HomeMy WebLinkAboutWEL2023-00017 - WEL Application, Design, Letter - 3/31/2023 x MASON COUNTY
COMMUNITY SERVICES 3 —dd3q Nvnn9 LmvmmaxJ XeJU,Cmmwry NedM
415 N.6i°Srceet,(aW88)-Sbellon,WA98580 WEL
S1 Oton 360427-9670 x400 nelfaic lHbV1 7x400 loss,W 182-5269 x100
TWO-PARTY PRIVATE WATER SYSTEM APPLICATION
APPLICANT Peg1E
?60 3qO- 2060
MARINA goD1LE88-BTREET,cm.9T1TR ID /,
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PRIMARYPARCELNU� MRDVELLSME)
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SEGONDgRY PYICEL NU6 (F R2_ _ ')E)
3121(: - 'vz - 00211
WgTER RDURCE aDURLE iYPf❑ rMM:.New �Existing �Well O D Spring !LOT" 7 110"'
PROP WATER ,$ MNR1EIREDUMED)
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PROJECr OEECMPIgM
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Site Plan: (may also be attached)
(property bouv des,shut $,well stte w/100'radius,driveways,roads,sep0tlsewer components a,w lines,easements,etc._.)
Submittals Checklist: (these additional items will be required for approval)
0—Satisfactary Bacteriological sample(this may be deferred if well is not yet drilled)
K* gWell Log with pump test or 4-hour capacity test performed by driller(this may be deferred if well is not yet drilled)
Notice to Future Property Owners recording (record with Mason Co.Auditor,supply copy of recorded document)
€Septic Records (additional locating requirements may apply ff there is a lack of septic records on file)
This form may be scanned and available far public view on the Mason County Web site. Revised: 10/13/2021
Page 1 of 2
IbU�� BK+b1F�lfI
Stefl the Ordy
Review Step 1: Well Site Inspection: "I'b (el Ab6fro9 .C!®f rt 'kdt -- —
86 to be yKs of cUavlfee(lne tlgcm )
YES NO NA <Z' 'b foon4f"/ hp✓ffi Seek A 2rnfi�eld
X ❑ ❑ Evidence of existing sources of contamination within 100 foot radius of water source?
(drainfelds,tanks,buildings; indicate distance on plot plan)
❑ ❑ Are there roads within the 100 f of radius of the water source? If so, is road private, ount r State.
ry� What is distance to ROW?ro
Y' ❑ ❑ Does the ground slope away from the Water source site?(show slope on plot plan)
❑ ❑ Is the well cap satisfactory?/ Atv
Yf ❑ ❑ Screened and vented? r
❑ The well casing extends S above level ground/ ncrete sla (circle one)
❑ rC] ❑ Is there evidence of a surface seal?
�I ❑ ❑ Does the seal appear adequate?
❑ ❑ Is a variance necessary for Well site approval? ��-—113.OZZ56
lBvl: -It3.Ot25631
Commerds III?( Sly t joit <So- of w4l d,AiAMW <So'ef s,e H i b9 : A(/q
1149/ o4arlF.r! < l`S trf tao/l
❑ Pass l Fail Inspector Date yA/2Gt3
Review Step 2: Two-Party Review:
YES NO NA
❑ I ❑ Water Well Report with adequate pump test on file? `I
If NO, date of Capacity Test;YI310QZI Driller N / Sri1 r) GPM
❑ ❑ Received Satisfactory Bacteriological Analysis? Date of test 3 C
❑ Received Signed, Notarized,and Recorded Notice? AFN
❑ ❑�mSystem appears adequate to serve 2 single-family residences based on information provided?
Comments Ajf g99foWft TO'Y Q z-nwh t-e(l Art, 'b ff�nt'� Yra�l'1'.S'/.r,,�f64oP-
r�y1 e4h.V; Kt� �' flkoy Cw Usdl aN4.
❑ Approved 0 Denied Reviewer Date S( � /LQ vim._
' Findings in this review reflect observed conditions as they existed on the day ofthe site inspection. No claim is made,express
or implied ofthe future success or failure ofthis system. Well site approval does not constitute water system approval, Water
System approval is a Avo-pan process.
All proposed connections to new wells are subject to water adequacy requirements at time of building permit perMCC 6.68.
Water usage minchons and additional fees may apply to all new wells drilled after January 194,1018 per ESSB 6091.
Revised: 10/132021
This form may be scanned and available for public view on the Mason County Web site.
Page 2 of 2
MASON COUNTY
Public Health & Human Services
August 1,2023
Ronald W&Gloria J Wiley
PO Box1966
Belfair, WA 98528
RE: Water System Permit: Two-Party WAIVERNARIANCE REQUEST
WEL2023-00017
11971 NE North Shore Rd. PARCEL NO.: 32226-42-00212
Mr.and Mrs. Wiley,
I regret to inform you that your request for a variance to the setback requirements for sources
of contamination within the sanitary control area is not approved. The primary feature of
concern that drove this decision is the drain field located approximately 35ft from the
wellhead. A drain field located less than 50ft from the well head,with or without mitigation
is considered a clear public health threat. We consulted with the Washington State
Department of Health,Office of Drinking Water and they concurred that a waiver/variance
should not be granted for this water source.
This decision may be appealed under Mason County Code 6.64.100:
6.64.100- Appeals.
Decisions of the director may be appealed to the health officer. Appeals must be made in
writing to the director within ten working days of the decision which is being disputed. A
hearing date shall be scheduled with the health officer within thirty days. Any variation from
this regulation resulting in requirements less stringent than those found in Chapter 246-290
WAC shall have concurrence from the Washington State Department of Health.
MASON COUNTY PUBUC HEALTH,COMMUNITY&ENVIRONMENTAL HEALTH
415 6TH ST.,SHELTON,WA 98584
SHELTON:(360)427-9670 X400•BELFAIR:(360)275-4467 X400"ELMA:(360)482-5269 X400
For questions regarding this matter or to discuss alternatives please contact Ian Tracy,
Environmental Health Manager, (360)427-9670 x544 or mac, i ia"oncouun
To appeal this decision, send your request in writing to the attention of David Windom,
Director of Public Health and Human Services,415 N. 6'^St.,Shelton, WA 98584 or
dhcindom e
Sincerely, `
Dr. Keri Gardner,MD,MPH, FACEP
Health Officer
i
i1
1
2
NICHOLSON DRILLING INC.
PUMP TEST
NAME: Ron Wlby DATE Memh
TIME
3,2023
SITE: 119]1 NE Norlhshore RD
Begair,WA M28
WELL DEPTH Feel WELL DIAMETER nches
PUMP MAKE PUMP MODEL
TANK MAKE TANK MODEL
Time Depth Draw Rate Time Depth Draw Rate
To Down Nat to Doom N.
Weler Water
Static 8.7 0.0 15.0 Low tide 8:38 AM 8.04 40 10.0 1.4 15.0
1 9.6 0.9 45 10.0 0.1)
2 9.8 1.1 16.0 50 IDA 0.0 15.0
3 9.8 1.1 60 1DA 1.4
4 9.8 1.1 15.0 70 10.1 1.4 15.0
5 9.8 1.1 60 10.1 1A
6 9.9 1.2 15.0 90 10A 1.4 15.0
] 9.9 1.2 IN 10.1 1.4
8 9.9 1.2 15.0 120 10 B 1.9
9 9.9 1.2 144 9.9 1.2
10 10.0 1.3 15.0 IN 9.6 0.0
11 10.0 1.3 IN 9.2 0.5
12 10.0 1.3 15.0 200 9.1 0.4 High Title 1:18pm 9.61
13 10.0 1.3 220 0.0
14 10.0 1.3 15.0 240 0.0
15 10.0 1.3 280 0.0
20 10.0 1.3 15.0 300 0.0
25 10.0 1.3 320 0.0
30 10.0 1.3 15.0 34o 0.0
35 10.0 1.3 380 0.0
R COVERY
Time Depth Draw Time Depth Draw Time Depth Drew
to Down to Down to Down
Water Water Water
1 8.1 -0.6 11 0.0 45 0. "' Tide going out
2 8.1 -0. 12 0.0 5o 0.
3 8.0 -0. 13 0.0 60 0.
4 8.0 4. 16 0.0 70 0.
5 8.0 4. -15--00 BD 0.
6 8.0 -0.] -20--00 go 0.0
T 6.0 -0.] -25--00 100 0.0
8 8.0 -0.] 30 0.0 120 0.0
9 8.0 -o.T 33 0.0 150 0.0
101 8.0 -03 40 0. 180 0.0
SIGNED BY:
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BY:TJS DESIGN PAGE OF_
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2197948 MASON CO WA
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Return To
9a _(a Wd<7 III r.
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Qet A•,;• t.J4 4sirL8 JUN Ofi 2023
Grantor(s): (1) Rm�41a W t,J;le� , (2) G)e.r,
Grantee(s): (1)PUBLIC
Legal Description (1) TR21- AI or TRZIA c3ri_oT3 f TAR1269-A
(Abbreviated form:Le. lot block,plat or section, township,range)
Assessor's Tax Parcel: (1) 3 'Z Z 2- b - Lf 2 - 0 o Z I Z
S26 T 12N f�3
NOTICE TO FUTURE PROPERTY OWNERS OF PRIVATE TWO-PARTY WATER SYSTEM
I (We)the undersigned grantor(s), certify that the water source located on the above-described
real estate under Legal Description (1)and Assessors Tax Parcel (1) situated in Mason
County, State of Washington, has been designated to serve a source of water to the following
parcels situated in Mason County, State of Washington; herein described:
Tax Parcel (Connection 1)3 2 2 2- 6 - 4 2 - 0 0 2 1 2
Tax Parcel: (Connection 2) 3 2 2 2 6 - 4 2 - 0 0 2 1 1
The system owner is responsible for keeping this system in compliance.
The name of the water system is: T.T R G L,1a 6r 5,t�4e-
This system is designed to provide for two service connections. Planning and design approvals
must be obtained from the department prior to expanding beyond this number of services.
Additionally, a water right, obtained from the Department of Ecology, is required if the water
system exceeds exemption standards.
This system(has/has not)been granted one or more waivers from specific provisions of the
regulations. /
Dated on this b fk day of Marl^ 20 23 .
Signature of rantor(s):
(1) (2)
tageof 2
State of Washington )
County of Mason )
I, the undersigned, a Notary Public in and for the above named County and State, do hereby
cWify that on this Lo day of �fLCU�n , 2013,
Kcn-% W W personally appeared before me, who is known to be
signer of the abA a instrument, an acknowledged that he ( he)(they)signed it.
GIVEN under my hand and official seal the day and ye r las above written.
Uri my un unen Noat ublic in and for the State of Washington,
Notary Public res' i at K'8 _
State of Washington My commission expires:
My Appolntmenl Expires 911412025
ommiesion NumEer 20JOQ
Page 2 of 2
r
ROBINSON
NOBLE
May 30, 2023
Mr. Ron Wiley
PO Box 1966
Belfair, WA 98526
Subject: Hydrogeologic assessment of the well at 11971 and 11991 NE North Shore Road
Dear Ron,
At your request, Robinson Noble, Inc. conducted a hydrogeologic assessment of your property
and well located at 11971 and 11991 NE North Shore Road (Mason County parcel numbers
32264200212 and 32264200211).To complete this assessment, we reviewed published geo-
logic maps and publications, reviewed well logs from the Washington Department of Ecology
on-line well log database, and made a site visit to the property. We understand that Mason
County Public Health and Human Services is asking for this hydrogeologic assessment in rela-
tion to your application for a two-party well permit. Specifically, in a letter from David Anderson
dated April 7, 2023,they found that the well does not meet minimum separations for a septic
tank(at 11971 North Shore Road) and drainfields (at both 11971 and 11991 North Shore Road).
The well (herein referred to as the Wiley well) is located near the southwest corner of the gar-
age at 11971 North Shore Road.The as-built for the septic system at the 11971 North Shore
Road property indicates the well is approximately 47 feet south-southwest of the septic tank
and about 40 feet south-southwest of the edge of the drainfield. The septic system as-built for
thel 1991 North Shore Road property shows the well is about 50 feet north-northeast of this
property's septic tank, about 50 feet from the reserve drainfield area, and about 56 feet from
the edge of the current drainfield.The well is also about 70 feet west-northwest from the Hood
Canal shoreline (as drawn on the 11991 North Shore Road as-built), which generally trends in a
south-southwest to north-northeast direction.
The well reportedly was drilled in the 1960s and has been in use since then. It currently pro-
vides potable water to houses at both 11971 and 11991 North Shore Road. Reportedly, the well
has always provided high quality water. A bacteriological water quality test was conducted on
water sampled from the well on March 7, 2023 by Spectra Laboratories. The result was Satis-
factory (see attached).
The site is located in the Union 7.5-minute Quadrangle, which was geologically mapped by
Polenz and others (2011).' The geologic map indicates the surface geology at the site is Holo-
cene to late Pleistocene alluvial fan deposits (Gat). Immediately west and uphill from the site,
Vashon advance outwash (Qga) is mapped. A short distance south of the site, age is mapped
extending to the shoreline. Several parcels north of the site, pre-Fraser northern-source undi-
' Polenz, Michael and others, 2010 (revised 20111, Geologic map of the Skokomish Valley and Union 7.5-
minute quadrangles, Mason County, Washington: Wahington Division of Geology and Earth Resources
Open File Report 2010-3. 1 sheet, scale 1:24,000, with 21 p.text. .
17825130i°Avenue NE,Suhe 102
2105 South C Street wvrv+.robinson-noble.com Woodinville.Washington 98072
Tacorna,Washington 98402 P:425.488.05991 F:425.488.2330
P:253.4753711 I F:253.472.5848
Mr. Ron Wiley
May 30, 2023
Page 2
vided drift(Qpd) is mapped underneath the Qga, abutting the Oaf, and extending to the shore-
line. The Oaf deposits are associated with a small perennial stream located at the northern end
of the 11971 North Shore Road parcel. A portion of the map is provided as Figure 1.
`Y � �xggt 60
47
/Qgic 1921 North
hore Rd Well
41
Wiley Well
Q'gic )
7y--�' 1
I )
Figure 1:Well location and geologic map(base map from Polenz and others, 2011).Oaf=Alluvial fan de-
posits;Qgic—Vashon icecontect deposits; Qgt =Vashon lodgement till;Ogs=Vashon advance out-
wash deposits; Qapd= Pre-Fraser Olympic-source drift, undivided;Qpd = Pre-Fraser northern-source
drift, undivided
We conducted a site visit on May 23rd, confirming the locations of the well and septic systems.
The surface at the well and septic systems is artificial fill.The fill is no more than a foot thick at
the beach to about three to four feet thick(based on observations of the natural land surface
immediately south of the site and at the stream channel north of the site)at the bank west of
the drainfields where the topography slopes steeply upward to North Shore Road. The small
stream runs through a culvert from west of North Shore Road to emerge just east of the drive-
way on the northern edge of the property.
The natural bank on the western edge of the site has been partially excavated.The geologic
materials exposed are a mix of silt, sand, gravel, and small rounded cobbles.This material is ra-
ther compact, suggesting that it is more likely Qge than Qaf deposits. On the eastern side of
the property are beach deposits consisting of fairly well-sorted pea-sized gravel. Reportedly, the
beach deposits are actively being deposited, as the cement boat ramp on the property has
been repeatedly buried under the beach gravels in the past.
Mr. Ron Wiley
May 30, 2023
Page 3
The current septic system at 11991 North Shore Road was installed in 2021. Reportedly, the
excavation for the septic tank encountered pea gravel at a depth of about eight feet. This pea
gravel is likely beach deposits. Consequently, the Oaf deposits at the site are about four or five
feet thick(occurring under the artificial fill and above the beach deposits).
There is no well log available for the Wiley well.About eight years ago, Mr.Wiley indicated the
well was bailed to clean out some rust. At the time, it was noted that the well is about 55 feet
deep and is completed with an open bottom (no well screen or perforations). We mapped the
locations of four shoreline wells within approximately 4,000 feet from the Wiley well, the clos-
est being about 350 feet to the north (located just north of a garage on west side of the road at
11921 North Shore Road, see Figure 2). All of these well logs note clay or "hardpan" to depths
of 30 to g0 feet with water-bearing sands and/or gravel beneath.
-
Jv _
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�t t � x
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Figure 2: 11921 North Shore Road Well and Opd Outcrop
A slope cut near the 11921 North Shore Road well shows brown to reddish sands representing
the Qpd (Figure 2).The well log (attached) indicates:
brown sand with gravel 0—4 feet
brown sand with day and gravel "hardpan" 4—38 feet
sand and clay(brown to 50 feet then gray) 38—57 feet
water bearing sand and gravel 57—62 feet(not bottomed)
Mr. Ron Wiley
May 30, 2023
Page 4
The brown sediments described in the well log are clearly Qpd based on the observed slope
cut.The lower water bearing sediments are likely a more permeable zone within the Qpd. The
aquifer is confined by the hardpan and clay-rich sediments, as evidenced by the reported static
water level of 37 feet(which is above the top of the aquifer at 57 feet).This interpretation fits
well with the regional hydrogeologic framework reported by Welch and others(2014)2 They
show that on this portion of the Kitsap Peninsula, beneath the Vashon advance aquifer(equiva-
lent to Qga),there is 6 to 100 feet of their upper confining unit (QCt)which, in turn, is above 6
to 100 feet of their sea-level aquifer unit(QA1)?
According to Google Earth Pro,the 11921 North Shore Road well is at an elevation of about 40
feet; consequently, the top of the aquifer is at an elevation of about 17 feet below sea level and
the well is bottomed at about 22 feet below sea level. This places the 11921 North Shore Road
well in the sea-level aquifer described by Welch and others (2014). The Wiley well is at an ele-
vation of about 15 feet,and therefore its bottom is at an elevation of about 40 feet below sea
level. Based on the similar elevations, aquifer heads, and their proximity, we conclude that the
Wiley well is also completed in the sea-level aquifer.
A pumping test was completed at the Wiley well on March 3, 2023. The well was pumped for
200 minutes at a rate of 15 gpm. The test apparently started an hour and twenty minutes after
low tide (8.04 feet) and ended at high tide (9.61 feet). The maximum recorded drawdown of 1.9
feet was observed 120 minutes into the test(80 minutes prior to high tide). However, based on
the observed drawdown pattern,this value likely resulted from a faulty reading or reflects inter-
ference drawdown from a neighboring well, so the actual maximum drawdown was probably
about 1.5 feet. Recovery was measured for 10 minutes, when the water level was 0.7 feet
above the original pre-test static water level.Testing data is attached. Analysis of the early por-
tion of the test,when the effects of the incoming tide are minimized, shows an aquifer trans-
missivity of about 14,000 gallons per day per foot(gpdtft).This indicates the sea-level aquifer is
prolific at this location.
With this aquifer transmissivity,the aquifer drawdown the well imposes at either drainfield will
be small. Assuming a typical storage coefficient for a confined aquifer of 0.001, 15 minutes of
pumping at 15 gpm will result in about 0.4 feet of drawdown at the closest drainfield and about
0.3 feet at the other drainfield.
The recharge area for the aquifer is the upland area to the west-northwest. The discharge area
for the aquifer is Hood Canal. Therefore, the aquifer gradient is east-southeastward directly to-
ward Hood Canal. Consequently, both drainfields and septic tanks are cross-gradient to the
well. Groundwater flow lines in the aquifer beneath the drainfields will be directly toward Hood
Canal, not toward the well. While drawdown from pumping the well will slightly modify the gra-
dient, the small amount of drawdown exerted by the well will not change groundwater flow
paths sufficiently to induce flow from beneath the drainfields toward the well.
Further, it is unlikely that effluent from the drainfields will even reach the aquifer.There are two
reasons for this. First, because the site is at the boundary between the aquifer's recharge area
+Welch,Wendy and others,2014, Hydrogaologic framework, groundwater movement,and water budget
of the Kitsap Peninsula, west-central Washington, U.S. Geological Survey Scientific Investigations Report
2014-5106,44 p.
l The wide range of thickness is due to the scale of the unit thickness maps presented in Welch and others,
2014.The maps cover the entire Kitsap Peninsula at a scale of 1:400,000.
Mr. Ron Wiley
May 30, 2023
Page 5
and discharge area, little to no recharge will occur to the aquifer directly at the site. Second, ef-
fluent from the drainfields is unlikely to reach the aquifer, but rather will discharge into Hood
Canal above the aquifer zone. Based on the geologic map and field visit, the drainfields are
placed in thin alluvial fan deposits overlying older beach deposits. Both the alluvial fan and
beach deposits are relatively permeable, so effluent applied to the drainfields will readily perco-
late downward. However, beneath the beach deposits is the clay-rich confining layer of the
Qpd. This layer will create a shallow, perched, unconfined water bearing zone above it, which
also will have a gradient towards Hood Canal. Effluent reaching this zone will flow toward, and
discharge to, Hood Canal.This confining layer provides an effective barrier to any groundwater
contamination in the aquifer at the site.
In summary, the Wiley well produces from the sea-level aquifer of Welch and others (2014), a
prolific confined aquifer within the Opel deposits. Recharge to the aquifer is from the upland ar-
eas west-northwest of the site, and discharge from the aquifer is to Hood Canal east of the
arts. Because of its position between the recharge and discharge zones, it is unlike the aquifer
receives a significant amount of recharge from the site itself. Additionally, the confining layer
above the aquifer effectively protects the aquifer from contamination. Septic effluent from the
nearby drainfields will flow vertically to the top of this confining layer then horizontally down-
gradient towards Hood Canal and away from the well. Even it effluent were to somehow
breach the confining layer, the gradient within the aquifer, even under pumping conditions,
would not allow effluent to be drawn toward the well. Given the site's geology,the aquifer
head relationships, gradient, and relative positions of the well and septic systems, we are of
the opinion that this well has no increase in susceptible to contamination from the nearby sep-
tic systems due to the reduced separations than under standard separations. This is proven by
the history of the well, which has produced good quality water for more than 50 years.
Please contact me if you have any questions or comments concerning our assessment or find-
ings.
Sincerely,
Robinson Noble, Inc.
�� f'� e of W asy��
F
Joseph E. Becker, LHG �
Principal Hydrogeologist
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