HomeMy WebLinkAboutApplication APPLICANT 9/5/2007
City of Springfield
Development Services Department
225 Fifth Street
SPringfield, OR 97477
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Site Plan Application, Type II
Site Plan RevieW: ~ Major Site Plan Major Modification 0
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Description of
Proposal:
7E.e.- A-r1AGktt:::J?
# of lots/Parcels: . Avg. lot/Parcel Size: , ' sf Density: , : du/acre
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New Impervious Surface Coverage: If sf Bldg. Gross Floor Are'a: ~Sf
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Zoning:
Applicable RefinemEmt Plan:
location: City LimitS 0
Associated Applications:
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Pre~Submittal
Case No.: rvc. 1Jibl-a% ( Date:
Case No.: Date:
Application Fee: _$ ,Technical Fee: $
TOTAL FEE'S $
. Overlay District:
Plan Designation:
Urban GroWth Boundary 0
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-3,/ b,i~~ Reviewed by:
. Reviewed by:
Postage 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 to the Springfield Fee Schedule
for the Pre-Submittal Application fee. The submittal paCkage must conform to the
application completeness checklist attached 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 am 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 strongiy 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 City. A fee will be collected at that time and
the 120 day calendar review periOd will begin. When the Plaf1f1~.Lhas prepared a draft
land use dec:[~ion, the draft will be mailed/faxed to t~e'ap.Pli~~Qt'i~~R.e~/;d.e~jgJ;)"teaJn,,(or~"rc'
., ",,,,,,,,?"'",,,.,,,,. '.. '.' "'. "'~,,, '.' .".,,~;,.g,,"'fh".. .""..,. ^" ,
" ';.~.helrir~:~!~Xt,{~~~~}X~~lepPhCa?,~i?~~~Hpest, the planner will. SCh.eq,ule'a"meetlng tor:evlewthe
'draft wlth.:!appropnate staff",r.rcertaln ISsues need resolution before the final land use
decision is issued.
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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"bothstages in the
application process. An application without the OWner's signature will not be
accepted.
'Case Nu'mber:v~ '/.IJYI. 6ru;,r
The undersigned acknowledges that the information in this application is correct and accurate
for scheduling of the Pre-Submittal Meeting.
Owner:)O S'~ 5 ~ 2ioL-
'Signature
Date: 9'. '5-. D,
SUQ. S~
Print
Updated 12/8/2006 Brenda Jones
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I represent this application to be compiete for submittal 'to the City. Consistent with the
completeness check performed on this application at the Pre-Submittai Meeting, I affirm the
information identified by the City as necessary for processing the application is provided
herein or the information will not be provided if not otherwise contained within the submittal,
and the City may begin processing the application with the information as submitted. This
statement serves as written notice pursuant to the requirements of ORS 227,178 pertaining
to a comp'eie application .
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Date:
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Updated 12/8/2006 Brenda lanes
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O~:TAILED WRITTEN 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 L TD 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 offacade treatments
; . . and building styles, and landscape features to aid in way finding. , . ",!,",
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'Thebasic 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. Themail stop is centralized.
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The centerpiece of the community is a park-like area with swales, arbors, and hardscapes.
largest building on the site is to the rear.
The
All exterior lighting has been designed for a minimum of 1 Fe of ambient lighting, for security,
Most of it is placed on the buildings, so that building walls are lit up, giving a greater sense of light
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 recreation areas are provided behind the 4-plexes and the. remaining
single-family horne, 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.
Section I ~ Detailed Written Explanation
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Thc proposal shows a mixture of two and threc bedroom apartments with both attached and tuck-
under covered and enclosed parking, with four wlits 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,
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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 West Springfield Stormwater Master
Plan,
'I;;'~ "":,,'..;,:;i''''',,,Lahqscaping.is. provi~ed. in qti~~;;i(;s:.to;~~~~orm: to) thiS D(}*:Th,,:url:Janized nature ofthe 'site:"'",; ";.c;,.:;;i,,,Oi"'Q,)':<'
would suggest that WildlIfe habitat connectIvity need not be'addressed. ,.
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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.
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Stormwater Quality Measures:
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Weare proposing 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.
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4.12 DETENTION POND DESIGN
~tion ponds and other open impoundment facilities such as landscape areas, open playiI.1g fields and parklands,
shall comply with the requirements ofORS 537, in general and more specifically ORS 537.4 Ponds and Reservoirs.
They shall also comply with the following criteria:
A. Facility Geometries
Interior side slopes up to the maximum water surface shall'be no steeper than 3H:I V. If the interior slope
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Section I - Detailed Written Explanation
Page 1-2
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needs to be mowed, the slope shull be 4H: I V
I. Exterior side slopes sha"Hnot be steeper than 2H: IV unless analyzed for stability by a geotechniqll
engineer.
2. Pond waifs and/or dikes may be retaining walls, provided that the design is prepared and stamped by a
registered professio~a.l engineer and that a fence is provided along the top of the wall and that at least 25
percent of the pond perimeter will bea vegetated soil slope of not greater than 3H: IV.
3. Pond bottoms shall be level, and shaH be located a minimum oro.s fed below the inlet and outlet to
provide sediment storage.
Overflow - Emergency Spillway
A pond overflow system shall provide controlled discharge afthe design Slonn event for developed
contributing area without overtopping any part of the pond embankment or exceeding the capacity of the
emergency spillway. The design shall provide controlled discharge directly into the downstream conveyance
system. An emergency overflow spillway (secondary,overflow) shall be provided [0 safely pass the IOO-yetlf,
24-hour design storm event over the pon~ embankment in the event of control structure failure and for
stonn/runoff events exceeding design. The spillway shall be located to direct overflows safely towards the
downstream conveyance system. The ef1).ergency spillway shall be stabilized with riprap or other approved
means and shall extend to the toe of each face of the benn' embankment. These are indicated on the
drawings and detailed
Access - Maintenance ,,_
1. Pond access easements and roads shall b~ provided when ponds do not abut public right-of-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.
Access roads shall meet the following criteria:
1. Access r~ads shall have a maximum grade of 15 percent; and a maximum cross slope of3 percent.
2. A 40 foot minimum outside turning radius shall be provided on'the access road.
3. Access roads shall be a minimum of 15 feet wide on curved sections and 12 feet on straight sections.
4. Access roads in excess of 50 feet in length shall have a turn around unless approved by the City
Engineer.
5. Access roads shall have the capability of supporting a 20-ton vehicle under all weather conditions.
I -.. ,'. '- " .'", : ,E. " Berm Embankment -:-: Slope' St!lbj[i~ti!:,r'." ,_ ,~_.".,' " ,~, _ _~ " " _n' ,. '. ~,\i" T;!:'\~'''_'LI,~\<cL~;:~':,:, ",' _ '_"_~
, ',~~~~~~~:.t.j,3';;!:::i'Jfh';i'~~''''~~;~~!hWF~~!.~~:.~;!..''I'. Pond berm embankments "hjgner.~thiRTsix'1feet:'sh;[il ~'b~~ d€s'igritdr~Y:lrgeotechnical ~'civil en'gineer. Th'e1:;/~t.:~)!~~*,~~5!:-'"2..,
": ,.,',.,...~ ..... .). berm embankment shaH have a minimum 15~foot top width where necessary for maintenance access;
otherwise, top width m~y vary as recommended by the design engineer, but in no case shall top width be
less than four feet.
2. The toe of the exterior slope of pond berm embankment shall be no closer than five feet from the tract or
easement property line. '
3. The pond berm embankment shall be constructed on native consolidated soil (or adequately compacted
and stable fill soils analyzed by a geotechnical engineer) free ofloose surface soil materials, roots and
other organic debris.
4. The pond berm embankments shall be constructed by excavating a 'key' equal to 50 percent of the berm
embankment cross-sectiol}al height and width or as designed by a geotechnical engineer.
5: The berm embankment shall be constructed on. compacted soil (95 percent minimum dry density, per
At\SHTO T99, placed in six-inch lifts, with the following ~ sl)i I characteristics: 'u minimum of 30
perct7nt clay, a maximum of60 percent sand, a maximurn,of60 percent silt, with nominal grayel content
or as designed by a geotechnical engineer.
6. Anti-seepage collars shall be plac~d on pipes.in berni' embankments which impound water great~r 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. PDX mixture is specified
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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.
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Section I - Detailed Written Explanation
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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 pavement areas, (except for landscape sidewalks), and the
catchbasins are fitted with filtration systems, this will provide adequate pretreatment prior to
infiltration or emergency overland flows.
Current use of the Site:
The site contains two small hOllses.
Special site features
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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
report, but generally, the site is overlain with type CL silty clay loam.
Estimated cut-fill quantities
Total fill (import): CY
. , " Total excavation (re-used on site) " ". CY .
I',.. " ...., 'T I 'Ex" . (h I ft) ~;,., ,",Y, 8"':"""';:"""'"''''';''''''.''''' ":;'
~:~r.~H,~:';"~~5J~:~~!l':~.\~a~ota . :.,,<~9!X~t!Q!1.' ~u -o,~., -fii:h~':'o.4t~.~:)~1!';U-!.."1:c"''''" '-, '~"~$',t:~'~!~;;'J:rf.I{)'il_"~." T
" This infomiation developed by the "xpected sitework contractor'(Delta) base' on most recent.
grading plans.
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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 property boundary.
Section 1 - Detailed Written Explanation
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A{'VU~~ Cc1Ii
FiFTH S'H1EET APAF~TMt:i\jTS
RESiDENTIAL C0l'v1~J1UN1TY
1980 AND 1990 FiFTH STREET
SPRINGFIELD, OREGON
SITE PLAN REVIEW APPLICATION
TABLE OF CONTENTS
SECTio.l~ 1 - DETAilED WRITTEN DESCRIPTION
APPLICATION AND FEES
SECTIo.N 2 -CiTLE REPo.RTS iNDiCATING o.WNERSHIP
SECTlo.N 3 - ADDiTiONAL Co.PY o.F SITE PLAN REDUCED
SECTION 4 -No.T USED
SECTIo.N 5 - STo.RMWATER MANAGEMENTS SYSTEMS
SOilS REPORT
'..'", SECTION 6 -LOCAL ~TD BUS ROUTES
'. TRAFFICIMPACTANALYSISNGT P.RQVIDED,
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SECTION 7 - DR.AWiNGS
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STATUTORY -- - - ...-- .
'VARRANT\" OEF.D
. EXPRESS CREDITCORP., successor to
, L^ND ASSOCIATES. INC., DBA L6,ND ...S.SPCIATES FINANCE- -"~-
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.con....eys and warrants 10. THOMA~,.J:U1iK1 F ::tn.-I_MARY s. :;co.I~:_._husbanrl
Grantee,
. Granlor,
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the lollowing deSGribed real property tree ot encumbrances excepl 9S apeclllcally set fQrth herein situated in
County. Oregon, to-wit:
Beginning at a point which is North 89054' West 627.82 feet and North 0006'45"
E.;st, 913.28 feet from the Southeast corner of the .)acob Halstead Donation Land
Claim No. 47, Section 26, Township 17 Svuth, Range 3 West of the Willamette
Meridian; thence run North 89054'West 313.50 feet; thence North 0006'45" East,
70.",1 feet; thence South 89054' East, 313.50 feet; thence South 0006'45" West,
70.41 feet to the point of beginning, in lane County, Oregon.
SUBJECT TO:
\) 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
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The said property Is free from encumbranc8B except: as set forth above.
The true:conslderatlon for thIs conveyance Is $ 37" 000.00
117AOOl 12/1S/87MCK '.e..
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THIS INSTRtjMENTWkJ. NOT AllOW USE OF THE ~ROPERTY DESCRIBED IN THISINSmUMENT IN VIOLATION OF APPLICABLE LAND USE LAWS
AND REGULATlONS.-SEFORE SIGNING OR ACCEPTING THIS INSTRUMENT, THE PERSON ACQUIRING FEE TITlE TO THE PROPERTY SHOULD CHECK
WITH THE APPROPRIATE CITY OR COUNTY PLANNING DEPARTMENT TO VERIFY APROVED USES.
EXPRESSCREDITCO P"i;U essor to'
D.... "'10"_ '.1 th da, 01 n,.r,.mh,.~ __.1lJ-, LAND AS OCI TES INC., "';' .{,
DBA' LA ATES IN~E .'
By: '(7-
STATE OF OREGON. County al
p,11IOn<Y appeared to obcwO named
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voluntary act and deed.
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and adiMW!1dood the 10ftg0Ing Nwment to be
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Natl.rJ' Public: lor Oregon
'if STATE OF OREGON. County 01 ~6 I.L
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IlECOflO(I1'S USE Wile County Qn'lCIAL fl~(Old~
L,lncCounlyClclx
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__n___________n______________.
un"I,.q"""do'.n""It.,"nd.IIW'1'1.""nl'101".m..Add,...;I1~l:
_5.tllDlfY_ II._ ruld.Jo.:ic..e_~1.-nc.eSCl:_. - -----. ---.
__UWil.l{Qr1h_~_tlJ S.ltCJ.:Lmnn_mm_~__nn_'
__Smi"~fieJ<l,.o.in91.11_L-m- ______'_____n____
By
CounlyCkrk
. .____n_________n___ _u__n__H____u_____
/1-(JJ-), b- 21' 03'30() OARGAI" AND 'ALE 0",0
KNOW ALL BY THESE PRESENTS that ~~_._____~____._~WILL!MlLP-"-LlGllT.EOOT"--uu----------.-u-----:---'
_____n_.._u__.___n_nnnnn___n_________________un___n____n__..__n____nun_______n_______________u_~..__'
hereinafter CJl1cd grantor, for the consideration hereinafter stated, does hereby grJIlI, barg:lin',sell.ll1~ convey unto nn_____n_nn__
______~_S:rAl{L.El'JI._nEf.SER_AND_JD_Y_G.E.M... Rr.r.~r.f1 llusbnnd.Md_Wlfe..__________mn__m__m.__m' ;1
hereinanereal1ed granlee, oml unto granlee's heirs, successors and assigns, 011 of lh:l.t certninreal property, Wilh the lcnemC:1lS, hercd-
itaments om.! oppurtenanees thereunto belonging or in ony way appertailling, situ:l.led in 4_"___~_(lnC____m__n___n___n__ Counly,
SI:l.le of Orcgon, tJcscribcd:lS follows,lO.wil:
The East 1/2 of tho following described property: Bcgin'nil1g~ at a point on the West
line of North 5th Street if extended 510.7 feet South of monument 111 which is
627.82 feet West and 1570 fep,t North of the Southeast corner of tho 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, Ore';;Jon.
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~~JUL.14'97"08PFU~TI 10.ooi
~JUL.14'97tl08A&T, FUND 20,ooi
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I;F SPACE :!<sumCIEIH, CQI{Iu;uE ctsCRiPTlOllo.'l RMI13Q
To ll:lve :l.nl.!1o Holtlthe same unlO gr;lntee and gr:l.ntee's heirs, successors :l.nt! assigns forever, "
The trUe llnd actual consideration paid for lhislronsfcr, stilted in {ermsof dollars, is s_J{9ngm_____n_._n_. CD'I-low~ver, the ','
aClual C'onsitJcrulion consisl.~ of or includcs other property or value given or promised which is 0 p:l.rt of the 0 the whole(intlic~le
which) consider;llinn.<D (The s.:nl~no;o btl'HW \ll. l)'mbollm. irno[ ~I'F'~~!:ll<', ~hould be rldtl~d, S~t ORS 93,030.)
In conslruing this deed, wherc lhc contcxl so requires, Ihe singul~r includes lhe p[ur~l, and all grJmm:llicJI changes sh:l.lI be "
m;ldc so th:l.llhis deed sh~1l apply equally to C()rpol:l.tion~ rind to individu:l.ls,., \ l . 97 ii
IN WITNESS WHEREOF, the granlor hJS execuletl this inslrumcnllhis _.:::1.._u d3Y of _o:J.v....'~_:_~m___m' 19...__; if
grrmtor is a corporalion, it has c:l.uscd ilS name to be j;igned ;lOti its seal, if any, offixed by an officer or ol1iCr person duly aulhorized I'
;:':~::T:~::':;:"::l;;'O::::;ru:i;';;~~; PROPEATY OESCAIBEO IN ___t,4fdtm.-@.-:f;,j?p>/.4:-f.n----m------:;
~WriN~~:~ro~~T~~G~I~\f~~~ig~:~~~18Af~I~~~?~US'~E~f~j~~#~O~j Wi inm P. LlghtfOO'f1lkpf:rOfH-., il
ACQUIRtNG FH TITLE TO THE PROPERTY SIlOVlO CHECK WITH THE APPRO- _.__~...__m_____n___m__.._h.mu___._.._m__m_______.
PRIATECITYORCOUNTYPWiNlNGOEPARTMENTTOVERIFYAPrnOVEOUSES
NKi 1Q (!HEfl.MI~iE ANY t1M!TS QN [A\'ISUITS A'1AI~jST fAR'.~JlJG OR Fl}JtEST
PRACTICES AS OfflNED IN ORS 30,930,
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______n___.___________________________4___U__4u___hn______
STATE Of OREGON, County of ___._____.LDllC_m_.___u__...n_)$S_ ~ .
This inslrumcnt W:l.S :l.cknowledged before me on _._..._____m._..~~.~\~-..c.::.<--m-~' 19.._~.'.i ::
by _____h._H illillffiY~1ightfnoL~_____:__n_m_n.____.____ _h._nC___________ no __u_..:~___. ~.u !!
. ...... "'~....,,'~'" "~~_~kn"~....yb~- ~..-.-
.____.._n______un________u___.___., ..
----:,
uy _________.___ _un____.____.__nn~_~____ .n__.____nh________u____h__n___. --- n___'__' un' .----
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~ycol.r;f~5~~~~'S~~.11t;: ~ l.~~_~..___._______m___u_mo_~_" I,'
. _.c-=--~ _ ~" Notary Puhilcfo;<.3~son .
My commission ellpires d)Q.IL!~-J-~~~_'.:!n~___:n:____.n~'h .;;,
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After recording, ~elUm 10: ~~
Until a ch,mgc is requested, all tax
statements sholl be sent to the following
address:
St:mlf'.v Reese.r
)(J:.J-I'Jo"; I
~tanJt'.v Rf'.C'.ser
1~90 N. 5th Str~(>t
Sprin'gficld, -OR 97477
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t-1!IJ.r 1Jp'~(l!t'\II](]. 13f'_IIt[l) Tn~
KEY TITLE COMPANY
p,o Box 1458
Eugana, OR 97440 . 2{!@JUL.14~91#08f\EC 1O.0D
(7-03-2 L_'J.Y'-U530) ;;G;;QJUL. 14' 97<<OBffUND 10,00
STATTJ'I'ORY SPECIAL WARRANTY OICEIT9,QJUL.IQ'971108AOT FUND 20.00
(ORS 93,855)
Edwin J. Pelerson, Trustee of the Edwin J. Peterson Revocable Living Trust dated
December 20, 1994 and Dolores A. Peterson, Grantor, convey and specially warrant to Stanley
Reeser and Joyce Reeser, husband and wife, Grantee, the following described real property, free
of encumbrances except as specifically set forth herein:
Beginning at a point in the West !lne of Fifth Street'in the !Own of Springfield
extended 510,n feet south of Monument No. ill which is located in said West
line of Fifth Street 626.82 feet West and 1570 feet Nonll of tilC Saudleast corner
of the Jacob Halstead and wife D,L,C. No, 47, in Section 6, Township 17 South,
Rilngc 3 West, W.M, -in L1nc 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 less to the beginning, aU lying and being in
what is known as the Seavey tracts lying North of Springfield, Oregon.
;"l,~t;
~ 5..:::. ....:~~EXCEP:T. thc"jI,lesl"ol1c-./mlftl1ereof.
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SUBJECT Tel;
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All conditions, restrictions, covenants and cm:umbr;mces or-record,
The true consideration for this conveyance is olher value.
TIllS INSTRUMENT WILL NOT ALLOW USE OF TIlE,PROPERTY DESCRlBED
. IN TIlE INSTRUlI-JENT IN VIOLATION OF APPLICABLE LAND USE LAWS AND
REGULATIONS, BEFORE SIGNING OR ACCEPTING TIllS INSTRUMENT, TIlE PERSON
ACQurmNG FEE TITLE TO TIlE PROPERTY SHOULD CHECK WIlli TIlE
APPROPRIATE CITY OR COUNTY PLANNING DEPARTMENT TO VlliUFY APPROVED
Pllge I - STATUTORY SPECIAL \VA.RRANIT DEED; Rcc.,scrlPelcrson
10j31002\1WARlt.-\J'"/T.Dl!Dljrol
((I.I,09.l,)16)
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USES iu'lD TO DETERJ\HNE ANY LIMITS ON LAWSUITS AGAINST FARMING OR
FOREST PRACTICES AS DEFINED IN ORS 30.930. (ORS 93,040.)
DATED this;}..Q. day of () M//, ' 1995,
('I '~'O-l-
(rl (j/-I A";7 1>((L,/j{;(1 j
Edwin J. PclcrsO , Trustee
C) t0Jlfta,/ () (j)-.L;;;;;,;'~
Dolores A. Peterson
STATE OF OREGON )
)55.
Couoty of Marion )
. This if!strumeil( was .Icknowlcdgcd before me OI~...p{J 2:0 .:r-ES' by Edwin J.
pct.erson, Trustee of the Edwin J. Peterson Revocable Living Trus(datcd D ember 20, 1994.
_~r efonh~81~Ai:~~y 0b ('{\.~ ClJ-I\ .
. ' VI ~1~,~'i,iR'l' PUBLIC. OREGON NOTARY PUBUC FOR OREGON ~- 0
.~ (("IMIS:-iION NO. 010607 C" n..' ) t -J. 7 - C; ~
I,WCClMMI$ZIOIH)NlfS NQ". 21.19%, . My ornnllSSIOn ~pucs:
This instrument was (lc!-...,lowlctlbcd before me on !\" \"" ~ \ ;l '7
by Dolores A. Peterson. '
=+<aAj)/n/ ?l lJr,,, jO-i--
NOTARY PUBUC FOR CAUFOrouX
My commission Expires:Q/2pl:e,.mbo"- 2-Q/I.'iJ5
".... ~.r
STATE OF CAUFOrouA
..~~,;i;~~-::: ~~'.'~~.,\>,i.!;Y~~~ . ~.'
County or,';YLn'"rna.:teo
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Before me:
.'1)" "oFFICIA.L- SEII-L"
, . 'Karen R. "DaWley ,
, cP . NOTAA't' PUBLIC CALIFORNIA)
S.-Jl MATEO COVNl'f
, M, ccmlll Ell/Ilea Stfll 21. 1~~!
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1995,
Page 2. STATUTORY SPECIAL WARRANTY DEED; Recscr/Pclerson
701)100l\1WAJl.RANT.DlJD1iml
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lfilrunl\l, 0 h~r~Oy cerUfy I),.lllhe Willlln
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TITLE INSURANCE SERVICES . ESCROW ClOSINGS
HiH CENTENNIAL BLVD. . SPRINGFIELD, OR 97477
p,o. BOX 931 . SPRINGFIELD, OR 97477
PHONE: 541.741,1981
FAX: 541.741.06'19
87S COUNTRY CLUB RD. . EUGENE, OR 97401
P.O. BOX 10211 . EUGENE, OR 97440
PHONE: 541.6B7.9794
FAX: 541.687,0924
March] 4, 2007 ,.
OurOrderNo.: ELT-52873
PRELIMINARY TITLE REPORT
Julie Roy
34143 Meyers Road
Cottage Grove, OR 97424
Estimated Premium for:
PARTIAL BILLING
TOTAL
Dear Julie:
$200.00
$200,00
I.",'.., .-
'<~7''''''''~''-'''<!'':Vf'.-''''''--
~~Y0 .;;rf;.~<r'
We are prepared,to issue ~mrequest and on recording of the appropri,ll,te;doc~~nts;,a.policy or .. '
,.' \.1 ':.. _ ,_' '. :... _.' ,','. . ..'- .'~ _ " . .' ~"." ~:' ~;_;.... ;._..4..;;..... ,_, - _. . . .
policies as' applied for'.withccoverages'as iridicatedo-based on this prelimimirY;report"'Y"i:~::;;'''&1''!""",,--,:!,j:h~2!'!''''~>~-'
;:'?/,;,.,....... "'::;":io.'i~.\'.''1, . -~,.'"..I'-~'..,. \lr_-;'.:~ ;;.
LEGAL DESCRIPTION:
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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, 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 J 7 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, m.Lane County, Oregon.
Showing fee simple titleas of March 5, 2007, at 8:00 a,ri1., 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 poJ(cy form, No liability is assulI)jld until a jUlI premium has been paid.
CONTINUED
.. .~_o~ "IN OUR BUSINESS, YOU MATTER MOST"
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ELT - 52873
Page 2
SCHEDULE B
GENERAL EXCEPTIONS
I, Taxes or assessments which are not shown as'existing liyns 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 thc 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 right to a lien, for services, labor, material, ,equipment rental or workers
compensati,on,heretofore or hereafter furnished, imposed bXla,w.J!J19.\19t,shown by the public
. retords.'h:tiil'<~\!"'ii,;~-\.;,;,:;"=,,,,,,,,,~;:~~"~,,;,p,.' : .~t'!' "<;~?;;f;i;;~:,;>.;, ""~!1,h~,,' ~;';~;F.i;;"''''''''''-'
CURRENT EXCEPTIONS
6. Taxes, Map No. 17-03-26-24-03300, Code 19-00, Account No. 0218980, 2006-2007, a lien
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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 Evergreen Land Title Co., as Trustee, for
the benefit of Stanley H. Reeser and Joyce M. Reeser, hus~and 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 of a Note for $100,099.00,
NOTE: The address of the property to be insured herein is: 1990 5TH STREET,
SPRINGFIELD, OREGON 97477.
NOTE: A JUDGEMENTILIE:NIBANKRUPTCY SEARCH was done for the name(s) R82,
L.LC., and as of March 5, 2007, none were found. .
NOTE: As of March 5, 2007, there are no liens for the City of Springfield.
, .
CONTINUED
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EL T - 52873
Page 3
fNFORMA TIONAL NOTE: The vesting deed and changes within the last 24:n1onths arc as
. follows:
WARRANTY DEED RECORDED July 10,2006, FROMST ANLEY 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
tIA;I WcvVC
By:
Jeffrey K. Walker
Advisory Title Officer
,..:':1""'N0't!IPiBILITY IS ASSUMED HEREUNDER UNTIL;ROLICY,JS ISSUED AND .
, .... " . >\.,. :,,',-.. "-"/.-'.',
-.. "~PREMItJM',PMD:-1FFOR;~~REASON THE REPOR:tiI~.i95\~QE1hED~~A';I\4XrtIMYM
CANCELLATION FEE OF $200,00 WILL BE CHARGED; - :.-, -. .
~:- hl
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1651 CENTENNIAL BLVD..' SPRINGFIELD, OR 97477
P.O. BOX 931 . SPRINGFIELD, OR 97477
PHONE: 541.741.19B1
FAX: 541.741.0619
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TITLE INSURANCE SERVICES' ESCROW CLOSINGS ~...... -. -,.. ,---"-
,B75 COUNTRY ClUB RD, . EUGENE, OR 97401
P.O, BOX 10211 . EUGENE, OR 97440
PHONE: 541.6B7,9794
FAX: 541.687.0924
April 3, 2007
Our Order No.: ELT-53007
PRELIMINARY TITLE REPORT
Tom Hinkle
1980 5th Street
Springfield, Oregon 97477
Estimated Premium for:
PARTIAL BILLING
ADDITIONAL CHAIN
$200,00
$100,00
Dear Tom: .
TOTAL
$300.00
1,;";l":~':::';~'})::'}o/eare, prepareAt9 issue or request and ol1,n!c'o'f4ing!'Of~he!apprqpriatedQcuments, a policy or
",7 '-'~'''':!:/:'.fti:r~'pf6H2'[~~;-'~~'app fl~a~'ro~r~wi thO coverages a~ i'tidi cat~d ~p'~s'~d{5Ir'fi1'iYp:r'~H~}1~~J~)Nf:~pocii~~
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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, LLC.,
an Oregon limited liability company (as to 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,
CONTINUED
.. "IN OUR BUSINESS, YOU MATTER MOST"
www.evergreenlandtitle.com
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4,. Discrepancies, conflicts in boundary lines, shortage in area, encroachments or other facts
I which a correct survey would disclose. '~
5, Any lien, or right to a lien, for services, labor, material, equipment rental or workers
"1'-')li!ii:.Llr.';i\,,,,,,~,,,compet1Sation heretofore or hereafte'r'furni'sli'bd';timpo,seci,by law,and not shown by the public:{:,;;:i:I':).':lftti\Hii'l1i!,'"
; f{;~'~~.f~:~tY7~~~~~!l~}tf1't;~ordst~~f~f0~~~'~~"';" - . .~~ ""~il;1'~~:~f;~!'~ltl~~H~;:J~~;;~~;l-;~"~'~.~~7f'~:~~:~)~~~t";:'r:'. " !~t'.. .. "';'''~;f:'ff/~~~~~~&:!t~~
ELT - 53007
Page 2
SCHEDULE R
GENERAL EXCEPTIONS
I, Taxes or assessments which are not shown as existing liens by the records of any taxing
authority that le~ies taxes or assessments on real propeliy 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.
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CURRENT EXCEPTIONS
6, Taxes, Map No, 17-03-26-24-03300, Code 19-00, AccoJ,nt No, 0218980,2006-2007, a lien
in the original amount of $1 ,214.] 2, of which $404.71, is mlpaid, (Parcel 2)
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 ofa 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, as Beneficiary, Dated June 16,2003, Recorded April 25, 2006,
Reception No, 2006-028133, Official Records of Lane County, Oregon, given to secure
payment of a Note for $53,000,00, (Affects Parcel I)
CONTINUED
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ELT - 53007.
Page 3
fO. Deed of Trust, including the terms nnd provisions thereot; executed by R82, L.L.c., all
Oregon limited liability company, as Grantor(s), to Evergreen Land Title Co" as Trustee, (or
the benefit of Stanley H. Reeser and Joyce M. Reeser, husband and wife, as Beneficiary, Dated
July6, 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, (Affects Parcel 2)
NOTE: Taxes, Map No. 17-03-26-24-03201, Code 19-00, Account No. 1068715,2006-2007,
$2,015,55, paid in fulL (Parcell)
NOTE: The address of the property to be insured herein is:
1980 5TH STREET, SPRINGFIELD, OREGON 97477 (Parcell)
1990 5TH 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, LLC., 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: '
:;I\'~'''~' :p"" . "-~';(;;~~" - " , .",.,.f.ii;:,;:;;:.~~r!;,t~j\~1i}ir'.:tt~~,;;;i'.~,Et'~~;,,~ ;'I~, , '. ~";i""':"" , ,;J!fi;'\ti;.';~it~/~hn'\'f~1;~;~\'~~jj,;""", :'J.
; )"";1',;""."", :YJ1\VA'RRANTY D EED RECORDED'),fj~t'~mi3\~,?'lf'5:'''r98iji;;1''R:01V1'EXPRESS cRib 1Tc6R~:~iti~,'ft'ii""'~k.,-.,,<,,,
SUCCESSOR TO LAND ASSOCIATES, INC., DBA LAND ASSOCIATES FINANCE, TO
THOMAS R. HINKLE AND MARY S SCOTT, HUSBAND AND WIFE, RECEPTION NO,
87-54037,
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Very tml y yours,
EVERGREEN LAND TITLE COMPANY
HOME OFFICE
By:
ifJfJ~
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.
..'
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ELT - 53007
Page 1 0 f I
Legal Description
.EXHIBIT A
PARCEL 1:
Beginning at a point which is North 890 54' West 627.82 feet and North 00 06' 45" East 913,28
feet from the Southeast comer ofthe 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, 70AI feet; thende South 890 54' East, 313.50 feet;
thence South 00 06' 45" West, 70A 1 feet to the Point of Beginning, in Lane County, Oregon.
PARCEL 2:
The East Y:, of the following described property: Begilming at a point on the West line of North
5th Street if extended 510,7 feet South of monument II], which is 627,82 feet West and ]570
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.
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08/27/2007 15,55 FAX 541 7J6 1021 CITY OF SPRINGFIELD PW
__.,~Ul;' 26 2007 12:41P' - Keat.inc; Enc;ine"rinl; .'412420S14
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pUfJUC WORKS DEPARTM'U"" ; ". d '" , ' 00g DMsJon
Phone; f5111J ~~ ,...: (541) 13&.102'
STORMW A TER MANAGEMENT SYSTEM SCOPE OF WORK
erft?{,f. ~~
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Project Name: F'r~-n{ ~ ~~ Appll~i:
,u,c8SorsPaneJ '11-{}~.z.,L.vr z..?..ol i ?;9~Date: . .
Land Use(3): '10'\ D ~ . _ ,Phone #:
Project Size (Ac:res): ~M_ -~FlU#:
ApproJ.lmpervions Area: Jk1Jto ,,~ ~WJY'Email:
Projm DelicriptioD (IDcludc 8 copy of Assesoor's map)'
ru~..J~f '2-- ~1~6t.€"Po/ltvt ~O'1.eh ~ MOr' A-r:r: C'V"1PWf
Drawage Proposal (Pu. blic conn. ection(s), r' barge 1ocation{s), etc. AtIIIoh additiooal sheet(. s) ifnecCSllary:
~~,~11"G' l~fl~-g.J 6';<""~ ~~ ~~,.J.' ' ,
Wl---n;\ t;t4~I4-e:wt1 WGFFw4 " ., . .
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~ ._,.. ~_., ':'" ,~....,.,,,_. -_,' _r'
'~DDSed StnrmwatU Be~t M ~~.......t Pr:acti~:" .,.'"
TIIESE ARB A TT ACHEDTOTIIE TYPE II SPR. IN BREIF, PERVIOUS PAVEMENT WTIH
CATCImASINS, USING INSERTS, TO INFILTRATION BASIN. OUlLET FOR EMERGENCY ONLY
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DrmIDIIft Studv TvIle (EmJPM Sec:tIon 4.03.2\: (Note. DR mav be SIltl~~ for Rationlll Method)
:J SwalI Site Study -; (..... Rilticmal Method for cakulations)
if Mid-Level DevelopmcDt Study - (use UDil H);' _~ ...1. Mclhocl for calcUlations)
:J Full Drainage Development Study - (lI.'l<l Unit llylIrognlph Method. for cOOlJatjOllS)
~"ntaJ Cond!li.....Io11s:
ii'lWellbead Zone: .,::, -lQ 11:>1"
~ Wet1and1Ri . : l.l/8 ·
1@iSoiIType: partBI1 _I ~ ~~) -:J.l.-~~
POWJdltream AJlalV.iS: \.. .
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FloodwaylFloodplain: ~
Other Jurisdictions -
NJA
Flow \ine for starting water surface elevation:
Design RGL to use for star1ing water su.rfiIce elevation: .
. Manhole/Juncti~ to take Malysis to:
I
08127/2007 15:56 FAX 541 736 1021
CITY OF SPRINGFIELD pw
16003/003
I
CO~LETESTUDYITEMS
'rr'" Qffidol U" Only, tv1!l S
I
* Based u.pon the information provided on rhefronr of this shee.r, the/ollawihg repre.senls Q minimum ofwf1at'is ne~dt!dforan
applicatior1 ro be complete/or submittal with respecflo drainage; however, lhis lisr shou.1d not be used in /ieuofthe Springfield
DfnJelopmt!n1 Code (SDC) or the .Ciry 's Engtneering Design Man}Jal. Compliance with these requirements does not constitute site
appr(JlJa1: Additional site spe.cific information ~ay be requ{red NOfe: Upon scoping sheet submittal, ensure comple.tedform has been.
signed in the space pr(JVided below:
luterim DesIgn S",.d.rdolW.ter Quality (EDSPM Chapter 3)
Req'd NIA.
"- 0 All non-building rooftop (NBR) impeJVious surfaces shall be pro.-treated (e:g. multi-chambered C<ltchbasin wloil filtrotion
media) for storiowater quality. Additi.onaUy, a minimum of 50% of tbeNER impervious surface sball he treated by
vegetated xnetbods,
IJj 0 Where required, voge13tive stonnw.ter design shall be consislent witb int.mm design 5t8IldMds (EDSPM Section 3.02), set
forth by the Bureau of Environmental Services (BES) or Clean Water Servic'es (CWS).
{;j 0 Fo; now NER impervious ar"" less tbllll15,OOO sqUMe feet, a simplified design approach may be followed as specified by the
BES for vegetative treatment '
Iil 0 If a stormwBIer treatment swale is proposed, submjr calculationsJspecificatioris for sUing, velocity, flow, side slopes, bottom
slope, and seed mix COIl'listent with either BES or CWS ",quisem=,
~ DWBIet QualitY calculations as required in Section 3.03,1 of the EDSPM ,
~ 0 AJI building rooftop mounted equipment, or other fluid e6ntaining equipment located outside of the'building, ,hall
be provided with ~ecODdary containment or weather resiStant enclosure~
General SlIIdy Requirement. (EDSPM Section 4;03)
W 0 Drainage study prepared by . Professional Civil Engineer licensed in the state of Oregon, '
5 0 A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological srody map.
ilil 0 Calculations showing system capacity fo: . 2-year storm event iUld overflow effects of. 25-year ,torm event
~, 0 The time of CODcontnlliOD (Tc) sball be determIDed using. 10 minute start time for developed baSins,
=;1 Review_Ofp,~~n.~tre'';''System(Ep~J.:.~'~_e!;~iQ~.~,03,4.C) . ";.' '. . ";(,,,,2:"""'"''<'''(;6';''''''''' ";,"0"",.:",,,...~
D IjlAdownstreaDl drainage'lI'i;iiilysis liS de.cn1>ed in EDSPM Semon 4,03:1:E~'On'5ite dminage sb,all;))~;govcinod by the
Oregon Plumbing Specialty Code (OPSC). "
o ij Elevatioll5 of the HGL and floW lines for hoth city and private sys~ where applicable.
Design oC Storm Systems (EDSPM SectioD 4.04) ,
III 0 Flow lin.s, slopes, rim elevations, pipe type and sjus clearly iDdicated OD 1he pi"" set.
Ii1 0 Minimum pipe cover shallbc 18 incbes Conein!orced pipe and 36 inches fur plain CODcrete and pl~tic pipe materials, or
proper engineering calculations shall. be provided wben less. The cover 9halJbe sufficient to support' an 80,000 Ib load
without fuilure of the pipe structure.
D rjoMaDlting's "n" values for pipes sball becoosistent with Table 4.1 of the EnSp. AJI storm pipes 9halJ be designed to aclrieve
a minimum velocity, of thre.(3) feet p'" second at 0.5 pipe full based on Table 4.1 as well.
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Mj 0 Existing aDd proposed conto~, 10C<lted at one fool interval. Include spot elevati0D5 md ,ite gnides sbowing bow site drains
~ 0 PriValestmmwater easements shall be clearly depicted on plans when private stotmmter flows from ODe proparty to anotber
!j 0 Drywells shall Dol receive runoff from llIIY surface wlo being mated by one or more BMPs, with lbe excaption of residential
building roofs (EDSP Sectioo 3,03,4:A). Additional provisions opply to this as requised by lbe DEQ, Refer '" tbewebsite:
www_ru:o.stBte_or.usIwo/Q'TOundwaluic.bame.hCl1J for.IDore information. '
ili ODeteDtioD ponds 9halJ be designed to limit nmof[ to pre-developmentl'lles for the 2 through 2S.year, stOrID e~enll;
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'Thisform shrdI be included IlS an I11tJJchmen4' inside thefronr"cover, ofrhe sro""wo1t!1' stlldy
I 'IMPORTANT: crveINtER PLE..4SE READ BELOW AND SIGN! !
As th. engine", of record, I bereby certiiY <be above'required itelDs are
complete and included with'IDe submitted stormwater study and plan set Signature
Daie
Form Ver;ioD2: Marcil 2004
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=titS MAe.IUO ASSIST
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I!.ULAIIN~ PROPERTY
THE COMPANY ASSUMES NO
LIABILITY fOR INACCURA.CfES.
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STORMWATER TREATMENT
Treaunent Facilities for the s_ite will include sedimentation (in inlet devi,ces and bioswales), fi1trati~n (in parkiIlg~area
inlet devices), plant uptake, adsorption, and bacterial decomposition (ir; a basin and the soils directly beneath). Since
treatment effectiveness is improved is more than one strategy is used in,series, and the most sensitive pretreatment
system is associated with parking area drainage, we will link catchbasin pretreatment with a detention/infiltration
basin for all of the parking area stonnwater drainage as is possible, given the land area available and the City of
Springfield requirements for pretreatment of at least 50% of the stormwater. The proposed parking area pretreatment
is designed to deal with conventional pollutants (TSS, heavy metals, fecal colifonn from ocassional animal waste)
and nutrients (suspended and dissolved nitrates and phosphorous from fertilizer use). Nutrients are of concern for
ground and surface water, and therefore the use of fertilizers will be minimized by the selection of native or
Willamette-valley adapted species selections,
Urban stonnwater contributes to diminished water quality standards, and can be characterized or associated with
specific land uses. The order of increasing pollution concentrations by land use types are; open space, residential,
commercial, in-stream industrial, transportation and in_pipe industry. The proposed use is residential, and near the
low end of the spectrum for pollution risk.
The type of protection to be provided to the receiving water depends on the pollutants to be controlled and levels of
control to be achieved. At this time, the City of Springfield has specified requirements for stonnwater, and design
requirements for conveyance systems, such as piping, culverts, outfalls, swales, and ditches. These are coupled with
design protocols for infiltration systems, detention, retention, biofiltration etc, tacilities
Stonnwater treatment facilities in the Pacific Northwest generally require the design parameter to be for either a 2-
10-25 year or 100 year 24 hour storm event depending upon the site location and potential for pollution. The design
requirements for this project are as excerpted below, Comments with respect to the design team's response to the
'r. '~~";;:; >iequiren~ents ar~ appeQ.d~ci to each section in boldface. typ';:'~.: ~~t:';: ~;;~)!Iti')':':l",,:_l..,,: c;:'. . _ '~}}';::-';,.: _ .~, .
'-'~'~~:~,~J~~~,>-;~~~~~~.~)bW.t*,~.;O ~~!a~',','J~~f;'~.~f~~~~::F::-Z<" 4 :;v. ~~~~::;~"'~~~~::":~~33j,j~;,:'c\:~:',~~~~! "'~~:-?tlrrii!;r;~:i;~'~~ '.:
.,,'.;'h.'" "...
, ''* xi
3.03.1
Water Quality Design Stonn
Runoff volumes and flow rates shall be detennined in accordance with the hydrologic calculation methods contained
in the Stonnwater Capacity Design Standards Section 4.00 of this Manual.
A. When permitted in Section 4.00, Stormwater Capacity, to use the Rational Method, the water quality design
stonn event intensity shall be 0.25 inches per hour.
B. When required in Section 4,00, Stonnwater Capacity, to use the Santa Barbara Urban Hydrograph Method,
the water quality design storm event shall be 0,83 inches per 24-hour period,
The site stormwater system is designed using Hydrocad software and the SBUH methodology, with aO.83" 24 hr
storm and a 10 year recurrance interval 4.32" 24 hr stonn,
3.03.2 Retention/Protection/Preference for Open Watercourses and Water Bodies
To the 'extent practicable, existing water bodies and watercourses shall remain in place and intact, and associated
existing native vegetation shall be retained, Unless otherwise approved on a case-by-case basis by the City Engineer,
intermittent and perennial watercourses shall not be piped or closed over, The City Engineer may approve the
relocation of a watercourse provided such relocation is designed, constructed, maintained, and enhanced to provide
its properly functioning condition, and all other necessary state and federal permits and approvals have been
obtained.
The outrfall capacity and the design flows are not identified iri the West Springfield Drainage Master Plan. A
preconstruct and post-construct analysis is done to identify these values, To justify our design, we are obliged to
avoid increasing flow rates capacities downstream. '
Stomlwater Plan
sw-l
3.03.3
Water Quality Pollutants of Concern
3,03.3.A Temperature Standard
The Will.merte and McKenzie Rivers are both listed as water quality li!"ited streams by the. state for exceeding the
warm weather statewide temperature standard of 64 degrees Fahrenheit. Until a Temperature Total Maximum Daily
Load (TMDL) is established for these rivers, all new development and public works projects shall implement design
features, to the maximum extent practicable, to reduce thermal loadings into the public stonn drainage system and all
receiving waters. Such design features may include:
I. Increased large-canopy tree planting,
2, Surface infiltration of "clean" surface water runoff.
3. Underground injection of "clean " surface water runoff.
4. Decreased percentage of impervious surfaces on the site.
I , Large canopy trees are provided.
2. The landscape areas are designed to infiltrate surface water, removing it from solar radiation and returning
it to ambient temperatures. This water is considered "clean, as it comes in contact with littl potential
pollutants, with the exception of landscape chemicals, which are minimized with BMP's.
3, Most of the required parking is under cover, with rainfall collected from roof areas and piped underground
through infiltration trenches, further decreasing potential thermal pollution. Most parking areas are oriented
north/south, and/or with. buildings adjacent to provide shading. , . ".-
~'7j~~"" .w.}';~~~.h~'~~;~':7_~~_Most of the requ~~d~ ~~~m~j;~~~~~_~,~',~?-y.~t&::pnit~de~#l~~\t~_~~.~.~~.!o\ appr~ximatel~ :l~ j;~r:~:l('~.'i':~~~~2t.~~~~,;~i~ih' :,.~.~~\' :;~~
!'"""'"",. ,,,,,." allowable 20 per acre) WIth v,ehlcular clfculatlon are,,,s'as.narrow as practIcable wlthm the.bounds:oftraffic . ,'"''''
safety needs
3.03.3,B Total Suspended Solids (TSS) Standard
All public and private developmen! and redevelopment projects shall employ a system of one or more post-
development Best Management Practices (BMP's) that in combination are designed to achieve at least a 70 percent
reduction in TSS in the runoff generated by that development.
The design uses the ENVIRONMENTAL PROTECTION AGENCY New Development Management Measure - II.
Urban Runoff, to address the following:
I. Reduce the postdevelopment loadings of TSS so that the average annual TSS loadings are no greater than
predevelopment loadings, and " ,
2, To the extent practicable, maintain postdevelopment peak runoff rate and average volume at levels that are
similar to predevelopment levels,
Sound watershed management requires that both structural and nonstructural measures be employed to mitigate the
adverse impacts of stonn water. These management measures are intended to be consistent with the Coastal Zone
Act Reauthorization Amendments of 1990, for nonpoint source (NPS) pollution
3.03.3,C DEQ Stonnwater Discharge Benchmarks
All public and private development and redevelopment projects shall employ a system of one or more post-
development Best Management Practices (BMP's) that in combination are designed to achieve the discharge
Storm water Plan
sw-2
Fuel Dispensing Facilities. (Not planned)
Above-ground Storage of Liquid Materials, (Not planned)
Solid Waste Storage Areas, Containers, and Trash Compactors, (The dumpster locations are generally
covered (with one exception, where covered dumpsters are to be used, with 8MP's and/or sanitary sewer
drainage)
. d .4:." .,Storage, Use, And Transportation Of Hazardous/Toxic lvIa!,erialsln Designated Groundwater Resource
:.: '~J~'- '; "';~~~~'i~j~~:',~{~l~iz~~~gg:i,eIf;~~~.}l:i~f~t~W';~'~r~ '/ :{;,.. """:~~'i i~V~I~~::~:~J;~g~1Bf1~G~~~~'i':'"~~:~>I;%f~~~~F':~~-"'--
5,}P 'Exterior Storage of'8ulf'Maitinals. (Not planned) ",';." ''',.. , ,f :')"i,;"'''",,,,'''.'.
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6,
7.
8,
- 9.
10.
11.
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benchmarks established by DEQ for NPDES pennitting, These benclunarks can be fo'und on the Internet at the
[i}Uowing locations:
Post-development 8MP's are included as part of this application
3.03.4 Special Considerations for Higher-Risk Activities
Higher-risk activities are those that may generate pollutants that are not addressed solely by the standards and criteria
listed above, The following list of activities shall be considered as higher-risk activities and stonnwater quality
measures shall be designed accordingly. The City Engineer may also designate other developments or activities as
being a higher-risk activity based upon the specific characteristies of that development.
3.03.4.A 8ES Stormwater Management Manual, Chapter 9
Chapter 9 oUhe 8ES Manual includes the following list of higher-risk activities, and the appropriate design
standards for each, Please refer to the Stormwater Management Manual for a discussion of each of these activities
and their associated design standards:
1.
2.
3,
Material Transfer Areas/Loading Docks, (Not planned)
Vehicle and Equipment Traffic Areas, Parking, and Storage. (These are addressed in the 8MP's submitted
with this appliCation)
Covered Vehicle Park\ng Areas, (These are addressed in the 8MP's submitted with this application)
Equipment and Vehicle Washing Facilities. (Not planned)
[nterior Floor Drains. (Not planned)
Stormwater Disposal From Development On Recycled Land (Not planned)
3,03.4.8 Underground Injection Control (UIC)
The Oregon DEQ has, prepared rules for regulating Underground Injection Control (OAR 340-044). Furthermore,
OAR 340-040-0020 states that all groundwater in the state shall be protected as a potential source of drinking water.
In response to the above OAR's, and the fact that all of Springfield's public drinking water supply is from ground
water, the City Engineer finds that the following UIe design standards are necessary to protect the groundwater
resources in Springfield, .
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Storm water Plan
sw-3
I
, No UIC shall receive runoff from any surface, other than building roofs, that has not first been treated by one
or more of the BMP's contained in the BES or USA design standards referenced above, Only roofnmoffis
, piped into the infiltration trenches
No UIC shail be located closer than ten feet to any building footing line or property line, nor located within
any public or private easement.
Prior to approval of the final site plan for a private development or redevelopment, the applicant shall
provide infiltration testing of the on-site soils and an engineered design for the size of each VIC. (The soils
report includes thisinfonnation) .
All VIC's shall be provided with an overflow pipe that is connected either to,the site stonn drainage system
or to the public storm drain system,
.A minimum of two feet of native soils shall separate the bottom:ofthe UIC from the seasonal high water
table as indicated in the Soil Survey of Lane County, (No water table was observed in the infiltration areas
,..... . where test pits were dug, Soaking trenches are designed to exceed no more than three feet below,naturall..,'; ""',';,"'" .
,- ;.-: . ''''''. ,-,' ",", . -",".' '.';"," .,', "", t.,'".:,. ' . q." '.. , '. .. ',,,, ,:. -(..;.... '\
I,' I_'H.'.'..:\.;,!} ,,'l ,.. ,.'-"liJgrade The water table data'-is include&iit,the:soils;re'port) """"",''j.'t,.~"..l'',:,__" ii', '~":"\,~~,1{I'I';r~:';'!'~":"",,;';';;W;~ef~\.';O,,~'1?~";;
. ;;:J~::1.'~1';h~j ~.{;..,j ""~~~~~~:~:f::~,~~~,:~~ -',-' -..,,-,. : _ -~. - cE 1':: -:;;::'::. '"r ~ -, - ~'I'I.1:~:.:.~~~~~:;:".~r:~": . _ - ".'.~ tr,':'~~~:" ,.,-; ."" ",
,. , 8'" ""."" Roof drain drywells shall be designed:and constructed in compliance with Springfield' Standard Drawing 4'-
20, Individual Lot/Roof Drain Drywell Schematic,(Roof drain drywells are proposed to be soaking trenches
as previously approved in the City, due to site constt'aints) ,
. 3.03.4. D Drinking Water Protection (DWP) Overlay District
, .
Springfield Development Code (SDC) Article 17 establishes a zoning overlay district and associated land use
restrictions baSed upon the time of travel to each public drinking water wellhead for Springfield. All public and
private development and redevelopment shall comply with the appropriate provisions inSDC Article 17,
The project site is outside the 5-year TOTZ and inside the 10 year TOTZ to their nearest welL We are subject to SDC
17,070 (3), Compliance is as follows:
(a) Retail.sized (nonnal) quantities of non DNAPL's (household chemicals such as cleaners, lye, ammonia,
sodium hypochlorite) are not regulated by the UFC, and not subject to containment requirements.
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Springlield's UIC Design Standards:
I.
Any stonnwater infiltration facility designed and constructed within the definitions of an injection weil (OAR
340-044) shail be registered with the Oregon DEQ, with proof of registration being provided to the City
prior to operating the facility, The infiltration trenches are classified as Type V injection wells, and therefore
are to be registered, This is expected to be a condition of development approval, as some alteration may be
requested during the review process.
Pursuant to SDC Article 17.070, no UIC receiving runoff from surfaces other than building roofs shall be
ailowed within the 0-to-5-year time of travel zones of any public drinking water weilhead, SUB Mapping
indicates that the entire site is in the 5-10 TOTZ
2.
],
4.
5,
6,
7.
3,03.4.C Roof.mounted Equipment
All building rooftop mounted equipment, or other fluid containing equipment located outside of the building, shail be
provided with secondary containment or a weather resistant enclosure to ensure that, in'the event of a leak or spill, any
fluids will not be able to, migrate into the stonn drainage system or any UIC facility.
There is 'no toof-mounted equipment. SUB will instail transformers on the site, which are to be separately permitted.
Interior air handling units will be drained per code to the sanitary system,
Stormwater Plan
sw-4
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'1,,-,,-,
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(b)
The Community Center building also houses the interior sturage area for lawn equipment. The UFC allows
storage of landscape supplies and lawn equipment fuel is small quantities inside buildings without secondary
containment It is the intent of this design to provide for only these quantities. Since the Community Center
will be inspected by the Springfield Fire, quan!ities in excess of this will be regulated should a violation
occur.
(c)
No DNAPL's are proposed.
None of this infonnation appears on the site plans, as it does not depan from nonnal practices tor apartment
communities.
3.03.4.E Parking Lots
Unless othetwise approved during the land use review and approval processes required in the Springfield
Development Code, a minimum of 50% of the non-building rooftop impervious area on a site shall be treated for
stonnwater quality improvement using vegetative methods, To the maximum extent practicable, the site design shall
utilize the on-site landscaping areas required during the land use review process for stonnwater quality treatment
areas.
Localized and long tenn groundwater impacts are of special interest due'to the unusual geomorphology ofthe subject
site, concern as they a!fect or relate to the movement of water on or nea~ the surface, such as stream base flow,
wetlands, springs, infiltration systems and wells. Our water quality treatment flows have been identitied by city staft;
and our conveyance systems are proposed to be designed for the I O-year event, with on-site flooding potential
evaluated,for,.t\>e:1 OO-year stonn event ,,,"","i,,,'c",':"'; ''''", 'c'
i . j~b ' '~"'_:.'~:'f\;;'i~;\JL~;,i~~~~~r:.~;:'::~,:,~ii;';<'~fif.'/'} 1~:(~:~;~~#:f:_~~i'~_~:v'~ .~ r ;-:1 '. '\;~"~'~"':]~~1f~/~:'o;."~ '%~i~ fj ",.,~ - ':L..~~~~i:f~_~W:" ,.
The protection ofgioundwater quality isbeconiing an issue of concern, ;lOd itlcreased,safeguards are being required::":"
Swface water contamination by stonnwater into a water quality limited stream (the ditch on the western boundary of
the site connects via the Q-Street Floodway to the Willametle/McKenzie system) has conflicts with the ESA and
CW A, and compliance with these is the basis for this report.
Stonnwater Plan
sw-5
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. '" ''''I'J . ,- . 'r ~' I ~ .....-".,\ E ~ST1NG' IOUS~?j 1- l I
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Drainage:Oiagram: for D6;.69firthstreetaptsPOSTCONSTRUlCT
Prepared ~y Keating Engineering LLC 8/28/2007
HydroCAOO 8.00 sin 002262 @2006 HydroCAD Sofh.vare Solutions LLC
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06-69fifthstreetaptsPOSTCONSTRUICT
Prepared by Keating Engineering LLC
HvdroCA[)@ 8,00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
Area Listing (all nodes)
Area I acres \ eN Descriotion Isubcats\
0,092 45 LANDSCAPE AREAS (1S)
0.282 61 > 75% Grass cover, Good, HSG B (7S, 15S, 16S)
0,179 80 >75% Grass cover, Good, HSG D (14S)
0.324 98 PAVING (3S,P1,P2)
0.231 98 ROOF (4S,R1,R3,R4)
0.051 98 ROOF AND PAVING (R2)
1.158
. ,:., '-':~ :~;~;.'~'.::";~""'~t~i~"6, '~':,>~;;.~.%~.!:
WATER QUALITY EVENT
Page 2
812812007
. ;'::,~
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OS-S9fiflhstreetapts POSTCONSTRU I,CT
Prepared by Keating Engineering LLC
HvdroCAOO 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr .5-yr Rainfall"'O.83"
Page 3
8/28/2007
Time span=0,OO-24.00 hrs, dt=O.05 hrs, 481 points
Runoff by SBUH method, Split Perviousllmperv.
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
\
Subcatchment 1S: LANDSCAPE AREA
Runoff Area=4,000 51 Runoff Depth~O.OO"
Tc=O.O min CN~451O Runoff=O.OO cis 0.000 al
Subcatchment 3S: PAVING
Runoff Area=2,800 51 Runoff Depth>0.61"
Tc~60.0 Tnin CN~0/98 Runoff=0.01 cIs 0.003 af
Subcatchment 4S: TRIPLEX
Runoff Area=2,279 51 Runoff Depth>0,62"
Tc~10.0 min CN~0/98 Runoff=0:01 cis 0,003 af
Subcatchment 7S: REAR YARDS
Runoff Area=3,000 sl Runoff Depth~O.OO"
Tc~60.0 min CN=6110 Runoff=O.OO cis 0,000 af
Subcatchment US: REAR YARDS
Runoff Area=7,800 sf Runoff Depth>0.03"
Tc=60.0 min CN=8010 Runoff=O,OOcls 0.001 af
Subcatchment 15S: REAR YAROS
Runoff Area=7,800 sf Runoff Depth=O.OO"
. Tc=60.0 mln CN=611? Runoff=O.OO cis 0.000 al
'-~''''~~'.:~~,,:';1;;:f;''''~'''. \i:'<;." .::.,... ~;{~r:,.-:-t}~\,..;': '." .. - .' ". '0/
,.'" Runoff Area=1;500'sl' Runoff Depth~O,OO"
Tc~60:0 min CN=61/0 Runoff=O.OO cis 0.000 al
;~. . ,. .
'-"';i;;':<t:.:,>.;::,;:~~.-."i'>"""',''''' "':';.i> "i::it::,r~:;.,!.-?...",. ~ '"
Suticatchment 16S: REAR'YARDS
- ~,
Subcatchment P1: PAVING
Runoff Area=3,200 sl Runoff Depth>0.61"
Tc~60.0 min CN~0/98 Runoff=O.Ol cis 0.004 af
Subcatchment.P2: PAVING
Runoff Area~8, 1 00 sf Runoff Depth>0.61"
Tc=60.0'min CN~0/98 Runoff=0.02 cis 0,009 af
Subcatchment R1: 4-PLEX
Runoff Area=2, 112 sf Runoff Depth>0.62"
Tc~10,0 min CN=0/98 Runoff=O.Ol cis 0.003 af
Subcatchment R2: EXISTING HOUSE
Runoff Area=2,200 sf RunoffDepth>0,62"
Tc;'10.0 m;n CN=0/98 Runoff=0:01 cis 0,003 af
Subcatchment R3: TRIPLEX
Runoff Area=2,304 sf Runoff Depth>0,62"
Tc=10.0 min CN=0/98 Runoff=O,Ol cis 0.003 af
Subcatchment R4: 9UNITS .
Runoff Area=3,358 sf RunoffDepth>0.62"
Tc=10,0 min CN=0/98 Runoff=OOl cis 0,004 af
Reach 3R: EXISTING PIPE Avg, Depth=O,Ol' Max Vel=0,36 Ips Inflow=O.OO cis 0.001 af
D=10.0" n=O.011 L=150.0' S=0.0033'r Capacity=1.49 cis Outflow=O.OO cis 0,001 af
Reach 10R: EMERGENCY OVERFLOW Avg. Depth=O,o'O' Max Vel=O.OO Ips Inflow=O.OO cis 0.000 af
n=0.200 L~200.0' 8=0,0005'r Capacity=0.42 cis Outflow=O.OO cis 0.000 af
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06-69ftfthstreetapts POSTCONSTRUICT
Prepared by Keating Engineering.LLC
HvdroCAOO 8,00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr ,5-yr Rainfall=O.83"
Page 4
8/2812007
Reach 12R: 5TH STREET GUTTER
Inflow=O,OO cis 0.000 at
Outflow=O.OO cis 0,000 at
Pond 1P: CATCBASIN
Peak Elev=447,52' Inflow=0.02 cis 0,009 at
Outflow=0.02 cis 0,009 at
Pond 3P: INFILTRATION POND Peak Elev=442.07'Storage=0.002 at Inflow=0.08 cis 0.031 at
Discarded=0,05 cis 0.031 at Secondary=O.OO cfs 0,000 at .Outflow=0.05 cis 0,031 at
Pond 5P: CATCABASIN
Peak Elev=447,54' Inflow=0,01 cis 0.004 at
. Outflow=0,01 cis 0.004 at
Pond 6P: CATCHBAIN
Peak Elev=447,50' Inflow=0,01 cis 0.003 at
Outflow=0.01 cis 0.003 at
Total Runoff Area = 1.158 ac Runoff Volume = 0.032 at AverageHunoff Depth = 0.33"
47.77% Pervious Area = 0.553 ac 52.23% Impervious Area = 0.605 ac
';""l~..' 7.~:':;~".'k.~~"'" ;:,
/.i ".':~"t; ','
L. , , .
; - ?"; :':~? rL>~"~"i:' !'.:'''"* l!" '~l'!"'" y:~ '.';".:;: .' _oj.." ,
,:,.c;. ",";,!~I
,J".~' .;
. .
-"'-;:'~:(~~.,.:r.'''r::;:i '~,~~',
. ~~I
:t'.(
'..-:.1" ~'..!, .
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06-69fifthstreetaptsPOSTCON STRU ICT
Prepared by Keating Engineering LLC
HvdroCA()@ 8,00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr .5-yr Rainfal/=O.83"
Page 5
8/28/2007
Subcatchment 1S: LANDSCAPE AREA
[46] Hint: Tc=O (Instant runoff peak depends on dt)
[45] Hint: Runofl=Zero
Runoff
=
0.00 cfs@ 0,00 hrs, Volume=
0,000 af, Depth= 0,00"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0,00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr ,5-yr Rainfall=0.83"
Area (sf)
4,000
4,000
CN Description
45 LANDSCAPE AREAS
45 Pervious Area
Subcatchment 3S: PAVING
LAWN AREA DIRECT ENTRY
Runoff
=
0.01 cis @ 7.97 hrs, Volume=
0.003 ai, Depth> 0.61"
Runoffpy SBUH method, Split Pervious/lmperv" Time Span",O,OO,~4~OOihrs"dt= 0.05 hrs
, Thurston'24"hr.-c'5"yr 'Rainlall=0,83",;,'." .,' - ' '" '..,t!.,i..':"i;g.,;....,'~>;;, .,,,,,, ''tci~;t?::...",
L .;.-" . ."t' . ."'> . ".,." ~""
Area (sf)
2,800
2,800
CN Description
98 PAVING
98 Impervious Area
. T c Length Slope Velocity Capacity Description
(min) (feet) (ft/It) (fVsec) (cis)
60.0 Direct Entry, LAWN AREA
Subcatchment 4S: TRIPLEX
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.01 cfs @ 7.86 hrs, Volume=
0.003 ai, Depth> 0,62"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0.00-24,00 hrs, dt= 0,05 hrs
Thurston 24-hr .5-yr Rainfall=0.83".
Area (sf)
2.279
2,279
CN Description
98 ROOF
98 Impervious Area
'J
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OS-69fifthstreetaptsPOSTCONSTRUICT
Prepared by Keating Engineering lLe
HvdroCA[)@ 8,00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr ,5-yr Rainfal/=O.83"
Page 6
8/28/2007
Tc
(min)
10.0
Length
(feet)
Slope Velocity Capacity Description
(ft/fl) (ft/sec) (cfs)
Direct Entry, ROOF AREA
Subcatchment 7S: REAR YARDS
0.00 cfs @ 0.00 hrs, Volume=
0,000 af, Depth= 0.00"
[45J Hint: Runoff=Zero
Runoff
=
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0.00-24,00 hrs, dt= 0.05 hrs
Thurston 24-hr .5-yr Rainfall=0.83"
CN Descriotion
61 >75% Grass cover, Good, HSG B
61 Pervious Area
Slope Velocity Capacity Description
(ft/It) (fUsee) (cfs)
Direct Entry, DIRECT ENTRY
: sti:ihi2t/iii~M14S:J~EARY,ARDS ..
~ ,...,..,...,:;.":,...:::'"'.........-~~ ,..:,...,~,,:.~:.~..,.. .
1> ",
~:,-~.\~,,~,"-->:"'~'" . ..
.er,':.,:;,,'"> ."." ~"",~_c:';'~;;r'::'" .
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Area (sf)
3,000
3,000
Tc
(min)
60.0
Length
(feet)
'~l~' i :!:;\.,:1:~:i~P:/~;~~i~~:1d~~~~,:~~
[73] Warning: Peak may fall outside time span
Runoff
=
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 ,5-yr Rainfall=0.83"
Area ,(sf)
7,800
7,800
T c Length
(min) (feet)
60.0
[45J Hint: Runoff=Zero
Runoff
=
CN Descriotion
80 > 75% Grass cover. Good, HSG D
80 Pervious Area
Slope Velocity Capacity Description
(ft/It) 1ft/see) (efs)
Direct Entry, DIRECT ENTRY
Subcatchment 155: REAR YARDS
0.00 cfs @ 0.00 hrs, Volume=
0.000 af, Depth= 0,00"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr .5cyr Rainfalf:0,83"
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06-69tifthstreetaptsPOSTCONSTRU I CT
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr ,5-yr RainfaJ/=O.83"
Page 7
8/28/2007
Area (sf)
7,800
7,800
T c Length
(min) (feet)
600
[45] Hint: Runoff=Zero
, Runoff
=
CN Description
61 >75% Grass cover. Good, HSG B
61 Pervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry, DIRECT ENTRY
Subcatchment 16S: REAR YARDS
0.00 cfs @ 0,00 hrs, Volume=
0.000 af, Depth= 0.00"
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr .5-yr Rainfall=0.83"
Area (sf) CN
1,500 61
1,500 61
Description
> 75% Grass cover, Good, HSG B
Pervious Area
Tc
(min)
60,0
_,:--'1,~ ;,';~,:,";i"."~'::'\i'."\ ':""~''''':' " . ',,'A"'. . .
'Length '-",'SIRRe'iNeloclty"'''6ap?clty,<",Descn ptlO n
'(feet) (ft/ft) (ft/sec) (cfs)
,r'.. ...,
, '~i' ""', ,i;-/~A:t~~~ii;?-"i;:;';-;";,~IF ''''''':l~{~f'j' ";, ,'"
Direct Entry, DIRECT ENTRY
Subcatchment P1: PAVING
LAWN AREA DIRECT ENTRY
Runoff
=
0.01 cfs @ 7.97 hrs, Volume=
0.004 af, Depth> 0.61"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0,00-24,00 hrs, dt= 0.05 hrs
Thurston 24-hr ,5-yr Rainfall=0.83"
Area (sf)
3,200
3,200
T c Length
(min) (feet)
60.0
CN Description
98 PAVING
98 Impervious Area
Slope Velocity Capacity Description'
(ft/ft) (ft/sec) (cfs)
Direct Entry, LAWN AREA
Subcatchment P2: PAVING
LAWN AREA DIRECT ENTRY
Runoff
=
0.02 cfs @ 7,97 hrs, Volume=
,0.009 aI, Depth> 0,61"
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<. ~ ,: ':;"'" .. Area (sf) CN Description ,
I "'~'j~~?!J:f;.J,,;~",,~;,t";~~'~~fu;~:~~"--:~~iOUS Area ,.
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06-69fifthstreetaptsPOSTCON STRU leT
Prepared by Keating Engineering LLC
HvdroCA[)@ 8,00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr .5-yr Rainfal/=O,83"
Page 8
8/28/2007
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0.00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr .S-yr Rainfall=0.83"
Area (sf)
8,100
8,100
Tc
(min)
50.0
Length
(feet)
CN
98
98
Description
PAVING
Impervious Area
Slope Velocity Capacity Description
(ft/fl) (fUsec) (efs)
Direct Entry, LAWN AREA
Subcatchment R1: 4.PLEX
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.01 cfs @ . 7.85hrs, Volume=
0,003 af, Depth> 0,52"
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0.00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr ,S-yr Rainfali=0,83"
Tc
(min)
10.0
Length
(feet)
" ,;.: ::l,!";~~:!.~i+~;t~kr:t."; "i;~~:.r....:!.,;.t<~'~f~r;;','7:,"~1:t~.;;:t'^,i;ct.- 1'"
.. ~' :~~::;f{~~;.;:}f1
.. ,;!\.::
I," ,',"',-
Slope Velocity Capacity Description
(ft/fl) (ft/sec) (cfs)
Direct Entry, ROOF AREA
Subcatchment R2: EXISTING HOUSE
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.01 cfs @
7.85hrs, Volume=
0.003 af, Depth> 0.52"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24,00 hrs, dt= 0.05 hrs
Thurston 24-hr ,S-yr Rainfall=0.83"
.'
Area (sf)
2.200
2,200
Tc
(min)
10,0
Length
(feet)
CN
98
98
Description
ROOF AND PAVING
Impervious Area
Slope Velocity Capacity Description
(ft/fl) (ft/sec) (efs)
Direct Entry, ROOF AREA
II
II
II
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06-6SfifthstreetaptsPOSTCO NS TR U i C T
Prepared by Keating Engineering LLC
HvdroCA[)@ 8.00 sin 002262 @ 2006 Hvdroc''''D Software Solutions LLC
WATER QUALITY EVENT
Tlwrston 24-!Jr .5-yr Rainfa//=O.83"
Page 9
8/28/2007
Subcatchment R3: TRIPLEX
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0,01 cfs @ 7,86 hrs, Volume=
0.003 af, Depth> 0.62"
Runoff by SBUH method, Split Pervious/lmperv, Time Span= 0,00-2400 hrs, dt= 0.05 hrs
Thurston 24-hr 5-yr Rainfa/i=0.83"
Area (sf)
2,304
2,304
Tc Length
(min) (feet)
10.0
CN Description
98 ROOF
98 Impervious Area
Slope Velocity Capacity Description
(ftlft) . (ft/sec) (cfs)
Direct Entry, ROOF AREA
Subcatchment R4: 9UNITS
ROOF WITH DIRECT ENTRY Te
Runoff ,;"=,
;"." I <'.
......- '.," 'f.-'-..-_. c.'-"'-,"-"", - -..
001 cfs @':'jii:j;ls6'l1ts':!..;t'ofJ;rj'e",;';",:i,c:;\:':'0004 ae Depih; 0.62" "
.,..",t.":.;,;i"~ '> .
Runoff by SBUH method, Split Pervious/lmperv, Time Span= 0:00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr .5-yr Rainfa/i=0,83"
Inflow Area =
Inflow =
Outflow =
CN Description
98 ROOF
98 Impervious Area
Slope Velocity Capacity Description
(ft/fl) (ft/see) (efs)
Direct Entry, ROOF AREA
Reach 3R: EXISTING PIPE
[52] ~int: Inlet conditions not evaluated
.Area (sf)
3,358
3,358
. T c Length
(min) (feet)
10.0
0.248 ac, Infiow Depth> 0.02"
0.00 cfs @ 24.00 hrs, Volume=
0,00 cis @ 24.00 hrs, Volume=
0.001 af
0.001 af, Atten= 1%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-24.00 hrs, dt= 0,05 hrs
Max. Velocity= 0.36 fps, Min. Travel Time= 7.0 min
AV9. Velocity = 0.33 fps, Avg. Travel Jime= 7.6 min
Peak Storage= 0 cf @ 24.00 hrs, Average Depth at Peak Storage= 0.01'
Bank-Full Depth= 0.83', Capacity at Bank-Full= 1.49 efs
, ,.,.,
"".-"'"
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06-69fifthstreeta ptsPOSTCONSTRU ICT
Prepared by Keating Engineering LLC
HvdroCAl)@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr .5-yr Rainfal/=O.83"
Page 1 0
8/28/2007
10.0" Diameter Pipe, n= 0,011
Length= 150.0' Slope= 0.0033 'f'
Inlet Invert= 445.00', Outlet Invert= 444.50'
Reach 10R: EMERGENCY OVERFLOW
Inflow
Outflow
=
000 cfs @
0.00 cfs @
0.00 hrs, Volume=
0.00 hrs, Volume=
0,000 af
0,000 af, Atten= 0%, Lag= 0,0 min
=
Routing by Stor-lnd+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
Peak Storage= 0 cf @ 0.00 hrs, Average Depth at Peak Storage= 0.00'
I~; .... . ',.:'::-. ,:;~~?~~~i~l~, R~.P~~~~2 '~1~:!'~~':a,~~c:~~ at Bank-F ull=;2 42 cfs::);ft~I;; ~.: F::,~;.~;;, .;'., ';"".
50.00' x 0.25' deep Paiabolic Channel, n= 0.200
Length= 200,0' Slope= 0.0005 'f'
Inlet Invert= 447,10', Outlet Invert= 447.00'
'."~ ,
:~?lr~~+:':~i..~::. ~ \ c.
.,"".',.
"':~fi.' ":~ :~;- , ., ':"".
., .~
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:t:
Reach 12R: 5TH STREET GUTTER
[40] Hint: Not Described (Outflow=lnflow)
Inflow Area =
Inflow =
Outflow =
0.034 ac, InflowDepth = 0.00"
0,00 cfs @ 0,00 hrs, Volume=
0.00 cfs @ 0,00 hrs, Volume=
0.000 af
0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
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06-69fifthstreelaptsPOSTCONSTR UICT
Prepared by Keating Engineering LLC
HydroCA[)@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr ,~yr Raintal/=O.83"
Page 11
8/28/2007.
Pond 1P: CATCBASIN
[57] Hint: Peaked at 447.52' (Flood elevation advised)
Inflow Area =
Inflow =
Outflow =
Primary =
0,186ac, Inflow Depth > 0.61"
0.02 cfs @ 7,97 hrs, Volume=
0,02 cfs @ 7.97 hrs, Volume=
0,02 cfs @ 7,97 hrs, Volume=
0.009 at .
0,009 af, Atten= 0%, Lag= 0,0 min
0.009 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 447.52' @ 7.97 hrs
Device Routinq
#1 Primary
Invert Outlet Devices
447.50' 6.0" Horiz. CATCHBASIN Limited to weir flow C= 0.600
.Primary OutFlow Max=0,02 cfs @ 7,97 hrs HW=447.52' (Free Discharge)
L1=CATCHBASIN (Weir Controls 6,02 cfs @ 0.47 fps) .
Inflow Area =
1~~>;,;:":.",,Lnno~ =
,:r".;"'qutf1ow =
Discarded =
Secondary =
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Pond 3P: INFILTRATION POND
0,876 ac, Inflow Depth> 0.43"
O:Q~ cfs@':?::~.?_frsr::Y91l!11)~;'';;'~'''J''_ ,0031 af
0,05 cfs @ . '817 hi"s;"Volume= ,", .. '("0'031 af,
f. ' .
0.05 cfs @ 8.17 hrs, Volume= 0.031 af
0.00 efs @ 0,00 hrs, Volume= 0.000 af
, ~,:-Jr. "'. i.,:,::<~ .... '<:;~,~~:?*;f'.7;~;~~::~:(~:;~
Allen= 41 %, Lag= ',11!3'mli,,-'
. "';i:' '~;" ~;:':'::!'tl.
Routing by Stor.lnd method, Time Span= 0,00-24,00 hrs, dt= 0.05 hrs
Peak Elev= 442,07' @ 8.17 hrs Surf.Area= 0,023 ac Storage= 0.002 af
Plug-Flow detention time= 18.7 min calculated for 0.031 af (99% of inflow)
Center-of-Mass del. time= 13.0 min ( 794,8 - 781.8 )
Volume
#1
Device
#1
#2
Routinq
Discarded
Secondary
Invert
442,00'
Avail.Storaqe Storaqe Description
0.214 af 24.00'W x 40.00'L x 4.00'H POND Z=4.0
. Invert
0.00'
447.10'
Outlet Devices
2.000,in/hr EXFIL TRA TJON. over Surface area
1.0'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
Coef (English) 2.49 2.56 2,70 2.69 2.68 2,69 2,67 2.64
Discarded OutFlow Max=0.05 ds @ 8.17 hrs HW=442,07' (Free Discharge)
Lt=EXFILTRATION (Exfiltration Controls 0,05 cfs)
Secondary OutFlow Max=O,OO cfs @ 0,00 hrs HW=442:00' ,(Free Discharge)
L2=Broad-Crested Rectangular Weir (Controls'O.OO cfs)
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06.69fifthstreetaptsPOSTCONSTRUICT
Prepared by Keating Engineering LLC
HvdroCA[)@ 8,00 sin 002262 @2006 HydroCAD Software Solutions LLC
WATER QUALITY EVENT
Thurston 24-hr5-yr Rainfalt=O.83"
Page 12
8/28/2007.
Pond 5P: CATCABASIN
[57] Hint: Peaked at 447.54' (Flood elevation advised)
Inflow Area =
Inflow =
Outflow =
Primary =
0,073 aC,lnflow Depth> 0.61"
0,01 cis @ 7,97 hrs, Volume=
0.01 cfs @ 7.97 hrs, Volume=
0,01 cis @ 7.97 hrs, Volume=
0.004 al
0.004 aI, Atten= 0%, Lag= 0.0 min
0.004 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 447.54' @ 7.97 hrs
Device Routinp
#1 Primary
Invert Outlet Devices
447.50' 6.0" Vert. CATCHBASIN C= 0600
Primary OutFlow Max=0,01 cIs @ 7.97 hrs HW=447.54' (Free Discharge)
L1=CATCHBASIN (Orifice Controls 0.01 cfs @ 0,71 fps)
Pond 6P: CATCHBAIN
/'
"'_i~'
. ~'"
Inllow Area = 0.064 ac, Inflow Depth> 0.61"
il)llgw '.L";"T"',"';' ",QP1 cfs,@ 7,97 hrs, Volume= ,'"
Outflo'{"!f,;);=;;,.,.,.:':'!"0:01"cfs@".\"ir~7;hrs, Volume=' ;}r
Primary = 0,01 cfs@' 7.97 hrs, Volume=
.
,:,O,903al.,., . .
,';' 6:ci9.~',a,MNt~'n'';;:O%;'' ta~'f&oqjf1!!r~-
0003'af . -,' .
.-.'''. '
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 447.50' @ 7..97 hrs
Flood Elev= 448.50'
Device
#1
Routinp
Primary
Invert Outlet Devices
447,50' 24.0" Horiz. Orifice/Grate
Limited to weir flow C= 0,600
Primary OutFlow Max=O,OO cIs @ 7,97 hrs HW=447.50' TW=445,50' (TW follows 2.00' below HW)
L1=Orifice/Grate (Weir Controls 0.00 cfs@ 0,17 Ips)
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REAR YARDS
"~-
... .., .....-_.
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1
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'.;:')Ov~__::.,,,,,'...'~:.::.~
..-,;.<....
,1SS..-
INFILTRATK)$if':O_ND_
1
_. REARYAROS . _.
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':Subcat'
I~..".",
:N~,J-~~i',Y,1
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,
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;I~iC~;
Drainage Olag ram,for.06.o9fiflhstreetapts POSTCONSTRUICTWQ
Prepared by Keating Engineering' LLC 8/28/2007
HydroCAOlIY 8.00 sin 002262 @2006 HydroCAD Software Solutions LLC
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10 YEAR EVENT
06-69fifthstreetapts POSTCONSTR UICTWQ
Prepared by Keating Engineering LLC
HvdroCAD@ 8,00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
Page 14
8/28/2007
Area Listing (all nodes)
Area (acres) CN DescriDtion (subcals)
0,092 45 LANDSCAPE AREAS (1S)
0.282 61 >75% Grass cover, Good, HSG B (7S, 15S, 16S)
0.179 80 >75% Grass cover, Good, HSG D (14S)
0.324 98 PAVING (3S,P1,P2)
0.231 98 ROOF (4S,R1,R3,R4)
0.051 98 ROOF AND PAVING (R2)
1.1 58
.
, -~. . - - .
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06-69fifthstreeta ptsPOSTCONSTRU ICTWQ
. Prepared by Keating Engineering LLC
HvdroCAOO 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
10 YEAR EVENT
Thurston 24-hr 10-yr Rainfall=4.35"
Page 15
8/28/2007
Time span=0,00-24,00 hrs, dt=0.05 hrs, 481 points
Runoff by SBUH method, Split Pervious/lmperv.
Reach routing by Stor-Ind+ Trans method Pond routing by Stor-Ind method
Subcatchment 1S: LANDSCAPE AREA
Runoff Area=4,000 sf Runoff Depth>0.26"
Tc=O.O min CN=45/0 Runoff=O.OO cfs 0.002 af
Subcatchment 3S:PAVING
Runoff Area=2,800 sf Runoff Depth>4.03"
Tc=60.0'min CN=0/98 Runoff=0,04 cfs 0.022 af
Subcatchment 4S: TRIPLEX
Runoff Area=2,279 sf Runoff Depth>4, 10"
Tc=10.0 min CN=0/98 Runoff=0.07 cfs 0,018 af
Subcatchment 7S:REAR YARDS
Runoff Area=3,000 sf RunoffDepth>0.95"
Tc=60,0 min CN=61/0 Runoff=O,Ol cfs 0.005 af
Subcatchment 145: REAR YARDS
RunoffArea=7,800 sf Runoff Oepth>2.27"
Tc=60.0 min CN=80/0, Runo~0.06cfs 0.034 af
Subcatchment 15S: REAR YARDS
Runoff Area=7,800 sf RunoffDepth>0.95"
Tc=60,0'min, 'CN=6110'. Runoff=O,01'cfs 0.0'14 af
!'." .........-.
. -.,'
.~) ;.,," .,~ ,-- ."....-
'u' ..
-, '.,~:.\ -, '. -. ~-
,'r -
':."7:.......""'
Subcatchment 16S: REAR YARDS
Runoff Area=1 ,500 sf Runoff Oepth>0,95"
Tc=60,0 min CN=61/0 Runoff=O,OO cfs 0.003 at
,
,
Subcatchment P1: PAVING
Runoff Area=3,200 sf Runoff Depth>4,03"
Tc=60.0 min CN~0/98 Runoff=0,,05 cfs 0.025 af
Subcatchment P2: PAVING
Runoff Area=8, 1 00 sf Runoff Oepth>4.03"
Tc=60.0 min CN=0/98 Runoff=0,12 cfs 0,063 af '
Subcatchment R1: 4-PLEX
Runoff Area=2,.112 sf Runoff bepth>4.10"
Tc=1 0,0 min CN=0/98 'Runoff=0.06.cfs 0.017 af
Subcatchment R2: EXISTING HOUSE
Runoff Area=2;200 sf Runoff Depth>4.1 0"
Tc=10.0 min CN=0/98 Runoff=0.07 cfs 0.017 af
Subcatchment R3: TRIPLEX
Runoff Area=2,304 sf Runoff Depth>4.1 0"
Tc=10:0 min CN=0/98 Runoff=O,07 cIS 0,018 af
Subcatchment R4: 9UNITS
Runoff Area=3,358 sf Runoff Depth>4.1 0"
Tc=10.0 min CN=0/98 Runoff=0,10 cIS 0,026 af
Reach 3R: EXISTING PIPE Avg. Oepth=0.11' Max Vel=1.34 fps Inflow=0,06 cIS 0,039 af
0=10.0" n=O.011 L=150.0' 5=0.0033 'r Capacity=1.49 cIS Outflow=0.06 cIS 0,039 at
Reach10R: EMERGENCY OVERFLOW Avg.Depth=O,OO' Max Vel=O,OO fps Inflow=O,OO cIS 0.000 af
n=0.200 L=200,0' 5=0.0005 'r Capacity=0.42 cIS Outflow=O.OO cIS 0.000 af
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06-69fifthstreetaptsPOSTCONSTRU ICTWQ
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
10 YEAR EVENT
Thurston 24-hr 10-yr Rainfal/=4,35"
Page 16
8/28/2007
Reach 12R: 5TH STREET GUTTER
Inftow=O,OO cis 0,003 af
Outftow=O.OO cis 0,003 af
Pond 1P: CATCBASIN
Peak Elev=447.58' Inftow=0.12 cis 0.063 af
Outftow=0,12 cis 0.063 at
Pond 3P: INFILTRATION POND Peak EJev=444.22' 5torage=0.083 af Inftow=0.58 cis 0.221 af
Discarded=0,11 cis 0,165 at Secondary=O,OO cis 0,000 af Outftow=O,ll cis 0.165 af
Pond 5P: CA TCABASIN
Peak Elev=447.63' Inftow=0.05 cis 0.025 at
Outftow=0,05 cis 0.025 af
Pond 6P: CA TCHBAIN
Peak Elev=447,52' Inftow=0.04 cis 0.022 af
Outftow=0.04 cis 0,022 af
Total Runoff Area = 1.158 ac Runoff Volume = 0.263 af Average Runoff Depth = 2.73"
47.77% Pervious Area = 0.553 ac 52.23% Impervious Area = 0.605 ac
"',,-,,
.'
.. "<'.'
._, ,".,
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06.69fifthstreetaptsPOSTCONSTRUICTWQ
Prepared by Keating Engineering LLC
HydroCAOO 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
10 YEAR EVENT
Thurston 24-hr 10-yr Rainfal/=4,35"
Page 17
812812007
Subcatchment 1S: LANDSCAPE AREA
[46J Hint: Tc=O (Instant runoff peak depends on dt)
Runoff
=
0.00,2 af, Depth> 0.26"
0,00 cfs @ 14.53 hrs, Volume=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.QO~24.00 hrs, dt=: 0.05 hrs
Thurston 24-hr 10-yr Rainfall=4.35"
Area (sf)
4,000
4,000
CN Description
45 LANDSCAPE AREAS
45 Pervious Area
Subcatchment 3S: PAVING
LAWN AREA DIRECT ENTRY
Runoff
=
0,04 cfs @ 7,98 hrs, Volume=
0.022 af, Depth> 4.03"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0,00-24.00 hrs, dt=0.05 hrs
Thurston 24,hr..1.0-yr Rainfall=4,35" ." "'"',, 't.'"
Area (sf)
2.800
2,800
Tc
(min)
60.0
Length
(feet)
CN,
98
98
. "':F
. Descnption. " ,
PAVING
Impervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry, LAWN AREA
Subcatchment 4S: TRIPLEX
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.07 cfs @ 7,86 hrs, Volume=
0.018 af, Depth> 4.10"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0.00-24;00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Rainfall=4,35"
Area (sf)
2.279
2,279
Tc
(min)
10.0
Length
(feet)
CN Description
98 ROOF.
98 Impervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry, ROOF AREA
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06-69fifthstreetaptsPOSTCONSTRUiCTWQ .
Prepared by Keating Engineering LLC (
HvdroCA[)@ 8.00 sin 002262~ 2006 HvdroCAD Software Solutions LLC
10 YEAR EVENT
Thurston 24,hr 10-yr Rainfall=4.35"
Page 18
8/28/2007
Runoff
=
Subeatehment 7S: REAR YARDS
0,01 cfs @ 14,70 hrs, Volume=
0,005 af, Depth> 0,95"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0,00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Rainfall=4,35"
Area (sf)
3.000
3,000
Tc
(min)
60.0
Length
(feet)
Runoff
=
CN Description
61 >75% Grass cover, Good, HSG B
61 Pervious Area
Slope Velocity Capacity Description
(Nfl) (fUsee) (cfs)
Dir~ctEntry. DIRECT ENTRY
Subeatehment 14S: REAR YARDS
0.06 cfs @ 8,01 hrs, Volume=
0.034 af, Depth> 2,27"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= O,OO-24.00hrs, dt= 0,05 hrs
..Thurston 24-hr 10-yr Rainfall=4,35" . "'0, .'.
'"
Area (sf)
7,800
7,800
'. CN
80
80
, Description '
> 75% Grass cover, Good, HSG 0
Pervious Area
;. :','
.,
Tc Length ~Iope Velocity Capacity Description
(min) (feet) (fUft) (fUsee) (cfs)
60.0 Direct Entry, DI,RECT ENTRY
Subeatehment 15S: REAR YARDS
Runoff = 0.01 cfs @ 14,70 hrs, Volume= 0.014 af, Depth> 0.95"
Runoff by SBUH method, Split Pervious/lmperv., Time Span: 0,00-24,00 hrs, dt= 0.05 hrs
Thurston 24-hr 10-yr Rainfilll=4,35"
Area (sf)
7,800
7,800
Tc
(min)
60.0
Length
(feet)
CN Description
61 >75% Grass cover, Good, HSG B
. 61 Pervious Area
Slope Velocity Capacity Description
(fUft) (Nsec) (cfs)
Direct Entry, DIRECT ENTRY
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06-69fifthstreetapts POSTCONSTRU ICTWQ
Prepared by Keating Engineering LLC
HVdroCAO@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
10 YEAR EVENT
Thurston 24chr 10-yr RainfaJ/=4.35"
Page 19
8/28/2007
Runoff
Subcatchment 16S: REAR YARDS
0,00 cis @ 14,70 hrs, Volume=
0,OQ3 ai, Depth> 0.95"
Runofl by SBUH method, Split Pervious/lmperv" Time Span= 0,00-24,00 hrs, dt= Q,05 hrs
Thurston 24-hr 10"yr Rainfall=4,35"
Area (sf)CN
3,200 98
3,200 98
Tc
(min)
60.0
Length
(feet)
Area (sf)
1.500
1,500
Tc
(min)
60.0
Length
(Ieet)
CN Description
61 >75% Grass cover, Good. HSG B
61 Pervious Area
Slope Velocity Capacity Description
(ft/It) (ft/sec) (cis)
Direct Entry, DIRECT ENTRY
Subcatchment P1: PAVING
LAWN AREA DIRECT ENTRY
0,05 cis @ 7.98 hrs, Volume=
0,OZ5 ai, Depth> 4.03"
Runoff
=
. Runolf by SBUH method, Split Pervious/lmperv" Time Span= 0,00-24,00 hrs,'dt='O,05:hrs '.. ..'"J".'.' "j""" : 1."'-'. ...".
'Thurston 24-hr 10-yr Rainfall=4,35" . .' ,<" Y ,.;. ' "...
Description
PAVING
Impervious Area
Slope Velocity Capacity Description
(ft/It) (ft/sec) (efs)
Direct Entry, LAWN AREA
Subcatchment P2: PAVING
LAWN AREA DIRECT ENTRY
Runoff
=
0.12 cls@ 7,98 hrs, Volume=
0.063 ai, Depth> 4.03"
Runoff by SBUHmethod, SplitPerviousllmperv., Time Span= 0,00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Rainfall=4,35"
Area (sf)
8,100
8,100
CN Description
98 PAVING
98 Impervious Area
1
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06-69fifthstreetapts POSTCONSTRUI CTWQ
Prepared by Keating Engineering LLC
HvdroCA[)@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
10 YEAR EVENT
Thursion 24-hr to-yr Rainfal/=4.35"
Page 20
8/28/2007
Tc
(min)
60,0
Length
(feet)
Slope Velocity Capacity Description
(ftlft) (ftlsec) (efs)
Direct Entry, LAWN AREA
Subcatchment R1: 4-PLEX
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.06 cfs @ 7,86 hrs, Volume=
0.017 af, Depth> 4,10"
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0,00-24,00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Rainfall=4,35" '.
Area (sf)
2,112
2,112
Tc
(min)
10.0
Length
(feet)
'~''; "'~};j::~;;-:: ....-'h-;
'..
,.. +
..... ,.
..,~ ~. ....;';.....,.-"'.
CN Description
98 ROOF
98 ' Impervious Area
Slope Velocity Capacity Description
(ftlft) (ft/sec) (cfs)
Direct Entry, R()OF AREA
i;!,
!'<,,~''''.'' _ " .~..:: '''~::.''';_",,',:~~,:.~ ",~,,;"';;'..~~i ....,..
":',-"SubcatchmentR2: EXISTING'HOUSE-.n
. . . -- .
; . ';~. ,..,:;
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0,07 cfs @ 7.86 hrs, Volume=
0,017 af, Depth> 4.10"
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 10-yr Rainfall=4.35"
Area (sf)
2,200
2,200
T c Length
(min) (feet)
10.0
CN Description
98 ROOF AND PAVING
98 Impervious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec). (efs)
Direct Entry, ROOF AREA
Subcatchment R3: TRIPLEX
ROOF WITH DIRECT ENTRY Te
Runoff
=
0.07 cfs @ 7,86 hrs, Volume=
0,018 af, Depth> 4,10"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0,00-24,00 hrs, dt= 0.05 hrs
Thurston 24-hr 10-yr Rainfall=4,35"
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06-69fifthstreetaptsPQSTCQNSTR UICTWQ
Prepared by Keating Engineering LLC .. .
HvdroCA[)@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
10 YEAR EVENT
Thurston 24-hr 10-yr Rainfal/=4.35"
Page 21
8/28/2007
Area (sf)
2,304
2,304
Tc
(mln)
10.0
Length
(feet) .
CN Description
98 ROOF
98 Impervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (cfs)
Direct Entry, ROOF AREA
Subcatchment R4: 9Ut:JITS
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0,10 cfs @ 7.86 hrs, Volume=
0,026 af, Depth> 4.10"
,
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 10-yr Rainfall=4.35"
Area (sf)
3,358
3,358
".;>r'Tc ,,'Length
(min) . (feet)
10.0
CN Description
98 ROOF
98 Impervious Area
Slope''''
(ft/ft)
V~lo~ilY'ifC~r'J<iCitY~'Descriptibiv"" "'~::.,~
(ft/sec)' ,,- (cfs) .'"
Direct Entry, ROOF AREA
Reach 3R: EXISTING PIPE
[52J Hint Inlet conditions not evaluated
. Inflow Area =
Inflow' =
Outflow =
0.248 ac, Inflow Depth> 1.90"
0.06 cfs@ 8,01 hrs, Volume=
0.06 cfs @ 8.07 hrs, Volume=
".; .~';J
~Il':' ~,.,
0.039 af
0.039 af, Atten=O%, 'Lag= 3.6min
Routing by Stor'lnd+Trans method,.Time Span=0.00-24.00 hrs, dt= 0.05 hrs
Max, Velocity= 1.34 fps, Min. Travel Time= 1,9 min '
Avg. Velocity = 0,96 fps, Avg. TravelTime= 2.6 min
Peak Storage= 7 cf @ 8.04hrs, Average Depth at Peak Storage,; 0.11'
Bank~Full Depth= 0,83', Capacity at Bank-Full= 1.49cfs
10.0" Diameter Pipe, n= 0.011
Length= 150.0' Slope= 0,0033 'j'
Inlet Invert= 445.00', Outlet Invert= 444.50'
,
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06-69fifthstreetaptsPOSTCONSTRUICTWQ
Prepared by Keating Engineering LLC
HvdroCAD@ 8,00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
10 YEAR EVENT
Thurston 24-hr 10-yr Rainfall=4,35"
Page 22
8/28/2007.
Inflow
Outflow
Reach 10R: EMERGENCY OVERFLOW
'"
0.00 cfs @
0,00 cfs @
0.000 af
0,000 af, Allen= 0%, Lag= 0.0 min
0,00 hrs, Volume=
0.00 hrs, Volume=
=
Routing by Stor_lnd+ Trans method, Time,Span= 0,00-24,00 hrs, dt= 0.05 hr~
Max. Velocity:: 0,00 fps, Min. Travel Time= 0,0 min
Avg, Velocity = 0.00 fps, Avg. Travel Time= 0.0 min
Peak Storage= 0 cf @ 0,00 hrs, Average Depth at Peak Storage= 0:00'
Bank-Full Depth= 0.25', Capacity at Bank-Full= 0.42 cIs
50,00' x 0.25' deep Parabolic Channel, n= 0.200
Length= 200.0' Slope= 0.0005 'f'
Inlet Invert= 447.10', Outlet Invert= 447,00'
-. '~r
....,;.f,i,I~~T.
\(1):.,:.
. ~"::;
~,T::';'.-~";';J.. "'f,~{h";::'::'1;i;";;:i~ "",~ .
;" :'!;'~':~;:'- -n~:>.I'
,{.
. >:J";t:r.~'::~:;~"::1>~~ . '?
-'
, ~t';;""~';';:;:.
:j:
Reach 12R: 5TH STREET GUTTER
[40J Hint: Not Described (Outflow=lnflow)
Inflow Area =
Inflow =
Outflow =
0,034 ac, Inflow Depth> 0.95"
O.OO.cls @ 14,70 hrs, Volume=
0.00 cfs @ 14.70 hrs, Volume=
. 0,003 af
0,003 af, Allen= 0%, Lag= O.O'min
Routing by Stor-lnd+Trans method, Time Span= 0,00-24.00hrs, dt=0.05 hrs
Pond 1P: CATCBASIN
[57) Hint: Peaked at 447.58' (Flood elevation advised)
Inflow Area =
Inflow =
Outflow =
Primary =
0.186 ac, Inflow Depth> 4,03"
0.12 cfs @ 7.98 hrs, Volume=
0.12 cfs @ 7.98 hrs, Volume=
0.12 cfs,@ 7.98 hrs, Volume=
0,063 af
0,063 af, AlIen= 0%, Lag= 0,0 min
0.063 af
ROuting by Stor-Ind method, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
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06-69fifthstreeta pts POSTCONSTRUICTWQ
Prepared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
10 YEAR EVENT
Thurston 24-hr 10-yr Rainfa/fc=4.35"
Page 23
8/28/2007
Peak Elev= 447.58' @ 7.98 hrs
Device
#1
Routinq
Primary
Invert Outlet Devices
447.50' 6.0" Horiz. CATCHBASIN
Limited to weir flow C= 0:600
Primary OutFlow Max=0.12 cfs @ 7.98 hrs HW=447.58' (Free Discharge)
L1=CATCHBASIN (Weir Controls 0.12 cfs @ 0.94 fps)
Inflow Area =
Inflow =
Outflow =
Discarded =
Secondary =
Pond 3P: INFILTRATION POND
0.876 ac, Inflow Depth> 3.03"
0.58 cfs @ 7,89 hrs, Volume=
0,11 cfs@ 15.71 hrs, Volume=
0.11 cfs @ 15,71 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
0.221 af
0165 af, Allen= 81%, ,Lag= 469,5 min
0.165 af
0.000 af
Routing by Stor-Ind method, Time Span= 0.00-24,00 hrs, dt= 0,05: hrs
Peak Elev= 444.22'@ 15.71' hrs SurfArea= 0.055 ac Storage='O,083 af
,
Plug-Flow detention time: 323.4 mincalculated for 0, 164af (74% of inflow)
Center-.of-Mass del. time= 175.6 min (852.0- 676.3)
Outlet Devices
2.000 in/hr EXFIL TRA TION .over Surface area
1.0' 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
Coef (English) 2.49 2,56 2,70 2,69 2,68 2.69 2.67 2,64
Discarded OutFlow Max=O, 11 cfs @ 15.71 hrs HW=444.22' (Fr~e Discharge)
L1 =EXFIL TRA TION (Exfiltration Controls 0.11 cfs)
Volume.
#1
Device
#1
#2
Routinq
Discarded
Secondary
. Jnvert_
442.00'
. , ,
"AvaiLStoraQe ',"StoraQe Description,i,;,;""",,,
0.214 af 24.00'W x 40:00'L x 4.00'HPONl:ii=4,0
,
.<.0_. r'~:.:;:~";.W.{"~~-~);.'.
Invert
0,00'
447.10'
Secondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=442,00' (Free Discharge)
L2=Broad-Crested Rectangular Weir (Controls 0.00 cfs) ;'
Pond 5P: CATCABASIN
[57J Hint: Peaked at 447,63' (Flood elevation advised)
Inflow Area =
Inflow =
Outflow =
Primary -
0,073 ac, Inflow Depth> 4.03"
0.05 cfs @ 7:98 hrs, , Volume=
0.05 cfs @798 hrs, Volume=
0.05 cfs @ 7,98 hrs, Volume=
0.025 af
0.025 af, Allen= 0%, Lag= 0,0 min
0.025,af
Routi,ng by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0,05 hrs
Peak Elev= 44763' @ 798 hrs
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06-69fifthstreetaptsPOSTCONSTR UICTVIIQ
Prepared by Keating Engineering LLC
HydroCAO@ 8.00 sin 002262 @ 2006 HvdroCAO Software Solutions LLC
10 YEAR EVENT
Thurston 24-hr 10-yr Rainfal/=4,35"
Page 24
8/28/2007
Device Routinq
#1 Primary
Invert Outlet Devices
447.50' 6.0" Vert. CATCHBASIN C= b.600
Primary OutFlow Max=0,05 cfs @ 7,98 hrs HW=447.63' (Free. Discharge)
'L1=CATCHBASIN (Orifice Controls 0.05 cfs@ 1.21 fps)
Pond 6P: CATCHBAIN
Inflow Area =
Inflow =
Outflow =
Primary =
0,064 ac, Inflow Depth> 4.03"
0.04cfs@ 7,98 hrs, Volume=
0.04 cfs @ .1.98 hrs, Volume=
0.04 cfs @ 7.9a hrs, Volume=
0,022 af
0,022 af, Allen= 0%, Lag= 0,0 min
0.022 af
Routing by Stor-Ind method, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 447,52' @ 7.9a hrs
Flood Elev= 448.50'
Device Routinq
#1 Primary
Invert Outlet Devices
447.50' 24.0" Horiz. Orifice/Grate Limited to weir flow C= 0,600
"I';'--""'::.'!;"'\~,,'i:'?::;~"V
Primary OutFlow Max=0.04 cfs @ 7.9a hrs HW=447,52' TW=445.52' (TW follows 2.00' beiow HW)
'L1 =Orifice/Grate (Weir Controls 0,04 cfs @ 0.41 fps) .,." ,.' ,,'., , .
~...
.""~.~;~j?;~'~~~;~\~#'i'~,~;" ::F0 i\~': .,~~'~>~;tt;~:'?;~:~~:;;i~~~';~'
"C';-'
',. ~:-1' ~i':~ ;,:;'If?t~,,!:..-;~: ',' t :'-';t :!;.. -....,.0\ '1 r
\:';" '\
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'\
_U_--l
________J
:j~
.- ,- ~\-l
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- ,
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Drainage Diagram for 06-69fifthslreelaplsPOSTCONSTRUICT
Prepared by Keating Engineering LLC 8/28/2007
HydroCAOO 8.00 sin 002262 @2006 HydroCAD Software Solutions lLC
~,,;;.,.,.
'~jfi,~'
.,;-0
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25 YEAR BACK-TO-BACK STORM EVENT
06-69fifthstreetaptsPOSTCONSTRU!CTWQ
Prepared by Keating Engineering LLC
HydroCA[)@ 8.00 sin 002262 @ 2006 HydroCAD Software Solutions LtC
Page 26
8/28/2007,
Area Listing (all nodes)
Area (acres) CN Descriotion (subcats)
0.092 45 LANDSCAPE AREAS (1S)
0.282 61 >75% Grass cover, Good, HSG B (7S,15S,16S)
0,179 80 >75% Grass cover, Good, HSG D (14S)
0.324 98 PAVING (3S,P1,P2)
0.231 98 ROOF (4S,R1,R3,R4)
0,051 98 ROOF AND PAVING (R2)
1.158
~: \ ,'7/jh::;;:":"'~~';;""
': ~> ;,:,,,';::;!~~;''';''~i~'' ~,.
':'<t
-,'p- -.
-'
. ,- . .,';~. .
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25 YEAR BACK-TO-BACK STORM EVENT
Thurston 24-hr 25-yr Rainfal/=5.10" x 2
Page 27
8/28/2007,
06-69fifthstreetaptsPOSTCONSTRUICTWQ
Prepared by Keating Engineering LLC
HvdroCA[)@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
Time span=0.00-24,00 hrs, dt=0,05 hrs, 481 points
Runoff by SBUH method, Split Pervious/lmperv,
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor:lnd method
Subcatchment 1S: LANDSCAPE AREA
Runoff Area=4,000 sf Runoff Depth>OA7"
Tc=O,O min CN=45/0 Runoff=O.OO cis 0.004 af
Subcatchment 3S: PAVING
Runoff Area=2,800 sf Runoff Depth>4. 76"
Tc=60.0 min CN=0/98 Runoff=0.05 cis 0.026 af
Subcatchment 4S: TRIPLEX
Runoff Area=2,279 sf Runoff Depth>4.85"
Tc;=1 0.0 min CN=0/98 Runoff=0.08 cis 0.021 af
Subcatchment 7S: REAR YARDS
Runoff Area=3,000 sf RunoffDepth>1.37"
Tc=60:0 min CN=61/0 Runoff=0.01 cis 0,008 af
Subcatchment 14S: REAR YARDS
Runoff Area=7,800 sf Runoff Depth>2.89"
Tc=60.0 min CN~8010 Runoff=0,08 cis 0,043 af
Subcatchment 15S: REAR YARDS
Runoff Area=7,800 sf Runoff Depth>1 ,37"
Tc=60,0 min CN~61/0 Runoff;;0.02 cis ,0.020 af
, ; ~ . .
~. , " . ~ '." _ ,_ '4"
Suocatchmimt 16S: REAR YARpS
,,'
",r."\:':;.'
- "'. ...,
,'.'
Runoff Area=1 ,500 sf Runoff Depth>1 ,37"
Tc=60.0 min CN=61/0 Runoff=O,OO cis 0.004 af
Subcatchment P1: PAVING
Runoff Area=3,200 sf Runoff Depth>4.76"
Tc=60.0'min CN=0/98 Runoff=0,05 cis 0,029 af
Subcatchment P2: PAVING
Runoff Area=8,100 sf Runoff Depth>4,76"
Tc~50,0 min CN=0/98 Runoff=0.14 cis 0.074 af
Subcatchment R1: 4-PLEX
Runoff Area=2,,112 sf Runoff Depth>4.85"
Tc~10:0 min CN=0/98 Runoff=0.07 cis 0,020 af
Subcatchment R2: EXISTING HOUSE
. Runoff Area=2,200 sf Runoff Depth>4,85"
Tc=1 0.0 min CN=0/98 Runoff=0.08 cis 0,020 af
Subcatchment R3: TRIPLEX
Runoff Area=2,304 sf Runoff Depth>4.85"
Tc=10,0 min CN=0/98 Runoff=0.08 cis 0.021 af
Subcatchment R4: 9UNITS
Runoff Area=3,358 sf Runoff Depth>4,85"
Tc=10.0 min CN=0/98 Runoff=0,12 cis 0,031 af
Reach 3R: EXISTING PIPE Avg. Depth=O,13' Max Vel=1A7 Ips Inflow=0,08 cis 0.051 af
D=10.0" n=O,011 L~150.0' S=0.0033 '/' ,Capacity=1A9'cIsOutflow=0,08 cis 0.051 af
Reach 10R: EMERGENCY OVERFLOW Avg, Depth=O.OO' Max Vel=O.OO Ips Inftow=O.OO cis 0,000 af
n=0.200 L=200.0' S=0.0005 '/' Capacity=OA2 cis Outflow=O,OO cis 0,000 af
II
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Reach 12R: 5TH STREET GUTTER
25 YE/--\R BACK-TO..BACK STORr\'1 EVEIFf
Thursion 24-1)( 25-yr Rainfal/=5. -1()" " 2
Page ~~(-;
8/28/2007
OS-69fjfth;;treeta pts POS T CO NS T RUle TWQ
Prepared by Keating Engineering L.LC
HvdrcCJ-\OQf)8.00 sin 002262 @ 2006 HvdroCAG Software Solutions LLC
Inftow~O.OO cis 0004 at
Ou~low=O.OO cIs 0,004 af
Pond 1P: CATCBASIN
Peak Elev~447.59' Inftow~0,14 cis 0.074 ar
Outflow=0.14 cfs 0.074 ar
Pond 3P: INF!l TR.l\ TION POND . Peak Elev~444.57' Storage~0.104 af Inflow~0.67 cis 0.266 af
Discarded:::O.12 cfs 0.185 af Secondary==O.OO cfs 0.000 af Outflow=O.12 cis 0.185 af
Pond SP: CATCABASIN
Peak E!ev::::447.64' Inftow=O.05 cfs 0,029 af
Outilow~O.OS cfs 0.029 af
Pond 6P: CA TCHBAIN
Peak E;ev~447,52' Infiow~0.05 cfs 0.026 af
Outilow~0.05 cis 0.026 at
Total Runoff Area,= 1,153 ac Runoff Volume ~ 0.321 af Average Runoff Depth = 3.33"
47.77% Pervious Area:: 0'.553 ac 52.23% Impervious Area:::.:: 0.505 ac
- ~. ,,,~~;:::~-:::"';'::'':''~,?...),....
'''--:'4 "'..."r.:<,..:'"~::_,,<,.
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06-69fifthstreetaptsPOSTCONSTR UICTWQ
Prepared by Keating Engineering LLC
HydroCA[)@ 8,00 sin 002262 @ 2006 HydroCAD Software Solutions LLC
25 YEAR BACK-TO-BACK STORM EVENT
Thurston 24-hr 25-yr Rainfal1=5, 10" x 2
Page 29
8/28/2007
Subcatchment 1S: LANDSCAPE AREA
[46J Hint: Tc=O (Instant runoff peak depends on dt)
Runoff
=
0.00 cfs @ 14.48 hrs, Volume=
0,004 af, Depth> 0.47"
Runoff by SBUH method, Split Perviousilmperv" Time Span= 0.00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 25-yr Rainfall=5,10" x 2
Area (sf)
4,000
4,000
CN Description
45 LANDSCAPE AREAS
45 Pervious Area
Subcatchment 3S: PAVING
LAWN AREA DIRECT ENTRY
Runoff
=
0.05cfs @ 7.99 hrs, Volume=
0:026 af, Depth> 4.76"
Runoff by SBUH method, Split Perviousilmperv., Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr. 25-yr Rainfall=5,10" x 2 . ,.">,. /, ,'.'
. ',"'- '.'"
Area I sf)
2.800
2,800
Tc
(min)
60.0
Length
(feet)
CND~s~riPti;n . . ',.~:",~:...,~t'
98 PAVING
98 Impervious Area
, ~~'
Slope Velocity Capacity
Ift/ft) 1ft/see) lefs)
Description
Direct Entry, LAWN AREA
Subcatchment 45: TRIPLEX
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.08 cfs @ 7,87 hrs, Volume=
0.021 af. Depth> 4,85"
Runoff by SBUH method, Split Perviousllmperv" Time Span= 0.00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 25-yr Rainfall=5, 1 0" x 2
Area I sf)
2.279
2,279
Tc
(min)
10,0
Length
(feet)
CN Description
98 ROOF
98 Impervious Area
Slope Velocity Capacity Description
Ift/ft) 1ft/see) . (cfs)
Direct Entry, ROOF AREA
.;..,.t/~',.:-:'.F",
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06-69fifthstreetaptsPOSTCONSTRUICTWQ
Prepared by Keating Engineering LLC
HvdroCAOO 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
25 YEAR BACK-TO-BACK STORM EVENT
Thurston 24-hr 25-yr Rainfal/=5 10" x 2
Page 30
8/28/2007
Runoff
=
Subeatehment 7S: REAR YARDS
0.01 cfs @ 8.08 hrs, Volume=
0.008 af, Depth> 1,37"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.10" x 2
Area (sf)
3,000
3,000
Tc
(min)
60,0
Length
(feet)
Runoff
=
CN Description
61 >75% Grass cover, Good, HSG B
61 Pervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/see) (cfs)
Direct Entry, DIRECT ENTRY
Subeatchment 14S: REAR,YARDS
0,08 cfs @ 8,01 hrs, Volume=
0.043 af, Depth> 2.89"
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0,OO-24.00hrs, dt= 0,05 hrs
Thurston 24chr '25-yr Rainfall=5.10" x 2 ,,"",,:,:,., ,'..q,,"',:;;, i'
..~, ...,,:
Area (sf)
7,800
7,800
Tc
(min)
60.0
Length
(feet)
Runoff
=
CN
80
80 .
:':.:- ,J:b:i",,"~ '.......
Descriptidri' ,
> 75% Grass cover, Good, HSG D
Pervious Area
'J.'
..;-....,.1.
F"
Slope Velocity Capacity Description
(ft/ft) (ftlsec). (cfs)
Direct Entry, DIRECT ENTRY
Subcatchment 15S: REAR YARDS
0.02 cfs @ 8.08 hrs, Volume=
. 0.02,9 af, Depth> 1.37"
Runoff by SBUH method, Split Perviousllmperv., Time Span= 0.00-24,00 hrs, dt= 0'05 hrs
Thurston 24-hr 25-yr Rainfall=5.10" x 2
Area (sf)
7,800
7,800
Tc
(min)
60.0
Length
(feet)
CN Description
61 > 75% Grass cover, Good, HSG B
61 Pervious Area
Slope Velocity Capacity Description
(ftlft) (ft/sec) (cfs)
Direct Entry, DIRECT ENTRY
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06-69fifthstreetapts POSTCONSTRUICTWQ
Prepared by Keating Engineering LLC
HvdroCA()@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
25 YEAR BACK-TO-BACK STORM EVENT
Thurston 24-hr 25-yr Rainfal/=510" x 2
Page 31
8/2812007
Runoff
=
Subcatchment 16S: REAR YARDS
0.00 cfs @ 8.08 hrs, Volume=
0.004 af, Depth> 1.37"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.10" x 2
Area (sf)
1,500
1,500
Tc
(min)
60.0
Length
(feet)
CN Description
61 >75% Grass cover. Good. HSG B
61 Pervious Area
Slope Velocity Capacity Description
(ft/ft) (ft/sec) (efs)
Direct Entry, DIRECT ENTRY
Subcatchment P1: PAVING
LAWN AREA DIRECT ENTRY
Runoff =
.' ., ~~ '.: . .~. :-' . I':
0.05 cfs @ 7.99 hrs, Volume= 0,029 af, Depth> 4,76"
r.' ',' ; :' ;',.' ,- ~ ': ',.-
i. J
Runoffcby SBUH methiJd,,:Split Pervious/lmperv.. Time Spah= 0;00-24;00'h'rs, dt=;0'05'hrs""'---
l' "., ,.\. ."
Thurston 24-hr 25-yr' Rainfall:,5.'t 0" x 2 .' . " ". ,
Area (sf)
3.200
3,200
Tc
(min)
60.0
Length
(feet)
CN Description
98 PAVING
98 Impervious Area
Slope Velocity Capacity
(ft/ft) .(ft/sec) (efs)
Description
Direct Entry, LAWN AREA
Subcatchment P2: PAVING
LAWN AREA DIRECT ENTRY
Runoff
=
0.14 cfs @ 7.99 hrs, Volume=
0.074 af, Depth> .4.76"
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0,00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 25-yr Rainfall=5, 10"x 2
Area (sf)
8.100
8,100
CN Description
98 PAVING
98 Impervious Area
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06-69fifthstreetaptsPOSTCONS TRUICTWQ
Prepared by Keating Engineering LLC
HvdroCA[)@ 8,00 sin 002262 @2006 HvdroCAD Software Solutions LLC
25 YEAR BACK-TO-BACK STORM EVENT
Thurston 24-hr 25-yr Rainfal/=5, 10" x 2
Page 32
8/28/2007
Tc
(min)
60.0
Length
(feet)
Slope Velocity Capacity Description
(fl1ft) (ftlsec) (cfs)
Direct Entry, LAWN AREA
Subcatchment R1: 4-PLEX
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.07 cfs @
7,87 hrs, Volume=
0.020 af, Depth> 4,85"
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0,00-24,00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5,10" x 2
Area (sf)
2,112
2,112
Tc
(min)
10.0
Length
(feet)
'~';;\'~:iTf::;';i,:i';i~'!.l'-''''''''''-' .
CN
98
98
Description
ROOF
Impervious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry, ROOF AREA
',' .. '0.
. ::T~,~}~tVd'i'.\~" -0..-
Subcatchment R2:,EXISTING HOUSE':t!'6..,';-'
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.08 cfs @
0.020 af, Depth> 4.85"
7.87 hrs, Volume=
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-24,00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5,1 0" x 2
Area (sf)
2,200
2,200
Tc
(min)
10.0
Length
(feet)
CN
98
98
Description
ROOF AND PAVING
Impervious Area
Slope Velocity Capacity Description
(ft!ft) (ft!sec) (cfs)
Direct Entry, ROOF AREA
Subcatchment R3; TRIPLEX
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.08 cfs @
7,87 hrs, Volume=
0.021 af, Depth> 4,85"
Runoff by SBUH method, Split Pervious/lmperv" Time Span= 0,00-24.00 hrs, dt= 0,05 hrs
Thurston 24-hr 25-yr Rainfall=5.10" x 2
. ~.h'!,:.:t.~ ::~~~.~.t
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06-69fifthstreetaptsPOSTCONSTRU ICTWQ
Prepared by Keating Engineering LLC
HvdroCA[J@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
25 YEAR BACK-TO-BACK STORM EVENT
. Thurston 24-hr 25-yr Rainfal/=5, 10" x 2
Page 33
8/28/2007
Area (sf)
2.304
2,304
T c Length
(min) (feet)
10.0
CN Description
98 ROOF
98 Impervious Area
Slope Velocity Capacity Description
(ft/It) , (ft/sec) (cfs)
Direct Entry, ROOF AREA
Subcatchment R4: 9UNITS
ROOF WITH DIRECT ENTRY Tc
Runoff
=
0.12 cfs @ 7.87 hrs, Volume=
0.031 af, Depth> 4.85" .
Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
Thurston 24-hr 25-yr Rainfall=5.10" x 2
Area (sf)
3.358
3,358
I.""";".""..,,,,.,
........,,,)y.. '.'.
CN Description
98 ROOF
98 Impervious Area
~ . .'
.~ Tc~,,'Length'" Slope
(min) (feet) (ft/It)
10.0
Velocity CapaCity::f)DeS-ctij5tion" J"4:,;,{,,:?,r'l$W'"
(ft/sec) (cfs)
.,
'\rT,g::;-:s.:--~\~n--;t;:;~...~,.";,,.
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Direct Entry, ROOF AREA
Reach 3R: EXISTING PIPE
[52] Hint: Inlet conditions not evaluated
Inflow Area =
Inflow =
Outflow =
0.248 ac, Inflow Depth> 2.47"
0.08 cfs @ 8.02 hrs, Volume=
0.08 cfs @ 8.07 hrs, Volume=
0.051 af
0.051 af, Atten= 0%, Lag= 3.3 min
Routing by Stor-Ind+ Trans method, Time Span= 0,00-24,00 hrs, dt= 0,05 hrs
Max. Velocity= 1.47 fps, Min, Travel Time= 1.7 min
Avg. Velocity = 1.04 fps, Avg. Travel Time= 2.4 min
Peak Storage= 8 cf @ 8,04 hrs, Average Depth at Peak Storage= 0.13'
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 'f
Inlet Invert= 445.00', Outlet Invert= 444,50'
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25 YEAR BACK-TO-BACK STORM EVENT
Thurston 24-hr 25-yr Rainfal/=5. 10" x 2
Page 34
8/28/2007
06-69fifthstreeta pts POSTCONSTRU ICTWQ
Prepared by Keating Engineering LLC
HvdroCA[)@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
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= 0.0 min
=
=
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= 00 min
Peak Storage= 0 cf @ 0.00 hrs, Average Depth at Peak Storage= 0.00'
Bank-Full Depth= 0.25', Capacity at Bank-Full= 0.42 cfs
50,00' x 0.25' deep Parabolic Channel, n= 0.200
Length= 200.0' Slope= 0,0005 'r
l~' _.,- ;:i;'~;i~~:~= 44710', Oull,~t Invert;:~;';'~~~~';;\"Y':'"r _'.,'
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fl1.j'::""i~'" .'.;, .
..,.("
.t~>?;;~~"';;~";1'~'" ."
;~~~;;;?-;,~!{W-:l:.~t; ~.~,.,
.. . ~.;
:j:
Reach 12R: 5TH STREET GUTTER
[40] Hint Not Described (Outflow=lnflow)
Inflow Area =
Inflow =
Outflow =
0034 ac, Inflow Depth> 1.37"
000 cfs @ 8,08 hrs, Volume=
0.00 cfs @ 8.08 hrs, Volume=
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
Pond 1P: CATCBASIN
[57] Hint Peaked at 447,59' (Flood elevation advised)
Inflow Area =
Inflow =
Outflow =
Primary -
0.186 ac, Inflow Depth> 4.76"
0,14 cfs @ 7.99 hrs, Volume=
0.14 cfs @ 7,99 hrs, Volume=
0.14 cfs @ 7,99 hrs, Volume=
0.074 af
0.074 af, Atten= 0%, Lag= 0.0 mln
0.074 af
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
06-69fifthstreeta ptsPOSTCONSTRU ICTWa
Prepared by Keating Engineering LLC
HvdroCA[)@ 8,00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
25 YEAR BACK-TO-BACK STORM EVENT
Thurston 24-hr 25-yr Rainfal/=5.10" x 2
Page 35
8128/2007.
Peak Elev= 447.59' @ 7,99 hrs
Device
Routinq
Primary
Invert Outlet Devices
447.50' 6.0" Horiz. CATCHBASIN
#1
Limited to weir flow' C= 0.600
Primary OutFlow Max=O, 14 cfs @ 7.99 hrs HW=447.59' (Free Discharge)
'L.1=CATCHBASIN (Weir Controls 0.14 cfs @ 0,98 fps)
Pond 3P: INFilTRATION POND
Inflow Area =
Inflow =
Outflow =
Discarded =
Secondary =
0.876 ac, Inflow Depth> 3.65"
0,67 cfs @ 7.89 hrs, Volume=
0.12 cfs@ 15.21 hrs, Volume=
0.12 cfs @ 15.21 hrs, Volume=
0.00 cfs @ 0.00 hrs, Volume=
0.266 af
0,185 af, Atten= 81%,
0,185 af
o 000 af
Lag= 439.3 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0,05 hrs
Peak Elev= 444,57'@ 15.21 hrs Surf.Area= 0.062 ac, Storage= 0,104 af
Plug-Flow detention time= 350.4 min calculated for 0,185 af (69% of inflow)
Center-of-Mass del. time= 170.4 min ( 858.0 - 687.6 )
_d...
I,., . ..., _
'. ,
t\*m~':ff;:g~*':t'.~-'~"~"""
,-c,'
Invert
442,00'
AvaiEStoraoe*c'Sto'raqe DescriPtioii"" '.
0.214 af 24.00'W x 40.00'L x 4.00'H POND Z=4.0
Device
Routinq
Discarded
Secondary
Invert
0.00'
447.10'
Outlet Devices
2.000 in/hr EXFILTRA nON over Surface area
1.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.200.40 0,60 0.80 1,00 1.20 1.40 1,60
Coef. (English) 2.49 2,56 2,70 269 2.68 2.69 2.67 2.64
#1
#2
Discarded OutFlow Max=0,12 cfs@ 15.21 hrs HW=444.57' (Free Discharge)
'L.1 =EXFIL TRA nON (Exfiltration Controls 0.12 cfs)
Secondary OutFlow Max=O,OO cfs @ 0.00 hrs HW=442 ,00' (Free Discharge)
'L.2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Pond 5P: CATCABASIN
[57] Hint: Peaked at 447,64' (Flood elevation advised)
Inflow Area =
Inflow =
Outflow =
Primary =
0.073 ac, Inflow Depth> 4.76"
0,05 cfs @ 7.99 hrs, Volume=
0,05 cfs @ 7,99 hrs, Volume=
0.05 cfs @ 7,99 hrs, Volume=
0,029af
0,029 af, Atten= 0%,
0,029 af
Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05. hrs
Peak Elev= 447,64' @ 7.99 hrs
~~ _ ~t;~r:j.';~; tf::f:~~
-..-......,. ..
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06-69fifthstreetapts POSTCONSTRUICTWQ
Prepared by Keating Engineering LLC
HvdroCAD@ 8.00 sin 002262 @ 2006 HvdroCAD Software Solutions LLC
25 YEAR BACK-TO-BACK STORM EVENT
,Thurston 24-hr 25-yr Rainfal/=5.10" x 2
Page 36
8/28/2007
Device
#1
RoutinQ
Primary
. Invert Outlet Devices
447.50' 6.0" Vert. CATCHBASIN C= 0.600
Primary OutFlow Max=0,05 cfs @ 7,99 hrs HW=447,64' (FreeDischarge)
L1=CATCHBASIN (Orifice Controls 0,05 cfs @ 1.26 fps)
Pond 6P: CATCHBAIN
Inflow Area =
Inflow =
Outflow =
Primary =
0.064 ac, Inflow Depth> 4.76"
0.05 cfs @ 7.99 hrs, Volume=
0,05 cfs @ 7.99 hrs, Volume=
0.05 cfs @ 7.99 hrs, Volume=
0.026 af
0.026 af, Atten= 0%, Lag= 0.0 min
0,026 af
,
Routing by Stor-Ind method, Time Span= 0.00-24,00 hrs, dt= 0.05'hrs
Peak Elev= 447,52' @ 7.99 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
Primary OutFlow Max=0.05 cfs@7.99 hrs HW=447.52' TW=445,52'
L1=Orifice/Grate (Weir Controls 0.0.5 cfs,@ 0.43 fps)
,- ~ ::...;.... .:,,\~i,"'" ::;'"'1' "':'~i";-;~;-";~;>":'.'-.: ,,' ~', ~:,..:~{,.:.~.
(TW follows ,2.00'below HW)
: ;~~:":~':.:Y:.~L:/.~:;*~~'--c~~: '.~":.. '. -."
;,;,...
-', "~;-' . .".
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STORM WATER TREATMENT STRATEGIES
Abstracted from DEQ Storm Water Management Guidelines
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Treatment facilities may include sedimentation, filtration, plant uptake, ion exchange, adsorption, and bacterial
decomposition. Effectiveness is improved is more than one strategy is used in series. Most are designed to deal with
conventional pollutants (TSS, heavy metals, fecal coliform) and nutrients (suspended and dissolved nitrates and
phosphorous). Nutrients are of concern for ground and surface water.
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The 1997 ACW A stormwater,report showed that in Oregon urban stormwater is likely contributing to water quality
standards being exceeded. It also demonstrated that the existing data base of information was adequate to
characterize stormwater quality associated with specific land uses. The 'order of increasing pollution concentrations
by land use types were: open space, residential, commercial, in-stream industrial, transportation and in-pipe industry.
The Booth-Kelly site includes all but the latrer category, '
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the type of protection to be provided to the receiving water depends on the pollutants to be controlled and levels of
control to be achieved, At this time, NPDES permitting identifies problems with zinc and TSS levels. However,
data is not collected for the east end of the plant, which is potentially more contaminated. Conveyance systems, such
as piping, culverts, outfalls, swales, ditches or channels that take water to the infiltration system, detention, retention,
biofiltration etc, facility need to be designed to convey the existing tributary off-site runofffrom the hillsides and the
developed on-site runoff, .
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Stormwater treatment facilities in the Pacific Northwest generally require the design parameter to be for either a 2-
10-25 year or 100 year 24 hour stonn event depending upon the site location and potential for pollution. Localized
and long term groundwater impacts are of concern as they affect or relate to the movement of water on or near the
;q"",::::..:,:)'surfa.ce;,such.as.stream base flow, wetlands, springs, infilti'ation:systems:and',wells. Our water, quality treatment flows
,t, . . ',' .,. ' '." -.' - - " -'. _. -- - '-'\. '," _ ' '! - "', ;" "._\, ',. t.',' '.', _ '.:.. _.' .r~
:~i .". "'<.c.haye.:b"e.riidentifieabyc.ity);t8ff,~aMour conveyance systems arepr~posed.tolii;'designed for.tIie~l()!year'event.
. .
. r.' 7~:F;+~-<,..,j~
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The protection of groundwater quality is becoming an issue of concern, and increased safeguards are being required.
Surface water contamination by stonnwater into a water quality limited stream (the Millrace) has conflicts with the
ESA and CW A, and compliance with these is the basis for this report,
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Infiltration Facilities
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Any type of catchment system that releB$es water through infiltration into the soil and groundwater reducing sOOace
runoff, limiting erosion, and reeharging groundwaters that supply wetlands, streams and drinking wells, Infiltration is
not considered adequate to protect the drinking water source (sOOace a.rid groundwater) unless a second treatment
system is included (1,2,8,9,12,14,18). Other additional requirements are suggested if a development discharges into a
. natural or mitigated wetland, lake, drinking water source, wellhead protection area, groundwater management area,
water quality limited stream or other sensitive water bodies (2,8,18).
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I, Infiltration Systems: Including ponds, trenches, vaults, sumps, dry wells, roof downspouts, and porous pavemem,
Sumps, dry wells and infiltration trenches are considered to be Underground Injection Control (VIe) wells regulated
by the CWA (18).
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Location of the facility is critical and must be based on the soil type and presence of organics if
groundwater is to be protected. Most of the southern site soils are unsuitable for infiltration due to the
shallow depth to bedrock. Northern site soils are ,identified a~. Malabon silty clay loam, which has
acceptable percolation rates. Previous site excavations, and the excavated depth of the Millrace banks, do
not reveal gravely sands, which are not adequate for treatment
Should be used in line with other treatment systems prior to discharge or will pollute groundwater,
wetlands, wells and streams (2,7,8,]8)
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STORMW A TER BMP-s
Page B-1
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Some designs are good for nutrient control.-
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Suitabie for medium and smaller sites, draining 50 or less acres (2)
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Not suitable for areas with high water tables (a high water table will act as a barrier and sharply reduce
efficiency) (2).
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Infiltration systems should not be located within 1/2 mile ofa public water supply system dependent upon
groundwater (I),
Oregon currently limits the location ofUlC injection wells to 500 feet or Y. ofa mile ofa drinking water
system.
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Oregon"s UIC program currently limits the use of sumps and dry wells to locations where there is an
adequate confinement barrier or filtration media between the proposed injection well and aquifer used for
drinking water. Wells cannot be deeper than 100 feet, must be built so that the can be temporarily plugged
in the advent of a spill, cannot be used if toxic, hazardous chemicals or petroleum products are stored or
handled in the area served by the well or if the well serves parking lots,
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EPA guidelines recommend a three to four foot minimum separation between the bottom of the UIC well
and the seasonal high water table, This level is being identified by the geotechnical consultant
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Groundwater monitoring prior to installation of infiltration facilities is advised in sensitive sites, if
hazardous materials are being used/made or if hazardous and solid waste is being generated on site,
Groundwater monitoring can also assist in tracking suspected declining groundwater quality (8).
~i.~"""';,_,, ~'-'~''''':;-'-;;:>'''', _ ,_ '_" .,,:;::~t~':t:''''fr:';'~',~i~'r,.;;,~~I~i,t{~li:,_.,~,,~,. " , ,~,,"'
'I""'~'-'" , _ '''~;7;.t. . -". A liner may be.requiie~ 'to:p'roteBt'~oupawater!iri,serisjtive;areas..-c ' I.'" .~+~ "::';r.i~;.(t~,~;~~,;.~\~:.}\).tlf;:~":):";~~:t.'.~';;':>'~~
'~H.fW'j...~;""'-~;f~}~-{;,~'i;;~fr~:::;'''''''''. -. . ..' "~f,:'?;t:'i},:,-:'!:i;';-Jr;""~"'- - ~:,'(;t:7t~~~~.c~\:;'~'1:";-'.er" (y 'P"'~i';iA,~,~~..:-,I}-~' .,~
, To detennine groundwater impacts observation wells are suggested particularly if in the vicinity ofa public
water supplier (8), .
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Not suitable near building foundations, septic tank systems, wetlands or unstable slo~es (2).
Prone to rapid clogging and failure from sediment during construction and operations. Facilities should not
be installed until all lands in the site drainage have been stabilized. Needs to be used,with a pretreatment
system that filters oui sediment and other coarse materials. (2)
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Benefits: preserves the existing base flow and recharge, reduces peak nmoff and flooding, less expensive
(2,7). Infiltration can decrease both peak rates and volumes while increasing summer stream baseflows and
recharging aquifers.
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Most useful in the following situations: the proposed project discharges to a closed depression, or to a
severely undersized conveyance system that restricts the runoff volume that can be accommodated, or the
project is located in an area requiring runoff volume control due to flooding (8).
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Often failure due to: inadequate soils resulting in a poorly designed system, improper construction practices
(compacted soils), siltation (cannot deal with high loads) (2,7), location on unstable slopes and lack of
maintenance (2)
Other limitations include the very slow permeability rates of some soils and the need to prevent
contamination of groundwater.
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Removal efficiencies; (averages) (6) (may be less than accurate due to changes in technology): metals =
70% (100% if bonded to sediment, but misses soluable 30 to 4q% which is the most toxic), nitrogen ~ 80%
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STORMW A TER BMP-s
Page B-2
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& phosphoms ~ 80%
Only intended for runoff from residential areas, not for industrial use, and limited cnmmercial use (7),
Should not be used in areas undergoing major development.
The discharge from a proposed project site must occur at the natural location so as not to be diverted onto,
or away from the adjacent property (8).
Proposed projects must provide runoff controls to limit the developed conditions peak rate runotT to the pre
development peak rates for specific design stonn events based on the runoff from defined existing
conditions(8), More restrictive runoff rate controls are suggested for sensitive areas (8)
Infiltration facilities should not be operated until all proposed improvements that control surface runoff are
complete, particularly revegetation and landscaping, (8), This severely limits the use of infiltration facilites
as interim measurs
A soils report and test pits will be required. The basic requirement is a minimum of 3 or 4 feet of penneable
soil below the bottom of the infiltration facility (pond/tank/trench etc,) and at least 3 'feet between the
bottom of the facility and the maximum wet season water tabl~ (8,9), ,.
An overflow route should be identified in the event that the infiltration facility"s capacity is exceeded or
becomes plugged and fails. All overflow systems are to be designed to deal with a I 00 year 24 hour flood
(8,9),
Should be preceded by a oil spill control device to capture any oil or other floatable contaminants before
they enter the facility. Should provide protection up to the 10 year design storm (8,9).
" ',:. ,:;:'J.n.flo:W,to:infillnltionponds.ltank~ and facilities should,be:pre-tTeati:d~f"t;s~~iir)eht rel)l~y,!IJ8;,?)!".,._,>.. .
" .~; ':>;'.;,7tt'r;4t';;,~,~,g;''J\'~~~~d .b..J:, 1";;,~,';t~~U~~;;::";"~";r;.,,,,," ~:' ":.;..A~;;:;e.:~!t~1:C-I>~:":,,j~- '-. . J;~~t';-:;t{:~m~rr~r.;c'"
-'p;io;'t~ '''~~avation cord~n-;ff ~rea to protect from construction traffiC' compaction.'"'' ,',
"
Excavation of infiltration system should be done with a backhoe working at "anns length" to minimize
disturbance and compaction ofthe infiltration surface,
2, Infiltration trencbes : have a moderate ability to remove pollutants, Regulated as VIC Class V injection wells
under the VIC program. EP A advocates use of these facilities to dispose of stonnwater only (18),
Are not suitable on slopes, areas with a high water table, near foundations, or at sites likely to have high
sediment loads, .
Depth to bedrock can also preclude this design or impermeable layers
Trenches are usually 2 to 10 feet deep backfilled with coarse stone, a filter (sand or compost) and underlain
with filter fabric (7).
Good for sites that offer linear layout (7).
Low tech
Can be a hazard for children (drowning).
Failure rate within 5 years (II)
Cost effective on smaller. sites (II)
STORMW A TER BMP-s
Page B-3
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Should be coupled with pre-treatment (II)
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Should not be located in an area where hazardous or toxic materials are stored, transported or handled (18),
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Should not be located in any area (including loading docks) where an accidental spill of a h""",,rdous or
toxic liquid would drain into the facility {I 8).
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Disadvantage - they tend to clog with tine sediment slowing the rate of infiltration into the soil over time
(18) .
3, Infiltratinn basins/pnnds are depressions created by excavation, benns or small dams provide for short tenn
ponding and infiltration (7),
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Best when natura] depressions or drainage ways already exist (7)
Can serve up to a 50 acre drainage (7)
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Pollution removal ability is moderate, if working (II)
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Failure rate is 60-100"/0 within 5 years (II)
Siting dependent upon soils, depth to groundwater, slope, sediment input(ll)
A soils report should be required that demonstrates through infiltration testing, soil logs, test pits etc. that
I sufficient penneable soil exists on the site to allow the infiltration system to function. In addition the design
infiltration rate should be tested to provide an estimate of the potential outflow rates for existing areas
proposed for infiltration. (8) ,_
~'''''-;~~~J,llt.......... _ _ ",~.~~-;. " k"~~ (: :]~,:i'~\~~:'~U:'Q:)~;~1::~lt:,~;ithi5!1~ !hn~; ""'-" ,_~:;';1: ~ _ _ , ,~' :~i: <~;l3;"'r~:~;~:.:..,~.~,~~,;,,~,~~.,~.-~.:~.-~,:...;~.~:~W~i~;:.;.- _.
lJ;j~':i,r'i;'i;:.i~''''''':;~'!{:~'';!,'t'GOnstruction costs a,.i~odeniie'(Mb\~~:;;~o""'1':'~; """;" ':k'1.1,f;',;;,,", .. "
Best when inflow to pond is pre-treated for sediment removal (8,9) such as a pre-settling basin/pond.
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Runoff from adjacent paved areas/access road should be treated with filter strips or other BMPs before
runoff enters the system.
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4, Roof downspout /drains: small scale chambers or trenches intended to facilitate stonnwater runoff from roofs,
sometimes filled with graveL (7) ,
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For residential use only.{I, 2,8,9) provided suitable soils are present (coarse sands or cobbles, medium
sand, fine sand/loamy, sandy loam or loam),
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They are not designed to directly infiltrate any surface water that could transport sediments or pollutants,
such as paved areas (8,9).
Do oot use on slopes (25%)(4:]) on unstable areas
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Not allow in fill material except engineered sand and gravel, should be in native soil,
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Mu'st have a measured infiltration rate of not less than 3" per hour to be effective. (8,9) Limit use to certain
SCS soil types.
Roof downspout system should be at a minimum 30 reet from any water supply well (8),
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The downspout should be connected to trenches with filter fabric over the drain rock prior to backfilling,
Once constructed c]early mark the site - no vehicle traffic is to occur with 10 reet of the trench area, (8,9)
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STORMW A TER BMP-s
Page 8-4
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Trench length shall not exceed 100 feet from inlet sump. Trench to be a minimum of 10 reet from any
structure, and 50 feet from steep slopes (8),
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6. Infiltration Medias -(I, 2,12) select the filtration media to achieve,the desired pollution removai goals/objectives
and size the tilter to achieve the desired ron time before replacement of the media is needed, Filters are limited by
clogging caused by suspended solids in stann water. Pre-settling in general will reduce the clogging observed in
filters and increases how long the tilter will function, it also reduces color, BOD and turbidity problems. When tilters
are allowed to dry between use, the flow rates increase.
Vegetated Rock or Rock-Reed Filters
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Uses a shallow cell of rock and gravel in which wetland plants are rooted. Wastewater flow travels slowly between
the rock pore spaces, where it is subject to settling, algal/plant uptake and microbial breakdO\Vn (WPT V2#2),
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Designed to treat subsurface flows, unlike most other systems,
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Off-line system with packed bed filter cells excavated into the soil (80"w by 30"1 and 3" deep), Each cell
is sealed with a plastic liner and filled with crushed concrete or granite,
Pretreatment is needed for sedimentation"
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Efficiency Removal rates for TSS, Total phosphorus, fecal colifonn approached or exceeded 80% while
inorganic and organic nitrogen ranges from 60 to 75% (high rate). moderate to low rates for organic carbon,
ortho-phosphorus, TDS and metals (soluble/particulates).
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Crushed concrete performs better than granite,
.'.
.' '~e;~~~;~m~~"!'~}}~~~~~:{fi~;~i~~!~~;"~:~_: than planted c~}},s:. "i'~;"~;:~:~&(;ii;;i~~~f;;;i<.~,:, ;&W~ew.~""-~
r. . - .
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These facilities basically provide storage for increased surface water flow runoff resulting from development.
Detention is the collection and temporary storage of surface water with the outflow rate restricted. Retention is the
collecting and holding of surface and stormwater outflow occurring through evapotranspiration, and implies
permanent storage (8).
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The general categories include: wet ponds, constructed wetlands, presettling basins, dry ponds, wet vault/tank, and
catchment basins. Other additional requirements are suggested if a development discharges into a natural or
mitigated wetland, lake, drinking water source, wellhead protection area, groundwater management area, water
quality limited water body or other sensitive water bodies (2,8).
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In general efficiency is improved by extending the detention period (2, I 0), These facilities provide'pretreatment or
primary treatment of stormwater for conventional pollutants (particulate only) and nutrients (dissolved and
particulate - nitrates and pbosphorus). Detention can be fairly effective for the removal of urban pollution associated
with small storms through gravity sedimentation. . ,
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[fnear a road way or parking area can accumulate heavy metals (lead, zinc, copper), the heavier the traffic the higher
the accumulation. In such case the multiple use functions of the facility should be limited due to the environmental
health hazards, access should be restricted (fence), post warning signs, the basin may require dredging during
maintenance cleaning and the sediments should be treated as a hazardous waste. Sediment testing (elutriate) should
be done prior to removal (2).
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Significant concern exists regarding the potential contamination of groundwater resources (primarily potable) from
inadequately treated surface water runoff that may be immediately infiltrated at water quality control facilities
serving impervious areas of intensive use (such as commercial, manufacturing and industrial land uses). To address
these conCerns proposed facilities located in soils with a minimum infiltration rate or permeability of more than 9
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STORMW A TER BMP-s
Page B-5
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inches per hour (.15 inches per minute) must have a lining system to prohibit infiltration under the water quality
facility, Of course, infiltration facilities provided for peak runoff control would he located downstream of these and
any other water quality control facility. (8,9)
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In general facilities should be at a minimum: a) 20 feet from buildings, property lines, vegetation buffers; bJ 100 feet
from septic tankJdrainfield (2); cJ 50 feet from steep slopes (2); d) at least 100 feet or the I year capture zone from a
well (8) and e) not located in dedicated public right of way areas or unstable slopes (8,9),
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All RID facilities must take into overflows (bypass) into consideration, Overflows may result from higher intensity or
longer duration storms than the design storm or can result from plugged orifices or inadequate storage due to
sediment build up, Pond/wetland overflow system should provide controlled discharge ofthe! 00 year, 24 hour
design storm event for the developed site conditions without over topping any part of the pond embankment or
exceeding the capacity of the emergency spillway, The design should provide controlled discharge directly.
downstream. Do not place RiD facilities where the overflow could damage downslope building (2), impact public
health, safety and welfare, property and wildlife habitat (8,9),
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Extended detention dry pond: Essentially a presettling basin (2)
Suitable for larger sites draining 0-100 acres
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Best with clay loam, silty clay loam, sandy clay, silty clay and clay soils
Can generally be located anywhere (2) except unstable slopes
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Does not provide the same level of treatment as a wet pond, fairly good for oil and grease, metals,
sediments and nutrients, '
I:jji',;~,:~~(;r;' t:._;;:;
'. ,.,.:. -
"k':' .~'~.',;A'_vi~bJe. option for retrofittil1g:d~teriti~n~~H&~~~;~~ihg:,existing_de'~efopments '~',
(tt;/t~;;~'rB-.ljo--""" '" 7{:'~:,:'i';(~~h~{~:;~" r<ftRi:f~.~:""!:'''- I
.,,_i~... '1"" >
,.,,;~ ~ :'~~":~";~:'{f~;fft!~:,~~b
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Locate associated catch basins in grassy areas
EOhances Landscaping
Same design parameters as for a presettling basin
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Catch basin Filter System: a catch basin coupled with a sump and sediment traps, May also be used with an inlet
device, prefiltering insert and screens (see other facilities and retrofit)(12). The inserts consist of several filtering
trays sus~ended from the inlet grate. Common filters are charcoal, wood fibers or fiberglass.
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Widely used at construction sites, industrial facilities, service stations and marinas/moorage"s.
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Retains small particles, partially effective with high levels of particulate heavy metals, oil/grease, and TSS
(2,12). Moderate reduction in TSS and turbidity. However, few pollutants are associated with these coarser
solids,
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Efficiency: TSS 22%, Suspended solids 32%, Turbidity 38%, color 24% with negative results (increases)
for magnesium, calcium and bicarbonate. Results not significant for volatile solids; conductivity, nitrates
and potassium,
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Disadvantage: When 60% full the suspended s~lid deposition is in equilibrium with scour, and the capture
efficiency. is reduced to zero (12),
Best in small basins and with treatment of highly turbid runoff prior to discharge to catch basin.
Do not use on unstable or steep slopes (2)
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STORMWATER BMP-s
Page B-6
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Usually used with vaults, tanks, sumps or inverted (hood) inlet (2,8,9, 12), Inlet can be coupled with a
filtration system (see retrofit).
Maintenance is critical and must be at least semi annual. Require a maintenance schedule and plan for
disposal (2),
Insert maintenance is required quarterly and should be inspected more frequently during wet periods (18).
Catch basins with a restrictor device (multiple orifice and weir/riser section) for controlling outflow can
provide minimal control for floatables and petroleum based products (8).
Size of catch basin sump controlled by runoff rate, TSS concentration in runoff and how often it will be
cleaned out (12),
To minimize groundwater pollution problems be careful where infiltrating catch basins are used (residential
areas) and pre-treat the infiltration water. (12)
I, Bioretention Swale: an off line system that: I) captures sheet runoff; 2) directs through a grass filter strip or swale
then: 3) to a sand trench; 4) planting bed and ponding area for infiltration/evaporation (bioretention area) (I).
Swales basically act as filters for runoff from frequent stonns. The principle fonn of treatment is settling out of
pollutants and the use of vegetation to take up the dissolved fraction (8), For best results a swales should be designed
to deal with the peak runoff for a two year, 24 hour stonn event (8,9),
I.~
,...:'.,~.~- ...,-.
_,c,,,:._,
Use of a sand trench augments infiltration of the plants, slows velocities and evenly distributes the runoff, facilitates
the flushing of the pollutants from the soil (treats with a combination of microbial soil processes, infiltration and use
of natives to enhance stonnwater). Grass buffer strips reduce velocities and filter particulates (1)[WPTVl#3],
'1~"~&' Does":';eil?~~itli~fusi~:fltish \runoff;'~ecbJ)o~ically"feasible. irnprove's'!~~sitieric~-;~Md;~~~fumillium'~"~""':P:"l'~i~Q';>~~~:~'\o-.<; "",.r
'- . c:;:,~",,;~,'''F;; "~"_'.:",,;-~ ,.,' " . ,.,,_ ',,~,y ;";"...,,' . . "il.;i~'~"._'i,,~."'!l; ...,-roo . ~.,:..,. ','_'. '
environmental i1hpacts. Best in meoianstrips and parking lot islands (I) ",' ..', '''''''''''' .'"''
Organic topsoil layer is good for degrading petroleum solvents, heavy metals, nutrients and hydrocarbons
(I).
Critical design elements: size of drainage area to be treatec4 location of bioretention areas, sizing guidelines,
calculate water budget (1,2)
Biofiltration is suitable for smaller sites 10 or less acres (2)
Needs a minimum width of20 feet (18)
Must be graded to create sheet flow not a concentrated stream.. Sheet flow decreases chance of gully erosion
and distributes eontaminants over a wider area (18), Level spreaders (ie. slotted curbs) Can be used to
facilitate sheet flow.
Can be placed anywhere with careful site design (2).
Do not use on steep, unstable slopes or landslides.
Can reduce peak flow rates (2)
Best when used as the initial treatment and conveyance of stonl1water (2)
Good for nutrient removal and conventional pollutants (2)
Can be installed prior to or following runoff control facilities, but should precede water quality treatment
STORMW A TER BMP-s
Page B-7
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facilities such as ponds, vaults or swaies (8).
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Best at 200 feet in length, in tight spaces obtain more length by using a curved path, (2) Should have a
maximum bottom width of 50 feet. One foot high check dams should be installed every 50 feet starting 20
feet downstream from the inflow point. (8)
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Good when used at an outfall (8), commercial development or road side,
Removal efficiencies (6)
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a) TSS ~ 83 to 92%
b) lead ~ 67%
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c) copper = 46%
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d) total phosphorus ~ 29 to 80%
e) total zinc and aluminum = 63%
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f) dissolved zinc = 30%
g) oil/grease/TPH = 75%
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h) nitrate-N = 39 to 89%
Other facilities
1\""">~lJ~~... \i;;\.,fi~~~.t!'.~Pi~!;'.!.j!);i!'~,t It. r..~~tio,! (SDIP); inlets",in use dur,;P~;~p'~i@j;$t(jw,~.d opeiit.ti'1i],.'V~!,to~b~;protected so thai
.,;J~Ji~S'";;t~\::':~'~~sionnwater~!!9ff,~~inotenter the conveyance systemt,~tn'ou{ fii's't being filterecno'Keep out sediment or
. otherwise treated (I),
'~~;:'i~i)J.~~~~~~1
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Adequate installation and maintenance is a critical issue, and are the # I and #2 causes of failures related to
SDIP, stormwater sediment basins and traps. (I)[wptvl#3]
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Puget Sound advocates the use of small sediment traps, sumps or filters at system inlets (2),
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King County uses only two options; catch basin inserts (preferred) and filter fabric protection'over the
grating (not under). These are easy to maintain and are not a hazard to traffic, Filter fabrics is likely to result
in ponding of water above the catch basin, so use only where ponding will not be a traffic concern and
where slope erosion will not result if the curb is over topped by ponded water. (8)
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Note trapping sediment in a catcb basin is unlikely to improve water quality, it is a last line of defense (8).
Do not use in areas needing leaf control or having heavy trash loads, as they clog rapidly (12)
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Storm drain inlets downslope and within 500 feet of a disturbed area or construction entrance should be
conveyed tn a sediment pond. (8)
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Goal is to find an inlet that does not; cause flooding when clogged with debris, does not force storm water
through the captured material; does not 'require frequent maintenance and does not have adverse hydraulic
head loss properties.
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Perforated inlets (making them infiltration devices)- decreases stormwater runoff volume, peak flow rates
and discharges to surface water. However, problems occur witb groundwater contamination and early
failure oftbe infiltration capacity,
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STORMWATER BMP-s
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1~'~i~~~;:7;;-';'~!~
""""'..' ,......... .
:<':),11-;;,:':,'.-"..--
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Catch Basin Inserts: These. systerns either hang from a drain inlet trame or are installed below the drain inlet. Most
contain some sort of treatment mechanisms associated with sedimentation, adsorption, filtration or gravitational
separation of oil and water. They should also have a,secondary or high !low outlet, through which water exceeding
the treatment capacity can escape, (19)
Modest, TSS removals
washout problems from first !lush - problems increase with rain intensity
Susceptibility of accumilated sediments to be re-suspended at low !low rates, can be corrected with an
energy disapator between gate and treatment area. .
needs true bypass system to divert !lows that exceed a 6 month event (limits the total !low to the treatment
area).
test show little difference in sediment catchment with an insert versus none.
Hydrocarbon removal rates vary between 30-90% when new, and decline to 30% or less thereafter.
Removal efficiency appears to drop when the units experience approx. 2" of accumilated rainfall.
Catcb basin Premiering insert (Sages, Inc) - consists of a subsurface gravel and sand prefilter and an
activated carbon filter. Helps to eliminate standing water between storms and eliminates mosquito
problems, To prevent sediment from clogging the fIlter, the top of the tubing should be extended at least
above the normal standing water level, and the tubing from the top of the unit to the catch basin bottom
should be perforated and wrapped with filter fabric. The top of the Sage should be capped to prevent direct
entry of water andsedhnent. . _ '. .
': "i~\ -"" ;' .,,~: ,,":~'7,,:';:.p: ;~~',: ~i:i~h,(~' :1,., p, ~t<..i::''.,~ ,. ",,_".. ',_' ~;;.i' "1'-\'5'j~:fr-:H~~'~}:';:+Y;p.d~;lg;.{t't:;!,:.."t'_,")3'.~t"f~~if~~,;~il;>;~..
Oil and Grit' Se~p8r8tor(l\taier.:q~"uality.".-iiilet).:~Typ" ically' '~on'sist:of one.or more clifunbers desi~r{e'd;to'!aI16'w'ar" .;;,>-:~,~:':f~~;'_~:!::!!c-~'"
^,.." '1'\. -. ''''1'''''<''','''' ':-'., ..,........"
portion of sediments to selii;; out prior to entering',,"stomlwater well. Some designs contain baffles, The separator
slows inflowing water, and the "'.Jlount of sediment removed is determined by the speed of the water !lowing through
it relative to the depth of the separator (18).
Effectiveness in separating dispersed petroleum products depends greatly on the design and holding time
(18).
This technology is not capable of effectively control runoff associated with metals and hydrocarbons.
Hydrocarbon hot spots identified by monitoring include vehicle fueling, loading docks service/maintenance,
parking areas, salvage yards (I).
Not effective alone in trapping pollutants.
At least 24 hours of settling time are needed to reduce the pollutant loading
The on-line design promotes frequent re-suspension Of previously deposited oil and sediments,
If not properly designed and frequently cleaned, the separator will allow trapped sediments to be
resuspended and pass out of the separator during subsequent !low events (18),
Usual design !laws - insufficient treatment volume capability
Lack of maintenance often causes failure
Lack of disposal sites and costs
STORMWATER BMP"s
Page B-9
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I,,,,,,,.
--~."\...,,.,.~ "",-'"
;!~~~t!j_tJ.t,.,.,,_....
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Sand filters are preferred as a better alternative with higher effiCiency in removing pollutants and can deal
with a higher volume of nmofl and are more easily maintained, (WTP V I # I)
Prefab modules are generally undersized, but cannot deal with high t10w rates found in PNW,
Floating oil needs to be removed when the separator is cleaned and sediments from these devices may
qualify as hazardous waste and should be tested prior to disposal (18),
Advantages _ standard'practice, simple to construct, pre-fabricated and easy to maintain (18)
Disadvantages _ require periodic cleaning and maintenance, frequent design flaws, not effective at treating
many pollutants (18)
Use in small impervious areas with a high potential for oily runoff (eg, Gas stations and industrial areas)
(18)
Oil separators should be sized for a local 6 month r~-occuring 24 hour design stonn. Larger stonns should
be diverted from the separators (18).
Oil Absorbant Material: pillows used to absorb petroleum products when present in higb. concentrations.
Can be leftt1o'ating in separators and removed later during maintenance (18).
Can minimize the amount of petroleum product passed onto an infiltration device.
Small b.olding capacity limits amount of protection( I 8)
. ".
. ,,"N'i/t'?~tW~bln;;aiies',with.potentialfor.alarge spill (18)
-,: Rt' '-~. ~:(:~:~~;i~~~~i;t~Iii??ti7::;{-~~t~H;~1Z:'''J~~f;~~~gi:i~:b~'tt.~,-, - ,
Not effecti""at removing disperse'if6il(18)
,r"'~~~;';j;:t)it1~?~r~l~J;t;~&;if{;fVib"""';J~~5;)%w.~,'" ,. "
Inexpensive.
Sources:
(1) Watershed Protection Techniques: Center for Watershed Protection (Volume I (#), 1994; Volume 2 (#),
1995/1996
. (2) Puget Sound Stonnwater Management Manual, 1992
(3) City of Portland Stonnwater Management Manual, 1995
(4) United Sewerage Agency Design and Construction Standards for Sanitary Sewer and Surface Water
Management, 1996
(5) Homer,]' Constructed Wetlands for Stonn Runoff Water Quality Control, 1993
(6) King County Environmental Division: Best Management Practices for Golf Course Development and
Operation, 1993
(7) Brown and Caldwell: Surface Water Quality Facilities Technical Guidance handbook, 1991 for Portland,
Lake Oswego, Clackamas County and USA
(8) King County Surface Water Design Manual, 1995
STORMWATER BMP-s
Page B-lO
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(9) Draft King County Surface Water Design Manual, 1997
(10) EPA: Stonnwater Management for Construction Activities - Developing Pollution Prevention Plans and
Best Management Practices, 1992
I
(I I) Lower Platte South Natural Resources District: Manual of Erosion and Sediment Control and Stonnwater
Management Standards, 1994
I
(12) Pitt, Robert: New Critical Source Area Controls in the SLAMM Stonnwater Quality Model; presented at
the Assessing the Cumulative Impacts of Watershed Development on Aquatic Ecosystems and Water
Quality Conference, March 1996,
I
(13) Pitt, Robert; Clark, Shirley; Panner, Keith; Field, Richard; and O"Connor, Thomas: Groundwater
Contamination from Stonnwater Infiltration, 1995
I
(14) Pitt, Robert and Field, Richard: Hazardous and Toxic Wastes Associated with Urban Stonnwater Runoff, in
proceedings of the 16"' Annual RREL Hazardous Waste Research Symposium, 1990.
(15) EPA: Results of the Nationwide Urban Runoff Program, 1983
I
(16) Pitt, Robert; Clark, Shirley and Panner, K: Potential Groundwater Contamination from Intentional and
Non-intentional Stonnwater Filtration, 1994
I
(17) USGS Water Supply Paper 2425; National Water SUmmary on Wetland Resources, .1996
(18) EPA: Draft Stonnwater Drainage Well Guidance, 1997
1:!#~d':\;1(~~~~,,?;;ij';^:; :{rH~-I;'.~~~rt,;:h.':'"'' "-", ,;"-',;,~ .' .., l.>".~.~,:;'~:1.:,~':~!;\;[;2:~~;;;gl"',~~,,,._, . .. .. . ' ,~"''';$~:;''~:;: ;r:;, ,;
t~ ".' - ""~~f.:~~;~H~~~.~tJ~~~Jt?)~~teragel!f~h~,~~S~~~~?Ul Insert Conunttt~~: Evaluat~I.?p.:~,f$.<.?~mm~I]!.~JJY"A ya~1~~J,~~S-~!~72,~~~m Inserts for ',; - ~;r "';":t;.~:}:~~!~~;~:
,:','" the Tre.atmentofStonnwater Runofffrom Developed,Sltes; 1995 ,,;iii':,,;/;;".1""" . i":
I
(20) ACW A: Stonnwater Report; 1997
(21) EP A: Urban Stonnwater Runoff and Groundwater Quality, 199 I
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(22) Washington Department of Ecology: Implementation Guidance for Groundwater Quality Standards, 1996
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STORMW A TER BMP-s
Page B-11
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A~I, 24, 2001 J44PM
No 20 i6
"
"
K & A Engineering, Inc.
3327 Roanoke.Ave., Eugene, OR 97408
. (541) 684-9399 Voice
(541) 6~4-9358 FAX
-a
~ngin~~ring
November 2, 2006
Keating Engineering, Inc.
188 W. B S1. BuildingP
Springfield, OR 97477
Project: 228.06
Subject Geotechnical site investigation
Proposed 5m Street Apartment Development
1980/19905'" S1., Springfield, Oregon
PURPOSE AND SCOPE
As requested, K & A Engineering, Inc, has completed a limited geoiecnnical investigation of the subject project
site, Our understanding is that several conventionally framed 2-story mUlti-family dwellings and associated
parking 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,
'1"-t.;f..;t61fi;rh;i':ij~''';t,1,Q~,,~.[.8.~~..t~0...~?W inve,stigation w. as tp~rara9!,~[j~'lj~..rtfu~'~rf~S~,JQe.,~~~.s.~~as~~,.~i.I.Co,n. ditions and to make",;'..~'i;jk\IQ'~;;!t!ir;"i.'".'ii,"~'",",
o",;("},,,b.,?,,,' ""recommendaliOns,forslte development With respectto"cuts~hllsi'an(j'foun(jatlOnisupport;,'pavements, and "'~r' . ~'\4'~"fi"jtr1i~];;~i
" draina"ge:''rhes'cope of our services included lieldwor~';lncjlhis written repoM!!:(~#,c.r"i'" . ,:;;.,;!.",,~...
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SITE INVESTIGATION
General Site Characteristics
The project site 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 of the McKenzie River located less than one mile north of the
project SITe.
The current site is essentially flat and currently has two eXisting framed single-family residences with garden
and lawn areas and several small outbuildings,
The area geology has been mapped as quaternary delta fan alluvium. Soils in this geology consist of sand, silt,
and gravel deposited in the active meander ben of the Willamette and McKenzie rivers'
Subsur1ace Soil Condilions
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,
1 Ian p, Madin and Robert B. Murray, Preliminary Geologic Map of the Eugene East and Eugene West Quadrangles, Lane
County, Oregon, State of Oregon Departmenf 01 Geology and Minerai Industries, Open-File Report OFR 0-03- t 1, 2004.
We recommend that foundation loads be placed on undisturbed native soilsubgrade at a depth below final
." ..,. . '.' grade around the perimeter foundatipnsot24,inches minimum. The water content at this depth will havesmall.. """,~,. ..'
Int~iA!t~~)',c"~;f}~~~~~:~~~fr~~~:d a~i~e~~~I~~~hc;Ii:~~i~~~~~~;~0l~~rld~'~~i"~~;io~1;i~~\rg~~r~&WeI~i~~i~eU~ebel~~e ;*~~fh9S'i({~~J;~i~;~;~i1c~\Ni0xNj;;:",
grade or may be constructed on select granular fill that extends to undisturbed subgrade soil at a depth of 24- . C
I inches minimum below final grade, . .
Earthquake Ground Motion - Liquefaction
I There Is not a significant hazard for soil liquefaction for the design earthquake due to the high density and
gradation 6f the underlyihg alluvial sandy gravels,
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,~ug 24 2007 3
44PM
No. 1016
p, 2
K /\ A Engineering, Inc.
In general soils consist of 1 to 3-!eel of silts, organic sills, or silty and gravelly silty fills over poorly graded
sandy gravels. Silty gravels, and sands, The natural soils are alluvial deposits from the nearbY river and the
variability of soil gradation reflects the dynamic nature of river movement and location"
A graphic log of the test pits is attached to this report.
SUMMARY AND RECOMMENDATIONS
General SUllabllity
The proiect s~e is well suited for the proposed development. There are no geologic constraints that preclude
conventional concrete foundation spread footing foundations and conventional wood framed construction"
Geologic Hazards
Slope Stability
Since there is lible or no ground slope there is not a hazard associated with slope movement.
Expansive Soils
The sill and gravelly sill found in the upper 1 to 3-1eel of the site have a low to moderate potential for volume
change with changes in water content. The hazard of structural damage due to expansive salls is lOw:
Earthquake Ground Molion - Design Criteria
Based 'on the criteria defined in the State 01 Oregon 2004 StructuralSpeciahy Code. Table 1615.1, 1.lhe seismic
site class for this site is "C." Seismic design category and other seismic design parameters should be
developed using this site class and the appropriate seismic use group,
Sile Development
Areas forloundation and pavements should be stripped of all organic silts .~nd fills {silty and gravelly silt), The
exposed native 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 stope gradient at the site we do not anticipate plans for permanent cuts or fills exceeding 4-
leet. Short-term cuts less than 4-feet in height should have a maximum slope of 1 horizontal to 1 verticaL
Permanent cuts less than 4-feet in height should have a maximum slope of 2 horizontal 10 1 verticaL
Permanent tills less than 4-feet in height should have a slope no steeper than 3 horizontal to 1 verticaL
Project 228,06
Client Keating Engineering
1980/1990 5m St., Springfield, Oregon
. Page 2 of 7
November 2, 2006
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Au g.24. 2007
3.44PM
No. ) 016
P 3
K & A Engineering, Inc.
All permanent cuts and fills should have surface erosion protection measures placed immediately aher .
completion of final grading of the cuts and fills, Erosion protection measures can include hard armor such as
gravel, stone, or masonry and can also include organic systems such as mulch/seed mixtures. .
Final grading should result ina ground surface that slopes away from all foundations, Roof drainage should be
captured and routed \0 an approved stormwater disposal system, .
Pavements
Roadway Subgrade
Plans for the proposed development include construction of a paved common access driveway and adjacent
paved parking areas, Since the site have virtually no slide slope there it is unlikely that there will be significant
cuts or fills.
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. If the exposed nativc'soils are below the planned roadway
subgrade 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 pavementstructure consist of 3-inches of dense graded hot mix asphalt concrete .
.,..,J;;;!',W"l ~.;l",'pavement over a ~,i~Cihetijjjn,I~HM)Bf.,~9,Q,~~~?J~I~~~e i~9,~,~cn~truction;of the paveme,R1,$[U.~\~L~i9,~rm,gl\Y~b!)"M h, ,OJ"'
d!5W~;'Y~:x:il'eweather may necessitate the plat:trneDt\of\a\paVement'geB~~ll~w.wlheSUbgrade prIOr to Placemento(~~e,1~i~'(1[;!:~;;tt'::';\\i~"''''''''..r,o/~#:;\;'~
, aggregat8'base rock and pavement K & A Englneerlng,lnc. should be consulted If the pavement slructure IS to 1,;":,'..1,,.',"~1:
be constructed during wet weather, .
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Wet Weather Construction
. We do not encourage wet weather construction lor earthwork, However the low plasticity sills and gravelly silts
can sustain work during periods of light rainfall. K &AEngineering, Inc, should be con1acted tc provide
additional recommendations if earthwork construction is required during periodS ot significant rainfall.
Underground Utility Construcllon
There will be a moderate hazard ot cave-ins in the native soils for utility trench construction.
than 4-feef should be shored.
All trenches deeper
Select granular fill should be used!n the pipe zone and clean native structural fill may be used for trench backfill.
Residential Slructures
Foundation Support
Conventional cast-in-place concrete perimeter strip lootings 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 Soils,
Project: 228,06
Client: Keating Engineering
1980119905- St., Springfield, Oregon
Page 3 01 7
November 2, 2006
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Aug. 24, 2007 3 44PM
No. 2016 P 4
K & A Engineering, Inc.
Foundation Area Drainage
Conventional perimeter footing drains should be constructed consisting of pertorated drainpipe covered wilh 12-
inches minimum of drain rock that is completely enveloped with separation geotextile
Orywel/s
Much 01 the native soils at the site are suitable tor disposal of surtace runoff into the ground using conventional
drywells. However there appear to be zones on the site that have limited water intiltration capacity, Based on
the visually estimaled water content of soils exposed in the tes1 pits it is our opinion that groundwater levels at
the site may be as high as 5 to 6-feet below Ihe ground surtace,
The well graded sandy gravels found in test pits TP1 and TP2 near In the northeast portion of the 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 gravels at a depth not exceeding 4-
feet below the existing ground surtace We believe that, for planning purposes. the best location tor a drywell is
in the eastern hilif of the project site, Due to variation of soil types. on the site we recommend that additional
test plls be made on the east half of the project site to verity the existence of sandy gravels and their drainage
characteristics .
The recommended design infiltration rate is 5-inches per hour. The design infiltration rate can be Increased
based on results of Dn'site testing 01 native soils al the proposed dryweillocation,
~~~:~i,~~~W}~;gl~~~~~~~i\~~};(\(:~{;r'%'~"";~flit;I~~~~"'i""
,;;"~~i!~~~&;\(~~*m~&~1~t~~j1(llj~~'"~'::~~f~1l\>,r~""
Select Granular Fill
Select granular rill may consist entirely, of fine select granular fill ora minimum 01 9-inches of coarse select
granular fill covered by a minimum of 3-inches of fine select granular fill.
Fine Select Granular Fill
Fine select granular fill should consist of clean, durable. well-graded material with a maximum particle size of 3-
inches and.a maximum of 10% passing the no. 200sieve. Select granular fill shall be placed in layers not 10
exceed 12-inches (loose) and mechanically compacted to a dry density exceeding 95% of maximum as .
determined by ASTM 0698 (Std. Proctor), .
Coarse Select Granular Fill
Coarse select granular 1iI1 should consist of clean. open-graded quarry stone having a maximum panicle size of
3-inches. Quarry stone should be durable and have 100% tractured laces. Coarse select granular filJ'should be
placed in 12-inch layers and seated with a backhoe bucket or by tamping with excavation equipment. '
Alternatively coarse seiect granular fill may consist of well-graded "bar-run" gravels froma local alluvial source.
'BaHun" coarse select granular till shall pass the 4:inch sieve and shall have no more Ihan 10%, by weight.
paSsing the no, 200 sieve.
Project: 228,06
Client.Keatlng Engineering
1980/199050 St., Springfield, .Oregon
Page 4 ot 7
. November 2, 2006
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Aug, 24, 2007 3.44PM
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 011 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 compacted to a dry density exceeding 95% 01 maximum as
determined by ASTM D1.557 (modified proclor)
Drain Rock
Drain rock should consist of 1 '/, to 3-inch clean,open-graded, and durable round river stone or angular quaf!}'
stone
Native Structural Fill
Native structural fill refers to on-site native clean sitts, gravelly silts, and sandy gravels. Brown silty fill and
organic sill is nol suitable tor use as a native structural Iii!. Native structurallill is suitable lor use as roadway
sub grade or for sup par! 01 non-struc1Ural elements of site development such as landscaping features,
Sub grade
subgrade reters to compacted, graded native soiis underneath'stripped and grubbed organic layers that will
receive constructed tills or embankments
Separation Geo/extile
Separation geotextile should consist of a non-woven, needle-punched, polypropylene fabric meeting the
following specifications:' .
"i"~\]iii;N~f,t~~,~~#~~~!I!Ml~~~ff~f'ii""i{i{iit:~+!f':'i':~\>""'.' ..:/tt\~'~i~iitl(t1t?t,~1~j@c~i;~il$;i\~''''',,\,"f~~i&'il~,,,i, .
, ,,:,.," dTable>,f".:Separallon Geotelrtlle SpeCIfications 'ii'!"".",\".(l,,'i"' ." ,::;.,,,,,.;:,;,,,3i"i'~'
'_ ,," "j. ; \;" ' ,~?'{lQi);-l.:J~:.1;~(,"
~
I Properly I Test Specification
M elhod
I Grab Strength ASTM > 1.4 kN
04632
I Tear Strength ASTM > 0.5 kN
D4533
I Puncture Strength ASTM > 0,5 kN
. D4833
I Burst Strength. ASTM > 3,500 kpa
03786
I Permittivity ASTM > .02 sec')
D449t
\ Apparent Opening Size (AOS) ASTM < 0.6 mm
D4571
I Ultraviolet Stability ASTM > 50% re.t Mer 500 hours I
D4355 exposure
A manufacturer's printed certification is acceptable as proof at 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 01 wrinkles or other discontinuities, Torn, punctured, or damaged
fabric should be replace. Separation geotextile should hilVe a minimum lap at seams of 12-inches,
project: 228,06
Client: Keating Engineering
1980/19905" SI, Springfield, Oregon
Page 5 of 7
November 2, 2006
Pavement Geotextile
Pavement geotex1ile should consist oj a woven polypropylene fabric meeting the following specifications:
Table 4 . Pavement Geolextlla Speci1icaliOns
Property Test Specilication I'
, Method
. ASTM > 1.4 kN . \
04632
ASTM I
04533 > 0.5 kN
ASTM > 0,5 kN I
04833
ASTM 1
03786 > 3,500 kPa 1
ASTM
D4491 > .05 sec"
ASTM 1
D4571 < 043 mm
ASTM > 50% reI. Aller 500 hours ].
04355 exposure
-,' -,. - .
,-'- '1 -~"~"~. .......,. 'F- \" " ' . '
l'i.';t~?~~r~lt}fJ~yg;m~~ITi~:SiuFefls,printedL~~O\f}SJ1!~.~,j~..acceptable as prqgf:'6i(b~&'~1~P9~~nl1!~H;?!d,\bBra1R\y;~eg.!~g,,,Ea~brics
'\lthat'nieet this specificatioii'inclUcte Amoco Fabrics and Fibers Co, P16yex2006:" . .' _/~;i;i;i\l;P:"'\'~~'
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P,u g 24 2007 3
45PM
No.211i6
P 6
K. II A Engineering, Ine,
Grab Strength
Tear Strength
Puncture Strength
Burst Strength
Permittivity
I Apparent Opening Size (ADS)
I Ultraviolet Stability
;~j:<\~@~...)~t~(~~
Pavemen1 geotextiie should be plaCed rree 01 wrinkles or olher discontinuities, Torn, punctur'ed, 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 Triplewaii pipe or scheduie 40 PVC,
Pertorations shoqld be either prefabricated by the pipe supplier, or constructed by drilling Y,-inch diameter holes
spaced at 8" into sOlid pipe, Pertorations should be placed down K& A Engineering, Inc, should be
contacted to review and approve pertorated drainpipe prior to ins1allalion
Placement Specification
General recommendations for placement of earthwork and specified materials are as follows:
. Strip and remove all organic soils including grubbing ot 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 Ii minimum of 95% of maximum as determined by ASTM D698,
Compaction may not be possible during wet weather or for soils having moisturecoments exceeding
optimum
Project: 228.06
Client: Keating Engineering
1980/19905'" St., Springfield, Oregon
Page 6 of 7
November 2, 2006
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Aug, 24, 2001. 345PM
No, 20 i 6
K & A Engineering, Inc,
. Native structural I ill should be placed ili 9-inch maximum lifts (loose) and compacted to an in-place dry
density exceeding 95% of maximum as determined by ASTM D698,
. Fine select granular fill should be placed in 12-lnch maximum lifts (loose) and compaGted 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 quarry stone should be placed in 12-inch
maximum lifts (loose) and seated using a backhoe bucket or tamping 'with excavation equipment.
Coarse select granular till consisting of well-graded "bar-f1Jn" sandy gravels should be placed in 12-.
inch maximum loose lifts and compacted using a vibratory steel drum roller delivering a minimum
compactive torce ot 35-Kips, K & A Engineering, Inc. should inspect the "bar-run" sandy-gravels tor
adequate water content and to determine if adequate compaction has been achieved, Compaction
should proceed until no noticeable deformation is observed at the sides and in front of the roller during
compaction,
. Quality control of constructed fills'and embanKments and compaction of sub grade should be provided
. by a Qualified geotechnical engineer or a materials testing company approved by the geotechnical
engineer. A Quality control program should have a systematic plan tor. obtaining random samples of
sufficient quantity to 'assurereasonable compliance with these specitications,
'-':\;.;~;:;;''',i:~p . LIMITATIONS AND USE OF GEOTECHNICAL RECOJvIME~P~TIONS , .
l~k~ilWf~[;P~,~!f~{f~~~i::~~~~!~~~r~i~Wt1m;~i~~hn~i~~~~~~i*p~:W;~li~~~dgi~t~r~;~D~~g19'l~f)j,j~~~~~~'~~~~~~i~S~~~ in .
Eugene, Oregon. . ,
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ThiS geotechnical investigation, analysis, andrecommendations 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 conditions, Exploration test holes indicate
soil conditions only at specltic locations (ie the test hole locations) to the depthS penetrated, They do not
necessarily reflect soiVrocK materials or groundwater condltions'that exist between or beyond exploration
locations or limits,
The scope of our services does not include construction safety precautions, techniques, sequences, or
procedures, excepl'as specifically recol)1mended In this report, Our services should not be interpreted as an
environmental assessment of site conditions, .
ThanK you tor the opportunity to be of service, Please call us i.f you have
Questions or need further assistance,
RespectfullY:
~.~
Michael Remli , PE,
Principle, K & A Engineering, Inc.
WIRES /1.17.j'"
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Project: 228,06
Client: Keating Engineering
1980/1990 5<h SI, Springfield, Oregon
Page 7 of 7
. November 2, 2006
, 7
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VICINITY MAP
5TH STREET APARTMENTS
PROJECT: 228.06
CLIENT: KEATING ENGINEERING
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I I ~_-L______L~_____L--_---4 \
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-- - --PROPER~ ~OUNDAR: ~P) -;r; : . I
I TEST PITLOCATlON (TYP,) II
PROPOSED NEW STRUCTURE
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AUK,24 2001 3:46PM
No. 2016
P 9
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geo!echn.ical/lilvil
c~.a englneenng
,Eugene, OR 97408
: n gin . .5,41 R8g 9399 541 684.9358 lax
t'rojeel:
Client:
Job No:
5th Street Aoartments
Keatino Enoineerinp
228.06 Date: 11/1/2006
Sheet: 1 01 1
/
,
/
"S'STREET
-----'.. -- -r-- - -- - - T
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CD
GEOTECNICALSITEPlAN
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1" = 50'
EXPIRES
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Aug. 24, 20]) 3,46PM
No, 20 '16
P. 1 I)
Date Excavated:
Equipment:
LOG OF TEST PIT TP1
9/12)06 '
Logged by MOR
ilr~~'.kl.f{t~..._ -.--
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HydrauliC excavator
Sun ace Elevation(M):
~ t=
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~ Tan/brown, dry, dense, gravellY-Silty fiLL
Dark brown, damp, dense, lOW plasticity GRAVELLY SILT
2
r 3
:.:.a..~}~ Brown, damp, very dense well-graded SANOY GRAVEL
I 4 Dark brown, moist. moderntely dense, ~oorly rraded SAND ~
)'.--.. Dark brown, moist. dense, SANDY GRAVEL
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, 6 ',,6u " Dark brown; wet, dense poorly graded GRAVEL
aDO 00
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Date Excavated:
EQUipment
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Hydraulic excavator
Surtace ElevatiOn(n):
MATERiAL DESCRIPTION
Br~wo nrv. loose. Noanlc SiLT
Brown, dry, moderatelystin, SILT
w -
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loose, open"graded 1 1/2' rouod drain rock with 4' cone. pipe - olc1araln field
Dark brown, damp, c1eose, SANDY GRAVEL
Dar1<browo, [1lOist, c1ense SANDY GRAVEL
K & A Engineering,lnc,
3327 Roanoke Ave,
Eugene, OR 97408
phone (541) 684-9399 Fax: (541) 684-9399
5th St Apartment Project
1980/1990 5th St, Springfield, Oregon
228,06
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N0 20'16
P Ii
Aug 24 )007 3 46PM
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Date Excavated: .,)" 9/12J06 .l''':.;-:,' ',,' '. logged by; './MDR' ",ti.l;'liJ'1~i'."'. .
Date Excavated:
Equipment:
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LOG OF TEST PIT TP3
9/12J06
Logged by: MOR
Surlace ElevatiOn(h):
HydraUliC excavator
MATERIAL DESCRIPTION
Brown, dry, loose orgaOlc SILT
~ ~
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z Z 6- ,. g m V>
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Brown, damp, stiff, moderately plastic GRAVELLY SILT'
Brown, damp, very dense, poorly graded GRAVEL with SILT,
Hydraulic excavator
Surtace Elevation("):
MATERIAL DESCRipTION
Oat1< brown, damp, moderately stiH, low plastiCity SILT
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5- 0> =
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= or a.
Oark brown, moist to saturated, dense poorly graded SANOY GRAVEL,
NOTE groundwater at 38
Brown:moist, moderately dense, sllghlY plastic SANDY SILT
Brown, moist to wet, poorly graaed SANDY GRAVEL
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K & A Engineering. Inc,
3327 Roanoke Ave.
Eugene, OR 97468
Phone: (541) 684.9399 fax: (541) 684.9399
5th 51. Apartment Project
1980/1990 5th 51., Springfield, Oregon
228.06
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SYSTEM MAP
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