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HomeMy WebLinkAboutWEL2023-00017 - WEL Application, Design, Letter - 3/31/2023 MASON COUNTY COMMUNITY SERVICES `5 Bddn9 Rnn m9 Emmmmemd Nedtl�(umomp tbdA 415 N.P Sma (BWg R)-Slwhon,WA 985" WEL 125 -t1c)zt) f'7 Sbelmn: 3W V-%70 x400 BelfRir 360-27S 7x40n I9mn:36oJe 420 x,100 TWO-PARTY PRIVATE WATER SYSTEM APPLICATION APPLICANT VIIOIE! Rn Yw.fa d G(o.;A. Wrle 16U 3qo- 5060 wUuNQ A W REte-WMAT,Cm,ETATE,S 1466 13elk,, 1,JIG 9KSLB NEXBEA aa-e1NEET,drY,STATE,aP 11471 NE N..i4s . 121 �t/�'-..� fr)A 9rS-ZB PPoMMY PMC6 NUMOEIf IwELL 9RE) 2.226 -Lf2- 00 LZ EEC(INeMtY P/Jf LFl NUYBFa I IF 1PPlNYtEI 32�16 - 42 - Do 211 WATER acE aO11110E TYPE PARCEL 1 LOT ME PARCEL 3 LDT @ ❑New IS Existing OWell ❑Spring O17 0110 PROPoM WATER SYSTEM NAM IREeUREe1 TJRS PR ECT OESCNIE,..N �{'a on OREmaEe Tosms Coxonow pp A/olpkll P-e I?J 'hu on IeA f)le e�Pl Site Plan: (may also be attached) (property boundaries,siructures,well site w/100'radius,dflveways,roads,septicISO er oanPcoems and lines,aasemenk,SIC...) Submittals Checklist: (these additional items will be required for approval) U-Satisfactory Bacteriological sample(this may be deferred if well is not yet drilled) fW ell 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) ET�Septic Records(additional locating requirements may apply if there is a lack of septic records on file) This form may be scanned and available for public view on the Mason County web site. Revised: 10/13/2021 Page 1 of 2 VX)ff 9*411AW/ 50T1 Icrr�J nsr.1z symn use only Review Step l: Well Site Inspection: 76 e M f.L *fik B6 10 _R II5yite l w snm! slyiief d N fi�7d YES NO NA <SO -b O / h ❑ ❑ Evidence of existing sources of contamination within 100 foot radius of water source? (draingelds,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, oun r State. What is distance to ROW??0 [�f ❑ ❑ Does the ground slope away from the water source site?(show slope on plot plan) a ❑ ❑ Is the well cap satisfactory? ❑ ❑ Screened and vented? ` ❑ The well casing extends S above level ground/k2ncrete sla (cirole one) ❑ V] ❑ Is there evidence of a surface seal? ❑ ❑ Does the seal appear adequate? gif 90 ❑ ❑ Is a variance necessary for well site approval? Lei q7,.PFtr uh. -It3.O256z5631 Comments 11971 5&17K ihAk <SO pF1.fi111.�.doi)? eUl1 4r'o's-(ve11 Tgy % N/q 1149/ dn+�'IPxA < �'S of +•ti(I ❑ Pass (Fall Inspector Date IA/?43 Review Step 2: Two-Party Review: YES NO NA ❑ ❑ Water Well Report with adequate pump test on file? If NO,date of Capacity Test i3/3/7A23 Driller SSA r) GPM Ise ❑ ❑ Received Satisfactory Bacteriological Analysis? Date of test 3 C - rY�y"I( ❑ Received Signed, Notarized,and Recorded Notice? AFN 7161gfqT ❑ IXI ❑ System appears adequate to serve 2 single-family residences based on information provided? Comments Q Z'fiwh WPj(l hL ywF tm4-Sr.Nrt17XoQ- �.O/)tJYAV1h '/�8h lwsJ{t.lY1 �IrTG1Y �/I�.d1 r�1�r —ram ❑ Approved XI Denied Reviewer Date S/1 /?0 713 Findings M this review mjlect observed conditions as they existed on the day of the site inspection. No claim is made,express or implied ofthefuture success orfailure ofthis system. Wellsee approvoldocs not constitute water.rygoon approval. Water System approval is a two-part process. All proposed connections to new wells are subject to water adequacy requirements at time of building permit perMCC 6.68. Water usage restrictions and additional fees may app/v to all new wells drilled after January 19',2018 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 WAIVER/VARIANCE 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 PUBLIC 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 ;tr .� t m 1.oL a i i t �\ 1.111\. To appeal this decision, send your request in writing to the attention of David Windom, Director of Public Health and Human Services,415 N. 611 St.,Shelton, WA 98584 or Sincerely, Dr.Keri Gardner,MD,MPH,FACEP Health Officer 2 NICHOLSON DRILLING INC. PUMP TEST NAME: Ron Wiley DATE Maroh 3.2023 SITE: 11971 NE Northshore RD TIME Better,WA 98528 WELL DEPTH Feet WELL DIAMETER mohea PUMP MAKE PUMP MODEL TANK MAKE TANK MODEL Time Depth Drew Rate Time Depth Drew Rate TO Down Op. to Down gpin Water Water Static 8.7 0.0 15.0 Low We 8:38 AM 8.04 40 10.0 1.4 15.0 1 9.6 0.9 45 10.0 0.0 2 9.8 1.1 15.0 50 10.1 0.0 15.0 3 9.8 1.1 60 10.1 1.4 4 9.8 1.1 15.0 ]0 10.1 1 4 15.0 5 9.8 1.1 80 10.1 1.4 6 9.9 1.215.0 80 10.1 to 15.0 Y 9.9 1.2 100 10.1 IA 8 9.9 1.2 15.0 120 10.6 1.9 9 9.9 1.2 140 9.9 1.2 10 10.0 1.3 15.0 160 9.6 0.9 11 10.0 1.3 180 9.2 0.5 12 10.0 1.3 15.0 200 9.1 0.4 High Tide 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 1.31&0 300 0.0 25 10.0 1.3 320 0.0 30 100 1.3 15.0 340 00 35 10.0 1.3 360 0.0 RECOVERY Time Depth Draw Time Depth Draw Time Depth Drew to Dorn to Doom to Down Water Water Watx 1 8.1 -0.6 11 D. 45 0.0 "' Tide going out 2 8.1 -0.6 12 0.0 50 0.0 3 &0 -0.7 13 0.0 80 0.0 4 8.0 -0 14 0.0 70 00 5 8.0 -0.] 15 O. 80 0.0 6 8.0 -0. 20 O. 90 0. ] 8.0 -0.7 25 0. 100 0. 8 8.0 -0.7 30 0. 120 0.0 9 8.0 -0.] 35 0. 150 0.0 10 &0 -0.7 40 0. 4801 1 0.0 SIGNED BY: 1786 Sr,Mile HIII DIN- SPECTRA Orchard,WA W366 SYSL7RA Labonndu Kleaep w.w,apeeta-lab.eom (360)443.7845 COLIFORM BACTERIA ANALYSIS FORM Del Sm.pa CeB dd The BaMe County calowd j (P 12023 °" ✓7 ra M Tar ' � TYPed Wab Byebm(dedmdl'oa bm) ❑DraupA ❑Group s OYm (iiorgA W(arm4 S S1aWae-PraiOeednWYaFacROamr.NorylR'Flk DI syeles,wme: lry R-On 1(°111 Al( hoc Conlad Perem: NICHOLSODay Pbm: (360)876-4421 Cd Plus: Emet Ere.Phom: SamraW BRrrreva.dmaaw lama meorN 6RIl7L4Y.NI,2W40ONDRILLING.QGM,4.IL.COjv1_, NICDRIILLI G dMA1L.COM SAMPLE INFORMATION Se"mueam by park rnh Spedkbralbnaheasanpbwtleded: Spedd MYudonenmmmn6: Outicbr l quca--f Type of Semple(dwdo*one bA 1.13 Roullnemmuem8unpb 2.Repent Santee(Wa oneet.r)Uft) Mernelel Yu ❑ No ❑Dhalepae Sydem. C odm Reddut To41_ Frae_ UmaudadmyrouRm ry amber, 3.Saam GraaM Walefilde Sample I . I J-I I Umakfax mul'nee wuect la_: ❑Tr eel- —� CblorinaW.Yea U No U ❑assameN aftd Res"ToW_Fme_ 4. B Venn rear Saele I e I ore,, ❑Feppsea,owt w.e ra❑ n.o 1=1—J_� d.I�EaMetsnadbdmmamDq: LAB usE ONLY KINKING ONLY �Nmadatecdory TdelCWkrm PmaN and lahctpry D Eooa N DEcdebaN Rephcement Semple Regeh d; 0Sengeboold(130han) ❑TNIC ❑ Sedeld Daaay ReenwToldCtNom_ I100eL F- I'00lw- Fay IOOmI HPC 1 M. tWDNmam � OlsedThreRaeNed: f�DD o , Mlhd Cde: 0'le era pa.a.hma:q 23 pasavpmeq„ � � I tueow. anti.;,......._.._...._ .. . / -------- CULVERT 1 -EXT WELL EXT DRAINFIE D AREA l EXT SEPTIC T NK GARAM Y 1 i TABLE VI REPAIR AREA EXT WELL NIGH WATER i FOR:CARSTENSEN JOB R PARCEL*. 32228-42-00212 DATE:27 JUNE 006 y BY:TJS DESIGN PAGE i OF ORTH ARROW: SCALE: 1"=29 P ntec� ( �nty DMS a '0' § i § ) z \ \ § 2 0 � MM2 \ f k \ § \ / \ \ } ; « / k { \ ( { am m \ ) �\ k ^� \ � 7j \/ 2 * ~ƒ�++ 7 � §/ / I ' ) \/ - § 0 » 4;. �® \ r � � � �` � ■ . . . � 3 � \ § Z / § \ @ From Masoncoup D%4 , , m-©--�_ 2197948 MASON CO WA 06108/2023 11 06 0M MTCE KNAL.I Inllll IIIIII III IIII IIIIIII IIIIII IIII IIII IIIII IIIII1111111211111111IIIII IIII IIII IIII Ref en To 11 6ef��:r aJ4 4KSZ8 JUN OS 2023 By Grantor(s): (1) Rm 41d W fJ;/e7 (2) Cl-,?, I. Wtlev Grantee(s): (1)PUBLIC Legal Description (1) 7R21- At of 'TRZIA oFLoT3 E TAk IZ69-A (Abbreviated form:t.e. lot, block,plat or section, township, range) Assessor's Tax Parcel: (1) 3 2 2 2- 6 - 4 2 - 0 0 Z I Z 6'26 T-z2w fQ3 ' 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 - o o 2 1 2 Tax Parcel: (Connection 2) 3 ?? 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: TI R G, L,)wI r 5,jihm 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. a c� Dated on this ('� M day of , 20 z3 . Signature 1 rantor(s): (1) (2) age 1 of 2 State of Washington ) County of Mason ) I,the undersigned, a Notary Public in and for the above named County and State, do hereby c ify that on this day of �D.f(�N , 20_11, W personally appeared before me, who is known to be signer of the ab a instrument, an acknowledged that hef (they)signed it. GIVEN under my hand and official seal the day and ye r lave written. r llny un unen ublic in and for the State of Washington, Notary Public resi i at V— tc State of Washington My commission expires: My AppolnMenl Expirm 911412026 mmisdon NumEer 2030/7 Page 2 of 2 ROBINSON NOBLE May 30, 2023 Mr. Ron Wiley PO Box 1966 Belfair, WA 98528 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 the11991 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)1 The geologic map indicates the surface geology at the site is Holo- cene to late Pleistocene alluvial fan deposits (Oaf). Immediately west and uphill from the site, Vashon advance outwash (age) is mapped. A short distance south of the site, Oga is mapped extending to the shoreline. Several parcels north of the site, pre-Fraser northern-source undi- ' Polenz, Michael and others, 20101revised 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 20103, 1 sheet, scale 1:24,000,with 21 p.text. 17025 130-Avenue NE.Suite 102 2105 South C Street Tacana,Washington 90402 www.robinson-noble.00m Woodinville,Washington 98072 P:253,475.7711 1 F:253.472.5846 P:425,488.05991 F:42SA88.2330 Mr. Ron Wiley May 30, 2023 Page 2 vided drift (Qpo) 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. Qgt Qgt r 60 I 47 / /Q91C 1921 North hore Rd Well c �WileyWell v QgIC 7 - of . Figure 1:Well location and geologic map(base map from Polenz and others, 2011). Oaf=Alluvial fan de- posits; Qgic=Vashon ice-contact deposits; ogt=Vashon lodgement till;Ogs =Vashon advance out- wash deposits; Qapd= Pre-Fraser Olympic-source drift, undivided;Qpd = Pre-Fraser northern-souroe drift, undivided We conducted a site visit on May 2V, 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 sitel 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 Qga than Oaf 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 screen noted that the or perforations).well mapped the deep and is completed with an open bottom (no welllocations 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 1 North Shore Road, see rn g sands and/or gravel All of these benel logs ath. th to clay or "hardpan" to depths of 30 to 90 feet with water-bear ♦ �1.b)h � F. mow... \ . . Figure 2: 11921 North Shore Road Well and Qpd 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 clay 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 Qge),there is 6 to 100 feet of their upper confining unit(QC1)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 sea4evel 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(BO 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- misivity of about 14,000 gallons per day per foot(gpd/ft).This indicates the sea4evel 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 e aquifer.There are reasons for this. First, because effluent he siteis at drainfields theboundary between he h aquifer's recharge areao t Welch,Wendy and others,2014, Hydrogeologic framework,groundwater movement,and water budget of the Kitsap Peninsula,west-central Washington, U.S. Geological Survey Scientific Investigations Report 2014-5106, 44 p. 3 The wide range of thickness is due to the scale of the unit thickness maps 2014.The maps cover the entire Kitsap Peninsula at a scale of 1:400 000. presented in Welch and others, 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, nd discharge to, Hod 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 npd 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 site. 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 if 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 r standard the history of the well, which has produced good quality atterf separations.ormore than 50 yearsroven by Please contact me if you have any questions or comments concerning our assessment or find- ings. Sincerely, Robinson Noble, Inc. v W ash% e � Joseph E. Becker, LHG Principal Hydrogeologist i attachments - HyQm9eowamt Os Becker ,