HomeMy WebLinkAboutApplication APPLICANT 3/6/2008
'field
'ervlces Department
Date Received:
;
MAR - 6 2008
~7477 '
/ . Original Submittal
Ain Application, Type II
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SUE.. Sc..c...- 1":( Phone: 7-'fJ -0/8'7
Company: - I Fax: I J
Address: .~ .5f;A.~. ~IU-IV, Cf7477 j
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Applicant's Rep.: Sl~V~ Jc6:;:-Aa:i.~' " iPho~e: /U 2. -~l ?
Company: K.:t=A.-r1.H.~ pJ.i/.&CI'7~ t~ I Fax: IZ4:Z-~ l.+ j
Address: J~ ~~' l~~ AV~ ~U~.Q't<. Q7'dO l
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Property Owner: ~L <+ Re>2..L-L-G . /Phone: ,..'_
Company: _. ]Fax:. __
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ASSESSOR'SMAPN,O: 17.'-~~-:2..to.- ~TAXLOTNO(S): ~?""I cf J~
Property Address: I~eo ~q,O _ ;:;t:d:L- ..;:;-r: _ _I
Size of Property: , . n.~ ,Acres tia Squar~ Feet 0 I
Proposed Name of Project: !?t:.L_ ?-r:~t:JJ;:f" .A?kR;1"~11E..t:l-r-S
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Description of
Proposal:
?E.~ A-r,^~e..y'
# of Lots/Parcels: Avg. Lot/Parcel Size: sf Density:
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roperty Infor~at~ (~taff; c~mpleie ihis,sedloll)
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_ Overlay District:
. Plan Designation:
Urban Growth Boundary 0
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Zoning: ,
Applicable Refinement Plan:
Location: City Limits 0
Associated Appllca~ions:
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Pre-Submittal
Case No.: aJVC ~]-mJ(, I Date:
Case No~: ~~ -000/"1 Date: ' '2/ c,b/o'6
Application Fee: _$ "!'~hnlcal Fee: $
TOTAL FEE'S _$
3-";i"~:;:W:;:':;;:;;'-;{';p.~";~';;i%-'!;,,~
. Reviewed by:
, Reviewed by:
, Postaae Fee:
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Updated 12/8/2006 Brenda Jones
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Steps In the Process:
1. The Applicant SubmIts a Pre-Submittal MeetIng Application
The Pre-Submittal Application is mandatory. Please refer t~, the Springfield Fee Schedule
for the Pre-Submittal Application fee. The submittal package must conform to the
application completeness checklist attac!,ed to this form. You are required to submit Nine
(9) copies of the submittal requirements packet for pre-submittal review. Pre-submittal
meetings will be conducted every Tuesday and Friday between 10:00 ani and noon. We
will Strive to conduct the Pre-Submittal meeting within five to seven working days of
reCeiving the application.
2. Applicant and the CIty conduct the Pre-Submittal Meeting
We strongly encourage yoU, the owner and design team to attend the Pre~Submittal
meeting. The meeting will be held with representatives from Public Works Engineering
and Transportation, Community Services (Building), Fire Marshall's office, and the
Planning Division. The meeting will be scheduled for 30 to 60 minutes. The Planner will
proVide you with a Pre-Submittal Checklist at the end of the meeting specifying the Items
required to make the application complete-if It isn't already complete. You will then have
180 days to make the application complete for submittal and acceptance by the City.
3. Applicant Submits a Complete Application
When you have addressed all of the items on the Pre-Submittal Checklist, please submit
18 copies of the complete application to the Oty. A fee will be collected at that time and
the 120 day calendar review period will begin. When the Planner has prepared a draft
land use decision, the draft will be mailed/faxed to the applicant/owner/design team for
their review. At the applicant's request, the planner will schedule a meeting to review the
draft with appropriate staff If certain Issues need resolution before the final land use
decision is issued.
Owner's Signature
This application will be used for both the required Pre-Submittal Meeting and subsequent
complete application submittal. Owner's signatures are required at both stages in the
application process. An application without the OWner's signature will not be
.. accepted.
The undersigned acknowledges that the information in this application is correct and accurate
for scheduling of the Pre-Submittal Meeting,
Owner:
Signature
Date:
Date Received:
Print
MAR - 6 2008
Updated 12/8/2006 Brenda Jones
Original Submittal
..1
Owner:
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 tile 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:
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Date Received:
MAR - 6 2008
Original Submittal
Updated 12/8/2006 Brenda Jones
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225 Fifth Street
Springfield, Oregon 97477
541-726-3759 Phone.
Job/Journal Number
DRC2008-000 19
DRC2008-000 19
DRC2008-000 19
Payments:
Type of Payment
Check
cReceiotl
RECEIPT #:
Description
CTY Site Pian Review
+ 5% Technology Fee
Postage Fee Type II - $155
Paid By
R82LLC
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CitA 'f Springfield Official Receipt
De. dopment Services Department
Public Works Department.
2200800000000000295
Date: 03/06/2008
Item Total:
Check Number Authorization
Received By Batch'Number Number How Received
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511
In Person
Payment Total:
Date Received:
r---.-Mt~R~-6-2008- ~-
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.~.] .nal submittal-
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Page 1 of 1
3:02:59PM
Amount Due
4,099.00
204.95
155.00
$4,458.95
Amount Paid
$4,458.95
$4,458.95
3/6/2008
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(3\ ARCHITECTURAL SITE PLAN
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Date Received:
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Original submittal
1. DETAILED WRII IJ!,N EXPLANATION
Project Name:
Fifth Street Apartments
1980/1990 Fifth Street - Springfield, OR 97477
21 living units with open space, on acres of residential land
Zoning:
Site is zoned MDR., and is adjoined by LDR on the north, and 'MDR on the south and west.
These zones are consistent with the Metro Plan
Proposed use and scope
The scale of this development suggests that it should work to form its own sense of neighborhood,
while supporting the residential functions of Fifth street and participate in t he nearby commercial
uses (Fred Meyer and Pioneer Plaza Shopping nodes) and intermodal transit, with LID routs
enfronting the property. It allows-for both active and passive outdoor pursuits with open spaces
and a pedestrian scale, design variety, and a hierarchy of both semi-public and private spaces. It
will also benefit from having a small street-like orientation, with a a variety of facade treatments
and building styles, and landscape featuresto aid in way fmding.
The basic pattern of the developed area is constrained by the narrow property and minimal
stormwater facilities. Entrance to the development is taken between the properties. The entry
street will have planting areas and pedestrian-level raised crosswalks.to reduce the scale of the
street, and calm traffic as soon as it enters the site. It curves to separate itself somewhat from the
busy traffic on Fifth Street. The mail stop is centralized.
"
The centerpiece of the community is a park-like area with swales, arbors, and hardscapes. The
largest building on the site is to the rear.
All exterior Iightirig has been designed for a minimum of I Fc of ambient lighting, for security.
Most of it is placed on the buildings, so that building walls are lit up, giving a greater sense oflight
and ambience and less light intrusion into unit windows.
Pathways are adjacent to the driveways, and lead to the central open space. Opportunities for
private,dispersed passive ...~.....;';on areas are provided behind the 4-plexes and the remaining
single-family home, but active recreation areas (playground areas) are as they are difficult to
control visually, and they present security problems. Play equipment and similar amenities will.
not be provided.
r Date Received:
Section I - Detailed W~tten Explanation
MAR - 6 2008
Page I-I
Original Submittal
The !"'.v!"'vsaJ shows a mixture of two and three bedroom apartments with both attached and tuck-
under covered and enclosed parking, with four units of generally mixed types in most buildings.
Rental rates are targeted to, the mdeian levels of the local market, and the mix of two and three-
bedroom units is intended to attract families with children who would likely remain in the
community for longer-than-average periods.
Building forms are modulated and colors will be used to avoid the usual sense of monotony
associated with apartment communities.
The project is to be constructed in one build-out. Water service utilities are to be designed by SUB
Water, with master meters for each site. Most of the landscaping will be native drought-tolerant
species to reduce water demand.
Stormwater systems are designed to be shared by the entire site. Pipe sizes are larger than required
by the plumbing code to reduce maintenance and increase system storage capacity for the design
water quality storm events. Easements are to be written to allow joint use and maintenance of
stormwater facilities and access, and copies of these are to be included in the final application.
Rather than execute and record the many easements necessary for this project, it would be in the
owner's interest to allow the City staff to comment on them, and record the easements as a
condition of approval. Stormwater capacity is based on the Wekt Springfield Stormwater Master
Plan.
Landscaping is provided in quantities to conform to th SDC. The urbanized nature of the site
would suggest that wildlife habitat connectivity need not be addressed.
No employees are anticipated, and off-site managers will be used with contracted groundskeeping
Proposed Off-site Improvements:
The apron and curb cut will be installed to meet Springfield standard specifications.
Stormwater Quality Measures:
We are jJ,vjJv~ing a combination of an infiltration basins with soaking trenches.
The city allows several methods of basin design, as outlined below in this excerpt from code. The
areas we wish to address are in boldface, to identify our focus points.
4.12 DETENTION POND DESIGN ,
Detention ponds and other open impoundment facilities such as landscape areas, open playing fields and parklands,
shall comply with the requirements ofORS 537, in general and more specifically ORS 537.4 Ponds and Reservoir.>.
They shall also comply with the following criteria:
A. Facility Geomenics
Interior side slopes up to the maximum water surface shall be no steeper than 3H:IV. If the interior slope
, , Date Received:
Section I - Detailed Written Explanation
MAR - 6 2008
Page 1-2
Original Submittal
needs to be mo,...j, the slope shall be4H:IV
I. Exterior side slop.. shall not be steeper than 2H:IV unless anaIyud for stability by a geotechnical
engineer.
2. Pond walls and/or dikes may be retaining walls, provided that the design is e' .e~.J and stamped by a
registered professional engu,eer and that a fence is provided along the top of the wall and that at least 25
percent of the pond perimeter will be a vegetated soil slope of not greater than 3H:lV.
3. Pond bottoms shall be level. and shall be located a minimum of 0.5 feet below the inlet and outlet to
provide sedimetit storage. .
B. Overflow - Emergeney Spillway ,
A pond overflow system shall provide controlled discharge of the design stann event for developed
contributing area without overtopping any part of the pond embankment or exceeding the capacity of the
emergencY spillway. lbe design shall provide controlled discharge directly into the downstream conveyance
system. An emergeney overflow spillway (secondllJ)' overflow) shall be provided to safely pass the lOO-year.
24-hour design stann event over the pond embankment in the event of control structure fililure and for
stann/runoff events exceeding design. lbe spillway shall be located to direct overflows safely towards the
downstream conveyance system. lbe ......c...1:'j spillway shall be stabilized with riprap or other approved
means and shall extend to the toe of each fa<:e of the berm embanlanent These are Indicated on the
drawinlll' and d....iJed
C. Access - Maintenance
I.' Pond access easements and roads shall be provided when ponds do not abut public right-<lf-way. Access
roads shall provide access to the control structure and along one or both sides of the pond as necessary
for vehicular maintenance access.
O. Access roads shall meet the following criteria:
I. Access roads shall h8ve a maximum grade of IS e."."" and a maximum cross slope 00 percent
2. A 40 foot minimum outside turning radius shall be provided on the access road.
3. Access roads shall be a minimum of IS feet wid. on curved sections and 12 feet on straight sections.
4. Access roads in excess of SO feet in length shall have a tiun around unless approved by the City
Engineer. _
5. Access roads shall have the capability of supporting a 20-Ion vehicle under all weather conditions,
E. , Bonn Embanliment - Slope Stabilization
I. 'Pond berm embankmentS higher than six-feet shall be designed by a geotechnical - civil engineer. lbe
benn embankment shall have a minimum IS-foot top width where necessary for maintenance access;
otherwise, top width may vllJ)' as . ___......ended by the design engineer, but in no case shall top width be
less than four feet .
2. lbe toe of the exterior slope of pond benn embanianent shall be no closer than five feet from the tract or
easement t'..........u/ line.'
3. lb. pond berm embankment shall be constructed on native consolidated soil (or adequately .....e---.j
and stable fill soils analyzed by a geotechnical engineer) free ofloose surface soil materials, roots and
other organic'debris.
4. lbe pond berm embankments shall be constructed by excavating a 'key' equal to SO percent of the benn
embanianent cross-sectional height and width or as designed by a geotechnical engineer.
5. lbe berm enibankment shall be constructed on compacted soil (95 percent minimum dry density, per
AASHTO T99, placed in six-inch lifts, with the following:lilt- soil characteristics: a minimum of30
percent clay, a maximum of 60 percent sand, a maximum of 60 percent silt, with nominal gravel content
or as designed by a geotechnical engineer.
6.. Anti-seepage collars shall be placed on pipes in berm embanlanents which impound water greater than
four feet in depth at the design water surface.
7, EXposed earth on the pond bottom and side slopes shall be seeded with seed mixture approved by the
'City Engineer. POX mixture i. specified
The sites are treated together for purposes of stormwater evaluation, and areto be maintained so
that each they may remain in separate ownership. Stormwater easements are written where storm
flows cross site boundaries.
Date Received:
Section I - ~Ied Written Explanation
MAR - 6 2008
Page 1-3
Original Submittal
The basin is designed to contain a WQ storm at a depth not exceeding 12", and provide detention
with 12" minimum freeboard for a 25 year event, and pass a 100 year event without damage. The
piping systems were analyzed for 100 year events due to the possibility of ponding over parking
area catchbasins, which the design avoids. Discharges are made to the basin without forebays.
Since we are treating 100% of the paveri:tent areas, (except for landscape sidewalks), and the
catchbasins are fitted with filtration systems, this will provide adequate p".u ...atment prior to
infiltration or emergency overland flows.
Current use ofthe Site:
The site contains two small houses.
Special site features
Several trees are extant, but most are not good specimens, and few can be integrated into the
design. The site plan indicates the ones to be removed. Soil types are indicated in the soils
".tM;' but generally, the site is overlain with type CL silty clay loam.
Estimated cut-fiU quantities
Total fill (import): CY
Total excavation (re-used on site) CY
Total Excavation (haul-oft) CY
This information developed by the expected sitework contrac~or (Delta) base on most recent
grading plans.
Number, type, and size of any trees to be removed:
,
Except for tall shrubs, there is clump of ash trees, a 14" magnolia, and several fir trees which are to
be removed for this work. No street tress currently exist.
Dedications:
None are expected.
Solar Access:
The solar access issues are addressed by the wide internal circulation and the requried setback on
the north p.up.."; boundary.
Date Received:
Section I - Detailed Written Explanation
MAR - 6 2008
Page 1-4
Original Submittl"l
iTATUTORY "'-JI. - ..--. .
....ARRANlY DEED
EXPRESS CREDITCORP.. succ"" ,r to
, LAND ASSOCIATES. INC.. DB'" LAND As<;nrrATF!> FINANrF'
Granlor,
_ conveys and warrants to 'fHOMAS R. HINKLE and MAQV c:. ":';'~T7 I:wsbaa.d-........... .ui-t.,.,
Grantee,
Lane
the following described real property free of. enc'umbrances except as specifically set forth herein siluated in
Counly, Oregon, to-wit: '
Beginning at a point which Is North 89054' West 627.82 feet arid North 0006'45"
E",st, 913.28 feet from the Southeast corner of the ..Jacob Halstead Donation Land
Claim No. 47. Section 26, Township 17 South, Range 3 West of the Willamette
Meridian; thence run North 89054'West 313.50 feet; thence North 0006'45" East.
70. ~I feet; thence South 89054' East, 313.50 feet; thence South 0.06'45" West,
70.4( feet to the point of beginning, In Lane County, Oregon.
SUBJECT TO:
I) Rights of the Public In and to any portion of the herein described tract of land
lying within the boundaries of public roads and highways.
TAX ACCOUNT 1068715
Date Received:
MAR - 6 2008
Original Submitta
H,.MU- 12/15/87HCI(
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The said property Is free tromencumbrance8 except: as set forth above.
The true consideration tor thIS conveyance Is $,
37.000.00
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THIS INSTRUMENT. WILL NOT /lUOW USE OF THE ~ROPERTY OESCRIBEO IN THIS tNS~UMENT IN ViOLATION OF APPLICABLE LAND USE LAWS
AND REGUo,TlONS. 'BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT, THE PERSON ACQUIRINQ FEE TIftE TO THE PROPERTY SHOULD CHECK
WITH THE APPROPRIATE CITY OR COUNTY PL..Af'II\IING DEPARTMENT TO VERIFY APROVEO USES. .
. . EXPRESS CREDITCO P., su to'
Oted..,." lah da, ot n..,...m"~r ;'-81-. LAND AS OCI .:r:E;S INC.,
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By: tP.
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STATE OF OREGON. County 01
Po_ _lOCI '" __ noinod
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NotIry Pub&Ic lor Oregon.
'if: STAT!! OF OREOON; ColInIy 014 II l-ktAo\l\ IL , I".
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: 651 CENTENNIAL BLVD. . SPRINGFIELD, OR 97477
'.0. BOX 931 . SPRINGFIELD, OR 97477
'HONE: 541.741.1981
'AX: 541.741.0619
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TITLE INSURANCE' SERVICES . ESCROW CLOSINGS
875 COUNTRY CLUB RD, . EUGENE, OR 97401
P.O. BOX 10211' EUGENE, OR 97440
PHONE: 541.687.9794
FAX: 541.687.0924
April 3, 2007
Our Order No.: EL T-S3007
PRELIMINARY TITLE REPORT
Tom Hinkle
1980 Sth Street
Springfield, Oregon 97477
Estimated Premium for:
PARTIAL BILLING
ADDITIONAL CHAIN
$200.00
$100.00
Dear Tom:
TOTAL
$300.00
We are prepared to issue on request and on recording of the appropriate 'documents, a policy or
policies as applied for, with coverages as indicated, based on this preliminary report.
LEGAL DESCRIPTION:
SEE ATTACHED EXHIBIT A
Showing fee simple title as of March 22, 2007, at 8:00 a.m., vested in:
THOMAS R. HINKLE AND MARY S. SCOTT,
,
as tenants by the entirety (as to Parcel I), and
R82, L.L.C.,
an Oregon limited liability company (asto Parcel 2) ,
Subject only to the exceptions shown herein and to the terms, conditions and exceptions
contained in the policy form. No liability is assUmed until a full premium has been paid.
. ~' .
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Date Received:
MAR - 6 2008
CONTINUED
Original Submittal
"IN OUR BUSINESS, YOU MATTER MOST"
, www.evergreenlandtitle.com '1
ELT - 53007
Page 2 .
SCHEDULE B
,
GENERAL EXCEPTIONS
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. Facts, rights, interests or claims which are not shown by the public records but which could
be ascertained by an inspection of the land or by making inquiry of persons in possession
thereof. '
J. Easements, or claims of easement, not shown by the public records; reservations or
exception~ in patents or in Acts authorizing the issuance thereof; water rights, claims or title to
water.
4. Discrepancies, conflicts in boundary lines, shortage in area; encroachments or other facts
which a correct survey would disclose.
5. Any lien, or right to a lien, for services, labor, material, equipment rental or workers
compensation heretofore or hereafter furnished, imposed by la~ and not shown by the public
records.
CURRENT EXCEPTIONS
6. Taxes, Map No. 17-03-26-24-03300, Code 19-00, AccountNo. 0218980, 2006-2007, a lien
in the original amount of$I,214.12, of which $404.71, is unpaid. (ParceI2)
7. Rights of the public in any portion of said premises lying within the limits of streets, roads
and highways.
8. Deed of Trust, including the terms and provisions thereof, executed by Thomas R. Hinkle
and Mary'S. Scott, as tenants by the entirety as Grantor(s), to Evergreen Land Title Company,
as Trustee, for the benefit of Washington Mutual Bank, its successors or assigns, as
Beneficiary, Dated April 18, 2003, Recorded April 23, 2003, Reception No. 2003-036151,
Official Records of Lane County, Oregon, given to secure payment of a Note for $75,500.00.
(Affects Parcell)
9. Line of Credit Deed of Trust, including the terms and provisions thereof, executed by
Thomas R. Hinkle & Mary S. Scott, as Grantor(s), to Group 9 Inc., as Trustee, for the benefit of
Washington Mutual Bank, asBeneficiary, Dated June 16,2003, Recorded April 25, 2006,
Reception No. 2006-028133, Official Records of Lane County, Oregon, given to secure
payment ofa Notefor $53,000.00. (Affects Parcell) ,
Date Received:
CONTINUED
MAR - 6 2008
"
Original Submittal
EL T - S3007
Page 3
10. Deed of Trust, including the terms and provisions thereof; executed by R82, L.L.c., an
Oregon limited liability cqmpany, as Grantor(s), to EvergreenLand Title Co., as Trustee, for
the benefit of Stanley H. Reeser and Joyce M. Reeser, husband and wife, as Beneficiary, Dated
July 6,2006, Recorded July 12, 2006, Reception No. 2006-048S37, Official Records of Lane
County, Oregon, given to secure payment ofa Note for $100,099.00. (Affects Parcel 2)
NOTE: Taxes, Map No, 17-03-26-24-03201, Code 19-00, Account No. I 06871S, 2006-2007,
'$2,0IS.SS,paid in.filll.(Parcell)
NOTE: The address of the property to be insured herein is: ,
1980 STH STREET, SPRINGFIELD, OREGON 97477. (Parcell)
1990 STH STREET, SPRINGFIELD, OREGON 97477. (Parcel 2)
NOTE: A JUDGEMENT/LIEN/BANKRUPTCY SEARCH was done for the name(s)
THOMAS R. HINKLE AND MARY S. SCOTT, R82, L.L.C.; and as of March 22,2007, none
were found.
NOTE: As of March 22,2007, there are no liens for the City of Springfield.
INFORMATIONAL NOTE: The vesting deed and changes within the last 24 months are as
follows:
WARRANTY DEED RECORDED December IS, 1987, FROM EXPRESS CREDITCORP.,
SUCCESSOR TO LAND ASSOCIATES, INC., DBA LAND ASSOCIATES FINANCE, TO
THOMAS R. HINKLE AND MARY S. SCOTT, HUSBAND AND WIFE, RECEPTION NO.
87-S4037.
Very truly yours,
EVERGREEN LAND TITLE COMPANY
HOME OFFICE
By:
}f;f~
Jeffrey K. Walker
Advisory Title Officer
NO LIABILITY IS ASSUMED HEREUNDER UNTIL POLICY IS ISSUED AND
PREMIUM PAID. IF FOR ANY REASON THE REPORT IS CANCELLED, A MINIMUM
CANCELLATION FEE OF $200.00 WILL BE CHARGED.
Date Received:
MAR - 6 2008
Original Submittal.
EL T - 53007
Page I of I
Legal Description
EXHIBIT A.
PARCEL 1:
Beginning at a point which is North 89054' West 617.82 feet iind North 00 06' 45" East 913.28
feet from the Southeast corner of the Jacob Halstead Donation'Land Claim No. 47, Section 26,
Township 17 South, Range 3 West of the Willamette Meridian; thence run North 890 54' West
313.50 feet; thence North 00 06' 45" East, 70.41 feet; thence South 89054' East, 313.50 feet;
thence South 00 06' 45" West, 70.41 feet to the Point of Beginning, in Lane County, Oregon.
PARCEL 2:
The East Y:z of the following described property: Beginning at a point on the West line of North
5th Street if extended 51O.7.feet South of monument III, which is 627.82 feet West and 1570
feet North of the Southeast corner of the Jacob Halstead Donation Land Claim No. 47, in
Section 26, Township 17 South, Range 3 West of the Willamette Meridian; thence South along
said West line 72.96 feet; thence West 627.0 feet; thence North 72.96 feet; thence East 627.0
feet to the Point of Beginning, in Lane County, Oregon.
Date Received:
MAR - 6 2008
Original SUbmittal
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After recording, ~eturn to: A1'1"'- ' .
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Until a change is ,requested, all lax
statements shall be sent to, the following
address:
~lanlf'ov Rp~,~p.r
J(J:,).Lio"; I
St:tnlrw R("1':~p.r
1990 N. 5th Str(!Clt
Springfield, OR 97477
e-.IJl'f f1".!'['~'1l'l'l..&ul.l.r:> T....
KEY TITLE COMPANY
P.O Box 1458
Eugana, OR 97440
~~1QJUl.jq'97<<oaREC fO.OO
(7-03- 2 i-I- '/(J530r;! ;;m;QJUL:W97H08PFUND 10.00
STAl1lTORY SPFCI~1. W_ARRANTV nFF.1i~,QJUl.14'97"OSAOT FU/ID 20.00
(OIlS 93.855)
Edwin J. Peterson, Trustee of [he Edwin J. Peterson Revocable Living Trust dated
December 20, 1994 and Dolores A. Peterson, Grantor, convey and specially wamot lO Stanley
Reeser and Joyce Reeser, husband and,wife, Grantee, the following described real property, free
of encumbrances except as specifically set fOr1h herein: . .
Beginning at a point in (he West line of Fiflh Street in the (own of Springfield
extended 510,72 feet south of Monument No. ill which is loc.\tcd in said West
line of Fifth Slreet 626:82 feet We" and 1570 feet Nonh of the Soulhea" corner
oflhe Jacob Hal"ead and wife D.L.C. No. 47, in Seclion 6, Township 17 Soulh.
Range 3 West, W,M. in L1ne County, Oregon, thence South on and along said
West line of Fifth Street 62..96 feet thence West 627 feet; thence North 72.96 feet
and thence East 627 feet more or I~ss to Ihe beginning, all lying and being; in
what is known as the Seavey tracts lying North of Springfield, Oregon.")"
I'
EXCEPT the West one~IJaJf thereof.
SUBJECT TO;
All conditions, restrictions, covenants and encumbrances'of record.:
The true consideration for this conveyance is other value,
THIS INSTRUMENT WILL NOT ALLOW USE OF TIlE PROPERTY DESCRIBED
IN TIlE INSTRUMENT IN VIOLATION OF APPLICAnLE LAND USE LAWS AND
REGULATIONS. BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT, TIiB PERSON
ACQUllUNG FEE TITLE TO TIlE PROPERTY SHOULD CHECK WIlli TIlE
APPROPRJA TE CITY OR COUNTY PLANNING DEPARTMENT TO VERiFY APPROVED
~lIgc 1 - STATUTORY 'SPECIAL WARRANTY DEED; Reeser/Peterson
101 J1COlU IN AIUl"\'.N"r. DI!Dljlll1
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Date Received:
,. MAR - 6 2008
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USES AND TO DETERMINE ANY LIMITS ON LAWSUITS AGAINST FARMING OR
FOREST PRACTICES AS DEFINED IN ORS 30.930. (ORS 93.040.)
DATED this.d..Q. day'of ar,/')..:. ,1995. .
'('I "Y';)+-
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Edwin J. PClerso . Tnmce
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Dolores A. Peterson
STATE OF OREGON )
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County of Marion )
This instrument was acknowledged bef~re me Olr;x~ 20 .~95, by Edwin J.
Peterson, Trustee of the Edwin J; Peferson Revocable Living Trusr'dated DJcmber 20, 1994,
I? ~ eforQ)lf9!~",\1~~y' 0k (Y\.~ Qft../~el.JJ) .
. .. ~; 1'1~.~j'NlY PUBUC. OREGON NOTARY PUBUC- FOR OREGON 0
. r.CitIMISl-iION NO. 010607 . " . 11-].7 _ C; '.,-.
I,IYCOMMISZ1UtW.rIRES NOv. ~7, 19~5 My CommIssIon ExpIres;
STATE OF CALIFORNIA )
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County of ,:)o..n Old"" ).
This instrument was <lChl1owlcdgcd before m~ on
by Dolores A.. Peterson,
14"0; \ ;;J, '7
, 1,995,
Before me:
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a,..liVh--' K.;
NOT Y PUBUC FOR CAUFORNJ
My Commission Expires:~pfe..!2>\..~'" "-<i,. /550'
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SAIl t.lA.TEO COVHTY
1.4, Comm EI~lln StFA ~. llliS'
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Page 2. STATUTORY SPECIAL WARRANn' DEED; Rec:-ser/Pelerron
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AA"'_'I1lnO,"IumIa(_.A'IldI''')~)loC ,,"UMt"J\.rv:T
P.O Box 1456
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L:II'1l1 COlln11l OFFICIAL ncconh
Lome COl,jn\\lCl~lk
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Slate Qf Oregon
County olune - 55.
I, lne Caumy Dcti!. In Jnd lor lrnr s.W
CounLy.dohcrebycerUfYlhallhll'\l.ilhin
InllrumentwalrcCClved for Tecotd al
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UnUII.q~..'eclolllt...,..,I'n<l'"l1.l1'I&I.""nUlolN""I."'<lll,"..,lIpl;
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By:
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ji_hnn
. ._.._...._...n.________n____.Depuly.
h....un__..~hU~..n~h______..d..~u_n..nn____.
/ 7'(JJ. J. /,- 21-03? 00 eARGAlN AND SALEDEEO
KNOW ALL BY'rHESE PRESENTS th.. u..._,__......,.I~ILLIAI>LP_LIOlll'EDOT__.nmmu__.....____..:m.
.._.._U._____...___._____.~__.__.__..___..._____b_______.__._._..____~_____.__.h.____._.___._.____.______.________..__.__._.__,
hcrein~flcr called gunlol, for lhe c:onsidernlion hereinaflerslalcd, does hereby gmnl, bargain, sell and convey unto n_.....d.._...._
.......___.S,TAlILllX.ll..REESER.AND. .,,,v,.. r. M.JlEESER,.lIusbond.Md.lille.............___.'.mn .nn___.'
hcreinllftercalled grantee, aud unto !:flIntec's heirs, SUCCC~ts and assigns. nil oflhatcertllin renl property, with the lenemenls,hered.
itamenlS lInd appunen:Ulces lhereunlo belonging or in llny way appertaining, silullted in _.....ke.flC.nm.____..nnn..._ Counly,
Sl~le of Oregoll, described as follows, to.Wil;
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The East 1/2 of the following described property: BDginnlng et a point on the West
line of North 5th Street if extended 510.7 feet South of monument 111 which is
627.B2 feet West and.1570 feot North of the Southeest GDrner of tho JacGb Halstead
Donation land Claim No. 47, in SeGtion 26, Township 17 South, Renge 3 West of the
Willamette MDridian; thence SGuth along said West line 72.96 feet; thenGe West
627,0 feet; thence North 72,96 feet; thenGe East 627,0 feet to the point of
beginning, in Lane County, Oregon.
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~~JUL.lq.97U08REC s.oa'
239JIJL.14' 97U08PFUND 10.00 i
~JUL.14'97#08MT FUND 2o.odi
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(IF &~ACE lNSUHIC:Elil, CONTIh'\lE DESOIlPlKlNCN IlMl\5tj
To Have lInd 10 Holu l)lC s.:ltnc Unlo grnnlee .and grantee's heirs, sutcessors and assigns forever. ;i
The true Qnd actual consideration p:lid for lhis transfer, stilled in lenns of dollars, is S.J'!9Jl~L.m___n..u. m Howeycr, the ~,
llctual considenllion consists of or includes olher propeny or vo.luc given nrpromised which is 0 pan of the 0 the whole (indicate
which) consideration.a> (The scnlcnee bc,wcen lhe symbols 11). if not ~ppJic:;ble. s.hould be ddcl~d. s:: ORS 93.030.)
In construing this deed. where the contellt so requires, the singular indudcs lhe plulal, anI! 11,11 gr3mmlllical choloscS sh31111e i:~"
m3de so lh:lllhis deed shall apply equally to cofJlorations and 10 individuals. \
IN WITNESS WI-IEREOF, the grantor has executed this inslrumcnllhis .d...__ day of .o:;.l.'A.l~___._m._._.. 19.~.'?.; if l~
grantor is a corporal ion. it hilS C.:lus~d its name 10 bc signcd :lnd its scal. if any, affixed by an offIcer or onter person duly uulhorized "
lodosobyorderofilsboardofdin:clors, ~ ('j)~ :~
THIS INSTRUMENT WILL NOT ALLOW USE OF THE PROPERTY DESCRI8ED IN __u -~J1L._H' _ .. u~__uu___~~___n I:
~+~ri~r:~t6~~T~~G~I~tt~~N~~t:~~'8\BH~ilfN~~RUuS,~e1:r~~'W~(Rls~i Wi lam P. Llght.foot . i~
ACQUIRING FEE TInE TO THE PROPERTY SIlOULD CHECK WITH THEAPPAo- _..:_.n.._._______u....._.!~.._n___.____.n____m~_m.__u:
~~~~5~rrE~~7~~.~lJr~~~~~~if:.~~g1~I~~~~,1fr~g~E~~~~~ - .: .,;1.
PAACTICESAS DEFlNtD IN DRS 30.930.
STATE O~~REGON. Counlyof _......__.Lnne.__..__._.______.__~.s~j. i. .
nllS 1~~I~mcnt was ~kfjowkdgcd before me on --.:h..------':...~\1_-~.-----., 19,..9.:l
by .u-..___lyilllaJIl.P...Llghtfoot.__n_._._n.~u._u.n_...n_...___._n.___..h__...__n.__n'--. !!
. "'~ ",~.."",.", ...... "-~"~"'.~b.~ "...~,. .".~" _7.__.._n_.~_'h___"___Uhn_h__._' 'J_._._'
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OFFlC . .' - . . _....___.__u..~n._~..n~.._....__._...____n___'---.nn.,...-..nn-_n~7-_~-.-.--n-n--..- :.
e ~;rI~=,m---r--,u--,---..--.--.n.--.--..'m--:.----.D.---,..--...m.'--..~--.__.__.m... it.
"YCOWISSION""JnfS~QVIl :, ~~'C~"..mu__mmn.___...__... II
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My commis.~lon expires ~Q.}__l~"'~~~~..___.__.___m_._..~ .11"
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TITLE INSURANCE SERVICES . ESCROW CLOSINGS
875 COUNTRY CLUB RD. . EUGENE, OR 97401
P.O. BOX 10211 . EUGENE, OR 97440
PHONE: 541.687.9794
FAX: 541.687.0924
.
;51 CENTENNIAL BLVD. . SPRINGFIELD, OR 9Z477
':J. BOX 931 . SPRINGFIELD. OR 97477
-tONE: 541.741.1981
IX: 541.741.0619
March 14,2007
Our Order No.: EL T -52873
PRELIMINARY TITLE REPORT
Julie Roy
34143 Meyers Road
Cottage Grove, OR 97424
, Estimated Premium for:
. PARTIAL BILLING
$200.00
TOTAL
$200.00
Dear Julie:
We are prepared to issue on request and on recording of the appropriate documents, a policy or
policies as applied for, with coverages as indicated, based on this preliminary report.
LEGAL DESCRIPTION:
The East Y, of the following described property:. Beginning at a point on the West line of North
5th Street if extended 510.7 feet South of monument Ill, whichis 627.82 feet West and 1570
feet North of the Southeast comer of the Jacob Halstead Donation Land Claim No. 47, in
Section 26, Township 17 South, Range 3 West of the Willamette Meridian; thence South along
said West line 72.96 feet; thence West 627.0 feet; thence North ,72.96 feet; thence East 627.0
feet to the Point of Beginning, in Lane County, Oregon. '
Showing fee simple title as of March 5, 2007, at 8:00 am., vested in:
R82, L.L.C.,
an Oregon limited liability company
Subject only to the exceptions shown herein and to the terms, conditions and exceptions
contained in the policy form. No liability is assumJd until a full premium has been paid.
Date Received:
MAR - 6 2008
Original Submittal
- . -"- "IN OUR BUSINESS, YOU MATTER MOST" --- - - --.---..
CONTINUED
..~..... .........................I.......U;.I.. ..............
EL T - 52873
Page 2
SCHEDULE B
GENERAL EXCEPTioNS
1. Taxes or assessments which are not shown as existing liells 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. Facts, rights, interests or claims which are not shown by the public records but which could
be ascertained by an inspection of the land or by making inquiry of persons in possession
thereof.
3. Easements, or claims of easement, not shown by the public records; reservations or
exceptions in patents or in Acts authorizing the issuance thereof; water rights, claims or title to
water.
4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments or other facts
which a correct survey would disclose.
5: Any lien, or rightto a lien, for services, labor, material, equipment rental or workers
compensation heretofore or hereafter furnished, imposed by law and not shown by the public
records.
CURRENT EXLEr liONS
6. Taxes, Map No. 17-03-26-24-03300, Code 19-00, Account No. 0218980, 2006-2007, a lien
in the original amount of$1,214.12, of which $404.71, is unpaid.
7. Deed of Trust, including the terms and provisions thereof, executed by R82, L.L.C., an
Oregon limited liability company, as Grantor(s), to Ev<.<y<.<.u Land Title Co., as Trustee, for
the benefit of Stanley H. Reeser and Joyce M: Reeser, husband and wife, as Beneficiary, Dated
July 6, 2006, Recorded July 12,2006, Reception No. 2006-048537, Official Records of Lane
County, Oregon, given to secure payment ofa Note for $100,099;00.
NOTE: The address of the property to be insured herein is: 1990 5TH STREET,
SPRINGFIELD, OREGON 97477.
NOTE: A JUDGEMENT/LIEN/BANKRUPTCY SEARCH was done for the name(s) R82,
L.L.C., and as of March 5, 2007, none were found.
NOTE: As of March 5, 2007, there are no liens for the City of Springfield.
Date Received:
MAR - 6 2008
CONTINUED
Original Submittal
EL T - 52873
Page 3
INFORMATIONAL NOlli: The vesting deed and changes within the last 24 months are as
follows:
WARRANTY DEED RECORDED July 10, 2006, FROM STANLEY H. REESER AND
JOYCE M. REESER, HUSBAND AND WIFE, TO R82, L.L.C., AN OREGON LIMITED
.
LIABILITY COMPANY, RECEPTION NO. 2006-047836. '.
Very truly yours,
EVERGREEN LAND TITLE COMPANY
HOME OFFICE
t/I;) wcJk
By:
Jeffrey K..Walker
Advisory Title Officer
NO LIABILITY IS ASSUMED HEREUNDER UNTIL POLICY IS ISSUED AND
PREMIUM PAID. IF FOR ANY REASON THE REPORT IS CANCELLED, A MINIMUM
CANCELLATION FEE OF $200.00 WILL BE CHARGED.
Date Received:
MAR- 6 2008
Original Submittal
. ,
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Aug. 24, 2007 3:44PM
No, 2016 p, 1
\
-a
E'nginHrln9
K & A Engineering, Inc.
3327 Roanoke Ave., Eugene,OR 97408
(541) 684-9399 Voice
. (541) 884-9358 FAX
November 2, 2006
Keating Engineering, Inc,
188 W. B SI. Building P
Springfield, OR 97477
Subject: Geotechnical site investigation
Proposed sm Street Apartment Development
1980/19905" SI.. Springfield, Oregon
Prolee1: 228.06
PURPOSE AND SCOPE .
As requested, K & A Engineering, Inc. has completed a limited geotechnical investigation at the subject project
site. Our understanding is that several conventionally framed 2-story multi-family dwellings and associated '
parlling lots, driveways, and utilities are proposed for construction at this site, The site currently consists of two
tax lots that each contains an existing single-family residence. .
The purpose of our Investigation was to characterize site surface and subsurface soil conditions and to.make
recommendations for site development with respect to cuts, fills, and foundation support. pavements, and
drainage. The scope of our services included fieldwork and this written report..
SITE INVESTIGATION .
General Slle Characteristics
The project sile is located in the northwest portion of Springfield. See the attaChed Vicinity Map. This area is in
the southern influence of a large meandering zone or the McKenzie River located less lhan one mile north of the
project site.
The current sile is essentially flat and currently has two existing framed single:family residences with garden
and lawn areas and several small outbuildings.
TIle area geology has been mapped as quaternary deita fan alluvi~m. Soils in this geology consist 01 sand. silt,
and gravel deposited in the active meander ben of the Willametteand McKenzie rivers,'
Subsurface Soil Conditions
Four test pits were made on the project site, Locations of the test pits were constrained by access and existing .
structures, gardens, and landscaping. The test pit locations are shown on the attached Geotechnical Site Plan,
, Ian p, Madin and Robert 8, Murray, Preliminary Geologic Map of the Eugene East and Eugene West Quadrangles, Lan'e
County. Oregon, State of Oregon Department 01 Geology and Mineral Industries, Open-File Report OFR 0-03-11, 2004. "
Date Received:
MAR - 6 2008
Original Submittal
Aug. 24, 2007 344PM
No,2016 p, 2
K & A Engineering, Inc.
In general soils consist 011 to 3.leet 01 sills, organic silts, or silty and gravelly silty fills over poorly graded
sandy gravels, silty gravels, and sands. The natural soils are alluvial depostts Irom the nearby river and the
variability 01 soilgradaMn reflects the dynamic nature of river movement and location..
. A graphic log 01 the test pits is attached to this report
SUMMARY AND RECOMMENDATIONS
General Sullabllity
The project site is well suited lor the proposed development. There are no geologic constraints that preclude
conventional concrete foundation spread looling foundations and convenlional wood framed construction..
Geologic Hazards
Date Received:
MAR - 6 2008
Slope Stability
Since there is Iillle or no ground slope there is not a hazard associated with slope movement.
Original Submittal
Expansive Soils
The sill and gravelly silt lound in the uppeL1 to 3.1eel of the site have a low to moderate potential lor volume
change with changes in water content. The hazard Of structural d~mage due to ex~ansive soils is low.
We recommend that foundation loads be placed on undisturtled native soil subgrade at a depth below final
grade around the perimeter foundations of 24.inches minimum, The water content at this depth will have small
seasonal variations and footings constructed in this manner will not experience significant heave. The loolings
may be constructed directly on the undisturbed subgrade soil at a'depth 01 24'inches minimum below final
grade or may be constructed on select granular till that extends to undisturbed subgrade soil at a depth 01 24-
inches minimum belOW final grade.
Ealthquake Ground Motion - Uquefactlon
There is not a significant hazard for sOilliquelaction for the design earthquake due to the high density and
gradation of the underlying alluvial sandy gravels,
Ealthquake Ground Motion - Design Criteria
Based on the cr~eria defined in the State of Oregon 2004 Structural Specialty Code, Table 1615. t.1, the seismic
s~e class for this site is "C." Seismic design category and other seismic design parameters should be
developed using this site class and the appropnate seismic use group.
Site ' Development
Areas for foundation and pavements should be stripped 01 all organic silts and fills (silty and gravelly silt). The
exposed naWe sUbgrade should be graded to the deSign subgrade elevation and compacted to a dry density of
95% ot maximum as determined by ASTM D698. .
. Due. to the lack Of slope gradient at the s~e we do not anticipate plans lor permanent cuts or Iills exceeding 4-
feet. Short-term cuts less than 4.feet in height should have a maximum slope of 1 horizontal to 1 vertical.
Permanent cuts less than Heel in height should have a maximum slope 012, horizontal to 1 vertical.
Permanenl fills less than 4.feet in height should have a slope no steeper than 3 horizontal to 1 vertical.
Project 228.06
Client Keating Engineering
t 980/1990 5m St., Springfield, Oregon
Page 2 017
November 2, 2006
Aug. 24, 2001 H4PM
No.2016 p, 3
K & A Engineering, Inc.
All permanent cuts and fills should have surface erosion protection measures placed immediately alter
completion of linal grading of the cuts and fills. Erosion protection measures can include hard armor such as
gravel, stone, or masonry and can also include orga~ic systems such as mUlch/seed mixtures.
Rnal grading should result in a ground surface that slopes away from allfoundatlons. Roof drainage should be
captured and routed to an approved stormwater disposal system, . -.
Pavemenls
Date Received:
Roadway Subgrade
Plans tor the proposed development include construction of a paved cammon access driveway and adiacent .
paved par1<ing areas, Since the site have virtually no slide slope there it is unlikely that there will be ~lliJaf\\1 submittal
cuts or fills.
MAR - 6 2008
We recommend that all silty and gravelly silt fill and organic silts be stripped from the driveway and paved areas
to expose native silt and gravelly silt native soils. II the exposed native soils are below the planned roadway
sub grade native structural fill or aggregate base rock should be used 10 bring the grade to planned subgrade
elevation,
Pavement Design and Construction
. We recommend that the pavement structure consist of 3-inchesof Mnse graded hat mix asphalt concrete
pavement aver a 8-inches minimum of aggregate base rack Construction Of the pavement structure during wet
weather may necessitate the placement of a pavement geotextile an the subgrade prior to placement of the
aggregate base rock and pavement, K & A Engineering, Inc. should be consulted if the pavement structure is to
be constructed during wet weather.
Wel Weather Construction
We do not encourage wet weather consfruction far earthwork. However the law plasticity silts and gravelly sitts
can sustain work during periods of light rainfall. K & A. Engineering, Inc, should be contacted to provide ,
additional recommendations if earthwork construction is required during periods of significant rainfall.
. .
Underground Utility Construcllon
There will be a moderate hazard of cave-ins in the nalive soils far utility trench construction. Ail trenches deeper
than 4-feet should be shored.
Select granular fill should be used in the pipe zone and clean native structural 'fill may be used for trench backfill.
ResldenUal Slructures
Foundation Support
Conventional cast-in-place concrete perimeter strip foolings and isolated spread footings may be used for
foundation support. . .
The recommended allowable bearing capacity is 1,500 pounds per square foot. Foundation subgrade should
be prepared as recommended above for Geologic Hazards - Expansive Salls.
Project 228.06
Client: Kealing Engineering
1980/19905'" St., Springfield, Oregon
Page 3 of 7
November 2, 2006
. Aug, 24. 2007 H4PM
No.2016 P 4
K & A Engineering, Inc.
Foundation Area Drainage
Conventional perimeter footing drains should be constructed consisting 01 pertorateddrainpipe covered with 12-
inches minimum of drain rock that is completely enveloped with separation geotextile.
OrywellS
Much 01 the native soils at the stte are suilable for disposal of surface runoff into the ground using conventional
drywells. However there appear to be zones on the site that have limited water infiltration capacity. Based on
the visually estimated water content of soils exposed in the test pits tt is our opinion that groundwater levels at
Ihe site may be as high as 5 to 6-feet below the ground surtace,
The well graded sandy gravels found in test pils TP1 and TP2 near in the northeast portion ollhe site have
excellent drainage. The silty gravels found in test pit TP3 offer very poor drainage. The poorly graded sandy
gravels and sands In test pit TP4 offer good drainage,
We recommend construction of a drywell that drains into well-graded sandy g'ravels at a depth not exceeding 4- .
feel below the existing ground surface. We believe that, for planning purposes, the best location lor a drywell is
in the eastern half 01 the project site. Due to variation of soil types on the site we recommend that additional
test ptts be made on the east half ot the project site 10 verify the existence of sandy gravelS and their drainage
characteristics.
,
The recommended design infiltration rate Is 6-inches per hour. The design infiltration rate can be increased
based on results of on-stte testing of native soils at the proposed drywelllocation.
SPECIFICATIONS
Materials
Select Granular Fill
Select granular fill may consist entirely of fine select granular fill or a minimum at 9-inches of coarse select
granular fill covered by a minimum of 3-inches 01 fine select granular fill.
Fine Selecf Granulai Fill
Fine select granular fill should consist of clean, durable, well-graded material With a maximum particle size of 3-
inches and a maximum 0110% passing the no. 200 sieve. Select granular fill shall be placed in layers not to
exceed 12-inches (loose) and mechanically compacted to a dry densily exceeding 95% of maximum as .
determined by ASTM 0698 (Std. Proctor). ,.
Coarse Selecf Granular Fill
Coarse select granular fill should consist of clean, open-graded quarry stone having a maximum particle size 01
3-inches. Quarry stone should be durable and have 100% fractured faces. Coarse select granular fill should be
placed in 12-inch layers and seated with a backhoe bucket or by tamping with excavation equipment.
I
Altematively coarse select granular fill may consist of well-graded "bar-run' gravels from a local alluvial source.
'Bar-run' coarse select granular fill shall pass the 4.inch sieve and shall have no more Ihan 10%, by weight,
paSSing the no, 200 sieve.
Project: 228.06
Client: Keating Engineering
1980/19905. St., Springfield, Oregon
Page 4 01 7
. November 2,2006
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Aug.i4. iOOI j:44rM
No.2016 P. 5
K & A Engineering, Inc.
Aggregate Base ,
Aggregate base should consist of clean, durable. well-graded material with a maximum partiCle size of 1 1/2-
Inches and a maximum of 10% passing the no. 200 sieve. Aggregate base shall be placed in layers not to
exceed 12.inches (loose) and mechanically compac;,ted to a dry density exceeding 95% of maximum as
determined by ASTM 01557 (modified proclor).
Drain Rock
Orain rock should consist of 1 Y, to 3-inch clean. open-graded, and durable round river stone or anguiar quarry
stone.
Native Structural Fill
Native structural fill reters to on-site native clean si~s. gravelly sms. and sandy gravels. Brown silty fill and
organic sill is not suitable lor use as a native structural fill. Native structural fill is suitable for use as roadway
subgrade or for support of non-structural elements or site development such as landscaping features.
SUbgrade
Subgrade refe~ to compacted, graded native soils underneath stripped and grubbed organic layers that will
receive constructed fills or embankments.
Sepalation GeoteXlile
Separation geotextile should consist of a non-woven, needle-punched, polypropylene fabric meeting the
following specllications:
Table 1 - Sepalation Beotertlle Specilications
I. Properly Test Specification
Melhod ,
I Grab Strength ASTM >1.4 kN
04632
I Tear Strength ASTM >,0.5 kN Date Received:
04533
I Puncture Strength ASTM >0,5 kN MAR - 6 2008
. 04833
Burst Strength ASTM > 3,500 kPa I )riginal submittal-
03786
Permittivity ASTM > .02 sec'!
04491
I Apparenl Opening Size (ADS) ASTM < 0.6 mm
04571 ,
I Ultraviolet Stability ASTM > 50% ret.,After 500 hou~
D~355 exposure
A manufacturer's printed certification is acceptable as proof of compliance In lieu of laboratory testing. Fabrics
that meet this specification include Amoco Fabrics and Fibers Co. proPex 4545
Separation geotextile should be placed free of wrinKles or other discontinuities. Torn, punctured. or damaged
fabric should be replace. Separation geotextile should have a minimum lap at seams of 12.inches,
Projac1:228.06 1980/1990 51h 51. Sprtngfield, Oregon
Client Keating Engineering .
Page 5 017
November 2. 2006
nUll. l't, lVVf ),'t)rl't'l
No. lOlD P. 6
K Ii A Engineering, Inc.
Pavement GeoleXli/e
- ,
Pavement geolextile should consist 01 a woven polypropylene fabric meeting tI1e lollowing specifications:
Table 4 . Pavenie~l GeoleXllla Specifications
Property Test Specification
. Method
. ASTM
04632
ASTM
04533
ASTM
04833
ASTM
03786
ASTM
04491
ASTM
D4571
ASTM
04355
Grab Strength
Tear Strength
Puncture Strength
Bursl Strength
Permittivity
I Apparent Opening Size (ADS)
I Ultraviolet Stability . .1
> lAkN
Date Received:
> 0.5 kN
MAR - 6 2008
> 0.5 kN
Original Submittal
> 3.500 kPa
> ,0,5 sec'!
I
> 50% ret. After 500 hours I_
exposure
< 0.~3 mm
A manutacture~s printed certification is acceptable as proot of compliance in lieu of laboratory testing, Fabrics
that meet this specification include Amoco Fabrics and Fibers Co, ProPex 2006.
Pavement geotextile should be placed free ot wrinkles or other discontinuities..Torn, punctured, or damaged
fabric should be replace. Separation geotextileshould have a minimum lap at seams of 12.inches.
Drain Pipe,
Drainpipe for foundation drain systems shall consist of rigid ADS3000 Triplewall pipe or schedule 40 PVC,
Perforations should be either prefabricated by the pipe supplier. or constructed by drilling Y2-inch diameter holes
spaced at8" inlo solid pipe. Perforations should be placed down K& A Engineering. Inc. should be
contacted to review and approve perforated drainpipe prior to installation.
Placement Specification
General recommendations for placement of earthwork and specrtied materials are as follows:
,
. Strip and remove all organic soils including grubbing of root masses in native soils underneath the
organiC topsoil,
. Compact subgrade prior to placing constructed fills. embankments. pavements, or foundations. The
subgrade should be compacted to a minimum of 95% of maximum as determined by ASTM D698.
Compaction may not be possible during wet weather or for salls having moisture conlents exceeding
-~~ - .
Project: 228.06
Client: Keatil1ll Engineering
',980/1990 5lhSt., Springfield, Oregon
Page 6 of 7
November 2, 2006
MUg. L~, LVVI J:~Jrl~
No. 10 16 ~. 7
K & A Engineering, InG.
. Native structural fill should be placed in 9-inch maximum lifts (loose) and compacted to an in-place dry
density exceeding 95% of maximum as determined by ASTM 0698,
. Fine select granular fill should be placed in 12-inch maximum lifts (loose) and compacted using a
smooth drum vibratory roller to an in-place 'dry density exceeding 95% 01 maximum as determined by
ASTM 0698,
. Coarse select granular fill consisting of open-graded quarTY stone should be placed in 12-inch
maximum lifts (loose) and seated using a backhoe bucket or tamping with excavation equipment.
Coarse select granular 1111 conSisting of well-graded 'bar-run" sandy gravels should be placed in 12-.
inCh maximum loose lifts and compacted using a vibratory steel drum roller delivering a minimum
compactive force of 35-klps. K & A Engineering. Inc. should inspect the "bar-run" sandy.gravels for
adequate water content and to determine il adequate compaction has been achieved. Compaction
should proceed until no noticeable delormation is observed at the sides and in front of the roller during
compaction,
. Quality control of conslrucled fills' and embankments and compactlon1of subgrade should be provided
by a Qual~ied geotechnical engineer or a materials testing company approved by the geotechnical
engineer. A quality control program should have a systematic plan for obtaining random samples of
sufficient quantity to assure reasonable compliance with these specifications,
..
LIMITATIONS AND USE OF GEOTECHNICAL RECOMMENDATIONS
This report has been prepared for the exclusive use of Keating Engineertng and his design consultants and
contractors for the proposed residential development referred to in this report as the Floral Hill Subdivision in
Eugene, Oregon.
ThiS geotechnical investigation, analysis, and recommendations meet the standards of care of competent
geotechnical engineers providing similar services at the time these services were provided. We do not warrant
or guarantee these recommendations, 'site surface, or subsurface condhions. 'Exploration test holes indicate
soil conditions only alspecilic locations (ie. the test hole locations) to the depthS penetrated. They do not
necessarily reflect soiVrock materials or groundwater conditions that exist bet\veen or beyond exploration
locations or limits.
The scope of our services does not include construction safety precautions, techniques, sequences, or
procedures, e~cept as specifically recommended in this report. Our services should not be interpreted as an
environmental assessment of site conditions. .
Thank you for the opportunity to be of service. Please caB us il you have
questions or need further assistance.
. Respectfully.
~r;:l
Michael Rem'iJOidt!PE.
Prtnciple, K & A Engineering, Inc.
EXPIRES
Ij':l' /6' .
. /
Project 228,06
Client: Keating Engineering .
1980/19905'" St, Springfield, Oregon
PaDa~7Received'
November 2, 2006 .
MAR - 6 2008
Original Submillal
Hug, Lq, LUU f j: q:JrM
No. 10 I 0
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VICINITY MAP
5TH STREET APARTMENTS
PROJECT: 228.06
CLIENT: KEATING ENGINEERING
. Date ReceivE d:
, ..J
MAR - 6 2008
Original Submittal
Aug. L4. LUUI J:4brM
No,101b P.9
-
. k geotechnical/lillt_
_ - engineering
· Eugene. OR 97408
. n g ~ e 5,41 R8! 9399 541 684 9358 fax
,t'roie~ 5 th Street Apartments
Client: Keating Enaineerinp
, Job No: 228.06 Dale: 11/1/2006
. . S~eet: 1 011
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PROPOSED NEW STRUCTURE
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MAR - 6 2008
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Date EllCavated:
lOG OF TEST PIT TP1
9/12/06 '
Hvdraulic excavator
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l!l! i~ MATERIAL DESCRIPTION
~ lan/brown, ary, aense, gravelly-silly fiLL
Dark brown, damp, dense, lOW plasticity GRAVELLY SILT
'2
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, 4 '.",'-"",'., Dark brown. moist. mo~erate]y dense, ~oonv ~raded SAND
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Surtace ElevatiOn(M):
loose, open-jJraeed t 1/2' round crain rock wllh 4' cone, pipe. Old drain field
Dark Drown, damp. aense, SANDY GRAVEL
Dark brown, moist, dense SANDY GRAVEL
K & A Engineering. Inc..
3327 Roanoke Ave,
Eugene, OR 97408 .
Phone (541) 684-9399 Fax: (541) 684.9399
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9/12106
LOG OF TEST PIT TP3
Hvdraullc excavator
MATERIAL DESCRIPTION
Brown, dry, loose organic SILT
Brown, damp. sUff, moderately plastic GRAVELLY SILT
Brown, damp, very dense. poorly graded GRAVEL willi SILT.
Logged b~:
Surtace Elevallon(1t):
j:
9/12/06
LOG OF TEST PIT TP4
Hvdraulic exc avator
MATERIAL DESCRIPTION
Dart( brown. damp, moderately sOH, low plaSllClty SILT
Logged by
Surtace Elevation(1t):
Dark brown, moist to saturated. dense poorly graded SANDY GRAVEL.
NOTE groundwater at 3.5'
Brown, moist, moderately dense. slighly plastic SANDY SILT
Brown, moist to wet, poorly graced SANDY GRAVEL
K & A Engineering. Inc.
. 3327 Roanoke Ave.
Eugene. OR 97408
Phone: (541) 684-9399 fax: (541) 684.9399
No. lUI6 ~. II
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5th St. Apartment ~ Received:
1980/1990 5th 51.. Springfield. Oregon
228.06 . MAR - 6 2008
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Original SublQtttai
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CHALLENGER@ II MEDI UM (VarIous reflectors are prlllfCted by u.s. patem Nn!M64,378)
HOllSlIIO - Radlused, rectl1lgular~, alurnilll'" hOLlllng wilh_
steel or 01...... .;.," plated stOOl mOUll1ing hardwara
DOOR FRAME - Aluminum wi1h two stainless steel captive fasteners for easy
ilOOlSS Into tile fIXture. A one-piece extruded EPDM gasket seals the door
trnme against lI1fl housing. The TooHess Entry and Ground Re-lamp options
ieature a spring ioaded Quaner-tum iastenerior easy access.
LEllSIGASIlET . Available wi1h a contoured clear Impatl-resis1ant gl""" I....
lor verticai lamp optics. A tempered 1Iat dear giass i8l1s or cootoured dear
Impatl-resis1ant glass lens is oIfered for horizootallamp opllcs. The lens ~
seofod to 1I1e door frllme wi1h EPllM goske!ing.
SDClCETll,- Porcelain mogul-base sockets. AU sockets are factory prawlred.
"" optiOn'" c_"",","_plug tor the b8IIast lsavWble. AhlCketsa"
puJs&.r.tted.
UGIIT SOURCES. Pu"""SJart MetoI Halide, Super Me12I Halide, Super MelJj
Halide Reduced Envelope, Metal Halide, M8taJ Halide Reduced EnwIope, or
High Pressure Sodium. CIw lamp Is supplied as standalll.
IlAU.A8TS - Hig/>paNer fa<:tor baIast. Pulse-Slart Metal Halide, Metal
HalIde, Supi,r Metal Halide, and Higl1 Pressure SodIum fixtures feature e
ONA 1ype ballas!. AI ballasts are designed for -20" F operatlon. DplionaJ
au~k Coonoct I'Id<aQe iocJudes modular plugs for easy baIJast wir1og, plus
removable ballast tray for Quick acoess to the eleclrk:al compartTreol,
REFlECTDRsnllSTRIBUTlDN P", ,,,,,,-. Vertical oMoted sysIfI11S include:
Type V (5), and P1!rimeterFOl'Nanl1l1mw (W). HMZOO1aJ llli8l1ted SySI!m$
include: Type V (5), Folwalll Throw (FT), Type III (3), and Type II (2).
Photomatrt<: data is tBSllld In accolllanca wlthlESNA guidelines.
BRAClCETll . "" extruded radius B" aon is shipped standard and C1I11patibJe
Il!tI1 aD lI>Iure mounting oon1I1jura1loos. The lbiture may also be moontIld
to round poles using the rouOd pole plate adaptor accessory (RPP2), whioh
must be olll.red sepa.r.tte1y.
ANlSHES . Eacl1l1xture is fUlished with LSl's DuraGrip" polyester powder coat
8nishing process, The DuraGrJp finish v.;~,..~,_ 8JCtmme wea1trer changes
without cracking or 1WlI/og, and is guarant..., for live full yeIlIS. Standard
colors Include bronze, black, plallnum plus, buff, wMe, satin vallie green.
mstaJIk silver, and graphite.
PHOTOMETRICS - Please visit our web site at_ b1-lnd_.. .... tor
delaIJedphOltJt11etl1cdala.
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PIojlctNam.
caI>l.,i
At.c_.......~s:..-..--~....:-
flFtct.Ief'fiedliitures
l1'lfetlESNA
lel!ClltL1ff
.....,'.'" cJllisiflcalllln.
,t%1UjSIOI+S..~_._.. .,__.. .._._........_ ~__.
(2D3mm)
~r~
\ t';'mml
,\6-3/4"
II
_,J./ \." 'IIml
, '1-112"
I
"--
>----- (!ll4mml
I ........
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1Imtlit.
2 Bolt Ptttarn
l445mm)
17-112"
1L'I.rJi~'II.I:m:(...;r;ntl.,i;kl;f.,
Challonaerlf
MlHtllim F
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CT
.. Slagle
lII::4I'n!!1!!!!~
n~uu~: '.mnnnnnnum
.!... TOO" 4.0 4.5
...... TN12r-1 4.1 J 4.7
~'-F.m~n ---U-----"5~1...-.-..---. I-._m--ma~om__.mm__._._.-
. Note: F-FIatGlass CT.CootMroo
Note: HQusa Sid, SftiBtd adds ta ftxtura EPA. Consult factory.
1.4
u._uutg
2.5
1.6
._n_..__.~g_m.n._
3.0
..".......if..."......".....,,.,,"'.,f.....,.....,;/i,_ ,. ,
c.IIo!lllMlf' &l.W""I~.) lIId(lM\I1a.l Wld!l(uunAll.) "1""..\
-----CH2HM~:..--.-----f9T42------.--699/.27~5.-.--55fii22-m..43i7-ii"
CH2VM 19/42 699/27.5 559/22 43:2"17
Date Received:
MAR - 6 2008
Original Submittal
, FlId!JtI.".
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:'J200i
LSI lNOll.:rrIllES INt:
CHALLENGER@ II MEDIUM
LUMINAIRE ORDERING INfORMATION
lUlIIlr:!lfr. . I ~11I11 lllle ~lInllr.lll(
I'rl>tlJ OI!t1rllllllll1l1 ,Watt:!" tilJlIl "OIJI~f If'n~ Vl'Ilt,l1)t! FUll$h
Verti",1 Bum
CH2VM
FP - Forward TIlrow
Perimeter
5-TypeV
100
150
175
250
320
400
PSMV - Pul:!;e-Sbrt Mttill HiJiidtl
1/5, 250. 320 Waft
SMVR - Super Metal Halide Retluced
Enveiope 400 Wa#
MH ~ Metal Halide
175,250 Watt
MHA - Metai HalIde Reduced
Envelope 400 Watt
, HPS - High Presslue Sodium
100, 150 Wall
CT - Gonluurtd Cfear
Impact-resistant
Glass
411{)
MT . Multi Tat
TT - T(l-Tap
BRZ - Bronze
BU<. Black
Plj). Platinum Plus
iJiJf.&uft
WHT. WM.
SVG - Satin Verde
"Green
GPT ~ Graphite
MSV - Metallic Silver
3pll?lIJ
PCR. PhotDelectrtcContJol
Retr.pl:acle5
OCP , Quick Connect Packageli
TE - 1..1-1... fntry
GR - Ground Relamp
(includasTool-lo:lss Entryjl
Tf!" - Tll!'minal BI~
Ll-lassLamp
-f:ilil.'iI}fiUOIlVdI.oI_Io.,-'ioM.JlI
'-Useto ll1atchvertical appearorJce.
2,Fotif'4(Jrnttbn:Jl\~iXn";:::tf.xt~:
3- MT - Multi T.Jp k r;hlplloo standard unless olhelWi5e speciti/td. Multi Tap consists or 120Y. 2OBV: 240\f,
and '(TN. Multi T.lp i~ pre-I'nled for higllllSt ...oltage, A1rerMtB voltanes will require field re-wiring.
4, Tri:l." fs sll. s:~11 fur C.miRilan aWllr.;rt;ms, Trj.Tae: i:or.sist; 0: 1::0'1, 'J.7'N,.wI J4l\I.
'Iii-lap i.~ prtl'l'IilOO fOf highest voltage. AltsfI"Qt9 voltages win require field re-wirinq.
Hurm~~~u..
--LMI'~~_.....---- _..I-
5- PCR factory installed and prewired tohiQhestvoltage. Alternats
<rottages wJlJ f8~re flda rll-winJl9. Pbmta!! must M ordered
seperatEly,seeAccessories.
6- Quickconnel:tpack.1ge Indudes removablebafiasttray, modular
phiQsancj&ealinQuwmmat,
7. Ground rll~mpjfl{l option av<lilalJle 00 O-QVM only, Maximum tool
lengtl'! 15ft Selt ACC8SSorres for Ground Lamp Cliiflger.
1E1MlI.:t.'f.,:filawmUJ:mmflmJU:I~HJlmj.-vl1~_........",.......mi"~_1 ---,-1IJ.I!t.IiUllaYjli_ _. ,___ _ ~
Du:ripUan . /lrWf Hamiter OnaripUtn I Dnttr IRImba
-1~~!~!!~~~~~~Q~~~:~:jmlt...:DX:~i~~~i-~~,~;~~~;rij~[i::::~=:::~~-::::.::::~~i~~..'
ml'!;~aQ.c_I't\Q\O<:!l.U_ m.__m__mm___m _________.__m__m1226.1oo'_____ ___IlI'P2=_Rlluur1Eol.l'Ia.tL___________.________________ _____m_m.__m____.___m mm__lfiaHClR____
FK120, Single Fusing FKl20 BKS-BO-WM.--ClR Walf Moull! Plale 123111CLA
:~~]~~e:~~~:::~::::=~_~~::~.:~_~~j~~:J;if~~~~:.~n~~~~:::.::::::::n.::::lg~:;~~n
+-rBlackOnly 'I
"H'"tFor use with 250, 320, & 400 Watt Reduced Envelope
Date Received:
MAR - 6 2008
~
Original Submittal
...1ll_...1II.s:..-r.-,.......
I'nljlcllQ""
CallIl.. ,
FfltDttType
=-2007
LSIINOUSllUES lNC
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STEEL SQUARE POLES
POIESIIAFT. PoIeshaftls~.... ,,",.ASTM-A500G13leCsIeeI!lJllingv.;tha_
yield SIIOOgIh of 50.000 psi On Tll1IOII MO/Jllsteel poIes,lBnoo is 2.3/8" o.D. :.:,:. ~'...".
. ~pe. Tenon Is 4-314' In iengII1. Strnight poles ani 4", 5", aM 6" "I"".
HAND.HDLE. S1Mdanl hand-!ro~ locaIkm is 12" above pol. base. Poles 22' and a""'" have a
3" x 6' ninfnn:ed iIar1lH1oIo. ShorTlll' poles have a 2" x 4" _11lnH1oI.
BASE" Pnie Jiase isAS1M-A36 hol-roiI!d sIeeI piatB with. nininun ~oij stnlrJ,l1h of 36,!XXl
psl Two-pioce sQ""" base cover is optional.
ANCNOR BOlTS. Poles a" funjsOOll v.;th andlllr bolls f08l1ll1ng~" ,_ doUIlIe nuIS and
washers. GalVoIlized anchor bolls ani optional. Ardlor bolls confonn 10 ~A36 with a
oinimum yieldstrong1h of 36,000 psi.
GROUND LUG. SmUnd lug is SlIndanl.
DUPLEX RECEPTAtLE. \1...._"""' dupiIlx rocapuda i. optionaJ.
6ll0UNO FAliLr ClRCUlr INfERRUPrER. Ground'iautr cin:lit II11lmJptilr is optionaL
F1NJ8IID" Esn pole is_with LSI~ DlnGripellalmon p~fi.mng
Process to give 1he pole an ...,......~..'.....\l' attractiw ....,...;,1:01,,"'.... The ~ .;..:....:.......:.c.~.....:Iy
ap~ies and thom1aI~ fuses a PO~!lllI"1llr 10 1he pilio. ThIs unique pm1eCIIon process
provides an oxtrome!y smOO1h and tmIfonn finish which withstands extreme v.oather changes
without crackiI>J or peeling. DlnGrip finish features a ~ limifBd warranty. Slanderd
fi1ishcol"'_forpoles""brlinm,~patinum"llS,buff, whitll,-__
melanic silver, and lJIlIphite. OpIionaIIlIIIaGrip" Plus features added protecfioo v.;th a 3.0 10
50 mll1hickness of pn: ~".., __ finisll plus an Inner coating. This speci~~ <lawloped
I...... coatlrq is a 1hem1li plastic I1ydmf;aIton rosIn8lltlledto1helnsi<l&ofthepole1O saaI
an<! ProI>Ct against atmospheric an<! COIfosMllllllllll: D....Srip ~us finish features a M-
year IImi1Bd warranty.
DETERMINING TIlE WMlIWREA'OIE COMBIMAnON FOR YOUR APPUCATIOll:
. Select lumina.. from Luminai" Orde!ing 1_00.
. Select bracket configuralOll.
. Refar 10 Luminaire EPA Chart 10 determi.. EPA val....
. Select Height of pole.
. Select MPH 10 maIC!1 the wild speed in the appIi:aIIoo area. (~ndspeod Map locaIed in Appendx)
. Conlinn the pole EPA I!1at is aqual10 or excseds 1he lumlnaJlWbmd<et EPA as was
pnMousiyOOlsrmlnod.
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Height EPA r OutsfdD Materlall BDII
70 MPH I SO MPIt I ~ MPH )100 MPH OlmeniloQS Clrele,
I J_4~[9ml 1.-?J1.....1 16.7 122 r 9.0 ::f02i'1m) S11G__fL_j
r-1~9iiilI 18,6 [l3.1 9.a I 6.5 I tQ2mm) S1Hi B .
, I~' (~,!Imi I 34.6 2~.(J 18.5 \ 13.8 ~. fl27mmi I ::ilHi [; \
I j;;'!~'~IL' r4~ I "':7 ~',~- , ".2 l'l'ji.ltlll~'ll1 :s1!~ ti ~
f~:.',iJ.'{n, ,.~?f' Iil...... I 1 ,1t.[l,lmml_, .'iIj(1 (I
1 20'18.11'1.\ I 11.0 I (0 47 ?LI 4'(10'lrm'l1\_1 .~"jl.!3 B I
r '~Q'lfllnl\ lB:-l 1?e "e S-...Q I A'_lll"l1'llUll_1 o/Jlfl U I
Hi, , "1m) 1'J~ 1~, ....IN zn "1 7 ~.
'1' 1't1,\ 1.':.... 'lC,411Sl! ''l:.t
22'l&.7mi 10.4 6.3 J.i 1.4 4"pO'lrmt~ S116 B
L1f.'fI""Ii Pl"f J"'(l f~ ~i 4"11D"bTllH sarti Ii' I
I 22'16_7m\ ~.8 13_8 I 8.9 .'is 15' @7m,m\ ~11G r.
I 1'2'j6'7ml 34.0 I 2.1.9 17.0 17.0 ~"l'~lmml ~7G II
r !4'idm n 4JJ 1.$ 4-rW'LmmI Sf76 i1
I E4'(f_Jrn 15,' 'H 6.U 3.J 4"!'ll(.lmm) :i01H !1:
I i'I'li'.Jfiij I j&7 111~ _~I~ J1 I ~ 1'.zJ!lITl) '.f
24'17~} I -?nr. ~!!2 1~~ ~7 15" 1271M1 ~G 0
&=. I .ttl~ 1 -1?~h ?':l,? 1
, ". I,. 11 1'.'.''''"",) \1I.G
;1&' 7 \ I 1~[1 7..2......----Il~ 1;' .t"lt'P..rl1m~ wm e-
26' (7.9m) F? Hi I 311 1J)',~ r1271l'l11\ S11G f;
,. lii;! 1 l!D ji'J 'i"t"1"" :1' '1
2a:(~5m 19.91 t2.~ 1 J~1 li.t- SI~271llT1} ~f~ J
llflll.)mj I 33,9 "l2..7 1 15.1 !Hi ij"I1)2mml :iU(tj ,I
JUI'~l1ml I 1'6.:f ;':tj I 5:1) .1./ S-II!,rmmi I ':).ft(j !j
.R~ ~.hlft ~'-fH2-'IIT~ 1\" R' i~''''''i
35'PO}I") 1--1fl-1 I 1~f.l 4;\ !l1151r'l!JlI_ ~lG
39' i11.9mi I 11.5 4.3 I ~. "52rrm) I S07G
rRdlrtDEPAJrdotllallmllllP:lpagt.
J .vl'kllirl"lpllullitilr2SllIbJ.j11J..o,). wwftwtDl?
For llIl'!UUml il flotklllt CIllJda.. tIIlsul fattDry
Iii
PI1ljoct_
A~...,^.s;.....ry'...:- Cllal~'
.fllf.1U~;;\.OIJ~:__~!..',.-!t .~._. _~~ ,. .. ~ . _ .,_ ''-
SON-
l-W(~"Il},9, 114.a""(1l1~m}
T.....
n
S080 -
iQtt-GlIMwn1
2-BoltPatklIR
/
/..:::- /'
/
/
/"V
14'-1.'
(4.3m-11.9m)
SlIP-
Slluan: Pole Top
[!j]
flaU.mle
/
r/
..,~
13llllm...ml
QptlClaJ ,., Sta rd
fine Cllver:1 i
SOI-
lfoltl1ouatln!lHol1I
>>
ProjacUon
Sf-
S1"I. Flood
P'o..Preparatloll
14)
Aacb"
.."
[ij]
. F/1fmdllt1411
Byotber
DRilLING I.OCATIOtIS - .-- ~. ." . '
Sld."C"
I
I
,
Side "0" -.I---f--
. ~j
I
Sld,"A" (Hlnd.hole SlllIl
[...~, j~.i,~;;...,....~......... ;-. i...~_8_ ..u~un'.u~nni
,~. t ...x..... 'uuuu .u. ...un.n.....u.. .....un.
: 5il1nJt' ,'tf
t~~e.tt~m,n--mn+ -----v---"" .....-j( .._n_ mn___...m_+_._.~.m___~
.-Slde"O"
'J!lO'unnC.u ...I uuux.u u . ....X. .nu...uuu.l..unx.u.u
LnL1.:ln~~ I Y
L.ilgtI<l V I v
\SirigIB.fIlIL 'u.' ..u uL..Luu.u
:nnllhlA~l' r r v L.-....i
L *Ji!~J ty.Iu Jnr:~i'l'''i w.i111u! '~f1~ mntf]~.I~tt~f\rt 'l'l".t nf ~,irl~
~; G\>'VIillt !~;I.rll'j fllr r.~~I"ll((lIqI_io-~: S1<<l~$q.ro L~ ~M Of ~JIlI Ll!l'~1~1lmI1I~
Iclca:~ 3.'40' 1M /leigtl oJ' the !)Ill! Irom me bast, ~nms otllnlwlse spec~.
y
lL..-
SHIPprtm,\'j~rGHTS - Sli:~l St,UilIP. Pllles
.--:!:J-~~l'!!'!l>--~__~!__~~:_!~._'!P.P.r!?~!~.':l~!Y_.___.___.?:~..~~:_______._
4~(102rnml~. Ga. Is ~~~ro)(im.a!elv 10.()O Ibs.l1t
S"J 127mm) sQ. Ga. Is a~rOl<imate~ ~.OO lbs)ft.
5"(12~mmi~. Ga. is spproXimsle!,V 12.50 IosJft
m!r.P~~_~t!9:.~_l.l:.~~_~_l;IP.!_9.~~.~_'Y.____.._m,_.._..~~:~__~~..<!l.:...____
A.rldmr BAtte (:Y4~ If W)(lPmm If 7(t;2mm) l5lts, (7I<:Q)lMl
AnchorBofts tlWx 3fI1(25mm x 914rnm) 30 Ibs. (14kg)lsei
Date Received:
FatUtt Type
~ffARRla 16: 2008
Original Submittl'l
OROERING INFORMATION
STEEL SQUARE POLES
Pol!) <, I ,-MOI"Hr,/' 0
SIJ'II'~ IIlJl"lIal, Hrl!]hl Cnn'ltlurmiol1 POll' Flnlsll \1110ns
SqItB:fAP61i l&i
Bol"'anmollld
2-80" Panem
4SasO
5SUBO
6S0BO
Square Pot. for
Pole Top Moun1
4S0P
SSQP
6SUP
SQUilre Pull 'or
TenOI Mount'
4S0N
SSUN
6S0N
Squar. Pole
(iiiJtiotfliUriirftDJei
NO !)olfl10Pcapsl
4S01
SSQ!
I
5SQBO
EXAMPlE Of A TYPlrAl ORDER
,Ii 0;' II' "I
5116-11 Ga. Sleet 14'
SOiG-07Ga.Steel 16
18
20'
22
2'
2tl
2B'
36'
i 35
. 39
I C...." Poll :\lilllilllllal'
CIIartOft OPPOSlt8 page
I
S07G
, "
DncripUG; 0nttI ~~f
..4BC:~.S.qu3Ie,!;Is'.~__.______.. I225S9ClR
...Oi.C.:}.S<liJaJJI.i1J;.e.Cll>!L .:::T~~~j~k~.
aac-fi~HZ.l~ lU5S:;CHI
~8' - ',v,.aj~Tn"fI'_Onn~ RI!1'~!1I~r'" I?J!\ti[r.'1 B
.......GA - 9l0.!!!!d Fau~J1!ffiUllln\e!!!J1ler 12256iCLR
Mfif.I""""''''.~\ f}IJ36'-::::
...yj~.~I!.Qj~IJ:PAl::.f~~.~J~9_~__mmnmmnmJ12~3.Q.mnn
I{tlraIlcln~m~i'!-!i.'~llamrnil!. 1~
_Oom~..~SQ"'refio1e lrd.'J61
~
A~..."'. >--~,..~
mjoclIRIIlt
Cala""
s - singieJPl1/'3i~
0180" - Double
090"- Double
DN90'J- Double
T90"- Tople
TN120"- Triple
Woo_ Ouao
QN90" - Quad
I Pr - PlileT,," MuUilI
.--N-::"feixirIMoont-..------.
(Standard tenon
size 152'318'0.0.)
l-Forusswilh Internal
SUp.-Rf'.ar"
I
24
I
0180
I
PlP
BRZ - 6rt1f\Ze
BlK - B~ck
PlP - Platinum Plus
IlUF-BuIf.
WHT - W/llte
SVG - Satin Verda
Green '
GPr - GraoMe
MSV - Me1~llt SiNer
SF
OGP]
GA - Sat'VllitlZtW AfitfirJr Bm~
Sf - Sill\ll, Rood'
OF - Double AoodJ
DSP-fJvr.J!;np9P1us
LAB - less Anchor Bolts
18tanQard Sfan4 Of pate jlrepara::I4RS I
Itelacatfd3i4altbehlliQlJtolthllpall
Immthll baSI, unless OlhIlWlsa sl1acllild
rOOTtJO TfS-
1.PoIl!Hllill~.,'liUhavet/'1I2"toleli!nce
2- SCb Ailtd ll/r!:iilg a-i'~~ &li:IMi.
3. See RoodlJghting l3Iackets Section.
BOl fG,",lf' "
BotCilt!e
Ar;;lJi.!'iJu,U
Si1!
ArmirBGll
p~
EIaSIlI'trteOpenil'YJ
mrWwwNm
lJ:e;ePllli
D1m81lSims
"(l~m)lq1Iare
11).1i1"!2fil11111ICl1.
C~' u_~ ,
, "'-;- (~\
'~J I
,"- "I,
--'-y-">
rr121!1i1mnllltf.IIlIlICftlt
B
SlOtteO
8"-11.i203mm-279mm\
3i4'x3O'
(19mmx762mm)
:>1/4'
(almm)
:>518'
192mm)
10-1/B' SQ. x 3t4" thk.
(257mm,l!lmml
5'(127mm)S(flli!ll'8
10..111" (25-7I11ml '4.
{(t:,;JJ,')
~'r!.~)~
\Z'f'-
T1"mhlllpm.lanOrctl
~ 1127m/D~ ~11
1~'{";.~~"
ri:r\
'~_.~.~
"'-1f'~-'
trm9111JJ!Uli.laIlQ:/dlI
c 0
Slotted Sotled
9".lf'l229mm.279mml 9'-lf'/mmm-279mm\
Jl4':<30' rx33'
/19mm x 7fi2mnl) (25mm x914mm)
3-l/4" 4'
{S:;mm! (1U2nm}
14-3/4' 4-5/8'
(121mm} 1117mm}
lD-li8'SQ.X3l4'thk.I'D-lf8'SQ.X1"tnk.
(257mm, 19mm) (257mm, 25mm)
M:m: 8aH j)UJ&f:1I.'lWj'I7"/$rrr~~cr..,~ ~I ttllie9. ~jlt'l !/IITDr_n;a'KJ!iN 00b.
~OSt.llllllctofYlolthoOM;Eopl.mlemp~tes. .
f Fixture!.".
&"(152....)"....
lrI3t&nnl)1Q.
~-~\~
f l.:'J)
~___6
ll:"l'lI5r1m]th,lWttll:a!
J
SIotIell
12'.1305mml
j";(J6.'
(25mmx 914mm}
4'
(lOimm;
5-5/8'
i143mm)
12"':lQ.X 1-1I8'U1k.
1305mm x 29mm)
'Mr~~808
1
Original Submittal
Isoilluminance DiaQram
ALOG NUMBER: CH2HM.3-250.MH.F
NAME: CH2HM-3-250-MH-F.IEs
/~i'O~?~~-~~1\ \ '\
//////0; --L~:;~i. !~\\ \\\.;\
/ /. /,~~l_l_ ~,~\ \ \ \
/ ( / I ( 0 .r.J~~/~~L_. ~' I~ 'II \ \
\ \ (, ~!~ (\/. ({~t//-}) 'I) ;/l)) )
\\-.~~~J .----/' / I
\ \ '~t ~" J // / / I )
\ \ \ \", "'\ ~.J:~1' // // / ) /
\ , '\ '------". \'-- -------- Jl1l/r-;--- _ /.--' // /,
",,", ". ---', "------ -------- -----/ /- "
\ "'----- "'----- , --------- --------- ~ -/. (
""," ~ ~ ,-------'/
-...... '",--- _/'/ /--"
Mounting Height = 16', Each box is one mounting height.
Tiff '1lI c.n-oFF Z~ lJ'h'r
londay, February 25, 2008
'hotometric Viewer
Mounting ,
Height Multiplier
10 2.560
15 1.138
20 0.640
25 0.410
30 0.284
35 0.209
40 0.160
45 0.126
50 0.102
Date Received:
MAR - 6 2008
Original Submitti"i
~cu;tvBrands.
Lighlif'9
CHALLENGER@ WALL SCONCE (Va!Ious_areprotectedI1/U.s.PlIIEIltNo.~,*,378)
HOUSIII8 . The llOfllIlynomIc a1umilum housing Is a reclarJgular shape. All moonting
hardwambslllirlJess:ste6lor........,.. LtI,,,rtJtBds1eet.
WAll MOUNT. A galvanlzed.steeI universal wall mOlJllI!ng plate e:isIIy mounts
directt( to a 4" octaQomJ or squam junction box. Hi EPOM IllL1ke! is Sllpplied
to be instlIIed ~ the lI1lltJIlIIng plate and junction box. seallno the junction
lloxirrrnemran:eoiwater. TiIe~uni><rsaipiateaiiowsthe1h<tum
to S8C1JmIy attad1111the mounting plate Using a unique clamPing design \\i1~h is
locked into place with two hex.flead 9Cfews. The universal plate pellllits the fixture
111 be _ in the upIighlMg positioo (listed for damp 'ocatIons) or dOlWllfQhlilg
posiIIlJ\(ilstedforwetlocalions).
OOOR FRAME . The aluminum door frame with two stainless steel captive fasleI1ers
allo... easy access into 1IIe fixture. A OM piece extruded silicooelllL1ke! seals the
door frame against the h01JSing. 111. door swIl1lS open and Is h~d ill place by a
retainer.
lEIISIGASllET . A flat cleartempemdglass lens, \\i1ictl is sealed 111 the doorfrarre
with EPDM gaske1lng, Is standard. Hi optlonal polYGlIllooate Jens is available on
mOSt compact ROO_fixtures.
SOCKElS . HIO Iampholders am glazed pon:elain, medllJm base for the SmaD flxtum
and mqJuI base for the MediJm fixture, 4KV""" raled. The ~11toresI:m1t
fixtures featum a one-plecs thennoplastlc socket
UGHT SOURCES. The fixture is designOO to Oll"ratlI with horizllllal Pulse-Sillrt
MetlI Halide, PIJlse.SI3t! MetlI HaBl!e Reduced, Super MetlI Halide, Super MetlI
Haliltl Relluood, MetlI HaIIal, MeIliI Halide Reduoed, High ~m SodIum, and
single, doub~ or trip~ Cornpll:t FhlOrescent lamps. lamps SII\lIlfied as_rt1
- HID (clear, sl\ipped InstlllIed), and Compact Auorescent(coated, 4100< slUpped ill
separallI carton).
BAllASTSIUEtTRICAl COMPO.ENTS . EIecliicaI com_ are factory-
mCllll11ed ill hoosing and pmwired 'IIith voltage spedIic _ wtJictl exleI1d Otlt 1he
back of the UIlit dlroogh a rubber grnmroot 111is gromroot prevems1he entry of
insects, dust, and moIstum into dle fixture. l11e nood to 0jM dle flxtum to make
wir1ng _...,,_,~ is eliminated.llIIJs making installation quick and easy. Ul_
HIO....,.',."withtigll-po-Mlrfactor_raledfor.2!1'Fstlrtiflg. Corrqlact
Ru""""">t _ am EIectr1m~ lk1iversal VoItIge (12(}-27N, 5G'6lJlz) or 34N
(60Hz), O'F staning. Compact Auorescem fixtures with UE (iJllivernal Electronic)
voltage am availab~ with an optlonat dimming ballast for multiple iypes of eonirols
such as building IJghtlng ClJItroIs and occ_ sensors. Available battl!ry
back..,p is 120 or 'lT7vo1tage!llJOCilicwith32'f ratedstar1ingj~re for
U.S. apPlicatloos for 26 walt dlrough 70 watt lamps. Consun factory for_
wattlge1land vuIteges far uea In Canada.
EMERGENCY OPERATION. A va~ of intEgral errorgency options am available
10 <:ornPYwith ute SafeIy'COdes w111ch requim emergency I1gI1ting aIoog the path
of egress lJ\ 1he _ing~ exterior, so buil:Jing OCl:llpafllS CII1 exit safely. In1egrnl
Eme'll""'Y Battary Bad<-l!Jl optjoo is availa~ 00 Compact Ruomscem UlJIIs.
Emergency illlllr1l OlIUans ale Offered OIl HID UOlls. OpUilnslor one ortwo 12 YOII
separate Cirttit(s), for use with up to 35 watt Halogen lamp(s) am _ OIl both
Compaot Rwr.....u and HID Ullils,
REFlECTORSJOlSlRIBunON PAmRNS .Forwartl 111row (FlM, FT) lllld Type III
(3) rofie<tor< are rniIaIlle 00 smaI' ''''I medium, Wall Wash rmrJ rstlel:lors ,re
also available on smaI. AS are high pertormance, fuD Clrt-otf dlstribu1ioo lIS defined
by tlJe IESNA (da.vrJ/ig/n posltioIlOllly). PlJoIllmeIdc data is IllSIild ill aa:orrlance
with IESNA guideIioos.
AIIISHfS. Each fixture ~ finished withlSl's IlulllGnp<9 ~rllowderflnlshlng
process. The OUIllGnp finish wllllslands extreme wea1her changes without cracldl1l .
or peeling and is guaranteed for fMl fuD ye8lS. Standard cdors include bronze,
blal:*. "'lU.Iluff, whim, satin V8Tde gl1l8n, mataIic silver, and g/llPhilB.
PHOTOMETRICI. Please v1~ our web sit. at _.Ist-lnduslrl...cam for de1aIlod
,.:JOIT\fJtrlcdata,
If!!!.... I'Iojlct - '
A""-......~. ~1Co.;_ ta1aIOIf
4JFia-l~ft.:tures
ITlelltl[SNA.
1iJl!CU1u.'t
....,.. classttltallol},
(~r\
~ I J
I . i
(' ~!
~~
I ..RCtIoI lax
'--- 0 ell'"''''
A e C 0 E
Sm,1I (~mm) 1448mm) I {144mmJ (244IJlm) (222mmJ/
1-7/8" 11..,'0' 5-21fJ2' 9-518' 8-al4'
MedIUm (6Omm) l508mm) I' f219mm) (341Illm) (273mm~I'
2-3/8" 20" 8-5/8' }3-7116" 10-3/4'
'::l.. -,
<) 'AI'. ..~, <) I
'0' =
~ ~ :.J
L(191wml r~~
Universal MounUng Plaia
SHIPPING WEIGHTS. Chilllf!nljt!r W~lll Senne!:
tIlI~1llIIIIIf EIlAl/llU!'iHll.llllilflM;iil.} WlilIlI/llliI;t.; llQ;lIfm;'ij;t.;
'cHWS:Hio,-,mn_wi'zz_n,mm_ij;iii"i.:25,.m"i;M"i-is,suu-'"343"j"1i5-~
CHWM-HID 15/32 616/24.25 :lfN115.5 .,9/165
-.CHWS..8:I'"i:-'--'"iJ71t-----'---irtiil'2.~"m!ik.' 1Sj---343/t~:&-"
CHWM.cFl 11/24 e1612425 394/15.5 419/16.5
J FIxIuio;ypo
'@UI Date Received:
LlrnII
~";.':" MAR - 6 2008
(iipigM.~~onirl
C:;';!411ldl <:>uomllta'-
;;)2001
LSllNOUSlR!ES lNC,
CHALLENGER@ WALL SCONCE
LIlMIIlAlRE ORDERIN" INFORMAnOIl
LllLfll...llf\' ) /,llll{l I _ . lIll,- lll<T1IIKlllf'
rJr.llt lll'>iill'llll('1l W;)ll~1 r. _'~nl$ollt1'l! lells V1lltJ'Jc', F,rlsh
?- Flatl.iear
Tempered ~Iass
'2<)
208
240
277
347
UE. Universal
Effictronl;::
(120'277V 51J160H,)
3474
BRZ- Bronze
BLK.Blatk
WI1T.White
Pl~ - Platinum Pfus
BUF. Buff
SVG - Satin Verde
Gfoon
GPr. Gra.phite
MSV. Metlllic Silver
CHWS 3.T~elll 50
(Smalll FT . rward Throw 70
WW .W.IWash 100
I 1!lD
175
FTM - Forward 26
Throw MedIum '2
42
WW-WallWash
CflWM .3-T~iii 250
(Medium) IT. rward 320
Throw 400
I
I CHWS
3
I
175
EXAMPLE Of A TYPICAL ORDER
MH . Melal Halipe
50, 70, 100 . 150, 175 Watt
HPS- High Pressure SOOium
50,70, 100,150 Watt
CFl - Compact Fluorescent
g:11llk; ~. 32, 42 Watt
CH2 . t,;ompac1 Fluorescent
Double 26. 32. 42 Watt
efl-Compact Auorestellt
Smgle 26. 32, 42 Watt
f'SMH . Pu~. sian M.1al H~11l<
250, 320 Watt
PSMHR . Pulse start Motal
H3.1idt Reduced 400 W!tt
8MH. Super Metal Halide
250Wiltt
SMHA - Super Metal Halide
Aa<luced Envelope
400 Watt
UH-MetalHalide
250 Watt
MHR - Metal Halide Aeduced
Envelope 400 Watt
HP5 . HIVIl P:"SSSl;rll Sodiuln
200. 400 Watt
26
32
42
57
70
~L - Com~ fI.lOf~6Qltl~
Single ST. 70 Watt
CF12 ~ ComoaC1 Fluorescent
Double 57,70 Watt
CFl3 " Compact Ruorescent
Tri~. 26, 3~ 42 Wall
I
f. flat Clear
Tempered Glass
FPC- Flat Clear
PoJycarbo~ate
F-RdICft-M'
Tempered .~lass
120
2M
240
277
347
480
I
MH
F
I
120
F- FliH CleaJ ::
tempered Glass
FPC- FlatCIe.ar
POlycaroo:nate'l
tiE -Universal
Electronic
(120277V 50/6001)
347'
I
BRZ
tli"""
I PC1'I20' B:;non' Type P!:ol.~e u
SOT PCI"",.8uttnl1-T''''''h"""n
PCI240. Butron- Type Ptmtocan
I pc,m-ButlmTY!"-l'''otoce'
L-- PCI347-BiJttonr~-Pttotocd
TP. TamperProof'
PMA - Po'~ Mllllnl Malltor IOIll1jtJwi\tl ~Quare po\ttli
{IDrSllrm!lllNirt/l'ltlrlo~ill1~unirl
PMAA- Po!t/A'jllnt.4l1a:llorlorl!',jewitl'lralJI'dj:llles
rrorSorD1SOlrourtingcllrr.i\lur31iollSonl'il
Dlh! - Gft Gootrol VoltloJt OimmifllJ aalJai;.~
C - Coated MH VI' PSMH lar1p
SO, - Starllby QIII,1: (Time 0e13'J)7
5lJN'SI!ndbylMttt(~ntTlllOO\'~7
EO- Emeroel'lC>fQ~laI'tl
(uJ)a'3191'!.r1lcireuit-HlDonlyj'
E!l2-TwuEmef{l8rcy(}jartz
1~5lJIl<JI".n iZ1J circuits. t110ooly}1l
aa - CR. Battery Back-up~
EM1.0/1OElllilrgencv1~Cin;u'Prnvblil)1wlt.h
.1~ Wau HatGqen L!mlll~
EM1ll-0neEmerqetlCyI2VCIn;ultflltl','lslon
. le$:)HaIogenlamplg
Em. Two EUlirgellCf 111 CiJom PJCII~
riil i~:15Wo1i HaDoen i..am~~~
ELt2Ll. r\lluErncrlJtI'O{T2VCirtu~Pl"DVi'&~/lj
'le!.S.HaIOg:anlarn~1a
U.. - .l/e!.l3mp
wor.orES' I
1-SIip.p:lt-ilW!rtiatlX"tWfumunr.....ilDiita,1datd. AlsG;r.aliibkli'll::n;:;~:mr.m\;VlI:CWAtr~..nr.&r. CIUElillfal.llIrj:
2- If a poIycaroonatelens 1$ required nn an Uplfght Mlldium flldure in ro CR.2 or 42 CFLJ, the gtts!; Illm. with po~cartlOll,'~
Shield {CHWM PLS) acclISSory must tltI ordllreel. ,
3- FUi fiil6iiiAUOftal~, (;in1S:UHlWUfi. I
4- 347V CFL is not available with dimmillfl bal~ (DIM) (1)tion. Consult factory for oalUlry Dack.'JP (89) opllOn.
5- Tampt!f-prool ScmwdriYer must lle ordIlflli sepaoratet-f (Sea ~ Ordering u,.~. ",,-~~,,,
6- CR Dimming Contm( by othtn.
7. HJO Jampwattaues 50 al1d 70 al9 supolied with a50 .....att, 120\1 QuartL limp, HID lampwattaoes 100tllrolJQh 250 af8SuPPlied
wrth a 100 watt, 120V qU3l't! lilfmt, HIll lamp wattage 4OOi!\ 5\Jpl1l1edwifna 250 watt. 12fJ\1 QuartZl3ml1.
8. Avilillble on l00'.vt1I:1 minh'ilum HIO lixtuas. HlG!amp Wlltlages \OOlllroUD~ 175 (!fft sUllPaedw~h two SOwatl. 120V Quart.! IamIlS. 250
arnt 4OOv.'atf HID fixtures llnI supplied with two tOllw3tt 12.WQuartzbmps. '
~ Battery Bilck.upavail3b~ollsinlJls. d~b1l!and IIlple 12001" 2nvol1age soecific ullts for U.5. apoIl3ions. P1l13Secllinae UlI!I
Vobg901 LIE to 120 or 277 whenOldllfing lhis option. On double and triple unlls, Oll8l:1mpwil be eoergiled lJy BaUmy azk.up
(BB) option. Consult factoi)' for specific Meallll of Egress job applitll.tioo romp/ianca. .
1{).Uti!ires C.Y6.35 !;(lt~4s}. 1l vvlt ~1W1\1ll ci.'t:lIil(i~ required,
CCfSSORY\OROERIUG INFORMATION 'N ~~w, ,. J'M' ~"Il ,.'., ':1,
~I ~1bnbIIr
...F!!.1~q,:.~i.I)!li!..~irrp_.....__....__................~l?Jl.t..
__IIWI.:_$.i.lJg!~_f.~~jn!l._...._______.____._______.m________~nt__
..Jl.f!Sg!!I!..M.Ll&@"Fu,"," DFI\<Ql!.~'
OJ:K.:480 -_Onrl*, ~'f:.jnn nr-K"80..+~
FK347 - Sinqle Fusing fK347+
-!-~<:lnHID'lY.turesanl.)'_ Fus.i~~{Q!!e~dinac.~iuoctinnOOl~t!otoontr~.
-t- Avaitable on HID ~AeditJm fixture only, FusilUJ to be Ins1ahd in iI!~lt junction 1m supplied by contractor.
t+tSw BLK flat compatible \'1iIh PMA Q( PMAR option.
.'
~..
,
--
Ptojlct Nam.
CalalOf ,
41.Oon,N..-__ >---rr.......
~I (W".....
....!;!iWfi..I'g;-=-I'9.~I1>!!!!1.\l!.!>tt~!!!.to.L~m~!Lm____mmm_m.m'''....m.._.....1Ims__....
~...GHY'IM.~I.S.,.~oJ~""rnmt<'~.Slli.~~_lJ1LM~.i.ijmm.m..m__mm..__.....__....m_.1m.~L.....
SJl m_K . Sutf~'lLBl}x. 17J.lf&m.K+++
--..Sf.n - T:lI1llll!r~nroof Scre'Miriw; ~Q
Date Received:
'~-~m
r FatsIr1i'J&11
I .C)2OITt
~'~~I ~ \.SIINDIlllIlllES l/JC,
"'ri~UDmmal
. .
'ALOG NUMBER: CHWM J 70 CFL2 F 120V
'lOUlllummance ulaaram
oNjlME: CHWM-J-70-CFL2.F.IEs
/ -
/ ~
\
\
'",
\
."
'"
\
\
""
,
Mounting Height = 16 '.
'\,
'-,
~// ",'/
/
../
I
,
. ~
, '------
~-----
,,//
-_//
'-.
'-.
--
~
--
'-.
~
---------------
/
--
--
~
0-\ \A r\
Aonday, February 25, 2008
'hotometric Viewer
Each box is one mounting height.
'\ LJM l=--(...~C~
"
/
/
.I
;
,
;'
.I
/
/
/
/
/
/
/
)
I
"
//
./
Mounting
Height
10
15
20
25
30
35
40
45
50
/
Multiplier
2.560
1.138 \ ....._
0.640- .z. '~UQ
0.410
0.284
0.209
0.160
0.126
0.102
Date Received:
MAR - 6 2008
Original Submittal
~cuitvBrands.
LiglltlfX}
".
'. '.;ttIt
Lane Transit DI.tric:t
"
SYSTEM MAP
I
,-
ClIkway j
~:Jtqing
~c:!~_
"
~
~
~ HaydanBii~,
~~W..
. .
, '~, -$
\ ,~
,.SITE
CalYoong @
Mohawk ,
.Mark9\il1a~,
1
8J'91
:~~...:"" - 11>19
" ._'.101
8:rll
.
-,0-'
5
11 .
,,~
.~"o<.;;,","",-
ainSI
..... ,.. 11
_\ "".A.
Sp ,,,oO
Cil' HawbraN
MainRl
Sp'ingfield
.
is '5
~ ,
.~
Martin
Date Received:
MAR - 6 2008
Original Submittal
,
: I KEATING ENGINEERING LLC'I'
!c:'i -.-,,~, -~'1'88 WEST B STREET, -JITE 'P' II
. '.. SPRINGFIELD - OREGON - 97477 J I
... :---- 1 PHONE 541-726-9995 FAX 541-726.9996 I
---- ...- - lemail: keatingeng@msn.com J I
I
I.. 06NOV07 I
06-681
~
I
I
I
1 STORMWATER SYSTEM FOR ON-SITE RETENTION I
EXISTING RESIDENTIA~ SITE TO BE REDEVELOPED, WITH NEW DRAIN~GE~O ~WALE AND APARTMENT BUILDING CONSTRUCT)
- -., - -" ._", -. ...
IDESIGN PARAMETERS ]
PROJECr[ 5TH ST APARTMENT" I ZINK
ADDRESS 11980-90 FIFTH STREET -: ,GFIELD _ 0
SCOPE !cALCS FOR STORMWATER"SYSTEMS
OESIGN~ I STEVE KEATING'
DATE
PROJECT NO
I REVISED
! i REVISED
STORMWATER CALCULATIONS
I PROJECT DESCRIPTION
RUNOFF COEFFECIENT
IMPERVIOUS AREA I
I
SOIL PERCOLATION RATE
I
DESIGN STORM INTERVAL
I
10.98 I OR AS NOTED IN CALC SET
j SEE CALCsl
12"/HR I SEE GEOTECH REPORT
12-YR 1
125-YR I OVERFLOW EVALUATION
1 I
1 1
1 1
I ,
I CONTENTS
. NARRATIVE REPORT WITH DIAGRAMS AND CONCLUSIONS
PRECONSTRUCT MODEL
2-YR AND 25-YR POST-CONSTRUCT MODEL
',"'0..
,.;.,...;.,,',....,..;;. .c',";',
, -"
[
,I
I
I
,
SEAL
Date Received:
MAR - 6 2008
Original Submittal
STORivlWATER RUNOFF CONTROL FOR FIFTH STRHT Af'ARTMENTS
1980 and 1990 FIFTH STREET - SPRiNGF1ELD. OREGON
NARRATlVE
The present site is bordered on the north by platted single family homes, on the south by semi-rural lot
sizes, that will presumably be developed more densely in the future, by the east by Fifth Street, and by
the west by a low..income housing complex and open landscape areas. General topography is nearly flat,
with a very slight slope to the north.
The northern border has a storm inlet placed near the surface (tlow line approximately 1.5 ft below
grade) and the piping to,the north is shallow, making future drainage difficult. The future development
to the west plans to lower the grades of this pipe, but that is not happening in a schedule that facilitates
much use by the owners of the subject site. Piping to the east under Fifth Street is not practical, as the
system there is already identified as being over capacity by City of Springfield Public Works. Soils tests
were done to identify infiltration rates, and the site is designed to be capable of infiltrating up to the 25
year event. To conduct the overflow events, it was decided to use ground surfaces, as this avoided
cutting through Fifth Street for nearly its full width, and the consequent expense. To avoid the
inconvenience of frequent surface flows, the site infiltration systems were designed to accommodate up
to the 25 year event, making overflow conditions rare, and reducing'any hazards they might present.
The site itself has been maintained as a side-by-side pair of single family homes on large, past)lre-like
lots. No other uses are apparent or recorded, and this is for present purposes virtually a "green-field"
development. The residence on the south portion is to be integrated into the development, while the.
:iiortliern hiiu~e is being razed'fr;iihis proje~t. --, ~!:"":;' ... ....c .',
Stonnwater pre-tre"tment is required for infiltration facilities as well as discharges to the public system.
For the proposed development, a listing of treatment strategies and efficacies is outlined below:
Vegetated Conventional Dry Pond: A conventional dry pond is provided to control flows, infiltrate up to
the 25 year event,.and allow removal of particulate pollutants, such as sediment, phosphorus and organic
carbon. IT is designed to confonn to EDSPM 3.02
Pollutant Removal Mechanisms: Pollutant removal is primarily accomplished by gravitational settling
that is dependent on.the detention time and the fraction of the annuai' runoff volume that is effectively
detained in the pond (Schueler, 1987). Reported removal for total suspended solids (TSS) ranges from
. 30 - 70%, but is variable for smaller runoff events. For Total P, removal generally ranges from 10 _ 30
%. For soluble nutrients, removal capability is estimated as low or negative. For chemical oxygen
demand (COD), the removal rate ranges from 15 - 40 %. No data is yet available on the effectiveness of
enhanced dry ED ponds.
Contributing' Watershed Area: The contributing watershed is made u'p entirely of the two residential lots
to the south. Since infiltration rates in the site soils are high, very little stonn water is expected to flow
over hind to the site. In the event that it does, it is directed to the infiltration basin, or is routed behind the'
buildings to arrive at the piping inlet now present on the NW comer of the existing site, and thence
conducted to City facilities. This flow regime is in place now, and tlie development lessens impacts to
the city systems.
Date Receive\...
MAR - 6 2008
Origin'll SubmittaL.,.... p'
Treatment removal efficiency.. calcu}ation for removal rates based on a particle distribution published
by the City of Portland'follows:
Depth to water tahle: The water table is identitied as being below '6 ft from the present surface
elevations.
Maintenance: Primary maintenance activities include mowing; unclogging of the dry'pond control
device; and sediment clean out in the upstream catch basins. The dry pond has significant routine
maintenance burdens due to mowing requirements and potential clogging.. If the interface soils between
the pond bottom and the subsurface soils becomes compromised (by pollutants or dense siltation) it is
accessible for scarification or soil removal-and-replacement.
Infiltration Trenches: A conventional infiltration drywell is used for roof drainage on the north portion
where feasible, and uncontaminated roof-top runoff can be infiltrated without pretreatment. A relatively
shallow, excavated area is to be backfilled with stone to create an underground reservoir. Due to the
pervious nature of the site soils, most of the roof-top runoff will infiltrate here.
HYDROLOGIC STUDY
The following sheet indicates the extent of up-stream drainage flowing to the subject site based on city
mapping for basin #58. The southern extent of drainage is cut off by the Lindsey Apartments, where
stormwater was directed to a ditch flowing toward 2" Street, and a sub-basin connected to a city curb
inlet on 5'" Street. Front yards for 1928, 1942, 1960, and 1962 51h Street are sloped generally to the street
and the rear yards contribute water to the subject site. The proposed St Vincent housing project is to
direct water to the north and use an existing (reconstructed) inlet adjacent to 439 S Street. IN the event
this is not construeted, surface flow are going to the north, and do not have much impact on the subject
site.
. "";'-":'~M' . ;,.,
. ':.' -,'.- ,,'-....
The upstream basins are noted as SB I and SB2, to ide~i;fY surface flows that are expected to be routed
around the units, and those that are expected to flow into the site dry pond.
Soil conditions are evaluated using SCS curve numbers as follows: .
LAWN
COMPACTED GRAVEL AREAS
ROOFS
PAVING
45
75
98
98
Soil slopes are identified from the topographic mapping.
Date Receiv$d:
MAR :- 6 2S:3
Oiiginal Submittai______..._.
Storm water evaluation/or Fiflh Street Apartments, Springfield OR
Kea/ing Engineering - /59 East /6111 Avenue ~ Eugene - Oregon _ 97401 _ (54/) 242.06/3
Pagel af5
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Storm waler evaluation/or Fifth Street Apartments, Springfield OR
Keating,Engineering -159 East 16'Jr Avenue - Eugene - Oregon _ 97401- (54/) 242-0613
Pagel of 5
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. Date Received:
MAR - 6 20Ull
Original Submittal
REPORT SUMMARY
The purpose of this report is to evaluate the site for storm water quality and quantity and potential impacts
on surrounding properti'es and city facilities.
PRECONSTRUCT 2- YR EVENT
The firstsection of the report deals with the preconstruct conditions. Roofs and front yards are directed
toward 5ili Street, and the rear yard and upstream basins are directed to the shallow swale, an~ thence to
the inlet behind 439 S Street. The discharge points are as follows!
3R (inlet to S Street)
8R (inlet to 5'h Street)
0.10 CFS
0.08 CFS
.These values are small.
POST-CONSTRUCT 2-YR EVENT AND 25 YEAR EVENT
Due to issues with overland flows, it was determined that, if it was possible, the 25-year event
was to be contained on site. This may be optimistic, as it is possible that the basin may become
infilled or the soils lose some permeability, and a flood route is identified as back flowing
through the catch basin piping and flowing across the sidewalk at the site entry. The alternative
is a curb bubbler connected to the basin with small diameter (6") piping but the gutter elevation
is at the flood line of the basin area. This was not used as the basin design is conservative and
npstream water sources are_expected to be redirected WIth deve.lopment within a 25 year window,
- . - '" - < ." . ~ ". . <. - ....'
" and the potential for floodirig during 3 25-vpar event is only equal to that: .
The post construct discharges to the designed outlets are as follows:
Exfiltration
Exfiltration
Bypass to S Street
Bypass to S Street
Overland flow to 5th Street
Overland flow to 5th Street
2-year event
25 year event
2-year event
25-year event
2-year event
25-year event
0.Q7 CFS
0.12 CFS .
0.00 CFS
0.03 CFS
0.00 CFS
O.OICFS
0.105 AF
0.180 AF
0.003 AF
0.027 AF
0.001 AF
0.004 AF
Date Received:
MAR - 6 2008
Original submittal
Storm waterevaluationfor Fifth Street Apartments, Springfield OR
Keating Engineering - 159 East If/' Avenue - Eugene - Oregon _ 97401. (541) 242-06/3
Page 4 al5
E~,'!ERGE:JCY O'/ERFLO\V
The foilcwing diGgram illustmtes the elTe~l of flooliing, where the Calch i:>asins are expet:ted to
reverse flow Gnd the surface drainage o~cllr over the sidewalk,'in events in excess of25 years.
T, [.,) '1---'-
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REAR YARDS
Based on the foregoing analysis, it is reasonable'to expect good perfonnance from this system.
I
Date Received:
MAR ~ 6 2008
Original Submittal
Storm water evaluation/or Fifth Street Apartments. Springfield OR
Keating Engineering-/59 East 161h Avenue - Eugene - Oregon - 97401- (54/) 242-0613
Page5 of 5
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Drainage Diagram for 06-69fifthstreetaptsPRECONSTRUICT
. Prepared by Keating Engineering LLC 2/28/2008
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
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06-69fifthstreeta pts PRECONS TRU ICT
Prepared by Keating Engineering LLC
HvdroCAO@ 8.00 sin 002262 @ 2006 HydroCAO Softwa"e Solutions LLC
PRECONSTRUCT 2-YR
Thurston 24-hr 2-vr ,Rainfal/=3.10"
Page 2
2/28/2008
Time span=0.00-24.00 hrs, dt=O.05 hrs, 481 points
Runoff by SBUH method, Split Pervious/lmperv.
Reach routing by Stor-Ind+ Trans method Pond routing by Stor-Ind method
Subcatchment 01: GRAVEL DRIVE
Runoff Area=2,000 sf Runoff Oepth>1.03"
Tc=O.O min CN=75/0 Runoff=0.01 cfs 0.004 af
Subcatchment L 1: Y ARO AREA
Runoff Area=39,500 sf Runoff Depth>0.03"
Te=60.0 min CN=45/0 Runoff=0.01 cfs 0.002 af
. Subcatchment L2: YARD AREA .
Runoff Area=3,000 sf Runoff Oepth>0.03"
Tc=60.0 min CN=45/0 Runoff=O.OO cfs 0.000 af
Subcatchment L3: YARD AREA
Runoff Area=2,500 sf Runoff Depth>0.03"
Tc=60.0 min CN=45/0 Runoff=O.OO cfs 0.000 af
Subcatchment R1: ROOF AREA 1
Runoff Area=1,OOO sf Runoff Depth>2.86"
Tc=10.0 min CN=0/98 Runoff=0.02 cfs 0.005 af
Subcatchment R2: ROOF AREA 1
Runoff Area=2,200 sf Runoff Depth>2.86"
Tc=1 00 min CN=0/98 Runoff=0.05 cfs 0.012 af
',. Subcatchrii-ent R3: ROOFARE.A 1.'
.... .,.
Runoff A;ea=150-ir RunoifD~~ih;;86;'
Te=10.0.min CN=0/98 Runoff=O.OO efs 0.001 af
Subcatchment R4: ROOF AREA 1
, Runoff Area=140 sf Runoff Depth>2.86"
Tc=10.0 min CN=0/98 Runoff=O.OO efs 0.001 af
Subcatchment S81 : YARD AREA
Runoff Area=1 0,500 sf Runoff Depth>0.03"
Tc=60.0 min CN=45/0 Runoff=O.OO cfs 0.001 af
Subcatchment S82: YARD AREA
Runoff Area=47,000 sf Runoff Oepth>0.03"
Tc=600, min CN=45/O Runoff=0.01 cfs 0.002 af
. Reach 3R: EXISTING PIPE Avg. Depth=0.05' Max Vel=0.83 fps Inflow=0.01 cfs 0.005 af
0=10.0" n=0.011 L=1500' 5=0.0033 '/' Capacity=1.49 cfs Outflow=0.01 cfs 0.005 af
" Reach 8R: 5TH ST GUTTER Inflow=0.08 cfs 0.022 af
Outflow=0.08 cfs 0.022 af
Reach SW1: SWALE Avg.Depth=0.03' Max Vel=0.05 fps Inflow=0.01 cfs 0.007 af
n=0.240 L=1400' 5=0.0071 '/' Capacity=17.68 cfs Outflow=001 cfs 0.005 af
Total Runoff Area = 2,479 ac Runoff Volume = 0.028 af Average Runoff Depth = 0.14"
96.77% Pervious Area = 2.399 ac 3.23% Impervious Area = 0.080 ac
Date Received:
MAR - 6 2008
Original Submittal
06-69tifthstreeta ptsPR ECONS TR UICT
Prepared by Keating Engineering LLC
HvdroCAD@ 89..0 sin 002262 @ 2006 HvdroCAD Software SOI'.!tiO:15 LLC
PRECONSTRUCT 2-YR
Thurston 24-hr 2-yr Reh1fa//=3.11)"
Page 4
2/28/2008.
Area (sf)
2,500
2,500
T c Length
(min) (feet)
60.0
Runoff
=
CN Description
45 LAWN
45 Pervious Area
Slope Velocity Capacity Description
(fUft) (fUsee) (cfs)
Direct Entry, LAWN AREA
Subcatchment R1: ROOF AREA 1
0.02 cfs @ 7.86 hrs, Volume=
0.005 'af, Depth> 2.86"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
1,000
1,000
T c Length
(min) (feet)
WO
Runoff
=
CN Description
98 ROOF
98 Impervious Area
Slope Velocity Capacity Description
(fUft) (fUsee) (cfs)
Direct Entry, ROOF. AREA .
Subcatchment R2: ROOF AREA 1
0.05 cfs @ 7.86 hrs, Volume=
0.012 af, Depth> 2.86"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10" ,
Area (sf)
2,200
2,200
T c Length
(min) (feet)
10.0
Runoff
=
CN Description
98 ROOF AND PAVING
98. Impervious Area
Slope Velocity Capacity Description
(fUft) (ft/sec) (cfs)
. Direct Entry, ROOF AREA
Subcatchment R3: ROOF AREA 1
0.00 cfs @ 7.86 hrs, Volume=
0001 at, Depth> 2.86"
Runoff by SBUH method, Split Pervlousflmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10" .
Area (sf)
150
150
Date Received:
CN Description
98 ROOF
98 Impervious Area
MAl< - 6 ZUUts
Original Submittal
06-69fifthstreeta ptsPRECON5TRUICT
Prepared by Keating Engineering LLC
HydroCAD@ 8.00 sin 00(2\:i~ (C) 2006 HydroCAD Software Solutions LLC
PRECONSTRUCT 2-YR
Thurston 24-hr 2-yr Rainfal/=3.10"
Page 5
2/28/2008
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/fl) (ft/sec) (cfs)
10.0 Direct Entry, ROOF AREA
5ubcatchment R4: ROOF AREA 1
Runoff = 0.00 cfs @ 7.86 hrs, Volume= O.OOl af, Depth> 2.86"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0,00:24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3. 1 0''' '
Area (sf)
140
140
CN Description
98 ROOF
98 Impervious Area
Tc Length . Slope Velocity Capacity Description
(min) (feet) (ft/fl) (ft/sec) (cfs)
10.0 Direct Entry, ROOF AREA
,....."'..,.-.,... ...,........,...
..... . Runoff . =
5ubcatchment 581: YARD AREA
-. .,":'.'";P''''''
'h"'C_'"
" '. "~' > ~ ", ""." ':.'. ~; ".,
"".. ", .
... :"-:",-.,
.. 0.00 cfs@ 24.00 hrs. Volume=
. ~
0:'001 af, Depth> 0.03"....
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
10,500
10,500
Tc
(min)
60.0
Length
(feet) .
Runoff
=
CN Description
45 LAWN AND GRASS
45 Pervious Area
Slope Velocity Capacity Description
(ftlfl) (ft/sec) (cfs)
Direct Entry, LAWN AREA
5ubcatchment582: YARD AREA
0.01 cfs @ 24.00 hrs, Volume=
0.002 af, Depth> 0.03"
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
47,000
47,000
CN Description
45 LAWN AND GRASS
45 ~ervious Area
Date Received:
MAR - 6 2008
Original Submittal
06-69fifthstreeta ptsPR ECONSTRUICT
Prepared by Keating Engineering LLC '.
HvdroC!\D@ 8.00 sin 002262 @ 2006 I-IvdroCAD Software Solutions LLC
PRECONSTRUCT 2YR
Thurston 24-hr 2-yr Rainfal!=3.10"
Paye 6
2/28/2008
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/fl) (ft/sec) (cfs)
60.0 Direct Entry, LAWN AREA
I nflow Area =
Inflow =
. Outflow =
Reach 3R: EXISTING PIPE
2.233 ac, Inflow Depth> 0.03"
0.01 cfs @ 24.00 hrs, Volume=
0.01 cfs @ 24.00 hrs, Volume=
0.005 af
0.005 af, Allen= 1%, Lag= 0.0 min
Routing by Stor..lnd+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.83 fps, Min. Travel Time= 3.0 min '
Avg. Velocity = 0.48 fps, Avg. Travel Time= 5.2 min
Peak Storage= 2 cf @ 24.00 hrs, Average Depth at Peak Storage= 0.05'
Bank-Full Depth= 0.83', Capacity at Bank-Full= 1.49 cfs
10.0" Diameter Pipe, n= 0.011
Length= 150.0' Slope= 0.0033 '/'
Inlet Invert= 445.00', Outlet Invert= 444.50'
Inflow'Area =
Inflow =
Outflow =
,'0 .""
',..:
Reach 8R: 5TH ST GUTTER
0.246 ac, Inflow Depth> 1.06"
0.08 cfs @ 7.85 hrs, Volume=
0.08 cfs @ 7.85 hrs, Volume=
. 0.022 af
0.022 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Inflow Area =
Inflow =
Outflow =
Reach SW1: SWALE
'. 2.233 ac, Inflow Depth> 0.04"
0.01 cfs @ 24.00 hrs, Volume=
0.01 cfs @ 24.00 hrs, Volume=
0.007 af
0.005 af, Atten= 14%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method. Time Span= 0.00-24.00 hrs. dt= 0.05 hrs
Max. Velocity= 0.05 fps. Min. Travel Time= 50.8 min .
Avg. Velocity = 0.04 fps, Avg. Travel Time= 62.0 min
Date Received:
Peak Storage= 41 cf @ 24.00 hrs, Average Depth at Peak Storage= 0.03'
Defined Flood Depth= 447,50', Capacity at Flood Depth= 18,738.35 cfs
Bank-Full Depth= 1.00', Capacity at Bank-Full= 17.68 cfs
MAR - 6 2008
Original Submittal
06-69fifthstreetaptsPRECONSTRUICT
Prepared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
PRECONSTRUCT 2-YR
Thurston 24-hr 2-yr Rainfall=3.10"
Page 7
2/28/200~
10.00' x 1.00' deep channel, n= 0.240 Sheet flow over Dense Grass
Side Slope Z-value= 40.0 '/' Top Width= 90:00'
Length= 140.0' Slope= 0.0071 '/' (50 Elevation Intervals)
Inlet Invert= 446.00', Outlet Invert= 445.00'
,.
. .
Date Received:
MAR - 6 2008
Original Submitt..l
,
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Drainage Diagram for 06-69fifthstreetaptsPOSTCONSTRUICT25YR
Prepared by Keating Engineering LLC 2/29/2008
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
Vt!fi~~t;;'
Rea'en
~:i;~:?f;:~i: ;
25-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25YR
Prepared by Keating Engineering LLC
HvdroCAD@ 800 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
Page 9
2/29/2008
Area Listing (all nodes)
Area (acres\. CN Descriotlon Isubcats)
0.439 45 EXISTING SB1 AND YARDS (SB1)
.0.092 45 LANDSCAPE AREAS (1S)
1258 45 SUB-BASIN 2 PLUS PARK (SB2)
0.103 61 >75% Grass cover, Good, HSG B (7S,16S)
0.324 98 PAVING (3S,P1,P2)
0.231 98 ROOF (4S,R1,R3,R4)
0.051 98 ROOF AND PAVING (R2)
2.497
--.""
Date Received:
MAR - 6 2008
Original Submittal
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr
Prepared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD SoftwarP. Solutions LLC
25-YEAR EVENT
25-yr 25yer overflow Rainfalf=5.30"
Page 10
2/29/2008
, Time span=0.00-~4.00 hrs, dt=0.05 hrs: 481 points
Runoff by SBUH method, Split Perviousllmperv.
Reach rouling by Stor-Ind+ Trans method Pond routing by Stor-Ind method
Subcatchment 1S: LANDSCAPE AREA
Runoff Area=4, 000 s.f Runoff Depth>0.54"
Tc=1 0.0 min CN=45/0 Runoff=O.OO cfs 0.004 af
Subcatchment 3S: PAVING
Runoff Area=2,800 sf Runoff Depth>5.05"
Tc",100'min CN=0/98 Runoff=0.10 cfs 0.027 af
. .
Subcatchment 4S: TRIPLEX
Runoff Area=2,279 sf Runoff Depth>5.05"
Tc=10.0min CN=0/98 Runoff=0.08 cis 0.022 al
Subcatchment 7S:REAR YARDS
Runoff Area=3,OOO sf Runoff Depth>1.53"
Tc=20.0'min CN=61/0 Runoff=0.02 cis 0.009 af
Subcatchment 16S: REAR YARDS
Runoff Area=1,500 sf Runoff Depth>1.53"
Tc=20.0:min CN=61/0 Runoff=0.01 cis 0.004 af
Subcatchment P1:, PAVING
"
Runoff Area=3,200 sl Runoff Depth>5.05"
Tc=10.0min CN=0/9S Runoff=0.12 cfs 0.031 af
Subcatchnierii P2: PAVING
, .'"....
Rlinoff Area~S:100' sf Runoff Depth>505"
Tc=100,min CN=0/9S Runoff=0.29 cis 0.078 al
Subcatchment R1: 4-PLEX
!
Runoff Area=2,112 sl Runoff Depth>5.05"
Tc=10.0min CN=0/9S Runoff=O.OS cis 0.020 af
Subcatchment R2: EXISTING HOUSE
Runoff A!ea=2,200 sf Runoff Depth>5.05"
Tc=10.0 min CN=0/9S Runoff=0.08 cis 0.021 af
Subcatchment R3: TRIPLEX
Runoff Area=2, 304 sl Runoff Depth>5.05"
Tc=10.0 min CN=0/9S Runoff=0.08 cis 0.022 al
Subcatchment R4: 9UNITS
Runoff Area=3,35S sl Runoff Depth>5.05"
Tc=10.0 min CN=0/9S Runoff=0.12 cis 0.032 af
Subcatchment S81: REAR YARDS
Runoff Area=19,125 sl Runoff Depth>0.51"
Tc=45.0 min CN=45/0 Runoff=0.02 cis 0.019 af
Subcatchment 582: REAR YARDS
.
Runoff Area=54,SOO sl Runoff Depth>0.51"
. Tc=45.0 min CN=45/0 Runoff=0.06 cis 0.054 al
Reach 3R: EXISTING PIPE Avg. Depth=O.OS' Max Vel=1.09 Ips Infiow=0.03 cis 0.02S al
,D=10:0" n=0.011 L=1500' 8=0.0033 'j' Capacity=1.49 cfs Outflow=0.03 cis 0.027 al
Reach 10R: EMERGENCY OVERFLOW Avg. Depth=O.OO' Max Vel=O.OO fps Inflow=O.OO cfs 0.000 al
n=0.200 L=2000' 8=0.0005 'j' Capacity=0.42 cfs Outfio"t'il:lt~<R~lWd:
MAR - 6 2008
Origin'll Submittel
25-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr ,25-yr 25yer overflow Rainfaf/=5.30"
Prepared by Keating Engineering LLC Page 11
HvdroCAD@8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC 2/29/2008
Reach 12R: 5TH STREET GUTTER
Inflow=0.01 cfs 0.004 at
Outflow=0.01 cts 0.004 at
Pond lP: CATCBASIN
Peak Elev=447.65' Intlow=0.29 cfs 0.078 at
Outflow=0.29 cfs 0.078 at
Pond 3P: INFILTRATION POND Peak Elev=44591' Slorage=5,969 ct Inflow=0.95 cfs 0.312'at
Discarded=0.12 cts 0.180 at Secondary=O.OO cts 0.000 at Outflow=0.12 cts 0.180 at
Pond 5P: CATCABASIN
Peak Elev=447.70' Inflow=0.12 cts 0.031 at
Outflow=0.12 cfs 0.031 at
Pond 6P: CATCHBAIN
Peak Elev=447.53' Inflow=0.10 cts 0.027 at
Outflow=0.10 cts 0.027 at
Total Runoff Area = 2.497 ac Runoff Volume = 0.344 at Average Runoff Depth = 1.66"
75.77% Pervious Area = 1.892 ac 24.23% Impervious Area:;: 0.605 ac
Date Received:
MAR - 6 2008
Original Submittal
25-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr 25-yr 25yer overflow Rainfalf=5.30"
Prepared by Keating.Engineering LLC Page 12
HydroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC 2/29/2008
Runoff
=
Subcatchmel]t 1S: LANDSCAPE AREA
0.00 cfs @ 1453 hrs, Volume=
0.004 af, Depth> 0.54"
Runoffby SBUH method, Split Perviousllmperv,'Time Span= 0.00..24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30" .
Area (sf)
4,000
4,000
CN Description
45 LANDSCAPE AREAS
45 Pervious Area
. Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
10.0 Direct Entry, LAWN AREA
, '; .
Runoff
=
5ubcatchment 35: PAVING
0.10 cfs @ 787 hrs, Volume=
0.027 af, Depth> 5.05"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-2400 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer, overflow Rainfall=5.30"
. Area (sf). , CN
2.800 98
2,800 98
T c Length
(min) (feet)
10.0
Runoff
=
. Description
PAVING
Imp~rvious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry. PAVING
5ubcatchment 45: TRIPLEX
0.08 cfs @ 7.87 hrs. Volume=
0;022 af, Depth> 5.05"
Runoff by SBUH method, Split Perviousllmperv, Time Span= 000-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30"
Area (sf) CN
2,279 . 98
2,279 98
Tc Length
(min) (feet)
10.0
Description
ROOF
Impervious Area
Slope Velocity Capacity Description
(ftlft) (fUsee) . (efs)
Direct Entry, ROOf AREA
Date Received:
MAR - 6 2008
Original Submittal
, 25-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr '25-yr 25yer overflow Rainfal/=5.30"
Prepared by Keating Engineering LLC Page 13
HvdroCAD@8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC 2/29/2008
Runoff
=
Subcatchment 7S: REAR YARDS
0.02 cfs @ 7.96 hrs, Volume=
'.
0.009 af, Depth> 1.53"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30"
Area (sf)
3,000
3,000
CN Description
61 >75% Grass cover, Good, HSG B
61 Pervious Area
Tc Length Slope" Velocity Capacity Descri~tion
(min) (feet) (ft/ft) (ft/sec) (efs)
20.0 Direct Entry, LAWN AREA .
. , .
Runoff
=
Subcatchment 16S: REAR YARDS
0.01 cfs @ 7.96 hrs, Volume=
0.004 af, Depth> 1.53"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30"
. Area (sf)
1,500
1,500
CN Descriptior,
61 >75% Grass cover, Good, HSG B
61 Rervious Area
Tc Length 'Slope Ve.l()city Capacity Description
(min) (feet) (ft/ft) (ft/sec) (efs)
20.0 Direct Entry. DIRECT ENTRY
Runoff
=
Subcatchment P1: PAVING
0.12 cfs@ 7.87 hrs. Volume:
0.031 :af,. Depth> 5.05"
Runoff by SBUH method, Split Pervious/lmperv., Time Span'; 0.00~24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30"
Area (sf)
3,200
3,200
Tc Length
(min) (feet)
10.0
CN Describtion
98 RAVING
98 Impervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (efs)
Direct Entry, PAVING
Date Received:
MAR - 6 2008
Original Submittal
.',
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr
f"repared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCflD Software Solutions LLC
25- YEAR EVENT
25-yr 25yer overflow Rainfal/=5.30"
Page 14
212912008
Runoff
=
Subcatchment P2: PAVING
0.29 cfs @ 7.87 hrs, Volume=
0.078 af, Depth> 5.05"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30"
Area (sf)
8,100
8,100
CN Description
98 PAVING
98 Impervious Area
T c Length Slope Velocity Capacity Description
(min) (feet) (fUft) (fUsee) (cfs)
100 Direct Entry. LAWN AREA
Runoff
=
Subcatchment R1: 4-PLEX
0.08 cfs @ 7.87 hrs, Volume=
0.020 af, Depth> 5.05"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30"
.- Area (sf)'
2,112
2,112
Tc Length
(min) (feet)
10.0
Runoff
=
CN" "Description' .
98 ROOF
98. Impervious Area
Slope Velocity Capacity Description
(fUft) (fUsee) (cfs)
Direct Entry, ROOF AREA
Subcatchment R2: EXISTING HOUSE
0.08 cfs @ 7.87 hrs, Volume=
0.021 af, Depth> 505"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30"
Area (sf)
2,200
2,200
T c Length
(min) (feet)
10.0
CN Description
98 ROOF ANDPAVING.
98 Impervious Area
Slope Velocity Capacity Description
(fUft) (fUsee) (cfs)
Direct Entry, ROOF AREA
Date Received:
MAR - 6 2008
Original Submittal
2S-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr 25-yr 25yer overflow Rainfal/=5.30"
Prepared by Keating Engineering LLC . Page 1S
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC 2/29/2008
Runoff
=
Subcatchment R3: TRIPLEX
0.08 cfs@ 7.87 hrs, Volume=
0.022 af, Depth> S.OS"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= O.OS hrs
Thurston 24-hr 2S-yr 2Syer overflow Rainfall=S.30"
Area (sf)
2,304
2,304
CN Description
98 ROOF
98 Impervious Area
Tc Length' Slope Velocity Capacity Description
(min) (feet) (ft!fl) (ft!sec) (cfs)
10.0 Direct Entry, ROOF AREA
Runoff
=
Subcatchment R4:9UNITS
0.12 cfs @ 7.87 hrs, Volume=
0.032 af, Depth> S.OS"
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-24.00 hrs, dt= O.OS hrs
Thurston 24-hr 2S-yr 2Syer overflow Rainfall=S.30"
Area (sf)" . CN.
3,3S8 98
3,3S8 98
. Description
ROOF
Impervious Area
,;'P"", .
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft!fl) (ft!sec) (cfs)
10.0 Direct Entry, ROOF AREA
Runoff
=
. Subcatchment SB1: REAR YARDS.
'0.02 cf~ @ 14.58 hrs, Volume=
0.019 af, Depth> 0.51".
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs. dt= 0.05 hrs
Thurston 24-hr 25-yr 2Syer overflow Rainfall=5:30" '
Area (sf)
19.125
19,125
T c Length
(min) (feet)
45.0
CN Description
45 EXISTING SB1 AND YARDS
45 Pervious Area
Slope Velocity Capacity Description'
(ft!fl) (ft!see) (cfs)
Direct Entry, DIRECT ENTRY
Date Received:
MAR - 6 2008
Original Submittal
~.
25-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr 25-yr 25yer overflow Rainfall=5.30"
Prepared by Keating Engineering LLC Page 16
HvdroC,A[)Q') 8.00 sin 002262 @ 2006 H'IdroCAD Software Solutions LLC 2/29/2008
Subcatchment SB2: REAR YARDS
Runoff
=
0.06 cIs @ 14.58 hrs, Volume=
0.054 af, Depth> 0.51"
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr 25yer overflow Rainlall=5.30"
Area (sf)
54,800
54,800
CN Description
45 SUB-BASIN 2 PLUS PARK
45 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (Ieet) (ft/ft) (ft/sec) (cis)
45.0 Direct Entry, DIRECT ENTRY
Reach 3R: EXISTING PIPE
Inllow Area =
Inllow =
Outflow =
0.508 ac, Inflow Depth> 0.65"
0.03 cis @ 14.56 hrs, Volume=
0.03 cis @ 14.62 hrs, Volume=
for 25yer overflow event
0.028 af
0.027 aI, Atten= 0%, Lag= 3.7 min
Routing by Stor-Ind+ Trans method; Time Span= 0.00-24,00 hrs, dt= 0.05 hrs
Max. Velo'city='.1.09 Ips, Min" Travel Time= 2.3 min '... '. . .. ;;".
Avg Velocity = 0.93 Ips, Avg. Travel Time= 2.7 min
Peak Storage= 4 cI@ 14.58 hrs, Average Depth at Peak Storage= 0.08'
Bank-Full Depth= 0.83', Capacity at Bank-Full= 1A9 cis
10.0" Diameter Pipe, n= 0,011.
Length= 150.0' Slope= 0.0033 'j'
Inlet Invert= 445.00', Outlet Invert= 444.50'
Reach 10R: EMERGENCY OVERFLOW
Inflow
. Outflow
=
0.00 cIs @
0.00 cIs @
0.00 hrs, Volume=
0.00 hrs, Volume=
0.000 al
0.000 af, Atten= 0%, Lag= 0.0 min
=
Routing by Stor-!nd+ Trans method, Time Span= 0.00-24.00 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
Date Received:
MAR - 6 2008
Original Submittal
-.,
25-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr 25-yr 25yeroverflow Rainfall=5.30"
Prepared by Keating Engineering LLC Page 17
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC 2/29/2008
Peak Storage= 0 cf @ 0.00 hrs, Average Depth at Peak Storage= 0:00'
Bank-Full Depth= 0.25', Capacity at Bank-Fult= 0.42 cfs
50.00' x 0.25' deep Parabolic Channel, n= 0.200
Length=200.0' Slope= 0.0005 '/'
Inlet Invert= 446.10', Outlet Invert= 446.00'
:j:
Inflow Area =
Inflow =
Outflow =
Reach 12R: 5TH STREET GUTTER
'0.034 ac, Inflow Depth" 1.53"
0.01 cfs @ 796 hrs, Volume='
0.01 cfs @ 7.96 hrs, Volume=
for 25yer overflow event
0.004 af
0.004 af, Atten= 0%,
Lag= 0.0 min
Routing by Stor-Ind+ Trans method. Time Span= 0.00-24,00 hrs, dt='0.05 hrs
- . ".....,. ,.--"
Inflow Area =
Inflow -.
Outflow =
Primary =
Pond 1 P: CATCBASIN .
0.186 ac, Inflow Depth" 5.05"
0.29 cfs @ 7.87 hrs, Volume=
0.29 cfs @ 7.87 hrs, Volume=
0.29 cfs@ 7.87 hrs, Volume=
."..""" ..
for 25yer overflow event
0.078 af .
0.078 af, Atten= 0%, Lag= 0.0 min
0.078 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 447.65' @ 7.87 hrs
Device
#1
Routinq
Primary
;1 nvert Outlet Devices
447.50' 6.0" Horiz. CATCH BASIN
Limited to weir flow C= 0.600
Primary OutFlow Max=0.29 cfs@ 7.87 hrs HW=447.65' (Free Discharge)
L1=CATCHBASIN (Weir'Controls 0.29 cfs @ 1.25 fps)
Inflow Area =
Inflow =
Outflow =
Discarded =
Secondary =
Pond 3P: INFILTRATION POND
1.955 ac. Inflow Depth" 1.92"
0.95 cfs @ 7.87 hrs. Volume=
'0.12 cfs @ 17.14 hrs. Volume=
0.12 cfs@ 17.14 hrs, Volume=
O.OO.cfs @ 0.00 hrs, Volume=
for 25yer overflow event
0.312 af
0.180 af, Atten= 87%,' ~ag= 556.4 min
0.180 af
0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 445.91' @ 17.14 hrs Surf.Area= 2,668 sf Storage= 5,969 cf
. Date Received:
MAR - 6 2008
Plug-Flow detention time= 417.2 min calculated for 0.179 af (57% of inflow)
.,"'1.;.
Original Submitt"l
25-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr' 25-yr 25yer overflow Rainfal/=5.30"
Prepared by Keating Engineering LLC Page 18
HvdroCAO@ 8.00 Sin 002262 @ 2006 HvdroCAD Sarti/are Solutions LLC. 2/29/2008
Center-of-Mass det. time= 167.6 min (881.2 - 713.6)
Volume
#1
Elevation
(feet)
442.00
443.00
444.00
445.00
446.00
Device
#1
. #2
RoutinQ
Discarded
Secondary
Invert
442.00'
.twail.StoraQe StoraQe Description
6,214 cf Custom Stage Data (Prismatic) Listed below (Recale)
Surf.Area
( SQ-ft)
500
1,100
1;512
1,984
2,736
Inc.Store
(cubic-feet)
o
800
1,306
1,748
2,360
Cum.Store
(cubic-feet)
o
800
2,106
3,854
6,214
Invert Outlet Devices
0.00' 2.000 in/hr EXFIL TRATION over Surface' area
446.20' 1.0'long x 10.0' breadth Broad~Crested Rectangular Weir
Head (feet) 0.20 OAO 0.60 0.80 1.00 1.20 1AO 1.60
Coef.(English) 2A9 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Discarded OutFlow Max=0.12 cfs @ 17.14 hrs HW=445.91' (Free Discharge)
't-1=EXFILTRATION (Exfiltration Controls 012 cfs) .
Second~ry OutFlow..Max=OOO cfs @ O,OQhrs HW=442,QO: ,(FreeDischarge)
. 't2';;Broiid~C-rested Rectangular Weir. (Controls 0.00 cfs) . . .... -.' .
Inflow Area =
Inflow =
Outflow =
Primary =
- ....., ',," ."
Pond 5P: CATCABASIN'
0.073 ac, Inflow Depth> 5.05"
012 cfs @ 7.87 hrs, Volume=
0.12 cfs @ 7.87 hrs, Volume=
,
0.12 cfs @ 7.87 hrs, Volume=
for 25yer overflow event
0.031 af
0.031 af, Atten= 0%, Lag= 0.0 min
0.031 at
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs. dt= 0.05 hrs
Peak Elev= 447.70' @ .787 hrs '
Device
#1
RoutinQ
Primary
Invert Outlet Devices
447.50' 6.0" Vert. CATCHBASIN C= 0.600
Primary OutFlow Max=0.11 cfs @ 7.87 hrs HW=447.70' (Free Discharge)
't-1=CATCHBASIN (Orifice Controls 0.11 cfs @ 1.53 fps) ,
Pond 6P: CATCHBAIN
Inflow Area =
Inflow =
Outflow =
Primary =
0.064 ac, Inflow Depth> 5.05"
-0.10 cfs @ 7.87 hrs, Volume=
0.10 cts @ 7.87 hrs, Volume=
0.10 cfs @ 7.87 hrs, Volume=
for 25yer overflow event
0.027 af
0.027 af, Atten= 0%, . Lag= 0.0 min
0.027 af
Date Received:
Routing by Stor..lnd method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
MAR - 6 2008
Original Submittl'l
" '
25-YEAR EVENT
06-69fifthstreetaptsPOSTCONSTRUICT25 Thurston 24-hr 25-yr 25yer overflow Rainfal/=5.30"
Prepared by Keating Engineering LLC Page 19
HvdroCAD@ 8.00 sin 002262 @2006 HvdroCAD Software Solutions LLC 2/29/2008.
Peak Elev= 447.53'@ 7.87 hrs
Flood Elev= 448.50'
Device
#1
Routinq
Primary
. I nvert Outlet Devices
447.50' 24.0" Horiz. Orifice/Grate
Limited to weir flow C= 0.600
Primary OutFlow Max=0.10 cfs @ 7.87 hrs HW=447.53' TW=445.53' (TW follows 2.00' below HW)
L1=Orifice/Grate (Weir Controls 0.10 cfs @ 0.55 fps)
Date Received:
MAR - 6 2008
Original Submittsl
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Drainage Diagram for 06-69fifthstreetaptsPOSTCONSTRUICT2YR
, Prepared by Keating Engineering LLC 2/29/2008
HydroCAD@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
~
~
06-69fifthstreetaptsPOSTCONSTRUICT25YR
Prepared by Keating Engineering LLC
. HVdroCAD@ 8.00 sin 002262 @2006 HvdroCAD Software Solutions LLC
Area Listing (all nodes)
. ,
Area (acres) CN Descriotion Isubcats}
0.439 45 EXISTING SB1 AND YARDS (8B1)
0.092 45 LANDSCAPE AREAS (1S)
1258 45 SUB-BASIN 2 PLUS PARK (SB2)
0.103 61 >75% Grass cover, Good, HSG B (7S,16S)
0.324 98 PAVING (3S,P1,P2)
0.231 98 ROOF (4S,R1.R3,R4)
0.051 98 ROOF AND PAVING (R2)
2.497
2-YEAR POST-CONSTRUCTION
Page 20
2/29/2008
Date Received:
MAR - 6 2008
Original Submiwl
06-69fifthstreeta ptsPOSTCONSTRUICT25YR
Prepared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 IS> 2006 HvdroC.AD Software Solutions U.C
2-VE.A.R POST-CONSTRUCTION
, Thurston 24-hr 2-yr Raihfal/=3.10"
Page 2'1
2/29/2008
Time span=0.00-~4.00 hrs, dt=O.05 hrs, 481 points
Runoff by SBUH method, Split Perviousilmperv.
Reach routing by Stor-Ind+ Trans method Pond routing by Stor-Ind method
Subcatchment 1S: LANDSCAPE AREA
Runoff Area=4,000 sl Runoff Depth>0.03"
Tc=1 0.0 min CN=45/0 Runoff=O.OO cis 0.000 al
Subcatchment 3S: PAVING
Runoff Area=2,800 sl Runoff Depth>2.86"
Tc=1O.0 min CN=0/98 Runoff=0.06 cts 0.015 at
Subcatchment 4S: TRIPLEX
Runoff Area=2,279 sl Runoff Depth>2.86"
Tc=10.0min CN=0/98 Runoff=0.05 cis 0.012 at
Subcatchment 7S: REAR YARDS
. Runoff Area=3,OOO sl Runoff Depth>0.39"
Tc=20.0 ,min CN=61/0 Runoff=OOO cis 0.002 at
Subcatchment 16S: REAR YARDS
Runoff Area=1,500 sl Runoff Depth>0.39"
Tc=20.0 min CN=61/0 Runoff=O.OO cIs 0.001 al
Subcatchment P1: PAVING
Runoff Area=3,200 st Runoff Depth>2.86"
Tc=10.0 min CN=0/98 Runoff=0.07 cIs 0.017 al
'Subcatchment P2:;PAVING
,.......
RunoffAi~a=8,lOrisf Runoff Depth>286"
Tc=10.0 min CN=0/98 Runoff=O.17 cIs 0.044 al
Subcatchment R1: 4-PLEX
Runoff Area=2, 112 sl Runoff Depth>2.86"
Tc=10.0 min CN=0/98 Runoff=0.04 cIs 0.012 al
Subcatchment R2: EXISTING HOUSE
Runoff Area=2,200 sl Runoff Depth>2.86"
Tc=10.0 min CN=0/98 Runoff=0.05 cIs 0.012 al
Subcatchment R3: TRIPLEX
Runoff Area=2,304 sl Runoff Depth>286"
Tc=10.0 min CN=0/98 Runoff=0.05 cfs 0.013 al
Subcatchment R4: 9UNITS
Runoff Area=3,358 sl Runoff Depth>2.86"
Tc=10.0 min CN=0/98 Runoff=0.07 cIs 0.018 al
Subcatchment S81: REA~ YARDS
Runoff Area=19,125 sl Runoff Depth>0.03"
Tc=45.0 min CN=45/0 Runoff=O.OO cIs 0.001 al
Subcatchment S82: REAR YARDS
Runoff Area=54,800 sl Runoff Oepth>0.03"
Tc=45.0 rnin CN=45/0 Runoff=0.01 cis 0.003 al
Reach 3R: EXISTING PIPE
0=10.0" n=0.011
Avg. Oepth=0.03' Max Vel=0.61 Ips Inftow=O.OO cis 0.003 al
L=150.0' 5=0.0033 '/' Capacity=1.49 cfs Outflow=O.OO cfs 0.003 al
Reach 10R: EMERGENCY OVERFLOW Avg.Oepth=OOO' MaxVel=O.OOlps Infto'C~f@~e!d:
. . . n",p.200, L=200.0' 5=0.0005 '/' Capacity~0.42 cis Outflow=O.OO cfs 0000 al
MAR - 6 2008
Original Submittal
06-69fifthstreetaptsPOSTCONSTRUICT25YR
Prepared by Keating Engineering LLC ,
HvdrciCAD@ 8.09 ~/n 002262 @ 2006 HydroCAD Software Solutions LLC
2-YEAR POST-CONSTRUCTION
Thurston 24-hr 2-yr Rainfall'=3.10"
Page 22
2/29/2008
Reach 12R: 5TH STREET GUTTER
Inflow=O.OO cfs 0.001 af
Outflow=O.OO cfs 0.001 af
Pond 1P: CATCBASIN
Peak Elev=447.60' Infiow=0.17 cfs 0.044 af
Outflow=O.17 cfs 0.044 af
Pond 3P: INFILTRATION POND Peak Elev=444.22' Storage=2,449 cf Inflow=0.56 cfs 0.147 af
Discarded=0.07 cfs 0.105 af Secondary=O.OO cfs 0.000 af Outflow=0.07 cfs 0.105.af
Pond 5P: CATCABASIN
Peak Elev=447.65' Inflow=0.07 cfs 0.017 af
Outflow=0.07 cfs 0.017 af
Pond 6P: CATCHBAIN
Peak Elev=447.52' Inflow=006 cfs 0.015 af
Outflow=0.06 cfs 0.015 af
Total Runoff Area = 2.497 ac Runoff Volume = 0.152 at Average Runoff'Depth = 0.73"
75.77% Pervious Area = 1.892 ac 24.23% Impervious Area = 0.605 ac
Date Received:
MAR:- 6 2008
Original Submittal
06-69fifthstreetaptsP05TCON5TRUICT25YR
Prepared by Keating Engineering LLC
HvdroCAD@8.00 sin 002262 @ 2006 HydroCAD .software .solutions LLC
2-YEAR POST-CONSTRUCTION
Thurston 24,hr 2-yr Rainfal/=3.10"
Page 23
2/29/2008
Runoff
=
5ubcatchment 15: LANDSCAPE AREA
0.00 cfs @ 24.00 hrs, Volume=
0.000 af, Depth> 0.03"
Runoff by SBUHmethod, Split Pervious/lmperv.. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
4,000
4,000
CN Description
45 LANDSCAPE AREAS
45 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, LAWN AREA
"
Runoff
=
5ubcatchment 35: PAVING
0.06 cis @ 7.86 hrs, Volume=
0.015 af, Depth> 2.86"
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-2400 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
. .Area(sf) CN [)escription ." -, ..
2,800 98 PAVING
2,800 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, PAVING
5ubcatchment 45: TRIPLEX
Runoff = 0.05 cis @ 7.86 hrs, Volume= 0.012 af, Depth> 2.86"
Runoff by SBUH method, Split Perviousllmperv, Time Span= 0.00-24.00 rrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
2,279
2,279
T c Length
(min) (feet)
10.0
CN Description.
98 ROOF
98 Impervious Area .
Slope Velocity Capacity Description
(ft/fl) (ft/sec) (cfs)
Direct Entry, ROOF AREA
Date Received:
, MAR - 6 2008
Original Submittal
06-69fifthstreetaptsPOSTCONSTRU ICT25YR
Prepared by Keating Engineering LLC
HvdroCADQj) 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
2- YEAR POST-CONSTRUCTION
Thurston 24-hr 2-yr Rainfall=3. 10"
Page 24
2/29/2008.
Runoff
=
Subcatchl}1ent 7S: REAR YARDS
0.00 cfs @ 14.01 hrs, Volume=
0.002 af, Depth> 0.39"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
3,000
3,000
CN Description
61 >75% Grass cover, Good, HSG B
61 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlfl) (ftlsec) (cfs)
20.0 Direct Entry, LAWN AREA
Runoff
=
Subcatchment 165: REAR Y~RD5
0.00 cfs @ 14.01 hrs, Volume=
.,
0.001 af, Depth> 0.39"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-:?4.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10" .'
. -. Aiea (sf)
1. 500
1,500
'CN'
61
61
Description .
>75% Grass cover, Good, HSG B
Pervious Area
..,....
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlfl) (ftlsec) (efs)
20.0 Direct Entry, DIRECT ENTRY
Runoff
Subcatchment P1: PAVING
0.07 cfs @ 7.86 hrs, Volume=
0.017 af, Depth> 2.86"
Runoff by SBUH method, Split Pervlousllmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
3,200
3,200
Tc
(min)
10.0
Length
(feet)
CN Descriptioh
98 PAVING
98 Impervious Area
Slope Velocity Capacity Description
(ftlfl) (ftlsec) (efs)
Direct Entry, PAVING
Date Received:
MAR - 6 200B
Original Submittal
06-69fifthstreetaptsPOSTCONSTRU ICT25YR
Prepared by Keating Engineering LLC
HydroCAD@ 8,00 sin 002262 @ 2006 HvdroC,AD Software Solutions LLC
2-YEAR POST-CONSTRUCTION
Thurston 24-hr 2..yr Rainfall=3.10"
Page 25
2129/2008
Runoff
=
Subcatchment P2: PAVING
0.17cfs@ 7.86hrs, Volume=
0,044 ai, Depth> 286"
Runoff by SBUH method, Split Perviousllmperv, Time Span= 0.00-24.00 hrs, dt= 0.05 ~rs
Thurston 24-hr 2"yr Rainlall=3. 1 0"
Area (sf)
8,100
8,100
CN Description
98 PAVING
98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, LAWN AREA
Runoff
=
Subcatchment R1: 4-PLEX
0.04 cfs @ 7,86 hrs, Volume=
0.012,al, Depth> 2,86"
Runoff by SBUH method. Split Perviousllmperv" Time Span: 0,00..24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainlall=3.10"
Area-(sf)
2,'112
2,112
T c Length
(min) (Ieet)
10.0
Runoff
=
.CN'"
98
98
Description
ROOF
Impervious Area,.
",",...,. '
,,".,
"
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cis)
Direct Entry, ROOF AREA
Subcatchment R2: EXISTING HOUSE
0.05 cis @ 7.86 hrs, Volume=
0.012 ai, Depth> 2.86"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0.00-24,00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainlall=3, 1 0"
Area (sf)
2.200
2,200
eN Description
98 ROOF AND PAVING
98 Impervious Area
Tc Length . Slope . Velocity Capacity Description
(min) (Ieet) (ft/ft) (ft/sec) (cis)
10,0 Direct Entry, ROOF AREA
Date Received:
MAR - 6 2008
Original Submittal
06-69fifthstreetaptsPOSTCONSTRU ICT25YR
Prepared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
2-YEAR POST-CONSTRUCTION
Thurston 24-hr' 2-yrRainfal/=3 10"
Page 26
2/29/2008_
Runoff
:
Subcat~hment R3: TRIPLEX
0.05 cfs @ 7.86 hrs, Volume:
0.013 af, Depth> 2.86"
Runoff by SBUH method, Split Perviousllmperv_, Time Span= 0.00-24_00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
2,304
2,304
CN Description
98 ROOF
98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlfl) (ftlsec) (cfs)
10.0 Direct Entry., ROOF AREA
Runoff
=
Subcatchment R4: 9UNITS
0_07 efs @ 7.86 hrs, Volume=
0_018 af, Depth> 2_86"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0_00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 2-yr' Rainfall=3, 1 0"
Area (sf).
3,358
3,358
CN
98
98
..... ",}-,',.,..'"
Description
ROOF .
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) . (feet) (ftlfl) (ft!sec) (efs) ,
10,0 Direct Entry, ROOF AREA
Runoff
=
Subcatchment SB1: REAR YARDS
0,00 efs @' 24,00 hrs, Volume=
0_001 af, Depth> 0.03"
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0_00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3, 1 0" .
Area (sf)
19,125
19,125
T c Length
(min) (feet)
45,0
CN Description
45 EXISTING SB1 AND YARDS
45 Pervious Area
Slope Velocity Capacity Description
(ftlfl) (ft!sec) (cfs)
Direct Entry, DIRECT ENTRY
bate Received:
MAR - E 2008
Original SubmiUai
06-69fifthstreeta ptsPOSTCONSTR U ICT25YR
Prepared by Keating Engineering LLC
HvdroCAD@ 800. ~,,_9_Q2262 @ 2006 HvdroCAD Software Solutions LLC
2-YEAR POST-CONSTRUCTION
, Thurston 24..hr 2.yr RainfAII=3.10"
page 27
2/29/2008
Subcatchment 582: REAR YARDS
Runoff
=
0.01 cfs @ 24.00 hrs, Volume=
0.003 af, Depth> 0.03"
Runoff by SBUH method, Split Perviousllmperv.. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 2-yr Rainfall=3.10"
Area (sf)
54,800
54,800
CN Description
45 SUB-BASIN 2 PLUS PARK
45 , Pervious Area
Tc Length' Slope Velocity .Capacity Description
(min) (feet) (ft!fl) (ft!sec) (efs)
45.0 Direct Entry, DIRECT ENTRY
Reach 3R: EXISTING PIPE
Inflow Area =
Inflow =
Outflow =
0.508 ac, Inflow Depth> 0.08"
. 0.00 cfs @ 24.00 hrs, Volume=
0.00 cfs @ 24.00 hrs,- Volume=
.0.003 af
0.003 af, Atten= 1%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-24.00 hr~,.d.t:',O,05 t)(S
Max'.'Veiocity='O.6rtps: Min. Travel Time=4.1min . -...
Avg:Velocity= 051 fps, ixiig. Travel Time= 4.9 min ...
Peak Storage= 1 ef @ 24.00 hrs, Average Depth at Peak Storage= 0.03'
Bank-Full Depth= 0.83', Capa<;ity at Bank-Full= 1.49 cfs .
10.0" Diameter Pipe, n= 0.011
Length= 150.0' Slope= 0.0033'/,
Inletlnvert= 445.00', Outlet Invert= 444.50'
, ", ...
'-".-.. .,._-.'
Reach 10R: EMERGENCY OVERFLOW
Inflow
Outflow
=
0.00 cfs @
0.00 cfs @
0.00 hrs. Volume=
0.00 hrs, Volume=
0.000 af
0.000 af, Atten= 0%, Lag= O.Omin
=
Routing by Stor-Ind+ Trans method, Time Span= 0.00-24.00 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
Date Received:
MAR - E 2008
Original Submittai
06-69fifthstreeta ptsPOSTCONSTR U ICT25YR
Prepared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
2..YEAR POST-CONSTRUCTION
Thurston 24-hr 2-yr Rainfal/=310"
Page 28
2/29/2008
Peak Storage= 0 cf@ 0.00 h'r~. Average Depth at Peak Storage= 0.00'
Bank-Full Depth= 0.25', Capacity at Bank-Fun= 0.42 cfs
50.00' x 0.25' deep Parabolic Channel, n= 0.200
Length= 2000' Slope= 0.0005 'f
Inlet Invert= 446.10', Outlet !nvert= 446.00'
t
Inflow Area =
Inflow =
Outflow =
Reach '12R: 5TH STREET GUTTER
0.034 ac, Inflow Depth> 0.39"
0.00 cts @ 14.01 hrs, Volume=
0.00 cfs @ 14.01 hrs, Volume=,
. 0.001 af
0.001 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-lnd+Transmethod, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 1P: CATCBASIN
0.186 ac, Inflow Depth> 2.86"
0.17 cfs @ '7.86 hrs, Volume=
0.17 cts @ 7.86 hrs, Volume=
0.17 cfs @ 7.86 hrs, Volume=
0.044 af
0.044 <Jf, Allen= 0%, Lag= 0.0 min
0.044 af
Routing by Stor-Ind method. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 447.60' @ 7.86 hrs .
Device
#1
RoutinQ
Primary
Invert Outlet Devices
447.50' 6.0" Horiz. CATCH BASIN
Limited to weir flow C= 0.600
Primary OutFlow Max=O.17 cfs @ 7.86 hrs HW=447.60' (Free Discharge)
'-1=CATCHBAsIN (Weir Controls 0.17 cfs @ 1.05 fps)
Inflow Area =
Inflow. =
Outflow =
Discarded =
Secondary =
Pond 3P: INFILTRATION POND
1.955 ac, Inflow Depth> 0.90"
0.56 cfs @ 7.86 hrs, Volume=
0.07 cfs @ 15.08 hrs, Volume=
0.07 cfs @ 15.08 hrs, Volume=
0.00 cts @ 0.00 hrs, Volume=
0.147 af
0.105 af, Allen= 87%, Lag= 433.4 min
0.105 af
0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 444.22' @ 15.01:1 hrs Surf.Area= 1,616 sf Storage= 2,449 cf
Date Received:
Plug-Flow detention time= 337.2 min calculated for 0.105 af (71% of inflow)
MAR - 6 2008
Original Submittal
"~
06-69fifthstreeta ptsPOSTCONSTR UICT25YR
Prepared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software SollJtions LLC
2-YEAR POST-CONSTRUCTION
Thurston 24-hr 2-vr Rainfall"'3. 1 0"
Page 29
2/29/2008
Center-aI-Mass del. li'!1e= 171.1 min ( 898.5 -.727.4 )
Volume
#1
Invert
442.00'
Avail.Storaqe Storaqe Description
6.214 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
(Ieet)
442.00
443.00
444.00
445.00
446.00
Surf.Area
(SQ-ft)
500
1,100
1,512
1,984
2,736
Inc. Store
(cubic-feet)
o
800
1,306
1,748
2,360
Cum.Store
(cubic-Ieet)
o
800
2,106
3,854
6,214
Device
#1
#2
RoutinQ
Discarded
Secondary
Invert Outlet Devices
0.00' 2,000 in/hr EXFIL TRATION over Surface area
446.20' 1,O'long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coel. (English) 2.49 2.56 2.70,2.69 2.68 2.69 2.67 2.64
Discarded OutFlow Max=0.07 cIs @ 15.08 hrs HW"'444.22' (Free Discharge)
L1=EXFIL TRATION (Exfiltration Controls 0.07 cfs)
.,:..S~C;P.llcl'!ry:,OuW!o'<V Max"'O.OO cfs @ OOOhrs HW=:442.00:"..(F,reeDischarge).
',,' 't:::2=Broad.CrestedRe'ctangularWeir"( Controls O.GIJ cfs) .. ..... '.
Pond 5P: CATCABASIN
Inflow Area =
Inflow '"
Outflow =
Primary =
0.073 ac, Inflow Depth> 2.86"
0.07 cfs @ 7.86 hrs, Volume=
0.07 cfs @ 7.86 hrs, Volume'"
0.07 cfs @ 7.86 hrs, Volume=
0.017 af
0.017 af, Atten'" 0%, Lag'" 0.0 min
0.017 af
Routing by Stor-Ind method, Time Span'" 0.00-24.00 hrs, dt'" 0.05 hrs
Peak Elev'" 447.65' @7.86 hrs .
. Device
#1
RoutinQ
Primary
Invert Outlet Devices
447.50' 6.0" Vert. CATCH BASIN C= 0.600
" Primary OutFlow Max=0.07 cfs @ 7.86 hrs HW=447.65' (Free Discharge)
. L1=CATCHBASIN (Orifice Controls 0.07 cfs @ 1.33 fps)
Pond 6P: CATCHBAIN
Inflow Area =
Inflow =
Outflow =
Primary =
,
. .0.064 ac. Inflow Depth> 2.86"
0.06 cfs @ 7.86 hrs, Volume=
0.06 cfs @ 7.86 hrs, Volume=
0.06 cfs @ 7.86 hrs, Volume=
0.015 af
0.015 af, Allen= 0%, Lag= 0.0 min
0.015 ?f
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Date Received:
MAR - 6 2008
Original Submittal
06-69fifthstreetaptsPOSTCONSTRU ICT25YR
Prepared by Keating Engineering LLC .
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
"
2-YEAR POST-CONSTRUCTION
Thurston 24-hr 2-yr Rainfall=3. 10"
Page 30
2/29/200fl
Peak Elev= 447.52' @ 7.86 hrs
Flood Elev= 448.50'
Device
#1
RoutinQ
Primary
Invert Outlet Devices
447.50' 24.0" Horiz. Orifice/Grate
Limited to weir flow C= 0.600
?~imary--0utFlcw-Max=I}B6-efs-@--i':"86-hrs-HW=44-r.52" 'fW=445c52'-.t:TVV-foitows-2:00" b'elowHWY""
't...1=Orifice/Grate (Weir Controls 0.06 cfs @ 0.46 fps) ,
.....':;~:-..;..,__.. ;;..'"':....... . .'-':;,0,-."
. ,_:.'~:~' .<.,.. .....; .;. . , ~. ,.
. Date Received:
MAR - 6 2008
Original Submittal
08/27/2007 15:55 FAX 541 736 1021 CITY OF SPRINGFIELD PW
..,.A,UI; 26 ;::007 l2:41PM K..a~' '''; Ene;i........r-inr; 541242....<;14
~ 00 2.' 003
p.2
pUfJLJC WORKS DEPARTMENT I E.......-.'1ng DMI&Jon
Pftane; ($111) ~ Fer: (541) 138-102'
STORMWATER MANAGEMENT SYSTEM SCOPE OF W9RK
Project Name: ~(~1}t ~ ~~ . AppUea.nt:
Auessorll l'an:el n ~O",-,. z.,~ . VI 'Z.?.GI i :';9~ . Date: .
Land use(ll):M D \1.- Phone II:
Project Size (Acres): 11.038 1M. , i Fax II:
Appnu..lmpervious Ana: J.1aj,o VI\..ot.. ~EDlail:
Project Description (Include a copy of Assessor' 9 map):
~~-JlS\.(lf '1.- t.,1~6f..t'"- ro/llvt ~O'1J.;h J1l MO~' A-RJ. Cf)"'Pu;f
~ \t.€A:rl~
,.AoAy{.'1
l54iJ4':I.-Oi13 .
~-Dlp It-
~,.J{"g.Jbt? ~ .UIl
1
. . .
DniDage Proposal (Public connl>Ction(s), dr' blorge IoaItiOD(S), cle. AtlBCh edditiooal sheet(s) ifnCCCZllary:
t'~-~11"G 1~F-I~-o.J er."'~ ~~ ~~j-/. .
'-41-1l\ t;r4.~\l.{..t;:Wc.-( oJ€-P:W14 '
fI:!.\nOlled Storm...ater 'Be~t M'DllpemeJl~ rt'!d:i~:
TIlESE ARB A TIAc.HED TO TIm TYPE II SPR. IN BREIF, PERVIOUS PAVEMENT WITH
CATCHBASINS, USING u,o'::'ATS. TO lNFIL !RATtON BASIN. OU1LET FOR. EM1:ROENCY ONLY
.... .,-"_.,~-"-,:_.,,,,,,'-'~.""
_.~
. ...~.'-7.,..,-:..
..., .-'
DnalDue StBdv Tme lEDSl"M Sectlon _Wl: lNottl, UH maY he ~ for Rational Method1
g Small Site Study - (uoe Rationlll Mt:lbad for calculations).
. Mid-Level DCVCWpmcDt Study - (..... Unit Hydrosnph Mathod for calcm.tiDns)
. Full D~ Development Study - (use Unit Hy1l.....~. MCllhoel for cakulalions)
l'
. '1' Hillside DeveloplllCl1t: N!J
FloodwaylFloodpJain: -'VA
Other 1urisdictions . ...
EI:rIIiJ'OnIB"ntlll ConliQsra*loall:
fi Wellhead Zone: t<? -[0 11'l1"
Ii WetlllDlllRiparian: I \lI~ -~. '
"II. Soil Type: ',. ---:\". f7e6 ~~ )':1-1,.- w..J ~1.dI
p, ""., ,..... AlIa!v.u:
& NJA
o Flow \ine for starting walC1' SUfface elevation:
o DcsigD. HGL to use for ~;...;:...g water surface elevation:
o MlmhoJeJJ~on to take analysis 10:
Date Received:
MAR - 6 2008
Original Submittal
08/27/2007 15:56 PAX 541 736 1021
CITY OP SPRINGPIELD PW
IitI 003/003
COMFLETESTuDYITEMS
I FO\' 00,
,Only: MA ~
'" Based upon rhe information provided on rhefronr of this sheet. thefolluwing rtpre.renls 0 minimum of what is neededfor an
application ro be complete/or subminaI with respect to drainage; how(!;Ver, this list snould,nolbe us~d in lieu of the Spri"gfield
Developmenl Code (SDC) or the Cicy 's EngineeTrng Design Manual. Compliance with these reqlliremmts does. not constitute sire
apprCNa1; Additional sire specific infonrratio!,- may be required Nore: Upon scoping sheef.submittaJ, ensure completed form has been
signed t" the space provided below:
lDt.rimDeslgn StndanlSlWater Qu~lity (EDSPM Chapter 3)
Req'd NIA.
lfJ. 0 All non-building rooftop (NBR) impOJVious surfaees sball be pr"..treat~d (e.g. multi-cbambaed catchbasin wloil filtration
medi.) for "_..:..,...Jer quality. Additionally; a minimum oCSO% of lbe NBR imperviow surface shall be treated by
vegcl3led wethods.
~ 0 Where required. vege1at;ve stollJlwater d..ign shall be consistent will> intwim desigu staDdards (EDSPM Section. 3.02), set
Corth by the Bureau of Environmental Service. (BES) or Clean Water Services (CWS).
. 0 For DeW NBR imperviow area less man 15,000 square feet, a simplified d.sigu .pproach may be foUowed as specified by the
BES for vegetative lreattncnL
Iil 0 If a 'tormW81ct treattnent swale is proposed, ,ubmit caleulationsl,poeifications:'Cor sizing. velocity, ,flow, side slopes, bottom
,lope, and .eed mix CQll.!lislent with either BES or CWS rntUiremODlS,
~ OWB!erQMlity calculatiotlS as required in Section 3.03,1 of the EDSPM. /(
51 0 All building rooftop mounted equipment, OJ other fluid eontJliWng equipment locau:d outside of the buildin& shaJI
be provided with secondary containment or wcatber resistant enclosure.
Ceneral Study Requirement! (EDSPM Section 4.03)
i;l 0 Drainage study prepared by a Professional Civil Engineer licensed in the slllteofOrcgon.
5J. 0 A complete drainage study, as required in E9SPM-S~OD 4.03,1, including. hydrologj~al:~l.!ldy m.p
Ml 0 Calculations showing S)'st,""" c.pacity for If::reYstoIlll event aDd overflow effects of I. 25-~dar storm evenL
tIf 0 lbe time of COD.contration (Tc) sball be delmniIled wing .~mmute stm1 time Cor de~eloped basins. .
.Rei'iewofDo:",~tre.m,SystemW~PJ\llS.~_tion 4.03.4.:9...~_ "." .' "
o .. IlA dOwnstrtBm diOinage aiiillysiS as dii,cribed.UiEDSPM 'Se.;uoD 4.63.4.c'.oo:sil."(ii'-.ili.ge 'sJl;illliogovemed.'oy the .
Oregon Plumbing Spocialty Code (OPSC). . . '. ' . .' '.' . .
o ij.EleYlltions ofth. HGL and !low liDes f~ both city and private sys= where applicable.
,. '
Design oC Storm Systems (EDSPM Section 4.04)
~ 0 Flow liD.., slope', rim elevatiOllS, pipe type and size' clearly indicaled on the plan set, /' . ' ., .
Irj 0 Mmimum pipe cover shall bc 18 wche. Cor reinforced pipe and 3 6 ~cbes Cor plain concreto ~ plastic pipe IJllltuials, or
proper engineering calculB!ions ,hallllC provided when less. The cover shalJbe sufficient to support an 80,000 lb load
without failure of me pipe structure. .
o fjoManning'S ''un values for pipes shall be cODSistent with Table 4-1 of the EDSP. AJl storm pipes sbalJ be desigued to achieve
a lIlinimlDD velocity of three (3) feel per second o! 0.5 pipe full bll$ocl on Table 4-1 as well.
OtberlMise
III 0 ExistiDg and proposed contoUt>, located at one fOOl interval. IDclud~ spot elev.i:iClllS and site grades ,bowing how site dnins
. 0 PriVllle stormwater ";'emtll~ shall be clearly depicted on plllDS when private stormwstEl" flows frOlll one ~. -r.' -, ,to anod:ler
B 0 Drywells shall Dot receive runoff from aiJy surface wlo being tn:ated by ooe or more BMPs, with the exception of residential
building roor. (EDSP Section 3.03.4;A). Additional provisions apply to tIW as required by the DEQ. Refer to the website:
wwwde<l.stllte"r.tWw"l""'undwaluiebome'b~ for more information. .
fjj. ODetention ponds shalJ be desigoed to limit nmoffto pre.development rmes Cor tbe 2 through 25-yearstollll e~ents
"This!orm shaD be incw~d a.s IJ11lI1t4ch""",~ inside thefronl cover, ofrhe fro""N'ate s",dy
l . IMPORTANT: ENGINEER PLEASE REitD BELD WAND SIGN!
A:. the cnginocr of reC<lrd, I h"",by certify the above required iteros III"t
complete and included with the submittocl stormwater study and plan set Signawe.
Date
Da~e r.~:.:.~'~:
Form V=ion 2: M!I11:b 2004
MAR - 6 2008
Original Submittal
~ 7-(~-b ..~. ~7,
f7~1:7 -P"0'fL frtf'.t- /'f'~ ~V(~V ?'e..E-
--l~ lt1?~VtOV7 7~~: J"L ~~ 7f
, . ) .
~t:- ftoM/U; of-' f';kYW ~ ; <?.1 300 ~F '>
N~ ~ ~?f:..:f:- :'4)4-bC> 7~
. . Date Received:
,
M~R - 6 2008
Original Submittal