The URL can be used to link to this page

Home My WebLink AboutBLD2022-00505-04- Potable WaterRECEIVED BY DCD 8/30/2022 Spectra Labs - Kitsap, LLC (Poulsbo) 26276 Twelve Trees Ln NW Ste. C Poulsbo, WA 98370 Phone: (360) 779-5141 www.spectra-lab.com Sample No. Description Location Sampled Spectra Labs - Kitsap, LLC (Poulsbo) received samples for David Spayth on Wednesday, August 3, 2022 at 2:20 pm. Unless otherwise noted, all samples were received in good condition and were tested in accordance with the laboratory's quality control procedures. A summary of the samples received are outlined below. 219646-01 Private 08/03/2022 11:50395 N Bay Way Port Ludlow 219646-02 Private 08/03/2022 11:50395 N Bay Way Port Ludlow This report package contains laboratory sample results and any attachments listed below. If you have any questions please call (360) 779-5141 or email us at www.spectra-lab.com. 08/09/2022 Page 1 of 1 This report is issued solely for the use of the person or company to whom it is addressed. Any use, copying or disclosure other than by the intended recipient is unauthorized. If you have received this report in error, please notify the sender immediately at 360-443-7845 and destroy this report promptly. These results relate only to the items tested and the sample(s) as received by the laboratory. This report shall not be reproduced except in full, without prior express written approval by Spectra Laboratories. RECEIVED BY DCD 10/6/22 System ID No: Date Received:8/3/2022 System Name:Private Source Number(s): Sample Purpose:Other Date Reported:8/9/2022 County:Jefferson System Group Type:Private Send Report to: David Spayth 20 Megs Way Port Hadlock, WA 98339 Bill to: David Spayth 20 Megs Way Port Hadlock, WA 98339 IOC TEST PANEL Complete or Selected Inorganics Date Collected: Sample Number: 8/3/2022 010-64602 Sample Location:395 N Bay Way Port Ludlow Sample Composition:Single Source Sample Type:Drinking Water Sampler: Sampler Phone No: 26276 Twelve Trees Ln NW Ste. C Poulsbo, WA 98370 (360) 779-5141 TriggerSDRLDOH #MCL MethodAnalyteResultsUnitsExceeds MCL Analyst Analysis Date Qual.PQL NV 8/6/2022EPA 300.02mg/L38.6Chloride0021 ---250---0.134 NV 8/4/2022EPA 300.00.5mg/LNDNitrate-N0020 ---10---0.0330 Include the original lab number, sample number, and collection date of original sample in either lab or sampler comments section. (State Detection Reporting Limitl) The minimum reportable detection of an analyte as established by the department.. DOH drinking water response level. Systems with compounds detected at concentrations in excess of this level may be required to take additional samples or monitor more frequently. Please contact your DOH drinking water regional office for further information. (Maximum Contaminant Level) If the contaminant amount exceeds the MCL, please contact your regional DOH office to determine follow-up actions. (Not Analyzed) In the results column, indicates this compound was not included in the current analysis. (Not Detected) In the results column, indicates this compound was analyzed and not detected at a level greater than or equal to the SDRL. The compound was not detected in the sample at or above the concentration indicated (usually the lab method reporting limit). milligrams per liter or parts per million. nephelometric turbidity units (a measure of water clarity). Micro ohms per centimeter (a measure of the ability of the water to conduct electricity). One micro ohm per centimeter is equivalent to one micro siemen per centimeter (uS/cm). No existing trigger or MCL value. Secondary MCL (Established for aesthetic purposes, not health based). *Confirmation SDRL: Trigger Level: MCL: NA: ND: < (0.00x): mg/L: NTU: mhos/cm: --: 1: NOTES: Lab Qualifiers Comments: Sample_Number:219646-02 Approved By Angela Kaelin Laboratory Manager This report is issued solely for the use of the person or company to whom it is addressed. Any use, copying or disclosure other than by the intended recipient is unauthorized. If you have received this report in error, please notify the sender immediately at 360-443-7845 and destroy this report promptly. These results relate only to the items tested and the sample(s) as received by the laboratory. This report shall not be reproduced except in full, without prior express written approval by Spectra Laboratories. Page 1 of 1219646-02 RECEIVED BY DCD 10/6/22 RECEIVED BY DCD 10/6/22 RECEIVED BY DCD 10/6/22 1 106 N. Columbia Street Wenatchee, WA 98801 (509)888-8081 August 19, 2022 Mr. David Spayth 25542 Rangewood Rd Laguna Hills, CA 92653 Re: Review of Existing Seawater Intrusion Hydrogeologic Assessment 395 N Bay Way Port Ludlow, WA Project No. 22010 Dear David: American Land and Water Consulting, LLC (American) has prepared this letter to present findings and recommendations from our review of the Seawater Intrusion Hydrogeologic Assessment completed by Aspect Consulting, LLC (Aspect) on behalf of previous owners of the property now owned by David Spayth. Aspect previously submitted its report to Jefferson County to support permitting of a single-family residence supplied by an existing well at 395 N. Bay Way (Parcel No. 976800063) in Jefferson County, Washington (Subject Property). The findings and recommendations presented herein are based on our review of the following: •Aspect’s Seawater Intrusion Hydrogeologic Assessment Report dated January 31, 2014 (Attachment 1) and an identical report dated August 1, 2006; •Jefferson County Code (JCC) Chapter 18.22, Article III, Critical Aquifer Recharge Areas; •Jefferson County Public Health (JCPH) Policy Statements 93-02 and 96-02; •Washington Department of Ecology’s (Ecology) Online Well Log Database (Ecology, 2022); •Regional surficial geologic maps (DNR, 2022) and hydrogeologic reports (Jones et al., 2011); and •Historical aerial imagery of the Subject Property and vicinity. Our review did not include a site visit or confirmation that well construction and siting requirements have been met under WAC 173-160 (Minimum Standards for Construction and Maintenance of Wells). Background Jefferson County has determined that the existing well at the Subject Property (Snider Well, Ecology ID AHL-983) is located within a High-Risk Seawater Intrusion Protection Zone (SIPZ) under the County’s Critical Areas Code, Critical Aquifer Recharge Areas (JCC Chapter 18.22, Article III) because it lies within 1,000 feet of a well (Hanauer Well, No Ecology ID, Well Report ID 45198) having chloride concentrations exceeding 200 milligrams per liter (mg/L). For existing wells meeting requirements of WAC 173-160 (i.e. when no variance is required), JCC 18.22.330(8) requires the applicant to provide a hydrogeologic evaluation of potential impacts from using wells to supply new development within a High Risk SIPZ. The hydrogeologic evaluation must satisfy requirements of JCC 18.22.930(2)(b). It also must demonstrate that proposed use of the well RECEIVED BY DCD 8/30/2022 2 106 N. Columbia Street Wenatchee, WA 98801 (509) 888-8081 will not cause impairment of existing water rights including permit exempt wells and will not be detrimental to the public interest including degradation of aquifer water quality resulting from pumping-induced seawater intrusion. The report documenting a hydrogeologic evaluation is required to be transmitted to JCHD and Ecology for review. Aspect initially submitted a hydrogeologic report, dated August 1, 2006, to Jefferson County on behalf of a previous property owner, Ms. Maggie Lang. This report was entered into the County’s records for the Subject Property. Aspect completed a second report, dated January 31, 2014, on behalf of a subsequent property owner, Ms. Evelyn Dickinson (Attachment 1). These two reports are identical expect for the dates. We could not determine whether the 2014 report was accepted by the County into the record for the Subject Property, or if either report was reviewed by JCHD and Ecology. We understand that a water system consisting of a submersible well pump, flow meter, flow restrictor, and 3,000-gallon storage tank was installed at the Subject Property by a previous owner consistent with recommendations in Aspect’s report. The current owner of the Subject Property, Mr. David Spayth, intends to use the well and water system to supply domestic water for a proposed single-family residence. Summary of the Existing Report Aspect’s report documents findings and recommendations of its hydrogeologic assessment of potential impacts from using Well AHL-983 for domestic use. Aspect’s hydrogeologic assessment consisted of a review of applicable regulations and readily available geologic and hydrologic information and well logs completed in the vicinity of the Subject Property and completion of a low-discharge, step-rate pumping test, and water quality analysis. Aspect conducted the pumping test on May 23, 2006 at discharge rates of 1, 2, and 3 gallons per minute (gpm) over a period lasting approximately 6 hours. Groundwater levels in the pumping well were monitored throughout the test. Water quality monitoring throughout the test consisted of using Hatch test strips to measure chloride concentrations and a meter to measure Specific Conductivity. Water quality samples were collected at the end of each step rate and submitted for laboratory analysis for the aforementioned parameters. Water level drawdown and recovery curves were plotted next to water quality parameters for each discharge step rate to quantify hydraulic properties of the well and aquifer and to analyze impacts of pumping on water quality i.e. seawater intrusion. Conclusions and recommendations for Well AHL-983 from Aspect’s report: • The was drilled to a total depth of 205 feet below ground surface (bgs) and is completed in a water bearing zone of fractured basalt bedrock between 118 and 205 feet bgs, or about 0 to 87 feet below sea level based on ground surface elevation of the wellhead obtained using a GPS; • Static water level in the well was measured at about 83 feet below the top of casing, or about 34 feet above sea level. The well does not appear to be tidally influenced based on relatively constant baseline water levels observed prior to the start of the pumping test; RECEIVED BY DCD 8/30/2022 3 106 N. Columbia Street Wenatchee, WA 98801 (509) 888-8081 • The completion zone within the aquifer is confined. Confining units are likely comprised of massive, unfractured layers of basalt and an overlying layer of clay and gravel; • Groundwater flow is generally northeasterly from an upland recharge region toward Puget Sound. • Numerous wells in the vicinity of the Subject property are also completed in the basalt aquifer; however, few nearby domestic wells are likely pumping from the same fracture zone due to probable lateral discontinuity of the fractures. • The well is low yield. Total drawdown after 6 hours of pumping was about 16 feet resulting in estimates for specific capacity at the well between 0.34 and 0.36 gpm per foot of drawdown; • Estimates of aquifer transmissivity based on drawdown analysis range between 210 and 695 gallons per day (gpd) per foot (gpd/ft) with a geometric mean of approximately 390 gpd/ft (52 ft2/day); • A pumping rate up to 3 gpm was determined to have minimal impact on physical water availability in the aquifer and will not impair existing wells based on a maximum lateral boundary of pumping influence estimated at 99 feet from Well AHL-983. There appears to be no wells within 100 feet of the Well AHL-983; • Chloride concentrations remained stable at background levels (about 40 mg/L) using a pumping at a rate of 1 gpm but became elevated when pumping rates were increased to 2 to 3 gpm; and • A pumping rate of 1 gpm and 400 gpd was recommended to prevent an increase in chloride concentrations observed during the pumping test. Conclusions and Recommendations from Our Review of the Existing Report The following conclusions and recommendations are based on our review of Aspect’s report and other relevant information described in this report: • Aspect’s report appears to meet applicable requirements under JCC 18.22.930(2)(b) and its conclusions are consistent with other hydrogeologic reporting for the area (e.g. Jones et al., 2011); • We concur with the conclusions and recommendations presented by Aspect including maintaining a flow rate of 1 gpm and 400 gpd to provide reasonable assurance that pumping from Well AHL-983 for domestic use will not impair nearby wells or induce seawater intrusion in the aquifer; • Key considerations that we used to reach the above conclusion include: o We identified no evidence that conditions have changed at the Subject Property or its vicinity since Aspect completed its hydrogeologic evaluation in 2006 that would change the conclusions and recommendations presented by Aspect; RECEIVED BY DCD 8/30/2022 4 106 N. Columbia Street Wenatchee, WA 98801 (509) 888-8081 o Aspect observed that a pumping rate of 1 gpm resulted in stable chloride concentrations of about 40 mg/L over, which is within the range for fresh groundwater and background conditions; o A grab sample collected from Well AHL-983 by Mr. Spayth on August 3, 2022 was analyzed for chloride by Sprectra Laboratories of Poulsbo, Washington. Results indicate a chloride concentration of 38.6 mg/L, which is consistent with background chloride concentrations observed during Aspect’s 2006 pumping test; and o The recommended daily withdrawal rate of 400 gallons is within the daily flux of groundwater flowing northeasterly through the aquifer based on estimate aquifer transmissivity of 390 gpd/ft. The recommended daily withdrawal rate is not expected to be sufficient to reverse the natural groundwater gradient over the long- term; • According to Washington Department of Health’s (DOH) Water System Design Manual (DOH, 2019), average daily demand (ADD) for indoor use by a single-family residence if 200 gpd. DOH also recommends planning for a maximum daily demand (MDD) of 1.5 x ADD, or 350 gpd for indoor use. Combined with the existing 3,000-gallon storage tank installed for the water system, the recommended daily withdrawal rate of 400 gallons will be sufficient to meet indoor ADD with a nominal quantity of water available for outdoor use and will be capable of meeting MDD for indoor use; and • We could not verify whether JCHD and Ecology have reviewed Aspect’s report as required under JCC 18.22.330(8). If these reviews were not completed, we recommend the agencies review Aspect’s report in combination with this letter. References Jones, J.L., Welch, W.B., Frans, L.M., and Olsen, T.D., 2011, Hydrogeologic framework, groundwater movement, and water budget in the Chimacum Creek basin and vicinity, Jefferson County, Washington: U.S. Geological Survey Scientific Investigations Report 2011–5129 Washington Department of Ecology (Ecology), 2022, Washington State Well Report Viewer interactive map, online at https://appswr.ecology.wa.gov/wellconstruction/map/WCLSWebMap/default.aspx Washington State Department of Health, 2019, Water System Design Manual, Washington State Department of Health Office of Drinking Water, Olympia, Washington. Washington Department of Natural Resources (DNR) Division of Geology and Earth Resources, 2022, Washington Interactive Geologic Map, online at http://www.dnr.wa.gov/geologyportal. Limitations Work for this project was performed for David Spayth (Client) and this report was prepared consistent with recognized standards of professionals in the same locality and involving similar conditions, at the time the work was performed. No other warranty, expressed or implied, is made RECEIVED BY DCD 8/30/2022 5 106 N. Columbia Street Wenatchee, WA 98801 (509) 888-8081 by American Land and Water Consulting, LLC. The information above is for preliminary, planning- level design and should not be used for final design or construction. We appreciate the opportunity to work with you. If you have any questions, please contact Bill Sullivan at (509) 699-0682 or Bill@AmericanLW.com. Sincerely, Bill Sullivan, LHG, CWRE (No. 008) Principal Hydrogeologist Bill@AmericanLW.com (509) 699-0682 Attachments: 1. Seawater Intrusion Hydrogeologic Assessment, Aspect Consulting, January 31, 2014 RECEIVED BY DCD 8/30/2022 Attachment 1 RECEIVED BY DCD 8/30/2022 earth +water Aspect Consulting, LLC 350 Madison Avenue N. Bainbridge Island, WA 98110 206.780.9370 www.aspectconsulting.com January 31, 2014 Evelyn Dickinson 1812 19th Avenue, Apt. 307 Seattle, Washington 98122-7518 Re: Seawater Intrusion Hydrogeologic Assessment Project No. 060115-001-01 Dear Mrs. Dickinson: This letter-report presents a hydrogeologic assessment of a domestic water supply well (Snider well) located at 395 North Bay Way, near Port Hadlock, Washington. It is our understanding that the domestic water supply well is located within a 1,000-foot radius of a well designated as a High Risk Seawater Intrusion Protection Zone (SIPZ), as classified by Jefferson County. The Jefferson County Department of Community Development requires that a hydrogeologic assessment be submitted as part of the building permit application process for proof of potable water due to the location of the well within the High Risk SIPZ. In preparing this hydrogeologic assessment, we have conducted a low discharge pump test, performed water quality sampling and reviewed the following material on which we base our findings and conclusions: Water Well Reports on file with the Washington Department of Ecology (Ecology) and the Jefferson County Well Database. On-site low discharge pump test data. On-site well water quality data, including both chloride levels and specific conductivity. Jefferson County Unified Development Code. Property Location Maps, Topographic Maps. Jefferson County Coastal Seawater Intrusion Policy and Ordinance. Geologic Map of Eastern Jefferson County. WRIA 17 report on Groundwater Quality Data Summary for Water Resources Inventory Area 17. Ecology Water Right Application Tracking System (WRATS) database. Project Description The Snider well is located on a partially developed property near Puget Sound, approximately 5 miles south of Port Hadlock, Washington. Figure 1 is a site location and parcel map that shows the layout of the Snider property (Parcel Number: 976800063) relative to surrounding parcels. Review of Figure 1, derived from the United States Geological Survey 1:24000 Port Ludlow topographic map, indicates that the Snider well is approximately 625 feet (ft) from the shoreline at an approximate elevation of 118 ft above mean sea level (MSL). The location of the Snider well was obtained with a Global Positioning System (GPS) unit on May 23, 2006. RECEIVED BY DCD 8/30/2022 Mrs. Evelyn Dickinson January 31, 2014 Project No. 060115-001-01 Initial water quality testing of the Snider well indicated a chloride concentration of 31.1 milligrams per liter (mg/l) on July 25, 2004 and 69.6 mg/l on April 25, 2006. Jefferson County has established a High Risk SIPZ in the vicinity of the Lee Hanauer properties (Parcel Numbers: 921292003 and 921292004). A High Risk SIPZ extends in a 1,000-foot radius from any individual well that exhibits a chloride reading of 200 mg/l or greater. The Snider well lies within the established High Risk SIPZ and therefore requires the development of a hydrogeologic assessment per the Jefferson County Unified Development Code. Hydrogeologic Assessment Well Log Information Water Well Reports on file with Ecology were obtained and reviewed for wells which are completed in the same section as the Snider well (T29N/R01E-29). A summary of well completion data contained in the well reports is presented in Table 1. Well reports for the Snider and Hanauer wells are provided in Attachment 1. The Snider water supply well was installed on July 7, 2004 by Mel Williams Drilling of Sequim, Washington. The 6-inch-diameter well was completed to a depth of 205 ft below ground surface (bgs), with a 4.5-inch-diameter PVC liner extending from 8 ft bgs to the bottom of the well. The well has a casing stick-up of 1.07 ft, measured from the ground surface to the top of casing, and the pump was set at approximately 120 ft below the top of casing (btoc), according to personnel from Bayview Pumps. The Snider well produces water primarily from a basalt aquifer between 118 and 205 ft bgs (between 0 and -87 ft MSL). It is assumed the water-bearing zones of the basalt aquifer are associated with fractures within the basalt. These water-bearing zones are likely confined by zones of massive, unfractured basalt. A brown, clay, and gravel layer listed on the well report from 0 to 34 ft bgs also likely provides additional confinement of the basalt aquifer. A static water level of 83 ft btoc (33.93 ft MSL) was recorded for the well on July 7, 2004. An initial 2-hour pump test performed by Bayview Pumps at a rate of 5 gallons per minute (gpm) produced approximately 30 ft of drawdown in the well. These results indicate the well is not highly productive and has a specific capacity of 0.17 gpm/ft. Based on a geologic map of eastern Jefferson County published on the Jefferson County website (http://www.co.jefferson.wa.us/idms/pdfs/geo_ec.pdf), the most prominent geologic unit exposed at the surface in the vicinity of the Snider well is Vashon Lodgement Till (Vlt). In addition, an older Mudstone, Siltstone and Shale unit (Ts) can be found along the shoreline of Oak Bay near the Snider well. Based on the materials described in the Snider well report, the well is likely completed in Tertiary Basalt (Tb). Table 1 indicates that numerous wells in the vicinity of the Snider well are completed in Tertiary Basalt with specific capacities ranging between 0.01 and 0.39 gpm/ft. The Ecology well report database lists two wells owned by Chip and Lee Hanauer (Parcel Numbers: 921292003 and 921292004) in the vicinity of the Snider property which likely resulted in the High Risk SIPZ designation by Jefferson County. The first well is listed as being owned by Chip Hanauer and was completed at a depth of 176 ft bgs on June 4, 1993. Page 2 RECEIVED BY DCD 8/30/2022 Mrs. Evelyn Dickinson January 31, 2014 Project No. 060115-001-01 The well is perforated from 56 to 176 ft bgs and produces water from sequences of grayish- green basalt and gray shale. Water quality testing of the well after installation indicated chloride concentrations ranging between 250 and 400 mg/l. The second well is listed as being owned by Lee Hanauer and was dug to a depth of 14.8 ft bgs. The well report indicates that the well was abandoned on July 25, 2003. These well reports are provided in Attachment 1. Lateral continuity of the water-bearing basalt zones in the vicinity of the Snider well is unknown; however, it is assumed that the fractures are relatively discontinuous. Therefore, it is likely that relatively few of the domestic water supply wells in the vicinity of the Snider well are producing water from the same fractured basalt zone. Groundwater Elevation Groundwater flows from areas of high head (elevation) to areas of low head. Based on topography, groundwater in the vicinity of the Snider well is assumed to be flowing in a northeasterly direction and discharging into Puget Sound. Static groundwater level data collected at the time of well completion indicated a groundwater level of 83 ft btoc (33.93 ft MSL). A static groundwater level of 81.89 ft btoc (35.04 ft MSL) was measured prior to the pump test on May 23, 2006. These measurements indicate a relatively stable depth to water in the vicinity of the Snider well. In addition, baseline groundwater level measurements recorded prior to the pump test also indicated a relatively stable groundwater level, thus indicating that the well is not tidally influenced. Based on the static water level data, approximately 37 to 38 ft of groundwater drawdown is currently available within the well. Low Discharge Pump Test Data A low discharge pump test was conducted at the Snider well on May 23, 2006 by Aspect Consulting, LLC. The existing well pump was used to conduct the test and Bayview Pumps was contracted to install a temporary flowmeter to measure the pumping rate during the test and ensure that the electrical generator system powering the pump was functioning properly. A low discharge flow rate of 3 gpm or less was identified as a pumping rate which would have minimal impact on the aquifer and is in accordance with the voluntary requirements of water conservation measures recommended by Jefferson County for wells completed in SIPZ’s. The well was pumped at variable flow rates (steps) of 1.0 gpm, 2.0 gpm, and 3.0 gpm for a total pumping period of 371 minutes (approximately 6 hours). Groundwater level drawdown measurements, discharge measurements, and conductivity measurements were recorded throughout the test. In addition, Hach test strips were used to measure chloride concentrations during the test. Water quality samples were collected at the end of each pumping period and submitted for laboratory analysis (see further description on water quality results below). Attachment 2 contains water level, pump rate, and water quality parameters measured during the pump test. A graphical plot of the pump test data showing drawdown at different pumping rates as well as conductivity readings and chloride concentrations for the duration of the test is shown on Figure 2. As Figure 2 demonstrates, baseline groundwater level data was relatively constant prior to the start of the pump test. Therefore, it is assumed that the Snider well is not tidally influenced and no corrections of the pump test data are required to account for tidal influences. Based on Figure 2, a total drawdown of 15.9 ft was observed during the entirety of the pump test and the Page 3 RECEIVED BY DCD 8/30/2022 Mrs. Evelyn Dickinson January 31, 2014 Project No. 060115-001-01 following groundwater level drawdowns and respective specific capacities were observed for each of the variable pumping rates: Pumping Rate (gpm) Drawdown (ft) Specific Capacity (gpm/ft) 1.0 2.9 0.34 2.0 4.7 0.43 3.0 8.3 0.36 Low Discharge Pump Test Analyses Transmissivity is the quantitative measure of an aquifer’s ability to transmit water and can be determined for various pumping rates of the low discharge pump test based on the Cooper- Jacob Straight-Line Method (Driscoll, 1986): T = 264Q/Δs’ Where: T = Transmissivity (gpd/ft) Q = Discharge (gpm) Δs’ = Change in residual drawdown over one log cycle (ft) Figures 3, 4, and 5 present the transmissivity calculations for the various flow rates of the pump test conducted on May 23, 2006. The transmissivity of the Snider well basalt aquifer was determined to range between 210 and 695 gpd/ft with a geometric mean of approximately 390 gpd/ft. The transmissivity calculations indicate that the basalt aquifer tapped by the Snider well is not highly productive, but should be capable of sustaining a 3.0 gpm pumping rate with only a moderate amount of drawdown. Based on information obtained during well testing, a distance to the seaward or downgradient stagnation point (area in the groundwater flow field at which groundwater is not moving towards the well) can be calculated from the following equation (EPA, 1993): Kbi QXLπ2−= Where: XL = Downgradient distance to stagnation point (ft) Q = Pumping rate (ft3/sec) K = Hydraulic conductivity (ft/sec) = Transmissivity / Aquifer thickness b = Aquifer thickness (ft) i = Groundwater gradient (unitless) = Groundwater height above sea level / distance to shoreline from well. Likewise, the lateral boundary of the pumping influence of the Snider well (or lateral extent at which groundwater enters the well) can be estimated by the following equation (EPA, 1993): Page 4 RECEIVED BY DCD 8/30/2022 Mrs. Evelyn Dickinson January 31, 2014 Project No. 060115-001-01 Kbi QYL2±= Where: YL = Lateral boundary (ft) The results of these analyses, assuming an aquifer transmissivity of 390 gpd/ft, an aquifer thickness of 87 ft and a groundwater gradient of 0.056 are summarized in the following table: Rate (gpm) XL (ft) YL (ft) 3 31.4 98.7 2 20.9 65.8 1 10.5 32.9 This analysis suggests that pumping the Snider well at a rate of 3.0 gpm will withdraw groundwater at a distance of approximately 99 ft from the well on the downgradient or seaward side and at a 31-foot lateral distance. According to the GPS well location and parcel map (Figure 1), this analysis suggests that at a pumping rate of 3.0 gpm, the area of groundwater contributing to the well is contained within the Snider parcel and should not interfere or impair nearby existing wells. Based on available water well reports and water right certificates (Table 1), there appears to be no domestic water supply wells within the area of contribution that would be affected by withdrawals from the Snider well under low (3 gpm or less) pumping rates. Water Quality Data Seawater intrusion can be evaluated by collecting water quality data at a well and performing measurements of chloride concentrations. Groundwater aquifers in direct hydraulic continuity to the sea will typically contain both freshwater and seawater. Freshwater, which has a lower density than seawater, will float on top of the denser seawater. A mixing zone between the freshwater and seawater occurs as a result of hydrodynamic dispersion. This mixing zone typically separates natural background freshwater (chloride levels typically <50 parts per million [ppm] or milligrams per liter [mg/l]) from seawater (chloride levels on the order of 19,000 mg/l) (Pacific Groundwater Group & Parametrix, 2000). Jefferson County has defined the following three categories of SIPZ’s: Coastal SIPZ – All islands and land area within ¼-mile of marine shorelines and associated aquifers; At Risk SIPZ – Areas within 1,000 feet of a groundwater source with a history of chloride analyses between 100 mg/l and 200 mg/l; High Risk SIPZ – Areas within 1,000 feet of a groundwater source with a history of chloride analyses over 200 mg/l. Chloride concentrations and specific conductivity data were collected in the field during the pump test on May 23, 2006 and from groundwater samples which were also collected during the pump test and submitted for laboratory analysis. Specific conductivity is a measure of the ability of water to conduct electricity and is measured in units of micro-Siemens per centimeter (µS/cm). Specific conductivity can be easily measured with field monitoring equipment and Page 5 RECEIVED BY DCD 8/30/2022 Mrs. Evelyn Dickinson January 31, 2014 Project No. 060115-001-01 provides a good field tool for evaluating the relative level of dissolved compounds, such as chloride, in groundwater. The data (Figure 2) show that initially water from the Snider well had a specific conductivity of 880 µS/cm, which can likely be attributed to the long period of time since the well had been previously pumped. As pumping progressed at a rate of 1.0 gpm, specific conductivity values decreased to approximately 420 µS/cm before slowly increasing to approximately 480 µS/cm and remaining relatively constant during the remainder of the 1.0 gpm step. At a pumping rate of 2.0 gpm, specific conductivity values slowly increased from 480 µS/cm to approximately 700 µS/cm. Although the rate at which specific conductivity values increased during the 2.0 gpm step decreased slightly as the test progressed, specific conductivity values did not stabilize at the end of the 2.0 gpm step as observed at the end of the 1.0 gpm step. At a pumping rate of 3.0 gpm specific conductivity values increased at a fairly linear rate from 700 µS/cm to approximately 880 µS/cm. Chloride concentrations also displayed a similar trend to specific conductivity measurements. Chloride concentrations were measured during the pump test using Hach test strips and were found to range from less than 28 mg/l to approximately 200 mg/l. At the end of the 1.0 gpm step, chloride concentrations remained relatively stable at approximately 40 mg/l. However, chloride concentrations increased to approximately 120 mg/l at the end of the 2.0 gpm step and to approximately 200 mg/l at the end of the 3.0 gpm step. Groundwater samples were collected on May 23, 2006 at the end of each step of the low discharge pump test and submitted to Twiss Analytical for analysis. A total of 736 gallons of water was pumped from the Snider well during the test. Chloride and specific conductivity levels analyzed by Twiss Analytical are summarized in the following table. Discharge Rate (gallons per minute, gpm) Elapsed Time (minutes) Sample Date Specific Conductivity (µS/cm) Chloride (mg/l) 1.0 110 5/23/06 478 39.2 2.0 229 5/23/06 697 119 3.0 367 5/23/06 887 191 All water quality samples collected for this investigation were analyzed by Twiss Analytical, a Washington state certified laboratory located in Poulsbo, Washington. The water quality reports are presented in Attachment 3. The results of the laboratory analyses are consistent with the chloride concentrations and specific conductivity values measured in the field (Figure 2). Results from the water quality analyses indicate that chloride concentrations of groundwater from the Snider well are below the United States Environmental Protection Agency Secondary Maximum Contaminant Level (SMCL) of 250 mg/l and are relatively stable when the well is pumped at a rate of 1.0 gpm. However, pumping the Snider well at rates of 2.0 and 3.0 gpm results in an increase of chloride concentrations to 119 and 191 mg/l, respectively. Therefore, it is recommend that the Snider well be pumped at a rate of not more than 1.0 gpm in order to prevent an increase in chloride concentrations similar to that observed during the step test Page 6 RECEIVED BY DCD 8/30/2022 Mrs. Evelyn Dickinson January 31, 2014 Project No. 060115-001-01 performed on May 23, 2006. Pumping at a rate of 2.0 gpm would be feasible, but would likely result in an overall increase in the chloride concentration of groundwater from the Snider Well. Unified Development Code Requirements The following table lists mandatory requirements associated with High Risk SIPZ’s as well as specific requirements for all development proposals within 0.25 miles of any marine shoreline. Jefferson County Unified Development Code (UDC) Requirement Description UDC Section Reference Stormwater Disposal All new developments within 0.25 miles of any marine shoreline are required to infiltrate all stormwater onsite to help prevent seawater from intruding landward into aquifers. Chapter 18.15 – Land Use Districts 18.15.255 Protection Standards, Article VI-E Critical Aquifer Recharge Areas (2)(a) Stormwater Disposal High Risk SIPZ Mandatory Actions 1)Water conservation measures (See Attachment 4) 2)Submittal of chloride concentration with building permit application 3)Installation of a source-totalizing meter (flow) 4)On-going well monitoring for chloride concentration 5)Submittal of data to county Chapter 18.15 – Land Use Districts 18.15.255 Protection Standards, Article VI-E Critical Aquifer Recharge Areas, (9) Well Drilling, Land Division, and Building Permits in Seawater Intrusion Protection Zones, (d)(iii) High Risk SIPZ Conclusions The following conclusions are developed based on a review of the available hydrogeologic data: 1.The Snider well is completed at a depth of 205 ft bgs in a confined, water-bearing basalt aquifer which does not appear to be tidally influenced. 2.The pump test data indicates that the Snider well is capable of sustaining a pumping rate of 3.0 gpm with a moderate amount of drawdown. At 3.0 gpm, the downgradient radius of influence would not extend to the sea and the lateral boundary of influence would not affect existing wells in the area. Pumping should not exceed a discharge of 3.0 gpm and only 400 gallons per day or less should be pumped as recommended in the attached Water Conservation Measure list developed by the county (Attachment 4). If more than 400 gallons per day of water usage is expected, it is advised that a water system design incorporating a storage tank system is considered. 3.Although the Snider well is capable of sustaining a pumping rate of 3.0 gpm, it is recommended based on water quality analyses that the well be pumped at no more than 1.0 Page 7 RECEIVED BY DCD 8/30/2022 Mrs. Evelyn Dickinson January 31, 2014 Project No. 060115-001-01 gpm. Pumping at a rate of 1.0 gpm would prevent a likely increase in chloride concentrations associated with higher pumping rates (2.0 and 3.0 gpm) as observed during the step test performed on May 23, 2006. 4.The High Risk SIPZ designation requires: a.The use of water conservation measures outlined in Attachment 4. b.Submittal of chloride concentration with building permit application. c.Installation of totalizing flow meter to record the volume of water pumped from the well. d.On-going well monitoring for chloride concentration. e.Submittal of flow and chloride data to the county per monitoring program. 5.All stormwater is required to be infiltrated on-site. It is recommended that the infiltration should be directed in an area between the well and the sea, which will further protect the aquifer from seawater intrusion. Based on the data available for review, it appears that there is reasonable assurance that pumping the Snider well under low discharge rates will not cause impairment to existing wells in the surrounding area. Implementation of water conservation measures and stormwater infiltration will provide additional measures of protection in the prevention of the further advancement of seawater intrusion. References Driscoll, F.G., 1986, Groundwater and Wells (2nd Edition), St. Paul, Minnesota, Johnson Screens, p. 252 – 257. Environmental Protection Agency, February 1993, Wellhead Protection: A Guide for Small Communities, EPA/625/R-93/002. Jefferson County Ordinance No. 06-0609-03, June 9, 2003. Jefferson County Unified Development Code, Chapter 18.15, Land Use Districts. Jefferson County Web Page, Geology Map; Eastern Jefferson County, http://www.co.jefferson.wa.us/idms/pdfs/geo_ec.pdf, 2/21/95. Pacific Groundwater Group and Parametrix, Inc., June 2000, Groundwater Quality Data Summary for Water Resources Inventory Area 17, prepared for Water Resources Inventory Area 17 Planning Unit. Page 8 RECEIVED BY DCD 8/30/2022 RECEIVED BY DCD 8/30/2022 W :\060115 S nider W ell\U pdated 2014 R eport\W ell R ecords Table 1 - Well Records Vicinity of Snider Well (T29N/R1E-29) Snider Pump Test Port Hadlock, WA Page 1 of 2 Town N Range E Section Qtr Section Qtr-Qtr Section Original Owner Jefferson County Parcel Number Proposed Use Drilled Depth (ft) Completed Depth (ft) Diameter (in) Open From (ft) Open To (ft) Static Water Level (ft TOC) Yield (gal/min) Drawdown (ft) Specific Capacity (gpm/ft) Completion Date Producing Unit Document Number Date Source Quantitiy (gpm)Data Source 29 1 29 --ANN WILBERT -Domestic 118 118 6 30 118 41 1 75 0.013 8/25/1987 Basalt ----Ecology & Jefferson Co 29 1 29 --JAMES OTT -Domestic 105 105 6 17 105 29.5 4 --9/1/1993 Basalt ----Ecology 29 1 29 --JIM GEORHEARD -Domestic 57 57 6 38 2 --7/3/1984 Basalt ----Ecology & Jefferson Co 29 1 29 --LOUIS STORKEN -Domestic 245 245 6 --50 5 185 0.027 3/20/1981 Basalt ----Ecology & Jefferson Co 29 1 29 --MELVIN SANDEN -Domestic 130 130 6 --31 7 92 0.076 8/18/1978 Sandstone & Basalt ----Ecology & Jefferson Co 29 1 29 --OAK BAY ASS. N.-Municipal 200 164 6 95 160 60 1.5 36.5 0.041 5/7/1982 Sandstone, Shale & Basalt ----Ecology & Jefferson Co 29 1 29 --SYLVIA REVELLE 976800014 Domestic 108 108 6 88 108 45 15 55 0.273 9/2/1987 Basalt ----Ecology & Jefferson Co 29 1 29 --TOM PAULSON -Domestic 105 105 6 85 105 59 6 38 0.158 11/14/1988 Shale & Basalt ----Ecology & Jefferson Co 29 1 29 --TOM PAULSON 976800011 Domestic 108 108 6 88 108 59 12 50 0.240 8/1/1991 Basalt ----Ecology & Jefferson Co 29 1 29 --TONY GODENHEIMER -Domestic 162 162 6 ---50 --5/17/1991 Sandstone & Basalt ----Ecology 29 1 29 --TRUDY BOLITKER 976800073 Domestic 150 150 6 --21 50 129 0.388 7/14/1986 Sandstone & Basalt ----Ecology & Jefferson Co 29 1 29 E SE STORKEN 921294005 Domestic 56 56 6 --18 ---10/4/1999 ----Jefferson Co 29 1 29 NE SE JIM CLAWSON -Domestic 100 100 6 50 4 46 0.087 12/31/1991 Sandstone ----Ecology 29 1 29 NE SW MRS. BOB WILLIAMS -Domestic 99 101 6 79 99 33 5 52 0.096 11/14/1988 Conglomerate & Sandstone ----Ecology & Jefferson Co 29 1 29 NW NW CHIP HANAVER -Domestic 176 176 6 56 176 19.25 2.5 --6/4/1993 Shale & Basalt ----Ecology 29 1 29 NW NW DICK CLOUDY -Domestic 105 105 6 65 105 55 1 48 0.021 8/12/1993 Shale ----Ecology 29 1 29 NW NW DICK CLOUDY -Domestic 59 59 6 45 59 20 10 34 0.294 8/15/1993 Sandstone ----Ecology 29 1 29 NW NW GENE HANSON -Domestic 114 114 6 94 114 45 3 63 0.048 12/28/1993 Sandstone ----Ecology 29 1 29 NW NW GEORGE DEERING 921292016 Domestic 196 196 6 178 196 54 6 180 0.033 4/1/1994 Sandstone ----Ecology & Jefferson Co 29 1 29 NW NW HAROLD GITT -Domestic 87 87 6 --32 5 --10/16/1985 Sandstone & Basalt ----Ecology & Jefferson Co 29 1 29 NW NW HAROLD GITT -Domestic 33 120 6 80 120 37 20 65 0.308 8/9/1993 Sandstone ----Ecology 29 1 29 NW NW JOHN ASANARA -Domestic 39 39 6 34 39 10 15 10 1.500 7/15/1972 Gravel & Sand ----Ecology & Jefferson Co 29 1 29 NW NW OAK BAY HOME OWNERS ASSOC 921292035 Municipal 82 82 6 62 82 55 2.5 20 0.125 12/15/2005 Sandstone ----Ecology 29 1 29 NW NW OAK BAY WATER -Municipal 160 160 6 140 160 44 1 114 0.009 8/8/1992 Basalt ----Ecology 29 1 29 NW NW OAK BAY WATER -Municipal 28 28 6 14 18 9 12 9 1.333 8/10/1992 Clay, Sand & Gravel ----Ecology 29 1 29 NW NW OAK BAY WATER -Municipal 90 90 6 50 90 40 2 53 0.038 8/13/1992 Sandstone ----Ecology 29 1 29 NW NW RICHARD GITT 921292055 Domestic 83 83 6 45 83 25 5 50 0.100 12/14/1994 Sandstone ----Ecology & Jefferson Co 29 1 29 NW NW RICK GITT 921292053 Domestic 160 142 6 54 0.75 140 0.005 10/24/2000 Clay, Sandstone & Basalt ----Ecology & Jefferson Co Location ID Well Information Well Productivity Water Rights RECEIVED BY DCD 8/30/2022 W :\060115 S nider W ell\U pdated 2014 R eport\W ell R ecords Table 1 - Well Records Vicinity of Snider Well (T29N/R1E-29) Snider Pump Test Port Hadlock, WA Page 2 of 2 Town N Range E Section Qtr Section Qtr-Qtr Section Original Owner Jefferson County Parcel Number Proposed Use Drilled Depth (ft) Completed Depth (ft) Diameter (in) Open From (ft) Open To (ft) Static Water Level (ft TOC) Yield (gal/min) Drawdown (ft) Specific Capacity (gpm/ft) Completion Date Producing Unit Document Number Date Source Quantitiy (gpm)Data Source Location ID Well Information Well Productivity Water Rights 29 1 29 NW SE JIM LEVERETT 976800003 Domestic 124 100 6 30 100 29.8 2.5 50 0.050 7/26/1996 Sandstone ----Ecology & Jefferson Co 29 1 29 NW SE LEE HANAUER 921292004 Domestic 14.83 14.83 72 ------7/25/2003 Abandoned ----Ecology 29 1 29 NW SW JEFF PETERS -Domestic 58 58 6 --8 5 60 0.083 9/30/1992 Sandstone ----Ecology 29 1 29 NW SW JEFF PETERS 921292069 Domestic 234 234 6 214 234 164 7 60 0.117 12/22/1997 Shale ----Ecology & Jefferson Co 29 1 29 NW SW KELLY SNIDER 976800063 Domestic 205 205 6 --83 4 --7/7/2004 Sandstone & Basalt ----Ecology 29 1 29 SE NW JEFF PETERS 976800053 Domestic 204 204 6 --56 12 --12/23/2003 Basalt ----Ecology 29 1 29 SE SE AYLA HIGGINS 921294008 Domestic 224 224 6 --26 25 --12/6/2004 Basalt ----Ecology 29 1 29 SE SE DONN ALEXANANDER 921294009 Domestic 164 164 6 56 144 20 6 135 0.044 8/22/1988 Shale & Basalt ----Ecology & Jefferson Co 29 1 29 SE SE IRENE STORKEN -Domestic 63 63 6 16 61 18 ---10/6/1999 Abandoned ----Ecology 29 1 29 SE SE RAY NOVAK 976800004 Domestic 87 87 6 77 87 30 3.25 44 0.074 10/9/1996 Sandstone ----Ecology & Jefferson Co 29 1 29 SE SW BRIAN KILLMER 976800035 Domestic 85 85 6 65 85 14 7 62 0.113 8/27/1997 Basalt ----Ecology & Jefferson Co 29 1 29 SE SW GEORGE LESLIE -Domestic 133 134 6 --15 ---3/30/1987 Basalt ----Ecology 29 1 29 SE JAMES BEEBE -Domestic 224 224 6 194 224 18 5 91 0.055 9/21/2005 Basalt ----Ecology 29 1 29 SE JIM BEEBE 976800041 Domestic 145 145 6 125 145 18 0.6 120 0.005 10/5/2004 Basalt ----Ecology 29 1 29 SW NE GENE HANSEN -Domestic 150 150 6 130 150 70 4 70 0.057 10/31/1991 Basalt ----Ecology 29 1 29 SW NE JOHN DALE -Domestic 80 80 6 60 80 19 3.5 --8/23/1991 Sandstone ----Ecology 29 1 29 SW NE MIKE PETERS 976800051 Domestic 67 67 6 47 67 11 2.5 52 0.048 10/10/1992 Basalt ----Ecology & Jefferson Co 29 1 29 SW NE MORRIS SMITH -Domestic 88 88 6 68 88 20 3 65 0.046 7/25/1992 Basalt ----Ecology 29 1 29 SW SE ART JONES 976800056 Domestic 111 111 6 101 111 66 8 34 0.235 11/8/1998 Basalt ----Ecology & Jefferson Co 29 1 29 SW SE DAVE WOODRUFF 976800038 Domestic 103 103 6 60 103 34 6 64 0.094 3/9/1988 Basalt G2-003115CL ---Ecology, Jefferson Co, 2005 WRATS 29 1 29 SW SE GARY GRISWALD 995700001 Domestic 118 118 6 --18 10 90 0.111 10/4/1995 Basalt ----Ecology & Jefferson Co 29 1 29 SW SE JIM COOK 976800036 Domestic 104 104 6 84 104 34 8 55 0.145 9/2/1996 Basalt ----Ecology & Jefferson Co RECEIVED BY DCD 8/30/2022 !. 976800066 976800063 976800001 976800002 921292001 976800061 976800062 976800060 976800073 976800059 976800004 976800003 976800005 921292002 976800006 976800007 976800058 976800009 921292003 921292005 921292067 976800064 976800073 976800080 976800008 921292004921292045921292047 921292041 921292046 921292043921292042 921292003 921292005 976800057 µ PROJECT NO. FIGURE NO. DATE: DESIGNED BY: DRAWN BY: REVISED BY: 060115 1 June 2006 ACM ACM ACM 0 150 300Feet !.Snider well Parcels T: \ P r o j e c t s _ 8 \ Site Location MapSnider Hydrogeologic AssessmentPort Hadlock, WA RECEIVED BY DCD 8/30/2022 W :\060115 S nider W ell\U pdated 2014 R eport\P um p Test Snider Well Step Test Data Snider Pump Test Port Hadlock, WA Figure 2 0 200 400 600 800 1000 1200 1400 1600 1800 2000-2 0 2 4 6 8 10 12 14 16 18 -50 0 50 100 150 200 250 300 350 400 450 Ch l o r i d e C o n c e n t r a t i o n ( m g / l ) ; S p e c i f i c C o n d u c t i v i t y ( u S / c m ) ; B a r o m e t r i c Pr e s s u r e ( m B ) Dr a w d o w n ( f t ) Elapsed Time (min) Water Level Data Barometric Pressure Specific Conductivity (uS/cm) - Field Specific Conductivity (uS/cm) - Lab Chloride Concentration (mg/l) - Field Chloride Concentration (mg/l) - Lab Ba s e l i n e D a t a 3 gpm Step 1 gpm Step 2 gpm Step Re c o v e r y D a t a RECEIVED BY DCD 8/30/2022 W :\060115 S nider W ell\U pdated 2014 R eport\P um p Test Drawdown and Transmissivity Calculation (1.0 gpm Step) Snider Pump Test Port Hadlock, WA Figure 3 0 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 100 1000 Dr a w d o w n ( f t ) Elapsed Time (min) Water Level Data Transmissivity CalculationAverage Pumping Rate = 0.92 gpm ftgpds QT /69538.0 )0.1(264 ' 264 ==∆= RECEIVED BY DCD 8/30/2022 W :\060115 S nider W ell\U pdated 2014 R eport\P um p Test Drawdown and Transmissivity Calculation (2.0 gpm Step) Snider Pump Test Port Hadlock, WA Figure 4 0 1 2 3 4 5 6 7 8 9 10 0.1 1 10 100 1000 Dr a w d o w n ( f t ) Elapsed Time (min) Water Level Data Transmissivity Calculation Average Pumping Rate = 1.93 gpm ftgpds QT /21051.2 )0.2(264 ' 264 ==∆= RECEIVED BY DCD 8/30/2022 W :\060115 S nider W ell\U pdated 2014 R eport\P um p Test Drawdown and Transmissivity Calculation (3.0 gpm Step) Snider Pump Test Port Hadlock, WA Figure 5 0 2 4 6 8 10 12 14 16 18 0.1 1 10 100 1000 Dr a w d o w n ( f t ) Elapsed Time (min) Water Level Data Transmissivity Calculation Average Pumping Rate = 2.93 gpm ftgpds QT /40297.1 )0.3(264 ' 264 ==∆= RECEIVED BY DCD 8/30/2022 ATTACHMENT 1 Water Well Reports RECEIVED BY DCD 8/30/2022 RECEIVED BY DCD 8/30/2022 RECEIVED BY DCD 8/30/2022 RECEIVED BY DCD 8/30/2022 ATTACHMENT 2 Pump Test Data RECEIVED BY DCD 8/30/2022 W:\060115 Snider Well\Field Data Reports Page 1 of 5 179 Madrone Lane North 811 First Avenue, Suite 480 Bainbridge Island, Washington 98110 Seattle, Washington 98104 (206) 780-9370 (206) 328-7443 Project:Snider Pump Test Project No.: 060115-001-01 Date:5/23/06 Pumping well:Snider Well Well water level data collected from:TOC - North Edge Water level measuring point:TOC - 1.07 ft AGS Depth to initial static water level in feet:81.89 Clock Time Elapsed Time in Minutes Depth to Water in Feet Drawdown below Initial SWL in Feet Pumping Rate - Flowmeter (gpm) Pumping Rate - Voumetric (gpm) Conductivity (uS/cm) Cl (mg/l)Comments 5/23/06 7:43:00 -37.9 81.88 5/23/06 7:53:20 -27.6 Started logging. 5/23/06 8:00:00 -20.9 81.89 P-ducer set at 35.9909 5/23/06 8:10:00 -10.9 81.89 5/23/06 8:15:00 -5.9 81.9 0 5/23/06 8:21:00 0.1 Started Pump Test 5/23/06 8:21:30 0.6 0.97 5/23/06 8:23:10 2.2 1.04 5/23/06 8:23:50 2.9 0.93 869 173 5/23/06 8:26:30 5.6 83.96 2.06 5/23/06 8:28:00 7.1 0.71 Adjusted Flow 5/23/06 8:29:00 8.1 0.91 5/23/06 8:31:55 11.0 84.1 2.2 5/23/06 8:35:40 14.7 0.91 467.3 36 5/23/06 8:37:00 16.1 84.31 2.41 5/23/06 8:41:45 20.8 0.9 5/23/06 8:42:30 21.6 84.43 2.53 0.88 5/23/06 8:48:00 27.1 0.9 448.2 28 5/23/06 8:50:10 29.2 84.52 2.62 5/23/06 8:55:05 34.2 0.9 5/23/06 8:56:20 35.4 84.56 2.66 5/23/06 8:57:30 36.6 0.91 435.7 < 28 5/23/06 9:00:00 39.1 0.9 0.97 5/23/06 9:02:20 41.4 84.59 2.69 0.89 5/23/06 9:09:10 48.2 424.2 < 28 5/23/06 9:17:20 56.4 84.65 2.75 0.89 5/23/06 9:19:30 58.6 0.89 424.9 Notes: Elapsed time and drawdown are based on a starting time of 5/23/06 8:20:55; the time at which the pump test was started. Pressure transducer water level data was used for all plots and analyses. PUMPING TEST DATA RECEIVED BY DCD 8/30/2022 W:\060115 Snider Well\Field Data Reports Page 2 of 5 179 Madrone Lane North 811 First Avenue, Suite 480 Bainbridge Island, Washington 98110 Seattle, Washington 98104 (206) 780-9370 (206) 328-7443 Project:Snider Pump Test Project No.: 060115-001-01 Date:5/23/06 Pumping well:Snider Well Well water level data collected from:TOC - North Edge Water level measuring point:TOC - 1.07 ft AGS Depth to initial static water level in feet:81.89 Clock Time Elapsed Time in Minutes Depth to Water in Feet Drawdown below Initial SWL in Feet Pumping Rate - Flowmeter (gpm) Pumping Rate - Voumetric (gpm) Conductivity (uS/cm) Cl (mg/l)Comments 5/23/06 9:28:20 67.4 84.67 2.77 0.89 434.1 5/23/06 9:44:10 83.2 0.9 451.4 28 5/23/06 9:46:00 85.1 84.72 2.82 5/23/06 9:51:15 90.3 0.83 0.76 5/23/06 9:54:05 93.2 0.82 463.9 28 5/23/06 10:00:05 99.2 0.89 468.8 Adjusted Flow 5/23/06 10:09:30 108.6 470.3 36 5/23/06 10:10:30 109.6 Collected Snider1 Sample 5/23/06 10:14:15 113.3 84.57 2.67 5/23/06 10:17:00 116.1 0.95 471.9 36 5/23/06 10:21:00 120.1 1.99 Started 2 gpm Step (Totalizer = 110 gal) 5/23/06 10:25:15 124.3 2.04 5/23/06 10:26:40 125.7 87.4 5.5 2.01 5/23/06 10:30:30 129.6 1.82 490.2 36 5/23/06 10:33:00 132.1 1.96 Adjusted Flow 5/23/06 10:33:50 132.9 88.5 6.6 1.96 1.8 5/23/06 10:38:30 137.6 88.87 6.97 1.94 5/23/06 10:40:30 139.6 1.93 515 41 5/23/06 10:44:35 143.7 89.08 7.18 1.93 5/23/06 10:50:40 149.7 2 1.88 5/23/06 10:56:10 155.2 89.52 7.62 1.99 5/23/06 10:59:50 158.9 1.59 Adjusted Flow 5/23/06 11:01:30 160.6 2.01 5/23/06 11:03:50 162.9 584 86 5/23/06 11:05:30 164.6 89.52 7.62 1.99 5/23/06 11:08:30 167.6 1.61 Adjusted Flow 5/23/06 11:09:30 168.6 1.98 Notes: Elapsed time and drawdown are based on a starting time of 5/23/06 8:20:55; the time at which the pump test was started. Pressure transducer water level data was used for all plots and analyses. PUMPING TEST DATA RECEIVED BY DCD 8/30/2022 W:\060115 Snider Well\Field Data Reports Page 3 of 5 179 Madrone Lane North 811 First Avenue, Suite 480 Bainbridge Island, Washington 98110 Seattle, Washington 98104 (206) 780-9370 (206) 328-7443 Project:Snider Pump Test Project No.: 060115-001-01 Date:5/23/06 Pumping well:Snider Well Well water level data collected from:TOC - North Edge Water level measuring point:TOC - 1.07 ft AGS Depth to initial static water level in feet:81.89 Clock Time Elapsed Time in Minutes Depth to Water in Feet Drawdown below Initial SWL in Feet Pumping Rate - Flowmeter (gpm) Pumping Rate - Voumetric (gpm) Conductivity (uS/cm) Cl (mg/l)Comments 5/23/06 11:10:30 169.6 89.28 7.38 1.97 5/23/06 11:13:45 172.8 1.97 619 95 5/23/06 11:15:20 174.4 89.45 7.55 5/23/06 11:21:00 180.1 1.97 1.87 5/23/06 11:22:30 181.6 1.97 637 105 5/23/06 11:29:30 188.6 89.65 7.75 1.97 5/23/06 11:31:50 190.9 1.96 651 105 5/23/06 11:36:35 195.7 89.67 7.77 1.95 5/23/06 11:41:00 200.1 1.95 664 105 5/23/06 11:44:50 203.9 89.68 7.78 1.95 1.82 5/23/06 11:56:30 215.6 1.95 5/23/06 11:57:50 216.9 1.95 679 116 5/23/06 11:59:30 218.6 89.69 7.79 5/23/06 12:04:45 223.8 1.9 5/23/06 12:06:30 225.6 1.9 688 116 5/23/06 12:10:00 229.1 Collected Snider2 Sample 5/23/06 12:12:45 231.8 89.5 7.6 5/23/06 12:14:30 233.6 1.91 697 127 5/23/06 12:21:10 240.2 Start 3 gpm Step (Totalizer = 341.65 gal) 5/23/06 12:22:10 241.2 3 5/23/06 12:23:08 242.2 91 9.1 2.94 5/23/06 12:24:10 243.2 91.7 9.8 2.98 5/23/06 12:25:30 244.6 2.99 662 105 5/23/06 12:26:36 245.7 93 11.1 3.02 5/23/06 12:30:36 249.7 94.5 12.6 2.97 3.09 5/23/06 12:35:10 254.2 712 127 5/23/06 12:37:18 256.4 95.85 13.95 2.94 2.98 Notes: Elapsed time and drawdown are based on a starting time of 5/23/06 8:20:55; the time at which the pump test was started. Pressure transducer water level data was used for all plots and analyses. PUMPING TEST DATA RECEIVED BY DCD 8/30/2022 W:\060115 Snider Well\Field Data Reports Page 4 of 5 179 Madrone Lane North 811 First Avenue, Suite 480 Bainbridge Island, Washington 98110 Seattle, Washington 98104 (206) 780-9370 (206) 328-7443 Project:Snider Pump Test Project No.: 060115-001-01 Date:5/23/06 Pumping well:Snider Well Well water level data collected from:TOC - North Edge Water level measuring point:TOC - 1.07 ft AGS Depth to initial static water level in feet:81.89 Clock Time Elapsed Time in Minutes Depth to Water in Feet Drawdown below Initial SWL in Feet Pumping Rate - Flowmeter (gpm) Pumping Rate - Voumetric (gpm) Conductivity (uS/cm) Cl (mg/l)Comments 5/23/06 12:44:10 263.2 2.96 718 116 5/23/06 12:49:20 268.4 96.75 14.85 5/23/06 12:53:00 272.1 96.97 15.07 2.93 5/23/06 12:55:00 274.1 2.92 742 138 5/23/06 13:05:00 284.1 759 151 5/23/06 13:07:05 286.2 97.32 15.42 2.92 2.98 5/23/06 13:14:30 293.6 783 151 5/23/06 13:16:45 295.8 97.46 15.56 2.92 3.01 5/23/06 13:23:40 302.7 795 151 5/23/06 13:26:50 305.9 97.61 15.71 2.94 5/23/06 13:33:10 312.2 814 164 5/23/06 13:36:05 315.2 97.68 15.78 2.93 5/23/06 13:42:20 321.4 828 164 5/23/06 13:45:30 324.6 97.69 15.79 2.91 5/23/06 14:03:20 342.4 854 164 5/23/06 14:04:25 343.5 97.76 15.86 2.92 5/23/06 14:14:00 353.1 97.74 15.84 2.9 5/23/06 14:17:50 356.9 873 178 5/23/06 14:20:15 359.3 97.65 15.75 2.84 Adjusted Flow 5/23/06 14:28:00 367.1 Collected Snider3 Sample 5/23/06 14:28:40 367.7 97.77 15.87 2.94 885 193 5/23/06 14:36:00 375.1 Stopped Pumping (Totalizer = 736.46 gal) 5/23/06 14:37:07 376.2 95.5 13.6 Monitored Recovery 5/23/06 14:37:49 376.9 94.5 12.6 5/23/06 14:38:13 377.3 93.5 11.6 5/23/06 14:38:30 377.6 93 11.1 5/23/06 14:38:51 377.9 92.5 10.6 Notes: Elapsed time and drawdown are based on a starting time of 5/23/06 8:20:55; the time at which the pump test was started. Pressure transducer water level data was used for all plots and analyses. PUMPING TEST DATA RECEIVED BY DCD 8/30/2022 W:\060115 Snider Well\Field Data Reports Page 5 of 5 179 Madrone Lane North 811 First Avenue, Suite 480 Bainbridge Island, Washington 98110 Seattle, Washington 98104 (206) 780-9370 (206) 328-7443 Project:Snider Pump Test Project No.: 060115-001-01 Date:5/23/06 Pumping well:Snider Well Well water level data collected from:TOC - North Edge Water level measuring point:TOC - 1.07 ft AGS Depth to initial static water level in feet:81.89 Clock Time Elapsed Time in Minutes Depth to Water in Feet Drawdown below Initial SWL in Feet Pumping Rate - Flowmeter (gpm) Pumping Rate - Voumetric (gpm) Conductivity (uS/cm) Cl (mg/l)Comments 5/23/06 14:39:11 378.3 92 10.1 5/23/06 14:39:54 379.0 91 9.1 5/23/06 14:40:17 379.4 90.5 8.6 5/23/06 14:40:43 379.8 90 8.1 5/23/06 14:41:38 380.7 89 7.1 5/23/06 14:42:41 381.8 88 6.1 5/23/06 14:43:57 383.0 87 5.1 5/23/06 14:45:37 384.7 86 4.1 5/23/06 15:06:20 405.4 83.1 1.2 Notes: Elapsed time and drawdown are based on a starting time of 5/23/06 8:20:55; the time at which the pump test was started. Pressure transducer water level data was used for all plots and analyses. PUMPING TEST DATA RECEIVED BY DCD 8/30/2022 ATTACHMENT 3 Water Quality Reports RECEIVED BY DCD 8/30/2022 RECEIVED BY DCD 8/30/2022 RECEIVED BY DCD 8/30/2022 RECEIVED BY DCD 8/30/2022 ATTACHMENT 4 Wa ter Conservation Measures RECEIVED BY DCD 8/30/2022 RECEIVED BY DCD 8/30/2022