by installing
drain tile around f90tings.
Suppon and-stability for buildings can be provided by
placing footings on bedrock. The effects of shrinking and
swelling can be minimized by using proper engineering
designs and by backfilling with material that has iow
shrink-swell potential. !.
Permeability of the Dixonville soil is slow. Available , Erosion is a hazard in the steeper areas. Only the pan
water capacity is about 4 to 7 Inches., Water supplying of the site that is used for construction should be
capacity is 17 to 23 inches. Effective rooting depth is ,20 disturbed. Excavation for roads and buildings increases
: to 40 inches. Runoff is rapid, and the hazard of erosion the risk of erosion. It is also increased If the soils are left
is high. exposed during site development Preserving the existing
The Philomath soii is shallow and well drained. It plant cover during construction heips to control erosion.
formed in colluvium and residuum derived dominantly Topsoil can be stockpiled. and used to reclaim areas
from basic igneous rock. Typically, the surface layer is disturbed by cutting and filling.
very dark brown cobbly silty clay about 6 inches thick. Plans for homesite development should provide for the
The subsoil is very dark brown cobbly silty clay and clay preservation of as many trees as possible. In summer,
-'irrig.ation is required (9.JI,?w.ogrEiss_es, shrubs. vines,
about 8 inches thick. Weathered bedrock is at a depth of . .
. -- _. -. __Hinches.-Depth_to.berJrOGk .ranges -from +2-to-20 shad e.tr.ees ,.and.ornamentai-tfees~Selectlon'of"adapted--
inches. vegetation is critical for the establishment of lawns,
Permeability of the Philomath soil is slow. Available ^, shrubs, trees, and vegelat5legaraenS
water capacity is about 2 to 3 inches. Water supplying Thls':map uniHs,in,.capabllit5lsubclassVle.
capacity is 13 to 15 inches. Effective rooting depth is 12 , '
..,to'20-inches:Runoff'is' rapid, 'alld-the 'nazarifofwater' -- .. ----.---...-
erosion is high. i
The Hazelair soil is moderately deep and moderately
well drained. It formed in colluvium overlying sedimentary
rock. Typically, the surface layer is very dark brown silty
clay loam <Jbout 11 inches thick. The'subsoil is dark
brown silty clay about 4 inches .thick. The substratum is
dark brown and light olive brown clay about 21 inches
thick. Weathered bedrock is at a depth of 36 inches.
Depth to bedrock ranges from 20 to 40 inches.
Permeability of the Hazelair soil Is very slow. Available
water capacity is about 4 to 7 inches. Water supplying
capacity is 18 to 22 Inches. Effective rooting depth is
limited by a high water table that is at a depth of 1 foot
to 2 feet from December to April. Runoff is rapid, and
the hazard of water erosion is high.
.
.
.
.
i
:
I
I
,
43E-Dixonville-Philomath-Hazelair complex, 12 to
35 percent slopes, This map unit is on rolling foothills
and toe slopes. Slopes generally are convex, bul swales
and drainageways are in some places. Areas are
irregular In shape and are 10 to 200 acres in size. The
vegetation in areas not cultivated is mainly scattered,
clumpy stands of Oregon white oak, Douglas-fir, and
ponderosa pine interspersed with open grassy and
brushv areas. Elevation is 400 to 1,800 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.
This unit is 35 percent Dixonville silty clay loam, 30
percent Philo math cobbly silty clay, and 20 percent
Hazelair silty clay loam. 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 Ritner and
Witzel soils and Rock outcrop. Included areas makeup
about 15 percent of the total acreage.
The Dixonvllle soil is moderately deep and well
drained. It formed in colluvium and residuum derived
Irom basaltic rock. Typically, the surface layer is very
dark brown silty clay loam about 14 inches thick. The.
subsoil is dark brown silty clay and cobbly clay about 12
inches thick. Weathered bedrock is at a depth of 26,-
inches. Depth to bedrock ranges from 20 to 40 inches.
.
Date Received:
Planner:
I-lf-bl
::51)
.
.
.
113E---RittllH cobbly sllly clay lomn, 12 !O :)0
percent slone' rhis deep. WBIl dra~r.ed
is on fOOlhW5, ii formed in conoly eoiluv.iUfP denved
bmstC luneous fQCi~ !\rem; are irr4i1Julur ,n shupe ;lnt
5 to 100 Heres or P10Te In size, The vegetatH)f) In Br
not cuflivatf3d is inainiy Doug!as~f1r, biglei:li map!€:
OrHQOn whlte Qa~" wHstern breckentem. f\€i2elnuL
pOison.oak, and grasses. Elevation :3 400 to t ,500
{.~
'Jrhe avorag0 annual pn?cipitation IS .:10 to 60 d1CtHJS. tho?
i~yerage Brnua! air tcrnperature is 50 te 5<': degrees F,
f~Jid the average tfost~ffea period 1$ 165 to 2 H) days.
,~,.~Typically, U'\02 surlace is (;ovared wllh a niBt (;1
l1\e'Eidles, leaves, and Iwigs about 1 inch th,ck. The
j'sO'ttac€ layer is dark reddish brown CObb!: silly dfiY IQan
F~~~ut 7 In~h.es thick. The ~Ubs~jl !$ dark reddish brown
\'aoel yellowlsn red 'Jery CObDly silty ciay loam about 25
Umcttes thich:. Highly fractured basan is at a deplh ot 3~
Jihthes, Oepth to bedrock ranges trom 20 to 40 inches,
~;inncluded m this unit are small arGas at JOrf, Nekia,
~hO)VjtZElf soils. Included areas make up about 15
~rFenl or Ihe lotal acreage,
~,:Rerm8BbliiIY of this Ritner soil is moderately stow,
k~y<ii.labfe waler CZipacity is about 3 10'6 inches, Waler
~$\lRplylng capability is 16 1023 inches. Effective rooting
fllIlpth is 20 to 40 inches, Runoff ;s medium, and the
f.;~~rd of water erosion is moderate,
" os1 areas of Ihis unit are used lor limber prOduction
- Hdlile habitat. A lew areas are lIsed for'Dasture, '
~ ds, recreation, and homesites. .
unit is suiled to pasture and orchard crops, it is
mainly by sloniness and steepness of stope. In
, i"igallon is required lor maxim,lm production,
Irngalion is a suitable method 01 applying water
eeds to be applied slowly to minimize runoff ~nd
, Trees and grasses respond to nitrogen, and
, respond to phosphorus and lime, Proper
g rales, pasture rolation, and restricted grazing
'r:tf~-'mtrpasIITfFin gQOUcOT1(iiiiof!--rrna~t(r proteG!
.'lJmm erosion, '
iJ'!nH is suited to the production of Douglas-lir. On
- of a 100-year site Gurve, the ffiE1a n site index
as~lirjs_ i.3..1. ~l!:LEUlQlll.oli"Lpro.dhtctiQl1.per .acte_
-cubJcle"t from an even-aged, tully stocked
trees 60 vears old or 76,770 board feet
ional rule: one-eighth-inch ireri) from an ~en-
rl slocked stand of trees 80 years old.
,!I.methods of harvesting timber generally are
but the soil may be compacted il it is moist
i'lVY equipment is used. BecBuse Ihe clayey soli
" n wel. most planting and harvesling
Gan be used only durin.g dry penods, Roads
gs can be protected from erosion by
19 waler bars and bv seeding cuts and Hils,
,-reparation is not adequate. cornpelitton from
8 p~ants can prevent or r9tart! natural or
5tabl!shmon'j OJ trees. Competing vegeiation
oiled by proPH srte preparation and by
rUng. or g1Pj!P1g to eHmif'iiH€ vn\"''anted
, or irBOS. ReforeStation can be
(j by planting DouglasAir seedhilgS
I IS useo for recreational development, me
ions i1re steepness ot slope\ smail stor1es,
SQB wXlure. Use aeneraliy is umit9d to oaths
FF;:Which should exmnti across the s!op,~
H -tillS unit IS used for h()ji:th1de:-'dewelopm8ill !hlC; rnair.
tirnltaHonB are Steepness of siope, [~epth to bedrock, lovl
SOil cobbles, and modaf:at~iy slow p,grmeahiH!y
dec'p cuts needed 10 provida 8b'Sal1l1atty 'evel
sitB$ caIn axpuoo Spedallcundatons
lor dwellings witholJt basements may be "&OtHi!d 10
overGorn& the low son strength.
This map Wlit is in capilbfifiy subclass Vis,
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Date ReceIVed:~
Planner: JD
KEATING ENGIN.NG LLC
188 WEST B STREET SUITE 'P ADDRESS
SPRINGFIELD - OREGON - 97477
PHONE 541-726-9995 FAX 541-726-9996
. email: keatingeng@msn.com
ISEDIMENTATION CALCULATIONS FOR STORMWATER PRETREATMENT DETENTION BASIN
PROJECT
SCOPE
DESIGNER
EXTENDED DRY BASIN DESIGN
.
SKYLINE ESTATES
S 71ST ST - SPRINGFIELD - OREGON
STORMWATER PRETREATMENT BASI DATE 12/16
PROJECT NO
Steve Keatino REVISED
USES EPA APPROACHES RELATING SIZES OF SUP ENDED SOLIDS TO REMOVAL EFFICEINCIES OF TREATMENT SYSTEMS
DRAINAGE AREA 35()000
RUNOFF COEFFICIENT 0.80
DESIGN PEAK FLOW (Q\ 10208
BASIN WIDTH 30.00
BASIN DEPTH 6.00
BASIN LENGTH 100.00
POND EFF. PARAMETER 3
EQUATION VALUES
SQFT
CFH
FT
FT
FT
GOOD
DYNAMIC REMOVAL 1-(1 +(l/n)'(Vp/(Q/A)))~
QUIESCENT REMOVAL ' (Vs'A'TIEWo
TIE (interevent time\ 123 HRS
A (pond surface area) 3000 sa ft
pool volume Vb 18000 CU FT
mean annual storm vol Vr 508200000 CU FT
DESCRIPTION AVG CV shape factor 2.65
NNUAL NUMBER OF STORMS 71 0.15 kinematic viscosity (v) 0.000328 ft'/sec
DURATION (HOURS 15.9 0.8 os = oarticle density = 150 oct
-. .INTENSITY.(IN/HRl 0.35 . 0,73 'p":.. densitv of water - 62:5 -oct
VOLUME (IN) 0.5 1.09 basin ratio nQ/A 10
STORM SEPARATION (HRS) 123 1.5 Q/A 0.29 SURFACE OVERFLOW RATE
PARTICLE DIAMETER (MICRO %lWTl %lTTLI Vp Cd Re dynamic buiescen D+C VOL
1000 100 1 5.2101 2.20 52.00 -0.147 0.03 -0.12 -0.0012
707 100 5 5.2327 2.18 35.35 -0.148 0.03 -0.12 -0.0059
595 95 5 4.7754 2.62 28.56 -0.136 0.03 -0.11 -0.0055
420 90 5 3.2246 5.74 13.44 -0.096 0.02 -0.08 -0.0039
297 85 5 2.4856 9.67 7.43 -0.075 0.01 -0.06 '0.0031
177 80 5 1.6487 21.98 3.01 -0.051 0.01 -0.04 -0.0021
88 75 25 0.8507 82.54 0.79 -0.027 0.00 -0,02 -0.0055
44 50 25 0.4213 336.60 0.19 -0,014 0.00 -0.01 -0.0028
16 25 . 25 0.1580 2393.72 0.03 -0.005 0.00 -0.00 -0.0011
8 O. 0 0.0000 0.00 0.00 0.000 0 0.00 0.0000
. TOTALV0LUMEREMOVED "0:0310
- -
TYPICAL VALUE OF
STORM EVENTS
PARTICLE SIZES
(Fram City of Portland)
Stormwater Management
Manual rev. 9/02)
.
STOKES SETTLING
VELOCITIES
ITERATIONS
partlcle'SlZe (microns),.,. 1000
Re=DV/v= for V
Cd=24/Re+3/0.5Re+0.34=
Vp=(4g(ps,p)/(3)(Cd)(p))'=
REMOVAL RATES
Iteration V- fpm 5.2
52
2.2005
.5:21 at =0.08683 fps
smaIFpool'YJohimEflimits;usefUlneSs'of
uiescent'settlement. _
partide size (microns)= 707 iteration V= .,fpm 5
Re=DV/V= for V '~'35"35
Cd=24/Re:':3/0.5Re+0,34~=-2C.1816 -
_ _ ____ ___ __.Yp-=(~g(PkP)!@(9..9)(p))'= 5.2327. =_0.Q872UpS.__ _ _..
particle s_iz~ (microns)= 595 iterationV= fpm 4.8
Re=DV/v= for V 28:56
Cd=24/Re+3/0:5Re+0:34; . '-2:619'\"
Vp=(4g(ps_p)/(3)(Cd)(p))'= 4./754 = 0.07959 fps
.
420 iteration V= fpm 3.2
13.44
5.7448
3.2246 = 0.05374 f s
ate ReceivedJ - Lf ~61
Planner, JD
.
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STOKES SETTLING
VELOCITIES
ITERATIONS
.
partIcle size (microns): 297
Re=DV/V= for V
Cd=24/Re+3/0.5Re+0.34=
Vp=(4g(ps-p)/(3)(Cd)(p))'=
particle size (microns)= 177
Re:QVfv= for V
Cd=24/Re+3/0.5Re+0.34=
Vp=(4g(ps-p)/(3)(Cd)(plj2=
particle size (microns)= 88
Re=DVIv= for V
Cd=24/Re+310.5Re+0.34=
Vp=(4g(ps-p)/(3)(Cd)(plj2=
particle size (microns)= 44
Re=DVIv= for V
Cd=24/Re+3/0.5Re+O.34=
Vp=(4g(ps-p)I(3)(Cd)(plj2=
particle size (microns)= 16
Re=DVIv= for V
Cd=24/Re+3/0.5Re+0.34=
V=4 5- /3 Cd '=
iteratIon V= fpm 2.5
7.425
9.6687
2.4856 = 0.04143 Ips
iteration V= fpm 1 .7
3.009
21.975
1.6487 = 0.02748 Ips
iteration V= fpm 0.9
0.792
82.537
0.8507 = 0.01418 Ips
iteration V= fpm 0.44
0.1936
336.6
0.4213 = 0.00702 Ips
iteration V= 0.17
0.0272
2393.7
0.158 = 0.00263 I s
.
Date Received:
Planner:
t... It ~61
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Date Received:
Planner:
I-Lf-D7
~t)
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TRAFFIC IMPACT STUDY
FOR
r'.-:
1$:...
" ,J." r
if#
"-~'"
. 'h.
'/'1:; ,."
l"~~,
..;~,.t..~
S~yline Estates Residential Subdivision
Springfield, Oregon
t~'._ -~.
l' ~ L...!l:'JlW", '4 l. 1 :'4''':) :~!j
,
-- ~- ;:;,;,."",,,,,,,,,,,~,,*,,,
J}~~._.\
~':ffs\~~:';
.....< .
...,'-
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":';'.: : :
'__'5,-c.~..
:\..r;'-':"'-' -,
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December 21, 2006
Prepared For:
SKYLINE ESTATES, LLC
P.o. Box 117
Walterville, Oregon 97478
'~rE:lE>,!red.Bv:
:....--------.':.:.
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fli'~ c'--,~~':':..
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BRANCHE.t\lGINEERING,INC.
3tO;Fifth Street
'Springfield; Oregon 97477
Phone.(541) 746,0637
Fax(54~)746'0389
Project. No. 06-216
\--L\'-01
Date Recelved:-
Planner: J D
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TRAFFIC IMPACT STUDY
FOR
Skyline Estates Subdivision
Springfield, Oregon
~trr~""'''<n~.'ff<''''',~!'"'''''''"'''''''*''':''~''''''''''',~~"",_",.1'=''''":.":!_'~"~;"~:"""""';",,,,,",~~~~,","""''''",,,,''''''1'.=!,*,~.:1''':,._.,,,.;~!tM''H1'~!c:S=''''t<P.",,,,;T-"~""'"'":
';!'r!
December 21, 2006
Prepared Bv:
.
Exp. JUNE 30, 2007
BRANCH ENGINEERING, INC.
310 Fifth Street
Springfield, Oregon 97477
Phone (541) 746-0637
Fax (541) 746-0389
Project No. 06-216
.
Date Received:
Planner.
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TABLE OF CONTENTS
.~""""'~-~""'~."."".".~---
~'~"-""""'"
~""""""""",.,.",,,.....
1. INTRODUCTION ..................................................................................1
3. PROJECT DESCRIPTION ...................................................................2
Site Access ..................................................................................... 4
Site Circulation ............................................................................ 4
Off-Site improvements .................................................................... 4
Non-Motorized Facilities............. ............................ .........................4
4. EXISTING CONDITIONS......................................................................6
Street Network ......................................................................... 6
Intersections. ...... ...... .................. ..... ... ....... ................. ...... ...............6
Traffic Control Devices................................................................... 6
Accident Analysis ............................................................................ 6
Transit Facilities .............................................................................. 7
Non-motorized Facilities..... ........ ......... ......... ............. ......................7
5. EXISTING TRAFFIC VOLUMES .......................................................... 8
Seasonal Adjustment .....................................................................8
i.
6. FUTURE TRAFFIC VOLUM~S ..........................................................10
Growth.. ........ ...... ...... ........... ......... .... ... ........ .......... .... ............___......10
Trip Generation ...............................................................,.............12
Trip Distribution & TrafficAssignment..........................................12
Construction Traffic.. ................ ........ ................ ....... ..................... 15
7. INTERSECTION PERFORMANCE ....................................................16
Level of Service........... ............ .................................................. 16
Vehicle Queuing.............. ............ ..........................................17
8. CONCLUSIONS AND RECOMMENDATIONS ..................................18
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Date Received:
Planner.
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LIST OF FIGURES
.."'........~~."......__.; "............._._-~"""""""'--.~........."......-.. ''".,..~~-'.''''''=:1''",','',~.,'''_'<l.y<'"'''''''''"'''''*"'''--ll;.'o)\..cA;.:g..(''''':'_...'?..''''''
Figure 1:
Figure 2:
Figure 3:
Figure 4:
Figure 5:
Figure 6:
Vicinity Map ...................."..................."................................ 3
Site Pian ............................................................................. 5
Year 200 'Existing' Traffic Volumes .......... .".."".."......."......9
Year 2010 'No Build' Traffic Volumes ...."...........................11
Assignment of Site Generated Traffic.................................. 13
Year 2010 'Build' Traffic Volumes........".............................. 14
LIST OF TABLES
k""".I'>'~,.~.,....1"=".,:,..;''''>JO~,...~'''"=. _ .....~Tl""."!.=="""',..,!"~;:<'~-:<.j~~_"""'..;.""...,_,.,."""-~~~"'.......".".,,.......~.....,._~~,~,~t....~""........~':""'~~,
Accident History .................................""....."......................... 7
. Trip Generation ..................."."............""............................12
Trip Distribution ........................... .................... ..................... 12
Level of Service Criteria.................................................".... 16
Intersection Performance Results ..................................... 17
LIST OF APPENDICES
1-_'~'!1'"'~-~"',~"~!.~:-7~... ~~..-:.:'_,... "1':",,...,.."'r.":''"'::':<.'..._~~:~~=_~'"'h~~~~.'''''...,.,..;..m~!O':~.=='~~i'~.i.'J::::'.f_~.~~.E-"'!.'::1~,"',~~~JiI.,.,:..;=-.."_;""'_...",~;",,.j
_.:
Appendix A: City of Springfieid Traffic Impact Scope
Appendix B: ODOT Crash Data
Appendix C: Transit Schedules
Appendix 0: Traffic Count Summaries
Appendix E: Lcog Growth Data
Appendix F: ITE Trip Generation Data
Appendix G: Intersection Performance Calculations
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Date Received:_
Planner.
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TRAFFIC IMPACT ANAL YS S: SKYLINE ESTATES SUBDIVISION
PAGE 1 OF 18
1.
Introduction
Brimch Engineering inc. has been retained by Skyline Estates, LLC to prepare this Major Traffic Study
as required in Springfield Development Code 32.020 to meet the criteria of Springfield Public Works
Department policy S.O.P.P. #T-6.1 and the Traffic Impact Study Scope of Work, dated October S, 2006
(see Appendix A), prepared by City of Springfield Transportation staff for the proposed Skyline Estates
Residential Subdivision development in Springfield, Oregon. Included in this report is a summary of
existing and proposed transportation infrastructure, existing 'no build' traffic volumes, post development
('build') traffic volumes, accident history and analysis, and an evaluation of operating conditions at
nearby relevant intersections.
The following is a list of scenarios analyzed in this report:
.:. Year 2006 'Existing'
.:. Year 2010 'No-build'
.:. Year 2010 'Build'
~ Branch Engineering, Inc.
Date Received:
Planner~
December 21,2006
TRAFFIC IMPACT ANAL yl: SKYLINE ESTATES SUBDIVISION ·
PAGE 2 OF 18
.
2.
Project Description
The proposed Skyline Estates 70 lot residential development is located along South 71 ,\ Street in the
Thurston Hills, in southeast Springfield. The 26.5 acre development is planned to be constmcted in two
phases. The first phase will include approximately 37 d\vellings within the 18.6 acres of the site that is
already annexed to the City of Springfield. Phase II will include the balance of the site, and.
approximately 35 residential lots. The development proposal consists of single family dwellings, open
space, and supporting public infrastructure. Construction of Phase I is planned for summer, in 2007
with full occupancy anticipated in 2010. The propelty is identified on Assessor's Map 18-02-02, Tax
Lots 500 and 600, and Assessor's Map 18-02-02-24, Tax Lots 1600, 1700 and 1800. The site is
generally mountainous in terrain, densely vegetated, and is currently undeveloped.
Figure I illustrates the location of the proposed development.
.
.
Date Received:
Planner:
1@Branch Engineering, Inc.
December 21, 2006
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MAIN STREET
1--/
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IVY STREET
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VICINITY IvIA?
SPRINGFIELD. OREGON
I
McKENZIE HIGHWA yl
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Date Received:
Planner.
FIGURE 1
~ Branch Engineering, Inc.
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TRAFFIC IMPACT ANALY!: SKYLINE ESTATES SUBDIVISION.
PAGE 4 OF 18
Site Access
Vehicular access is proposed via a public street connection to South 71" Street. The proposed street
location is immediately north of Jessica Drive, south of the crest of South 7lS1 Street.
<:i+o r"irl'" r1~til"\n
........... _.....................,..
The proposed public roadway will extend to the southeast corner of the property and will provide future
interconnectivity between adjacent undeveloped properties as identified in the Springfield Local Street
Plan. Access to the new dwellings will be provided by a series of private and public streets.
Off-Site Improvements
The proposed development includes upgrading a portion of South 71 51 Street to current City standards
from the proposed site access point, south and west to South 70th Street at Jessica Drive.
Non-Motorized Facilities
Pedestrian and bicycle accommodations wi II include public sidewalks, and shared on-street vehicle /
bicycle lanes.
The proposed site plan is illustrated in Figure 2.
Date Received:
Planner:
r@'1 Brandi Engineering, Inc.
December 21, 2006
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TRAFFIC IMPACT ANALYSIS: SKYLINE ESTATES SUBDIVISION
PAGE 6 OF 18
3.
Existin~ Conditions
Street Network
The relevant roadways for this study are:
.:. Main Street (McKenzie Highway) .
.:. South 69th Place
.:. South 70th Street
.:. South 71 sl Street'
Main Street is functionally classified as a major collector roadway, and has a posted speed of 45 MPH in
the project vicinity. It is a five-lane east-west running roadway with two vehicle travel lanes in each
direction, and a center left-turn lane. Abutting development includes a mix of commercial and
resid~ntial properties.
South 69th Place and South 70th Street are functionally classified as collector roadways, while South 71 Sl
Street is classified as a local street. These streets have post(:d or statutory speeds of 25 MPH, and
abutting developments are residential in character.
Intersections
With City concurrence, the following existing intersections were evaluated for potential operational
issues associated with the proposed development:
.:. Main Street at South 69th Place
.:. Main Street at South 70th Street
.:. Main Street at South 71" Street
Traffic Control Devices
The Main Street / 69th Street / South 69th Place intersection is controlled by a traffic signal. The other
two intersections evaluated under the existing conditions scenario are two-way stop controlled.
Accident AnaJy~is
An analysis of crash history was performed for the relevant existing studied intersections. The most
.recent-three-full-years-of-accident-datawas evaluated (-January I, 2003 through-December 31,2005) as
supplied by the ODOT Crash Analysis and Reporting-Unit. Date Recelved:_
Planner:
1~ Branch Engineering, Inc.
~
December 21, 2006
. .
TRAFFIC IMPACT ANALYSIS: SKYLINE ESTATES SUBDIVISION
PAGE 7 OF 18
. During the period of analysis, there was one angle type property damage only (PDO) accident reported
at the 71 st Street I Main Street intersection, and no reported crashes at the South 70th Street I Main Street
intersection. There were six reported crashes at the 69th I Main Street intersection, as summarized in
Table I.
~--'--'- -:---Main~Streer@ -69tW-~----:------------=
- ".
Year Crash Severity Crash Type Total
.PDO Iniurv Fatal Angle Rear Tumina Ped
2003 I - - - - I - I
2004 1 I - I 1 2
- - -
2005 2 I - - - 3 - 3
As indicated above, there were a total of six reported crashes at the Main Street I 69th Street intersection .
during the three year study period. This results in a calculated accident rate of 0.33 per million entering
vehicles which is generally considered an acceptable rate.
:. The ODOT crash data is inCluded as Appendix B.
Transit Facilities
The proposed development site is serviced nearby via Lane Transit District (L TD) Routes 8x, II, and
91. The bus stops that are regularly served by these routes are located on Main Street, approximately
threeCquaitersuOf a nlileawilYAClaitionally, tfieTnrustonFark~ana~nae StatioiiulsTcicatedwltiiin two
miles to the west of the site. LTD route schedules are included in Appendix C.
. .
It is expected that transit service will be extended closer to the subject site, via South 67th Street, as the
nearby Mci untaingate developlUent.is. constructed.
Non~l\i1otorizedFacifitjes ..
The vast majority of relevant off~site roadways are not currently improved with exclusive bicycle or
pedestrian accommodations.
.
Data Received:
Planner.
l@i Branch Engineering, Inc.
December 21, 2006
. .
TRAFFIC IMPACT ANALYSIS: SKYLINE ESTATES SUBDIVISION
PAGE 8 OF 18
e 4.
EXISTING TRAFFIC VOLUMES
Existing Average Daily Traffic (ADT) volumes were obtained from the City ofSpringfidd 2004 ADT
. Map. Traffic counts are based on typical weekday 24 hour counts. The available published ADT in the
. project vicinity is as follows:
Roadway
Main Street
South 69'h Place
South 70'h Street
South 71" Street
ADT
15,900
3,700
900
1,900
ADT for South 69tl' Place and South 71 st Street was estimated to be ten times existing peak hour traffic
volumes, as no existing published ADT data was available.
Ie
Exi~ting PM peak hour traffic volumes were determined by manual traffic counts conducted by Branch
Engineering staff in October, 2006 (see Appendix D). The counts were perfonned between 4':00 and
6:00 PM on typical weekdays. Results of the counts indicate that the PM peak hour generally occurs
between 5 :00 to 6:00 PM in the area of analysis.
Seasonal Adjustment
Traffic volumes typicaIIy fluctuate throughout the year. To account for the fluctuation, an adjustment
was made to the observed traffic volumes in accordance with ODOT's seasonal adjustment
I methodology. The adjustment was based on data obtained from ODOT's Automatic Traffic Recorder
~ __.~{ATRJ-#20,,008Jocated.on.lnterstateJ05(EugeneoSpringfield.Highway),"near~1nterstate..s7 .The traffic .. ---
counts were performed in ()ctober, and the peak month is June. The resulting seasonal adjustment factor
was 1.06.
The adjusted traffic count summaries are included in AppenCiix D, and illustrated in Figure 3.
i
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l@iBranCh Engineering, Inc.
Date Received:
Planner.
December 21,2006
YEAR 2006 'EXISTING' TRAFFIC VOLUMES
(PM PEAK HOUR)
e
S. 7151 STREET
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S. 70lh STREET
ie
S. 59th PLACE
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~+l.,
37 j t. 5
30 --+ +- 14
79 t . 75
.~t r+
148 92
793
482 .
16
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Planner.
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FIGURE 3
463
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t. 24
. r23
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TRAFFIC IMPACT ANAL yl: SKYLINE ESTATES SUBDIVISION.
PAGE 10 OF 18
.
5.
Future Traffic Volumes
Growth
Future 'no build' conditions were estimated by factoring existing traffic volumes by the projected
Average Annual Growth Rate (AAGR) as published by Lane Council of Governments (see Appendix
E). Eugene/Springfield metropolitan population is projected to increase at an average AAGR of 1.17
percent oyer the next 25 years; however, AAGRs have reached 2.5 percent in the past 25 years. For this
analysis, existing background traffic was factored at a 3 percent per year growth rate.
Figure 4 shows year 2010 'no build' traffic volumes.
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Dat$ Received:
Planner:
Engineering, Inc.
December 21, 2006
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YEAR 2010 'NO BUILD' TRAFFIC VOLUMES
(PM PEAK HOUR)
S. 71s1 STREET
S. 70lh STREE I
S. 69th P~ACE
501
39 I 5 .
. . _______ _ __n_~...J_L~___ _____
42 j l. 6
34-+ +-16
89 t t84
~t~
167 104
893
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FIGURE 4
521
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t.27
t26
t[
767
6",
543
-Lln-
l.3
("25
t6(
897
'6
Date Recelv '. ....-
Planner.
~ Branch Engineering,
Inc.
-. .
TRAFFIC IMPACT ANAL Y~: SKYLINE ESTATES SUBDIVISION
PAGE 12 OF 18
.
Trip Generation
Peak hour trip generation values for the proposed development were estimated based on Trip
Generation, 7th Edition, published by the Institute of Transportation Engineers (ITE). The referenced
data is included in Appendix F, The following table summarizes the projected vehicle trips entering and
leaving the site:
----------- - --",---.-- ..-- -------.._--------;---.....~--~-----
- - -. ..
., "~, ':"TABlE 2:~,Ti'ip.Ge~era~ion ~' " " -, .. . __4____~
- .
Land Use: Rate Number Trips Entering Trips Leaving Total
Single,Family Detached Housing
(fTE Land use 210) Per Unit of Units # % # % Trips
PM Peak Hour 1.01 72 46 63% 27 370/0 73
Daily 9.57 72 345. 50% 345 50% 690
i.
Trip Distribution & Traffic Assignment
The site generated traffic was distributed to the adjacent road system and assigned to specific
intersection movements based on existing operational characteristics in the project vicinity. For the
purpose. of providing a conservative'analysis, 100 percent of the traffic was distributed each way at the
proposed site access location, Additionally, 100 percent of the site generated traffic was distributed to
each of the relevant intersections, as recommended by the City. It should be noted that based on the
proposed site access location, alignment, topography and the unimproved status of South 71 st Street,
little (if any) site generated traffic is expected to utilize this roadway as a link to or from Main Street
Table 3 summarizes the trip distribution assumptions.
. ., ,
-- ,- TABLE 3:_ ',Trip. Distri_butioil n_ _. - -_. ,
- --
- Desti~aiion - Percentage of Site Ge~erat~d-T~affic
Trip Origin I
.,... .-,----
_. ...- . --
North '1'0%
- ,
- ----
East ]5%
..
West 75%
,
Total 100%
.
Figures 5 and 6 conservatively illustrate the assignment site generated traffic and year 20 I 0 'build'
tfaJfic volumes, respectively,
1@iBranch Engineering, Inc.
Date Received:-
Planner~
December 21, 2006
.
ASSIGNMENT OF SITE GENERATED TRAFFIC
(PM PEAK HOUR)
6
l.
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r23
r+
40 .
S. 71st STREET
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Planner:
FIGURE 5
NOTE' SEE REPORT FOR TRIP DISTRIBUTION
ASSUMPTIONS "'-_
N.T.S.
~ Branch Engineering, Inc.
.
YEAR 2010 'BUILD' TRAFFIC VOLUMES
(PM PEAK HOUR)
521
~t
~31
f"49
tar-
767
S. 71st STREU
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. S. .69th PLACE
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ate Received:
Planner:
.
".......
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FIG URE 6
~ Branch Engineering, Inc.
TRAFFIC IMPACT ANAL yl: SKYLINE ESTATES SUBDIVISION.
PAGE 15 OF 18
. Construction Traffic
As required in the City's scope of work statement, the potential impact to the neighborhood was
considered and potential routes for heavy construction traffic were evaluated. The site is currently
surrounded by developed residential neighborhoods and some streets are not improved to current City
standards. These neighborhoods will likely be sensitive to any heavy vehicle traffic. Therefore, all
construction traffic should be confined to one of the three collector streets extending up the hiB from
Main Street, as these streets (when improved) would be expected to have the thickest pavement section,
should be fairly wide, and usually have sidewalks. A typical improved collector roadway should be
capable of accommodating the heavy construction traffic that would be associated with this
development. The nearby collector roadways include South 67th Street, South 69th Place, and South 70th
Street.
Based on the project Civil Engineer's construction quantity estimates, approximately of2,800 one-way
dump tmck loads are anticipated over a five month constmction window for each of the two phases.
Based on the width and observed pavement conditions on South 70th Street, it is not recommended that
constmction traffic utilize this street.
ie
South 69th Place is for the most part improved with sidewalks, curb and gutter, and appears to have
. pavement in reasonably good condition. There is a traffic signal at Main Street that would provide a
safe departure for loaded trucks leaving the site. However, this street meanders through a residential
neighborhood and multiple stop/yield controlled intersections in steep locations. This stree(would
likely be :rhe safest available route for loaded trucks departing from the site when considering the speed~
of traffic on Main Street.
South 67th Street does not have a traffic signal at Main Street; however, it is the most direct route
classified as a collector. street available to construction traffic, and it has likely had recent construction
activity on or near it from other nearby road and utility projects. This route is recommended for
construction traffic entering the.site, and should be available for any empty (non-.backbaul) truck traffic
leaving the site.
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Date Received:
Planner:
l@1 Branch Engineering, Inc.
December 21, 2006
TRAFFIC IMPACT ANAL yl: SKYLINE ESTATES SUBDIVISION.
PAGE 16 OF 18
.
6.
INTERSECTION PERFORMANCE
To satisfy the City of Springfield sta.Tldards, and potentially ODOT interests, intersection perforn1a.l1ce
was evaluated to detennine Level of Service (LOS) based on delay and Volume to Capacity (VIe) ratio.
Unsignalized intersections were analyzed with the computer program Highway Capacity Software
(HCS+) Version 5.2, by McTrans. The signalized intersection was evaluated using the computer
program Sigcap2, by OOOT.
Level of service, based on vehicle delay, is classified by a letter scale from 'A' to 'F'. LOS 'A'
represents optimum operating conditions and minimal delay. LOS 'F' indicates overcapacity conditions
causing unacceptable delay. LOS '0' is considered the minimum acceptable level of service by the City
of Eugene. Mitigation measures are often necessary when the level of service is below' D'.
The LOS determined by average delay per vehicle as established in the Highwav Capacity ManuaL 2000
(HCM) is as follows:
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Level of Service Unsignalized Signalized
A < [0 see < [0 see
B >10 and S 15 see >10 and S20 see
C > 15 and S 25 see >20 and '0 35 see
D >25 and '0 35 see >35 and S 55 see
--"-- ..--------.------ . --~---~
E >35 and '0 50 see >55 and '080 see
F > 50 see > 80 see
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~ Branch Engineering, Inc.
~
Another measure of congestion is perfonned by dividing the number of vehicles utilizing a
transportation facility by the calculated capacityoftlie facility, resulting in a volUme to capacity (vie)
ratio. Based on the 1999 Ort':gon Higbway PlaI!, !he mobility standard (maxiJl1um ily,,~ptabl~ voltLme to
capacity ratio) within a Metropolitan Planning Organization is 0.90 for district/local interest roads, and
u. _ _ . . _.. ~___ _ ___ _. _ _ _ .
0.80 for Statewide Principal Arterial Freight Routes. Main Street is a PrinCipal Arterial Freight Route,
Date Received:
Planner.
December 21, 2006
.
TRAFFIC IMPACT ANAL yl: SKYLINE ESTATES SUBDIVISION- .
PAGE 17 OF 18
while the remaining facilities were evaluated as district/local interest roads.
Vehicle Queuing
In addition to capacity and delay calculations, vehicle queue calculations were performed and the length
of queue for each applicable approach movement was projected in number of vehicles.
Results of the intersection performance analysis calculations are documented in Appendix G, and the
results are summarized in Table 5,
. . TAB[E-S: . INTERSECTIOr,rPERFORMANCE RESULTS ,- -. -
---~--------:__- -----TPM Peak Hour) --- ---:--:~ ---- ~-,---
2006 'Existing' -2010 'No~Build' _~Q10 '~I!i!d'
._ _. ... _. _ __ c___,..______.__.
INTERSECTION I Movement LOS VIC 95% LOS V/C 95% LOS V/C 95%
Queue Queue Queu~
I Main Street @ S. 69'h Place I 69'h Street
Northbound Left C 0.04 2 0 '0.05 2 0 0.06 3
Northbound Through/Right A 0.01 1 A 0.01 1 A 0.02 I
Ie Eastbound Left C 0.09 5 0 0.10 5 0 0.10 5
Eastbound Through C 0.22 9 0 0.25 10 0 0.25 to
Eastbound Right A 0.05 2 A 0.06 3 A . 0.08 3
Southbound Left C 0.02 1 0 0.02 1 0 0.02 I
Southbound ThroughlRight A 0.06 3 A 0.07 3 A 0.07 3
Westbound Left . A 0.01 I A 0.01 1 A 0.01 1
Westbound Through A 0.12 5 B 0.14 6 B 0.14 6
Westbound Right A 0.Q2 1 A 0.02 I A 0.02 t
Main Street@.S. 70'h Street
Westbound. Left A 0.01 B 0.01 B 0.02
Northbound'Approach C 0.08 C 0.11 C 0.21
MainStreet'@:S.7.1"'Sireet'
(ives.l.bo_undLeft . A 0.01 A 0.01 B 0:02 .
. .
Northbo,iiidApproa'ch B o.n C 0.14 C 0.23
S. -7-1=-t.Street-@-Site-Acc,ess-
. S.6uthb9UhifL~ft-. nla nla nla . . nla A 0:03 . I
nla nla
WestbOurii:lAjjproach . A 0.06 1
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1@Branch Engineering, Inc.
Date Received:
Planner:
December 21, 2006
. . .
TRAFFIC IMPACT ANALY~: SKYLINE ESTATES SUBDIVISION .
PAGE 18 OF 18
.
7.
Recommendations and Conclusion
Transit Facilities
The devdopment site is not convenienUy served by pubiic transit however, as [filS area continues to
develop, it is expected that L TD wiU be extending service to the southeast Thurston neighborhood.
Non-motorized Facilities
No special pedestrian or bicycle facilities, other than those required by code, are necessary to
accommodate the proposed development.
Trip Generation
The proposed development is projected to generate an average of 73 PM peak hour, and 690 daily new
vehicle trips on the public roadway system.
Ie
Construction Traffic
The recommended route for construction traffic between the project site and Main Street is South 67th
Street, via Jessica Driv~ to South 69th Street to Ivy Street. However, heavy' equipment and/or' loaded
trucks removing materiai from the sit~ should'utilizeSouth 69th Piace, via Jessica Drive to' 69th Street for
the benefit of using the traffic signal to enter onto Main Street.
Level of Service & Capacity
All studied intersections are projected to operate at acceptable levels of service and within the mobility
standard under aU scenarios through the planned build-out year of2010.
Queuing
All applicable 95th percentile queue lengths were calculated to remain the sanle, or increase by a
-.-- maximum of one yeliiEle.or less. Tliese lengtl1s are.considerecrreasonabli ana are.not expectedOtoO-
I ~ exceed the avail~ble storage. . . - - -... -. - .
Conclusion
In surrunary, the.resultoHhisanalysis indicates, the proposed development will not cause significant
adverse impact on theojlerating characteristics ofth~existing adjacent roadway syst(':m. No:sR(':cial
mitigation measures are necessary to accommodate the traffic generated by the proposed development.
l
I-
1@lBranch Engineering, Inc.
Date Received:
Planner:
December 21,2006
APPENDIX
A
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CITY OF SPRINGFIELD
TRAFFIC IMPACT STUDY
SCOPE OF WORK
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PUBLIC WORKS DEPARTMENT
ADMINISTRA TlON
ENGINEERING DIVISION
ENVIRONMENTAL SERVICES DIVISION
225 FIFTH STREET
SPRINGFIELD, OR 97477
MAINTENANCE DIVISION
TRANSPORTATION DIVISION
TECHNICAL SERVICES DIVISION
www.ci.springfield.or.us/depCpw.htm
www.ci.springfield.or.us
October 5, 2006
Damien Gilbert
Branch Engineering
310 Fifth Street
Springfield, OR 97477
Subject: Steve Keating/Skyline Subdivision
Dear Damien,
Enclosed per your request is a Traffic Impact Study Scope of Work statement for the Steve
Keating/Skyline Subdivision. This scope is based on the information'provided with your letter
of September 25,2006:
Please give me a call if we may provide additional infonnation.
Sincerely,
~ 'l7/? ~
~,~
Gary McKenney, P.E.' U
Transportation Planning Engineer
Data Receivecf:
Planner:
ADMINISTRATION / TECHNICAL SERVICES / ENGINEERING' (541) 726.3753 ' FAX (541) 736,1021
MAINTENANCE,' (541) 726.3761 0 FAX (541) 726.3621 TRANSPORTATION: (541) 736.1006 FAX (541) 726.3781
ENVIRONMENTAL SERVICES: (541) 726.3694 . FAX (541) 726.2309
.
.
. TRAFFIC IMP ACT STUDY SCOPE OF WORK
Date: October 5, 2006
Consultant: Branch Engineering
310 Fifth Street
Springfield, OR 97477
Project Assumptions:
Project Name: Steve Keating/Skyline Subdivision
Location: South of Jessica Street east of South 70th Street
Land Uses: ITE Code 210 - Single-Family Detached Housing
Size: Approximately 70 Dwelling Units
Access: Via new street system from South 70th Streets south of Daisy Street
Completion Date: Estimated 2007
i.
I
General: The proposed development will impact city streets; therefore the supporting traffic
impact analysis will need to address Springfield Development Code (SDC) requirements.
Because. the development is anticipated to generate more than 500 vehicle trips per day, it will
require a "major traffic study" per SDC 32.020. The study should address all the criteria
. outlined in Springfield Public Works Department policy (S.O.P.P.#T-6.1), except that certain
elements of the study may be confined to the'scope outlined below.
Trip Distribution and Assignment: Site traffic would have three primary routes available for
access to/from Main Street: South 69th Street, South 70th Street and South 71 st Street. The
distribution pattern of existing traffic at local street intersections near the site is a reasonably
reliable indicator of future site-trip distribution. However, the trip contribution of the site would
be minimal at anyone location if the total PM peak hour volume were spread over all three
routes. It may be appropriate to consider a set of worst-case conditions by assigning all site trips
'to each of the three intersections in tum.
- -.-----Stuay.cocations:
r' . SIte access point on South 70th Street
I . Main Street @ Soutli69th Street, South 70th Street mid South 7lst Street
Traffielmpacts andLQS Analysis:
LOS Analysis Methods
Use 2000 Highway Capacity Manual methodology.
.
Period(s) - Analvsis Year
PKfFeakHour - 2007 (or assumed build year for individualphases)
Scenarios
No-Build Build
Date Received:
Planner:
Page 1 of2
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Signalized LOS Analysis Assumptions
ldeal Saturation Flow Rate = 1,800 vphpl (per ODOT practice)
Peak Hour Factor = 0.95 for all movements
. Area Type = Other (Not CBD)
Construction Traffic ROlltinglImpacts
The scale and location of the proposed development requires that potential impacts of
construction traffic on neighborhood safety be considered: The TIS should include an analysis
of preferred routes for construction traffic access and estimates of the type and volume of heavy
truck traffic that would be required to build the public infrastructure to serve the proposed
development.
Include this Scope of Work in the appelldi>: oft/Ie Traffic Impact Study
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Date Received:
Planner:
Page 2 of2
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APPENDIX
B
ODOT CRASH DATA
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APPENDIX
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LANE TR.ANSIT DISTR.ICT
R.OUTE SCHEDULES
I
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Date Received'
Planner. '
.
I-
I.
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.
.
1-105
Thurston
Middle Schoof
THURSTON RD
'"
..!.
_I
Thurston ~ II
High School fJ
MAIN STREET
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~ 14th .
UOStation
Kincaidat 14th
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Thurston
Station
II
8x Thurston Station
~ LTD Station
iii LTD Park & Ride
AM Routing
PM Routing
-A"f
From: Thurston Area From: UO/Sacred Heart, Eugene Downtown
To: Eugene Downtown, Sacred Hearl/UO To: Thurston Area
Name: 8x UO Name: 8x Thurston Station
LEAVE LEAVE ARRIVE
Thyrston 69th Thurston Pearl ARRIVE UD Sta. Oak Thurston 69th Main
Station at ,Station at UO Kincaid at Station at at
Bay B Main Bay A 8th Station at 14th 10th Bay B Main 58th
@] -[IJ @J [i] ~ ITJ @]
6:40. c6:46
7:40. 7'50
PM
3:45+ 3:50 4:03# 4:12 4:17
5:10+ 5:17 -5:30# 5:40 5:47
. Does not serve bus stops on 13th Avenue between Pearl Street and Patterson Street.
+Ooos notS~ive~us slops on llt!iAveiiuelietween-patlerson Street and Pearl Street.
#Startingal'ThurstonStation, changes to express service and only dnipsoff customers. Ends at Main a! 58!h
after co-mpletiiigth8Thurston lo'op. - - . .
Date Received:
Planner:
.
.
n
.
N
11 Thurston
~ LTD Station
m LTD Park & Ride
-
This portion of the route
will b< r<pla<ed by EmX in
December 2006. See page
31 for d<tails.
Sac~d H~art
Medica/Center
>-
>=
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"-
~
w
w
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Thurston
~ M~&e
~ School
~ THURSTON RO
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Papa'sPino ~
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\
.s::>
AdmlflOmel:'
Springfield 101
Station Bay ...
Walnut & Franklin
From: Eugene Downtown
To: Thurston Area via UO/Main Street
Name: 11 Thurston
ARRIVE
LEAVE UDSta. ffaI1klin ARRrJE LEAVE MaIn Malo ThurslUo 69~
Eugene Klncaid at Sp1ld S~1d at at Sta~on at
Station al13th Agale Station Station 21~ 42'" BayB Malo
lEI [jJ ~ If] If] I] III [ill [ill
.' 0
From: Thurston Area
To: Eugene Downtown via Main Street/UO
Name: 11 EugeneStalion
LEAVE
69~ Thumon Malo Malo
at Station at at
Malo Say A 42'" 23'"
[ill [ill III I]
~ ~
AM - - - - .. - - 7:25 7:28 7:32 7:35 7:43 7:43 7:48 7:52 7:56 8:05
.. . - -- -- 7:55 7:58 8:02 8:05 8:13 8:13 8:18 8:22 8:26 8:35
.. - - - - -- 8:20 8:23 8:27 8:31 8:39 . 8:39 8:45 8:50 8:54 9:04
8:30 8:35 8:37 8:47 8:"50 8:53 8:57 9:01 9:09 9:09 9:15 9:20 9:24 9:34
9:00 9:05 9:07 9:17 9:20 8:23 9:27 9:31 9:39 9:39 9:45 9:50 9:54 10:04
--9:30-9:35-9:37-9:47"-9:50-9:53~9:57-10:01-10:09~ -10~09-10:15-~10;20-'0:24--fO:34
1P:90 1_Q:05 10:07 10:17 J.Q:?.o,19~?3 10:27 10:31 fO:39 :fO:39', :10;45 fCl:SO 1'0:54 "11:04
10:30 10:35 10:37 10:47 10:50 '"10:53 10:57 11:01 11:09 11:09 11:15 11:20 11:24 11:34
11:00 11:05 11:07 11:17 "11:20 ,11:23 11:27 11:31 11::?9 ';11}9 "."1f~ .11:50 11:54 12:04
11:30 11:35 11:37 11:47 11:5011:53 11:57 !~:91 n:09 12:09 12:15 12:20 12:24 12:34
PM 12:00 12:05 12:07 12:17 12:20 12:23 12:27 12:31 12:39 12:39 12:45 12:50 12:54 1:04
12:30 12:35 12:37 12:47 12:50 12:53" ,12:57 1:01 .1:09 _ _1:09 "_.1;15 -1:20" -1:24 '1:34
Too 1:05' -;i:cI7 1:17 "1:20 . 1:23 1:27 1:31 1:39 1:39 1:451:50 1:54 2:04
1:30 1:35 1:37 1:47 1:50 1:53 1:57 2:01 2:09 2;09 2:1~ ~:_20 2:24 2:34
2:00 "2:05 2:07 2:17 2:20 2:23 2:27 2:31 2:39 2:39 2:45 2:50 2:54 3:04
2:30 2:35 2:37 2:47 2:50 2:53 2:57 3:01 3:09 -3~09 3:15 3:20 3:24 3:34
3:00 3:05 3:07 3:17 3:20 3:23 3:27 3:31 3:39 3:39 3:45 3:50 3:544:04
3:30 3:35 3:37 3:47 3:50 3:53 3:57 4:01 4:09 4:09 4:15 4:20 4:24 4:34
4:00 4:05 4:07 4:17 4:20 4:23 4:27 4:31 4:39 ,4:39 4:45 4:50 4:54 5:04
4:30 4:35 4:37 4:47 4:50 ''':53 4:57 5:-01 5:09 5:09 5:"15 5:20 -5':24 5:34
5:00 5:05 5:07 5:17 5:20 ,5:23 5:27 5:31 5:39 5:39 5:45 5:50 5:54 6:04
5:30 5:35 5:37 5;47 5:s{) 5:53 5:57 6:01 6:09 ~~~~ !:.!~ ~,--29 6:24 6:3:4
6:00 6:05 6:07 6:17 6:20 6:23 6:27 6:31 6:39 6:39 6:45 6:50 6:54 7:04
6:30 6:35 6:37 6:47 6:50 6:53 6:57 7:01 7:09 7;09 7:15 7:20 7:24 7:34
7:00 7:05 7:07 7:17 "7:20 7:23, 7:27 7:31 7:39 . 7:39 7:45 7:50 7:54 8:04
7:30 7:35 7:37 7:47 7:50 7:53 7:57 8:01 8:09# .. _ _ _. .. __
# Servlceendsat69t1latMain, Drop-oft only service on Main Street Irom 691h Street to 581hStreel.
Date ReCfllvecL
Plann8r.
1i1~
ThU/ston
Station
."
~
-<-
ARRIVE
Spfld
Station
lEAVE
SD'"
station
"""',
at
Agate
ARRM
Eugene
Station
Iill
Iill
o
.
8:10 "8:16 8:25
8:40 8:46 8:55
9:08 9:14 9:25
9:38 9:44 9:55
10:08 10:14 10:25
10:3'8 10:44 .10:55
11:0~ 11:14 "11:25-
11:38 11:44 11:55
12:08 . ~12:14 ~1~:2.5
,12:38 12:44 12:55
1:08 1:14 1:25
1:38" -1:<<- --1:55' -
2:98 2:14 "2:25
2:38 2:<< 2:55
3:08 ~:1." ~~~.~
3:38 3:<< 3:55
4:08 4:f4 4:25
4:38 4:44 4:55
5:08 5:"1~ .5:25
5":38 5:44 5:55
6:08 6:14 6:25
6:38 6:44 6:55
7:08 7:14 7:25
7:36 7:<12 7:5(1
8:06 8:12 8:ib
.. u ..
.
.
From: Eugene Downtown From: Thurston Area
To: Thurston Area via UOIMain Street To: Eugene Downtown via Main Street/ua
Name: 11 Thurston Name: 11 Eugene Station
ARRIVE LEAVE
LEAVE UOSla. Franklin ARRIVE LEAVE Main Main Thurston "" ,9th Thurston Main Main ARRIVE LEAVE Franklin ARRM
Eugene KincaKi at Spfld Spfld al 'I Station aI al StaliorJ aI at Splld Spnd at Eugene
Station at131t1 Agate Station Station 21st 42nd BayS Main Main BayA 42nd 23rd Station Stltion Agate Stltion
rw ITJ III [f] [f] ill Ii) ill !Ii !Ii ill Ii) ill !ill !ill III
. pI
AM. 4:58 5:00 5:04 5:08 5:14 5:14 5:19 5:24 5:28 5:34 5:35 5:42 5:55
5:28 5:30 5:34 5:38 5:44 5:44 5:49 5:54 5;58 6:04 6:05 6:12 6:25
5:52 5:54 5:58 6:02 6:08 6:08 5:13 6:16 6:22 6:32 6:35 6:42 5:55
6:00 6:05 6:07 6:15 6:15 6:18. 6:22 6:25 6:33 6:33 6:40 6:46 6:50 7;00 7:05 7:13 7:25
6:33 6:36 6:40 6:44 6:51 6:51 6:58 7:04 7;08 7:18 7:20 7:28 7:40
6;30 6:35 6:37 6:45 6:45 6:48 6:52 6:56 7:03 7:03 7:10 7:16 7:22 7:32 7:35 7:43 7:55
7:03 7:06 7:11 7:15 7:23 7:23 7:30 7:36 7:42 7:50 7:53 8:00 8:10
7:00 7:05 7:07 7:15 7:15 7:18 7:23 7:27 7:36 7:36 7:43 7:49 7:55 8:03 8:05 8:12 8:25
7:25 7:28 7:33 7:37 7:46 7:46 7:53 7:59 8:05 8:13 8:15 8:22 8:35
7:15 7:20 7:22 7:31 7:33 7:36 7:41 7:45 7:53 7:53 8:00 8:06 8:11 6:20 8:22 8:29 8:40
7:55 8:03 8:03 8:10 8:16 8:20 8:32 8:35 8:42 8:55
7:30. 7:35 7:37 7:46 7:49 7:52 7:58 6:03 8:13
7:45 7:50 7:52 8:02 8:05 8:08 8:12 8:16 _8:22 8:22 8:29 8:35 8:39 8:48 8:51 8:58 9:10
8:00 8:05 8:07 8:17 8:19 8:22 8:26 8:30 8:37 8:37 8:44 8:50 8:54 9:03 9:06 9:13 9:25
6:15 8:20 8:22 8:32 8;34 8:37 8:41 8:45 8:52 8:52 8:59 9:05 9;09 9:18 9:21 9:28 9:40
8:30 8;35 8;37 8:47 8:49 8;52 8:56 9:00 9:07 9:07 9:14 9:20 9:24 9:33 9;36 9:43 9:55
8:45 8:50 8:52 9:02 9:04 9:07 9:11 9:15 9:22 9:22 9:29 9:35 9:39 9:48 9:51 9:58 10:10
9:00 9:05 9:07 9:17 9:19 9:22 9:26 9;30 9:37 9:37 9:44 9;50 9:54 10;03 10:06 10:13 10:25
9:15 9:20 9:22 9:32 9:34 9:37 9:41 9:45 9:52 9:52 9:59 10:05 10:09 10:18 10:21 10:28 10:40
9:30 9:35 9:37 9:47 9:49 9:52 9:56 10:00 10:07 10:07 10:14 10:20 10:24 10:33 10:36 10:43 10:55
9:45 9:50 9:52 10:02 10:04 10:07 10:11 10:15 10:22 10:22 10:29 10:35 10:39 10:48 10:51 10:58 ~ 1 : 1 0
10;00 10:05 10:07 10:17 10:19 10;22 10:26 10:30 10:37 10:37 10:44 10:50 10:54 11:Q3 11:06 11:13 11:25
10:15 10:20 10:22 10;32 1O;]A 10;37 1O:4j 10;45 10:52 10:52 10:59 11:05 11:09 11:18 11:21 11:28 11:40
10:57 11:04 11:04 11:11 11:17 11:21 11;31 11:36 11:44 11:55
10:30. 10:35 10:37 10:47 10:49 10:52 10:56 11:02 11:14 11:14 11:23 11:30 11:35 11:44 11:49 11:57 12:10
10:45 10:50 10:52 11:04 11:06 11:09 11:15 11:20 11:30 11:30 11:37 11:43 11:48 11:59 12:07 12:15 12:25
11:00 11:05 11;07 11:19- 11:21 11:24 11:30 11:35 11:45 11:45 11:52 11:58 12:03 12:14 12:22 12:30 12;40
11:15 11:20 11:22 11:34 11:36 11;39 11:45 11:50 12:00 12:00 12:07 12:13 12:1.8 12:29 12:37 12:45 12:55
11;30 11:35 11:37 11:49 11:51 11:54 12:00 12:05 12:15 12;15 12:22 12:28 12:33 12:44 12:52 1:00 1:10
11:45 11:51 11:53 12:05 12:07 12:10 12:16 12:21 12:31 12:31 12:38 12:44 12:49 1:00 1:07 1:15 1:25
PM 12:00 12:06 12:08 12:20 12:22 12:25 12:31 12:36 12:46 12:46 12:53 12:59 1:04 1:15 1:22 1:30 1:40
12:15 12:21 12:23 12:35 12:37 12;40 12:46 12:51 1:01 1:01 1:08 1:14 1:19 1:30 1:37 ';45 1:55
12:30 12:36 12:38 12;50 12:52 12:55 1:01 1:05 1:16 1:16 1:23 1:29 1:34 1:45 1:49 1:57 2:10
12:45 12:51 12:53 1:05 1:07 1:10 1:16 1:21 1:31 1:31 1:38 1:44 1:49 2:00 2:04 2:12 2:25
1:00 1:06 1:08 1:20 1;22 1:25 1:31 1:36 1:45 1:46 1:53. 1:59 2:04 2:15 2:19 2:27 2:40
1:15 1:21 1:23 1:35 1:37 1:40 1:48 1:51 2:01 2:1I1 2:08 2:14 2:19 2:30 2:34 2:42 2:55
1:30 1:36 1:38 1:50 1:52 1:55 2:01 2:06 2:16 2:16 2:23 2:29 2:34 2:45 2:49 2:57 3:10
1:45 1:51 1:53 2:05 2:07 2:10 2:16 2:21 2:31 2:31 2:38 2:44 2:49 3:00 3:04 3:12 3:25
2:00 2:06 2:08 2:20 2:22 2:25 2:31 2:36 2:46 2:46 2:53 2:59 3:04 3:15 3:19 3:27 3:40
2:15 2:21 2:23 2:35 2:37 2:40 2:46 2:51 3:01 3:01 3:C8 ".1" 3:i9 3:30 3:34 3:42 3:55
2:30 2:36 2:38 2:50 2:52 2:55 3:01 3:06 3:16 3:16 3:24 3:30 3;35 3:46 3:51 3:59 4:10
3:13+ 3:21 3:2:1 3:45
2:45 2:51 2:53 3:06 3:08 3:11 3:17 3:22 3:34 3:34 3:4-3 3:50 3:55 ~:O3 4:06 4:14 4:25
3:00 3:06 3:08 3:21 3:23 3:26 3:32 3:37 3:49 3:49 3;58 04-:05 4:10 04-:18 4:21 4:2-9 4:40
3;15 3:21 3:23 3;36 3:38 3:41 3:47 3:52 4;04 4:04 4;13 4:20 4:25 ,4:33 4;36 4:.44 4:55
3:30 3:36 3:38 3:51- --3:5'3-r56-4:02---"470i'-4;19 ~4:19'- 4:2-8 4:35 4;40 4:48 4;?' 4:59 ~:10
3:45 3:51 3:53 4:06 4:08 4:11 4:17 4;22 4:34 4:34 4:42 4:49 4:54 5:03 5:07 5:'14- 5:25
4:00 4:06 4:'08 4:21 4:23 4:26 4:32 4:37 4:49 4:49 4:57 5:04 5:09 5:18 5:22 5:29 5:40
4:15 4:?1 4:23 4:36 4:38 4:41 4:47 4:52 5:04 5:04 5:12 5;19 5:24 5:33 5:37 5:44 5:55
4:30 4:36 4:38 4:51 4:53 4:56 5:02 5:07 5:19 5:19 5:27 5:34 5:39 5:"48 5:52 5=59 6:10
4:4-5 4:51 4:53 5:06 5:08 5:11 5:17 5:22 5:32 5;32 5:39 5:46 5:51 6:01 6:07 6:15 6:25
'5:00 '5:06 5:08 5:21 5:23 '5:26 5:32 5:37 5;47 5:47 5:54 6:01 6:06 6:16" 6:f2 6:3-0 6:40
5:15 5:21 5:23 5:36 5:38 5:41 5:47 5:52 6:02 6:02 6:09 6;16 6:21 5;31 6:37 6:45 6:55
5:30 5:36 5:38 5:50 5:52 5:55 6:01 6:06 6:15 6:15 e:2~ 5:2S "..,. ".A.
5:45 5:50 5:52 5:05 6:08 6:11 6:17 6:21 6:29 6:29 6:35 6:40 6:45 6:53 6:55 7:01 7:10
6;00 6:05 6:07 6:18 6:22 6:25 6:31 6:35 6:48 6:53 6:59 7:0.4 7:08 7:18 7:23 7:29 7:40
6:15 6:20 6:22 6:33 6:38 6:41 6:47 6:51 6:5-9#
6:30 6:35 6:37 6:48 6:52 6:55 7:00 7:05 7:18 7:18 7:24 7:29 7:33 7:42 7:44 7:50 6:00
7_:1J1 7:15 7:17 7:28 7:33 7:36 7:41 7:45 7:56 7:55 8:02 8:07 8:11 8:19 8:23 8:29 8;40
7:4-5 7:50 7:52 8:02 8:03 8:06 8:11 8:16 8:26 8:26 8:32 8:37 8:41 8:49 8:53 8:59 9:10
8:15 8;20 8:22 8:32 8:33 8;36 8:41 8:46 8:56 8:55 9:02 9:07 9:11 9:19 9:23 9:29 9:40
8:45 8:50 8:52 9:02 9:03 9:06 9:11 9:16 9:26 9:26 9:32 9:37 9:41 9:48 9:53 9:59 10:10
9:15 9:20 9:22 9:32 9:33 9:36 9:41 9:46 9:56 9:56 10:02 10:07 10:11 10:19 10:23 10:29 10:40
9:45 9:50 9:52 10:02 10;03 10:06 10;11 10:16 10:2_5 10:25 10:30 10:34 10:38 10:4.4 10;44 10:50 11:00
10:15 10:20 10:22 10:32 10:33 10:36 10:41 10:46 10:54#
10:45 10:50 10:52 11:02 11:03 11:06 11:11 11:16 11:24#
. After serving Thurston Station, changes to express service and only drops off customer::, Ends at Main at 58th alter completing lite Thur::ton Road loop,
+ Bus sign reads "11 Spfid Sta" until bus reaches 69th al Main, where it changes to express service and only drops off cusiomeffi. Does not serve Thurston Stalioo and ends at
Springfield Sttdon. Does not operale during specific School Districl 19 holidays, breaks, and summer. Seepage 6fordetaTIs.
# Service ends af 69th at Main. Drop-off only servicll on Main Streelfmm6Slh Streellrl 58th Street Date Received:
Planner:
.
.
From: EugeneDowntown
To: Thurston Area: via UO/Main Street
Name: 11 Thurston
lEAVE UOSta
Eugene Kincaid
Station at13tfl
Franklin
"
Agate
ARRNE
Spnd
statiori"
LEAVE
Spnd
&"""
Main
"
21st
Main
"
"'"
Thurston
"'''''
BayB
[fj]
[jJ
~
o
o
!II
[iJ
~
."
AM
625
6:55
7:20
7:50
8:20
8:50
9:20
9:50
10:20
6:28
6:58
7:23
7;53
8:23
8:53
9:23
9:53
~O:2J
6:32
7:02
7:27
7:57
8:27
8:57
9:27
9:57
10:27
6:35 6:43
7:05 7:13
7:31 7:40
8:01 8:10
8:31 8:40
9:01 9:10
9:31 9:40
10:01 10:10
10:31 10:40
.
7:30
8;00
8:30.
9:00
9:30_
10:00
7:47
6:17
6:47
9:17
9:47
10:17
7:35
8:05
8:J~
9:05
9:35
1Q:05
7:37
8:07
8:37
9:07
9:37
f(J;07
10:30 10:35 10:37 10:47 10:50 10:53 10:57 11:01 11:10
10:45 10:50 10:52 11:02 11:05 11:08 11:12 11:16 11:25
11:00 11:05 11:07 11:17 11:20 11:23 11:27 11:31 11:40
11:15 11:20 11:22 11:32 11:35 11:38 11:42 11:46 '1:55
11:30 11:35 11:37 11:47 11:50 11:53 11:57 12:01 12:10
11:45 11:50 11:52 12:02 12:05 12:08 12:12 12:16 12:25
PM 12:00 12:05 12:07 12:17 12:20 12:23 12:27 12:31 12:40
12;15 12:20 12:22 12:32 12:35 12:38 12:42 12:46 12:55
12:30 12:35 12:37 12:47 12:50 12:53 12:57 1:01 1:10
12:4512:50 12:52 1:02 1:05 1:08 1:12 1:16 1:25
1:00 1:05 1:07 1:17 1:20 1:23 1:27 1:31 1:40
1:15 1:;<0 1;;<2 1:32 1:35 1:38 1:42 1:46 1:55
1:30 1:35 1:37 1:47 1:50 1:53 1:57 2:01 2:HI
1:45 "1:50 1:52 2:02 2:05 2:08 2:12 2:16 2:25
2:00 2:05 2:07 2;17 2:20 2:~3 2:27 2:31 2:40
2:15 2:20 2:22 2:32 2:35 2:38 2:42 2:46 2:55
2:30 2:35 2:37 2:47 2:50 2:53 2:57 3:01 3:10
~ ----.~ --2:45'--2:50-2:52-3:02--:3~ci5--3:08_-3_;t2-3;j6~"""1:25-- .-
'3;00 3:05 -3;07 3:17 3:20 3:23 .3:27 -3:31 3:40
3:15 3:20 3:22 3:32 3;35 3:38 3:42 3:46 3:S5
3:30 ~j~5" "~:;J7 3:47 3;50 3:53' 3:57 '4:01 4:10
3:45 3:50 3:52 4:02 _4:05 4:08 4:12 4:16 4:25
';00 4:05 4:07 4:17 4:20 4:23 4:27 4:31 4:40
4:15 4:20 4:22' 4:32 4:35 4:38 4:42 4:46 4:55
"4:30 -'4:35 '4:37 "4:47 '4:~0. .~:~.. 'fS7 5:01 5:"10
4:45 4:50 4;52 5:02 5:05 5:08 5:12 5:16 5:25
-5:00 5:05 'S:iii S:1i 5:20 '5;23 5:27 5:31 5:40
5:15 5:20 5:22 5:32 5:35 5:38 5:42 5:46 5:55#
5;30 5:35 5:37 5:47 5:50 5:53 5:57 6:01 6:10
6:00 6:05 6:07 6:17 6;18 6:21 6:25 6:29 6;40
6:30 6:35 6:37 6:47 6:48 8:51 8:55 8:59 7:10
7:10 '7:15 7:17 7:27 7:28 7:31 7:35 7:39 7:48
7:45 7:50 7:52 8:02 6:03 8:06 8:10 8:14 8:23
8:15 8:20 8:22 8:32 8:33 8:36 11:40 8:44 8:53
8:45 8:50 8:52 9:02 9:03 9:06 9:10 9:14 9:23
9:f5 9:20 9:22 9:32 9:33 9:36 9:40 9:44 9:53
. 9:459:50 9:5210:0210:0310:0610:1010:1410:23
10:15 10:20 10:22 10:32 10:33 10;36 10:40 10:44 10:52
10:45 10:50 10:52 11:02 11:03 11:06 11:10 11:14 11:22#
# SefVk:e ene's at69t11 J( MJirr" Drop-oft only service an Alain Snet from fi9ltl S~el to 58m S~et
ARRIVE
'''''
"
M""
From: ThurstonArea
To: Eugene Downtown via Main StreetAlO
Name: 11 Eugene Station
LEAVE
'''''
"
Main
[6J
@J
6:43
7:13
7:40
6:10
6:40
9:10
9:40
10:10
10:4~
6:48
7:18
7:46
8:16
8:46
9:16
9:46
10:16
10:46
11:01
11:16
11:31
11:48
12:01
12:16
12:31
12:~
1:01
1:16
1:31
1:~
2:01
2:16
2:31
2:46
3:01
3:15
3:31
3:46
4:01
-4:16
"4:31
4:-46
5:01
5:16
5il~
5:46
11:10
11:25
11:40
11:55
12:10
12:25
12:40
12:55
1:10
1:25
1:40
1:55
2:10
2:25
2:40
2:55
3:10
3:25
3:40
3:55
4:10
4:25
4:40
:4:55_
5:10
5:25
5:40
~:10
6:-40
7:10
7:53
8:23
8:53
9:23
9:53
10:23
10:52
6:16
6:46
7:16
7;5~
8:29
8:59
9:29
9:59
10:29
10;57
Thurston
Stanon
BayA
~
6:21'
6:51
1:21
8:04
8:34
1:04
9:34
10:04
10:34
fi:02
.
Main
"
42nd
Main
"
13"
ARRIVE
SpI1'
Station
LEAVE
Spftt1'
&>tiO"
""..
"
Aaate
Ii]
!II
lID
lID
~
6:52
7:22
7:51
8:21
8:51
9:21
9:51
10:21
10:51
11:06
11:21
11:36
11:51
12:06
12:21
12:36
12:51
1:06
1:21
1:36
1:51
2:08
2:21
2:36
2:51
3:06
3:21
.3:36
"~:.51
4:06
--4:21
4:36
4;51
5:06,
5:21
~~8
5:51
6:56 7:05 7:10 7:16 7:25
7:26 7:35 7:40 7:46 7:55
7:55 8:04 8:08 8:14 8:25
6:25 8:34 8:38 8:44 8:55
8:55 9:04 9:08 9:14 9:25
9:25 9:34 9:38 9:44 9:55
9:55 10:04 10:08 10:14 10:25
10:25 10:34 10:38 10:44 10:55
10:55 11:04 11:08 11:14 11:25
11:10 11:19 11:23 11:29 '"11:40
11:25 11:34 11:38 11;44 11:55.
11:40 11:49 11:53 11:59 12:10
11:55 12:04 12:06 12:14 12:25
12:10 12:19 12:23 12:29 12:40
1~:25 12:34 12:38 12:44 12:55
12:40 12:49 12:53 12:59 1:10
12:55 1:04 1:08 1:14 1:25
1:10 1:19 1:23 1:29 1:40
1:25 1;3-4 1:38 1:44 1;55
1:40 1:49 1:53 1:59 2:10
1:55 2:04 2:08 2:14 2:25
2:10 2:19 2:23 2:29 2:40
2:25 2:34 2:38 2;44 2:55
2:40 2:49 2:53 2:59 3:10
~:~5 ~:?4 3;08 3:1;4 3:25
3:10 3:19 3:23 3:29 3:40
3:25_3:34_3;38_3:4-4_3:55__
3:40 _3:49 3;53 3:59. -4:10
3:55 04:04' 4:08 -4::t~ 4:25
4:10 4:19 4=23 4;29 4:40
.iqs 'i:~4 4~38~:44 4:55
4:40 4:49 4;53 4:59 5:10
4:55 -5:04 5:0"ii 5:14 5:25
.5:10 "5:19, 5:23. 5:29~ .5:40
5:25 5:;J4 5;38 5;44 5:55
5:40 5:49 .5:53 5:59 6:10
5:55 6:04 8:08 6:14 6:25
6:25
6:55
7:25
8:08
8:38
9:08
9;38
10:08
10:38
11:06
6:34
1:04
!:3.4
8:17
8:47
9:17
9:47
10:17
10:47
1;;15
6;38
7:13
7:43
8:23
8:53
9:23
9:53
10:23
10:47
6:44
7:19
7:49
8:29
8:59
9:29
9:59
10:29
10:53
8:55
1:30
8;00
8:40
9:10
9:40
10:10
10:40
11:00
Date Received:
Planner:
ARRIVE
Ellgene
Station
McKcMie
Bridgr:
I1Q] ~ II]]
McKenzie
Riv~r
Ranger
Star,on
.
.
91 McKenzie Bridge
~ lTD Station
iii lTD Park & Ride
n
~ V
Alternate Routing (see timetable) 1'\1 M@j ~:~;,
Nimrod
"l"'~~' M"'P"\3S~~~
4 "n' ~izJ;x
v-?..J).o WOlt(~m( ~''''''''''''f ~ ~g~k
I - ~"A ~I K
\1-105 HWY 126 ~<"" @fI Leoburg
'Kl~ [21112;: MAIN~i3I~
~ ""'_~= ~ 1.:1_
Eugene ..;:,; oL..o
StaticnBay ~(>'1- \ ~I..
1!f.A~
Thurston
Station
McKENZIE
RIVER DR_
L,o;~
Rt5CNOlr
91 Limited Trips
This map reflects routing between Eugene Station and Thurston Station at 6:14 a.m. [trip leaving
McKenzie Bridge) and 5:30 p.m. (trip leaving Eugene Station). On these-trips, the bus will only selVe
those timepoints-indicated on the timetable.
Eugene. ~
Statio.n Bay 10th~
0-:
~I
ij
Popas Pizza
-'t;:~
BROADWAY c"'o
~
"" 1'\'J'~'l.L\~~;'OA
-ITJ -:3 -
UniVe{5ityOf'~1 ~ .
n...nnrJ ~ ~I
-',- '" iiJ \
~'"
~o"~
-s:~
/<,~
MAIN
2
.~ I~~
Springfield ,f':'t
Station Bay'U
Date Received:
Planner:
~
IE
"'
12
ThUf5ton
Station
.
.
.
From: Eugene Downtown
To: fJighway 126 to McKenzie River Ranger Station
Name: 91 McKenzie Bridge
ARRIVE
LEAVE Franklin Thurston HWy 126 McK. River
Eugene at Spftd Station at Waiter- Finn Blue McKenzie Ranger
Station Agate Station Bay B Thurston vilie Leaburg Vida Nimrod Rock River Bridge Station
[f] [jJ [QJ 0 5J ~ ~ [ill W llil ~ ffQ] [ill
.ll!Ii
AM 4:47 5:00 5:04 5:09 5:17 5:25 5:34 5:3B 5:43 5:54 6:00
8:20 8:34 8:38 8:43 8:52 9:01 9:10 .9:14 9:20 9:33 9:39
PM 2:20 2:.34 2:38 2:43 2:52 3:01 3:10 3:14 3:20. 3:35 3:41
5:30+ 5:36+ 5:42+ 5:55 5:59 6:04 6:13 6:22 6:32 6:36 6:43' 6:58 7:04
AM 8:30 8:44 .8:48 8:53 9:01 9:11 9:20 9:24 9:30 9:42 9:48
PM 4:30 4:44 4:48 4:53 5:01 5:11 5:20 5:24 5:30'" 5:45 5:53
, Serves McKenzie River Drive between Blue River and McKenzie Bridge. See alternate routing on map.
+ Limited stops between Eugene Station andThurston.Station. See limited-trips map.
Ie From: . McKenzie River Ranger Station via Highway 126
To: Eugene Downtown
Name: 91 Eugene Station
LEAVE
McK. River Hwy 126 Main Ffanklin ARRIVE
Ranger McKenzie Blue Finn Walter- at at Spftd at Eugene
Stalion Bridge River Rock Nimrod Vida Leaburg viile Thurston 58th Station Agate Station
[ill WJ !ill [[J [l [] ~ ~ "'"' [j] [QJ L1J
liJ
AM
_--'-T-'_.~__"_'_----:-__"""""_.'~""_ .. 'II
6:14 6:17' 6:30 6j~ 6A1 6:51 6:.59 7:1,07:15#7:20
9:49--9'52'-10:Q7-10:12":"-.10'17-1O'27--:-:10'35:::-10:<l5..10:50# ..10:55.
~- .-:~~ -~.. _'~_., '.1... __. _,_ ...i.............. --'-__-"-'.0. "'-'='''''
4,00 <1:93:' 4:14~:18 4:.23 4:31 ~q~ 4:474:52# 4:57
7:16.' :1:1~-:. -:(30- :7:34, ,7:39 7:41 "7,:55 ',8:04~' ...8:09#. '8:14'
..'~'- ~ ~'~.-:. , ,~ .' .~':" ~ -~\"~_.. -- ..:-..~._- - -'_'," , ..,..~.,~ _C"o-:C'_ - ""-~."".'~
7:33+ 7:39+ 7:49
'.11:17 '
~20
8:32
'PM
PM
9:59 10:02' 10:17 10'f? 10':2710:37 10:45 10':55' 10:59# 11~ii4
~- -~
6:03 'S:OS' '6,11' "6,22 6,27 "6:36 '~:44 ~~.3 ,6:57# 7:02.
'~rvE.M,8<_e.hPIBjyer:privebetweenc Blue 'River and:McKenzlecBridge. :See.a~ernate routingon;mapc
+ Limited stops between Thurston Stationan~Eugene Station. See lirnited'tripsmap.
#.B~~'9P.eliltes in,express service. between 69th Street'and 58thSifeet and only;wi/l.drop otf.customers a/bus stops:
11:25
7:23
.
Data Received:
Planner.
:eo
~~
j
,
:j ."
'1
I
I
,
,.l
I
APPENDIX
o
TRAFFIC COUNT SUMMARIES
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Location: ORE126 MP 43.66, FLORENCF.-EU:;ENE HIGHWAY, NO. 62
2.7 miles vest of Elmira
Recorder:
Installed :
NOT!, 20-005
Novell:lber. 1959
HISTORICAL TRAFFIC DATA
Percent_of_ADT
Average HISTORICAL AADT BY YEAR
Daily Max Max 10TH 20TH 'orn 8000
Ye= Traffic Day Hour Bour Hour Hour
1996 .51413. 1&3 14..6 13.0 12.3 12.1 6000
1997 6026 172 19.2 13.1 12.8 1:2.5
199"8 6057 163 14.7 13.5 12.9 1:2.3
,'coc !13!: 153 15.3 ,." .... 1.2.7 12.3 4000
2000 5914 **** ~**. ..... ._.*
2001 6090 151 16.3 13.6 12.9 12.6 2000
2002" 6223 157 14.8 13.6 13.0 12.7
2003 6230 158 15.6 13.5 13.1 12.6
2004 6431 17. 14.B 13.5 12.9 12.7 0
5. n.S8 .. 00 01 02 03 O. 05
2005 6593 153 14.2 12.8 12.6 12.4
2005 TRAFFIC DATA
Percent
Average Percent Average Percent Classification Breakdown of l\DT
weekday of Daily of Passenger Cars............,.......... . 39.1
Traffic l\DT Traffic l\DT Other 2 axle . tire vehicles.. . . . . . . . _ 50.8
January 5261 80 S430 82 Single Unit 2 =1. . tire............ . 2.5
February 5701 8. 6'063 .2 Single Unit 3 axle................... . 1.7
March 5834 88 -6306 96 Single Unit . ~le or more............ O.l
April 5592 85 SSI20 .0 Single Trailer Truck . axle or less.. . 1.3
May 6062 92 6631 101 Single Trailer' Truck 5 axle.......... . 2:2
June 6867 10. 709S lOB Single Trailer Truck , axle or more.. . 1.2
July 7913 120 8439 12. ObI-Trailer l'ruck 5 axle or less..... . 0.0
Augus t 7671 H' 8404 127 ObI-Trailer l'ruck . axle............. . 0.1
September 6781 103 7140 108 DbI-Trailer Truck 7 axle or more.....~ 0.3
OCtober 6047 .92 6390 S7 Triple 'I'r~i1e:;: Trucks............... .. 0.0
November 5746 87 5932 .0 Buses..........................._.... . 0.2
December 5525 .. 5367 . Bl Motorcycles . Scooters.: ',' . . . . . . . . . . . . 0.5
.' Location: I-105 MP 2.82_,- E:OGENE-SPRING?IELD HIGHWAY, NO. 227
0.70 mile west of 15 in Eugene
per'cent_of_ADT
Recorder:
Installed:
WILLAKENZIE,- 20-008
November, 1.960
HISTORICAL' TRAFFIC DATA
HISTORICAL AAD'I' BY YEAR
Average
Daily Max Max 10TH
Year Traffic Day Hour Hour
1996 56312 126 10.6 10'.3
H97 57427 124 10.6 10.3
1998 57292 124 10;8 10.3
1999 56290 ....* **** **..
2000 5650B *.. *..** ..*'"
2001 56733 *** .**.
2002 57635 ***. ..... 10000
2003 59168 128 10.8 10.3 10.1 10.1 ',: ~
2~0_4_59]61_._125_10..7_1,0,,:,4_10.2._10.1_._ -....2..-,:9h'~~~o'2...:,.;.I13~-4;..,"'ri':5--
. _2,8~5 -58393 l~~ ';0.4 'l.~:-l ,9'.'9 '9-.8 . - -. -'.- -' -------. --- __v._____.__ .--
-January
February
.March
~ril
May
---?-,::JUne
J'Uly
August
September
_? October
November
December
Average
Week.day'
Traffic
63354
64436
65000
66800
64300
66400
60000
60800
64200
63300
61300
62300
Percent
~;of'
l\DT
Average
-~Dai'ly-
Traffic
--57640
5n7:i!
_~oio.o
~ GT,f60
~9aOO
.:61500
55000.
55700
58500
59000
56500
55800
-lOB
HO
1;1,1
114
110
114
103
10.
110
l08
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lO'
20rn
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10.2
10.3
60000
30TH
Hour
10.2
10.~
10.2
50000
40000'
....
30000
",,*.
**.*
20000
2005 TRAFFIC D~~
Percent
of
l\DT
Percent
Classification Breakdown of ADT
'n ~Passeriger'.~l:'s:~:... =-. :;-:-..----::-:-:-:-:-:~S5";"5
.Other 2-axle 4 tire vehicles. ... ......39.4
~gg
-Single
Unit
2 axle6..tire.,
, .
102
103
io's
102
lOS
..
.5
100
101
'7
9. .
Single ,Unit 3 _axle', . . .. . . . . . . . . _ . . . . _ . 0.5
Single Uriit_4.axle.or mare...., ....... 0.0
.~irigle Trailer-'Truck' 4 ~l~e or less... 0.4
Single Trailer Tru~k 5 axle........... 0.8
$irigle Traile~:Truck 6 axle,orrnore... 0.6
Dbl~Trailer Truck 5 axle or less...... 0.1
Dbl-Trailer Truck G axle.. ............ 0.0
ObI-Trailer Truck 7 axle or more...... 0.1
Triple Trailer Trucks. . . . . . . . . . . . . . . .. 0.1
Blises.:...... .,........................ 0.3
Motorcycles & Scooters. ......... C.]
37
Date Received:
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Date ReceIved:.
Planner.
APPENDIX
F
ITE TR.IP GENER.ATION DATA
,
r,~"~~-:;~"';<o;-'"~": ""~;':.";-"'~~~~;'~'~~'''''~-'';;:':';l;>:':'~~ _':_,~'\'" ' , "';;';","W ~;;;,,;;;;;r' , .__'~i:b;'"
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1:1
(,/
I
-~ ~ --
Date Received:
Planner:
.
Ie
I
!
.
. .
Single-Family Detached Housing
(210)
Average Vehicle Trip Ends vs: Dwelling Units
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Number of Studies: 302
Avg. Number of Dwelling Units: 214
Directional Distribution: 63% entering, 37% exiting
Trip Generation per Dwelling Unit
Average Rate
Range of Rates
Standard Deviation
1.01
0.42
1.05
2.98
Data Plot and Equation
'"
-g 2,DOO -' . -
w
"-
~
Q)
TI
:c
Q)
>
Q)
Q)
'"
(;;
>
<(
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. . I-
3,000
"."..,.
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. ,
x.
,,,;'-:
x
x
x x../
.~ -:.
x '
o
o
1000
2000
3000
x = Number of Dweliing Units
X Actual Data Points
Fitted Curve
------ AverageRate
Filled Curve Equation: Ln(T) = 0.90 Ln(X) + 0.53 Date Received:
R'J _0.91
Trip Generation, 7th Edition
271
Institute of Transportation Engineers
.
Ie
l_.
I
I
. .
Single-Family Detached Housing
(210)
Average Vehicle Trip Ends vs: Dwelling Units
On a: Weekday
Number of Studies: 350
Avg. Number of Dwelling Units: 197,
Directiona.l Distribution: 50% entering, 50% exiting
Trip Generation per Dwelling Unit
Average Rate
9.57
Range of Rates
4.31 - 21.85
Standard Deviation
3.69
Data Plot and Equation
'"
12 20,000
Ljj
.9-
i:
'(J)
C3
1:
(J)
>
(J)
'"
iO'
~
<(
_lJ-10000
f-- '
30,000
"
. ~,...-,,,,,-: -
",,,,,,,,,
x
x
x
,
x
---........
....../......;;(
...?/"'. , x
x
o
o
1600
3000
2000
x = Number of Dwelling Units
X Actual Data Points
Fitted Curve
- - - - - - Average Rate
fl' = u.'l"6
Fitted Curve Equation: Ln(T) = 0.92 Ln(X) + 2.71
Trip Generation, 7th Edition
269
Institute of Transportation Engineers
'!;
'k~
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APPENDIX
G
INTERSECTION PERFORMANCE.
CALCULATIONS
I
......
.~-~ _.'-.-.-._....._~,-_._-~.-_.
Data Received:
Planner:
I DATE/TIe 12/20/2006
INTERSECTION = 1 S~IO - 1 10:00:43 AM
Gilbert,
I PROJECT: Skyline Estates ANALYST: O. P.E.
File: C: \SIGCAP2\ 69 _MAINE. sig PEAK HOUR: PM
CITY: Springfield POPULATION: 20,000 TO 100,000
reSCRIPTION: 2006 'Existing'
INTERSECTION LOS = C
I 69th Street
I SATURATION = 71%
1.061 .021 Ped v/e
~~9 37 .~94 L C= 60 G=48 Y= 12
I l
L-35.019
I ~223 .124
I _223 .124
Ped vie =. .110 I' .002 6
~
I .085 14.8 Ped vie :::: .110
.220 397 ~
I .220 397 ~ SIGCAP 2
.051 92 I
I. ---C1 l li"C'" . .
N-S V/C._ = .194
Pea vie 75 19 E-W V/C = .320
I .19.4 .043 .011 TOTAL AMBER = .200
MINIMUM V/C = .100
I xxx =. Adjusted Volumes .XXX = vIe
MOVMENT VOLUMES MOVE SATURATION MOVEMENT LOS
I APPR L T R TOT L T R L T R
SOUTH 75 14 5 94 71% 23% 23% C A A
I NORTH 37 30 79 146 71% 36% 36% C A A
WEST 14S 793 92 1033 64% 71% 32% C C A
I -EliST- -4--4:4-5-35~4'S'4- -2n-4'9:%--:-2-5% A A A
.
I TRUCKS PEO LANE
..APPR. ...%. ,. _.OIST. , .WIDTH. . , PHASING - ..
SOUTH 5.0% 42ft 12.ft N-S -LEFT TURNS NOT PROTECTED
I NORTH 5.0% 42ft 12.ft
~ST 5.0% SOf.t .12.-ft E-W -LEFT TURNS PROTECTED WITH OVERLAP
EAST 5.0% SOft 12.ft ~_. ....
.......-
Planner.
LEG VOL TIME AVAIL (see) REO TIME (see) MOVE STORAGE (ft)
LEG AT LOS C APPR L T R L T R L T R
... SOUTH 231 SOUTH IS.1 1S.1 1S.1 37.9 37.9 37.9 44 11 11
NORTH 360 NORTH 1S.1 1S.1 1S.1 37.9 37.9 37.9 22 63 63
WEST 1713 WEST 9.3 20.5 20.5 46.7 35.5 35.5 104 217 50
EAST 13S4 EAST 9.3 20.5 20.5 46.7 35.5 35.5 3 122 19
II. INTERSECTION = 1 S IO = 2 DATE/TI 12120/2006 10:05:58 AM
I
i .
I PROJECT: Skyline Estates ANALYST: D. Gilbert, P.E.
File: C:\SIGCAP2\69 MAINE.sig PEAK HOUR: PM
I C:rTY: Springfield POPULATION: 20,000 TO 100,000
i~SCRIPTION: 2010 'No build'
I
I . INTERSECTION LOS = D
I 69th Street
I SATURATION = 76%
, ,
, "~.,. "."
J Ped vIe
I . 123 42 .213 L C= 60 G=48 Y= 12
~ L
I
I , L39 .022
II
__________ 251 .139
I ____ 251 .139
I , Ped vie '" .121 ~5 .003 /:\
I ~
I .096 167 . Ped vie = .121
I .248 447 ~
I .248 447 ~ SIGCAP 2
[ .058 104 I
I . . I l I~"~'
Ie N-S v/e = .213
.~ Ped vie S4 22 E-W V/C
= .348
I .213 .048 .012 " TOTAL AMBER = .200
I MINIMUM vie = .100
I
I xxx : Adjusted Volumes .xxx ~ vie
I MOVMENT VOLUME S MOVE SATURATION MOVEMENT LOS
APPR L T R. TOT L T R L T R
I SOUTH 84 16 6 106 76% 23% 23% D A A
,
NORTH 42 34 89 165 76% :>11% 38% D A A
, WEST 167 893 104 1164 74% 76% 33% C-D D A
I EKST- --5 5.0'r-3~9-545- -2'2.% 51.%. . 25'" A B A.
,
.
I. TRUCKS . PED.. .LANE'"
APPR.. .:%.. DIST,_ .Wl'DTH,.. PHASING
SOUTH 5..0% 42f.t. 12.'.'ft N-S -LEFT TuRNs NOT 'PROTECTED
I NORTH 5.0% ~?ft 12.ft
WEST 5.0% 80ft 12...ft E-W -LEFT TURNS .PROTECTED WITH OVERLAP
EAST 5.0%. 80ft 12.ft Date Received:
I ....a'"'....
LEG VOL' TIME.'AVAIL (see) RED TIl1E.(sec) MOVE STORAGE (ft)
Ie LEG AT LOS C APPR L T R L T R L T R
SOUTH .. 240 SOUTH .. 18.2 18.2 18:2 37".8 37.8 37.8 49 13 13
NORTH 372 NORTH 18.2 18.2 18.2 37.8 37.8 37.8 24 71 71
WEST 1769 WEST 8.6 21. 2 21. 2 47.4 34.8 34.8 119 240 56
I EAST 1430 EAST 8.6 21.2 21.2 47.4 34.8 34.8 4 135 21
Two- Way Stop Control
.
.
TWO-WAY STOP CONTROL SUMMARY
. General Information Site Information
Analvst D. Gilbert, P.E. Intersection 2
Aaencv/Co. Branch Enaineerina, Inc. urisdiction City of SDrinafield
Date Performed 12/19/2006 Analysis Year Year 2006 'Existina'
Analvsis Time Period PM Peak Haur
prOlect Description Skvline Estates
EastlWest Street: Main Street NorthlSouth Street: S. 70th Street
Intersection Orientation: East-West Study Period (hrSl: 0.25
I Ivehicle Volumes and Adiustments.
MiiTor Street Eastbound Westbound
Movement 1 2 3 4 5 6
I L T R L T R
Volume Ivehlh) 797 59 6 482
, Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR 0 '838 62 6 507 0
vehlh)
Percent Heavy Vehicles 2 - - 5 - -
, Median Type Two Way Left Tum Lane
j
RT Channelized 0 0
Lanes 0 2 0 1 2 0
I Configuration T TR L T
I lJostream Sional 0
0
:. Minor Street Northbound Southbound
Movement 7 8. 9 10 11 12 ,
L T R L T R
"olume Iveh/h) 22 3
I Peak-Hour Factor, PHF 0.95 0.95 0:95 0.95 0.95 0.95
I Hourly Flow Rate, HFR
vehlh\ 23 0 3 0 0 0
I Percent Heavy Vehicles 2 2 2 2 2 2
i Percent Grade (%) -5 0
. Flared Approach N N
I Storage 0 0
I
RT Channelized 0 0
~ [anes' - '0' ... '0 0 .' - "0 0 0
I Configuraiion LR
. Delav, 'Queue Lenathandle\lel of Service
- , Approach . - Eastbound "Westbound 'N6ilhb'60na' , , d. _ . 'S6utfioouno" .. .
. Movement 1 4 7 8 9 10 11 12
.; Lane Configuration L .. LR ..
Iv (vehlh) 6 26
. C (m) (vehlh) 726 312 ..
!vlc 0.01 0.08
95% queue length 0.02 0.27
. Control Delay (slveh) - 10.0 176
LOS A C ,,-.-
~pproach Delay - -- 17.6 Planner:
1'1/'11/'l(\()t:.
Two-Way Stop Control
.
.
TWO-WA Y STOP CONTROL SUMMARY
. General Information Site Information
Analvst D. Gilbert, P.E. Intersection 2
Aoencv/Co. Branch Enoineer/no, Inc. unsdiction City of Sorinqfield
Date Performed 12/19/2006 o,nalvsis Year Year 2010 'No Build'
Analvsis Time Period PM Peak Hour
Proiect DescriDtion Skvline Fstates
EastlWest Street: Main Street North/South Street: S. 70th Street
Intersection Orientation: East-West Study Period (hrs): 0.25
vehicle Volumes and Adiustments
Maior Street Eastbound Westbound
I Movement 1 2 3 4 5 6
! L T R L T R
,
Volume (veh/h) 897 66 7 543
I Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR 0 944 69 7 571 0
veh/hl
Rercent Heavy Vehicles 2 -- - 5 - --
I Median Type Two Way Left Turn Lane
RT Channelized 0 0
I Lanes 0 2 0 1 2 0
Configuration T TR L T
I Uostream Sional 0 0
ie Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
I "olume (veh/h\ 25 3
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR
(veh/h\ 26 0 3 0 0 0
I Percent Heavy Vehicles. . 2 2 2 2 2
Percent Grade (%) -5 0
Flared Approach N N
I Storage 0 0
I RT Channelized ,
0 0
Lanes 0 0 0 '0 ~ .~O 0
I ., Configuration ~ LR
, . Delav:- Queue Lenath, arid (evelof Service
I .- ~pproach' -Eastbound - Westbound "Northbound .. Si5@i!5oulfd
. Movement 1 4 7 8 9 10 - 11 12
Lane Configuration L LR
I (veh/h) 7 29
I . C (m) (veh/h) 656 -~267 ~
/c 0.01 0.11
I 95% queue length 0.03 0.36
. . Control Delay (s/veti) 10.5 ~ 26.1
1- - .
I LOS B C lual\1 J
IApproach Delay - - 20.1
11I'J1 1'J(j(jt;
Two- Way Stop Control
.
.
TWO-WAY STOP CONTROL SUMMARY
. General Information Site Information
Analyst D. Gilbert, PE Intersection 2
Aqency/Co. . Branch Enqineerinq, Inc. urisdiction City of Springfield
Date Performed 12/19/2006 Analysis Year Year 2010 'Build'
Analysis Time Period PM Peak Hour
I Project Descrintion Skyline Estates
EastlWest Street: Main Street North/South Street: S. 70th Street
, Intersection Orientation: East-West Study Period (hrs): 0.25
I
I Vehicle Volumes and Adjustments
Maior Street Eastbound Westbound
i Moyement 1 2 3 4 5 6
, L T R L T R
Volume (yeh/h) 897 106 13 543
I Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
I Hourly Flow Rate, HFR
yehlh) . 0 944 111 13 571 0
Percent Heavy Vehicles 2 - - 5 -- --
I Median Type Two Way Left Turn Lane
RT Channelized 0 0
Lanes 0 0 0 1 2 0
L
I Configuration T TR L .T
I
Upstream Signal 0 0
!. . Minor-Street Northbound . Southbound
Movement 7 8 9 10 11 12
L T R L T R
I Volume (veh/h) 48 7
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR 50 0 7 0 0 0
(veh/h)
,
I Percent Heavy Vehicles 2 2 2 2 2 2
I . Percent Grade (%) -5 0
r . Flared Approach N N
I Storage 0 0
EU ChanneJized 0 0
I . Lanes 0 0 0 0 "' 0 0
. Gonfiguration' . 'I' LEi ..
Delay, Queue l.enqth and Level of Service
I - ... R-pprOacti - .- Eastl5ouna-- , Wesll5ounC!- - - --NortlibounC! - ---..- -Soutlibound . . -,..-
, . Movement 1 4 7 8 9 10 11 12
. LaneCoflfig~@.ti()fl . L LR
, - ...,.-
! v (vehlh) 13 57
C (m) (veti/Ii) 632 267 - -
r vlc 0.02 0.21
I 95% queue length 0.06 079
. Sontral Delay (s/veh) 10.8 22.1
I LOS B C Date Re celved:
22.1 Planner:
Approach Delay - --
1'1/'11/'lflllt:.
Two-Way Stop Control
.
.
I TWO-WA Y STOP CONTROL SUMMARY
. General Information Site Information
ltInalvst O. Gilbert, PE ~I~ersection 3
It\OenCV7Co. Branch Enaineerina, Inc. urisdiction City of Sorinofield
Date Performed 12/19/2006 nalysis Year Year 200B'Existina'
ltInalvsis Time Period PM Peak Hour III
,
prmort Dt::>cr-riotion Skyline Estates
: . .......... ............... ".,
EastlWest Street: Main Street North/South Street: S. 71st Street
I Intersection Orientation: East-West Study Period (hrs); 0.25
i !vehicle Volumes and Adiustments
MaTor Street Eastbound Westbound .
I Movement 1 '2 3 4 5 6
I L T R L T R
lVolume (veh/h) 681 39 8 463
I Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
! Hourly Flow Rate, HFR 0 716 41 8 487 0
veh/hl
I"ercent Heavy Vehicles 2 - - 5 -- -
I Median Type Two Way Left Turn Lane
RT Channelized 0 0
Lanes 0 2 0 1 2 0
I Configuration T TR. L T
, Upstream Siqnal 0 0
Minor Street 'C- Northbound South bound
I. ..
Movement 7 8 9 10 11 12
I L T R L T R
I 'Iolume (veh/h) 23 24
Peak-Hour Factor, PHF 0,95 0.95 0.95 0.95 0.95 0.95
Hourly Flow Rate, HFR
veh/hl 24 0 25 0 0 0
I . Percent Heavy_ Vehicles 2. 2 2 2 2 2
. Percent Grade.(%) -5 0
. Flared Approach N N
I Storage 0 0
i RT Channelized 0 0
, l::anes' 0 '0 , '0 0 .. 0 0 ,
I ' Configuration . .. ,LR ...
Delav.QueuliTencth; 1incn:evel cifService ,
.--- Approach' " '-Eastbo!1nd'- "'Westbound .. 'Northbound 'Soutl\l;)oUiy,r .
I : Movement 1 4 7 , 8 9 10 11 12
.; Ume Configuration L LR' -..-
I (veh/h) 8 49
.. C (m) (veh/h) .. 824 44{ - . --- --
Ic 0.01 0.11
I. 95% queue length 0.03 0.37
Control Delay (s/veh) 9.4 .., '14.2 -
I LOS A B I"\~., ,-
!Approach Delay -- - 14.2 Planner:
n17117nn,;
Two-Way Stop Control
.
.
TWO-WAY STOP CONTROL SUMMARY
. General Information Site Information
Analvst D. Gilbert, PE Intersection 3
Aoencv/Co. Branch Enoineerina, Inc. urisdiction Citv of Sorinafield
Date Performed 12/1912006 "'nalVsis Year. . Year 2010 'Build'
Analvsis Time Period PM Peak Hour
, Proiect Descrintibn Skv/fne Estates
EastlWest Street: Main Street North/South Street: S. 71st Street
Intersection Orientation: East-West StudY Periodlhrs): 0.25
I
I Vehicle Volumes and Adiustments
I
Maior Street Eastbound Westbound
I Movement . 1 2 3 4 5 6
I L T R L T R
Volume (veh/h) 767 84 15 521
I Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
I Hourly Flow Rate, HFR 0 807 88 . 15
I veh/h) 548 0
I"ercent Heavy Vehicles 2 - - 5 - -
I Median Type Two Way Left Turn Lane
RT Channelized 0 0
Lanes 0 2 0 1 2 0
, Configuration T TR L T
I Urlstream Sianal 0 0
I. Minar Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
, Valumelveh/h) 49 31
I Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Houri;) Flow Rate, HFR
veh/h 51 0 32 0 0 0
I . Percent Heavy Vehicles 2 2 2 2 2 2
Percent Grade (%) -5 0
Flared Approach N N
I Storag e 0 . 0
RT Channelized 0 0_
- Lanes 0 . - 0 0 0 .0- 0
I . Configuration . -:~ LR -
I . -. - . -- -- .
, Delaii.-Que.uel':encrth,-aridTeveriifServii:e
I -, IApproach.-- .. - . . - .Eastbound-" -Westbound"~ Northbound-. - --- .Southbouhd u_.
- Moveme.nt 1 4 7 8 9 10 11 12
_ Lane Configuration L LR
I " (veh/h) 15 83
. C (m)(veh/h) ti9 -358
/c 0.02 0.23
l_. 95% queue length 0_06 0_88
Control Delay (s/vel)) fO.O .-. 18_1
LOS B C
I IApproach Delay 18.1 Date ~eceive t -
I P n er:
la
]'Jf')lf')()()!;
.
.
.
.
.
Date Received:
Planner.
.
.
January 3, 2007
Mr. Steve Keating, PE
Keating Engineering, LLC
159 E. 16'h Avenue
Eugene OR 97401
RE: PRELIMfNARY GEOTECHNICAL ASSESSMENT, SKYLfNE ESTATES PUD
Dear Mr. Keating:
I am writing this letter to present a summary of the preliminary findings of our assessment of
foundation and slope stability conditions at the proposed Skyline Estates PUD at the south end of
S 71;t Street in Springfield. A more detailed report is being prepared, but has not been completed
as of today. Completion is expected within the next few days.
The subdivision is located on several irregularly shaped tax lots totaling approximately 26 acres,
located to the east and southeast of the south end of71;t Street and its intersection with Jessica. The
elevations of the area range from approximately 825 to 1185' above mean sea level.
Review of historical air photos on file at the University of Oregon's Aerial Photography Collection
shows that timber harvest occurred over much of the subject property and surrounding area shortly
prior to the 1952 air photos. As a result, tree cover on the 1952 photos is relatively sparse, allowing
relatively detailed geomorphologic examination of the area. Based on stereographic review of the
1952 photos, significant portions of the area surrounding the subject property both to the west and
east have been subject to deep-seated slope movement and earthflow type movements in the recent
geologic past. The air photo interpretation indicates that the southeastern and eastern portion of the
proposed PUD shows evidence of earthflow movement in the vicinity of the swale running in a
northwesterly direction from the central portion of the south boundary of proposed Phase 2 of the
PUD. The remainder of the PUD does not have geomorphic indications of existing slope
movements.
On December 4 and 5, 2006, a total of ten test pits were excavated on the site using Delta
Construction's Cat 315 trackhoe. Test pit locations are shown on Figure 2 (attached). Test pit logs
are attached. The depths of the test pits ranged from I foot to 20 feet with an average depth of II
feet. All test pits were excavated to partly decomposed, hard, in-place rock.
The test pits show significant variation in depth of hard, in-place rock, in the depth of weathering,
and the soil materials covering in-place rock. Much of the transported soil on the site and portions
of the completely decomposed rock consist of, or remold to a sandy fine-grained soil which has very
high dry strength, high toughness, and no dilatancy.
(541) 607-5700
Data Received: IA-01
Planner; (f b fe..tS~ ~
CCB # 127073
P.O. Box 2238, Eugene, OR 97402
FAX: 607-5701
.
.
.
.
.
Mr. Steve Keating
January 3, 2007
Page 2
As a result, using ASTM Method 0-2488 (Visual-Manual Procedure) the soil and portions of the
completely decomposed state (CDS) rock are classified according to the Unified Soil Classification
System as sandy fat clay (CH). This material is expected to be expansive, shrinking and swelling in
response to changes in moisture content. The presence of this expansive material is partly
responsible for the earthflow-type movements which have affected the eastern portion of the
proposed PUD and portions of the surrounding area.
A total of 10 distinct soil units were identified, of which soil units -C, -D, and -E are interpreted to
be part of the earthflow sequence in the eastern portion of the subdivision. Other soil units are either
a topsoil or the result of colluvial processes on the slopes of the proposed PUD not subject to
earthflow type movement.
The rocks underlying the subdivision area consist of marine or continental clastic sedimentary units
ranging from siltstone and interbedded fine-grained sandstone to coarse-grained and conglomeratic
sandstone. '
Based on the observations in the' test pits, the area of the subdivision has been divided into three
distinct design areas (shown in yellow, green, and blue on Figure 5, attached). Design Area A (Blue)
is an area where hard, in-place partly decomposed state to stained state sandstone underlies the
surface at relatively shallow depth, ranging from 0.5 to 3 feet. In this area, there are few
geotechnical constraints regarding construction of infrastructure and foundations. Design Area B
(Green) is in areas where no slope movements have occurred in the past, although soil or completely
decomposed rock with characteristics of expansive soil extends to depths greater than five feet. In
these areas, depending on slope and other factors, roads may require some over-excavation and
residential structures may require installation of deep foundations or post-tensioned concrete slabs
on grade.
Design Area C (Yellow) is the portion affected by earthflow deposits. In this area, road construction
may require deep (on slopes up to 20') over-excavation and replacement with high-shear-strength
material, and residential structures may require similar treatment.
None of the area is subject to shallow-rapid slope movements, and the presence of the earthflow
movements can be mitigated, although this will require expenditures in excess of those normally
planned for subdivisions. The first phase of the subdivision is mostly located outside Design Area
C and the only potential impact may be that the main access road for Phase 2 might be more cost-
effectively installed in the southern portion of Phase I than up the northwest-facing slope in the
northern and central portions of Phase 2.
In conclusion, the area proposed for the Skyline Estates PUD in Springfield is suitable for the
proposed residential development, provided the capabilities and constraints of the site are considered
in the planning of the infrastructure and residential foundations.
\-' L~D'1
Date Received: ".
Planner: . -j't>
1'lW ~Sub
.
.
.
.
Mr. Steve Keating
January 3, 2007
Page 3
.
As outlined above, a detailed report regarding the findings of the geotechnical assessment for the
Skyline Estates PUD will be available in the next few days. Until that time, the enclosed information
should serve to illustrate some of the findings sufficiently to allow a preliminary review of the
proposed project.
If you have any questions regarding this matter, please do not hesitate to contact me at 607-5700.
Sincerely,
GeoScience, Inc.
{]:t;U?ict;/ JcitdtJ .
/,:g~~~ar Schlieder, Ph.D., CEG
att.: Test Pit Locations, Test Pit Logs, Design Area Map
Date Received:_ \~*~1
Planner: .::] b
pe..e-SG6
[-L{--Dl
.::fb
pRE-Sub
Date Received:
Planner:
.c
c
c:a.
rIJ
~
=:I
;;l .c:l
a. c:a.
rt.l GI
.. ..
... DC
GI '"' 1:1
... ...
rt.l = CI
f;I;l ...... .c:l
.... a.
.. ....
1:1 rt.l -
... GI
- 1:1 -
;... CI ..
.llI ... ..
rIJ ... -<
GI
~ .. ...
... 1:1 r;,l
1:1 ..:l
.. ..:l
E! ...
... ....
rt.l a. III
rt.l
.. ... CI'I
rt.l rt.l ....
rt.l ~ a
-<
- .. CI
GI .... cl::
..
... .. ..
1:1 .. rt.l
.c:l :l GI
.. DC =
.. ...
... f;oo
CI Gi
.. -
~ GI
..
;... rIJ
.. CI
GI
1:1 ...
... ...
a CI
... Z
-
..
..
a.
GeoScience, .... Skyline Estates, Spfld. ~st Pit #: TP-1
(541 ) 607-5700
Date: 12/4/06 ~xcavation Contr..: Delta Constr.1 Cat 315 Trackhoe Method: 4-ft. Smooth-edge Bucket
Approx. Elevation AMSL: 1185' I Operator: John Logger: Gunnar
Elev. Rec. Est. Grad.
Depth In. Unit Description USCS Moist. Plast. Coho Cons.
G S Me
. . . .-. 0-1'
P.,t'~'~'~,.. ML - 48 52 Moist APL C Soft
J_ - tttf+i~!ti~ SU-8 Brown sandy SILT w/ roots. Topsoil.
1184- 1- . . . .-. Rapid dilatancy.
,,;C::..::..::..:
- "EEEE 1-3' CH - 20 80 Moist APL C Stiff
-
1183- "EEEE
2- ~~~~~ SU-C Brown sandy CLAY. Very high dry
- - "EEEE strength, high toughness ,no dilatancy.
"EEEE
1182- 3- ",i"~~~
- ~~ggg 3- 10' CH - 10 90 Moist APL C Stiff
- !;$-jf~~~
...,...... . Gray sandy CLAY. Very high dry strength,
1181- 4- :$-".....
...~.... .. high toughness, no dilatancy.
- -
~~.......
1180- :$-;......
5- ~;....
:$-,.......
- - g,.......
1179-- :$-,....... SU-D
6- ...;.... ..
- ~;"""
-
:$-;.......
~,.......
1178- 7- :$-t~~~
...," ..
- -
:$-;.......
~;.....
1177- 8- ~;""
:$-"......
- - ~j...
17&-- :$-,......
g- ~;.......
~;.....
- -
:$-t~~~
117fT- 10- .........
:$-;......
- :$-;...... 10.19.5' CH 10 10 80 Mois APL C Stiff
-
1174- 11- ~III~ Van-colored sandy CLAY wi CDS to PDS
- - ~j..... angular rock fragments to 6 inches. Partly
1173- 12- :$-~~~= igneous, partly sedimentary. Increasing
t~7'; sedimentary rock fragments with depth.
- - ~~~~~ Rock fragment content increasing from 10
11 7'C-- ~~. % near top to 40 % or more near bottom.
13- "i"~~~
- - ",gEE SU-E
"'E===
1171- 14- "';,;..
",:f~-~
.~...
- , - ;;:;;,,==
",.. ....
. --
1170- 15- "EEEE
"EEf@
- - ".~;,.
g ....
1169-- ~..
16- ""~
- - ~~:~
1168- 17- ,,~=
.. ~..';""';'
- - IF
. .. " .
1167- 18- F.'~~
~"."
- F.,....
- . "f'j~=
166- 19- ~fE~ CH 40 10 50 Moist APL C Stiff
~~==
- - .:-:-:-:-:-:-:-:-
......... Light gr~~~sh tan siltstone to very
.......... RU-40 \-
.-.-.-.-. " ..-0
......... f;n-~_ ' one: ho;A ~. I.. ~
1165- 20- ..........
. . . .-.
Bottom of Hole @ 20'. No water ..... f"'" r~e
encountered. PI ~nnE r: - 2-: \Jt:J
GeoScience, _....
(541) 607-5700 .
Date: 12/4/06 l=xcavation Contr..:
Approx. Elevation AMSL: 1185'
Depth Rec.
In.
Elev.
- -
1184- 1-
- -
11 83-- 2-
- -
1182- 3-
- -
1181- 4-
- -
1180- 5-
- -
1179- 6-
- -
1178- 7-
- -
1177- 8-
- -
176- 9-
- -
1175-- 10-
- -
1174- 11-
- -
1173- 12-
- -
117'C- 13-
- -
1171- 14-
- -
1170- 15-
- -
1169- 16-
- -
1168- 17-
- -
1167- 18-
- -
166- 19-
- -
1165- 20-
.. ":r"
~~+i+i+i+~
----
".o.""+".o.II:I-o-'lI
---~
~~~~~
9.0."+'11'.0.9+"
---~
~~~~~
!:t~~~!
"'+"'.0."+"."
_:"'0'__
~~~~~
""."."."'000"
----
~~~~~
~~~~!
.+""00-"'+'11'.'1'
-~--
~~~~~
"<lo"'."-o."o"
----
~~~~~
".".0.<:'.l1:li",.
----
~!..t~~~
~~~~!
".";)"+'11'+'"
----
~!::~~~
"'."+'l'oOo"'."
----
~~~~~
~~~~~
"'.o.'lI.".""l'''
----
~~~~~
""+""+"'."'.0.9
----
'I.'l'.o.'l'+'J'+'"
g~~~~
~~~~~
:g?"II'.:L'l'..t..'lI~
~~~~~
~~~~~
~2~~.J:.."II'
Skyline Estates, Spfld.
Delta Constr.1 Cat 315 Trackhoe
I Operator: John
Unit
Description
o 8"
SU A Black sandy Clay w/ roots. T opsei!.
- 1\ll-<n<: '-IT Nn
8" -7.5'
Angular PDS siltstone fragments to 8
inches in sandy SILT matrix. Light gray to
tan. Rock fragments initially granular,
remold to APL.
SU-G
7.5 - g'
As SU-G but stained rust-brown.
SU-H
..........
.. ...
.........
-----
. . . . . . . . . .
.-.-.-.-.
i:~:t:.::::~~:::: CDSiPDS siltstone, fine-grained to
~~C:~C:f.~C: RU-401 medium-grained sandstone. Tan to light
t+ff:L';:':L~ greenish tan wlbrown clay skins on
i~~~i~~~~ fractures. Hard.
g - 11.5'
Bottom of Hole @ 11'. No water
encountered.
est Pit #: TP-2
Method: 4-ft. Smooth-edge Bucket
Logger: Gunnar
Est. Grad.
USCS Moist. Plast. Coh. Cons.
G S Me
CH
20
GW-Ml
70
10
GW-M'
70
10
80
Moist APL
Stiff
C
20
Moist NP-
APL
Stiff
NC
20
Moist NP
Stiff
NC
DatE RebeivE d: 1-4- D1
Plan er: .: 1-1:>
~E~--SO~
GeoScience, I.,. Skyline Estates, Spfld. est Pit #: TP-3
(541 ) 607-5700
Date: 12/4/06 ~xcavation Contr..: Delta Constr.1 Cat 315 Trackhoe Method: 4-ft. Smooth-edge Bucket
Approx. Elevation AMSL: 1175' T Operator: John Logger: Gunnar
Elev. Rec. Est. Grad.
Depth In. Unit Description uses Moist. Plast. Coho Cons.
G S Me
.-.-. .,;< 0-1'
"-;;l;;l;;l;;1:.:. ML - 48 52 Moist APL C Soft
- - i';:'~'~'~'" SU-B Brown sandy SILT wi roots. Topsoil.
1174- 1- i.~:t~:t~:t~li Rapid dilatancy.
...............
.. . ..
;;.:....:....:....:. '-2'
- - ;:g:g:g:g SU-C Brown sandy CLAY. Very high dry CH - 20 80 Mast APL C S1iff
1173- ;............ strennth, hinh touahness ,no dilatancv.
2- .........
;~;,;,;,;,;,;, 2-3'
- - ;............ SU-D Gray sandy CLAY. Very high dry strength, CH - 10 90 Mast APL C. S1iff
;:g:g:g:g
1172- 3- ......... hinh tounhness no dilatanc"-
;~;,;,;,;,;,;, 3-10' , CH 10 10 80 Mois APL C S1iff
.- - ;....
1171- 4- ~~=="'"~ Vari-colored sandy CLAY wi CDS to PDS
- ~~~~ angular rock fragments to 6 inches. Partly
- ign~ous, partly sedimentary. Increasing
11 70- 5- ~~EE sedimentary rock fragments with depth.
iM~'
- . ... Rock fragment content increasing from 10
- ~?;.......... % near top to 40 % or more near bottom.
1169- 6- ~?;.~
~j;.....;.....
- - ~:g~
~j" .
116B- 7- ~!-'..~~ SU-E
~~;;.;;.
- - g~...:.;;';;'
1167- 8- Ii~
- - ~r-
166- 9- g:~;;i~
~;;.~~~
- - r
1165- 10- "~~
- - ~~"'0
1164- 11- ~~....
- ~,;:..,~ .
-
~~...... CH 40 10 50 Moist APL C S1iff
1163- . ";""';"';'""';"';'""';"":"":'
12- .......... Rust-brown siltstone to very
.-.-.-.-. RU-40C
......... "M_ . CTC ~^_...
- - ..........
.. .. .
.........
1162- 13- Bottom of Hole @ 12.5', No water
- - encountered.
1161- 14-
- -
11 60- 15-
- -
1159- 16-
- -
1158- 17-
- -
1157- 18- ,
- -
156- 19- R8C fl: l- tt-/C 1
- - .~ ate ive rt;.
1155- 20- lan' er. -.:. ":'-SO b
pPi
GeoScience, I~ Skyline Estates, Spfld. .st Pit #: TP-4
(541 ) 607-5700
Date: 12/4/06 l=xcavation Contr..: Delta Constr.1 Cat 315 Trackhoe Method: 4-ft. Smooth-edge Bucket
Approx. Elevation AMSL: 1155' I Operator: John Logger: Gunnar
Rec. Est. Grad.
Elev. Depth Unit Description USCS Moist. Plast. Coho Cons.
In. G S Me
:'.'.lil.'..{.c:~ 0-1' ML - 48 52 Moist APL C Soft
- ............... Brown sandy SILT wi roots. T opsai!.
- .-.-.-.-. SU-B
1154- +:t~t~:t~j': Rapid dilatancy.
1- ...............
. . . . .
'ff....... 1-4'
- - ,,~.... . SU-I Red-brown to light red-brown sandy CLAY. CH - 10 90 Moist APL C Stiff
1153- 'i-~~~~ Very high dry strength, high toughness, no
2- ~F:::: dilatancy.
- - ,,~..... .
~~.......
1152- 3- :$-~""" .
E'~~~
- - :$-~'"'' ..
~r"'"
1151- 4- :$-~' ..
:$-~"" . 4-16' CH 10 10 80 Moist APL C Stiff
- - 'f~~~ Vari-colored (mostly red-brown to brick
1150- :$-~ . .... red) sandy CLAY wi CDS to PDS angular
5- ~~.......
:$-~"" .. rock fragments to 6 inches. Sedimentary
- - E'~~~ rock fragments only. Increasing
1149-- :$-~~ sedimentary rock fragments with depth.
6- ~f~;~
Rock fragment content increasing from 10
- - :$-r.... % near top to 30 % or more near bottom.
~r'" SU-E
1148- 7- :$-~'"
- .~~~~
- *f....
1147- 8- :$-r"~
~~....
~f"
- - :$-~~Ei
146- 9-
:$-r......
'fC...
- - S~
1145-- 10- '-~Q
- - :$-~~~~
'ft~Q
1144- 11- ~~iOF.
- - :$-~;c[1
'i-P==
:$-~'''' .
1143- 12- :$-~"'''' .
:$-~"" .
- - :$-~" .
114~ 'ff~~~
13- ,,~... ..
:$-f.....
- -
'ff.....
,,~... .
1141- 14- ,,~ .....
,,~.. .....
- -
,,~......
1140- 15- "'".......
~~~~~
- - ~~...... CH 30 10 60 Moist APL C Stiff
1139-- 'i-~~~~
16- ~;~:~~~j~: 16-18'
- - CDSIPDS Conglomeratic Sandstone
-Oo.~.:.!.:.!.:.!.'
1138- 17- ~;~;~;~;~;. RU-40' interbedded wi minor sandstone and
~::. '. '. '..
.-.-.-.-. siltstone.
- - ~;~;~;~;~;.
"',:.!.:.!.:.!.:.!:
1137- 18- :0............0..
Bottom of Hole @ 16'. No water
- - encountered.
136- 19- \- +1 1
- - ate Ree ~iVE d:
1135- 20- Ian ~er: f'R ~~ )6
....-
p~ IJ
GeoScience, In. Skyline Estates, Spfld. est Pit #: TP-5
(541 ) 607-5700
Date: 12/4/06 ~xcavation Contr..: Delta Constr.1 Cat 315 Trackhoe Method: 4-ft. Smooth-edge Suc ket
Approx. Elevation AMSL: 1150' I Operator: John Logger: Gunnar
Rec. Est. Grad. Moist. Plast. Cons.
Elev. Depth Unit Description USCS Coho
In. G S Me
. . . '0! 0-1'
87+',+.,+.,.;;.;. ML - 48 52 Moist APL C Soft
- - P"7"-'-'-' SU-B Brown sandy SILT wi roots. Topsoil.
1149- 1- ~tt.tt.tt+-t.~ Rapid dilatancy.
. . . . .
..~;,;;,;;,; 1-12'
- - ..;.;.;.;.;.;.;.;. SU-I Red-brown to light red-brown sandy CLAY. CH - 10 90 Moist API. C Stiff
1148- ..;.;.;.;.;.;.;.;. Very high dry strength. high toughness. no
2- ~~~~~ dilatancy.
- - ..;.;.;.;.;.;.;.;.
..;.;.;.;.;.;.;.;.
1147- 3- ..;.;.;.;.;.;.;.;.
..;.;.;.;.;.;.;.;.
- - ..;.;.;.;.;.;.;.;.
1146- 4- ~~~~~
..;.;.;.;.;.;.;.;.
- - ..;.;.;.;.;.;.;.;.
1145- ..;.;.;.;.;.;.;.;.
5- ..;.;.;.;.;.;.;.;.
..;.;.;.;.;.;.;.;.
- '- ~~~~~
1144- 6- ..;.;.;.;.;.;.;.;.
..;.;.;.;.;.;.;.;.
- - ..;.;.;.;.;.;.;.;.
..;.;.;.;.;.;.;.;.
1143- 7- ..;.;.;.;.;.;.;.;.
..;.;.;.;.;.;.;.;.
- - ..;.;.;.;.;.;.;.;.
1142"- ..;.;.;.;.;.;.;.;.
8- ~;.;.;.;.;.;.;.;.
~;.;.;.;.;.;.;.;.
- - ~;.;.;.;.;.;.;.;.
~;.;.;.;.;.;.;.;.
141- 9- .;.;.;.;.;.;.;.;.
~;.;.;.;.;.;.;.;.
- - ~;.;.;.;.;.;.;.;.
1140- .;.;.;.;.;.;.;.;.
10- ~".....
~j;"'"
- ~;...
- ~,"
1139-- 11- ~,...
~,,"
- ~ ~~...
~~.....
1138- 12- . . . . . . . . .
:o.::.!::.!::.i::.!:' 12 -12.75' CDSiPDS Conglomeratic
- - ~ ;~;~;~;~;. RU-40' Sandstone.
~:~:~:~:~:'
1137- 13- Bottom of Hole @ 12.75', No water
- - encountered.
1136- 14-
- -
1135- 15-
- -
1134"- 16-
- -
1133- 17-
- -
1132- 18-
- -
131- 19- 4~ ~(
- - ~ ate Rec aivl d: \.
1130- 20- Ian er. (] D ~--s prt
?R
GeoScience, l"e Skyline Estates, Spfld. est Pit #: TP-6
(541 ) 607-5700
Date: 12/4/06 ~xcavation Contr..: Delta Constr.1 Cat 315 Trackhoe Method: 4-ft. Smooth-edge Bucket
Approx. Elevation AMSL: 1120' I Operator: John Logger: Gunnar
Rec. Est. Grad. Coho Cons.
Elev. Depth In. Unit Description uses Moist. Plast.
G S Me
,;i,,;i,Ti,T;i,T;i, 0-1.5' ML - 48 52 Moist APL C Soft
- - .-.-.-.-.
...............
.-.-.-.-. SU-B
............... Brown sandy SILT wi roots. Topsoil.
.-.-.-.-.
...............
.-.-.-.-.
1119- ...............
'-'-.-.-. Rapid dilatancy.
1- ...............
.-.-.-.-.
...............
.-.-.-.-.
...............
.-.-.-.-.
...............
.-.-.-.-.
- . - ...............
. . . .-.
1118- ..................:..::..; 1.5- 3'
2- :i~"~'ff.~ff:~. RU-40, CDS Fine- to medium-grained Sandstone.
- - Light brown to tan.
STS at 2'. Hard.
1117- 3-
- - Bottom of Hoie @ 3'. No water
1116- 4- encountered.
- -
1115- 5-
- -
1114- 6-
- -
1113- 7-
- -
1112-- 8-
- -
111- 9-
- -
1110- 10-
- -
1109-- 11-
- -
1108- 12-
- -
1107- 13-
- -
11 06- 14-
- -
1105- 15-
- -
1104- 16-
- -
1103- 17-
- -
1102- 18-
- -
101- 19- \--1; -{)-
- - DatE Re :eiv d:
1100- 20- Pla~ ner: :fD be:>
~ ~-s
GeoScience, l"e Skyline Estates, Spfld. est Pit #: TP-7
(541) 607-5700
Date: 12/4/06 ~xcavation Contr..: Delta Constr.1 Cat 315 Trackhoe Method: 4-ft. Smooth-edge Bucket
Approx. Elevation AMSL: 1070' I Operator: John Logger: Gunnar
Rec. Es!. Grad. Moist. Cons.
Elev. Depth In. Unit Description USCS Me Plast. Coho
G S
. . . .. 0-0.5' tsrown sanoy "'Ll Wtroots.
............... SU-B
.-.-.-.-. ML 48 52 Moist APL C Soft
............... I Tr; ~" D_' . -
.-. . . .
- - ...............
. .-. . .
1069- 1- ::.::::.::.::::.::.::::.::.::::.::.:::: RU-402 0.5 - l' STS Fine- to medium-grained
Sandstone. Light brown to tan. Hard
~ -
1068- Bottom of Hole @ 1'. Trackhoe refusal.
2- No water encountered.
- -
1067- 3-
- -
1066- 4-
- -
1065- 5-
- -
1064- 6-
- -
1063- 7-
- -
106;>--- 8-
- -
061- 9-
- -
1060- 10--
- -
1059- 11-
- -
1058- 12-
- -
1057- 13-
- -
1056- 14-
- -
1055- 15-
- -
1054- 16-
- -
1053- 17-
- -
1052- 18-
- -
051- 19- 0 te I ece Ive~ . [-- 1.\-0 H
- - ':'t>
p ann r: '--
1050- 20- ~. .-su )
GeoScience, ... Skyline Estates, Spfld. est Pit #: TP-8
(541) 607-5700
Date: 12/4/06 ~xcavation Contr..: Delta Ganstr.1 Cat 315 Trackhoe Method: 4-ft. Smooth-edge Bucket
Approx. Elevation AMSL: 1000' I Operator: John Logger: Gunnar
Rec. Est. Grad.
Elev. Depth In. Unit Description USCS Moist. Plast. Coho Cons.
G S M,C
. ... . 0-1'
...............
.-.-.-.-. ML 48 52 Moist APL C Soft
............... -
.-.-.-.-. Brown sandy SILT wi roots. Topsoil.
- - ................
.-.-.-.-. SU-B
...............
.-.-.-.-.
...............
.-.-.-.-. Rapid dilatancy.
...............
.-.-.-.-.
999- 1- ...............
. . .-.-.
~;... 1 - 4.5'
CH 10 30 60 Mois APL C Stiff
- - '~.'~~ SU-F Vari-colored (mostly red-brown
~, .....
998- 2- ~,"" toyellow-brown) sandy CLAY wI CDS to
~~~~~ PDS angular rock fragments to 6 inches.
- - ar Sedimentary rock fragments only.
.b. __ Increasing sedimentary rock fragments
997- 3- ~~ with depth. Rock fragment content
- - increasing from 10 % near top to 30 % or
996- 4- .~~ more near bottom.
...... ==::: CH 30 20 50 Moist APL C Stiff
- - . .....
::.:"::.:'::.:"..:.,"..:.: 4.5-12.5'
995- 5- ll!~:f:JJ!
- CDS Fine- to medium-grained Sandstone.
- Remolds to clayey Sand, APL.
994- 6- Interbedded wi minor conglomeratic
- - sandstone.
.....:......:....
:..:....;:..:....::.': RU-401
993- .:.:....:..
7- :.:.;..:.:..:.;..:.....:.
- - ::::::::~:{:::::::::::::::::::::~:
992- 8- ::::::::::::::::::::::::::::::?:::::
- - :.':..:.':.':.'
991- 9- :::::::::::}{:::::::::::::::::::
...............
- - ::'.::::..::::..::::..::::..:.
'.:'.:'.:'.:'..
:.:.:.:.:.
10--- ..............
990- //:}}~(;
- -
...............
989- 11- ::.:':::.:':::.:':::.>::.:..
..............
...............
- - :::::::::::::::::::::::::::::::::::::::
988- 12- .:{:(:~:t:}::~: - - -- ---------------------------- ----- --- --- -- - - -- - - -- --- -----
PDS@ 12'
- - ...............
987- 13- Bottom of Hole @ 12.5'. No water
- - encountered.
986- 14-
- -
985- 15-
- -
984- 16-
- -
983- 17-
- -
982 - 18-
- -
81- 19- /D-
- - )at' Re ~Iv bd: I \-1.\
980- 20- 'Ian ner: \' f/-e.... D\)Y(
GeoScience, ...- Skyline Estates, Spfld. lest Pit #: TP-9
(541 ) 607-5700
Date: 12/4/06 loxcavation Contr..: Delta Constr.1 Cat 315 Trackhoe Method: 4-ft. Smooth-edge Bucket
Approx. Elevation AMSL: 1000' I Operator: John Logger: Gunnar
Elev. Rec. Esl. Grad. Coho Cons.
Depth In. Unit Description USCS Moisl. Plasl.
G S M,C
..~;,;.;,;.;,;. 0-2.5'
- - ..::;::;::;::; SU-A Black sandy Clay wi roots. T opsai!. CH - 20 80 Mcist APL C Stiff
..::;::;::;::; VHDS, HT, ND
999- 1- ..::;::;::;::;
..::;::;::;::;
- - ..::;::;::;::;
..::;::;::;::;
998- 2- . . . . . . . . .
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- - ..;;.......
..~;,;.;,;.;,;. 2.5-5'
997- 3- ..::;::;::;::; CH - 10 90 Mcist APL C Stiff
..::;::;::;::; Brown sandy CLAY. Very high dry
- - ..::;::;::;::; SU-C strength, high toughness, no dilatancy.
996- 4- ~~~~~
..::;::;::;::;
- - ..::;::;::;::;
..::;::;::;::;
995- 5- o . . . . . . . .
~F 5-7
. ... Stiff
- - Gray sandy CLAY w/STS angular igneous CH 30 10 60 Wet APL C
994- 6- II ,~" rock fragments to 1 B inches.
- - ... .
993- 7- W..
~,..... 7 -15' Stiff
- - CH 10 10 80 Moist APL C
1$1.... . Greenish-gray Clay wi CDS sedimentary
992- 8- ~~...... rock fragments. Very high dry strength,
~j""."
- - ~~...... high toughness, no dilatatancy.
~~~
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990- 10-- ~j".
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989- ~,....
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988- 12- ~!.I, "''''
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987- ~j"""
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986- 14- ~~...
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- - ,,~~
~,"~:-;-'"
985- 15- .";'""7-;-;'":-:,':"":'
.......... Brown to tan siltstone to very
. .... RU-40C
.........
----- flne-nrained sandstone.
- .......... STS hard.
- "-.-.-.-.
.........
984- 16- Bottom of Hole @ 15.5'. Total
- approximately 1 to 1.5 gpm from seeps
- in SU-J and SU-D
983- 17-
- -
982 - 18-
- - 1- tf-,[ 1
B1- 19-
DE eR I3cei ed p:t>
- - PI nnE
980- 20- ?r.. :;--5 56
Get)Science, .- Skyline Estates, Spfld, .st Pit #: TP-10
.. (541) 607-5700
, l=xcavation Contr.,: Della Constr.1 Cat 315 Trackhoe
Date: '12/5/06 Method: 4-ft. Smooth-edge Bucket
Approx, Elevation AMSL: 965' I Operator: John Logger: Gunnar
Elev. Depth Rec, Es!. Grad, Mois!. Cons,
In, Unit Description USCS Plas!. Coh,
G S Me
r/'."'""'"",.",. 0-" Mcist NP Dense
.............. GW 85 10 S NC
- "."'...."."'.
- ............... FU-1 1.S'-minus crushed rock,
"'""'""""0"'.
.............
964- 1- ",-","",.",.",.
1~i~~1 1 - 3' PDSlSTS Fine- to
- - medium-grained Sandstone. Ught brown
RU-40,
963- 2- to tan. STS at 2'. Hard.
-- -
962-- 3-
- Bottom of Hole @ 3'. No water
- encountered.
961- 4-
- -
960- 5-
- -
959- 6-
- -
958-- 7-
-- -
-
957- 8-
- -
956- 9-
- -
955- 10--
-- -
954-- 11-
-- -
953 -- 12-
-- -
952- 13-
-- -
951- 14-
- -
950-- 15-
- -
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947 -- 18-
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46-- 19- "
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Date Received:
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City of Springfield
Development Services Department
225 Fifth Street
Springfield, OR 97477
Phone: (541) 726-3759
Fax: (54l) 726-3689
.
SP.GFIELD
.
Tree Felling Application
lrypell
ApplicantName '1fG:Veje~ &, ~~wc.
P~ddress +~~ ~--1?-"~ I ~\'PIhl'I1P-I~liI), Of?.
Property Owner N~e ?~t;.-10~ ~<?1"'~ l.-(d.
---Address-'~0'-::!7i)-X-H~~-~i/fE:'FVi'l:i.E7"-OF'-' 'l~tl'g' --
.
Phone:~/r:::; -8'52,
Phone:
1U -,,\?)q~
"l1111
P.roperty Address So 11 ~ c.-1f 0~\o-.l6i'el))
Assessor's Map No. I ~ ; 02- -Oz - !, . L Tax Lot No. ~ 0 0
Specific Description of Proposal _ ~t.11) Wit{ GL--I? ?If!- II-J{, fv LV ~ 110'7 err)
'?J-f;oDlvl?;710,...) -ro ~IrBl-If) z.c, vr E:Ao.j 0\D~ at. ~~j2-L.t,.J(
. or ~1.hV~ ~D
TI:IC undersigned acknowledges that the information in tbis application in correct and 8tturate.
Applicant Signature
Date
If the applicant is other than the owner, the owner hereby grants permission for the applicant to act in his/her behalf.
Owner Signature
Date
For Office Use Only:
Journal No.
Map No. ~_
Date Accepted as Complete ~~V
Received By
.
Date ReceiVed;~
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RESPONSE TO TREE-FELLING STANDARDS
1.
Trees are generally healthy and well spaced in an even-aged stand approximately 45 years
old. Tree felling will be accomplished by experienced contractor and public safety will
be addressed.
2. The proposed felling is consistent with the Metro,Plan (LDR zone being developed for its
intended use) and protects nearby trees by opening only the width of the road and cut
slope areas, protectIng remaining trees from effects Ofwindthrow. Arborist (Nathaniel
Sperry) indicates.thatthin'cut:rforroaas wiIr not aaverseWiiIfect wind' damage to . -- . .
remaining trees, as wind will be directed.overtops;ofcrownsby.adjacentdense'canopy.
Streams are not affected'by this, and intermittentchinnels will remain in tree cover.
. :\. It is necessary to cut trees to construct the roadway.
d. Tree felling will only be undertaken after development plan approval.
S. No replantingisproposea williin the road area. 'Righi-of-way is to be constructed,
residential access, utilities, and setbacks are to be located within the tree cutting zones
6. No slash will remain on the property.
7.
Oregon Forest Practices Rules address re-forestation and timber stand management,
which are not a part of this work. Methods of felling and log removal generally conform
to the guidelines, excepting that roadway construction will render erosion control
measures under Forest Practices Rules less restrictive than the City of Springfield LDAP
standards.
8.
Access will be taken in the right-of-way, without disturbance to nearby neighbors
Date Received: \ -L\--01
Planner: J!>
p~-&b
.
.
.
......., '''.11 4....<..1.... tJ.J.....J
:JL.fi-.OJ.t.It:1::JJ
PAGE 02/04
~~~KKY I~cc CAKe
.
.
605 HOWc.11 d Avenue
fusene, Oregon 97404 .
Phonc.154114(,i-I7J7
Fax 15411461.0091
Keating Engineering
Ann: Steve Keating
IR8 West B St
Springfield,OR97477
December 6, 2006
- ..-:-'
Re: Tree stand:nssessmcnt ofSkyliilc Estates,
Springfield, Oregon.
Dear Steve,
Following is the report J prepared for the assessment of the tTees of the Skyline E,tates.
Should you have any questions, don't hesitate to conloct me by calling our office at 461
1737.
Introduction and assignment:
On December 6, 2006, I was retained by Steve Keating of Keating Engineering to assess
the health and condition ora forested area known as the Skyline Estates in Springtield.
Oregon.
This particular area is slated for future development; my assignment was Iimitcc1to
describing the general health ofthe trees and identify the ~pecies as well as the
characteristics of the hillside in relation 10 the existing vegetation.
The outside conditions to perform tbese observations was ideal, with clcar skies and nO
rain. Observations were done from ground level, without the help of specific tools or
instruments and were completed the same day.
Observations:
Skyline Estates is abutting the highest part ol'South 71" street. in the southeast pan oftlle
town of Springfield. Historically, the entire hillside was logged in the 50'5 and 60's and
apparently left alone, allowing the remaining trees to re eol.oni1.e the area via seed
dispersion and sprouts from stumps.
At first impression, the dominant species appears to be Douglas-firs (/'selldol,I'U{?O
menzie.l'ii) with a DBH (Diameter at Breast Height) of24 inches, at least in the larger
portion of the site; the westcrn slope. As the [)ouglas-tiTS matured, they started to choke
Date ReceivSD ') -'tf~Dl
Planner. ~~
.
.
.
... L' <""-" "UVU U.:J......:J
~~~~XY I~~~ CARe
PAGE 03/04
;,;....r.L.tO.1()(J::ll
.
.
[ __ cer m6t5.5(!lr,w:Mw~ ?~p1e flhe mapks arc still clustered in areas. and
ffoea~~~p~Jl;i=m etition for I1gh\.
C ~f,e \ 'Bstofiey vcg~~I~f11~!-Y~\Illi~;lggieally expecled in a forest of Douglas-firs oflhis
e~~~~" ~Y2?lm~1~s (Acerr6!ft!WIP4l![1'-boWple filberts (C.orylus cornU/a), Cascaras
,_ -{C=,a.pw;IhUlJi~l.l~w(l(ldS-fC- nus nul/allll;, PacIfic yew (faxus
hrev{folia), Sword fern (Pnlystichum munilUm), Pbison oak (Rhus toxicodendron), Red
eurranl (Ribes sanguineum), Oregon grape (Mahol1ia aquifolium) and mulliple varieties
of mosses and mushrooms.
Although.suppressed - i n.numbers, there ,was_cnough .seedlings.of the ,speci es to.. indi<:.atc_ _ __
the presence of Grand firs (Ahies grandi.~) within the Douglas-firs_
The fact that the forest was likely left alone for arlt;astJlluf decades allowed thelrees to'
develop naturally through competition and soil preferences.
Some ofthe contours of the h.ill created natural drainage (i.e.: een(erpart - taneri,ng in the
intermittent stream and north east part) favoring the growth of Bigkafmaples almost
exclusively with the presence of Douglas-firs on cad, edge. A grove of Oregon white
OallS (Quercus ganyana), apparently the only ones on Skyline Estates, is surviving on the
south central pUlt of the' hill-where the soihsreported,to'bevery-shallowand rocky,
These trees show signs of struggle due to harsh conditions, however, they are alive and
doing fine considering the species in relation with that kind of soil.
As I progressed towards the eastern part of the Estates, I witnessed a noticeable
difference in tree diameter, where the DBH (of the Douglas-firs) averaged 12 inches.
Then, as 1 came closer to the top of the hill, there were two areas where the steady slope
changed to a fairly flat spot before climbing again less than 60 feet further east. The trees
growing in those areas were as healthy ns the ones growing everywhere else on the hill;
the only difference being that they nppeared to grow further from each other, as if somc
thinning had happened in the past, although there was no evidence Suppo\ting that theory.
Conclusion and recommendations:
The overall health of the trees growing on Skyline Estates is good_ At this time, the
integrity of the forest brings a lot of advantages especially on a moisture retention stand
point. The steepness of the slope called for the present design of the pHTposed road
construction. Along with the design, the nalTowncss of the road shows awareness of the
_moisture issue by trying to minimize stolm water velocity.
Another important issue is the wind factor. Apparently, this forest - oriented west - has
survived recent and past windstorms extremely well for one reason: lack of disturbance:
the trees relying on each other for support.
Since most windstorms come from a southwest direction in winter, one should be pl'lldent
not to upset wind dynamics too much by creating wide corridors oriented southwest -
nOl1heas\. Once again, the proposed "tree preservation area", if respected, should provide
a good buffer in snme of the most sensitive areas being in this case the top of the hill
where the proposed road construction is oriented southwest - northeast.
Date Received: ~--' a..\>..O 1
Planner: 5D
P(tG "6J6
~~c~~y I~~ CA~~
PAGE 04/04
.
.
.
;',..,-.., -' 605 ,.towtlfd Avr',ue
. 'ted ar~gl!i1~.g))~~~r tb proposed residential construction. If good
RW i!/%~rac\ices ar~l1s~iq!mf~.H;;<:9Pt~. ne protcction, minimizing soil compadion
Ce~~~rnwJ#lf\~ater dynjl!lJ,if5\41iW6i:p~t)i'fl) tb' remnant orthe trees should be thriving.
Assumptions and Limiting ConditionR
.
L Care bas been taken to obtain all informalion from reli{lhlc sources. The consultant
can.neither_guaran tee. nor.be.regponsib Ie for. the.accliracy_of. in tcnnatioh .pnlVided. hy.
others.
2. Consultant shalllJot be. requircd to gi ve testimony or to.'altcnd, court by reason of this
report unless subsequent contractual arr~ngemel1ts 8remade. including payment of
addi tional-fccs.
." Any legal description provided to the consultant ;.5 assurn.i:d to be correct No
responsibility is assumed for matters legal in character.
4. Missing pages or alteration of this report invalidates entjre report
5. Possession of this report does not imply right of publication or use for any pUIlJose by
any other.than' the-persoll.tO' whom-if! s'addressed~ withoutthc' prior'ex presscd'wri tlen'
or verbal consent of the consultant.
(" Neither all nor any part of the contents of this report, nor copy thereof, shall be
cOllveyed by anyone, including.thc,c1ient, to the public through advertising, public
relations, news, sales or other media, without the expressed written or verbal consent
of the con~uhal1t.
7. Infonnation comained in this report reflects the conditions present at the time of
inspection,
R. Inspection is limited to visual examination of accessible items without dissection,
excavation, probing, or coring. There is no wall'anty or guarantee, expressed or
implied, tbat problems or del:iciencies urlhc plants Or property in question may not
ari.se in the future.
Respectfully submined,
Alby Thoumsin
Certified Arboristl'N # 1168
.
Oats Received: 1- 4- D7
Planner: ...Jl)
PR-E' -see