20070404 FEMA Info 08042009APPENDIX A-3 -
VICINIW MAP
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PROJECT
sTATt HWY 507 SE/SR 507
PALOUSE AVT. $I.
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EXHIBIT No:
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ocT,2008 SHEET No:
1CHRISTENSEN COMMERCIAL
APPENDIX A-4 -
FEMA MAP
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APPROXIMATE SCALE IN FEET
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CITY OF
YELM,
WASHINGTON
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OI{LY PAIIEL PNNTED
cotmlilTï.PrrEr tutBER
53ß10 0001 A
EFFECTIVE DATE:
Fcrlcrat E¡uergency MülgÊm€ilt Agancy
m extÉcted ß¡ng F-MÍT OÞUne. Th¡s map does not reÍect changes
or amendments which may halê been made subsequent to the dãte on the
t¡tle dæk. For the latæt product ¡nbrmation ãbout Net¡ond Flood lßuÞrce
Program lood maps check the FEMA Flood MaÞ Store at w.
APPENDIX A-5 -
SOILS REPORT
158
SpanawaY Series
The Spanaway series consists of very Ceep,
somewhat excessively drained soils on terraces. These
soils lormed in glacial outwash and volcanic ash. Slope
is 0 to 15 percent. Elevation is 100 to 400 feet. The
average annual precipitation is 40 to 55 inches, the
average annual air temperature is about 51 degrees F,
and ihe average frosl-free season is 150 to 200 days.
These soils are sandy-skeleial. mixeC. mesic Andic
XerumbrePts.
Typical pedon of Spanaway gravelly sandy loam, 0 to
3 percent slopes, 4 miies souiheast of Lacey; about 250
leet west and 400 feet souìh of the northeasl corner of
sec. 25. T. 36 N.. R. 1 'ú/.
,A-0 ìo 15 rnches: black (1OYR 2i1) qravelly sandy
loam. very dark grayish brown (10YR 3'12) dr¡i: weak
fine granular structure: loose, very friable, nonsticky
anC nonplasiic: many fine, medium, and coarse
roots: 25 percenl pebbles, slrongiy ac¡d: clea;
srnooth boundary.
3w-15 to 20 inches; dark yellowish brown (1OYR 3i4)
very gravelly sancly loam. llghi oiive brown (2.5Y
5ia) dry: weak line subangular blocky structure;
loose, veiy friable, nonsticky and nonplaslic; many
fine. rnediurn, and coarse roots. 55 perceni pebbles;
rnediurn acid: clear smoolh boundary
C-20 to 60 inches; dark yellowish b¡cwn (10YR 4i4)
extremely gravefly sand, yetlowish brown (10YÊ
5i4) dry; single grained; loose; Íew frne roots; 80
percenl pebbles, 1O percent cobbles; slighily acid.
The thickness of the solum ranges írotn i 5 io 25
inches. The content oi coarse fragrnents in the control
secl¡on rangss from 50 10 85 percent. The weighted
everage texture oT thìs section is very gravelly sand or
extremely gravelly sand. The umbric apipedon is 10 to
20 inches thick.
The A horizon has hue of 1OYR or 7.5Y8, value of 3
or 4 when dry. and chroma oí 1 o;'2 when moísl or dry.
It is mediurn acid or strongly acìd. The Bw horizon has
value of 4 or 5 when dry and 3 or 4 when moist. lt is
very gravelly sandy loarn, very gravelly loam, or
extremely gravelly sandy loam. The C horizon has hue
ol 1OYR or 2.5Y. value of 5 or 6 when dry and 4 or 5
when moist. and chroma of 3 or 4 when dry or moist. lt
is extremely gravelly sand or extremely gravelly loamy
sand and is slightly acid or neutral.
Sultan Series
The Sultan series consrsls of very deep, moderateiy
Soil Surve,
wetl drained soils on flood plains. These soils lormed
alluvium. Sfope is 0 to 3 tercenl. Elevation is ZO to-],feet. The average annual precipitation is 4O to S0
inclres, lhe average annual air iemperature is about Edegrees F, and the average frosl-free season is 1;ò I200 days.
These soils are fine-silty. mixed, nonacid, mesic
Aqurc Xerofluvents.
Typical pedon of Sultan silt toarn, 7 rniles east of
Lacey; about 1,000 feet east and 1,975 feet north of :
southwesi cornêr of sec. 16, T. 1E N,, R. 1 E,
Ap--o to 7 inches; dark yellowish brown (1oYR 3/a) s
loam. brown (10YÊ 5/3) dry: rnoderate fine and
medium' granular structure; slightly hard. very
friable. slightly s'ricky and stightÍy plastic; rnany Íir
rneCium, anci coa¡se roots; many very fine and fir
tubular pores; slightly acici: abrupt smooth
boundary.
3A-7 to 20 ìnches; dark yellowish brown (1OYF 4j4)
silì lcam, brown {1OYR 5/3) ciry: moderate fine an
meCium subanEular blocky structure; slightty hard
very friable, slightly sticky and slightly plastic; r¡a
vei'y fine, fine, and medium rcots; many very fine
and fine tubular pores; slightly acid; clear wavy
boundary.
3w1-20 to 25 inches; dark brown (10Y4 3/3) silt loa
grayish brown (2.5Y 5i2) ciry; common fine
prominent red (2.5YF 5/8) motttes: mcderale íine
and medium subangular blocky slructure; slightly
hard, very friable, slightly stictry and slightly plasti
common fine and medium roots: common very iin
and fine tubular pores: slightly aciC: graduaìrvavy
boundary.
8rv2-25 to 45 inches; dark brown (1OYR 4/3) silt lca
light brownish gray (1OYR 6i2) dry: common
meciium prorninent red (2.5YF 5i8)'moiiles;
moderate medium and coarse subangular blocky
structure: slightly hard, very fnable, slightly sticky
and slightfy plastic: few very fine and line roots;fr
very Íine and fine iubular pores; slìghtty acid;
Eradual wavy boundarY.
C-45 to 60 inches; grayish brown (1OYR 5/2) silt loa
light gray (1OYR 7!2) dry: cornrnon medium
piominent dark brown {7.5YR 4i4) mottles: massi'
slightly hard, very friable. slightly stícky and stighl
plastic; slightly acid.
The soils are slighfly acid or neutral in the control
section and range irom slightly acid lo strongly acid -
beloru a depth ot +o ¡ncheı. ¡vottles that have chrorn¿
oí 3 or more are at a depth of more than 20 inches'
i:
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- . Thurston County, Washinoton
. summer, irrigalion is needed for lawn grasses, shrubs,
vines, shade trees, and ornamental trees. Mulch,
' fertilizer, and irrigalìon are needed to establish lawn
grasses and other srnall'seeded plants, Topsoil can be
slockpiled and used to recla¡m areas disturbed during' construction.
The main limitat¡on aríecting septic tank absorption
.fields is a poor filterìng capacity in the substratum. lf the
densiiy of housing is moderate or high, cornmunity
sewage systems are needed to prevent the
contamination of water supplies caused by seepage
from onsite sewage disposal syslems. The slope
hinders the insiallation of the absorption fields.
....Absorptìon lines shoulC be ¡nstalled on the contour.
Ðouglas-fir is the main woodland species on this unil.
Among the lrees of límited extent are Oregon white oak,
lcCgapole pine anC red alder. Douglas.fir anC Scolch
pine are grown on Chrisimas tree plantations. On the
basis of a 100-year site curve, the mean site index for- -Dougfas-iils 140. On ttie basis of a SO-year siie curve,
it is 1 08. The highest average growth rate of an
un,'nanaged, even-ageC stand oi Douglas-fir is 145
cubic feet per acre per yeeí at 65 years of age.
This soil is suited to yeâr-round logging. Unsurfaced
roads and skrd trails are slrppery when wet Logging
rcaCs require suitable suríacing material lor year-round
use. Êounded pebbles and cobblas for road
constructron are readilr¡ available on this un¡t.
Ðistur5ance oí ihe proleclrve layer ol dui can be
minrr¡izeC by ihe careful use of wheeled and tracked
equipment,
Seedlrng establishrn-.nt and seedling rnorlality are .rhe
rnain concerns in the production of limber. Reforestation
can be acconrplished by pfanting Dougtas-fir seedlings.
lf the stand includes segd trees, natural reforestation of
cutover araas by Oregon white oak and lodgepofe pine
occurs inirequenily. Droughtiness in the surface layer
reduces the seedling survival rate. When openings are
made in the canopy, invading brushy plants can delay
the establishment oi planted Douglas-fir seedlings.
Common forest understory plants are cascade
Oregon-grape, salal, western brackenfern, western
swordlern, lndian plum, and Scotch-broom.
This map unit is in capabifity subclass lVs.
112-Spanaway stony sandy loam,0 to 3 percent
slopes. This very deep. somewhat excessively drained
soìl is on terraces. lt forrned in glacial outwash and
volcanic ash. The native vegetation is mainly grasses,
ferns, and a few conifers. Elevation is 200 to 400 feet.
The average annual precipitation is 40 to 50 inches, the
average annual air temperature is aboul 5t degrees F,
and the average frost-free perioci is l S0 to 200 days.
Typìcafty, the surÍace fayer is btack stony sandy loaboul 16 inches thick. The subsoil is very dark brıwngravelly sandy loam about 6 inches thick. The
substratum to a depth of 60 inches or more is grayist
brown extremefy gravelly sand.
lncluded in this unit are small areas of Alderwood
soils on till plains, Baldhill soils on lerminal moraínes,
and Evereit. lndianola, and Nisqually soils on terrace:
Also included are small areas of Spanaway soits that
have a gravelly sandy loam surface layer and small
areas of Spanaway stony sandy loam that have slope
oÍ 3 to 15 percenl. lncluded areas make up about 1 S
percent of the total acíeage.
Permeability rs moderately rapid in the subsoil of tt
Spanaway soil and very rapiC in the substratum.
Available rvater capacity is fov,r. Effective rooting depi;
is 60 inches or more. Runofi is slor,,,, and the hazard r
water erosion is slight.
This unit is used mainly lor hayland, pasture, or
hornesites. The main limitations affecting hay and
pesture are the low avaifable waler capacity and ìhe
stones on the sudace. Proper grazing practices, weec
control, and íefilizer are naeCeC to ensure maximum
quafity of forage. Rotaiion grazing helos to maintain tl
Quêlity oi tha forage. Because of the surfac? Stones,
spreadrng animaf rnanure, mowing, and seeding are
difficult. ln summer. irriqation is needed for rnaxìmum
production of most forage crops. Sprinkler irrigalion is
the best method oÍ applying rvater. The amouni of war
apclied should be sufticient to vyet the root zone buî
small enough to minimize the leaching of plant
nuirientS.
Thrs unit is well suited to homesítes. Pebbles,
ccbbles, and stones should be removed, pafticufarly ír
areas used for lawns. In sumrner, irrigation is needed
íor lawn grasses, shrubs, vines, shade lrees, and
ornamental lrees. Mulch, fertilizer, and irrigation are
needad to establish lawn grasses and olher smalf-
seeded plants. Cutbanks are not stable and are suble(
to sloughing.
The main lirnitation aftecting septic tank absorption
fìelds is a poor filtering capacity in the substratum. lf tl
density ol housing is rnoderate or high, ccmmunity
sev/age systems are needed to preveni the
contamination of water supplies caused by seepage
from onsite sewage disposal systems.
Ïhis map unit is in capabilily subelass lVs.
'113-Spanaway stony sandy loam, 3 to 15 percer
slopes. This very deep, somewhat excessively drainec
soii is on terraces. lt formed in glacial outwash and
tilrffiñfi
Jerome W. Morrissette & Associates lnc., P-S.
1700 Cooper Point Road SW, #B-2, Olyrnpia, WA 98502
(360)3s2-94s6 i FAX (360)352
Evaluation Conducted
Project En ineer: l,
Method of Excavation:r,¿ :
6t4ûþ
¡J L1{
Soil Eoring Log
I È.i ãL .a
Project Name: RtcK L'j€:.-rt;it 1ag.ç.1
tbtlflg tlr¿'i å)Ï ì V'å t-/L
ú, +ìo
Soil Description
t"'r,=9-:d-Å.fi:- ¡-'r.:?'ì íteerfl, r;- 1i¿.11
Project Nu.rnben tS l{,
Boring NumberN
Date:
Gontractori a,¡¡ r.i í fi
Totat DePth of Hole:
COLOR
Ë Í?o/'-!.
U¡q.;:--t {t *\€a ¡ (..+\
.*P i
ÊÈ- t'trj
.- ..-.-. .-¡i-
i-.'.- .---- . -¡-
.¡-fuVg;r;ar -':Fæ-t'<r'TË
ij
lltvDlñ^t
Jerorne W. Morrlssette & Associates lnc., p.S.
1700 Cooper Point Road SW,_tï?, gtYmpia, WA S9502_1110(3ô0)352_9456 / FAX {360)352_9990
Soil Boring Log
Project Number:PrOject Name: ?li._li riill.r ¡. : c,.1"p,.r. .c.¡¡ J
LOcatiOn: ì&ü-¿fl *rJr {,r", yÉL;
Total Depth of Hole:
Evafuation Conducted
ineer: -i-
Method of Ëxcavation:n*ï T.¡lì É^ìåqj_
Soil DescrÍption
:< r1;'a-'. çÇ
i" f .- 1i iìÍ .'1;.' l-
Civil / Municipal -/
.Geolechnicat
Engineenng and ptanning
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SOIL EVALUATION REPORT
FORIVI 1: GENERAL SITE INFORMATION
PROJECT TITLE: n¡.X Ctr¡",¡"*è
PROJECT NO.: DATE:3/ZS,.3
PREPARED BY: John Knowles, P.E.
'ñ LE\rrlL r,rtrù\,¡il1- r ruN: Nonn of uKþu/, rmmed¡ately west of the yelm
Creek crossing (11628 SR 507, Yelm, WA)
3. SITE DESCRIPTION: The rectangular shapéd projec
residentialbuilding (to be removed) centÍally located on the southern ìrc otine site. Site relief isrelalively flat with the excoption of the eastern 1/4 of the site that slopes to lhe east at a So/ogradient. Ïhe extreme eastern portion of the site is a designated weiland bordering yetrn Creek.
The site has relalively few trees and a light density of Scoi's Broorn growth througÉout the site.
The project site ís bounded by undeveloped prôperty to the north anã east, a Chevron Mini Mart tothe west, and SR507 to the south. On site soils are well drained and formed in glacial outwash.
4. SUMMARY oF solLs WORK PERFORMËD: Five test pits were excavated by bãıÈhoe t,c amaximum deplh of 120" below exísting grade. Soils were inspected by entering aÁd visually
logging each test pit to a depth of four feet. Soils beyond four feet weie inspected by examining
backhoe tailings, Test pit soil fog data sheets are included in this report.
5. ADDITIONAL SOILS WORK RECOMMENDED: Additlònal soits worf witt tit<ety Ue requirø
once a site plan has been generated and lhe location of proposed drainage infittrãtion facìliües are
identified.
6. FINDINGS: The Soil Conservation Serviðe o
Spanaway Stony Sandy Loam (112). All test pits confirm this designat¡on. Rtt test pits revealed verygravelly fine sandy loam surface soils, overlying a gravelly and càbbley coarse sand subslratum.
Substratum coarse soíls were loose to slightly dense and had very few fìnes present. Winter water
table was present in all test pits and should be considered high for the season.
7. RECOMMENDATIONS: The Spanaway soiiier¡e
formed ín glacialoutwash. lnfiltration rates are:generally rapid in the substratum soils. The
substratum soils should be targeted for alldrainage infiltration facilities. A design infìltration rate of
20 inihr would be appropriate for all targeted C horizon soils as recomrnended in the attached soil
log information sheels.
During construction, care must be taken to prevent erosion of exposed soils. Drainage facility
infiltration surfaces must be properly protected from contamination by the fine-graineã upper
horizon soils and from compaction by site construction activities. Soils not properly protected will
cause drainage infiltration facilities to prematurely fait.
I hereby certify that I prepared this report, anO Con¿ucted ıi-gupen
work. I certífy that I am qualified to do this work. I represent my vr
within the bounds of uncertainty inherenl to the practice of soils s<
intended use.
SIGNED:
DATE.
î
g
rísed the performance of related
'ork to be complete an accurate
:ience. and to be suitable for its
t4:öffi*
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lc:tWINWORDIJEKFILES\0 3l 4soUs ipl)
$[ro,ver- tsÌd
ÊxF'rn€s. //,/la /2oe I
F[Aj EEi ilJ:'¿fiT-
christi anen Retaii -
PREPARED BY: John Knowles. P.Ë.
SOIL LOG: Fl
LOCATION: 30 ft. east and 20 ft, south of the N.W. property cornêr.
1, TYPES OFTESTDONE;
None
2. SCS SOILS SÊRIES:
Spanaway Stony Sandy Loam
(112\
3, I-AND FORM:
Terrace
4. DEPOSITION HISTORY:
Glacial outwash & volcanic ash
5. HYDROLOGIC SOIL.
GROUP:
B
6, OEPTH OF SEASONAL HW:
116"+
7. CURRENTWATER
DEPTH:
1 16"
8. DEPTH TO IMPERVIOUS
LAYER:
Greater than bottom of hole
9. MISCELI.ANEOUS:
Level
10. POTENTIAL FOR:EROSION I RUNOFF I PONDING
Slight Slow I Minimal
11. SOIL STRAïA DESCRIPTTON: See Foilowing chart
12. SITE PERCOLATION RATE:See FSP
13. FINDINGS & RECOMMENDATION
infiltration facilities located in the C2 horizon soils'at 30" or greater below the existing ground surfãce.Maintain minimum separation requirements above the high winter water table obseÑed at BB" + below
lhe existing grade.
SOIL EVALUATION REPORT
FORM 2: SOIL LoG INFORMATION
$oils Strata Description
Soil Log #1
Hotz
A
Bw
c1
c2
Deoth
0'- 22"
22". 25'
?s',: 30'
301t00'
Color Tgxlursi
10YRZ2 VGTVFiSaLm
10YR3/2 VGfVF¡SaLm
10YR4/6 ExGr &
CobLmMSa
10YR5/4 ExGr &
CobCSa
%cL g/ooRc
<20 <5
<20
<5
<5
STR MqT
1S8K
lSBK
SG
¡tJ
CEM ROO
-mf
-ml
'îl
<X> FSF
2-6 2
2-6 3
>20 15
CF
<50
<60
<75
<90
IND
>20
SOIL EVALUATION REPORT
FORM 2: SOIL LOG INFORMATION
PROJECT TITLE: Rick Christianen Retail
PROJECT NO.: 0314
PREPARED BY: John Knowles, P.Ë.
SHEET: 2 OF 5
DAïE:3/25/03
SOIL LOG: #2
LOCATTON: 400 ft. east and 20 ft. south of the N.W. property corner.
1. TYPESOFTÊSTDONE:
None
2. SCS SOILS SERIES:
Spanaway Stony Sandy Loam
(1 12)
3. LAND FORM:
Terrace
4. OEPOSITION HISTORY:
Glacialoutwash & volcanic ash
5. HYDROLOGIC SOIL
GROUP:
B
6. DEPTH OFSEASONAL HW:
88" +
7. CURRENTWATER
DEPTH:
88',
8. DEPTH TO IMPERVIOUS
ISYER:
Greater than bottom of hole
9. MISCELLANEOUS:
Level
10. POTENTIAL FOR:EROSION I RUNOFF I PONDING
Slow I MinirnatSlight
11. SOf L STRATA DESCRIPTION: See Following charl
12. SITE PERCOLATION RATE:See FSP
l3jlfrlDlNGS & RgCOUtUgfVOATIONS: Úse a design infìltration rate of 20 inihr for drainage infiltration
facilities located in the C2 horizon so¡ls at 30'or greater below the existing ground surface. Maintain
minimum separation requirements above the htgh winter water table observed at 88" + below the
existing grade.
Soils Strata Description
Soil Log #2
Hoq Deolh Cotor Texturq ZLçL ygO-RG. CF. gTB ÙlOT INO CEM ROO <Xì FSP
A 0'! 18" 10YRZ2 VGTVFiSaLm <20 <5 <50 lSgK ' mf 2'6 2
8w 18'- 21" 1OYR3/2 VGTVFiSaLm <20 <60 1SSK ' mf 2'6 3
Cl 211 30" 1OYR4/6 ExGr & <5 - <75 SG fi >20 15
CobLrnMSã
C2 30':100" 10YR5/4 ËxGr & <5 - <90 SG >2o 20
CoþCSa
PROJECT NO.; 0314
PREPARËD BY: John Knowtes, p.E.DATE:3/ZSl03
LocATloN:210 ft. east and 20 ft. south of the N.w. properry corner.1, TYPES CIF TEST 2. SCS SOTLS SERTES:
Spanaway Stony Sandy Loam
(112)
3. LANO FOR¡/|:
4. DEPOSITION HISTORY:
Glacial outwash & volcanic ash
5. HYOROLOGIC S
GROUP:
B
6. DEPTH OFSEASONAL HW:
7. CURRENTWATE
DEPÏH:
91'
LAYËR:
Greater than bottom of hole
9. MISCELLANE
10. POTENTIAL FOR:
PTION: See Foltowing chart
12. SITE PERCOLA See
,'"1,,, ll ?ll9^s.1-TF g Pylv' E
facililies located ¡n the c2 horizon soils at 32" or greater below the existing ground surface. Maintainrninimum separation requirements above the high winter water table observed at g1. t below theexisting grade.
SOIL EVALUATION REPORT
FORM 2: SotL Loc INFORMAT|ON
Soils Strata Description
Soil Log #3
Horz
9w
c1
Deoù
f- 20"
20'. 23"
23'- 32',
321100"
Color Te)dure %C[ %ORG
IjYRUZ VGrVFíSaLm <20 <s
l0YR3/2 VGrVF¡SaLm <ZO
t0YR4/6 ExGr & <s
CoþLmMSa
10YR5/4 ExGr & <5
CobCSa
CF
<50
<60
<75
<90
srR MOJ
1s8K
lSBK
SG
SG
CEM ROO
-ml
-mf
'ff
<X> FSF
2.s 2
2.6 3
>20 1:
IND
PROJËCT TITLE: Rick Christianen Retail
PROJECT NO.:0314
PREPARED BY: John Knowles, P.E.
SHEET:4 OF 5
DATE: 3125103
SOIL LOG: ll4
LOCATION: 100 ft. east and 200 fL south of the N.W. property corner.
1. TYPES OF TEST DONE:
None
2. SCS SOILS SERIES:
Spanaway Stony Sandy Loam
(112)
3. LAND FORM:
Terrace
4. DÊPOSITION HISTORY:
Glacialoutwash & voleanic ash
5. HYDROLOGIC SOIL
GROUP:
B
6. DEPTH OF SEASONAL HW:
106" +
7. CURRENT WATER
DEPTH:
1 06"
8, DEPTH TO IMPERVIOUS
LAYER:
Greater than bottom of hole
9. MISCELLANEOUS:
Level
10. POTENTIAL FOR:EROSTON I RUNOFF I PONDTNG
Slight lSlowlMinímal
11. SOIL STRATA DESCRIPTION: See Follöwing chart
12. SITE PERCOLATION RATE:See FSP
13. FINDINGS & RECOMMENDATIONS: Use a design infiltration rate of 20 in/hr for drainage infillratìon
facilities located in the C2 horizon soils at 31" or greêter below the existing ground surface. Maintain
minimum separation requirements above the high winter water table observed at 106" 1 below the
existing grade.
SO¡L EVALUATION REPORT
FORM 2: SolL LoG INFORMATION
Soils Strata Description
Soil Log #4
Hor¿
A
Bw
c1
C2
Deoth
01 20'
20'- 23
231 31'
311120"
Color T.exture
r0YRZ2 VGTVFiSaLm
1OYR3i2 VGrVFìSaLm
10YR4/6 ExGr &
CobLmMSa
10YR5/4 ExGr &
CobCSa
%CL %ORG
<20 <5
<20
<5
<5
CF
<50
<60
<75
<90
sr8 Mgr
1 SBK
I SBK
SG
SG
CEM ROO
-ml
- ¡1|,
-rl
-<.{'- FSP
2.6 2
2-6 3
>?0 15
>20
IND
HcE
A
Bw
c1
t^a
Deolh Color
0". 10YR2t2
20"
20'. 10YR3i2
22"
22'. 10YR4/6
28'
2E'. 10YR5/4
I t0'
ïextu¡e ToCL
VG¡VFíSaLm <20
VG¡VFiSaLm <20
ExGr & <5
CobLrnMSa
ExGr& <5
CobCSa
cEM ROq
-mf
-mf
.ff
*, FSP
2.6 2
2.6 3
>20 15
>20 20
SOIL EVALUATION REPORT
FORM 2: SO|L LOc |NFORMAT|ON
Soils Strata Description
Soil Log #5
%oRG cF SIg
<5 <50 1s8K
- <60 1SBK
- <75 sG
- <90 sG
MOT tNo
CT TTTLE: Rick CrrrisriããıFãiãä
PROJECT NO.:0314
PREPARED BY: John Knowtes, p.E.
SOIL LOG: #5
LOCAT'ON:.250 ft. wesr and 50 ft.¡orth of the s.E. proporty cofner.
1. WPES OF TEST DONE:2. SCS SOrLsEiES
Spanaway Stony Sandy Loam
(112)
4, DEPOSITION HISTORY:
Glacial outwash & volcanic ash
5, HYDROLOGIC SOIL
GROUP:
B
6. DEPTH OF SEASONAMWJ
7, CURRENTWATER
DEPTH:
90"
8. DEPTH TO IMPERVIÓUS
LAYER:
Greater than bottom of hole
10. POTENTIAL FOR:
IPTION: See Fottowingr.trart
PERCOLATION RAÍE:
sgq il rilru Ifacilities located in the c2 horizon soils at 28" or greatãr berow the existing ground surface. Maintainminimurn separation requirements above the high winter *ate, iaotå observed at 90,,+ below theexist¡ng grade.
Abbreviations
Textural Class
(Texture)
Structure
(srR)Grades of StruEure
Cobblev -Cob Granular . Gr Strong - 3Stonev - St Blocky - Btky Moderate - 2Gravellv - Gr Platy -Pt Weak - 1Sandy - Sa Massive - MasLoamv - Lm Single Grained - SGSilty - S¡Sub-Angular Blockv - SBKClayey - Cl
Goarse - CVery -V
Extremelv - ExFine - F
Medium - M
lnduration & Gementation(t¡!_p_l (cEM)Weak - Wk
Moderate - Mod
Strong ,,- Str
Mqttlæ (MoT)
1 Letter Abundance lst Number Size 2nd Letter ContrastFew -F Fine - 1 Faint - FComrnon - C Medium - 2 Distinct - DMany - M Coarse - 3 Prominent - P
Roots (ROO)
1st Letter Abundance 2nd Letter Size
Few -f Fine - fCommon - c Medium - mMany - m Coarse - c
APPENDIX A.6 -
AQUA-SWIRL DATA
AquaShieldg
STORM\A,/ATER TF'EATME N'T SOLUTIc)Ns'
q U a - 5W I f l rroRMWArER TREATMENT sysr.
lns & Maintenance
o AguaShreldrM offers an extensive
maintenance program that ensures
sysúern performance efficiencY
o Download manuals from the on-line
system catalog
Outlet
Vortex Separation
o Utilizes hydrodynamic and
gravitational forces with
quiescent settling to remove
gross pollutants
o Extensive Computational
Fluid Dynamic (CFD)
modeling and full-scale
physical testing by
independent third parties
lnstallation Benefits
¡ Quick and simple installation, resulting
in measurable projecf cosf savings
c H20 loading capabílities
o Small footprint desþn reduces
excavation cosfs
o Lightweight and durable construction
o Liftíng supporfs & caþfes provided
Ê
o Sysúems are designed to treat
water quality flow rates and
bypass peak storm eyenfs
c lnternal and external bypass
configurations are available
o Sysfems are designed with
custom inlet / outlet diameters
at various configuration angles
o lnlet/ outlet sfuþoufs are
provided for easy coupling
Capacities
o Large sforage capacities for
oil, debrís, and sediment
extend maintena nce cycles
o Sedimenf sforage capacifies
range up to 270 ft3
o Oil and debris sforage
o Provides customized solutíons for proiect
specific requirements
o Systems designed for specific water
q u a I íty treatm e nt fl ows
o Modular szes from 2.5 - 12 ft diameters
with attached risers to linish grade
c On-lÍne proiect and sysfem design tool
at http : // p d a. aq u a sh í eld i nc. com
(r
Inlet
Aqu ashield@*
STOR M\A/AT ER TREAT MENT SOLUTI ONS
capacities range up to 1688
gallons
ua-SwirlrM
g 3#fiilHlr.."atmenr
I
:
l
Introduction
System Operation
Retrofit Applications
Installation
* Buoyancy
,; Traffic Loading
Inspection and Maintenance
Aqua-Site Worksheet
Aqua-Swirlil Sizing ChaÊ
Aqua-Swirl rM Sample Detail
Aqua-Swi rl rM Specifications
ffi
Aquash¡eldg-
STE RMWATER TREATM ENT S tr LUTI trI N 5
Table of Contents
AQUA-SWIRL"
STORMWATER TREATM ENT SOLUTTONS
System Operation
Custom Applications
Retrofit Applications
Installation
Buoyancy
Traffic Loading
Inspection and Maintenance
Aqua-Site Worksheets
Aqua-SwirlrM Sizing Chart (EnglÍsh)
Aqua-Swirl'M Sizing Chart (Metric)
Aqua-Swirl'" Sample Detail Drawings
Aq ua-Swirlr" Specifications
General
Scope of Work
Materials
Performance
Treatment of Chamber Construction
INSTATTATTON
Excavation and Bedding
Backfill Requirements
Pipe Couplings
DIVISION OF RESPONSIBITITY
Stormwater Treatment System Manufacturer
Contractor
SUBMITTALS
QUALIW CONTROL TNSPECTTON
2
2
4
4
5
5
6
6
7I
9
13
15
15
15
15
16
16
L7
L7
1B
1B
18
18
18
19
19
2733 Kanasita Drive, Suite B r Chattanooga, Tennessee37343
Phone (888) 344-9044 o Fax (423) 826-2L12
www.aquashieldinc.com
-)l/::¡
([
=z
Aqua-Swirl"
Stormwater Treatment SYstem
The patented Aq ua'Swirl " Stormwater
Treatment System provides a highly effective
means for the removal of sediment,
floating debris, and free oil. Swirl
technology, or vortex separation, is a
proven form of treatment utilized in
the stormwater industry to accelerate
gravitational separation. Independent
university laboratory performance
evaluations have shown the Aqua-SwirlrM
achieves a TSS (Total Suspended Solids)
removal of 91o/o calculated on a net
annual basis. See the "Petformance and
Testing" Section for more details,
Each Aqua-Swirl" is constructed of
lightweight and durable materials, eliminating the need for heavy lifting
equipment during installation. Inspection and maintenance are made easy, with
oversized risers that allow for both examination and cleanout without entering
the chamber.
g sYstem operation
The Aqua-Swirl", with a conveyance flow diversion system, provides full
treatment for the most contaminated "first flush", while the cleaner peak storm
flow is diverted and channeled through the main conveyance pipe. Many
regulatory agencies are in the process of establishing "water quality treatment
flow rates" for specific areas based on the initial migration of pollutants into the
storm drainage system.
The treatment operation begins
when stormwater enters the
Aqua-Swirl" through a
tangential inlet pipe that
produces a circular (or voftex)flow pattern that causes
contaminates to settle to the
base of the unit. Since
stormwater flow is intermittentby nature, the Aqua-Swirl"
retains water between storm
events providing both "dynamic
and quiescent" settling of solids.
The dynamic settling occurs
during each storm event while
the quiescent settling takes place
between successive storms. A combination of gravitational and hydrodynamic
drag forces encourages the solids to drop out of the flow and migrate to the
center of the chamber where velocities are the lowest, as shown from extensive
CFD modeling. See "Performance and Testing" for more
details.
A large percentage of settleable
solids in stormwater are
reported tohave low
velocities.
Therefore,
the volumeof water
retained in et ¡5r-.È*n+tr
In let
Floatable debris in the Aqua-Swirl'"
be small and
settling
f
Outl
the Aqua-Swirl"
provides the quiescent settlingthat increases performance.
Furthermore, due to finer
sediment adhering onto largerpafticles (less than 200
microns), the larger pafticles
settle, rather than staying
suspended in the water.
The treated flow then exits the Aqua-Swirl'* behind the arched outer baffle. The
top of the baffle is sealed across the treatment channel, thereby eliminating
floatable pollutants from escaping the system. A vent pipe is extended up the
riser to expose the backside of the baffle to atmospheric conditions, preventing a
siphon from forming at the bottom of the baffle.
As recommended by the Center for Watershed Protection and several
municipalities, the Aqua-SwirlrM can also operate in an offline configuration
providing full treatment of the "first flush." However, this orientation requires the
installation of additional manhole structures to diverge the flow to the Aqua-
Swirltr¡ for treatment and conveyance back to the existing main conveyance
storm drainage system.
Custom Applicationsrcr-7
Custom designed AS-9 Twin, Aqua-Swirlr"
products to adapt to a variety of applications.
The Aqua-Swirl" system can
be modified to fit a variety of
purposes in the field, and the
angles for inlet and outlet lines
can be modified to f¡t most
applications. The photo on the
left demonstrates the flexibilityof Aqua-Swirl" installations.
Two Aqua-Swirl" units were
placed side by side in order to
treat a high volume of water
while occupying a small amount
of space. This configuration is
an example of the many ways
AquaShield" can use our
-1
rcr.Y Retrofit Applications
The Aqua-Swirl'* system is designed so that it can easily be used for retrofit
applications. With the inveft of the inlet and outlet pipe at the same elevation,
the Aqua-Swirl" can easily be connected directly to the existing storm
conveyance drainage system. Fufthermore, because of the lightweight nature
and small footprint of the Aqua-Swirl", existing infrastructure utilities (i.e.,
wires, poles, trees) would be unaffected by installation.
rcf-t7 Installation
The Aqua-Swirl" system
moving parts so that no
installation of the system.
is designed and fabricated as a modular unit with no
assembly is required on site. This facilitates an easy
Since all AquaShield'* systems are fabricated from
high performance materials, the Aqua-Swirl" is
lightweight, and can be installed without the use of
heavy lifting equipment. Lifting supports or cablesare provided to allow easy offloading and
installation with a trackhoe. Compared to concrete
systems, using an Aqua-Swirl" can significantly
reduce installation costs.
In addition, manufactured stub-outs for the inlet
and outlet are provided. This allows the contractor
to simply attach the Aqua-Swirl" directly to the
main conveyance storm pipe with rubber couplings.
Typically, an AquaShield" representative is present
on-site to assist in the installation process.a trackhoe
Buoyancy
All Aqua-Swirl" systems are supplied with an octagonal base plate that extends
a minimum of 6 inches beyond the outside diameter of the swirl chamber. The
function of the extension on this base plate is to provide additional surface area
to counter any buoyant force exerted on the system. The forces created on the
base plate by the weight of the surrounding fill material offsets the buoyant force
generated within the system. If needed, concrete can be poured directly onto the
base plate to provide additional resistive force. The AquaShield" engineering
staff can provide buoyancy calculations for your site-specific conditions.
The Aqua-Swirl'" installed using
Traffic Loading
When installed in traffic areas, the system will
be designed to withstand H-20 loading. In
order to accomplish this, a reinforced concrete
pad shall be poured in place above the
system.
See the "Installation and FabricatÌon'sedion
for sample concrete pad details and further
details on installation,
rc!Inspection and Maintenance
Concrete pad protects the Aqua-Swirl'"
from lmpact loading
Sediment inspection
using a stadia rod
Inspection and cleanout of the Aqua-Swirl" is simple. The
chamber can be inspected and maintained completely
from the surface. Free-floating oil and floatable debris can
be directly obserued and removed through the provided
seruice access.
Cleanout of accumulated solids is needed when the usable
storage volume has been occupied. The depth of solids
can easily be determined using a stadia rod or tape to
measure the top of the solids pile and calculate the
distance to the water's surface.
A vacuum truck can be used to remove the accumulated
sediment and debris. Disposal of the material is typically
treated in the same manner as catch basin cleanouts.
AquaShield" recommends that all materials removed be
handled and disposed of in accordance with local and state
requirements.
For fufther details on inspedion and cleanout procedures,
please see the "Maintenance" sedion.Vacuum truck cleans the
Aqua-Swirl'"
Í[Y Aqua-Site Worksheets
Aqua-Site worksheets are provided as an example of the information that
AquaShield" will need to customize an AquaSwirl* to a specific work site.
t I completed examplec 2 blank worlcheeß
7
ågyg9.higlgg"
¡ij::. ir. lrìi,r, ; ìi
AquaShieldtM, Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 37343
Phone: (888) 344-9044 o f¿¡¡ (423) 826-2112
www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name: Ølnty Hqitd
Specifier Information
Desisner's Name: Shg,i fti ll i pS
Location (C¡ty, state): AnyTAUn, U&Desisn F¡rm¡ Ffiili næflw
S¡te Use (circle one):
Site Plan Attached:
Pollutänts (TSS, Floatable
Debr¡s, olls/greâse, TP, etc,):
Residentiat @ Industriat other Address: 123 Mdn Sreá
I ves
7SS D#is
ñ/'o c¡ty, ståte, zipt AnyTA¡ln, U &
pnone'423ffT0ffi
AutoCAD Versionl
Date Subm¡ttedr
4,0 F"'' 42182G2112
912/m E-ma¡r : Stls'i @h7 I i psøgr.øn
Specifications
Un¡t Label
or Manhole
Numb€r
AquaShieldrM
Model
Design Flow Rate ¡nlet/Outlet Pipe R¡m
Elevation Dra¡nage Area lnfo Traff¡c Loeds
Water Qual¡ty
Treatment
Flowl
(ds . L/s)
Peak Des¡gn
Flow2
(cfs - r-ls)
Size (ID)
(in . mñ)
Invert
Elevat¡on
llt-m)
P¡pe
Mater¡al
Tyoe
Finish Grade
Elevat¡on
(rt - m)
Area
(acres - hð)
Incoming
Slope
("t")
Runoff
Coeflìc¡ent
c
Est¡mated
Groundwater
Elevatron
(fl - m)
ls the system
subject to H-20
load¡ngs?
Yes or No
A-1 AS6 5.3 15.9 1B 7æ.2 ROP 745.6 8,2 0.74 0.9 N/A Yes
Special Site Conditions or Requirements:
How did you learn
about Aqua-ShieldrM z W&jte
Please orovide copv of Site Plans showino orientation
(t) wðter Quality Treatment Flow ¡s presr¡bed by local regulatory agenc¡es to
achieve full treatment of spec¡fìc amount of stormwater.
(2) Peak Des¡gn Flow refers to maximum calculated flow for an outfall or
recurrence interual (1o-yr, 25-yr event)
Specifier's Signature: Sá4r?¿ ?h/1¿þ4 Date: 12-Mar-04
AquaShieldg'"
5l (f RM\^/^TEl:¿ Tt?E¡l1 MEl.lT SCJLt Jl'lfJ NS
., '. ; ';,r.,: I r.i,lr: ; r:;
AquaShieldtM, Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 37343
Phone: (888) 344-9044 o Fax: (423)e26-2LL2
www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name:
Specifier Information
Location (City, State) :
S¡te Use (circle one):
Site Plan Attachedl
Pollutânts (TSt Floatable
Debr¡s, olls/grease, TP, etc.)¡
AutoCAD Versionr
Date Submitted:
Residential Commerical Industrial Other
f ves Iro
Des¡gner's Name:
Design Firm:
Address:
C¡ty, State, Zip:
Phone:
E-mail:
Specifications
Unlt Lab€l
or Manhole
Number
AquaShieldrM
Model
Design Flow Rate Inlet/Outlet P¡pe Rim Dralnage Area lnfo Traff¡c Loads
Water Quality
Treatment
Flow!
(cfs - t/s)
Peak Desrgn
Flovr¿
(cfs - L/s)
Size (¡D)
(rn - ñm)
Invert
Elevat¡on
(ft-m)
Pipe
Material
Tvæ
Fin¡sh Grade
Elevation
(ft - m)
Area
(acres. ha)
Incom¡n9
Slope
("/ù
Runotf
Coeff¡c¡ent
c
Est¡mated
Groundwater
Elevation
(ft - m)
Is the system
subject to H-20
load¡ngs?
Y6 or No
Special Site Conditions or Requirements:
How did you learn
about Aqua-ShieldrM ?
Please provide cooy of Site Plans showing orientatiotr
(1) water Qual¡ty Treatment Flow is presribed by lo(ðl regulatory agencies to
achieve full treatment of sæc¡fìc amount of stormwater.
(2) Peak Design Flow refers to maximum calculated flow for an outfall or
recurrence ¡nterual (10-yr, 25-yr event)
Specifier's Signature:Date:
Ag:¿g9.hlg!gH
\' .. , ', ,,!l : l r ,, r ri
AquaShieldrM, fnc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 37343
Phone: (888) 344-9044 o f¿;¡ (423) 826-2112
www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Namel
Specifier Information
Locat¡on (C¡ty, State):
S¡te Use (circle one):
S¡te Plan Attached:
Pollutånts (TSS¡ Floatable
Debrls, o¡ls/gre¿se, TP, etc.):
Residential Commerical
fl vrs
Industrial Other
[*o
Designer's Namel
Design Firm:
Address:
C¡ty, State, Zip:
Phone:
AutoCAD Version:
Date Subm¡tted!
Fax:
E-mail¡
Specifications
Unit Label
or Manhole
Number
AquaShieldrM
Model
Design Flow Rate lnlet/Outlet P¡pe R¡m
Elevation Dra¡nage Area lnfo Traf¡c Loads
Water Quality
Treatment
Flowl
(cfs - L/s)
Peak Desrgn
Flowz
(cfs . L/s)
Size (ID)
(¡n . mm)
lnvert
Elevat¡on
(ft-m)
Piæ
Material
Tvoe
Finish Grade
Elevat¡on
(ft . m)
Area
(acres. h¿)
Incom¡n9
Slop€
(oô)
Runoff
Coeff¡c¡ent
c
Estimated
Groundwater
Elevation
(ft . m)
Is the system
subject to H-20
load¡n9s?
Ye5 or NO
Special Site Conditions or Requirements:
How did you learn
about Aqua-ShieldrM ?
Ptease provide copy of Site Plans showino orientation
(1) Water Quality Treatment Flow ¡s presr¡bed by local regulatory agenc¡es to
achieve full treatment of spec¡fìc amount of stormwater.
(2) Peak Design Flow refers to maximum calculated flow fot an outfall or
recurrence ¡nteruôl (1o-yr, 25-yr event)
Specifier's Signature:Date:
g AqUa-swirltt sizing chart (Enstish)
1) The Aqua-SwirllÛ Conveyance Flow Diversion (CFD) provides full treatment of the
"first flush," white the peak design storm is diverted and channeled through the main
conveyance pipe. Please refer to your local representative for more information.
Z) Many regulatory agencies are estabtishing "water quality treatment flow rates" for their
areas based on the initial movement of pollutants into the storm drainage sysfem, Ïhe
treatment flow rate of the Aqua-Swirlffi sysfem is engineered to meet or exceed the
local water quatity treatment criteria. fh,s "water qualìty treatment flow rate"
typicatly represenfs approximately 90% to 95% of the total annual runoff volume.
The design and orientation of the Aqua'FilterrM generally entails some degree of customization. For
assistance in design and specific sizing using historical rainfall data, please refer to an AquaShieldil
representative or visit our website at www.AquaShieldlnc.com, CAD details and specifications are available
upon request.
Swirl I Maximum I Water Qualityl oit¡oenris
Chamber I Stub-Out Pipe I Treatment I Storage
Diameter I Outer Diameter I rlowt I Capacity
(ft.)l(¡n.)l(cfs)l(gal)
Sediment
Storage
Capacity
(ft')
Aqua-Swirl"
Model
10
20
32
45
65
90
115
L45
180
270
2.50
3.25
4.25
5.00
6.00
7.00
8.00
9.00
10.0
12.0
Custom
1.1
1.8
3,2
4,4
6.3
8.6
tL,2
L4.2
t7.5
25.2
>26
37
110
190
270
390
540
7LO
910
1130
1698
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-XX
8
10
t2
L2
L4
16
18
20
22
24
L2
16
18
24
30
36
42
48
54
48
*Higher water qual¡ty treatment flow rates can be deslgned wlth mult¡ple swlrls.
g Aqua-Swirltt sizing chart (Metric)
1) The Aqua-SwirlrÛ Conveyance Flow Diversion (CFD) provides full treatment of the
"first flush," while the peak design sform is diverted and channeled through the main
conveyance pipe. Please refer to your local representative for more information.
2\ Many regulatory agencies are esfab/lshing "water quality treatment flow rates" for their
areas based on the initial movement of pollutants into the storm drainage system. The
treatment flow rate of the Aqua-Swrlw sysfem is engineered to meet or exceed the local
water quality treatment criteria. fhß "water quality treatment flow rate" typically
represenfs approximately 90% to 95% of the total annual runoff volume.
The design and orientation of the Aqua-Filteril generally entails some degree of customization. For
assistance in design and specific sizing using historical rainfall data, please refer to an AquaShieldrM
representative or visit our website at www.AquaShieldlnc,com. CAD details and specifications are
available upon request.
Swirl
Chamber
Diameter
(mm.)
Oil/Debris
Storage
Capacity
(L)
Sediment
Storage
Capacity
(m')
Maximum I Water QualitY
Stub-Out Pipe I Treatment
Outer Diameter I F¡owt
0.28
o.57
0.91
t.27
1.84
2.55
3.26
4.11
5.10
7,65
762
991
1295
L524
1829
2L34
2438
2743
3048
3658
Custom
31
51
91
125
L78
243
3L7
402
495
7t3
>7L3
140
4L6
7t9
LO22
L476
2044
2687
3444
4277
6427
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-XX
203
254
305
305
356
406
457
508
559
610
305
406
457
610
762
9L4
LO67
t2L9
L372
t2L9
*Higher water qual¡ty treatment flow rates can be designed wlth mult¡ple sw¡rls.
;'1r.¡..:.-i.ii ¡.:-iiJ ' :
fl'r7 Aqua-Swirl" Sample Detail Drawings
Sample Aqua-Swirl" detail drawings are provided as examples of the type of
systems that AquaShield'" can offer for a specific work site.
-;- -' l-ï.ií;¡ I a .:^ra'¡. -.-j{-,rr.r'x'.-r1!.11 þ: II -7 '\l- c
.n..-.-. , , Ili*...."1
' -:{---'J¡i
-a_-.¡l?h! !!!!Ir_--æ!f=5r5r:st
g"gsglFuo'o*ffio,,
::i i''l¡ t
- t rt¡
t t,'r i.'¿s-Bi+ ¿.0 nri
;: [:i Ì!.,.1o{oE'
ri.
Fllaatro,iJ.)io ".;r'¿
8.jr!i
ú:Jtt,
iìl.ìl
,,, i'I
,f")-._:-
:3 ii-ù ::,rj¡ :\
-
l3
JTANDARD NOTE:
System shall be deslgned for the followlng capaclties:
Swirl Treatment Flow: 1.1 cfs
Sw¡rl Sediment Storêge: l0 ft¡
Swll Oll/Debrls Storage: 37 gal.
Pleaseseeaccompanled Agua-Sw¡rl
speclfication notes.
See Site Plan for actual system or¡entat¡on.
12314" OD
Octagonal Base
Manhole Frame and -
Rim elevations to match fìnished
Cover by Manufacturer. \ l- 32,' OD -+l f Orud". HDPE risers can be field
(See Detail) \ I V cut bY contractor.
I
Pipe coupling
by Contractor.
12" long Stub-out
by Manufacturer.
-T--
I
_-l
Plan View
Bollards shall be placed around
rlse(s) ln non-traffic areas to prevent
lnadvertent loadlng by malntenance
vehic,les.
L2"r Bedding
Undisturbed Soil
T--'--'------1
Cråd &xlol di 4:d úkrc l.5ld òF¡.d íí6¡süf cl)¡dr¡r nø ls lù
cffiù¡rd{hM4 r&r)
u&u.N*.(kr¡3
!
\_
Grdd Sa.tfil
'.. ìrl
G@d 8âddu 's Pl¿cê ftÍ ¿m@d ot
]waetooogtrø
^ --..--J levelNnholcfràm. DO
NOT ¡Ìow màn¡olc lrðtu
to rd upon HoPÉ rlgr.
Section A-A
Aqua-Swirl Concentrator Model AS-2 CFD Standard Detail
ua-Swirltt S cificationsu
GENERAL
This specification shall govern the performance, materials and fabrication
of the Stormwater Treatment System.
SCOPE OF WORK
The Aqua-Swirlru shall be provided by AquaShield", lnc., 2733 Kanasita
Drive, Chattanooga, TN (BBB-344-9044), and shall adhere to the following
material and performance specifications at the specified design flows and
storage capacities.
MATERIALS
A. Stormwater Treatment System shall be made from High-Density
Polyethylene (HDPE) resins meeting the following requirements:
1) HDPE Material - The HDPE material supplied under this
specification shall be high density, high molecular weight as
supplied by manufacturer. The HDPE material shall conform
to ASTM D3350-02 with minimum cell classification values of
345464C.
2) PHYSTCAL PROPERTTES OF HDPE COMPOUND
a) Density - the densiÇ shall be no less than 0.955 g/cm3 as
referenced in ASTM D 1505.
b) Melt Index - the melt index shall be no greater than 0.15
g/10 minutes when tested in accordance with ASTM D
1238- Condition 19012,t6.
c) Flex Modulus - flexural modulus shall be 110,000 to less
than 160,000 psi as referenced in ASTM D 790.
d) Tensile Strength at Yield - tensile strength shall be 3,000
to less than 3,500 psi as referenced in ASTM D 638.
e) Slow Crack Growth Resistance shall be greater than 100
hours (PENT Test) as referenced in ASTM F 1473 or
greater than 5,000 hours (ESCR) as referenced in ASTM
D 1693 (condition C).
l5
Aq u a Sh iel d'''' Storr lrwa te r -f reatrn ent Sol r-r tio lls
Ð Hydrostatic Design Basis shall be 1,600 psi at 23 degrees
C when tested in accordance with ASTM D 2837.g) Color - black with minimuffi 2o/o carbon black.
B. REJECTION - The Stormwater Treatment System may be rejected
for failure to meet any of the requirements of this specification.
PERFORMANCE
A. The Stormwater Treatment System shall include a _-inch inner
diameter (ID) circular hydrodynamic flow-through treatment
chamber to treat the incoming water. A tangential inlet shall be
provided to induce a swirling flow pattern that will cause
sedimentary solids to accumulate in the bottom center of the
chamber in such a way as to prevent re-suspension of captured
particles. An arched baffle wall shall be provided in such a way as
to prevent floatable liquid oils and solids from exiting the treatment
chamber while enhancing the swirling action of the stormwater.
B. The Stormwater Treatment System shall have a sediment storage
capacity of _ cubic feet and be capable of capturing _ gallons
of petroleum hydrocarbons. The Stormwater Treatment System
shall have a treatment capacity of _ cubic feet per second
(cfs). The Stormwater Treatment System shall be capable of
removing floating trash and debris, floatable oils and B0o/o of total
suspended solids from stormwater entering the treatment chamber.
C. Service access to the Stormwater Treatment System shall be
provided via 3O-inch inner diameter (ID) access riser(s) over the
treatment chamber such that no confined space entry is required to
perform routine inspection and maintenance functions.
TREATMENT CHAMBER CONSTRUCTION
A. The treatment chamber shall be constructed from solid wall HDPE
ASTM F 7I4 cell class 345464C. For sizes above 63-inch OD, the
treatment chamber shall be constructed from profile wall HDPE
ASTM F 894 RSC 250 pipe or solid wall HDPE.
B. The bottom thickness of the treatment chamber will be determined
in accordance with ASTM F L759. Calculations must be provided to
justify the thickness of the bottom.
16
AquaShield'* Stormwater Treatment SoiL¡tions
C. The inlets and outlets shall be extrusion welded on the inside and
outside of the structure using accepted welding methods.
D. The arched baffle wall shall be constructed from HDPE and shall be
extrusion welded to the interior of the treatment chamber using
accepted welding methods with connections made at 180 degrees
of each end.
E. HDPE lifting supports may be provided on the exterior of
Stormwater Treatment System in such a way as to allow
prevention of undue stress to critical components of
Stormwater Treatment System during loading, off-loading,
moving operations. The lifting supports shall be constructed as an
integral part of the treatment chamber and extrusion welded using
accepted welding methods.
F. The top of the treatment chamber shall be built to the
requirements of the drawings. Deep burial applications shall require
a reinforced HDPE top.
Reinforced concrete pads spanning the treatment chamber will be
required with traffic rated frames and covers when the Stormwater
Treatment System is used in traffic areas. A professional engineer
shall approve the design of the concrete pad and the calculations
must be included in the submittal.
The manufacturer, upon request, can supply anti-flotation/
buoyancy calculations. In addition, typical drawings of the
AquaShield" Stormwater Treatment System with concrete anti-
flotation structures can also be provided. Anti-flotation structure
design and approval are ultimately the responsibility of the
specifying engineer. The contractor shall provide the anti-flotation
structures.
INSTALLATION
A. Excavation and Bedding
The trench and trench bottom shall be constructed in accordance
with ASTM D 232L, Section 6, Trench Excavation, and Section 7,
Installation. The Stormwater Treatment System shall be installed
on a stable base consisting of t2 inches of Class I stone materials
(angular, crushed stone or rock, crushed gravel; large void content,
containing little or no fines) as defined by ASTM D 2321, Section 5,
Materials, and compacted to 950/o proctor density.
the
the
the
and
t7
Aq uaSlriel d "n Stor'írrt¡relter I reattnent Sol ution.q
All required safety precautions for the Stormwater Treatment System
installation are the responsibility of the contractor.
Backfill Requirements
Backfill materials shall be Class I or II stone materials (well graded
gravels, gravelly sands; conta¡ning little or no fines) as defined by
ASTM D 232I, Section 5, Materials, and compacted to 900/o proctor
density. Class I materials are preferred. Backfill and bedding
materials shall be free of debris. Backfilling shall conform to ASTM
F L759, Section 4.2, "Design Assumptions." Backfill shall extend at
least 3.5 feet beyond the edge of the Stormwater Treatment System
for the full height to sub grade and extend laterally into
undisturbed soils.
Pipe Couplings
Pipe couplings to and from the Stormwater Treatment System shall
be Fernco@, Mission" or an equal type flexible boot with stainless
steel tension bands. A metal sheer guard shall be used to protect
the flexible boot.
DIVISION OF RESPONSIBILITY
A. Stormwater Treatment System Manufacturer
The manufacturer shall be responsible for delivering the
Stormwater Treatment System to the site. The system includes the
treatment chamber with debris baffle, inlet and outlet stub-outs,
lifting supports, 30-inch ID service access riser(s) to grade with
temporary cover(s), and manhole frame(s) and cover(s).
B. Contractor
The contractor shall be responsible for preparing the site for the
system installation including, but not limited to, temporary shoring,
excavation, cutting and removing pipe, new pipe, bedding, and
compaction. The contractor shall be responsible for furnishing the
means to lift the system components off the delivery trucks. The
contractor shall be responsible for providing any concrete anti-
floatation/anti-creep restraints, anchors, collars, etc. with any
straps or connection devices required. The contractor shall be
responsible for field cutting, if necessary, and HDPE seruice access
risers to grade. The contractor shall be responsible for sealing the
pipe connections to the Stormwater Treatment System, backfilling
and furnishing all labor, tools, and materials needed.
c.
l8
Aq uaShield''' Stormwa ter l-reatnrent Sol utions
SUBMITTALS
The contractor shall be provided with dimensional drawings; and when
specified, utilize these drawings as the basis for preparation of shop
drawings showing details for construction and reinforcing. Shop drawings
shall be annotated to indicate all materials to be used and all applicable
standards for materials, required tests of materials, and design
assumptions for structural analysis. Shop drawings shall be prepared at a
scale of not less than 1/c inch per foot. Three (3) hard copies of said shop
drawings shall be submitted to the specifoing engineer for review and
approval.
QUALTTY CONTROL TNSPECTTON
A. Materials
The quality of materials, the process of manufacturing, and the
finished sections shall be subject to inspection by the specifying
engineer. Such inspection may be made at the place of
construction, on the work site after delivery, or at both places. The
sections shall be subject to rejection at any time if material
conditions fail to meet any of the specification requirements, even
though sample sections may have been accepted as satisfactory at
the place of manufacture. Sections rejected after delivery to the
site shall be marked for identification and shall be removed from
the site at once. All sections, which are damaged beyond repair
after delivery will be rejected; and, if already installed, shall be
repaired to the specifying engineer's acceptance level, if permitted,
or removed and replaced entirely at the contractor's expense.
B. Inspection
All sections shall be inspected for general appearance, dimensions,
soundness, etc.
C. Defects
Structural defects may be repaired (subject to the acceptance of
the specifying engineer) after demonstration by the manufacturer
that strong and permanent repairs will be made. The specifying
engineer, before final acceptance of the components, shall carefully
inspect repairs.
l9
rc!Â
-
tt Ua-SWifltt Sizing Chart (Enstish)
Swirl
Chamber
Diameter
(ft.)
Oil/Debris
Storage
Capacity
(gal)
Sediment
Storage
Capacity
(ft')
Maximum lWater Quality
Stub-Out Pipe I Treatment
Outer Diameter I Flowt
2.50
3.25
4.25
5.00
6.00
7.00
8.00
9.00
10.0
12.0
Custom
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-XX
1.1
1.8
3.2
4.4
6.3
8.6
11.2
L4.2
L7.5
25.2
>26
37
110
190
270
390
540
7LO
910
1130
1698
10
20
32
45
65
90
115
145
180
270
I
10
L2
L2
L4
16
18
20
22
24
L2
16
18
24
30
36
42
48
54
48
*Higher water quality treatment flow rates can be des¡gned w¡th multiple swirls,
(1) The Aqua-Swirl'" Conveyance Flow Diversion (CFD) provides full treatment of the "fìrst flush," while the peak
design storm is diverted and channeled through the main conveyance pipe. Please refer to your local representative for
more information.
(2) Many regulatory agencies are establishing "water quality treatment flow rates" for their areas based on the initial
movement of pollutants into the storm drainage system. The treatment flow rate of the Aqua-Swirll' system is
engineered to meet or exceed the local water quality treatment criteria. This "water quality treatment flow rate"
typically represents approximately 90o/o to 95o/o of the total annual runoff volume.
Aquashield9"
SIORMWAI'EN TREATMENT SOLUÎIONS
2733 Kanaslta Dr.
Ghattanooga, TN 37343
888.344.9044
www.AquaSh ieldlnc.com
The design and orientation of the Aqua-Swirl'" generally entails some
degree of customization. Local regulations vary widely for the sizing of
all stormwater quality treatment devices. Always consult your
AquaShield representative for current sizing requirements for your
area. You may find contact information for all AquaShield
representatives at www. AquaShieldinc.com, or under the AquaShield
tab of the technical manual. You may also contact AquaShield'" inc. at
1-888-344-9044. CAD details and specifications are available upon
request.
urlz Ua-SWifltt Sizing Chart (Metric)
(1) The Aqua-Swirl'" Conveyance Ftow Diversion (CFD) provides full treatment of the "first flush," while the
peåf ¿es¡gn storm is diverted and channeled through the main conveyance pipe. Please refer to your local
representative for more information.
(2) Many regulatory agencies are establishing "water quality treatment flow rates" for their areas based on the initial
móvement of pollutants into the storm drainage system. The treatment flow rate of the Aqua-Swirl'" system is
engineered to meet or exceed the local water quaiity treatment criteria. This "water quality treatment flow rate"
typically represents approximately 90o/o to 950/o of the total annual runoff volume.
The design and orientation of the Aqua-Swirl'" generally entails some
degree of customization. Local regulations vary widely for the sizing
of all stormwater qual¡ty treatment devices. Always consult your
AquaShield representative for current sizing requirements for your
area. You may find contact information for all AquaShield
representatives at www. AquaShieldinc.com' or under the AquaShield
tab of the technical manual. You may also contact AquaShieldrm inc. at
1-888-344-9044. CAD details and specifications are available upon
request.
åg-qe9.his!$"H
2733 Kanaslta Dr.
Chattanooga, TN 37343
888.344.9044
www.AquaShieldlnc.com
t
Aqua-Swirl-'
Model
Maximum
Stub-Out Pipe
Outer Diameter
(mm.)
Water QualitY
Treatment
Flow2
(L/s)
Swirl
Chamber
Diameter
(mm.)
Oil/Debris I Sediment
Storage I Storage
Capacity I Capacity
(L) | {m')
0.3
0.6
0.9
1.3
1.8
2.6
3.3
4,L
5.1
7,7
31
51
91
L25
L78
243
3L7
402
495
7L3
>7L3
140
416
7L9
t o22
t476
2044
2687
3444
4277
6427
762
991
1295
L524
1829
2t34
2438
2743
3048
36s8
Custom
AS-2
AS-3
AS-4
AS-5
AS-6
AS-7
AS-8
AS-9
AS-10
AS-12
AS-XX
30s
406
457
610
762
9L4
t,067
1219
L372
L2L9
203
254
305
305
356
406
457
508
559
610
*H¡gher water quality treatment flow rates can be des¡gned w¡th multlple sw¡rls.
AquaShieldp'"
lj I l.JRMwl\I LR I Rt.AI MENI SIJLUII(JN:j
,',,., .'. .,/.,t.¡'.r.1 l, I i,-'i,.l i r ì ';.L \,' r ; ì
AquaShield'', Inc.
2733 Kanasita Drive, Suite B o Chattanooga, TN 37343
Phone: (888) 344-9044 o Fax: (423)826-2LLz
www.AquaShieldlnc.com
Aqua-Site Worksheet
Project Information
Project Name:
Specifier Information
Locatlon (City, stãte)!
Site Use (clrcle one):
S¡te Plan Attachedi
Pollutànts (rSS, Floatåble
Debr¡t olls/greåse, 1P, etc.):
Residential Commer¡cal Industrial
I vrs E*o
Other
Deslgner's Name:
Design Firm:
Address¡
Clty, State, Zipl
AutoCAD Versioni
Date Subm¡ttedl
Phone:
Fax:
E-malh
Specifications
Un¡t tâbel
or Mânhole
Numbs
AquaShietdrt
Model
Design Flow Ratè ¡nlet/Outlet Pipe R¡m D¡alnage Areã Info Traff¡c Loads
Water Quality
Treatment
Flowr
(cfs - Us)
Peak 0es¡9n
Florv¡
((ls . L/s)
S¡ze (lD)
(in . mm)
lnlet
Elevation
(ll.m)
0utlet
Elevation
(fi-m)
P¡pe Material
Tvæ
tinish Grade
Elevat¡on
(ft.m)
Area
(ac.es . h¿)
¡ncom¡nq
Sloæ
(%)
Estimated
Groundwater
€levation
(n-m)
¡s the system
subjed to H.20
loadings?
Ys or No
Special Site Conditions or Requirements:
How did you learn
about Aqua-ShieldrM
(l) Water Quality Treatmenl Flow ls presrlbed by local regulatory agencies to
achieve full treatment of spec¡flc amount ot stormwôter.
(2) Peak Deslgn Flow refers to maxlmum calculôted flow for an outfall or
recurrence lnterual (10-yr. 25-yr event)
Soecifier's Sionature:Date:
ú[v Aq ua-Swirl" Insta I lation
Normal installation steps for the Aqua-Swirl'* units involve preparation and
excavation of the area that is to contain the Aqua-Swirl". This includes grading,
leveling, and compacting the base material before lowering the unit into the
excavation and connecting the Aqua-Swirl" inlet and outlet stub-outs with
appropriate pipe couplings.
Prior to shipping, the purchasing contractor provides written confirmation to
install AquaShield" products in accordance with manufacturer's specifications.
Step 1- Excavation and Bedding
The trench and trench bottom shall be
constructed in accordance with ASTM D 232L, 6,
Trench Excavation, and Section 7, Installation.
The excavation pit is best positioned slightly off-
set of the center line of the incoming drain pipe
trench because of the tangential inlet pipe
connecting to the Aqua-Swirl" Concentrator.
The Swirl Concentrator shall be installed on a
stable base consisting of L2- inches of Class I
stone materials (angular, crushed stone or rock,
crushed gravel; large void content, containing
little or no fines) as defined by ASTM D 232L,
Section 5, Materials, and compacted to 95o/o
proctor density. All required safety precautions for
Aqua-Swirl" installation are the responsibility of
the contractor.
Step 2 - Pipe Connection Devices
Couplings to and from Aqua-Swirl" Concentrator
shall be supplied by the contractor and shall be
Fernco@, Mission" or equal type flexible boot
with stainless steel tension bands or equal. A
metal sheer guard should be used to protect the
flexible connector.
On-site excavation
The coupling between the Aqua-
Sw¡r|Î" and the PiPe
Step 3 - Backfill Requirements
Backfill materials shall be Class I or II
stone materials, (well graded gravels,
gravelly sands; content, containing
little or no fines) as defined by ASTM
D 232t, Section 5, Materials, and
compacted to 90o/o proctor density.
Class I materials are preferred. Backfill
and bedding materials shall be free of
debris. Backfilling shall conform to
ASTM F L759, Section 4.2, "Design
Assumptions".
Backfill shall extend at least 3.5 feet
beyond the edge of the Swirl
Concentrator and for the full height to
sub-grade and extend laterally to
undisturbed soils.
Sufficient backfill shall be placed over components prior to using heavy
compaction or construction equipment to prevent damage. Support shall be
provided for vertical risers as commonly found at service connections, cleanouts,
and drop manholes to preclude vertical or lateral movement.
Step4-Traffic Loading
A reinforced concrete pad shall be
placed over the entire Aqua-Swirl"
when subject to H-20 (or greater) traffic
loading. The pad shall extend no less
than 12 inches beyond the outside
diameter of the Aqua-Swirl'*.
A professional engineer shall provide
final approval of the design of the
concrete pad and the calculations must
be included in the submittal. Traffic
rated foundry rims and covers shall be
installed such that no contact is made
between the HDPE access riser and cast
iron frame.
Step 5 - Non-Traffic Loading
Bollards shall be placed around access risers in non-traffic areas to prevent
inadveftent loading by maintenance vehicles.
Class I backfill material around the Aqua-Swirl'"
A relnforced concrete pad for H'20 traffic loading
Í[v Aqua-Swirl" Sample Installation Details
Aqua-Swirl'" Sample Concrete Pad Detail
Aqua-Swirllm Sample Manhole Detail
Aqua-Swirll' Bollard Detail
* Concrete Propefties* Alr Entralned Concrete*Slump<5inch
* Coarse Aggregate < I inch* Properly Cure Concrete for 5 DaYs* Compressive Strength at 28 Days - 3,000 p.s.i.
* Concrete Covs 3 lnch for All Reinforcing Bar
* Reinforcing Properties* Reinforcing Bars ASTM 4615 Grade 60
* Welded Wire Fabric (WWH) ASTM 4185 Sheets Only
* Design Criteria* H-25 Loadlngs* Impact Factor - 30o/o
* Codes* ACI 318 Building Code for Reinforced Concrete
* ASTM F1759 - Design of HDPE Chamberfor
Su bsurface Applicatlon* ASTM D232L - Crushed Stone Compaction Criteria
* ExcåYaüon* Slopcs should bê constructcd ¡n rccordtncc
w¡th osHA standards. w¡thoùt any spcdl¡c dcta¡|s
of excavadon depth and måtctLl type, excavadon
slopes should bê no stcêper than 2:1 (hotLont¡l-
vertical). ¡f stcepcr 6lop€ ãrr das¡rcd, sftG sp€dfic
lnformatlon regardlng cxcavaüon depth and/or
deslrcd slope hcght should bc forwarded to thc
Englneer,
standard Slab slzes For
Coverlng Swlrl Chambers
Châmbcr
Oulcr
dhmctcrl¡Ll
Itldth x
lcngth x
Ocpt'l(FL)
RcqülÉd
Rcb.r(6"o.c.)
Ê!chw.y
Conæte
Volsm
¡n cublc
Yrrdt
AS-2 2.7 6x6x13 *5's 1.¡l
AS-3 3.5 6x6¡13 #5'6 1.4
^s-ó
4.5 6.5x6.5x13 *5's t.7
as-5 5.6 t.5x7.S ¡13 *6's 2.3
A5-6 6,'8,5x8.5¡13 S6's 2,9
AS-7 7,4 10xlox13 #7's t.o
AS.8 8.9 llx11x13 l8's ¡1.9
AS-9 10.0 12t12t11 *8'6 6.2
AS.tO 11,1 13rt3x¡¡t *9's 7.3
4S.12 13.0 15x15¡14 #¡0!9,?
Rebar Depths
l" Clear (Typ.)
TYPICAL DETAIL FOR TOP BARS
FOR ALL CHAMBER SIZES
6"O.C.E.W., Typ.
Top Bars # 5's @ 4"
Spaclng and 50" +/- Long
4" O.C.E.W., Typ.
HDPE Swirl Chamber
I
I
ø2L8" HDPE
Manway
Bottom Bars
(see table)
No Contact Between
HDPE Riser and Frame
Eofú
@
io
Top Bars
#5 Bars @ 4" Spacing
Around
Bottom Bars
(see table)
PLAN
(Slab # AS-4 - as shown;
others - simllar)
Manhole Frame
and Cover
Rim Elevat¡on to
Match Flnlshed Grade
HDPE Swhl Chamber
3" Pavement
4" Frame
Depth
30'Innér
Dlameter
Rlser
Swlrl /
Chamber
Top
-J
lload Compatlble.
Stone Backflll wlth 95o/o
Proctor Denslfy
li
I i ttrrs 's a S.rrnple Dct.ril, Ple¿se corìtaci ¡\quasiìield, ¡nc. for morc lnforrrlatìcrr
ASTM 02321 Class tI crushed i
Stone Bacmll wlth 90o/o i
Proctor Density
I
I
I
I
I
l
U.S. Patent No. 6524473 |
i"ì;.ì; - I ôä ñiiò; "f RÑ"n l:::_-_j- -- l:_-_-l, ____-i__ _,_ _- r l
- - -r.IÞ.1919È
N". 65214ll-:. .]
ï-:ì.J
't.. I
'1{,'/
irl Stormwater
SECTION
:t;-.üfr -
Bollards shall be placed around access
riser(s) in non-traffic areas to prcvent
inadvertent loading by maintenance
vehicles.
l*----
Manhole Frame & Cover Detail
For Non-Traffic Areas Only
NTS
If traffic loading (H-20) is required or
anticipated, a @ncrete pad must be
placed over the enti¡e Stormwater
Treatment System. Sample details of
concrete pad available upon rcquest.
cover-l
If traffic loading (H-20) is required or
anticipated, a concr€te pad must be
placed over the entire Stormwater
Treatment System. Sample details of
concrete pad avallable upon rcquest.
Place small amount of
concrete to suppo{t and
level manhole frame. DO
NOI allow manhole frame
to rest upon HDPE rls€r.
Gravel Backnll ./r'
Manhole Frame & Cover Deta¡l
For H-20 Trafñc Loading Areas
NTS
,.,1, ir'..ì 'ii'. ,.;..i.i
l, ,., ,.,i i*(.1ì l¿i
l¡
í 'a;t ril¡;ir ' ;.'i li.'
;'.1lir { ()\'i i'.,¿,i1,
.' r 'i
:
rt'
Shield$
r,(.r11l'¡i:Iii)i
Conc. Top To Be
172" Thick At Center
And Conc, Must Over
Lap Edge of Pipe,
6" Dia. STL, Pipe fìll
w/Conc.
Finish Grade
42"
42"
AquaSñ¡Eldg
gIOFHWAITF TFEAIMCNI àOLI'TION3
2733 Kanasit¿ Drive, Suite B, Chattanoosa, TN :I Kanasit¿ Drive, Suite B, Chattanooga, TN 37343
Phone (888) 344-9044 Fax (a23) 870-100s
r¡rww.acluashieldinc,coin
Bollard Detail
APPENDIX A-7 -
MOUNDING ANALYSIS
TECHNICAL MEMORANDUM
LANDAU
ASSOCIATIS
ÍtJvÍONr.fN¡AI I G€OItCrßrC¡¡ i ¡{^II,R¿ eËS(l¡CtS
TO:
FROM:
DATE:
Rr:
Tim Holderman, P.8., Sound Engineering
Eric Weber, L.Hg., Anthony Farinacci
June 16,2008
RBsuLrs oF MoUNDINc ANALYSIS
Yrlnr Mrxpn Usr
Ynlrrl, WesHlllcro¡l
INrRooucrro¡l
This technical memorandum presents the results of a mounding analysis conducted for the
proposed Creek Road mixed use project (site) located at the northeast corner of Creek Road and Yelm
Avenue (SR 507) at the address 10520 Creek Road S.E., Yelm, Washington 98567 (Figure l). The site
parcel numbers are 64303400400 and 64303400501. The total area of the parcel is I 1.06 acres. The
development will include stormwater facilities, utilities, public and private roadways, parkirrg lots, and
open space. In additiorr, three commercial buildings totaling 6.02 acres on tax parcels 64303400501 and
64303400502 will be included in the development plan. The anticipated stormwater runoff fro¡n the
impervious areas will be directed into four different infiltration basins identified as Basin I (0.34 acres),
Basin 2 (0.14 acres), Basin 3 (0.05 acres) and Basin 4 (0.02 acres). The mounding analysis was
performed to estimate the potential impacts to groundwater levels at the property boundaries.
The standard that is applied to the Thurston County Critical Areas Ordinance for the Salmon
Creek Basin and Other High Groundwater Areas (City of Tumwater website 2005) was used as the basis
for estimating mounding impacts. The concept is to evaluate groundwater level changes at the property
boundary and on site. A change of less than 0.5 ft is considered to be no impact. In other words, impacts
are rounded to the nearest foot. To evaluate the impacts in the Salmon Creek basin (located south of
Tumwater, V/A), a series of County guidelines were developed and presented in the Groundwater
Mounding Analysis Guidelines Memorandum (the memorandum) (Pacific Groundwater Group 2000).
The memorandum guidelines were applied to the mixed use site with a number of modifications to adapt
the analysis to the Yelm area and to simplifo the analysis. These modifications are summarized below:
o The memorandum proposes using the HSPF model and performing an analysis of long-term
monthly recharge for water years 1997, 1998 and 1999 based on relationships and
information in the Salmon Creek basin. For this site analysis, runoff was estimated from the
rainfall hyetograph established for Thurston County in the Drainage Design and Erosion
Control Manual þr Thurston County (1994). This approach used a24-hr 100-year design
storm event to look at water level impacts rather than long-term seasonal impacts proposed in
950 PacifìcAvenue, Ste.515 . Tacoma, WA 98402 . (253) 926-2493 . fax (253) 926-2531 . www.landauinc.com
the memorandum. This was a simplifuing assumption that is considered conservative in that
intense short term storm events should produce relatively higher peaks then average monthly
events. As a result, the numerical model was designed to have 1-hr time steps rather than 1-
month time steps.
Calibration was done qualitatively based on best professionaljudgment since no onsite water
level data was available for calibration
Evapotranspiration was not taken into account. This adjustment was made to simplify model
setup. The effect of evapotranspiration will have a minimal effect on a 100 yr storm (which
will likely occur between October and March) as precipitation greatly exceeds ET at this time
(Drost et al., 1999).
Onsite water levels vvere not correlated to County reference well data since this data does not
exist in the Yelm area.
Aquifer properties were based on the Yelm specific Ecology Report (Erickison 1998). A
hydraulic conductivity value of 4,800 ft/day was used. This value is the low (conservative)
end of the range of values presented in Yelm Groundwater Baseline Sampling (Erickson
1998). In the absence of site specific data, the memorandum suggests using values from the
region USGS Thurston County model(Drost et al. 1999)
Moonl Snrup
In order to quantif the potential impacts from the proposed mixed use area on groundwater
levels, a mounding analysis was conducted using a numerical groundwater model to simulate the
groundwater conditions beneath the site. The numerical model was developed usirrg Groundwater Vistas
graphical user interface to the U.S. Geological Survey (USGS) MODFLOW code (ESI 2004;Harbaugh et
al, 2000). The code was solved using the preconditioned conjugate gradient 2 solver package (Hill 1990).
The model was set up in general accordance with the mounding analysis procedures established by
Thurston County In the memorandum.
The modelwas set up with a cell grid size of l0 x l0 ft. The model boundaries were established
at a distance of 10 times the dimensions of the site, per the memorandum. Yelm Creek runs adjacent to
the property and was modeled as a constant head boundary. The constant head boundaries to the south
and to the north were assigned a head value of 3 50 ft and 340 ft, respectively. The model boundaries are
shown on Figure 2
The model was constructed as a single layer with a uniform thickness of 25 ft. The thickness of
the model was derived by the observation of well logs in the site vicinity and data presented in Erickson
(1998). The bottom of the model was assigned a uniform gradient that sloped from the southern
boundary to the northern boundary Q25 ft to 315 ft). The saturated portion of the model represents
recessional outwash deposits that are mapped as the surface deposit in the area (Drost et al. 1999). The
6/1 6/0E \\Portlandl \Oâtå\Projecls\Yelm\Mound¡ng Analysis_tm_etW.doc L¡r.¡oRu AssoctATEs
recessional deposit is characterized as intermittent in the area and consists of loose sand and gravel
(Erickson 1998). The recessional outwash deposit is underlain by till deposits identified by drillers as
hardpan. This till represents a no flow boundary and ìs the bottom elevation of the model grid. Hydraulic
conductivity of the recessional deposit is reported to range between 4,800 ff/day and 66,000 ff/day
(Erickson 1998). The value 4,800 ft/day was selected to provide a conservative (high) estimate of
groundwater mounding. The specific yield was initially set as 0.25 and then adjusted during model
calibration to 0.15, per the memorandum. This lower value of storage represents a conservative value
relative to the default assumption of 0.25.. The recharge source to the recessional outwash aquifer is
primarily precipitation (Erickson 1998).
RncHancn
To simulate the effects of pre- and posl-development conditions, a recharge field for each
condition was established. The recharge fields were derived from the 24-hr design storm hyetographs
presented in the Drainage Design and Erosion Control Manual þr Thurston County (1994). The
recharge field for the pre-developed condition was derived from a standard precipitation event designed to
simulate a24-hr,lO0-year storm for Thurston County (6.15 inches in 24 hours). The rainfall curve was
used as the recharge field applied to the model, basin storage \ilas not taken into account to be
conservative. It was assumed that 100 percent of the recharge applied to the site would infiltrate under
original site conditions.
The post-developed recharge field for the site was established by taking the recharge that was
applied to the project site and infiltrating that water as simulated runoff into projected infiltration basins
(Basin l, Basin 2, Basin 3, and Basin 4). The correlation of runoff timing and precipitation rates was
made for impervious surfaces by Brattebo and Booth (2004). The impervious surfaces and infiltration
basins are shown on Figure 3. The recharge curves are shown on Figure 4 and the data is shown in Table
L
Monnl ExrcurloN AND Cer,lnRarro¡¡
A steady-state model was used to set up initial conditions for the transient model. The steady-
state model was run using a recharge rate of 2l inches per year, which is equivalent to 0.0048 ft/day
(Drost et al. 1999). The steady-state heads were then used as the initial heads in the transient run. These
heads are shown on Figure 2. The model was then run under a transient condition and qualitatively
calibrated to water level change. Reported water level changes in the recessional outwash aquifer are
reported to be approximately 9 ft from March 1996to January 1997 (seasonal change) (Erickson 1998).
6/1 6/08 \\Portlând1 \Oatâ\Projecls\Yelm\Mound¡ng Analysis_tm_efw.doc L¡ruonu AssoctATEs
This seasonal water level change was used as a basis for water level changes for the 24-hour transient
simulation (i.e. water level changes should be less than 9 ft for a 24-hour event). The derived 24-hour,
100-year rain event was simulated with 24 stress periods with I time step for each stress period. An
additional 24-hr stress period was run after the storm event to evaluate the dissipation rate of the
infiltrated water (a value of 0.0048 ft/day was the recharge value for that time step). The observed water
level change in the modelat established observation wells was greater than2 ft in the western part of the
site for a Z4-hour event. This is considered to be reasonable for a 24-hour event. The locations of the
observation wells are shown on Figure 3. All water balance errors for each stress period were less than I
percent (per the memorandum).
MooelRnsulrs
To simulate the effects of developed site conditions, only the recharge quantity and distribution
were changed over the site. To execute this, the fìrst simulation was the original 24-hour storm event
with the recharge field applied evenly over the entire model (Pre-Developed Site Condition). The
recharge field was then adjusted to simulate the approximate mixed use project site plan (Developed Site
Condition). To simplifu the simulated site plan, the entire site was simulated as an impervious area. This
was believed to be a conservative approach (i.e. more stormwater is generated). Specifically, the recharge
applied to impervious areas was 0 ft/hour. The subsequent runoff was then infiltrated into Basin l, Basin
2, Basin 3 and Basin 4. Recharge quantities were estimated for each basin based off of the percentage of
area that was designed to contribute to each basin. Specifically, llyo of the runoff generated was
infiltrated at Basin l, 640/o of the runoff was infiltrated at Basin 2, l6yo was infiltrated at Basin 3 and 5%o
was infiltrated at Basin 4. The recharge rates applied to each infiltration basin include the original
recharge applied to each cell and additional recharge derived the runoff estimates designed to simulate the
developed site conditions. These values are shown on Figure 4 and in Table l.
The simulated impacts were tracked using a set of observation wells established along the site
boundaries of the model (observation well A, B, E, H) and in the middle of the each modeled infiltration
basin (observation well C, D, F, G). The greatest impacts at each location occumed during peak flows.
The largest water level rise at the site boundaries was 0.3 ft at the observation well B, north of the largest
infiltration basin (Basin 2). The largest water level rise at the actual infiltration basins was 2.5 ft at Basin
2. All observation well hydrographs and impacts for pre-developed and post-developed condition
simulations are provided in Appendix A. According to the standards set forth in the memorandum, the
groundwater impact at the property boundary is 0 ft (i.e., less than 0.5 ft).
UsB or Tuls Tnc¡¡NrcAL Mnuonlnnun¡
6/16/08 \Portlândl\Data\Pro¡êcts\Yetm\Mounding Anatysis_tm_efrv.doc L¡HoRu Assocnres
Landau Associates has prepared this hydrogeologic technical memorandum for the exclusive use
of SEB Inc., and its design consultants for specific application to the clesign of the proposed Yelm mixed
use project. Use of this technical memorandum by others or for another project is at the user's sole risk.
Within the limitations of scope, schedule, and budget, our services have been conducted in accordance
with generally accepted practices of the hydrogeologic profession; no other warrant¡r, express or implied,
is made as to the professional advice included in this technical memorandum.
The conclusions contained in this technical memorandum are based in part upon data obtained
from other groundwater studies in the vicinity of the project site. There may be some variation in
subsurface soil and groundwater conditions at the project site, and the nature and extent of the variations
may not become evident until construction.
We appreciate the opportunity to provide hydrogeologic services on this project. If you have any
questions or comme¡rts regarding the inforrnation contained in this technical memorandum, or if we may
be of further service, please call.
Rernnn¡¡cBs
Brattebo B.O. and D.B. Booth. 2004. Long-Term Stormwater Quantity and Quality Perþrmance of
Permeable Pavement Systems. In press (as of July 1,2003): Water Resources, Elsevier Press.
Drainage Design and Erosion control Manual for Thurstorr county.
http://www.co.thurston.wa.us/roads/devrev/drainase.pdf. Accessed June 5, 2008.
1994.
Drost 8.W., D.M. Ely, and W.E. Lum, II. 1999. Conceptual Model and Numerical Simulation of the
Ground-lI/ater Flow System in the Unconsolidated Sediments of Thurston County, Washington. U.S.
Geological Survey Water-Resources Investigations Report 99-41 65.
Erickson, D. 1998, Yelm Groundwater Baseline Sampling. Water Body No. WA-Il-l-l0cw.
Washington State Department of Ecology Publication No. 98-301. January.
ESI. 2004. Guide to Using Groundwater Vistas, Version 4. Environmental Simulations Inc.
Harbaugh 4.W., R.B. Banta, M.C. Hill, and M.G. McDonald. 2000. Modflow-2000: The IJ.S.
Geological Survey Modular Ground-Water Model-User Guide to Modularization Concepts and the
Ground-Water Flow Processes. U.S. Geological Survey Open File Report 00-92.
Hill, M.C. 1990. PreConditioned Conjugate-Gradient 2 (PCG2): A Computer Prog'am for Solving
Ground-Water Flow Equations. Report 90-4048. Denver, Colorado.
Pacific Groundwater Group. 2000. Memorandum: Groundwater Mounding Analysis Guidelines.
October.
Tumwater, City of, website. 2005. Ordinance No. 02005-003. http://www.ci.tumwater.wa.us/
Ordinances/O2005-003.pdf. Accessed April 14, 2008.
6/1 6/08 \\Portlandl\Data\Pro¡ects\Yelm\Mounding Anatys¡s-tm_etw.doc L¡¡lo¡u Assocl¡tEs
Arr¿cnn¡sltts
Figurel-VicinityMap
Figure2-SiteMap
Figure3-ModelSetup
Figure 4 - Generated Recharge Rates for Pre-Developed and Developed Site Conditions
Table I - Summary ofPre-Developed and Developed Recharge Rates
Appendix A - Hydrographs for Pre-Developed and Developed Condition Simulations
6
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TABLE I Pagel of1
SUMMARY OF PRE-DEVELOPED AND DEVELOPED RECHARGE RATES
SEB INC.
YELM MIXED USE
Pre-Develop€d S¡tG Recharge Rate
Time(hour) (frrhour) Basin 1 Recharge Rate(ñ/day)Bæ¡n 2 Rechargc Rate (fl,fday)Bas¡n 3 Recharge Rate (fUday)Bæin 4 Recharge Rate (ft/dayt
0.rE00 10.34 6.54 3.15 1.48
2 o.2500 t3_93 8.8r 4.25 1.99
o.3200 18.07 11.42 5.5r 2.58
4 0.4000 22.%14.51 7.OO 3.24
5 o_470D 26.42 r6.95 aJ7 3.83
6 0.6200 35.00 22.13 10.67 5.00
7 0.8200 46.42 29.60 14.27 6.69
I 5.0300 285.72 180-60 87.08 40.42
9 0.7800 44.44 28.09 r3.54 6.35
10 0.6700 37.85 23.92 'Í.53 5.41
11 0.5800 33.r9 20.98 10.'11 4.74
12 0.5400 30.91 19.54 9.42 4.42
l3 0.4700 26.59 15.81 8.ro 3.80
14 0.5200 29.44 18.61 8.97 4.21
5 0.47æ 26.94 r7.03 4.21 3.85
6 o.38(X)2'1.48 r3-58 6.55 3.O7
17 0.3300 la_64 11.78 5.68 2.æ
18 0.3000 17.16 10.85 5.23 2.45
19 0.3000 17.16 10.85 5.23 2.45
20 0.3000 17.16 10.85 5.23 2.45
21 0.3000 17.16 10.85 5.23 2.45
22 0.3000 17.16 10.85 5.23 2.45
23 o.2700 15.46 4.71 2.21
24 0.2¡100 'r3.75 8.69 4.19 r.96
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APPENDIX A.8 _
DRAFT MAINTAN ENCE AGREEM ENT
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COMMERC IAL/I N DU STRIAL
AGREEMENT TO MAINTAIN
STORMWATER FACILITIES AND TO IMPLEMENT A
POLLUTION SOUCE CONTROL PLAN
BY AND BETWEEN
ITS HEIRS, SUCCESSORS, OR ASSIGNS
(HEREIN,\FTER *_")
The upkeep and maintenance of stormwater facilities and the implementation of
pollution source control best management practices (BMPs) is essentialto the protection
of water resources. All property owners are expected to conduct business in a manner
that promotes environmental protection. This Agreement contains specific provisions
with respect to maintenance of stormwater facilities and use of pollution source control
BMPs.
LEGAL DESCRIPTION:
Whereas, Business Name/Owner has constructed improvements, including but
not limited to, buildings, pavement, and stormwater facilrties on the property described
above. ln order to further the goals of the Jurisdiction to ensure the protection and
enhancement of Jurisdiction's water resources, the Jurisdiction and Business
Name/Owner hereby enter into this Agreement. The responsibilities of each party to this
Agreement are identified below.
BUSINESS NAME/OWNER SHALL:
lmplement the stormwater facility maintenance program included herein as
Attachment "4."
lmplement the pollution source control program included herein as AttachmentuB.'
Maintain a record (in the form of a log book) of steps taken to implement the
programs referenced in (1) and (2) above. The log book shall be available for
(1)
(3)
f
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i'ËôıìËñ'6y lilËäiðiü;i ;iääãï '.. . .'ä¿lä;Ë;-äü;inö ffimäl iGilË;]hoúrs.TheÍogbookshallcatalo@ookit,whenitwasi
done, how it was done, and any problems encountered or follow-on actions I
recommended. Maintenance iiems ("problems") listed in Attachment "A" shall be I
inspected on a monthly or more frequänt basis as necessary. Business i
Name/Owner is encouraged to photocopy the individual checklists in Attachment iA and use them to complete its monthly inspections, These completed checklists
Iwould then, in combination, comprise the monthly log book. i
Submit an annual report to the Jurisdiction regarding implementation of the Iprograms referenced in (1) and (2) above. The report must be submitted on or i
before May 15 of each calendar year and shall contain, at a minimum, the ifollowing: i
(a) Name, address, and telephone number of the business, the person, or the
firm responsible for plan implementation, and the person completing the
report.
(b) Time period covered by the report.
(c) A chronological summary of activities conducted to implement the programs
referenced in (1) and (2) above. A photocopy of the applicable sections of
the log book, with any additional explanation needed, shall normally suffice.
For any activities conducted by paid parties not affiliated with Business
Name/Owner, include a copy of the invoice for services.
(d) An outline of planned activities for the next year.
THE JURISDICTION SHALL:
(1) Provide technical assistance to Business Name/Owner in support of its operation
and maintenance activities conducted pursuant to its maintenance and source
control programs. Said assistance shall be provided upon request, and as
Jurisdiction time and resources permit, at no charge to Business Name/Owner.
(2) Review the annual report and conduct a minimum of one (1) site visit per year to
discuss performance and problems with Business Name/Owner.
Review this agreement with Business Name/Owner and modify it as necessary at
least once every three (3) years.
REMEDIES:
lf the Jurisdiction determines that maintenance or repair work is required to be
done to the stormwater facility existing on the Business Name/Owner property,
the Jurisdiction shall give the owner of the property within which the drainage
facility is located, and the person or agent in control of said property, notice of the
(4)
(3)
(1)
(2)
specific maintenance and/or repair requ¡red. The Jurisdiction shall set a
reasonable time in which such work is to be completed by the persons who were
given notice. lf the above required maintenance and/or repair is not completed
within the time set by the Jurisdiction, written notice will be sent to the persons
who were given notice stating the Jurisdiction's intention to perform such
maintenance and bill the owner for all incurred expenses. The Jurisdiction may
also revoke stormwater utility rate credits for the quality component or invoke
surcharges to the quantity component of the Business Name/Owner bill if
required maintenance is not performed.
lf at any time the Jurisdiction determines that the existing system creates any
imminent threat to public health or welfare, the Jurisdiction may take immediate
measures to remedy said threat. No notice to the persons listed in (1), above,
shall be required under such circumstances.
The owner grants unrestricted authority to the Jurisdiction for access to any and
all stormwater system features for the purpose of performing maintenance or
repair as may become necessary under Remedies (1) and/or (2).
The persons listed in (1), above, shall assume all responsibility for the cost of any
maintenance and for repairs to the stormwater facility. Such responsibility shall
include reimbursement to the Jurisdiction within 30 days of the receipt of the
invoice for any such work performed. Overdue payments will require payment of
interest at the current legal rate for liquidated judgments. lf legal action ensues,
any costs or fees incurred by the Jurisdiction will be borne by the parties
responsible for said reimbursements.
The owner hereby grants to the Jurisdiction a lien against the above-described
property in an amount equal to the cost incurred by the Jurisdiction to perform
the maintenance or repair work described herein.
This Agreement is intended to protect the value and desirability of the real property
described above and to benefit allthe citizens of the Jurisdiction. lt shall run with the
land and be binding on all parties having or acquiring from Business Name/Owner or
their successors any right, title, or interest in the property or any part thereof, as well as
their title, or interest in the property or any part thereof, as well as their heirs,
successors, and assigns. They shall inure to the benefit of each present or future
successor in interest of said property or any part thereof, or interest therein, and to the
benefit of all citizens of the Jurisdiction.
Owner
(3)
(4)
(5)
Owner
|
öiÃîË öË'wÄsr¡iñöiöñ - i - -
i.ou*rroFrHURSroN | ""
On this day and year above personally appeared before me,
and known to be the individual(s) described, and who executed
the foregoing instrument and acknowledge that they signed the same as their free and
voluntary act and deed for the uses and purposes therein mentioned.
Given under my hand and official seal this day of ,20 _.
Notary Public in and for the
State of Washington, residing in
My commission expires:
STATE OF WASHTNGTON ))ss
couNTY oF THURSTON )
On this day and year above personally appeared before me,
who executed the foregoing instrument and acknowledge the said
instrument to be the free and voluntary act and deed of said Municipal Corporation for
the uses and purposes therein mentioned and on oath states he is authorized to execute
the said instrument.
Given under my hand and official seal this day of ,20 _.
Notary Public in and for the
State of Washington, residing in
My commission expires:
APPROVED AS TO FORM: