Preliminary Drainage Report
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Prairie I~ark Cornmercial'
Development
Preliminary "Drainage Report
January 2000
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Preliminary Drainage Report
Prrone Park
CommerclCll pevelopment
Y c:lm, Washmgton
January 2000,
Project informatIon
Project:
Prepared for
Contact:
Prcline Park Cornm<:(rdal Development
Margaret Clapp ,
Ma,rgaret Clapp
Prame Park LImIted Partner"shIp
PO Box $~lO
Yelm, WA 98597
(360) 458-0834
RyvIewing Agency
JunsdIctIOn.
ProjeCt-Number
Project CQntact
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Pr~Ject Engmeer
Prepar~d by'
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Contact:
SCA Project;
fIle Number
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JEXfIRES. 7-15- Gol
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S<:A Engmeenng
67'7 Woodland Square Loop SE
PO Box 3485
Lacey, W A 98509<3485
(3~0) 4"93-6002 , FAX (360) 493.:2476
Berry'A. Shea, P E , Vice-PresIdent
Marcy Gustafson, P E , CIVIl E;ngmeenng Manager
JIm GIbson, pesIgn ~hgmeer
00007
f-\t~xt\reports\pdr\00070 117 pdr pdr
PROJECT ENGINEERS CERTIFICATION I hereby certify that this
Prelil1Jin~ry D~inage Report for the Prairie Park Project in Yelm Washington has
been prepared by me or under my supervision and meets the intent of the 'City of
Yelm [)cvelopment Guidelines and Was~ington State Oep?rtment 'of i:,<ology
(WSDOE)Stormwater Management Manual fonhe Ptiget Sound Basin unless rioted
.otherwise; and' normill standards of engineering practice,. (understand' that the
Junsdict'ion foes noland will riot assume liability for the sufficiency, suitability, or
performance of drainage f<Jcilitiesdesigned for this development.
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TABLE OF CONTENTS
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PART I STORM DRAINAGE REPORT
SECTION I - PROPOSED PROJECT DESCRlPTION
SECTION 2 - EXISTING CONDITIONS
SECTION 3 -INFILTRATION RATES/SOILS REPORT
SECTION 4 - WELLS AND SEPTIC SYSTEMS
SECTION 5 - FUEL TANKS
SECTION 6 - SUB-BASIN DESCRIPTION
SECTION 7 - ANALYSIS OF 100-YEAR FLOOD
SECTION 8 - AESTHETIC CONSIDERATIONS FOR FACILITIES
SECTION 9 - DOWNSTREAM ANALYSIS AND FACILITY SIZING
SECTION 10 -COVENANTS, DEDICATIONS, EASEMENTS
PART 11- EROSION CONTROL REPORT
SECTION I - CONSTRUCTION SEQUENCE AND PROCEDURE
SECTION 2 - TRAPPING SEDIMENT
SECTION 3 - PERMANENT EROSION CONTROL & SITE RESTORATION
SECTION 4 - GEOTECHNICAL ANALYSIS AND REPORT
SECTION 5 - INSPECTION SEQUENCE
SECTION 6 - CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS
PART III - MAINTENANCE PLAN
SECTION I - REQUIRED MAINTENANCE
SECTION 2 - RESPONSIBLE ORGANIZATION
SECTION 3 - VEGETATION MANAGEMENT PLAN
SECTION 4 - RETENTION POND MAINTENANCE PLAN
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APPENDICES
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Appendix I - Final Drainage Calcluations
Appendix II - Facility Summary Forms
Appendix III - Storm Drainage and Erosion
Control Plan
Appendix IV - Fema From Map
Appendix V - Soil
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fart I .: Storm Drainai?e Report
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Prairie Park
PART I STORM DRAINAGE REPORT
SECTION 1 - PROPOSED PROJECT DESCRIPTION
PrOject Proponent.
Margaret Clapp
Prrone Park LImIted PartnershIp
PO Box 5210
Yelm, W A 98597
(360) 458-0834
64303700l00,64303700l0l,643037003002,
64303700301,64303700205,64303700204,
64303700200
Parcel Numbers
Total SIte Area.
l8 12 acres
Zoned.
C-1
SIte Address
516 SE Yelm Avenue, Yelm, WA 98597
ReqUIred PermIts
Gradmg, UtilIty, Buildmg, Bmdmg SIte Plan
SectIOn, TownshIP, Range SectIOn 5, TownshIP l7 North, Range 1 West, W M ,
Thurston County, WA
The SIte IS located m Yelm, Washmgton and IS bordered on the southwest by S R.
507 (Yelm Avenue), on the south by l03rd Avenue, on the east by eXlstmg
commercIal property and vanous buildmgs, and on the north by West Road.
The proposal IS to develop the l8 l2 acres mto a multi-use commercIal development.
The development Will mclude erOSIOn control measures, gradmg, storm dramage
Improvements, constructIOn of new mtenor streets and extension of underground
utilItIes includmg water and sewer
The project will be developed m two phases Phase 1 mcludes the cmema buildmg
(Pad A) and aSSOCIated reqUIred utilIties and roads, Phase 2 mcludes the remamder
of SIte and utilIties
Storm Drainage Improvements
Once completed, Prrone Park Will mclude approXlIDately 7 3l acres of onsIte
ImpervIOUS roadway area, 3 45 acres of ImpervIOUS SIdewalk area, 4 94 acres of
on sIte dIsturbed pervIOUS area, 2 42 acres of roof area and 0 82 acres of off-SIte
Improvements.
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January 2000
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Prairie Park
Tributary Development Coverage Summary
Existine: (ac) Proposed (ac)
Onsite Off sIte On sIte Off sIte
1m pervious 246 030 lO 76 082
Roads
Impervious Roof Included 242 000
above
Disturbed l566 052 494 000
Pervious
18 12 082 18 12 082
Stormwater Treatment.
All onsIte and off sIte tributary stormwater runoff will sheetflow into Type I catch
basms Runoff will then be conveyed mto a wetpond at the center of the sIte The
wetpond IS desIgned to treat the 6-month, 24-hour storm event. At permanent pool
water elevatIOn, the wetpond volume IS 74,230 CUbIC feet (CF) and the desIgn water
surface area IS l8,855 square feet (SF)
The wetpond Will be lIned With 6 mches of sandy loam or silty loam soil and a 10 mil
polyethylene lmer to prevent mfiltratIOn of untreated runoff mto the groundwater
The wetpond Will have SIde slopes of 3 1 and a deSIgn permanent pool depth of 5
feet. The wetpond was sIzed per reqUIrements of the Washmgton State Department
of Ecology (WSDOE) Stormwater Management Manual for the Puget Sound Basm
Please refer to AppendIX I for slzmg calculatIOns
The wetpond will be hydroseeded after pond constructIOn In addition, vegetation
Will be planted around the pond at the permanent pool elevatIOn to provide Improved
water qUalIty VegetatIOn establIshment IS IdentIfied as a "best management
practIce" (BMP) by the WSDOE Stormwater Manual to md m nutnent control A
landscape archItect IS preparmg plans that will mclude appropriate vegetatIOn m the
wetpond area.
Stormwater Storage
All on sIte and off sIte tnbutary stormwater runoff will be collected and conveyed to
the wetpond as preVIOusly descnbed. When the water level m the wetpond exceeds
the permanent pool elevatIOn, It Will overflow mto a retentIOn pond VIa a rock
overflow spIllway In the retentlOn pond, stormwater Will be mfiltrated mto the
ground through the bottom and SIdes of the pond The retentIOn pond IS deSIgned to
store and mfiltrate the 100-year, 24-hour storm event. An emergency overflow
spillway Will be constructed to provIde a controlled release of water beyond the
deSIgn storm event
The retentIOn pond was SIzed per reqUIrements of the WSDOE Stormwater
Management Manual WaterWorks™ hydrology software was used to model the
retentIOn pond An mfiltratIOn rate of 20 mches per hour was used for deSIgn, based
on sIte SOlI test results WaterWorks™ calculated a peak stage storage elevatIon of
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January 2000
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Prairie Park
338 09 feet and a peak volume of 23,177 CF The proposed pond will store 40,589
CF of runoff at elevatIOn 348 (a depth of 2 feet) Please refer to Appendix I for sIzing
calculatIOns
Roof Runoff
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All roof runoff from the proposed commercIal development Will be tIghtlmed to
mdlvIdual dramrock drywells on each bUIldmg pad The drywells will be mstalled
per CIty of Yelm reqUIrements by each buildmg contractor as each buildmg IS
constructed.
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SECTION 2 - EXISTING CONDITIONS
The project SIte IS currently partIally developed. An eXIstmg office, conference
center, and hotel are located on the south central portIOn of the SIte ReSIdentIal
dwellmgs occupy a small area located at the northwest and the southwest corner of
the SIte The remammg area WIthm the project boundary IS covered With grass and
low-grOWing vegetatIOn The topography along the northern property boundary IS
relatively flat The western portIOn of thIS SIte IS gently rollmg. A natural broad
drpressIOn traverses the SIte m a west to east dIrectIOn and acts as a natural basin
for the eXIstmg undeveloped SIte stormwater runoff There were no phYSICal
mdlcations that standmg surface water IS ever present WIthm the confines of thIS
depressIOn The SIte IS bound by West Road SE to the north, l03rd Avenue SE to the
southeast, Yelm Avenue (SR 507) to the south, and the Yelm AlternatIve School
grounds to the west. The on sIte soils were formed on a terrace out of glacIal
ou twash
There are no creeks, lakes, ponds, wetlands, ravmes, gullIes, or steep slopes on the
property
The SIte IS located m an aqUIfer sensItIve area, accordmg to the Thurston County
ComprehensIve Plan The SIte IS not located m a wellhead protectIOn area.
There are currently no drams, channels or swales WIthm the project SIte
SECTION 3 -INFILTRATION RATES/SOILS REPORT
The SOlI ConservatIOn ServIce (SCS) SOlI Survey of Thurston County classIfies on sIte
soils as Spanaway (110) senes, and NISqually (74) senes Onsite SOlI test pits
exammed confirm the SCS classIficatIOn
EIght test pItS were dug to a depth of approXimately 9-feet to l3-feet each A
seasonal hIgh water table was found m one test pIt, at an average depth of 62
mches A map IS supplIed m AppendIX III shOWing soil test pIt locations The
bottom of the mfiltratIOn pond Will be placed a mInImUm of three feet above the
seasonal hIgh ground water table, per WSDOE reqUIrements CopIes of the solllogs
and evaluatIOns are provided m AppendIX V of thIS report.
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January 2000
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Based on the soils observed m the test pIts, pnmarily gravel and sand, mfiltration
tests were performed and results are located m AppendIX V of thIS report. An
mfiltratIOn rate of 20 mches per hour was used for desIgn purposes ThIS IS a
conservatIve rate based on mfiltratIon rates tested
SECTION 4 - WELLS AND SEPTIC SYSTEMS
No wells are known to eXist onsIte or WIthm 200 feet of the property
No septIc tanks are known to eXist on the property The eXistIng hotel IS on CIty of
Yelm step sewer We belIeve the drronfield is still m place but were not able to find
as-builts at thIS pomt.
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SECTION 5 - FUEL TANKS
No fuel tanks were located dunng SCA's sIte inspectIon or dunng soils work.
AddItIOnally, a reVIew of the DOE's Leakmg Underground Storage Tank (LUST) lIst
dId not mdlcate any eXIstmg or abandoned fuel tanks on the proJect sIte
SECTION 6-
SUB-BASIN DESCRIPTION
Dunng SCA's sIte mvestIgatIOn and SOlIs analYSIS, It appeared that all on sIte
stormwater runoff IS contamed onsite and mfiltrated back mto the groundwater,
whIch IS typICal of the SIte's SOlI claSSIficatIOn
There does not appear to be any eXistIng off sIte drronage to the property However,
once the SIte IS developed, there will be approXimately 0 82 acres of off sIte area (the
south half of West Road) whIch will drron onto the property Runoff from thIS area
Will be collected, treated, and mfiltrated m the proposed onslte storm dramage
facilItIes
As dIscussed preVIOusly, the proposed storm drronage faCIlItIes have been deSIgned
to accommodate both onslte and off sIte tnbutary runoff All runoff will be collected
m catch basms With SIlt trap tees and conveyed mto a wetpond. From the wetpond,
treated stormwater will overflow into a retentIOn pond, where It will be stored and
mfiltrated. Roof runoff Will be tIghtlmed to mdIvlduallot drywells
There are no emergency servIces or envIronmentally senSItIve areas located along the
flow path
No hazardous matenals handlmg IS antIcIpated m the area tnbutary to the storm
dramage faCIlItIes
SECTION 7 - ANALYSIS OF IOO-YEAR FLOOD
ThIS proJect does not he adjacent to or contron a stream onslte and has not been
IdentIfied as a 100-year flood hazard area. A FEMA FIRM Map IS mcluded m
AppendIX IV
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SECTION 8 - AESTHETIC CONSIDERATIONS FOR FACILITIES
All dIsturbed pervIOus areas will be vegetated and landscaped. The wetpond Will be
hydro seeded immediately follOWing pond construction. Both ponds are deSIgned to
be aesthetIcally pleasing and blend in with the surroundIng landscape
SECTION 9 - DOWNSTREAM ANALYSIS AND FACILITY SIZING
SIZIng calculatIons for the project's stormwater treatment, storage, and mfiltratIOn
facilItIes are provIded m AppendIX I of thIS report. All calculatIons correspond to the
sIte drronage map, WhIch can be found m Appendix III of thIS report.
Smce all stormwater will be mfiltrated onslte, a downstream analYSIS was not
deemed necessary
SECTION 10-
COVENANTS, DEDICATIONS, EASEMENTS
On site drainage facilItIes mcludmg catch basms, pIpes, wetpond, and retentIOn pond
will reqUIre routme mrontenance The mrontenance manual prepared for the project
will lIst the mrontenance reqUIrements A copy of the completed MaIntenance
Manual can be supplIed to the CIty upon completIOn of the proJect.
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Prairie Park
PART II - EROSION CONTROL REPORT
SECTION 1 - CONSTRUCTION SEQUENCE AND PROCEDURE
The proposed commercIal development will include sIte gradmg and erOSIOn control
measures deSIgned to contron sIlt and sOlI Within the project boundanes dunng
constructIon untIl permanent vegetatIOn and SIte Improvements are m place
ErosIOn/ sedImentatIOn control shall be achIeved by a combmatIOn of
structural/vegetatIve cover measures and constructIon practIces tailored to fit the
SIte
Best Management Practices (BMP's) Will be employed to properly clear and grade the
SIte and to schedule constructIOn actIVItIes Before any constructIon begms onslte,
erOSIOn control facIlItIes shall first be mstalled The planned constructIOn sequence
IS as follows
1 Schedule preconstructIOn conference With the CIty, contractor, project
engmeer and constructIon stakmg surveyor
2 Install rock constructIOn entrance Use 4" to 8" dIameter spalls With 12"
mmlmum depth
3 Install filter fabnc fencmg m the locatIons shown on the plans
4 PrOVIde mlet protectIOn around eXIstmg catch basms
5 Clear SIte (grubbmg and rough gradmg)
6 Mrontron eqUIpment and water supply for dust control.
7 DeSIgnate an area for washing concrete trucks to control the runoff and
elImmate entry mto the storm dramage system.
8 Install underground utilItIes (water, sewer, storm) Construct storm
dramage ponds and hydro seed.
9 PrOVIde mlet protectIOn around all new catch basms
10 Construct roadway and mstalllandscapmg, sod and/or seed, and mulch all
dIsturbed areas
II Mamtron all erOSIOn control facilItIes untIl the entIre SIte IS stabilIzed and silt
runoff ceases
SECTION 2 - TRAPPING SEDIMENT
FIlter fabnc fencmg Will be mstalled to trap sedIment before runoff eXits the SIte In
addItIOn, mlet protectIOn Will be mstalled around all eXIstmg and new catch basms
to filter out sedIment before runoff enters the storm system
A stabIlIzed constructIon entrance Will be mstalled to prevent constructIOn vehIcles
from trackmg SOlI onto roadways If sediment IS tracked off sIte, it shall be swept or
shoveled from paved surfaces on a daIly baSIS, so that It IS not washed mto eXisting
catch basms or other storm draInage facilItIes
Dunng the rrony season from November 1 through March 3l, the contractor must
cover any dIsturbed areas greater that 5,000 SF m SIze If they Will be unworked for
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more than 12 hours Mulch, soddmg, or plastIc covenng shall be used to prevent
erOSIOn In these areas
SECTION 3 - PERMANENT EROSION CONTROL & SITE RESTORATION
All dIsturbed areas will be paved With asphalt, covered by bUIldings, or landscaped
With grass, shrubbery, or trees per the landscapmg plans RIprap aprons will be
mstalled at pond mlets and overflows to prevent erOSIOn m those areas
SECTION 4 - GEOTECHNICAL ANALYSIS AND REPORT
None of the storm drronage facilItIes are located near the top of a steep slope
Therefore, a geotechmcal analysIs for slope or soil stabIlity was not deemed
necessary See AppendIX V for a complete soils descnptIon.
SECTION 5 - INSPECTION SEQUENCE
In addItIOn to reqUIred County mspectIOns, the Project Engmeer will mspect facIlItIes
related to stormwater treatment, erOSIOn control, storage, and conveyance dunng
constructIOn At a mlmmum, the follOWing Items shall be mspected at the tIme
speCIfied.
1 The erOSIOn control facilItIes shall be mspected before the start of clearmg and
gradmg to ensure the follOWing structures are m place
a. ConstructIOn Entrance
b FIlter Fabnc Fences
c Inlet protectIOn of eXIstmg catch basms
2 The conveyance systems Will be mspected after constructIon of the faCIlItIes,
but before project completIOn to ensure the follOWing Items are m workmg
order
a. Pavement Drronage
b Catch BaSInS
c Conveyance Plpmg
3 The ponds shall be mspected dUrIng and after constructIOn to ensure
a. The faCIlIty IS constructed to deSIgn speCIficatIOns and that protectIOn
from sedImentIs in place
4 The permanent sIte restoration measures shall be mspected after landscapmg
IS completed
A final mspectIOn shall be performed to venfy final grades, settmgs of control
structures and all necessary mformatIon to complete the Engineer's ConstructIOn
InspectIOn Report Form ThIs form must be completed pnor to final publIc works
constructIOn approval
SECTION 6 - CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS
The contractor Will be reqUIred to deSIgnate a washdown area for concrete trucks as
well as a temporary stockpile area for construction debris Catch basm inlet
protectIon and filter fabrIC fencmg shall remron in place until constructIon on the
SIte IS complete
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PART III - MAINTENANCE PLAN
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INSTRUCTIONS FOR MAINTENANCE OF STORM DRAINAGE FACILITIES
The followmg pages con tam maintenance needs for most components that are part of
the proposed draInage system. A checklIst should be completed for all system
components accordmg to the schedules shown m the tables
Usmg photocopIes of these pages, check off the problems IdentIfied With each
inspectIon Add comments on problems found and actIons taken. Keep these
"checked" sheets ill a file, as they Will be used to wnte the annual report (due m May
of each year) Some Items do not need to be checked with every inspectIon. Use the
suggested frequency at the left of each Item as a gUIdelme for the mspectIons.
The CIty of Yelm IS available for techmcal aSSIstance Do not heSItate to call,
especIally If it appears that a problem may eXist.
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SECTION 1 -
REQUIRED MAINTENANCE
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The dram age facilities will reqUIre occasIOnal mrontenance The checklIsts below are
the mmrmum mamtenance reqUIrements and mspectIOn frequencIes.
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Mamtenance ChecklIst for Conveyance Systems (PIpes and Swales)
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Frequency Drainage -1/ Problem Conditions to Check For Conditions That Should
System Req'd Exist
Feature
M.S Pipes -1/ Sediment & Accumulated sediment that Pipe cleaned of all
debns exceeds 20% of the dtameter of sediment and debris.
the pipe.
M -1/ Vegetation VegetatIOn that reduces free All vegetatIOn removed
movement of water through so water flows freely
pipes,
A -1/ Damaged Protective coating IS damaged, Pipe repatred or replaced.
(rusted, rust is caUSIng more than 50%
bent or deterioration to any part of pipe.
crushed)
M -1/ Any dent that signIficantly PIpe repaIred or replaced.
Impedes flow (i.e" decreases the
cross section area of pipe by
more then 20%).
M Pipe has major cracks or tears Pipe repaired or replaced.
allOWIng groundwater leakage.
M.S. Swales -1/ Trash & DumpIng of yard wastes such as Remove trash and debns
debns grass clIppings and branches and dispose as prescribed
into swale, Accumulation of by City Waste
non-degradable matenals such Management Section.
as glass, plastic, metal, foam and
coated paper
M -1/ Sedtment Accumulated sediment that Swale cleaned of all
buildup exceeds 20% of the deSIgn sediment and debris so
depth. that It matches deSIgn.
M -1/ Vegetation Grass cover is sparse and weedy Aerate soils and reseed
not or areas are overgrown With and mulch bare areas.
growmg or woody vegetation. Mamtam grass height at
overgrown a mmimum of 6" for best
storm water treatment.
Remove woody growth,
recontour and reseed as
necessary
M -1/ Conversion Swale has been filled m or If possible, speak With
by home- blocked by shed, woodpile, homeowner and request
owner to that swale area be
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Frequency Drainage -V Problem ConditIOns to Check For Conditions That Should
System Req'd Exist
Feature
incompat- shrubbery, etc. restored. Contact City to
ible use report problem ifnot
rectified voluntarily
A -V Swale does Water stands m swale or flow A survey may be needed
not drain velocity is very slow to check grades. Grades
Stagnation occurs, need to be in 1% range If
possible. If grade is less
than 1 %, underdrains
may need to be installed.
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If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Key' A = Annual (March or April preferred)
M = Monthly (see schedule)
S = After major storms
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Maintenance ChecklIst for Energy Dissipaters
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Frequency Drainage Problem CondItIOns to Check For ConditIOns That Should Exist
System ~
Feature
A Rock Pad >J MisSIng or Only one layer of rock Replace rocks to desIgn
moved rock eXists above nattve soil In standard.
area 5 square feet or larger,
or any exposure of native
soIl
A Rock-filled ~ MisSIng or Trench IS not full of rock. Add large rock (:1:30 lb.
trench for moved rock each) so that rock IS vIsible
discharge above edge of trench.
from pond
M DtsperslOn ~ PIpe plugged Accumulated sedtment that PIpe Cleaned/flushed,
trench wIth sedIment exceeds 20% of the design
depth.
M Perforations Over 1/2 of perforations In Clean or replace perforated
plugged pIpe are plugged Wtth ptpe,
debris and sediment.
M,S >J Not Visual evtdence of water Trench must be redestgned
dIschargIng dtschargIng at concentrated or rebuilt to standard.
water properly pOInts along trench (nonnal Elevation of Itp of trench
condItIon IS a "sheet flow" should be the same (flat) at
of water along trench). all pOInts.
Intent IS to prevent erosion
damage.
M,S Water flows MaIntenance person Facility must be rebuilt or
out top of observes water floWIng out redestgned to standards.
" dIstributor" dunng any stonn less than Ptpe IS probably plugged or
catch basIn the desIgn stonn or its damaged and needs
causing or appears likely to replacement.
cause damage.
M,S ReceiVIng area Water In receiving area tS Stabilize slope wIth grass or
over-saturated causing or has potentIal of other vegetatIOn, or rock if
causing landsltde. condition is severe,
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If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Key' A = Annual (March or April preferred)
M = Monthly (see schedule)
S = After major storms
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January 2000
Page 11
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Mamtenance Checkltst for Catch Basins and Inlets
Frequency Drainage ~ Problem CondltJons to Check For CondttlOns That
System Should Exist
Feature
M.S General ~ Trash, debns and Trash or debns in front of No trash or debris
sedIment In or on the catch basin opening is located
basin blocking capacIty by more tmmedlately in
than 10%. front of catch basin
opening. Grate IS
kept clean and
allows water to
enter
M SedIment or debns (in the No sediment or
basin) that exceeds 1/3 the debris In the catch
depth from the bottom of baSin. Catch baSin
baSin to Invert of the is dug out and
lowest pipe Into or out of clean.
the baSin.
M,S ~ Trash or debns in any inlet Inlet and outlet
or pIpe blocking more than pipes free of trash
1/3 of it's height. or debris.
M ~ Structural Comer of frame extends Frame IS even with
damage to frame more than 3/4" past curb curb
and/or top slab face into the street (if
applIcable).
M ~ Top slab has holes larger Top slab is free of
than 2 square Inches or holes and cracks.
cracks WIder than 1/4"
(intent is to make sure all
matenalls runmng Into the
basin).
M '7 Frame not sltting flush on Frame IS sItting
top slab, i.e., separatIOn of flush on top slab
more than 3/4" of the
frame from the top slab
A ~ Cracks In baSin Cracks wider than 1/2" and Basin replaced or
walls/bottom longer than 3', any repaIred to design
eVIdence of soli particles standards. Contact
entenng catch baSin a professlOnal
through cracks or engineer for
maintenance person judges evaluation
that structure is unsound.
A ~ Cracks Wider than 1/2" and No cracks more
longer than I' at the Joint than 1/4" Wide at
of any inlet/outlet pipe or the joint of
any evidence of sod Inlet/outlet pipe.
particles entering catch
basin through cracks.
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January 2000
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Frequency Dramage -..j Problem ConditIOns to Check For CondItIOns That
System Should Exist
Feature
A -..j Settlement/mis- Basm has settled more than Basm replaced or
alIgnment I" or has rotated more than repaIred to deSIgn
2" out of alignment. standards. Contact
a professional
engmeer for
evaluation,
M.S -V Fire hazard or Presence of chemicals such No color, odor or
other pollution as natural gas, oil and sludge. Basin IS
gasolme. Obnoxious dug out and clean.
color, odor or sludge
noted.
M.S -V Outlet pipe is Vegetation or roots No vegetation or
clogged wIth growing m inlet/outlet pIpe root growth
vegetation joints that IS more than 6" pres en t.
tall and less than 6" apart.
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If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance.
Comments:
Key' A = Annual (March or April preferred)
M = Monthly (see schedule)
S = Atier major storms
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January 2000
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Mamtenance ChecklIst for Ponds
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Frequency Drainage " Problem Conditions to Conditions That
System Check For Should Exist
Feature
M,S General Trash & Dumpmg of yard Removed trash and
debris wastes such as debris and dispose
buildup in grass clippings and as prescribed by
pond. branches into City Waste
basin Unsightly Management
accumulation of SectlOn
nondegradable
materials such as
glass, plastic,
metal, foam and
coated paper
M,S Trash rack Bar screen over Replace screen
plugged or outlet more than Remove trash and
mIssmg 25% covered by debris and dispose
debris or missing. as prescnbed by
City Waste
Management
Section
M Poisonous Any poisonous Remove poisonous
vegetation vegetation which vegetation Do not
may constitute a spray chemicals on
hazard to the vegetation without
pu blic Examples obtaining guidance
of poisonous from the
vegetation include Cooperative
tansy ragwort, Extension Service
poison oak, and approval from
stinging nettles, the CIty
devilsclub
M,S Fire hazard or Presence of Fmd sources of
pollutlOn chemicals such as pollution and
natural gas, oil and eliminate them
gasoline, obnoxious Water is free from
color, odor or noticeable color,
sludge noted odor or
contamination
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Page 14
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Vegetation
not growing
or IS
overgrown
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Rodent holes
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Insects
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Tree growth
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January 2000
For grassy ponds,
grass cover is
sparse and weedy
or is overgrown
For wetland ponds,
plants are sparse
or invasive species
are present
Any evidence of
rodent holes if
facility is acting as
a dam or berm, or
any evidence of
water piping
through dam or
berm via rodent
holes
When insects such
as wasps and
hornets mterfere
with maintenance
activities, or when
mosquitoes become
a nUIsance
Tree growth does
not allow
maintenance
access or interferes
with maintenance
activity (i e , slope
mowing, silt
removal, or
equipment
movements) If
trees are not
mterfenng wIth
access, leave trees
alone
For grassy ponds,
selectively thatch,
aerate, and reseed
ponds Grass
cu tting
unnecessary
unless dIctated by
aesthetics For
wetland ponds,
handplan nursery-
grown wetland
plants in bare
areas Contact the
Cooperative
Extension Service
for direction on
invasive species
such as purple
loosestate and reed
canary grass
Pond bottoms
should have
uniform dense
coverage of desired
plant species
Rodents destroyed
and dam or berm
repaired Contact
the Thurston
County Health
Department for
gUIdance
Insects destroyed
or removed from
site Contact
Cooperative
Extension Service
for guidance
Trees do not hinder
maintenance
activi ties
Selectively cultivate
trees such as
alders for firewood
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M Side slopes Erosion on Check around Find causes of
of pond berms or at inlets and outlets erosion and
entrance/ eXIt for signs of erosion eliminate them
Check berms for Then slopes should
signs of sliding or be stabilized by
settling Action is using appropriate
needed where erosion control
eroded damage measure(s), e g.,
over 2 mches deep rock remforcement,
and where there is planting of grass,
potential for com paction
continued erosion
M Storage SedIment Accumulated Sediment cleaned
area buildup in sediment that out to designed
pond exceeds 10% of the pond shape and
designed pond depth, pond
depth Buried or reseeded if
partially buried necessary to
ou tlet structure control erOSlOn
probably indicates
significan t
sediment deposits
A Pond dikes Settlements Any part of dike Dike should be
which has settled 4 build back to the
inches lower than design elevation
the design
elevation
A Emergency Rock missing Only one layer of Replace rocks to
overflow / rock exists above design standards
spIllway native soil in area
5 square feet or
larger, or any
exposure of native
soil
One Time Emergency Overflow Side of pond has Contact City for
overflow / missmg no area with large gUldance
spillway rocks to handle
emergency
overflows
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If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance
Comments:
Key. A; Annual (March or April preferred)
M = Monthly (see schedule)
S ~ After major storms
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Page 16
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SECTION 2 -
RESPONSIBLE ORGANIZATION
The project owner shall be responsible for the operatIOns and mrontenance of all
onslte storm dram age facilItIes
SECTION 3-
VEGETATION MANAGEMENT PLAN
All dIsturbed pervIOUS areas on the sIte will be landscaped to prOVIde an
aesthetIcally pleasmg enVIronment.
SECTION 4 -
RETENTION POND MAINTENANCE PLAN
The bottom mfiltratIOn surface of the retentIon pond shall be penodically mspected
for build-up of sedIment and debns If the pond begms to have standmg water,
espeCIally after rronfall has ceased for several days, It may not be mfiltrating properly
and should be inspected. If the sediment depth exceeds 2 mches, it should be
cleaned out eIther manually or usmg small, lIght-weIght equipment (1.e a Bobcat)
Manual mrontenance IS preferred. Dnvmg heavy constructIOn or mrontenance
eqUIpment in the pond IS not recommended, as the mfiltratIOn surface will be
compacted, thereby reducmg the mfiltratIOn rate of the stormwater
The mfiltratIOn surface shall be kept free of debns at all tImes
seA Engineering
January 2000
Page 17
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'APpend;ix J "Final pratnage calcUlations
----- ->----~_.....---
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---- .-----.-:-- '-' -----~
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The followmg calculatIOns are based on the reqUIrements contained m the
Washmgton State Department of Ecology (WSDOE) Stormwater Management Manual
for the Puget Sound Basm.
DESIGN AND BASIN INFORMATION SUMMARY:
Site Coverage Areas:
Existing (ac) Proposed (ac)
Onslte Off sIte Onslte Off sIte
1m pervious 246 030 1076 082
Roads 000
Impervious Roof 000 000 242 000
Disturbed 1566 052 494 000
Pervious
18 12 082 l8 l2 082
Total area tributary to proposed storm dramage facilitIes = 18.94 acres
Soil Classification (Soil Survey of Thurston County, WA):
SCS Soil ClaSSIficatIOn
HydrolOgiC Group
DeSIgn InfiltratIOn Rate
Spanaway, NISqually
B
20 mches/hour
Nisqually
A
20 mches/hour
SCS Runoff Curve Number:
(Table III-I 3 WSDOE Storm Manual)
Post-developed (Lawns, 75% + grass cover)
Post-development (ImpervIOus)
CN = 74
eN = 98
Rainfall Design Storms: (WSDOE IsopluVlal Maps - App AIII-l 1 ofWSDOE Storm
Manual)
6 month storm (2/3 x 2 yr storm)
2 yr /24 hour storm
lO yr /24 hour storm
lOO yr /24 hour storm
= 1 33"
= 2 0"
= 3 0"
= 4 0"
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Minimum Pond Design Requirements: (SectIOn I1I-4 ofWSDOE Storm Manual)
Design Element
Requirement
Equal to volume of 6-mo, 24-hr storm (wetpond)
Permanent Pool Volume
Permanent Pool Depth
3' mInImUm, 6' maxImum (wetpond)
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Pond Geometry
mmlmum length:WIdth ratIo of 3 1, sIde slopes 3 1
(wetpond)
Pond Lmer
Lmer reqmred to prevent mfiltratIon (wetpond)
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Emergency Spillway
Must provIde controlled dIscharge of the 100-year, 24-
hour storm event (retentIOn pond)
DETAILED CALCULATIONS:
Area Calculations:
BASIN IMPERVIOUS
ROOF AREA
IMPERVIOUS
PAVED AREA
ProJect SIte 2 42 ac1
11 58 ac2
DISTURBED
PERVIOUS
AREA
4 94 ac
TOTAL
AREA
l8 94 ac
IThIS area was not mcluded m the dramage calculatIOns smce mdiVIdual drywells
will be mstalled by each builder
21ncludes 0 82 acres of off sIte roadway tnbutary to the sIte
Stormwater Treatment:
Stormwater runoff generated by the commercIal project and from the off sIte
tributary area Will flow mto area catch baSInS and be conveyed to a wetpond VIa
storm pIpes The wetpond will prOVIde stormwater treatment for the 6-month,
24-hour storm event. Reqmrements and cntena outlmed m Chapter I1I-4 of
the WSDOE Stormwater Manual were mput mto WaterWorks™ hydrology
program, whIch calculated a peak (permanent pool) volume of 56,628 CF at
elevatIOn 337 2 feet (a pool depth of 4 2 feet) for the 6-month, 24-hour storm
event. The proposed wetpond prOVIdes 74,230 CF of storage at a permanent
pool elevatIOn of 338 feet (a depth of 4 feet)
The pond length to Width ratIo is approXimately 3 to 1, which will prOVIde
adequate travel tIme from mlet to overflow The wetpond will be lIned With 6
mches of sandy loam or SIlty loam SOlI and a 10 mil polyethylene lmer to
prevent mfiltratIOn of untreated runoff mto the groundwater
The wetpond Will be hydroseeded after pond constructIon In addItIOn,
vegetatIOn will be planted around the pond at the permanent pool elevation to
prOVIde improved water qUalIty VegetatIOn IS IdentIfied as a "best management
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practIce" (BMP) by the WSDOE Stormwater Manual to rod in nutrient control.
A landscape archItect is preparing plans that will mclude appropnate
vegetatIOn in the wetpond area.
Stormwater Storage/Inilltration:
Treated stormwater runoff Will overflow mto the retentIOn pond at elevatIon 338
feet. WSDOE Stormwater Manual cntena was entered mto WaterWorks™
hydrology software and the pond was modeled for the 100-year, 24-hour storm
event. An mfiltration rate of 20 mches per hour was used m the model, and
only the bottom area of the pond (lO,OOO SF) was conSIdered as mfiltratIOn
surface Per WaterWorks™ output, the peak volume of the retentIon pond IS
23,177 CF, and the peak stage elevatIon IS 338 09 feet. The proposed retentIOn
pond will prOVIde 40,589 CF of storage at a design water elevatIOn of 3380 feet.
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10:25:51 am
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page
1
---------------------------------------------------------------------
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BASIN ID: 100YRQ
SCS METHODOLOGY
TOTAL AREA.......:
RAINFALL TyPE....:
PRECIPITATION....:
TIME INTERVAL....:
BASIN SUMMARY
NAME: 100YR DEVELOPED STORM EVENT
18.94 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
4.00 inches AREA. . : 4.94 Acres
10.00 min eN....: 74.00
TC. . . . : 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 14.01 cfs VOL:
BASIN ID: 6MONTHQ
SCS METHODOLOGY
TOTAL AREA.......:
RAINFALL TyPE....:
PRECIPITATION....:
TIME INTERVAL....:
4.90 Ac-ft TIME:
500 min
NAME: 6 MONTH WATER QUALITY STORM
18.94 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
1. 33 inches AREA. . : 4.94 Acres
10.00 min eN . . . . : 74.00
TC. . . . : 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 3.82 cfs VOL:
1.30 Ac-ft TIME:
490 min
IMP
14.00 Acres
98.00
5.00 min
IMP
14.00 Acres
98.00
5.00 min
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C DETAIL BASIN SUMMARY
BASIN ID: 100YRQ NAME: 100YR DEVELOPED STORM EVENT
C SCS METHODOLOGY
TOTAL AREA.......: 18.94 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPE1A PERV IMP
0 PRECIPITATION....: 4.00 inches AREA. . : 4.94 Acres 14.00 Acres
TIME INTERVAL. . . . : 10.00 min CN.. .. : 74.00 98.00
TC. . . . : 10.00 min 5.00 min
ABSTRACTION COEFF: 0.20
C PEAK RATE: 14.01 cfs VOL: 4.90 Ac-ft TIME: 500 min
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
C RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs)
--------------------------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------------------------
C 10 310 2 1541 610 3 5276 910 2 1716 1210 1 6557 1510
20 320 2 1541 620 3 5217 920 2 1682 1220 1 6561 1520
30 330 2 1561 630 3 5187 930 2 1683 1230 1 6561 1530
40 340 2 3981 640 3 1570 940 2 1725 1240 1 6579 1540
C 50 350 2 3982 650 3 1496 950 2 1734 1250 1 6583 1550
60 o 0020 360 2 4004 660 3 1476 960 2 1723 1260 1 6583 1560
70 o 2457 370 2 6672 670 2 9069 970 2 0457 1270 1 6601 1570
C 80 o 2457 380 2 6730 680 2 9020 980 2 0420 1280 1 6604 1580
90 o 2494 390 2 6772 690 2 9011 990 2 0421 1290 1 6604 1590
100 o 7152 400 3 1828 700 2 7844 1000 2 0456 1300 1 6621 1600
C 110 o 7152 410 3 1946 710 2 7827 1010 2 0463 1310 1 6625 1610
120 o 7178 420 3 2008 720 2 7818 1020 2 0463 1320 1 6625 1620
130 1 0497 430 3 9511 730 2 6632 1030 2 0497 1330 1 6642 1630
140 1 0497 440 3 9690 740 2 6611 1040 2 0504 1340 1 6645 1640
C 150 1 0518 450 3 9764 750 2 6601 1050 2 0493 1350 1 6634 1650
160 1 3081 460 4 8749 760 2 5398 1060 1 9212 1360 1 5321 1660
170 1 3081 470 4 9004 770 2 5374 1070 1 9173 1370 1 5276 1670
C 180 1 3090 480 4 9729 780 2 5364 1080 1 9173 1380 1 5276 1680
190 1 4287 490 13 8219 790 2 4147 1090 1 9201 1390 1 5289 1690
200 1 4287 '* 500 14 0129 800 2 4120 1100 1 9206 1400 1 5292 1700
210 1 4293 510 13 9566 810 2 4120 1110 1 9196 1410 1 5292 1710
C 220 1 5079 520 7 0380 820 2 4183 1120 1 7905 1420 1 5305 1720
230 1 5079 530 6 9426 830 2 4195 1130 1 7864 1430 1 5308 1730
240 1 5091 540 6 9281 840 2 4185 1140 1 7864 1440 1 5186 1740
C 250 1 6618 550 5 1581 850 2 2948 1150 1 7887 1450 o 0541 1750
260 1 6618 560 5 1276 860 2 2917 1160 1 7891 1460 1760
270 1 6637 570 5 1177 870 2 2918 1170 1 7880 1470 1770
D 280 1 9085 580 3 9097 880 2 2969 1180 1 6581 1480 1780
290 1 9085 590 3 8842 890 2 2979 1190 1 6539 1490 1790
300 1 9105 600 3 8813 900 2 2969 1200 1 6539 1500 1800
0
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C ---------------------------------------------------------------------
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DETAIL BASIN SUMMARY
C BASIN ID: 6MONTHQ NAME: 6 MONTH WATER QUALITY STORM
SCS METHODOLOGY
TOTAL AREA.......: 18.94 Acres BASEFLOWS: 0.00 cfs
C RAINFALL TYPE. . . . : TYPE1A PERV IMP
PRECIPITATION....: 1. 33 inches AREA. . : 4.94 Acres 14.00 Acres
TIME INTERVAL....: 10.00 min CN . . . . : 74.00 98.00
C TC. . . . : 10.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 3.82 cfs VOL: 1. 30 Ac-ft TIME: 490 min
C TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(m;n) (ds) (m;n) (ds) (m;n) (ds) (m;n) (ds) (m;n) (ds) (m;n) (ds)
C --------------------------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------------------------
10 310 o 5207 610 o 9540 910 o 6046 1210 o 4688 1510
20 320 o 5207 620 o 9551 920 o 6046 1220 0.4690 1520
C 30 330 o 5214 630 o 9544 930 o 6047 1230 o 4690 1530
40 340 o 6108 640 o 8570 940 o 6069 1240 o 4700 1540
50 350 o 6108 650 o 8579 950 o 6072 1250 o 4701 1550
60 360 o 6115 660 o 8573 960 o 6069 1260 o 4701 1560
C 70 370 o 7019 670 o 7927 970 o 5716 1270 o 4711 1570
80 380 o 7019 680 o 7933 980 o 5715 1280 o 4713 1580
90 390 o 7031 690 o 7931 990 0.5716 1290 o 4713 1590
C 100 o 0066 400 o 8529 700 o 7626 1000 o 5734 1300 o 4723 1600
110 o 0066 410 o 8529 710 o 7631 1010 o 5737 1310 o 4724 1610
120 o 0071 420 o 8547 720 o 7629 1020 o 5737 1320 o 4724 1620
C 130 o 0810 430 1 0722 730 o 7315 1030 o 5755 1330 o 4734 1630
140 o 0810 440 1 0722 740 o 7319 1040 o 5758 1340 o 4736 1640
150 o 0817 450 1 0743 750 o 7317 1050 o 5755 1350 o 4732 1650
160 o 1687 460 1 3333 760 o 6995 1060 o 5394 1360 o 4355 1660
C 170 0.1687 470 1 3333 770 o 6998 1070 o 5393 1370 o 4351 1670
180 o 1692 480 1 3531 780 o 6995 1080 o 5393 1380 o 4351 1680
190 0.2342 * 490 3 8201 790 o 6666 1090 o 5408 1390 o 4358 1690
C 200 o 2342 500 3 8201 800 o 6668 1100 o 5410 1400 o 4360 1700
210 o 2346 510 3 8047 810 o 6669 1110 o 5407 1410 o 4360 1710
220 o 2856 520 1 8838 820 o 6700 1120 o 5042 1420 o 4367 1720
C 230 o 2856 530 1 8838 830 o 6705 1130 o 5039 1430 o 4369 1730
240 o 2861 540 1 8798 840 o 6702 1140 o 5039 1440 o 4334 1740
250 o 3482 550 1 3856 850 o 6364 1150 o 5052 1450 o 0067 1750
260 o 3482 560 1 3856 860 o 6365 1160 o 5054 1460 1760
C 270 o 3488 570 1 3829 870 o 6365 1170 o 5051 1470 1770
280 o 4326 580 1 0481 880 o 6392 1180 o 4681 1480 1780
290 o 4326 590 1 0485 890 o 6395 1190 o 4678 1490 1790
C 300 o 4333 600 1 0477 900 o 6393 1200 0.4678 1500 1800
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DETAIL HYDROGRAPH SUMMARY
C HYDROGRAPH No. 1
Peak runoff: 4.6290 cfs Total Vol: 4.90 ac-ft
TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN
C RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF
(min) (ds) (min) (ds) (min) (ds) (min) (ds) (min) (ds)
---------------------------------------------------------------------------------------
---------------------------------------------------------------------------------------
C 10 410 2 9712 810 4 6290 1210 1 6550 1610
20 420 3 2236 820 3 2413 1220 1 6548 1620
30 430 3 1936 830 2 2827 1230 1.6561 1630
40 440 3 6372 840 2 4407 1240 1 6561 1640
0 50 450 4 0118 850 2.4155 1250 1 6572 1650
60 460 3 9664 860 2 3472 1260 1.6582 1660
70 o 0011 470 4 4993 870 2 2846 1270 1 6583 1670
C 80 o 1435 480 4 6290 880 2 2929 1280 1 6593 1680
90 o 2621 490 4 6290 890 2.2946 1290 1 6604 1690
100 o 2452 500 4 6290 900 2 2979 1300 1. 6604 1700
C 110 o 5203 510 4 6290 910 2 2974 1310 1 6614 1710
120 o 7464 520 4 6290 920 2 2242 1320 1 6625 1720
130 o 7117 530 4 6290 930 2 1612 1330 1 6625 1730
140 o 9114 540 4 6290 940 2 1694 1340 1 6635 1740
C 150 1 0719 550 4 6290 950 2 1706 1350 1 6645 1750
160 1 0474 560 4 6290 960 2 1733 1360 1 6639 1760
170 1 2012 570 4 6290 970 2 1728 1370 1 5872 1770
C 180 1 3252 580 4 6290 980 2 0988 1380 1 5206 1780
190 1 3059 590 4 6290 990 2 0351 1390 1 5287 1790
200 1 3789 600 4 6290 1000 2 0432 1400 1 5282 1800
210 1 4366 610 4 6290 1010 2 0439 1410 1 5292 1810
C 220 1 4278 620 4 6290 1020 2 0462 1420 1 5292 1820
230 1 4751 630 4 6290 1030 2 0463 1430 1 5300 1830
240 1 5131 640 4 6290 1040 2 0483 1440 1 5308 1840
C 250 1 5077 650 4 6290 1050 2 0503 1450 1 5237 1850
260 1 5979 660 4 6290 1060 2 0498 1460 o 6682 1860
270 1 6720 670 4 6290 1070 1 9749 1470 1870
0 280 1 6613 680 4 6290 1080 1 9103 1480 1880
290 1 8061 690 4 6290 1090 1 9184 1490 1890
300 1 9249 700 4 6290 1100 1 9187 1500 1900
310 1 9070 710 4 6290 1110 1 9206 1510 1910
C 320 2 0524 720 4 6290 1120 1 9200 1520 1920
330 2 1704 730 4 6290 1130 1 8446 1530 1930
340 2 1526 740 4 6290 1140 1 7794 1540 1940
C 350 2 2970 750 4 6290 1150 1 7875 1550 1950
360 2 4143 760 4 6290 1160 1 7875 1560 1960
370 2 3968 770 4 6290 1170 1 7891 1570 1970
0 380 2 5557 780 4 6290 1180 1 7885 1580 1980
390 2 6885 790 4 6290 1190 1 7126 1590 1990
400 2 6730 800 4 6290 1200 1 6469 1600 2000
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FILE NO. 00007.BSN
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STAGE STORAGE TABLE
TRAPEZOIDAL BASIN ID No. 1
Description: TRIAL INFIL. POND (20 IN/HR)
Length: 200.00 ft. width: 50.00 ft.
Side Slope 1: 3 Side Slope 3: 3
Side Slope 2: 1 Side Slope 4: 1
Infiltration Rate: 0.00 min/inch
STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE---->
eft) ---cf--- --Ac-Ft- eft) ---cf--- --Ac-Ft- eft) ---cf--- --Ac-Ft- eft) ---cf--- --Ac-Ft-
--------------------------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------------------------
436 00 o 0000 o 0000 437 10 11612 o 2666 438 20 24477 o 5619 439 30 38637 o 8870
436 10 1005 o 0231 437 20 12729 o 2922 438 30 25710 o 5902 439 40 39990 o 9180
436 20 2020 o 0464 437 30 13857 o 3181 438 40 26954 o 6188 439 50 41354 o 9493
436 30 3045 o 0699 437 40 14995 o 3442 438 50 28208 o 6476 439 60 42729 o 9809
436 40 4080 o 0937 437 50 16143 o 3706 438 60 29474 0.6766 439 70 44115 1 0127
436 50 5126 o 1177 437 60 17302 o 3972 438 70 30750 o 7059 439 80 45513 1 0448
436 60 6181 o 1419 437 70 18471 o 4240 438 80 32037 o 7355 439 90 46921 1 0772
436.70 7247 o 1664 437 80 19651 o 4511 438 90 33335 o 7653 440 00 48341 1 1098
436 80 8323 o 1911 437 90 20842 o 4785 439 00 34644 o 7953
436 90 9409 o 2160 438 00 22043 o 5060 439 10 35964 o 8256
437 00 10505 o 2412 *438.10 23254 o 5338 439 20 37295 o 8562
THIS i3 A s. i "-I IS S. I z:.. E"D ~ IV\ oDE. L A l 0,000 s:F
"PeN D BaTTDfV\
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FILE NO. 00007.BSN
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STAGE DISCHARGE TABLE
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DISCHARGE LIST ID No. 1
Description: INF.RATE (20 IN/HR) 10,000 SF
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STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE--->
eft) ---ds-- ............ .. eft) ---ds-- ------- eft) ---ds-- ------- eft) ---ds-- -------
--------------------------------------------------------------------------------------------------------
--------------------------------------------------------------------------------------------------------
436.00 4 6290 437.10 4 6290 438 20 4.6290 439.30 4 6290
436 10 4.6290 437 20 4 6290 438 30 4 6290 439 40 4 6290
436 20 4 6290 437 30 4 6290 438 40 4 6290 439 50 4 6290
436 30 4 6290 437 40 4 6290 438.50 4 6290 439 60 4 6290
436 40 4 6290 437 50 4 6290 438 60 4 6290 439 70 4 6290
436 50 4 6290 437 60 4 6290 438 70 4 6290 439 80 4.6290
436 60 4 6290 437.70 4 6290 438 80 4 6290 439 90 4 6290
436.70 4.6290 437 80 4 6290 438 90 4.6290 440 00 4 6290
436.80 4.6290 437 90 4 6290 439 00 4 6290
436 90 4 6290 438 00 4 6290 439 10 4 6290
437.00 4 6290 438 10 4 6290 439 20 4.6290
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FILE NO. 00007.BSN
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LEVEL POOL TABLE SUMMARY
HATCH INFLOY -STO- -01S- <-PEAK-> OUTFLOY STORAGE
<--------OESCRIPT10N---------> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf)
-------------------------------------------------------------------------------------
-------------------------------------------------------------------------------------
100YR 1NFIL
o 00 14 01
438 09 1 4 63 23177 56 cf
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"
Appendix II "- Facility Summa'ryF:orms
__.__~t ~~ ~__ ,,,-_,-,__~-----,,,_-,,-_____-----,------~!....._i.- _1
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THURSTON REGION
FACILITY SUMMARY FORM
Complete one (I) for each faCIlIty (detentIOn/retentIOn, coalescing plate filter, etc.) on the
project site. Attach 8 1/2 x II sketch showing locatIOn offacilIty
Proponent's Facility Name or Identifier (e.g , Pond A)
See Part 6
Name of Road or Street to Access F aGility
Hearings Examiner Case Number
Development Rev Project No./Bldg Permit No
SR 507 (Yelm Highway), West Road, 103rd Avenue, 4th Avenue
Parcel Number 64303700100, 6430370010/, 64303700302, 64303700301, 64303700205,
64303700204, and 64303700200
To be completed by Utility Staff:
UtilIty FacilIty Number
PrOject Number (num)
Parcel Number Status. (num, lch)
0, Known, 1, Pubhc; 2 Unknown, 3,
Unassigned
BaSin and Subbasin. (num, 6ch)
(2ch for basin, 2ch for subbasin, 2ch future
Responsible JurisdIction. (alpha, lch)
Part 1 - Project Name and Proponent
Project Name
Project Owner
Project Contact
Prairie Park
Margaret Clapp
Margaret Clapp
Address PO Box 5210. Yelm, WA 98597
Phone (~Iln) d 'i}LnR ~d
Project Proponent. (if different) ~a>:}'./",
Address )nmp
Phone '\nr>J('
Project Engineer Marry r;1I~ff1/wn P F
Firm, SeA Fnginepring
Phone'
~16Q) 491-6()()2
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Part 2 - Project Locahon
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Section 5
Township 17N
Range 1 W
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Part 3 - Type of PermIt ApphcatIOn
Type of permit (e.g , Commercial Bldg)
Other Permits (circle)
[]DOFIWHPA
DCOE Wetlands
DFEMA
DShoreline Mgmt
DEncroachment
Commercial Building
o
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DCOE 404
[]DOE Dam Safety
DFloodplain
DRockely/Retaining Wall
[8JGrading
o
DNPDES
DOther Plumbing, Electrical, Utility
o
o
Other Agencies (Federal, State, Local, etc.) that have had or will review this Drainage Erosion
Control Plan.
N/A
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Part 4 -Proposed Project DescnptIOn
What stream basin is this project in (e.g, Percival, Woodland)
Project Size, acres
Zoning'
Onsite.
Thompson Creek
18.12 ac
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Residential Subdivision
Number of Lots
D
Lot size (average), acres
Building Permit/Commercial Plat
Building(s) Footprint, acres
2 42 (Roof Areas)
o
Concrete Paving, acres
Gravel SlI1face, acres
Lattzce Block Paving, acres
Public Roads (including gravel shoulder), acres
o
o
145
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Private Roads (including sidewalks), acres
Onsite Impervious SUlface Total, acres
1076
13 18
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Part 5 - Pre-Developed Project SIte Charactenstics
Stream through SIte, y/n.
Name:
No
o
DNR Type:
o
Type of feature thIS facihty dIscharges to (i.e., lake, stream, mtenmttent stream, pothole,
roadsIde dItch, sheetflow to adjacent pnvate property, etc.)'
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Infiltration into ground
Swales, Ravines, y/n.
Steep slopes, (steeper than 15%) y/n.
Erosion hazard, y/n.
100 yr Floodplain, y/n.
Lakes or Wetlands, y/n,
Seeps/Springs, y/n.
High Groundwater Table, y/n,
Wellhead Protection or Aquifer
Sensitive Area, y/n.
No
No
No
No
No
No
No
o
o
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No
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Part 6 - Facihty DescnptlOn - Wetpond
Total Area Tributary to Facility Including Offiite (acres)
1894
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Areas not
included
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Total Onsite Area Tributary to Facility (acres)
Design Impervious Area TributalY to Facility (acres)
Design Landscaped Area TributalY to Facility (acres)
Design Total Tributmy Area to Facility (acres)
Enter a one (1) for the type offacility
Wet pond detention
Wet pond water sUlface area, acres
DIY pond detention
Underground detention
1812
1400
494
1894
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1
o
o
o
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o
o
o
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o
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Infiltration pond
DIY well infiltration
Coalescing plate separator
Centrifuge separator
Other-
Outlet type (Enter a one (1) for each type present)
Filter
Oil water separator
Single orifice
Multiple orifice
Weir
Spillway
Pump(s)
Other
I
Part 7 - Release to Groundwater
Design Percolation Rate to Groundwater (if applicable)
20 inches/hour
Part 6 - Facility DescnptJon - Infiltration Pond
Total Area Tributaty to Facility Including OjJsite (acres)
Total Onsite Area Tributmy to Facility (acres)
Design Impervious Area Tributaty to Facility (acres)
Design Landscaped Area Tributwy to Facility (acres)
Design Total Tributary Area to Facility (acres)
Enter a one (l) for the type of facility
Wet pond detention
Wet pond water sUlface area, acres
DIY pond retention
Underground retention
Infiltration pond
DIY well infiltration
Coalescing plate separator
Centrijitge separator
1894
1812
14 00
494
1894
1
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Other
Outlet type (Enter a one (1) for each type present)
Filter
Oil water separator
Single orifice
Multiple orifice
Weir
Spillway
Pump(s)
Other'
1
Part 7 - Release to Groundwater
Design Percolation Rate to Groundwater (if applicable)
20 "/hour
<- - ~-- ----
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AppendiX III _ Storm Drainage and
Erosion control plan
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ROOf ORAlt-l~
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llG':\1\.\IlE.D iO IllDl\I\DIJAL ROOf DR~LLS.
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E.llGlllE.E.R\IlG foR 1t-\IS SUR~'I \JNOE.RGROUtolD
\J11L1i'<' LINES S,:\O'//ll ARE BASED UPON UI1L1i'<'
I-SB\JIL i PLI-NS OBi I-ltolED fROIA 11"\E. ~1,: f~~LO
'(EU.I. AtolD UllL1i'<' LOCA\E.S I1E.D ltol '''<.
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S,:\O'//ll i-\E.RE.Oll wt.RE. CALCULI- \E.D fROIA
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PROJECi It-lfORMAIION
PRAIRIE. I' ARK LiD PI-Ril'lE.RS':\IP
I' O. BO)l. 5210
'!EL\.I. WI- 98597
518 SE '!EL\.I I-VC. EiC.
'(EL\.I. WA 9B597
O'//llE.R:
\
SI\E. I-ODRE.SS:
BASIS Of BEARltolGS
WI-S':\lllGiOtol Si I- \E. PLAllE. GRID
SOU11"\ 1011E
I' ARCE.L tolUMBE.RS.
\.I/oROI-REi CLI-PP
pRNRIE. PARK LiD pI-Ril'lE.RS':\IP
I' O. BO)l. 5210
'!EL\.I. WA 98597
(360) 458-7501
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64303700205. 64303700204. 8430370020l
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SE.wt.R SER\I\CE.
\E.LE.p,:\OIlE. SERVICE.
pOwt.R /GI-S SE.R\I\CE.,
CI- TV SE.RVlCE.
SOILS.
oi'<' Of '!ELlA
U.S. wt.Si
pUGE.i SOUllO EtolERG'i
pt<i C...BLE SE.RVlCE.S
IlISQU...LL'I LO...IA'I flllE S...l'lD. 3_15% S~~~COpES
Sp...llAWA'I GRA~LL'I SI-I'lD'I LOI-IA. 0- .
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fGl'S2 LOC'" \E.O SOU1t-\EASI Of 11"\E
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SOlI Evaluations
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Building A
Building B
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Building C
Building D
Building E
Building F
Building G
Building H
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SOIL EVALUATION REPORT
FORM 1 GENERAL SITE INFORMATION
Prairie Park
8 Screen Cinema
Retail Space
Office Space
Restaurant
Apartments
Library
Retail
Retail
Existing Conference
Hotel Expansion
Existing Hotel
Restaurant
Office
SHEET 1 OF
DATE. 1/10/00
2
PROJECT TITLE
PROJECT NO 00007
PREPARED BY William W Parnell, P E
1 SITE ADDRESS OR LEGAL DESCRIPTION
700 Prairie Park Lane Yelm, WA 98597
2 PROJECT DESCRIPTION
To commercially develop an 18.2 acre site to support the following existing and proposed buildings and their
associated utilities, roadwork and landscaping
Building I
3 SITE DESCRIPTION
The project site is currently partially developed An existing bank building, office conference center,
and hotel reside on the south central portion of this site Residential dwellings occupy a small area
located at the northwest and the southwest corner of the site. The remaining area within the scope of
this project is used as a hay field The topography along the northern property boundary is relatively
flat. The western portion of this site is gently rolling A natural broad swale traverses the site in a west
to east direction and acts as a natural basin for the existing undeveloped site stormwater runoff There
were no physical indications that standing surface water is ever present within the confines of the
swale The site is bounded by West Road SE to the north, 103rd Avenue SE to the southeast, Yelm
Avenue (SR 507) to the south, and the Yelm Alternative School grounds to the west. The onsite soils
were formed on a terrace out of glacial outwash
4 SUMMARY OF SOILS WORK PERFORMED'
Eight test pits were excavated by backhoe and ranged in depth from 72" - 156" below existing grade.
Soils beyond four feet were visually and physically inspected by sampling through the use of a long
handled garden hoe and/or inspecting backhoe tailings
Double Ring infiltration tests were completed for test pits #1,2,4, 5, and 7 Test pit #7 did not pass the
10 minute pre-test due to fines in the soils texture and was subsequently pre-soaked for 4 hours Test
pit #1 failed the pre-test but failure was due to the density of the soil, not to the amount of fines present
in the soils texture Pre-soaking was considered unnecessary and the double ring infiltration test was
promptly completed All other test pits passed the 10 minute pre-test and were subsequently tested
Test results are included in this report.
5 ADDITIONAL SOILS WORK RECOMMENDED'
Additional soils work should not be necessary unless drainage infiltration facilities are located
appreciable distances from those soil test pits as located on the site plan map
6 FINDINGS
The onsite soils for this project site were mapped by the Soil Conservation Service soils survey of
Thurston County as a Spanaway (110) series and a Nisqually (74) series All test pits generally
confirmed these designations Test pit #3, located at a low point in the broad swale did reveal a high
winter water table at 62" None of the other test pits revealed any evidence of winter water table
presence Double Ring infiltration tests revealed infiltration rates ranging from 14 Y. inches/hour in test
pit #7 to 144 inches/hour in test pit #2 Tests were completed between 60" - 78" below existing ground
surface in the C horizon soils
26,000 sq feet
8,000 sq feet
3,000 sq feet
5,000 sq feet
6,000 sq feet
6,000 sq feet
2,500 sq feet
5,000 sq feet
6,000 sq feet
24 rooms
24 rooms
5,000 sq feet
7,500 sq feet
,;
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7 RECOMMENDATIONS
The Spanaway and Nisqually soils series are well drained with rapid permeability rates in the
substratum soils. Drainage infiltration facilities should be located in the C horizon soils and not the A
horizon soils The presence of a high winter water level in test pit #3 make this area unsuitable for
drainage infiltration The possibility of high winter water table exists for the other soil test pits but was
not evidenced at the time of soils logging Drainage infiltration facilities installed no deeper than 96"
below existing grades in the vicinity of soils test pits 1, 2, 4, 5, 6, 7, and 8 should not be impacted by
winter water table concerns
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Suggested infiltration rates are provided in the attached soils log data sheets They are estimations of
optimum infiltration rates for undisturbed soils Site conditions after construction are disturbed and the
receiving soils therefore may not infiltrate as readily as test results indicate It is suggested to use
conservative values when receiving soils have a high percentage of fine sand or finer material present,
as was the case for test pit #7
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During construction, care must be taken to prevent erosion of exposed soils. Drainage facility
infiltration surface areas must be properly protected from contamination by the fine grained upper
horizon soils and from compaction by site construction activities Soils not properly protected will
cause infiltration facilities to prematurely fail
[
I hereby certify that I prepared this report, and conducted or supervised the performance of related work. I
certify that I am qualified to do this work. I represent my w~e complete a,naccurate within the bounds
of uncertainty inherent to the practice of soilS scien ,and 0 be itable for its intended use.
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SOIL EVALUATION REPORT
FORM 2 SOIL LOG INFORMATION
PROJECT TITLE Prairie Park SHEET 1 OF 8
PROJECT NO 00007 DATE 1/10/00
PREPARED BY William W Parnell, P E
SOIL LOG #1
LOCATION See Site Plan Map
1 TYPES OF TEST DONE 2, SCS SOILS SERIES 3 LAND FORM.
Double Ring Infiltration Spanaway (110) Terrace
4 DEPOSITION HISTORY 5 HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW
Glacial Outwash GROUP' Unknown
B
7 CURRENT WATER DEPTH 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS
Greater than Bottom of Hole LAYER. Level
Greater than Bottom of Hole
10 POTENTIAL FOR. EROSION RUNOFF PONDING
Slight Slow Minimal
11 SOIL STRATA DESCRIPTION See Following chart
12 SITE PERCOLATION RATE See FSP
13 FINDINGS & RECOMMENDATIONS A Double Ring infiltration test at 78" below
existing grade revealed an infiltration rate of 30 inches/hour The Cs horizon was slightly to
moderately dense For design purposes, use an infiltration rate less than or equal to 20
inches/hour in the Cs, C6, or C7 horizons
Soils Strata Description
Soil Log #1
Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
A 0"-14 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK ff 2-6 2
w/cobbles
C1 14"-30" 10YR3/6 ExCobbley <5 <50 SG ff >20 20
Sa
C2 30"-46" 10YR4/4 FSa <10 <10 SG >20 15
C3 46"-56" 10YR4/6 ExFSa <20 <5 SG 6-20 10
C. 56"-60" 10YR3/6 ExGrSaLm <15 <60 2SBK 6-20 14
Cs 60"-88" 25Y4/4 ExCobbley <5 <85 SG >20 20
CSa
w/Some
Stones
Cs 88"-127" 10YR4/6 VGrFSa <10 <60 SG >20 20
C7 127"-156" 10YR4/6 ExGrSa <5 <75 SG >20 20
w/Cobbles
and Stones
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SOIL EVALUATION REPORT
FORM 2: SOIL LOG INFORMATION
PROJECT TITLE. Prairie Park SHEET 2 OF 8
PROJECT NO 00007 DATE 1/10/00
PREPARED BY William W Parnell, P E
SOIL LOG #2
LOCATION See Site Plan Map
1 TYPES OF TEST DONE. 2. SCS SOILS SERIES 3 LAND FORM'
Double Ring Infiltration Spanaway (110) Terrace
4 DEPOSITION HISTORY 5 HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW
Glacial Outwash GROUP' Unknown
B
7 CURRENT WATER DEPTH 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS
Greater than Bottom of Hole LAYER. Level
Greater than Bottom of Hole
10 POTENTIAL FOR. EROSION RUNOFF PONDING
Slight Slow Minimal
11 SOIL STRATA DESCRIPTION See Following chart
12 SITE PERCOLATION RATE See FSP
13 FINDINGS & RECOMMENDATIONS A Double Ring infiltration test at 60" below
existing grade revealed an infiltration rate of 144 inches/hour For design purposes, use a
rete less than or equal to 20 inches/hour in the C2 horizon
Soils Strata Description
Soil Log #2
Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
A 0"-22" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK ff 2-6 2
w/Some
Cobbles and
Stones
C, 22"-52" 10YR4/6 ExGrSa <5 <85 SG >20 20
w/Cobbles
C2 52"-144 10YR4/2 ExGrCSa <5 <80 SG >20 20
w/Cobbles
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SOIL EVALUATION REPORT
FORM 2 SOIL LOG INFORMATION
PROJECT TITLE. Prairie Park SHEET 3 OF 8
PROJECT NO 00007 DATE 1/10/00
PREPARED BY William W Parnell, P E
SOil lOG #3
lOCATION See Site Plan Map
1 TYPES OF TEST DONE. 2. SCS SOilS SERIES 3 LAND FORM.
None Nisqually (74) Terrace
4 DEPOSITION HISTORY 5 HYDROLOGIC SOil 6 DEPTH OF SEASONAL HW
Sandy Glacial Outwash GROUP' Unknown
B
7 CURRENT WATER DEPTH 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS
62" LAYER. Concave, TOE Bottom
Greater than Bottom of Hole
10 POTENTIAL FOR. EROSION RUNOFF PONDING
Slight Slow High
11 SOIL STRATA DESCRIPTION See Following chart
12 SITE PERCOLATION RATE See FSP
13 FINDINGS & RECOMMENDATIONS The high winter water table in this area makes
these soils unsuitable for drainage infiltration facilities
Soils Strata Description
Soil Log #3
Harz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
Ap 0"-12" 10YR2/1 GrVFSaLm <20 <5 <20 1SBK ff 2-6 2
A, 12"-44" 10YR2/2 GrVFSaLm <20 <5 <15 1SBK 2-6 2
C, 44"-72" 10YR4/4 LmFSa <15 <15 Mas 6-20 8
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SOIL EVALUATION REPORT
FORM 2. SOIL LOG INFORMATION
PROJECT TITLE Prairie Park SHEET 4 OF 8
PROJECT NO 00007 DATE. 1/10/00
PREPARED BY William W Parnell, P E.
SOIL LOG #4
LOCATION See Site Plan Map
1 TYPES OF TEST DONE 2. SCS SOILS SERIES 3 LAND FORM.
Double Ring Infiltration Spanaway (110) Terrace
4 DEPOSITION HISTORY 5 HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW
Glacial Outwash GROUp. Unknown
B
7 CURRENT WATER DEPTH 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS
Greater than Bottom of Hole LAYER. Level
Greater than Bottom of Hole
10 POTENTIAL FOR. EROSION RUNOFF PONDING
Slight Slow Minimal
11 SOIL STRATA DESCRIPTION See Following chart
12. SITE PERCOLATION RATE See FSP
13 FINDINGS & RECOMMENDATIONS A Double Ring infiltration test at 64" below
existing grade revealed an infiltration rate of 117 inches/hour For design purposes, use a
rate less than or equal to 20 inches/hour in the C2 or C3 horizons
Soils Strata Description
Soil Log #4
Harz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
A 0"-28" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK ff 2-6 2
C, 28"-.AA" 1 OYR4/4 VGrLmCSa <5 <60 SG ff >20 20
w/Some
Cobbles
C2 44"-80" 10YR4/6 VGrFSa <5 <50 SG >20 20
w/Some
Cobbles and
Stones
C3 80"-156" 25Y4/4 VGrCSa <5 <70 SG >20 20
w/Many
Cobbles and
Some
Stones
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SOIL EVALUATION REPORT
FORM 2 SOIL LOG INFORMATION
PROJECT TITLE Prairie Park SHEET 5 OF 8
PROJECT NO 00007 DATE 1/10/00
PREPARED BY William W Parnell, P E.
SOIL LOG #5
LOCATION See Site Plan Map
1 TYPES OF TEST DONE 2. SCS SOILS SERIES 3 LAND FORM.
Double Ring Infiltration Spanaway (110) Terrace
4 DEPOSITION HISTORY 5 HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW
Glacial Outwash GROUP' Unknown
B
7 CURRENT WATER DEPTH 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS
Greater than Bottom of Hole LAYER. Level
Greater than Bottom of Hole
10 POTENTIAL FOR. EROSION RUNOFF PONDING
Slight Slow Minimal
11 SOIL STRATA DESCRIPTION See Following chart
12 SITE PERCOLATION RATE See FSP
13 FINDINGS & RECOMMENDATIONS A Double Ring infiltration test at 66" below
existing grade revealed an infiltration rate of 120 inches/hour For design purposes, use a
rate less than or equal to 20 inches/hour in the Cz or C3 horizons
Soils Strata Description
Soil Log #5
Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
A 0"-24" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK ff 2-6 2
C1 24"-50" 10YR3/6 ExGrLmFSa <5 <80 SG >20 20
wI Cobbles
and Stones
C2 50"-84 10YR4/4 ExGrCSa <5 <85 SG >20 20
w/Cobbles
and Stones
C3 84"-144" 10YRS/2 VGrCSa <5 <50 SG >20 20
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SOIL EVALUATION REPORT
FORM 2. SOIL LOG INFORMATION
PROJECT TITLE Prairie Park SHEET 6 OF 8
PROJECT NO 00007 DATE 1/10/00
PREPARED BY William W Parnell, P E.
SOIL LOG #6
LOCATION See Site Plan Map
1 TYPES OF TEST DONE 2. SCS SOILS SERIES 3 LAND FORM.
None Spanaway (110) Terrace
4 DEPOSITION HISTORY 5 HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW
Glacial Outwash GROUP' Unknown
B
7 CURRENT WATER DEPTH' 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS
Greater than Bottom of Hole LAYER. Level
Greater than Bottom of Hole
10 POTENTIAL FOR. EROSION RUNOFF PONDING
Slight Slow Minimal
11 SOIL STRATA DESCRIPTION See Following chart
12 SITE PERCOLATION RATE See FSP
13 FINDINGS & RECOMMENDATIONS For design purposes, use an infiltration rate less
than or equal to 20 inches/hour in the C2 and C3 horizons.
Soils Strata Description
Soil Log #6
Harz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
A 0"-24" 10YR2/1 VGrVFSaLm <20 <5 <35 1SBK ff 2-6 2
Bw 24"-36" 10YR3/2 GrVFSaLm <20 <5 <20 SG ff 2-6 2
C, 36"-66" 10YR3/B VGrCLmSa <5 <40 SG >20 20
C2 66"-90" 2,5Y4/4 MSa <20 SG >20 20
C3 90"-144 2,5Y4/4 VGrMSa <40 SG >20 20
w/Some
Cobbles
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SOIL EVALUATION REPORT
FORM 2. SOIL LOG INFORMATION
PROJECT TITLE Prairie Park SHEET 7 OF 8
PROJECT NO 00007 DATE. 1/10/00
PREPARED BY William W Parnell, P E
SOIL LOG #7
LOCATION See Site Plan Map
1 TYPES OF TEST DONE 2, SCS SOILS SERIES 3 LAND FORM.
Double Ring Infiltration Nisqually (74) Terrace
4 DEPOSITION HISTORY 5 HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW
Sandy Glacial Outwash GROUp. Unknown
B
7 CURRENT WATER DEPTH 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS
Greater than Bottom of Hole LAYER. Undulating
Greater than Bottom of Hole
10 POTENTIAL FOR. EROSION RUNOFF PONDING
Slight Slow Minimal
11 SOIL STRATA DESCRIPTION See Following chart
12 SITE PERCOLATION RATE See FSP
13 FINDINGS & RECOMMENDATIONS A Double Ring infiltration test at 66" revealed an
infiltration rate of 14 25 inches/hour The C4 horizon will infiltrate at about 7 inches/hour The
Cs and C6 horizons are most suited for drainage infiltration at a rate less than 20 inches/hour
Soils Strata Description
Soil Log #7
Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
Ap 0"-6" 10YR2J1 GrVFSaLm <20 <5 <15 1SBK ff 2-6 2
A1 6"-24 10YR2J2 GrVFSaLm <20 <5 <15 1SBK ff 2-6 2
C, 24"-40" 10YR4J2 LmVFSa <15 <15 1SBK ff 2-6 4
C2 40"-55" 2.5Y4/4 LmSa <10 <5 SG >20 15
C3 55"-72" 2.5Y4/3 LmFSa <10 <5 SG >20 10
C. 72"-108" 2,5Y4/3 VFSa <15 <5 SG >20 7
Cs 108"-120" 2,5Y4/2 Sa <10 <5 SG. >20 20
Cs 120"-144 2,5Y5J1 VGrSa <5 <35 SG. >20 20
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SOIL EVALUATION REPORT
FORM 2 SOIL LOG INFORMATION
PROJECT TITLE. Prairie Park SHEET 8 OF 8
PROJECT NO 00007 DATE 1/10/00
PREPARED BY William W Parnell, P E
SOil lOG #8
lOCATION See Site Plan Map
1 TYPES OF TEST DONE 2. SCS SOilS SERIES 3 LAND FORM
None Nisqually (74) Terrace
4 DEPOSITION HISTORY 5 HYDROLOGIC SOil 6 DEPTH OF SEASONAL HW
Sandy Glacial Outwash GROUP' Unknown
B
7 CURRENT WATER DEPTH 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS
Greater than Bottom of Hole LAYER. level
Greater than Bottom of Hole
10 POTENTIAL FOR. EROSION RUNOFF PONDING
Slight Slow Minimal
11 SOIL STRATA DESCRIPTION See Following chart
12 SITE PERCOLATION RATE See FSP
13 FINDINGS & RECOMMENDATIONS The C2. C3, and C4 horizons are suitable for
drainage infiltration For design purposes use a rate less than 20 inches/hour in the C2 and
C3 horizon and a rate less than or equal to 20 inches/hour in the C4 horizon
Soils Strata Description
Soil Log #8
Harz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP
Ap 0"-6" 10YR2/1 GrVFSaLm <20 <5 <15 1SBK ff 2-6 2
A1 6"-24" 10YR2/2 GrVFSaLm <20 <5 <15 1SBK ff 2-6 2
C, 24 -48" 10YR4/2 LmVFSa <15 <15 1SBK ff 2-6 4
C2 48"-92" 2.5Y4/3 LmMSa <5 <5 SG >20 20
C3 92"-120" 2,5Y4/3 GrLmSa <5 <25 SG >20 20
C. 120"-144" 2.5Y4/1 ExGrSa <5 <70 SG >20 20
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(Abbreviations)
Textural Class Structure Grades of Structure
Gravelly - Gr Granular - Gr Strong -3
Sandy - Sa Blocky - Blky Moderate - 2
Loamy -Lm Platy - PI Weak - 1
Silty - Si Massive - Mas
Clayey - CI Single Grained - SG
Coarse -C Sub-Angular Blocky - SBK
Very -V
Extremely - Ex
Fine -F
Medium -M
Induration & Cementation
Weak -Wk
Moderate - Mod
Strong - Str
Mottles
1 Letter Abundance 1st Number Size 2nd Letter Contrast
Few -F Fine - 1 Faint - F
Common -C Medium -2 Distinct -0
Many -M Coarse - 3 Prominent -P
Roots
1 st Letter Abundance 2nd Letter Size
Few - f Fine - f
Common - c Medium -m
Many -m Coarse -c
(f'\text\forms\soil tbl)
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PRAIRIE PARK
DOUBLE RING INFILTRATION TEST
Completed By William Parnell, P E
Test Date 1/14/00
seA # P99187
Special Note Failed pretest due to soil density No significant fines present
in soil texture Presoak not required Start test.
DOUBLE RING INFILTRATION TEST RESULTS
Test Hole # 1 (1 est run @ 78 below EXisting Ground Surface)
Start Stop Elapsed Time Total Drop Infiltration Rate
(Min) (Min) (Min) ( Inches) ( In/Hr)
0 10 10 5 1/4
10 20 10 5 1/4
20 30 10 5
30 40 10 5
40 50 10 5
50 60 10 5 30
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PRAIRIE PARK
DOUBLE RING INFILTRATION TEST
Completed By William Parnell, P E.
Test Date 1/14/00
seA # P99187
Infiltration Rate
( In/Hr)
N/A
N/A
Start Stop
( Min ) ( Min )
o 3' 53"
3' 53" 8' 38"
Special Note Passed Pretest - Start Test
DOUBLE RING INFILTRATION TEST RESULTS
Test Hole # 2 ( Test run @ 60" below EXisting Ground surface)
Start Stop Elapsed Time Total Drop Infiltration Rate
( Min ) ( Min ) ( Min) ( Inches) ( In/Hr)
0 2' 05" 2' 05" 6
2' 05" 4' 15" 2' 10" 6
4' 15" 6' 20" 2' 05" 6
6' 20" 8' 30" 2' 10" 6
8' 30" 10' 50" 2' 20" 6
10' 50" 13' 10" 2' 20" 6
13' 10" 15' 30" 2' 20" 6
15' 30" 17' 55" 2' 25" 6
17' 55" 20' 15" 2' 20" 6
20' 15" 22' 35" 2' 20" 6
22' 35" 25' 00" 2' 25" 6
25' 00" 27' 25" 2' 25" 6
27' 25" 29' 50" 2' 25" 6
29' 50" 32' 15" 2' 25" 6
32' 15" 34' 40" 2' 25" 6
34' 40" 37' 05" 2' 25" 6
37' 05" 39' 35" 2' 30" 6
39' 35" 42' 05" 2' 30" 6
42' 05" 44' 35" 2' 30" 6
44' 35" 47' 05" 2' 30" 6
47' 05" 49' 35" 2' 30" 6
49' 35" 52' 05" 2' 30" 6
52' 05" 54' 35" 2' 30" 6
54' 35" 59' 05" 2' 30" 6 144
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PRAIRIE PARK
DOUBLE RING INFILTRATION TEST
Completed By William Parnell, P E
Test Date 1/13/00
seA # P99187
Infiltration Rate
( In/Hr)
N/A
N/A
Start Stop
( Min ) ( Min )
o 3' 30"
3' 30" 8' 30"
Special Note Passed Pretest - Start Test
DOUBLE RING INFILTRATION TEST RESULTS
Test Hole # 4 ( Test run @ 64" below EXlstmg Ground Surtace)
Start Stop Elapsed Time Total Drop Infiltration Rate
(Min) (Min) ( Min ) ( Inches) ( In/Hr)
0 2' 45' 2' 45' 6
2' 30' 5' 35" 2' 50" 6
5' 35" 8' 40" 3' 05" 6
8' 40" 11' 45" 3' 05" 6
11' 45" 15' 00" 3' 15" 6
15' 00" 18' 00" 3' 00" 6
18' 00" 21' 00" 3' 00" 6
21' 00" 24' 00" 3' 00" 6
24' 00" 27' 00" 3' 00" 6
27' 00" 30' 00" 3' 00" 6
30' 00" 33' 00" 3' 00" 6
33' 00" 36' 05" 3' 05" 6
36' 05" 39' 10" 3' 05" 6
39' 10" 42' 15" 3' 05" 6
42' 15" 45' 20" 3' 05" 6
45' 20" 48' 25" 3' 05" 6
48' 25" 51' 30" 3' 05" 6
51' 30" 54' 30" 3' 00" 6
54' 30" 57' 30" 3' 00" 6
57' 30" 1 h r 35s 3' 05" 6 1168
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PRAIRIE PARK
DOUBLE RING INFILTRATION TEST
Completed By William Parnell, P E
Test Date 1/13/00
seA # P99187
Start Stop
( Min ) ( Min )
o 3' 45"
3' 45" 7' 20"
Infiltration Rate
( In/Hr)
N/A
N/A
Special Note Passed Pretest - Start Test
DOUBLE RING INFILTRATION TEST RESULTS
Test Hole # 5 ( Test run @ 66" below eXisting Ground Surface)
Start Stop Elapsed Time Total Drop Infiltration Rate
( Min ) ( Min ) (Min) ( Inches) ( In/Hr)
0 2' 3D' 2' 30" 6
2' 30' 5' 15" 2' 45" 6
5' 15" 8' 10" 2' 55" 6
8' 10" 1 0' 50" 2' 40" 6
10' 50" 13' 35" 2' 45" 6
13' 35" 16' 15" 2' 40" 6
16' 15" 18' 55" 2' 40" 6
18' 55" 21' 35" 2' 40" 6
21' 35" 24' 20" 2' 45" 6
24' 20" 27' 05" 2' 45" 6
27' 05" 30' 00" 2' 55" 6
3D' 00" 32' 50" 2' 50" 6
32' 50" 35' 45" 2' 55" 6
35' 45" 38' 40" 2' 55" 6
38' 40" 41' 35" 2' 55" 6
41' 35" 44' 30" 2' 55" 6
44' 30" 4 7' 30" 3' 00" 6
4 7' 30" 50' 30" 3' 00" 6
50' 30" 53' 30" 3' 00" 6
53' 30" 56' 30" 3' 00" 6
56' 30" 59' 30" 3' 00" 6 120
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PRAIRIE PARK
DOUBLE RING INFILTRATION TEST
Completed By William Parnell, P E
Test Date 1/13/00
seA # P99187
Special Note Failed Pretest - start 4 hour presoak.
Final Test Completed 1/14/00
DOUBLE RING INFILTRATION TEST RESULTS
Test Hole # 7 (Test run @ 00' below c:xlstlng Ground Surface)
Start Stop Elapsed Time Total Drop Infiltration Rate
(Min) (Min) (Min) ( Inches) ( In/Hr)
0 10 10 21/2
10 20 10 2 3/8
20 30 10 2 3/8
30 40 10 2 3/8
40 50 10 2 3/8
50 60 10 2 3/8 14.25
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SOIL SURVEY OF THURSTON COUNTY, WASHINGTON
SHEET NUMBER 25
PROJECT LOCATION
NT S.
SCS SOIL CLASSIFICATION
74 NISQUALL Y LOAMY FINE SAND, 3 TO 15% SLOPES
110 SPANAWAY GRAVELLY SANDY LOAM, 0 TO 3% SLOPES
SCS SOilS MAP
FIGURE
1
PRAIRIE PARK
00007
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