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Home My WebLink About24_Water System Plan_2025-0627Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Land Use & Zoning Map FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection. Tue Mar 31 2020 07:51:36 GMT-0700 (Pac ific Daylight Time) Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 69 CHAPTER 8 CAPITAL IMPROVEMENT PROGRAM The Pleasant Harbor Water System (PHWS) will be designed and constructed to meet the needs at buildout of the PHGR development, including single- and multi-family residential, as well as commercial connections. After the water system has been constructed in accordance with this plan and future approvals, all infrastructure will be in place to serve the entire PHGR. No additional capital improvements are anticipated for PHWS for at least the next twenty years. Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 70 CHAPTER 9 FINANCIAL PROGRAM The Pleasant Harbor Water System (PHWS) is a new water system and has no financial data to date. It is expected to grow over the next 10 years to maximum capacity under applicable land use zoning restrictions and water rights. A year after the water system begins to sell water, financial data will be compiled and an addendum to this WSP will be made and sent to WSDOH to complete this section. In the interim, a projected financial program for the water system is outlined below. 9.1 Introduction The financial program is an important aspect of the company’s water system plan. The Manager of the water system can utilize the Financial Program to schedule and implement each recommended improvement. The Financial Program plays a key role in establishing water rates and ancillary charges that reflect the actual cost of providing water to the service area. Projected revenues and expenditures in the financial worksheets included in Appendix 9 are estimates only which will be revised as actual operational financial data is obtained. 9.2 Financial Stats of the Water Utility 9.2.1 Rates and Revenues Consumption of water in PHWS is both by commercial uses (hotel, motel, staff housing, retail, maintenance, and conference center) as well as residential uses. The demand is split roughly 25% commercial and 75% residential. However, a good deal of the residential are mandated part-time rentals – condominiums primarily. The result is that only approximately 40% of the total water demand – and therefore demand revenue – is attributed to the “for sale” residential product in the master planned resort. These for sale units are higher-income type product and are typically second homes or retirement homes. They are not expected to serve low-income housing or residents who will require financial assistance. Customer assistance and affordability of water in the for sale residential homes is not therefore an area anticipated to require any intervention by the water purveyor. Similarly, the cost of water is not expected to represent a particular financial hardship for home purchasers choosing to purchase property in the PHMGR. The rate structure for the Pleasant Harbor Water System will be an increasing block rate with four tiers. This rate format increases the unit cost of water as the quantity of water increases through four breakpoints. Consumers will tend to decrease their water consumption after their first bill in an attempt to keep their usage below the more costly tiers. See Appendix 9 for projected water rate revenues. 9.2.2 Connection Fees Connections fees have been set to distribute the initial infrastructure cost between water system customers. Initial expenses are estimated to be $1,524,000 which results in a connection fee of $2,261 per ERU connection. As design of the water system progresses and contractor bids are reviewed, the initial infrastructure expense and resulting connection fee will be adjusted. See Appendix 9 for initial infrastructure cost assumptions. Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 71 9.2.3 Expenses Operation and Maintenance Expenses Expenses for water testing, electrical power, transportation, miscellaneous, and maintenance and repair expenses to the system are estimated on the worksheets located in Appendix 9. Upon commencement of operations, detailed cost tracking of water delivery expenses will also begin and will be available to update the expenses portion of those worksheets. A year after the water system begins service, financial data will be compiled and an addendum to this WSP will be made and sent to WSDOH to complete this section. Taxes An estimated amount has been included for personal property and real estate taxes. Capital Improvement Expenditures This section includes expenses for water conservation and wellhead protection programs. Capital Initial construction of the water system will be funded by the developer of the PHGR. Connection fees will be set to recover the cost of construction as customers connect to the water system. Operating Cash Reserve Will be accumulated annually as estimated in the financial worksheets. Emergency Cash Reserve Set at the estimated cost of the single most vulnerable facility, in this case replacement of a well pump, is estimated at $5,000. 9.3 Projected Financial Needs The PHWS is a new water system and has no financial data to date. It is expected to grow through the next 20 years to maximum capacity under existing land use zoning and existing water rights. A year after the water system begins to sell water, financial data will be compiled and an addendum to this WSP will be made and sent to WSDOH to complete this section. 9.4 Overall Financial Position of Company The PHWS will maintain their financial position through careful management of resources and operating the system according to this plan. Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 72 CHAPTER 10 MISCELLANEOUS DOCUMENTS 10.1 State Environmental Policy Act Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 10.2 Developer Agreement (without Exhibits or Appendices) Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 10.3 Other Local Government Concurrency Form UTC Correspondence dated October 26, 2023 Jefferson County Fire Code Consultant, Thomas Aumock Memorandum, October 17, 2020 DOH Water System Plan Review Comments dated September 22, 2020 DOE Water System Plan Review Comments dated July 22, 2020 DOH Pre-planning Meeting Notes Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 July 30, 2024 Doctor Garth Mann Pleasant Harbor Water System 9300 East Raintree Drive Suite Number 100 Scottsdale, Arizona 85260 Subject: Pleasant Harbor Water System, ID #AD884 Jefferson County Water System Plan, ODW Project #20-0502 Dear Doctor Garth Mann: Thank you for submitting the draft Pleasant Harbor Water System Plan Update, received by the Office of Drinking Water (ODW) on January 26, 2024. The following comments must be addressed before ODW can approve the WSP: CHAPTER 1- DESCRIPTION OF WATER SYSTEM 1. Local Government Consistency: This section states the submitted Local Government Consistency (LGC) form is submitted in Chapter 10, but the form submitted is not signed by the Jefferson County planning department. Please submit a signed LGC form. CHAPTER 2- BASIC PLANNING DATA 2. Section 2.2- Water Production and Usage: Average Day Demands for different demand categories must be defined consistently with our Water System Design Manual when neither facilities, nor an approved system design yet exists. Such developments with occupancies comparable to single family residences must use demand values for permanent residences and have those values applied over the entire year. Some population projections are based on 1.5 persons per household. This must be revised to comply with design requirements in our Water System Design Manual. 3. Section 2.4- Water Supply Characteristics: Irrigation demands are said to exist but will be met with detained stormwater from facilities that do not yet exist. No analysis was provided to demonstrate adequacy. Until stormwater storage facilities have been established and analyzed, irrigation demands must be accounted for in drinking water system demands. CHAPTER 6 – OPERATION AND MAINTENACE PROGRAM 4. Coliform Monitoring Plan: Part C does not include specific locations for sample sites. While this a proposed new system, locations for sampling should be predetermined for installation of the sampling stations. Please add specific addresses to routine and repeat sampling locations when they are assigned. 5. Coliform Monitoring Plan: Completing Level 1 and Level 2 assessments are the responsibility of the water system. The system can hire someone to complete this task. Level 2 Assessments require a certified water distribution manager 2 or higher to complete. The Office of Drinking only completes Level 2 Assessments following E. coli MCLs when the system does not have a certified individual on staff. Please identify, by name, who will be qualified to complete these assessments, if needed. Exhibit 24 Doctor Garth Mann July 30, 2024 Page 2 CHAPTER 7- DISTRIBUTION FACILITIES DESIGN AND CONSTRUCTION STANDARDS 6. Construction standards require "NSF" compliance but do not list a specific standard. Materials used in drinking water systems must comply with requirements described in WAC 246-290-220. APPENDICES 6. Appendix 13- Emergency Response Plan: Phone numbers provided must indicate the specific entity they correspond to as listed in Chapter 6 of the emergency response plan. DEPARTMENT OF ECOLOGY Consistent with the Joint Review Procedures for Planning and Engineering Documents between the Office of Drinking Water (ODW) and the Department of Ecology (Ecology) regarding joint review and approval of the water system planning documents and water right permits a copy of this planning document was sent to Ecology on May 2nd, 2024. Ecology will be sending written comments very soon. Please address those comments along with your response to the above. The Department’s review of your planning document and design does not confer or guarantee any right to a specific quantity of water. Our review is based on your representation of available water quantity. If the Washington Department of Ecology, a local planning agency, or other authority responsible for determining water rights and water system adequacy determines that you have use of less water than you represent, the number of approved connections may be reduced commensurate with the actual amount of water and your legal right to use it. CLOSING Please submit a copy of the revised .pdf in its entirety to the box.com folder you originally submitted to. If you don’t have a box.com folder with us, please contact our admin team at swro.admin@doh.wa.gov prior to submittal so that one can be set up to drop your revised planning document and respond to all comments. To expedite our review, please provide a summary of your response to comments and a complete planning document that is bookmarked and hyperlinked. If you have any questions, please contact Ben Majors at 564-669-0855 or by e-mail at ben.majors@doh.wa.gov, or R. Scott Pollock at 564-669-0854 or by e-mail at rscott.pollock@doh.wa.gov. Sincerely, Benjamin M. Majors R. Scott Pollock, P.E. Regional Planner, Office of Drinking Water Regional Engineer, Office of Drinking Water Enclosures cc: Steven Hatton, P.E., Emma Erickson, Jefferson County Public Health Deirdra Hahn, Ecology SWRO Water Resources Program Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 1-1 APPENDIX 1. WATER FACILITIES INVENTORY FORM Exhibit 24 AD884 PLEASANT HARBOR WATER SYSTEM JEFFERSON A COMMUNITY PLEASANT HARBOR MARINA & GOLF RESORT, LLP. 9300 E. Raintree Drive, Suite 100 Scottsdale, Arizona 85260 Garth Mann CEO PLEASANT HARBOR UTILITY DISTRICT 9300 E. Raintree Drive, Suite 100 Scottsdale, Arizona 85260 Garth Mann CEO (403) 256-4151 (403) 256-4151 X TBD X X X X X X X 205,000 1 2 3 EX. ACG WELL / WELL #1 WELL #2 WELL #3 N/A N/A N/A X X X X X X X X X 215 N/A N/A 300 TBD TBD TBD TBD SW/SE 15 25N 2W Exhibit 24 150 0 7 129 318 4 601 0 324 31 28 31 30 31 30 31 31 30 31 30 31 31 28 31 30 31 30 31 31 30 31 30 31 31 28 31 30 31 30 31 31 30 31 3 423 423 654 769 769 769 654 423 423 654 20, 815 20, 815 20, 815 20, 815 20, 815 20, 815 20, 815 20, 815 20, 815 20, 815 20, 815 20, 815 156 156 156 156 156 156 156 156 156 156 156 156 3 3 3 3 3 3 3 3 3 3 3 3 X Steven D. Hatton, PE Consulting Engineer June 27, 2025 538 423 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 2-1 APPENDIX 2. SYSTEM MAPS Exhibit 24 XXX 200' Exhibit 24 XXX 200' Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 3-1 APPENDIX 3. WATER QUALITY RESULTS AND INFORMATION Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 4-1 APPENDIX 4. WELL LOGS, PUMP TESTING DATA, AND HYDROGEOLOGIC REPORT Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 January 14, 2010 (REVISED) Hydrogeologic Memo Part I: Chloride Sampling in Coastal Domestic Wells on the Black Point Peninsula, Jefferson County, Washington, pertaining to Water Right Application G2-30436 This memo supersedes the Hydrogeologic Memo dated December, 4, 2009 To: Phil Crane (Ecology) From: John Pearch, L.H.G Abstract The Black Point Peninsula (Peninsula) is a small peninsula along the western side of Hood Canal in Jefferson County, Washington. Due to increasing population growth, citizens are concerned about the sustainability of ground-water resources. A proposed development called the Pleasant Harbor Golf Course and Resort (Pleasant Harbor) has applied to withdraw groundwater from three production wells on the Black Point peninsula along the Hood Canal in southeastern Jefferson County. Pleasant Harbor applied to withdrawal an instantaneous quantity of 300 gpm and annual quantity of 239 acre-feet per year (afy), (131 afy for municipal use and 108 afy for irrigation use). The goals of this study were to: (1) evaluate the general extent of seawater intrusion; and (2) assess the need for future monitoring of groundwater levels and chloride concentrations. Seawater intrusion is not a widespread problem on the Peninsula, although there are two areas near the shoreline where it appears to be occurring in the Sea Level aquifer. Two wells in these areas have produced chloride concentrations exceeding 100 mg/L, a level indicative of seawater intrusion. Historical data in other wells also indicate there is not a widespread seawater intrusion. Specific conductance values in these areas were correspondingly elevated. Future periodic monitoring of ground-water levels, chloride concentrations, and specific conductance in select wells is recommended. This memo gives specific recommendations intended for the draft Report of Examination for Water Right Application G2-30436. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 2 1/14/2010 Introduction This report describes the findings of an investigation of geology, groundwater quantity, ground- water quality, and seawater intrusion potential on the Black Point Peninsula, Jefferson County, Washington (Figure 1) This study was commenced for the purpose of processing a Ground Water Right Application G2- 30436 for Pleasant Harbor Golf Course and Resort and (Pleasant Harbor). Financial and staff support was provided by the Department of Ecology’s (Ecology) Water Resources Program who conducted the majority of the work. Pacific Groundwater Group (PGG) also recommended field sampling of coastal wells and to proceed with this study. As required by RCW 90.44, all water right applications approved for groundwater withdrawals require a positive determination that: 1) water is available in the proposed wells, 2) the proposed wells do not impair existing rights or nearby wells, 3) the proposed wells do not impact surface water and 4) the proposed wells are not a detriment to the public welfare. Increasing chloride concentrations in nearby domestic wells as a result of seawater intrusion is a concern to many individual well owners and residents on the coast of the Black Point Peninsula. It was necessary to conduct this study to determine baseline chloride levels in existing coastal domestic wells in order to establish future groundwater monitoring for Pleasant Harbor. These results of this study allows Ecology to move forward and recommend approval of Water Right Application G2- 30436 and give Pleasant Harbor appropriate provisions that pertain to water quality and water level monitoring. Specific mitigation measures will be identified to Pleasant Harbor in case their production wells increase chlorides levels in any monitoring wells. Purpose and Scope This study involved two days of ground-water sampling and analyses and measurement of groundwater levels. The purpose of this work was to: 1. Evaluate the extent of seawater intrusion in coastal domestic wells; 2. Provide requirements to Pleasant Harbor for future monitoring of groundwater levels and chloride concentrations; 3. Provide recommendations to Pleasant Harbor on the siting of future production wells and monitoring wells; 4. Provide recommendations to Jefferson County for updating the Seawater Intrusion Protection Zone (SIPZ) map based on the results of this study. 5. Additional review by Ecology of Pleasant Harbor’s monitoring requirements and the review of the aquifer test can be found in Pearch Hydrogeologic Memo Part II (2010). This study does not provide new estimates of the peninsula water-budget components, such as precipitation, surface-water runoff, evapotranspiration, ground-water recharge, and water use. It should also not be construed as a complete and detailed investigation of the hydrogeologic units, Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 3 1/14/2010 the quantity of water available for all future appropriations, or the full extent of seawater intrusion in water-supply wells on the peninsula. Regional Setting, Land Use, and Topography Black Point Peninsula is located in the northern portion of the Hood Canal, southeastern Jefferson County, about 3 miles south of Brinnon and 40 miles north of Shelton (Figure 1). The Peninsula is part of Water Resource Inventory Area 16 (Skokomish-Dosewallups). Access to the Peninsula is by U.S. Highway 101 or private boat. The Peninsula is primarily residential with a small marina on the north side. Much of the Peninsula was originally a campground area (formerly known as the American Campground), which is now owned by Statesman (the owner of the proposed Pleasant Harbor Resort and Golf Course). The primary groundwater users of the Peninsula currently have existing water rights, which include the Pleasant Tides Property Owners Association and exempt domestic wells. The surface area of the Peninsula is approximately 1.1 square miles (696 acres; area of the Peninsula east of Highway 101). The area owned by Statesman is approximately 0.34 square miles (220 acres) (Figure 1). The topography ranges from steep, coastal bluffs to gently rolling uplands. Most of the shoreline consists of steep bluffs with narrow beaches. The central portion of the Peninsula contains large surface depressions known as kettles. Kettles are landform features from the Vashon ice age that resulted in blocks of ice calving from the front of the receding glacier and becoming buried partially to wholly by glacial outwash. The Peninsula is bounded by saltwater on three sides, from Pleasant Harbor to the north, the Hood Canal to the east and the Duckabush River delta to the south. The ground surface elevation ranges from about 60 feet in the deepest kettle, to elevation 320 feet on a hill in the southeast portion of the site. The average site elevation of the Pleasant Harbor Resort is about 180 to 200 feet. Geology and Hydrogeology The geology of the Peninsula has been mapped by Dragovich et al. (2002) and Carson (1976). Subsurface Group (2008) have only mapped the surface geology on the Statesman property. The Vashon advance outwash (Qga “Quaternary glacial advance outwash”) is mapped on parts of the Peninsula, with deposits are exposed along bluffs of the northwest, southwest and east-central portion of the Peninsula. The pre-Vashon glacial outwash deposit comprises most of the Peninsula and consists primarily of sand and gravel (Qgu) (Dragovich et al., 2002). Both the Qga and Qgu units are important to the hydrogeology of the Peninsula because it forms what shall herein be called the Sea Level aquifer. Groundwater that is present within either of these units that make up the Sea Level aquifer are both in hydraulic continuity and considered the same body of groundwater. The Sea Level aquifer is unconfined due to the somewhat discontinuous nature of the overlying till. The Qgu unit is exposed along bluffs on the south eastern side of the Peninsula. However, there are no springs or seeps identified or sampled in this study. Other glacial deposits that are also present throughout the Peninsula include Vashon age recessional outwash (Qvr), Vashon ice contact glacial deposits (Qvi), Vashon basal till (Qvt), and continental glacial outwash (Qgo). Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 4 1/14/2010 The bedrock unit of the Peninsula is known as the Crescent Formation (basalt), located on the surface along its northern and east-central portions. However, it is not certain how deep the Crescent Formation extends below the surface, in the southern portion of the Peninsula. Wells have only penetrated the Crescent Formation on west of Highway 101 and indicate a separate aquifer that is disconnected from the Sea Level aquifer. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 5 1/14/2010 Figure 1: Location and topography of Black Point Peninsula. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 6 1/14/2010 Previous Investigations Many wells on the Black Point Peninsula have been sampled previously (Table 1, Appendix A and Figure 2). Walters (1971) and Dion and Sumioka (1984) sampled area wells during seawater intrusion investigations of Washington coastal aquifers. Ongoing monitoring for chloride (as required by the Washington State Department of Health- WSDOH) has been carried out by the Pleasant Tides Water System and also by domestic well owners (as required by Jefferson County Health Department). Groundwater is the primary source of potable water for residents of the Peninsula. Jefferson County building permit reports show chloride concentrations in water from domestic wells varying from <5 mg/L to as high as 12,000 mg/L. Although most wells were reported to have chloride concentrations to be < 5 mg/L, those wells have been in production since the mid to late 1990s and may now have higher chloride concentrations as indicated in this study’s sample results. Domestic Wells Based on the results of this study, domestic wells along the coast of the Black Point Peninsula have been reported to be at risk of seawater intrusion. These private domestic wells are located between the proposed Pleasant Harbor well and the Hood Canal shoreline. All domestic wells sampled in this study are completed between 20 feet above MSL to 228 feet below MSL (29 to 367 feet below ground surface - bgs) and typically withdraw small volumes of water (3 to 30 gpm). Some of the domestic wells were constructed with an open hole, where 7 of the wells were constructed with a screen. These nearby domestic wells are at risk of seawater intrusion due to their proximity to the coast and subsequently the freshwater/saltwater interface in the aquifer below. Additional pumping of the ACG well and additional proposed wells by Pleasant Harbor could cause this saltwater interface to move further inland, thereby increasing the risk of seawater intrusion in these wells. Pleasant Harbor Aquifer Testing and Well Construction Pleasant Harbor conducted an aquifer test in May, 2008 on the American Campground (ACG) well (Subsurface Group, 2008). However, even though chloride levels were reported as non- detectable in the aquifer test, Subsurface Group did not sample wells along the coast to determine if these wells could be at risk of sea water intrusion. As a result of this study, it was only necessary to sample chlorides in domestic wells without an additional aquifer testing of the ACG well. The ACG Well is located in the central portion of the Black Point Peninsula with Hood Canal surrounding it on three sides (See Figure 2). The ACG well was completed in July, 1972 to a total depth of 271 feet, approximately 2,100 feet inland from the southeastern shoreline of the Peninsula. The land surface elevation at the well head is 145 feet above mean sea level (MSL). According to Subsurface Group LLC (2008), the well is screened in the Pre-Vashon glacial deposit (Qu) from 215 to 270 feet below ground surface (bgs) (-70 ft to -125 ft MSL). In July, 2008 the static water level in the well was 136.1 feet bgs (8.74 ft MSL) (Subsurface Group, 2008). A second Pleasant Harbor production well has yet to be drilled, but was planned on the Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 7 1/14/2010 southeastern portion of the Pleasant Harbor property, approximately 340 feet from the southern shoreline of the Hood Canal. Based on this study and PGG (2009), it is recommended that the second and possibly third well be located in SW ¼ SE ¼ Section 15, Township 25 North, Range 2 West W.M. A more detailed review on ACG aquifer test is found in PGG (2009), Subsurface Group (2008) and Pearch Hydrogeologic Memo Part II (2010). Well Numbering and Location System All wells that were monitored in this study that did not have a unique well tag (i.e., metal tags imprinted with a unique identification number) were affixed with a well tag to the casings or plumbing of the well. The unique identification number consists of three letters followed by three numbers (ex. AAB123). Table 1 (Appendix A) indicates the wells in which a new well tag was placed on the well. A map number also corresponds to well locations on the map in Figure 2. These well tags will enable future researchers to verify that they are visiting the same wells measured and sampled during this study. Pleasant Harbor will also be required to tag all existing and new monitoring and production wells. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 8 1/14/2010 Figure 2: Monitoring well locations for sampling chloride and electrical conductivity (EC). Tidal Monitoring wells are wells that recorded continuous water levels with a pressure transducer (See Figure 9 and 10). Historical monitoring wells are approximate locations based on quarter quarter sections reported in Walters (1971). Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 9 1/14/2010 Methods The objectives of this study are outlined in a Quality Assurance Project Plan (QAPP) (Pearch, 2009). The main focus of this study was to determine existing chloride levels in representative domestic wells along the coast of the Peninsula. This study involved a combination of fieldwork and office evaluations of historic water quality and groundwater level data. There are many additional well owners that could not be contacted and these wells were not sampled or measured. The following criteria were used as a guideline for selecting the 13 domestic wells to comprise the monitoring network for this study. However, as indicated, not all the criteria could be met. 1) All wells were located along the Hood Canal coast of the Black Point Peninsula (Figure 2). 2) All well owners granted access to their wells. 3) With the exception of two wells, all well log reports were available for each well. 4) All wells were completed in the sea level aquifer, within the same body of groundwater as the ACG well. 5) 10 wells were sampled for water quality analysis (chloride and conductivity). However, static water levels could not be accessed for four of these sampled wells due to limited well access. Additional nearby domestic wells were measured for static water levels. A groundwater potentiometric surface map was not produced because of the limited number of wells measured as well as the seasonal nature and tidal influence on groundwater levels, 6) 7 wells did not have previous chloride sampling as required by Jefferson County building permitting. 7) All wells did not have a water treatment device, such as a water softener or iron treatment system, or a large storage tank that was not bypassed during sampling. 8) All wells sampled were spatially distributed to maximize coverage of the Black Point Peninsula according the guidelines specified in the QAPP (Figure 2). The well network was monitored at least once during the two-day monitoring period in mid August, 2009. Network wells were sampled for field parameters (temperature, conductivity, and chloride) and laboratory parameters (chloride and conductivity). Measuring temperature and conductivity in the field provided an indication whether stabilization occurred during sampling. This study was conducted on the Peninsula in an attempt to gather data from wells in the sea level aquifer. Eleven well owners (some of which had two wells that were sampled) were contacted beforehand to schedule sampling visits. The purpose of the site visits was to accurately locate the wells, determine well head elevations, take static water level measurements, and obtain water samples. Discussions with well owners during the field visits brought to my attention additional wells at risk of seawater intrusion, and they were added to the list of sampled wells. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 10 1/14/2010 Aquifers can be influenced by tidal fluctuations in adjoining marine waters, resulting in variations in both water level and chloride concentration. Generally, wells that are affected by seawater intrusion and that are tidally influenced tend to exhibit higher chloride concentrations and water levels during higher tides. In an attempt to collect consistent data, wells that fell within ½ mile of the marine shoreline were monitored (water sampling and depth to water measurements) during a higher tide stage. Field Methods During the field visits existing wells static water level depths were measured and groundwater samples were collected. More details for measuring ground water levels and sampling groundwater from wells are described in the QAPP (Pearch, 2009). Salinity parameters measured in the field included electrical conductivity (EC) with an EC meter, and chloride measured with a portable chloride field test kit (Hach Model 8-P). Water samples were sent to Ecology’s Manchester Laboratory for chloride analyses. Two of the high chloride samples were also analyzed for conductivity. Accurate ground-water elevation (head) data is necessary for determining the extent of seawater intrusion. In this study, initial estimates of water level heads in the sea level aquifer were made using (1) measured groundwater levels and (2) wellhead elevations estimated from LIght Distance And Ranging (LIDAR). After the data was collected, a GIS map was developed to include the newly collected water quality data and static groundwater elevations (estimated by subtracting depth-to-water from LIDAR land surface elevations). Well head locations and elevations were determined using a GPS Trimble GeoXT unit. This unit typically has accuracies of less than three feet for each point taken. However, the elevation (vertical) readings on this unit are considered less than adequate. Therefore, the latitude and longitude coordinates obtained from the GPS unit and field observations were matched with LIDAR data in GIS to obtain an elevation of the well head (in feet above mean sea level (MSL – datum in NAVD 88). All well elevations are based on LIDAR data derived from the Puget Sound LIDAR Consortium (2002). The distribution of chloride levels and groundwater elevations were interpreted with respect to well location, design and available hydrogeologic information (e.g. well logs, surficial geology and previous hydrogeologic characterization) to better understand the conditions that might contribute to any elevated chlorides in domestic wells along the coast of the Peninsula. Mechanisms of Seawater Intrusion Seawater intrusion is a water-supply concern along the Hood Canal. Coastal aquifers, such as the Sea Level aquifer, are hydraulically connected to the adjacent marine water body (Ecology, 2001). Consequently, they contain both fresh and saline (salty) ground water. Fresh ground water normally flows seaward within coastal aquifers, eventually intercepting saline ground water. The lighter, fresh water (1 gram per cubic centimeter - g/cm3) tends to override and “float” on the Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 11 1/14/2010 denser, saline water (1.025 g/cm3), but mixing also occurs. This mixing zone is known by several names, including the “freshwater-seawater interface,” the “zone of transition,” and the “zone of diffusion” (Figure 3A). The zone of diffusion is typically located near the marine shoreline. The exact location depends on several conditions, including the volume of freshwater discharge and the nature of the aquifer (confined or unconfined). In a typical coastal aquifer, the zone of diffusion dips down beneath the land surface (Figure 3A). In the case of an island or peninsula, the zone of diffusion can extend beneath the entire land surface (Figure 4). As with most aquifers, coastal aquifers are recharged primarily by precipitation. Under natural conditions, aquifer recharge is in equilibrium with ground-water discharge. Consequently, the zone of diffusion maintains a position of relative stability, moving slightly landward or seaward in response to varying climatic and tidal conditions (Figure 4). When ground water is pumped from coastal aquifers, freshwater that would normally discharge to the sea is intercepted, disrupting the natural equilibrium. This causes the zone of diffusion to migrate landward and/or locally upward. Ground water drawn into pumping wells can become increasingly saline (Figure 3B & 3C). Over time, the water can become unfit for consumption. This is especially true for wells located near the shoreline, on islands, and/or on peninsulas. The Ghyben – Herzberg relation gives an approximate location of the transition zone – one foot of freshwater head above sea level indicates 40 feet of freshwater below sea level – with the assumption that the transition zone is a sharp interface. The boundary defined by this relation represents the center or 50 percent concentration of seawater within the transition zone. (Figure 5). However, based on PGG (2009) a ratio of 1:50 may be more appropriate for the Hood Canal as its water is slightly less saline. When considering seawater intrusion the Ghyben – Herzberg relation is very valuable, but it does not give the potential for contamination by the leading edge of the transition zone. Therefore, the goal is to protect wells from the leading edge of the transition zone. As the coastline is approached, the depth of the interface is greater than that predicted by the Ghyben – Herzberg relationship (Bear, 1987), thus the Ghyben – Herzberg relationship should provide a safe, conservative estimation of the location of leading edge of the wedge. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 12 1/14/2010 Figure 4. Conceptual diagram showing the relationship between fresh and saline ground water in a homogenous unconfined island aquifer. Fresh ground water flows both outward and upward while the zone of diffusion shifts seasonally (from Orr, 2000). Figure 5. Conceptual diagram showing the Ghyben-Herzberg relation – that fresh ground water theoretically extends 40 feet below sea level for every foot it extends above sea level (from Orr, 2000). Figure 3. Conceptual diagram showing how seawater intrusion can occur due to pumping of wells (from Orr, 2000). Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 13 1/14/2010 Water Quality sampling for Chloride Chloride (Cl-) is one of the major inorganic ions in water. Chloride concentrations are measured in milligrams of chloride per liter of water (mg/L). Chloride in ground water can come from contamination by seawater, brines, leaching of marine sedimentary deposits, and domestic, agricultural, or industrial pollution (Ecology, 2001). Pure seawater contains about 35,000 mg/L of dissolved solids and approximately 19,000 mg/L of that is chloride (Hem, 1985). Chloride concentrations in the Puget Sound are slightly less due to dilution by freshwater inflow. In northern Puget Sound, the concentration of chloride in seawater has been measured between 14,000 mg/L (Sapik, et al., 1988) and 17,600 mg/L (Culhane, 1993). Southern Puget Sound probably contains slightly less chloride because it is farther from the Pacific Ocean and is more subject to the influence of freshwater inflow. No actual measurements of chloride concentrations in the Hood Canal were available. Fresh ground water typically contains less than 30 mg/L chloride (Ecology, 2001). The water quality standard for chloride is 250 mg/L. This is a secondary drinking water standard, based primarily on aesthetics (taste) and other factors as opposed to human health risks. Chloride concentrations above the 250 mg/L MCL begin to make water taste salty and the related sodium can be a health hazard to people requiring a low salt diet. Elevated chloride concentrations can also corrode metallic pipes and cause salt damage to plants. In coastal areas, a chloride concentration of 100 mg/L or greater in ground water is considered to be a red flag with respect to seawater intrusion. Aquifers located at or below sea level are susceptible to seawater intrusion. This would be true of the Sea Level aquifer on the Black Point Peninsula. Ten wells screened or completed in the Sea Level aquifer were sampled for chloride (Figure 6; Appendix A Table 3). More details on individual water wells sampled can be found in Appendix B. Chloride concentrations ranged from 2 to 3500 mg/L, with a median of 3.23 mg/L. Of the 10 wells sampled, five had chloride concentrations exceeding the assumed conservative background concentration of 4.86 mg/L (Appendix A Table 3). Based on a geometric mean of the 8 samples that had chloride levels less than 26.8 mg/L, assumed background concentration in wells along the coast is 4.86 mg/L. This background concentration is limited since it represents only 8 samples from one sampling period. However, this background concentration will be updated as Pleasant Harbor continues to monitor chlorides in coastal wells on the Black Point peninsula. Wells that exceeded the background concentration were located on the southwestern portion of the Peninsula, near the mouth of the Duckabush River, along Robinson Road. Chloride concentrations in two of these wells exceeded 100 mg/L. These wells were ACY954 and BBB052 (Appendix A Table 3). The chloride concentration in well ACY954 exceeded the MCL of 250 mg/L (Washington State Department of Health drinking water standards) during the August, 2009 sampling period. This domestic well was analyzed for chloride at 3,500 mg/L. (See Appendix B for more description of sampling from each domestic well). Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 14 1/14/2010 Unfortunately, none of the wells originally sampled by Walters (1971) and Dion and Sumioka (1984) were available for sampling during this study. However, in contrast, the four elevated chloride wells were at a different location on the Black Point Peninsula from the sampling of Walters (1971) when elevated chloride concentrations in the Sea Level aquifer were found. Historical and current chloride concentrations are summarized in Figure 6. Well depths and chloride concentrations in both the historical wells and the current wells are similar. None of the wells with elevated chloride concentrations have histories of large water withdrawals (all less than 20 gpm). Therefore, these elevated chloride concentrations could be attributable to the close proximity of the well intakes to the natural zone of diffusion (saltwater upconing), rather than significant landward migration of the zone of diffusion (lateral intrusion). In addition, recommendations to Jefferson County to update the Seawater Intrusion Protection Zone (SIPZ) Ordinance No 09-0923-02 can be found in Appendix C. Specific Conductance Specific conductance (or electrical conductivity) is a measure of the ability of water to conduct electricity. Specific conductance is proportional to the concentration of dissolved solids in water. It is measured in microsiemens (µS) or micromhos (µmho) per square centimeter (cm2). Specific conductance is a secondary (aesthetic) contaminant. The drinking water standard for specific conductance is 700 µmho/cm2. In the case of seawater, dissolved solids include salts such as sodium chloride, magnesium chloride, or potassium chloride. Seawater contains roughly 35,000 mg/L of dissolved solids. The specific conductance of pure seawater is roughly 50,000 µmho/cm2. Specific conductance measurements can determine whether elevated chloride concentrations in ground water are due to seawater intrusion or other causes, such as connate water. Generally, higher specific conductance readings are indicative of seawater intrusion. There is often a roughly linear relationship between chloride concentration and specific conductance: the higher the chloride concentration, the higher the specific conductance value. By plotting chloride concentration against specific conductance data from a particular geographic area, a correlation coefficient (R2) can be derived. The higher the correlation coefficient, the more reliable the relationship between chloride concentration and specific conductance. Dion and Sumioka (1984) found correlation coefficients ranging from 0.45 (poor) to 0.97 (excellent) in Washington coastal counties during their investigation of seawater intrusion. Data from the current study produced a correlation coefficient of 0.73 (Figure 7), which is considered good. Specific conductance in the Sea Level aquifer ranged from 112 to 10,300 µmho/cm2 with a median value of 201 µmho/cm2 (Appendix A Table 3). Two wells consistently exceeded the MCL for specific conductance – ACY954 and BBB052 on the Peninsula. These wells also produced elevated chloride concentrations. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 15 1/14/2010 Figure 6: Chloride concentrations sampled in coastal domestic wells in August, 2009 and other time periods (see specific historical dates). See Figure 2 for corresponding map numbers and Appendix A Table 4 for corresponding Ecology Well Tag ID and Latitude/Longitude coordinates. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 16 1/14/2010 Figure7: Linear regression between chloride concentration and specific conductance in the Sea Level aquifer (R2 = 0.7266). Individual chloride samples are labeled accordingly. All wells had static water levels less than 5.3 ft MSL. Static Water Level Monitoring in Coastal Wells Static water levels were measured in the 12 coastal domestic wells during the August, 2009 site visit. The average static water level elevation at the coastline is approximately 3.5 feet above MSL. The water level elevation is based on LIDAR data (+/- 0.49 ft accuracy). Comparing Water Levels and chloride concentrations in wells This study attempts to further evaluate sea water intrusion on Black Point peninsula based on recommendations made by Kelly (2005). The water level elevation data was used as a tool for determining seawater intrusion risk on a site specific basis as specified in the QAPP (Pearch, 2009). However, different from Kelly (2005), this study did not evaluate water level elevation data to interpret intrusion susceptibility throughout the entire Black Point Peninsula. According to Kelly (2005), the evaluation of water level elevation data as a seawater intrusion tool can be approached in several ways. One method involves comparing intrusion (or lack thereof) from the perspective of water chloride concentration (chemistry) to the water level elevation data. However, there are problems associated with the use of chemistry for evaluation Chloride vs. Conductivity in Black Point coastal we lls 3.23 892 5.25 26.1 3500 26.8 2-2.55 R 2 = 0.7266 1 10 100 1000 10000 0 2000 4000 6000 8000 10000 12000 S pecific Conductance (µmho/cm 2)Chloride (mg/L)Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 17 1/14/2010 of seawater intrusion. These problems complicate the use of chemistry as a tool for validation of the water level elevation methodology for seawater intrusion analysis. Several different methods were utilized in this analysis of the chemistry data. The most simple of these methods was simply comparing chloride concentrations to water level elevations as shown in Figure 8. Compared to other seawater intrusion studies (such as Kelly, 2005), this study did not have any “false positives” where there are elevated chlorides that are not due to seawater intrusion. All of the sampled wells in this study had static water levels less than 8 feet MSL (Appendix A Table 2). Increased chloride levels that are indicative of “False positives” are typically found in wells that are impacted by very hard groundwater or failing septic tanks and are not caused by conventional seawater intrusion. The two wells with high chloride were positive sea water intruded wells. In addition, Kelly (2005) also demonstrates how using chloride concentration (chemistry) as a tool to evaluate risk for seawater intrusion may show intrusion is occurring (excluding the problems with false positives discussed previously), but it cannot evaluate if intrusion is likely to occur in the future. In essence, chemistry is a not a predictive tool; it cannot predict that intrusion will occur in the future. Instead, chemistry is a reactive tool, capable only of indicating intrusion once it begins to occur, in some cases too late to prevent significant degradation of groundwater quality. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 18 1/14/2010 Figure 8: Black Point Peninsula coastal domestic wells; chloride sampling on August 13 & 14, 2009. Static water level (SWL) taken 8/09 (unless specified – see Table 1) ? = well extent or SWL is not certain Red numbers indicate exceeded background chloride concentration. (>5 mg/L) NS = no sample in ACG well taken in August, 2009 (only in Subsurface Group, 2008) 13* = Western Water Services sampled 8/10/09 Vertical datum = Mean Sea Level (MSL) is in NAVD 88 Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 19 1/14/2010 Tidal Effects Aquifers that are hydraulically connected to seawater bodies are influenced by tidal cycles (Ecology, 2001). Heads in these aquifers are higher during high tide and lower during low tide. There is typically a lag time between high or low tide and corresponding high or low water levels in a well, respectively. Lag time is dependent on distance of the well from the shore and transmissivity of the aquifer. The more transmissive the aquifer or water-bearing zone, the shorter the lag time. It is useful to know the extent of tidal effects in an aquifer so that these effects can be filtered out of any water-level data collected. Tidal cycle monitoring was conducted in two wells on Black Point Peninsula to estimate the degree of tidal effects from Hood Canal, particularly in the Sea Level aquifer (Figure 9 and 10). The wells were continuously monitored (5 minute intervals) for a period of one week each. This time interval was chosen to encompass at least one tidal cycle. Two wells in the Sea Level aquifer were monitored for tidal influence. These measurements were compared to the nearest verified tidal data, gage 9444900 at Port Townsend. This tidal data is for a location too far north of Black Point Peninsula to calculate accurately the lag time between tidal cycles and water-level fluctuations. However, the general association between tidal cycles and water levels is evident. This tidal data was converted from Mean Tide Level to MSL. As expected, tidal influence was evident in the two Sea Level aquifer wells. Well BBB054 is located on the southwestern shore of the Peninsula, about 5 feet from the bulkhead along the shore of the Hood Canal. The well’s completion depth is -18 feet MSL. There was some pumping interference in the data, but tidal effects were still discernable. In a 24-hour monitoring period, approximately 5 feet of change was noted due to tidal influence (Figures 9). Well BBB051 is located on the north central portion of Black Point Peninsula, about 460 feet from the Hood Canal. Its completion depth is -47 feet MSL. There was some pumping interference in the data, but tidal effects were still discernable. Approximately 0.25 feet of change was noted due to tidal influence (Figures 10). Summary and Conclusions Chloride concentrations are within acceptable limits in most domestic wells on Black Point Peninsula, with the exception of one area in the Sea Level aquifer – the Robinson Road vicinity (SW of the Pleasant Harbor ACG well)). Well ABA112 (NE of the Pleasant Harbor ACG well) displayed elevated chloride concentrations during drilling in 1998. However, this well was not sampled for chloride. In addition, high chloride levels in the ACY954 well indicates upconing of the saltwater wedge and not a lateral (widespread) seawater intrusion problem. However, is not known whether the withdrawal of water from the ACY954 was originally drilled near the natural zone of diffusion. Regardless, all domestic wells on the Black Point Peninsula could to be at risk of a lateral seawater intrusion and thus continuing to monitor chlorides in domestic wells is recommended. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 20 1/14/2010 Owners of older wells have some legal recourse should the newer Pleasant Harbor wells exacerbate or initiate a seawater intrusion problem. Older well owners have senior rights and therefore cannot be impaired by newer well withdrawals. Based on the results of this study, water supplies along the coast of the Peninsula is limited. Specific provisions are established for Pleasant Harbor, if chlorides in coastal domestic wells increase as result of withdrawals from Pleasant Harbor wells. Additional requirements for Pleasant Harbor to monitor chloride, electrical conductivity and static water levels in their own monitoring and production wells can be found in Pearch Hydrogeologic Memo Part II (January, 2010). Monitoring Recommendations (based on revisions on the Neighborhood Policy made by Pleasant Harbor, December 29, 2009) Ecology and Jefferson County have agreed that monitoring for chloride, electrical conductivity and static water levels is essential for ensuring that Pleasant Harbor will maintain an adequate water supply for the proposed Pleasant Harbor wells and for the existing domestic wells on the coast of the Black Point Peninsula. Ecology have made several recommendations to Pleasant Harbor’s proposed Neighborhood Water Policy that is required in Jefferson County Ordinance 01-0128-08 (Appendix D). In Jefferson County’s approval of the FEIS completed for Pleasant Harbor, Jefferson County has included Condition P, the Neighborhood Water Policy, which requires Pleasant Harbor to provide access to its water system by any neighboring parcels if salt water intrusion becomes an issue for neighboring wells on Black Point peninsula. Statesman proposed to expand and define terms of this policy as a condition of the water rights. Ecology has the following comments based on Pleasant Harbor’s proposed Neighborhood Water Policy: 4) Water Supply Replacement If the initial mitigation measures stated in recharge areas (condition 2) or initial mitigation measures (condition 3) do not correct or resolve the salt water impacts detected by the monitoring program, Pleasant Harbor will offer at its cost sufficient mitigation and/or replacement water for potable water for any existing home on a well that has an increase in chloride levels as follows and under the following conditions: Comment: As the scenario described in the preceding sentence would result from Pleasant Harbor impairing an existing water right, Ecology believes that Pleasant Harbor and not the well owner should pay the difference between use of the old source (essentially electricity for pumping costs) versus the cost using the Pleasant Harbor source. As such Ecology believes this sentence should be changed to acknowledge that Pleasant Harbor will pay the cost of hooking up and maintaining a water supply to the impaired individual and that the homeowner’s responsibility will be limited to the cost that the homeowner would have spent on electricity running their old system. Condition 4a) The neighboring resident wells located on the Black Point peninsula must be within in the same aquifer as the Pleasant Harbor’s wells in order to be covered by this neighborhood policy. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 21 1/14/2010 Comment: Ecology recommends that all wells be included on the Black Point Peninsula as long as they are completed in the Sea level aquifer. However, if there is excess of 10 neighboring residents who ask Pleasant Harbor to sample their well, Pleasant Harbor should choose only 10 wells that are appropriately located between the proposed withdrawal and the coast, and not focus on one specific area. This will help to evaluate if a widespread lateral sea water intrusion occurs. Condition 4 b) Well owner provides conclusive evidence that chloride levels have increased in the well prior to Pleasant Harbor’s use of groundwater, and the data from the monitoring program is consistent with the increase in chlorides. The default standard that Pleasant Harbor will provide alternative water supply if chlorides in a well exceed baseline (pre-Pleasant Harbor groundwater use) by 15% that results in levels above 200 mg/L; or levels increase by 30% that results in levels above 100 mg/L over a 12-month period. Comment: Ecology also recommends in the case if any particular neighboring well that experiences a 10% increase in chloride but is still below 100 mg/L, that same well should be sampled at least two additional months following. This will provide a much clearer picture of potential widespread lateral sea water intrusion. Condition 4c) Pleasant Harbor has the right to request additional evidence from the resident showing that the Pleasant Harbor groundwater withdrawal is the cause of the increase in chlorides if the increase is isolated to one well, the increase is likely caused by another problem, and the only reasonable water replacement is a new well. (No comment) Condition 4d) After 5 years of implementing the monitoring plan, the level of monitoring may be decreased unless there is a significant data showing increased chlorides, and Ecology determines the monitoring program must be continued. Comment: Ecology strongly recommends that any decrease in frequency of monitoring should only occur 10 years after the resort reaches full build out. Ecology and Pleasant Harbor agreed on December 18, 2009 that the domestic wells do not necessarily need a well log report or need to be metered by the well owner. Based on the above conditions, Ecology recommends Pleasant Harbor to sample chloride and electrical conductivity, twice a year in April and August, in four coastal domestic wells. Measuring static water levels is not a requirement and is up to the agreement between Pleasant Harbor and the home owner. Installing dataloggers for measuring groundwater pressure and/or electrical conductivity is also up to the property owner and arrangements made under the Neighborhood Water Supply Plan (per Jefferson County Ordinance 01-0128-08). The following are the recommended coastal domestic wells to be included: 1. Porter/Boling domestic well (BBB051) at 1113 Black Point Road. 2. Black Point community domestic well (AGR712 ) at 2180 Black Point Road 3. Myhre domestic well (BBB054) at 248 Robinson Road. 4. Beattie domestic well (BBB056) at 442 Cormorant Way. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 22 1/14/2010 The following are Ecology’s additional recommendations to monitor groundwater quality in domestic well: 1) Sampling domestic wells must follow the same protocol also identified in Pleasant Harbor’s Groundwater Monitoring Plan as recommended in Part II of this memo. 2) It is solely up to the current property owners to allow Pleasant Harbor to sample their wells. An agreement between the property owners and Pleasant Harbor should be established. Most importantly, Pleasant Harbor should establish a contact and rapport with each property owner before sampling any wells. Pleasant Harbor should maintain continuity between any changes in property ownership to maintain access to the wells. It is recommended that Pleasant Harbor contact all domestic well owners who have wells completed in the Sea Level aquifer on the Black Point Peninsula to ask if they would like to be included in the monitoring network. 3) It is in the best interest of all well owners to work with Pleasant Harbor to allow them to monitor their domestic wells. Pleasant Harbor has agreed to supply freshwater potable water to any property or well owner that experience seawater intrusion (as stated in the Neighborhood Water Policy – Jefferson County Ordinance 01-0128-08). 4) Ecology understands the risks of collecting static water levels in these domestic wells due liability issues with the home owners. Therefore, Ecology does not require Pleasant Harbor to measure static water levels in domestic wells. 5) Pleasant Harbor is recommended to follow these guidelines for groundwater sampling for chloride and electrical conductivity: U.S. Geologic Survey, Revised 2006, Techniques of Water-Resources Investigations Book 9, Handbooks for Water-Resources Investigations National Field Manual for the Collection of Water-Quality Data Chapter A4. COLLECTION OF WATER SAMPLES http://water.usgs.gov/owq/FieldManual/ 6) Pleasant Harbor should develop a Quality Assurance Monitoring Plan that is similar to the QAPP developed in Pearch (August, 2009) and other similar related to groundwater sampling in wells near the Puget Sound. The SOP’s specified above should also be included in the QAPP. The QAPP developed by Pleasant Harbor should be submitted to Ecology. Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 23 1/14/2010 References Bear, J., 1987. Modeling Groundwater Flow and Pollution, Theory and Applications of Transport in Porous Media. D. Reidell Publishing Company. Boston, 414 pp. Carson, R.J., 1976, Preliminary geologic map of the Brinnon area, Jefferson County, Washington: Washington Division of Geology and Earth Resources, Open File Report 76-3, scale 1:24000. Culhane, Tom, 1993. High chloride concentrations in ground water withdrawn from above sea level aquifers, Whidbey Island, Washington. Washington State Department of Ecology, Open- File Technical Report 93-07, 35 p. Dion, N.P. and Sumioka, S.S., 1984. Seawater intrusion into coastal aquifers in Washington, Washington State Department of Ecology, Water-Supply Bulletin no. 56, 13 p., 14 plates. Dragovich, J.D., Logan, R.L., Schasse, H.W., Walsh, T.J., Lingley, W.S., Jr., Norman, D.K., Gerstel, W.J., Lapen, T.J., Schuster, J.E., and Meyers, K.D., 2002, Geologic map of Washington- -Northwest quadrant: Washington Division of Geology and Earth Resources, Geologic Map GM- 50, scale 1:250000. Grimstad, P. and Carson, R.J., 1981, Geology and ground-water resources of eastern Jefferson County, Washington: Washington Department of Ecology, Water-Supply Bulletin 54, scale 1:48000. Hem, J.D., 1985. Study and interpretation of the chemical characteristics of natural water (Third Edition). U.S. Geological Survey Water-Supply Paper 2254, 263 p. Kelly, D., 2005, Seawater Intrusion Topic Paper, Island County / WRIA 6 Watershed Planning Process Orr, Laura, 2000. Is seawater intrusion affecting ground water on Lopez Island, Washington, U.S. Geological Survey Fact Sheet FS-057-00, 8p. Pearch, J., August, 2009, Quality Assurance Project Plan, Sampling for Chlorides in Wells on the Black Point Peninsula, Pearch, J. January 14, 2010, Hydrogeologic Memo Part II, Pleasant Harbor Monitoring requirements and aquifer testing review. Puget Sound LIDAR Consortium, 2002 Pacific Groundwater Group (PGG), June 4, 2009, Technical memorandum, Pleasant Harbor Modeling Analysis, To Phil Crane, Ecology; From: Peter Schwartzman, PGG Exhibit 24 Pearch, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on Black Point Peninsula Page 24 1/14/2010 Sapik, D.B., Bortleson, G.C., Drost, B.W., Jones, M.A., and Prych, E.A., 1988. Ground-water resources and simulation of flow in aquifers containing freshwater and seawater, Island County, Washington. U.S. Geological Survey Water-Resources Investigations Report 87-4182, 67 p., 4 plates. Sinclair, K.A. and Garrigues, R.S., 1994. Geology, water resources, and seawater intrusion assessment of Marrowstone Island, Jefferson County, Washington. Washington State Department of Ecology, Water Supply Bulletin no. 59, 83 p., Appendices, 7 plates. Subsurface Group, LLC, December 17, 2008, Water Supply and Groundwater Impact Analysis, Pleasant Harbor Marina and Golf Resort, Brinnon, Washington, Prepared for Statesman Group, SDEIS Groundwater v1-4. Walters, K.L., 1971. Reconnaissance of seawater intrusion along coastal Washington, 1966-68, Washington State Department of Ecology, prepared in cooperation with U.S. Geological Survey, Water Resources Division, Water-Supply Bulletin no. 32, 208 p. Washington State Department of Ecology, October, 2001, Investigation of Water Resources, Water Quality, and Seawater Intrusion, Anderson Island, Pierce County, Washington by L. Wildrick, C.M. Neumiller, R. Garrigues, and K. Sinclair, Water Resources and Environmental Assessment Programs Water Resource Inventory Area 15, Publication No. 01-11-013 Exhibit 24 January 14, 2010 (REVISED) Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements pertaining to Water Right Application G2-30436 This memo supersedes the Hydrogeologic Memo dated December, 4, 2009 To: Phil Crane (Ecology) From: John Pearch, L.H.G As required by RCW 90.44, all water right applications approved for groundwater withdrawals require a positive determination that: 1) water is available in the proposed wells, 2) the proposed wells do not impair existing rights or nearby wells, 3) the proposed wells do not impact surface water and 4) the proposed wells are not a detriment to the public welfare. Results of the aquifer testing and chloride sampling analysis in Part I (Pearch, Hydrogeologic Memo Part I, 2010) allows Ecology to move forward and recommend approval of Water Right Application G2- 30436. Ecology requires Pleasant Harbor to conduct groundwater monitoring on proposed production and monitoring wells to ensure saltwater intrusion does not occur in Pleasant Harbor’s wells as well as coastal domestic wells. This Hydrogeologic Memo (Part II) identifies the validity of Pleasant Harbor’s aquifer test and also gives specific requirements for groundwater monitoring and testing in Pleasant Harbor wells. Additional monitoring recommendations are given for monitoring coastal domestic wells in Pearch, Hydrogeologic Memo Part I, “Chloride sampling in coastal domestic wells on the Black Point peninsula, Jefferson County, Washington” (2010). This memo gives specific recommendations intended for the draft Report of Examination for Water Right Application G2-30436. Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 2 1/14/2010 Pleasant Harbor Well Construction The ACG Well is located in the central portion of the Black Point Peninsula with Hood Canal surrounding it on three sides (See Figure 2). The ACG well was completed in July, 1972 to a total depth of 271 feet, approximately 2,100 feet inland from the southeastern shoreline of the Peninsula. The land surface elevation at the well head is 145 feet above mean sea level (MSL). According to Subsurface Group LLC (SSG, 2008), the well is screened in the Pre-Vashon glacial deposit (Qu) from 215 to 270 feet below ground surface (bgs) (-70 ft to -125 ft MSL). In May, 2008 the static water level in the well was 136.1 feet bgs (8.74 ft MSL) (Subsurface Group, 2008). Two additional production wells have yet to be drilled. One of these wells citing was planned on the southeastern portion of the Pleasant Harbor property, approximately 340 feet from the southern shoreline of the Hood Canal. Based on the analysis of PGG (2009) and Pearch Part I (2010), it is recommended that the two new proposed production wells be located in SW ¼ SE ¼ Section 15, Township 25 North, Range 2 West W.M. Groundwater Monitoring Pleasant Harbor has six existing monitoring wells identified as MW-2, MW-4, MW-5, MW-6, VWP-1 and VWP-3. Both VWP-1 and VWP-3 are geotechnical soil borings with vibrating wire piezometers (VWP) installed in them to measure groundwater. All wells were constructed to monitor groundwater and are completed to a minimum depth of 10 feet below the water table (within the Sea Level Aquifer). VWP-1, MW-2, VWP-3 wells were used to monitor groundwater continuously with dataloggers from June, 2006 to May, 2009. MW-4 and MW-5 were only used to monitor groundwater levels during the aquifer tests conducted from May 19-20, 2008. Construction details of all monitoring wells are listed in Table 1. Pleasant Harbor proposes to construct two additional monitoring wells into the Sea Level Aquifer near the ACG Well (see Figure 1). Coastal domestic wells are recommended to monitor based on Pearch, Hydrogeologic Memo Part I (2010). Table 1: Pleasant Harbor Monitoring wells and existing production well location and construction information. Well No. Latitude Longitude Well Depth (ft btoc) Well Diam (in) Well Head Elevation (ft msl) Screen Depth SWL (ft msl) Date of SWL VWP-1 47 ° 39'21.73"122° 55' 23.18"160.5 6" (w/ vwp)153.47 no screen (vwp at 175 ft)15.20 5/21/2008 13:13 MW-2 47 ° 38' 49.51" 122° 54' 43.74" 170 2" 164.46 160-170 27.64 5/21/2008 13:11 VWP-3 47 ° 39' 06.86" 122° 55' 02.97" 176.5 6" (w/ vwp)177.26 no screen (vwp at 90 & 160 ft)10.5 5/21/2008 13:15 MW-4 47 ° 39' 07.39" 122° 54' 46.37" 181 6" 145.95 176-181 8.73 5/21/2008 13:05 MW-5 47 ° 39' 07.45" 122° 54' 53.88" 229 6" 208.89 225-230 8.00 5/21/2008 13:15 MW-6 47 ° 39' 12.94" 122° 55' 08.57" 218 2" 203.95 208-218 8.99 5/21/2008 13:20 MW-7 47 ° 39' 24.09" 122° 54' 55.38" >>proposed locations TPD no well drilled yet MW-8 47 ° 39' 06.20" 122° 55' 12.66" >>proposed locations TPD no well drilled yet ACG well 47 ° 39' 06.78" 122° 54' 46.56" 271 8" 144.82 215-230; 255-270 8.73 5/21/2008 13:00 Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 3 1/14/2010 According to SSG (additional monitoring data provided in October, 2009), groundwater levels were measured from June, 2007 to May, 2009. Based on data collected from MW-4, MW-5, and MW-6 monitoring wells, water levels in the interior of the Peninsula were approximately 8 to 9 feet MSL, within the Sea Level Aquifer. These monitoring wells were measured only during the aquifer test on the ACG well. The ACG well is screened in the Sea Level aquifer. SSG (2008) also identifies a small groundwater mound in a 10-foot contour line beneath kettles B and C. SSG interprets the data to show that the aquifer receives limited recharge through infiltration of precipitation through the kettles. These water level contours were based on water levels taken from wells MW-6 and MW-3. However, MW-1 and MW-2 monitoring wells show water levels that were higher and not as representative of water levels near the ACG well. The MW-2 had the highest measured water level throughout the Black Point peninsula (from 27 to 29 ft MSL). SSG asserts that the high groundwater heads measured in MW-2 well may be related to the presence of shallower bedrock on the east side of the peninsula. This monitoring well site has also been proposed to drill a production well site. However, no aquifer test was conducted for this area to identify the question of water availability and impairment on neighboring wells. Therefore, this production well site should be moved to the area near the ACG well that is more representative of the Sea Level aquifer and aquifer test. Long term monitoring is required in all Pleasant Harbor monitoring and production wells. Pleasant Harbor have already established a monitoring plan that will monitor for saltwater intrusion in specific Pleasant Harbor wells and nearby domestic wells. Ecology have provided additional requirements for measuring groundwater levels and sampling water quality parameters in Pleasant Harbor’s monitoring and production wells (see below for more details). Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 4 1/14/2010 Figure 1: Pleasant Harbor production well and monitoring well locations. MW-7 and MW-8 are only estimated locations. Recommended coastal domestic wells are located with a GPS. See Pearch, Hydrogeologic Memo I, 2010 for more details. Base map from U.S. Geologic Survey- Brinnon, Washington Quadrangle, 1:24,000 Contour Interval 40 feet (NGVD 29) (Map photo revised 1985) Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 5 1/14/2010 Pleasant Harbor Aquifer Test Pleasant Harbor conducted an aquifer test from May 19-20, 2008 on the American Campground (ACG) well (Subsurface Group (SSG), 2008). The ACG well was pumped at a constant rate of 65 gpm for a period of 24 hours. Groundwater levels were monitored in all of the onsite monitoring wells by hand and datalogger methods. According to Subsurface Group, 2008, measured drawdown in the pumping well was about 8 feet. Drawdown at a radial distance of 50 feet from the pumping well was only about 0.46 feet. Water levels were recorded in a second monitoring well (MW-5) at 600 feet from the pumping well. However, no drawdown was observed in the MW-5 well. Analysis conducted by SSG and additional analysis by Pacific Groundwater Group (PGG) have different calculated results for transmissivity but show similar conclusions that the aquifer is unconfined (SSG, 2008 and PGG, 2009). According to SSG, it was intended to run the constant rate pump test for 72 hours. However, due to problems with the pump occurring at approximately 24 hours, the test had to be stopped. Ecology agrees with PGG that the pump test should have been conducted longer but was sufficient enough since there were signs of delayed yield,1 an indication of an unconfined aquifer (see Figure 2). Pleasant Harbor have agreed to conduct a longer constant rate test on all new production well (up to 72 hours) to identify the pump capacity for each well. However, the aquifer test along with PGG’s groundwater flow model is adequate for the impairment analysis. In addition, a preapproved Aquifer Testing Plan must be submitted to Ecology to verify sampling procedures during the aquifer test (see permit provisions listed below). Regardless of PGG’ model analysis for pumping continuously at the proposed 300 gpm, Pleasant Harbor (SSG, 2009) has offered that their wells will only pump up to 300 gpm (peak demand) at short periods of time during construction. The groundwater demand for the entire resort during construction, both potable and irrigation, is calculated at 150 gallons per minute on an average annual basis, with a range over the year of a low of 50 gallons per minute to a peak of 200 gallons per minute average monthly. For the purposes of the impairment analysis, Pleasant Harbor will reduce this demand on the system by 105 gpm. Therefore, a permit provision is also included for Pleasant Harbor to pump wells up to 300 gpm only during the construction phase and reduce well production to 195 gpm after construction of the resort. This Groundwater Right also relies on Surface Water Right S2-30437 (i.e. with proposed surface water impoundments in kettles); if a sea water intrusion occurs as a result of groundwater withdrawals. 1Based on Kruseman & de Ridder (1991), delayed yield is shown when the time-drawdown data curves on log-log graph show a typical S-shape, from which three distinct segments: a steep early-time segment, a flat intermediate-time segment, and a relatively steep late-time segment. The Theis method can be applied to early-time segment of the time-drawdown curve, provided that the data from the monitoring wells near the pumping well are used because the drawdown in the distant monitoring wells during this period will often be too small to be measured. Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 6 1/14/2010 Figure 2: Interpretation of Drawdown Data in MW-4, 50 feet from the ACG pumping well (from PGG, 2009). PGG’s Groundwater Flow Model During a meeting held on May 21, 2009, Ecology and Pleasant Harbor agreed to have PGG develop a groundwater flow model to improve the estimation of aquifer transmissivity for the Black Point peninsula and to estimate distant drawdown from the proposed Pleasant Harbor groundwater withdrawal on an annual basis. The drawdown analysis also provided predictions of groundwater under pumping conditions and the potential for saltwater intrusion between the coastline and the proposed pumping center. Ecology identified monitoring requirements specific to sea water intrusion, regardless of the predictions made by PGG’s model. Groundwater flow models can be useful for developing an understanding of the hydrogeology of an area. However, the predictions made are only as accurate as the assumptions and simplifications that go into the model. In the case of PGG’s Gflow analytical element model there are a number of assumptions that makes this model limited but is suited for the predicting hydrogeologic conditions on the Black Point peninsula. The limitations to PGG’s analytical model include: Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 7 1/14/2010 • The model could not be calibrated using SSG’s calculated transmissivity (14,000 ft2/day). Therefore, PGG had to estimate transmissivity in order to match the targeted heads in MW-4 and MW-1 monitoring wells. • The model also does not accurately identify the bottom of the aquifer in order to fully evaluate the potential for seawater intrusion. Therefore, without knowing the aquifer bottom the model could not accurately predict whether the freshwater head will be sufficient to exclude the saltwater wedge. The ACG well is the deepest well in the area and penetrated to an elevation of approximately -115 feet MSL without encountering bedrock or deep low permeability unit. However, PGG identifies that the saltwater wedge cannot proceed inland beyond locations where freshwater heads are high enough to displace the saltwater interface below the aquifer bottom. • The model did not include water levels from MW-2 (i.e., 27 ft msl) that are much higher than water levels representative near the ACG well. The higher water level observed at the MW-2 well location is most likely due to shallow bedrock in this area, which PGG simulated in Scenario B of the model. Ecology and Pleasant Harbor agreed with PGG during the meeting held in May, 2009, that the model would be run with different scenarios that would included the maximum instantaneous pumping rate (300 gpm) as well as the annual average pumping rate (157 gpm). The maximum withdrawal was simulated in the model as an expedient means to evaluate seasonal pumping impacts. PGG also ran a hybrid steady state/transient simulation which represented year-round pumping at the annual average rate of 157 gpm plus an additional 143 gpm (total 300 gpm) pumped over three months during the summer, when saltwater intrusion is most prone to occur. Scenarios A and B were calibrated by varying the aquifer conductivity (K) until the target calibration head of 10 feet MSL was matched. Scenario C was calibrated by gradually increasing both aquifer K and groundwater inflow from the prescribed flux boundary until both calibration heads were matched. The values of aquifer T shown above were calculated by multiplying aquifer K by saturated thickness in the middle of the Peninsula. Scenario D employed a fixed T value of 14,000 ft2/d for general consistency with SSG’s late-time aquifer test T estimates, and was calibrated solely by varying the groundwater inflow from the prescribed flux boundary until the head target near this boundary was matched. Scenarios A through C showed good agreement with the calibration targets summarized in PGG report. However, PGG could not calibrate the model to Scenario D, as predicted heads in the middle of the peninsula were too low (3.6 as opposed to 6.0 feet above mean sea level). PGG suggests that the transmissivity value of 14,000 ft2/day is likely too high to sustain sufficient mounding in the interior of the peninsula. Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 8 1/14/2010 Modeling Conclusions PGG’s model results suggest that the saltwater intrusion has the lowest likelihood of occurrence if pumping is held constant year-round (i.e. onsite storage is used to eliminate significant seasonal variations) and pumping is distributed over SW ¼ SE ¼ Section 15, Township 25 North, Range 2 West W.M. With year-round pumping distributed onsite within this quarter section, model predictions suggest that lateral intrusion to the pumping center could be avoided as long as the aquifer bottom occurs above -200 to -225 feet msl. Alternatively, if pumping is concentrated at the ACG Well site and is allowed to vary seasonally up to 300 gpm for several months at a time, conditions are marginal for avoiding saltwater intrusion. Pleasant Harbor has agreed to conduct groundwater monitoring from the eight monitoring well locations and from production wells. All of these wells will be correlated with the ongoing Neighborhood Monitoring network on the coast (see Pearch, Hydrogelogic Memo Part I, 2010). Regardless of the limitations to the model, Ecology agrees that the model is only a predictive tool for simulating drawdown in the aquifer and for evaluating the potential for seawater intrusion. However, the following is what makes this model valid: 1) The model incorporated the entire Black Point Peninsula approximately 710 acres (1.1 mi2) which is well within the accuracy of analytical element model (Gflow software- Haitjema, 2007). 2) There are no streams subject to an instream flow rule on the Black Point Peninsula. Most all groundwater discharges to marine waters of the Hood Canal. 3) As many as 30 well logs (from Ecology well log database) were used to estimate the water balance for the Peninsula. Pleasant Tides Water Coop and Black Point Commercial Power water systems were also included in the water balance. 4) PGG performed a preliminary water balance, estimating precipitation recharge at approximately 2,230 acre feet per year (afy) over the entire 710 acre-peninsula and 785 afy over the 250-acre project site on a recharge rate of 37.7 in/yr. Out of the total groundwater inflow of 2,230 afy, current groundwater withdrawals were estimated to be on the order of 47 afy (about 2 percent of the total recharge). This water balanced used the same algorithm as developed in the USGS Deep Percolation Model (DPM). 5) Site specific bedrock geology was applied to the model (i.e., no flow bedrock boundaries towards the east side of the peninsula to represent shallow bedrock). 6) The model represented an unconfined aquifer with uniform hydraulic conductivity and a base elevation of -100 feet mean sea level (msl). 7) The model was calibrated to the heads observed in the middle of the peninsula – specifically heads of about 10 feet NAVD88 near wells MW-3 and MW-4 (SSG, 2008). The target head value for this area was adjusted to 6 feet relative to msl (mean sea level is approximately 4.1 feet NGVD). In addition, two versions of the model were also calibrated to a higher head observed along the western edge of the peninsula, (15 feet NAVD88 in Well MW-1). This higher head is presumably due to “mountain front Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 9 1/14/2010 recharge”, and was modeled by simulating groundwater inflow along the prescribed flux boundary. Alternatively, the higher head could be due to geologic conditions underlying the bottom of the monitoring well. 8) As mentioned above, the saltwater wedge cannot proceed inland beyond locations where freshwater heads are high enough to displace the saltwater interface below the aquifer bottom. The saltwater interface elevation is typically estimated with the Ghyben- Herzberg approximation based on the density of saltwater. While a 1:40 ratio between the freshwater head (above sea level) and the saltwater interface (below sea level) is typically assumed, a ratio of 1:50 was more appropriately applied to the model. This ratio was changed to reflect slightly less saline water in the Hood Canal. 9) The model employed a feature included in Gflow to simulate the saltwater interface. Gflow assumes that the bottom of the freshwater lens (above the saltwater wedge) represents the bottom of the aquifer. The presence of a saltwater wedge therefore limits the thickness available for freshwater flow. This correction provides more accurate prediction of heads along the coast. 10) The four model scenarios were developed to bracket existing hydrogeologic understanding and uncertainties about the groundwater flow system. These four versions of the model were generated to provide a range of “hydrogeologic scenarios” consistent with available understanding of the groundwater flow system. Conclusions Based on the above information, Ecology concludes that: 1) Water is available for the existing and proposed production wells. 2) The proposed wells will not impact surface water. 3) The proposed wells will not be a detriment to the public welfare. 4) There should be no impairment to nearby wells as long as the withdrawals do not exceed 300 gpm (Qi) during the construction phase. After construction, reduction in Qi to 195 gpm of groundwater withdrawals must be implemented. This water right approval is based on agreement from Pleasant Harbor who plans monitor groundwater from existing and new monitoring wells. Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 10 1/14/2010 References Kruseman, G.P. and N.A. de Ridder, N.A., 1991, Analysis and Evaluation of Pumping Test Data, Second Edition, Publication 47, International Institute for Land Reclamation and Improvement Pearch, J. November, 2010, Hydrogeologic Memo Part I: Chloride Sampling in Domestic Wells on the Black Point Peninsula, Jefferson County, Washington Pacific Groundwater Group (PGG), June 4, 2009, Technical memorandum, Pleasant Harbor Modeling Analysis, To Phil Crane, Ecology; From: Peter Schwartzman, PGG Subsurface Group, LLC, December 17, 2008, Water Supply and Groundwater Impact Analysis, Pleasant Harbor Marina and Golf Resort, Brinnon, Washington, Prepared for Statesman Group, SDEIS Groundwater v1-4. Subsurface Group, LLC, October 20, 2009, RE: Response to Pacific Groundwater Group June 4, 2009 Technical Memorandum, Memorandum to Tom McDonald, from Scott Bender Washington State Department of Health, August, 2001, Water System Design Manual, Appendix E, Recommended Pumping Test Procedures. Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 11 1/14/2010 Based on Pearch’s analysis in the Hydrogeologic Report Part I and the above analysis, Ecology finds the mitigation proposal to be sufficient to offset impacts and accepts Pleasant Harbors proposal with the following recommendations and requirements: The use of the requested allocation of water for municipal and irrigation purposes is consistent with the public interest. However, because of the risks of seawater intrusion, conditions will be placed on this water right. It is in the public interest to prevent seawater intrusion, not to treat it after it occurs. Thus, simple chloride monitoring of existing wells along the coastline and within Pleasant Harbor property is adequate. While seawater intrusion of existing coastal wells is of greatest concern, the aquifer below these wells must also be protected. The cause and true extent of any declines on the Black Point peninsula is uncertain because of the lack of long-term, continuous water-level data. However, considering that coastal wells show no sign of extensive lateral seawater intrusion, the proposed withdrawal will be in the public interest. Any new allocation in these circumstances must be issued cautiously and with conditions to assure that no harm to existing water rights or to the public interest occurs as a result. Case law also exists suggesting that new water rights should be conditioned where there is a “possibility” that well development might result in sea water intrusion of a domestic supply aquifer.1 Since this development may increase the potential for sea water intrusion, monitoring and testing measures are necessary to prevent sea water intrusion and are imposed upon this water right. The monitoring system description and initial data collected will be submitted by Pleasant Harbor to Ecology for its review and approval within 3 months of the effective date of the Report of Exam. 1 See Hillcrest Water Assoc. v. DOE, PCHB No. 80-128; Bryant v. DOE, PCHB No. 87-245; Citizens for Sensible Development v. DOE, PCHB No. 90-134. Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 12 1/14/2010 Monitoring Requirements to be inserted into Permit Provisions: By January 15 of each year, the following information must be submitted in writing to Ecology. During construction, all production and monitoring wells must be sampled for chloride if there is a 25% increase in conductivity. Monitoring wells must be monitored according to the Groundwater Monitoring Plan. After construction, all production wells must be sampled quarterly of each year and include the following: 1) Chloride and electrical conductivity (chloride analysis must be performed by a state- accredited laboratory) 2) Depth to static water level (with pump off long enough to allow for full recovery) The chloride/conductivity sampling and the static water level measurement must be conducted concurrently. This data collection will assist the applicant and Ecology in determining if actions are necessary to prevent an increasing trend in chloride concentrations (an indicator of seawater intrusion). Preventative actions may include – reducing the instantaneous pumping rate, reducing the annual volume pumped, scheduling pumping to coincide with low tides, raising the pump intake, and/or limiting the number of service connections. The monitoring program will continue for ten years after full build-out. Pleasant Harbor must implement their Groundwater Monitoring Plan. Pleasant Harbor Groundwater Monitoring Plan has additional specifications in addition to those specified in these provisions. Additional recommendation to be inserted as a Permit Provision: Before the testing of any production well, an Aquifer Testing Plan must be submitted and approved by Ecology. Upon completion of construction, this water right must reduce the instantaneous quantity (Qi) from 300 gpm to 195 gpm. As soon as surface water impoundments are built for Water Right Permit S2-30437, these must be exercised concurrently with groundwater withdrawals in Water Right permit G2-30436. Recommendations to be included in Pleasant Harbor’s Groundwater Monitoring Plan: Comments for construction of new production wells and additional aquifer testing: • Any new production wells must be constructed into the Sea Level aquifer and located near the ACG Well, within SW ¼ SE ¼ Section 15, Township 25 North, Range 2 West W.M. It is not recommended to construct a well in the proposed location at the MW-2 monitoring well site. Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 13 1/14/2010 • Production wells must be constructed in accordance with Chapter 173-160 WAC. • See above permits provisions for submitting an Aquifer Testing Plan, which must include the following: o A minimum 72 hour aquifer test will be conducted at each new production wells. o It is recommended that Pleasant Harbor use guidelines specified in the Washington State Department of Health Water System Design Manual, Appendix E, Recommended Pumping Test Procedures. o All production wells are recommended to be pumped simultaneously at a constant pumping rate, at the designed pump capacity of each well (not to exceed 300 gpm). o All wells will be sampled for chloride concentrations and electrical conductivity during the pump tests. o All new production wells and the existing ACG well must obtain an initial static water level before performing the aquifer test. o A measuring point on all new production wells must accurately locate within 10 feet horizontally and 0.1 foot vertically. o A licensed hydrogeologist in the State of Washington must be present when conducting any pump tests on the production wells. Comments for new and existing monitoring wells: • The two new monitoring wells (MW-7 and MW8) must be constructed into the Sea Level aquifer and located as specified in Figure 1 or Table 1. All new monitoring wells must accurately locate a measuring point within 10 feet horizontally and 0.1 foot vertically. • Monitoring wells must be constructed in accordance with Chapter 173-160 WAC. • Monitoring wells MW-4 and MW-5 must only be used for the purpose they were constructed, as resource protection wells. These monitoring wells were constructed without a proper surface seal. However, both these resource protection wells were required to have a surface seal from the top of the screen to land surface. Water levels observed from these wells (and future monitoring) are less valuable but are still valid for the use of the aquifer test and future monitoring. The following are additional requirements to include in Pleasant Harbor’s Groundwater Monitoring Plan (Comments on Scott Bender (SSG) Memorandum to Tom McDonald, December 22, 2009): • Dataloggers that record groundwater pressure will be installed at VWP-1, VWP-3, M-W- 5 and MW-6. Dataloggers that measure both groundwater pressure and fluid conductivity (which can be correlated to salinity) will be installed at MW-2, MW-4, MW-7 and MW- 8. These units will record groundwater measurements on a 0.5 hour basis. The dataloggers will be downloaded every two months during construction season and quarterly in the winter months when there will be minimal well use. Comment: Static water levels must also be measured manually during these download periods in each monitoring wells to establish a reference datum (elevation above mean sea level). Exhibit 24 Pearch, Hydrogeologic Memo Part II: Aquifer test review and monitoring requirements Page 14 1/14/2010 • About one month before construction and during the entire monitoring period specified above, dataloggers will be connected to all of the wells at the site. Comment: The connection of dataloggers to the wells must include at least one month before construction of all production wells and construction of the surface water impoundment in the kettles. • During construction, chloride will be collected from the two water supply wells, MW-4, MW-7 and MW-8 if an anomalous conductivity trend is observed. Comment: Ecology views an anomalous conductivity trend as follows: If there is an increase in conductivity by 25% from the previous measurement, Pleasant Harbor must sample for chlorides once as soon as possible in that same well. • All samples will be sent to an accredited laboratory for analysis of chloride. Comment: Sampling chloride should follow guidelines specified in: Washington State Department of Health, Water System Design Manual, Appendix E, Recommended Pumping Test Procedures. • After construction and occupancy of the Pleasant Harbor resort, the dataloggers will be downloaded quarterly. Water quality samples will be collected from the supply wells quarterly. Comment: This is included into permit provisions (see above). • This program will be continued for five years or until the resort has achieved full build- out; at which time the monitoring plan will be adjusted based on the results of the program. The data will be transmitted to Ecology for their review. Comment: See above permit provisions. Ecology requires that monitoring frequency only be adjusted 10 years after full build-out, when it is known that construction or full build-out shows no increase in chlorides. Additional comments to the Pleasant harbor’s Groundwater Monitoring Plan: • All water level data must be submitted to Ecology in electronic form (e.g. spreadsheet) and must be in feet above mean sea level (Datum NAVD 88). • All lab results must be submitted to Ecology by January 15 the following year. • Pleasant Harbor should follow these guidelines for measuring static water levels in wells: Ecology, Standard Operating Procedures for Manual Well-Depth and Depth-to-Water Measurements http://www.ecy.wa.gov/programs/eap/qa/docs/ECY_EAP_SOP_052ManualWellDepth& DepthtoWaterMeasures_v_1_0.pdf • Pleasant Harbor should follow these guidelines for groundwater sampling for chloride and electrical conductivity: http://water.usgs.gov/owq/FieldManual/ • Pleasant Harbor should develop a Quality Assurance Monitoring Plan that is similar to the QAPP developed by Pearch (August, 2009). The SOP’s specified above must also be included in the QAPP. • Additional recommendations for sampling from domestic wells can be found in Pearch, Hydrogeologic Memo Part I, 2010. Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 5-1 APPENDIX 5. WATER QUALITY MONITORING PLAN Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 6-1 APPENDIX 6. WATER RIGHT ASSESSMENT AND WATER RIGHT CERTIFICATE AND PERMITS Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Tides Property Owners Association June 3 , 2024 Garth Mann Statesman Group The Hamlet of Pleasant Harbor 308913 US Hwy 101 Brinnon Washington 98320 RE: Recogni*on of Ownership Interest Dear Garth, The purpose of this le.er is for me to confirm on behalf of the Board of Directors of the Pleasant Tides Property Owners Associa*on, the Statesman Group is claiming ownership interest in Water Rights No. G2- 21134C, No. G2-23623C, and No. G2- 27964. Based on the historical documents, this ownership is an annual quan*ty of 14.1 acre feet/year and a sufficient instantaneous quan*ty measured in gallons per minute. The documenta*on presented dates back to 1996. It includes the Agreement for Merger of Pleasant Tides and Pleasant Harbor Water Systems dated October 20, 2006, as well as several deeds and transfer documents. The asserted Statesman Group proper*es that are covered by the water rights are Parcels No. 502-152-005 and No. 502-154-002. These documents have been reviewed by the Board, and the Board agrees Statesman may have ownership interest in the Water Rights. In agreeing not to contest Statesman’s asser*on of water rights, Pleasant Tides wants to be clear it is not guaranteeing Statesman access to the water. Statesman is fully responsible for taking all necessary ac*on to access the water including any governmental approvals. In this regard, Pleasant Tides will not be providing this water to the Statesman Group’s parcels from Pleasant Tides wells and through its water system. Pleasant Tides takes no responsibility for the development of the Statesman Group water supply, and the two systems will not be physically connected in any manner. Statesman must develop its water system and u*lize these rights in a manner that will not impair Pleasant Tides use of water. This includes no impairment of Pleasant Tide’s ability to withdraw groundwater from its wells. Pleasant Tides recognizes that the Department of Health or the Department of Ecology may want to have a formal division of the water rights to reflect the quan**es owned by Statesman. Pleasant Tides agrees not to impede that process; provided, Statesman will development any necessary documents and be responsible for the costs associated with obtaining the division. Exhibit 24 As noted, the Washington State Office of Drinking Water planning division has shown that there is a delinea*on of service area from the last water system plan for Pleasant Tides. The 30 acre parcel in this service area is owned by Statesman. Pleasant Tides does not have the system capacity or desire to provide water to this approved area. In an effort of coopera*on Pleasant Tides Board will support Statesman’s efforts in assessing the 14.1 acres associated with this parcel. All approvals of water rights and usage must be approved by DOH and Ecology. The burden of regulatory approval will rest upon Statesman. The Pleasant Tides Board will support the transfer or usage of the 14.1 acres for this parcel with guarantees of not impac*ng the current Pleasant Tides water system infrastructure or well head protec*on area and water quality. All costs associated with approvals, construc*on, and mi*ga*on of impacts rest solely on Statesman for this project. In considera*on of Pleasant Tides signing of this document, Statesman agrees to reconfirm in perpetuity the lease of the well head property, easements and other appurtenances that support the Pleasant Tides Water system. Sincerely, Lura Sheahan Lura Sheahan President Pleasant Tides Property Owners Associa*on Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 7-1 APPENDIX 7. COLIFORM MONITORING PLAN Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 DOH PUB #331-556 December 2015 If you need this publication in an alternative format, call 800.525.0127 (TDD/TTY call 711). This and other publications are available at www.doh.wa.gov/CommunityandEnvironment/DrinkingWater/ PublicationsandForms. Revised Total Coliform Rule Helpful Hints  Good sample collection technique can reduce the possibility of having a total coliform-present sample.  Make sure to collect every routine and repeat sample.  Find and fix any sanitary defects as soon as you are aware of them.  Remember to send us your completed Level 1 and Level 2 assessment documentation.  If you are a seasonal water system, remember to follow your start-up procedure before pro- viding water to the public at the beginning of each new season. For more information Call our regional office: Eastern Region: Spokane Valley 509-329-2100 Northwest Region: Kent 253-395-6750 Southwest Region: Tumwater 360-236-3030 You can also visit our website at www. doh.wa.gov/CommunityandEnvironment/ DrinkingWater The Revised Total Coliform Rule (RTCR) will replace the Total Coliform Rule on April 1, 2016. EPA expects the RTCR to protect public health better by requiring systems vulnerable to microbial contamination to “find and fix” problems that allow contamination to enter a water system. We have always required water systems to look for any maintenance or operational defects that could allow contamination to enter a system. RTCR formalizes the process and requires water systems to submit a water system assessment report to us any time they have total coli- form-present sample results. RTCR Introduces the E. coli MCL RTCR calls the acute Maximum Contaminant Level (MCL) an “E. coli MCL.” An E. coli MCL viola- tion can occur four ways:  A total coliform-present repeat sample follows an E. coli-present routine sample.  An E. coli-present repeat sample follows a total coliform-present routine sample.  The lab fails to test a total coliform-present repeat sample for E. coli.  New. A system fails to take 3 repeat samples following an E. coli-present routine sample. Required Routine Monitoring Water systems will continue to collect the same number of routine samples at the same frequency as they do now. See your Water Facilities Inventory (WFI) form for your system’s monitoring schedule. RTCR requires all water systems to collect 3 repeat samples for every total coli- form-present routine sample. Systems that collect 1 sample a month will collect 3 repeats instead of 4. Systems that collect 2 or more routine samples will continue to collect 3 repeats. If a system fails to collect 3 repeat samples for every total coliform-present routine sample, RTCR will require it to conduct a water system assessment. RTCR does not allow any system to use a source sample as both a repeat sample and a groundwater source sample. Instead, it will require all systems to collect a raw water sample from each groundwater source that was in use on the day they collected the routine sample. RTCR requires water systems to collect their normal number of routine samples the month after a total coliform-present routine sample. Systems that serve 4,100 or fewer people no longer have to collect 5 routine samples. “Sanitary Defects” and “Defects” RTCR distinguishes between “sanitary defects” and “defects.” Either might cause a total coliform-present sample, which triggers the assessment requirement. Sanitary defect: A pathway for contaminants to enter the water system or the failure or imminent failure of an existing barrier. Defect: An issue identified during an assessment that could have caused total coliform-present samples, such as using an improper sample collection technique. Environmental Public Health Office of Drinking Water Exhibit 24 Treatment Techniques Trigger Assessments A treatment technique trigger is a situation that requires a water system to take action. RTCR requires water systems to conduct an assessment to “find and fix” any sanitary defects whenever a treatment technique trigger occurs. There are two assessment levels. Both evaluate the entire system from the sample collection point to the source of supply. You can anticipate that a treatment technique trigger might occur any time you collect routine and repeat samples. Therefore, you should be ready to start a system evaluation as soon as the lab notifies you of total coliform-present results, which trigger the assessment requirement. Don’t wait to hear from us. You must complete a Level 1 and Level 2 assessment within 30 days after the treatment trigger occurs. Seasonal Water Systems RTCR recognizes a new noncommunity seasonal water system. RTCR’s seasonal system doesn’t operate year-round, totally depressur- izes the water lines at the end of each operat- ing season, and has at least one month when it serves no people. Complete system shutdown creates oppor- tunities for contamination to enter or spread through the distribution system. Therefore, all seasonal water systems must:  Have a state-approved start-up procedure by March 31, 2016.  Follow the procedure before opening for the season each year.  Send us a certificate declaring that they followed the procedure before serving water to the public. Failure to do so is a treatment technique viola- tion, which requires public notification to water system customers. Level 1 Assessment A basic water system evaluation an owner, manager, or other knowledgeable person can do. A Level 1 treatment technique trigger occurs any time a water system:  Collects fewer than 40 routine samples a month and has 2 or more total coliform-pres- ent results the same month.  Collects 40 or more routine samples a month and has total coliform-present results in more than 5 percent of its routine and repeat samples.  Fails to collect 3 repeats for every total coli- form-present routine sample. Level 2 Assessment A complex evaluation that only a person with state-required qualifications can do. A Level 2 treatment technique trigger occurs when a water system has:  An E. coli MCL violation.  A second Level 1 treatment technique trigger within a rolling 12-month period. Treatment Technique Violations RTCR requires public notification within 30 days when a:  Water system fails to conduct a required Level 1 or Level 2 assessment within 30 days of learning about the treatment technique trigger.  Water system fails to correct a sanitary defect identified in a Level 1 or Level 2 assessment within 30 days of learning about the treat- ment technique trigger.  Seasonal system fails to complete state-ap- proved startup procedures before providing water to customers. Monitoring Violations  A water system fails to collect every routine sample.  A lab fails to test a total coliform-present routine sample for E. coli. Reporting Violations  Water system fails to submit a monitoring report or completed assessment report in a timely manner.  Water system fails to notify us of an E. coli- present sample in a timely manner.  Seasonal system fails to submit certification of completion of approved start-up procedure. Assessment Elements Evaluate anything that might affect water quality in the distribution system, or indicate that quality is impaired, such as:  Atypical events.  Changes in distribution system operation and maintenance, including water storage.  Source and treatment considerations.  Existing water quality data.  Inadequate sample sites, sample protocols, or sample processing.  Others, depending on the size and complexity of the system. Water samples under black light. The positive sample fluoresces. Exhibit 24 Level 1 Assessment Guidance Template 331-569, August 2019 Send your assessment to: Northwest Region 20425 72nd Ave. South, Suite 310 Kent, WA 98032-2358 Phone: (253) 395-6750 Fax: (253) 395-6760 Email: carol.stuckey@doh.wa.gov ingrid.salmon@doh.wa.gov Southwest Region PO Box 47823 Olympia WA 98504-7823 Phone: (360) 236-3030 Fax: (360) 664-8058 Email: swro.coli@doh.wa.gov Eastern Region 16201 Indiana Ave Suite 1500 Spokane Valley WA 99216 Phone: (509) 329-2100 Fax: (509) 329-2104 Email: ero.waterquality@doh.wa.gov If you need this publication in an alternative format, call 800.525.0127 (TDD/TTY call 711). This and other publications are available at http://www.doh.wa.gov/drinkingwater. Water System Name: County: Water System ID #: Assessor Name: Email Address: Assessor Address, City, State, Zip: ODW Only, Date Received: Date(s) Assessment Completed: Month and Year of TTT: Within 30 days of learning of the Treatment Technique Trigger (TTT), submit a completed assessment to your regional office. Keep a copy in your water system files. Use this Level 1 Assessment Guidance Template as a guide for a system with only a groundwater source(s). Part A: The Assessment • Review the most recent sanitary survey report. • Assess the status of the system’s significant deficiencies and findings, observations, and recommendations. • Respond to all parts of this template that are applicable to the water system. • Use additional pages if you need more space. Part B: The Summary and Corrective Actions • Summarize assessment findings. For corrective actions: • Completed: include photos, work receipts, or reports. • Not yet completed: include an action plan with timetable with dates. Part A: Assessment Corrective action needed? Description, Comments, and Recommendations 1. Site and Sampling Protocol a. Is there a written coliform monitoring plan & sampling procedure that represents the distribution system? If yes, does the system follow the coliform monitoring plan? ☐ Yes ☐ No ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No ☐ Yes ☐ No ☐ N/A b. Have there been changes in sampling conditions or procedures? Describe: ☐ Yes ☐ No ☐ Yes ☐ No c. Inspect sampling sites where unsatisfactory samples have been collected. Are the sampling taps and locations: i. Free of potential sources of contamination? ii. In good condition? ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No d. Do the coliform sample results from the last 90 days suggest ongoing water quality issues? ☐ Yes ☐ No ☐ Yes ☐ No e. Is this assessment required due to failure to collect all repeat samples? If yes, what were the procedures taken to ensure repeat samples will be collected in the future? ☐ Yes ☐ No ☐ Yes ☐ No Exhibit 24 Page 2 of 4 Part A: Assessment Corrective action needed? Description, Comments, and Recommendations 2. Distribution a. Are procedures in place to: i. Replace and repair system parts? ii. Regularly flush? iii. Routinely inspect vault(s)? iv. Implement a cross connection control program? v. Maintain positive pressure? ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No ☐ Yes ☐ No b. Have there been: i. Recent reports of low pressure (less than 20 PSI) or complete loss of pressure? ii. Changes in condition or operation? ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No c. Inspect the distribution system. Are there any: i. Visible line breaks or leaks? ii. Observed unprotected cross connections? iii. Waterlogged pressure tanks? iv. Evidence of vandalism or other security breaches? v. Other: ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No 3. Storage Facilities - Is there a water storage tank? If no, skip to Section 4. Note: Pressure and hydropneumatic tanks are not storage tanks ☐ Yes ☐ No ☐ Yes ☐ No a. Are there: i. Procedures for periodic inspection and upkeep of the facility? ii. Any changes in storage condition or operations? ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No b. Inspect each storage tank. Are there: i. Overflow lines constructed to prevent contaminants? ii. Cracks or unprotected openings in the tank walls? iii. Reservoir roof cracks? iv. Unprotected roof openings? v. Improperly constructed access hatch or seal? vi. Evidence of vandalism or other security breaches? ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No c. If there is an air vent or opening for a water-level gauge, is it constructed to prevent entry of contaminants? ☐ Yes ☐ No ☐ Yes ☐ No d. If the overflow line discharges to a storm drain, to surface water, or directly into a sanitary sewer, is it protected by a proper air gap? ☐ Yes ☐ No ☐ Yes ☐ No 4. Treatment - Is treatment in use for any source? If no, skip to Section 5. ☐ Yes ☐ No ☐ Yes ☐ No a. If treatment includes disinfection, were chlorine residuals normal during the month the TTT occurred? ☐ Yes ☐ No ☐ Yes ☐ No Exhibit 24 Page 3 of 4 Part A: Assessment Corrective action needed? Description, Comments, and Recommendations b. Inspect the treatment facility. Are there: i. Procedures in place for proper operation and maintenance? 1. Is the treatment system operating properly? ii. Changes in equipment or process? Describe. iii. Evidence of vandalism or other security breaches? ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No ☐ Yes ☐ No 5. Source a. Are there procedures in place for periodic inspection and maintenance of the source facilities? ☐ Yes ☐ No ☐ Yes ☐ No b. Does each source have a raw water sample tap properly located? http://www.doh.wa.gov/portals/1/Documents/pubs/331-436.pdf ☐ Yes ☐ No ☐ Yes ☐ No c. Inspect the source facilities. Is the: i. Sanitary control area free of all potential sources of contamination? ☐ Yes ☐ No ☐ Yes ☐ No ii. Wellhead or spring box above grade with no potential for flooding? ☐ Yes ☐ No ☐ Yes ☐ No iii. Well cap sealed and watertight? ☐ Yes ☐ No ☐ Yes ☐ No iv. Well casing free of unprotected openings? ☐ Yes ☐ No ☐ Yes ☐ No v. Pressure tank water logged? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No vi. Spring box free of any unprotected openings? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No vii. Other: ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No d. Have there been any changes in condition or operation? ☐ Yes ☐ No ☐ Yes ☐ No 6. Other assessment activities. Describe: Exhibit 24 Page 4 of 4 Part B: Assessment Summary and Corrective Action Plan with Timetable 1. Actions Completed Assessor: Summarize the issues found where corrective actions have been completed. Include photos, work receipts, or reports to depict assessment findings. Describe issue found Describe corrective action taken Date Completed 2. Actions To be Taken Assessor: Describe the issues found where corrective actions will be completed later. Provide a timetable Describe issue found Describe planned corrective action Expected Completion Date Assessor has discussed the Assessment findings with the Water System Owner: ☐ Yes ☐ No If no, note the date when the discussion will occur: Signature of Assessor: Date: Office of Drinking Water staff will review this assessment and determine if any of the issues identified are Sanitary Defects - a defect that could provide a pathway of entry for microbial contamination into the distribution system, or a defect that is indicative of a failure or imminent failure in a barrier that is already in place. OFFICE OF DRINKING WATER USE ONLY Regional Office Reviewer: Date of Review: Assessment sufficient? ☐ Yes ☐ No Likely Cause Determined? ☐ Yes ☐ No Corrective Action Plan Included? ☐ Yes ☐ No ☐ N/A Comments: Sanitary Defects Identified? ☐ Yes ☐ No Corrective Action Plan approved? ☐ Yes ☐ No ☐ N/A Corrective Actions Complete? ☐ Yes ☐ No ☐ N/A Exhibit 24 Level 2 Assessment Guidance Template 331-570, 2017 Send your assessment to: Northwest Region 20425 72nd Ave. South, Suite 310 Kent, WA 98032-2358 Phone: (253) 395-6750 Fax: (253) 395-6760 Email: carol.stuckey@doh.wa.gov ingrid.salmon@doh.wa.gov Southwest Region PO Box 47823 Olympia WA 98504-7823 Phone: (360) 236-3030 Fax: (360) 664-8058 Email: swro.coli@doh.wa.gov Eastern Region 16201 Indiana Ave Suite 1500 Spokane Valley WA 99216 Phone: (509) 329-2100 Fax: (509) 329-2104 Email: joseph.perkins@doh.wa.gov If you need this publication in an alternative format, call 800.525.0127 (TDD/TTY call 711). This and other publications are available at www.doh.wa.gov/drinkingwater. Water System Name: Click here to enter text County: Click here to enter text Water System ID #: Click here to enter text Assessor Name: Click here to enter text Email Address: Click here to enter text Assessor is: WDM 2, 3, or 4 ___ OR PE ___ OR LHJ ___ (check one) ODW Only, Date Received: Click here to enter text Assessor Address, City, State, Zip: Click here to enter text Date(s) Assessment Completed: Click here to enter text Month and Year of TTT: Enter date This assessment is required due to the repeated occurrence of total coliform bacteria, or the confirmation of E. coli bacteria in the distribution system. Conduct a thorough assessment of the water system per this guidance and within 30 days submit the assessment to your regional office. If this is the water system’s second level 2 assessment and the cause for the contamination cannot be found and fixed, the system will be required to add the barrier of continuous disinfection treatment. Use this Level 2 Assessment Guidance Template for a system with only a groundwater source(s). Part A: The Assessment • Review the most recent sanitary survey report. o Assess the status of the system’s significant deficiencies and findings, observations, and recommendations. • Respond to all parts of this template that are applicable to the water system. • Use additional pages if you need more space. Part B: The Summary and Corrective Actions • Summarize assessment findings. For corrective actions: • Completed: include photos, work receipts, or reports. • Not yet completed: include an action plan with dates for completion of each item. Part A: Assessment Corrective Action Needed? Description, Comments, and Recommendations 1. Site and Sampling Protocol a. Is there a written coliform monitoring plan & sampling procedure that ensures each sample represents the distribution system? ☐ Yes ☐ No ☐ Yes ☐ No b. Is there a program to ensure that all sample collectors are trained before being allowed to collect compliance samples? ☐ Yes ☐ No ☐ Yes ☐ No c. Are routine and repeat sample sites regularly monitored to ensure that no site will contaminate the sample? ☐ Yes ☐ No ☐ Yes ☐ No d. Do the coliform sample results from the last 24 months suggest ongoing or reoccurring water quality issues? ☐ Yes ☐ No ☐ Yes ☐ No e. Relative to the Unsatisfactory samples associated with the TTT: i. Did a trained sample collector collect each sample? ☐ Yes ☐ No ☐ Yes ☐ No ii. Were the monitoring plan and sampling procedure followed? ☐ Yes ☐ No ☐ Yes ☐ No iii. Were there any changes in sampling conditions or procedures that may have contributed to the TTT? ☐ Yes ☐ No ☐ Yes ☐ No Exhibit 24 2 Part A: Assessment Corrective Action Needed? Description, Comments, and Recommendations f. Inspect the Unsatisfactory samples’ sites: i. Are the sampling locations free of potential sources of contamination? ☐ Yes ☐ No ☐ Yes ☐ No ii. Are the sampling taps in good condition? ☐ Yes ☐ No ☐ Yes ☐ No iii. Other: ☐ N/A ☐ Yes ☐ No g. Was this TTT due to failure to collect all repeat samples? ☐ Yes ☐ No ☐ Yes ☐ No If yes, describe steps being taken to ensure all required repeat samples will be collected in the future. 2. Distribution System a. Are there standard procedures for proper maintenance including: i. Pipe replacement and repair? ☐ Yes ☐ No ☐ Yes ☐ No ii. Other distribution system components replacement and repair? ☐ Yes ☐ No ☐ Yes ☐ No iii. Regular flushing? ☐ Yes ☐ No ☐ Yes ☐ No iv. Routine vault inspections? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No v. Maintain positive pressure throughout? ☐ Yes ☐ No ☐ Yes ☐ No b. Is there a fully implemented cross connection control program? ☐ Yes ☐ No ☐ Yes ☐ No c. Is each air-vacuum-relief-valve vented above-grade? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No d. Following work done in distribution system or any pressure ☐ Yes ☐ No ☐ Yes ☐ No loss event, are investigative coliform samples collected? e. Have there been any: i. Recent reports of low pressure (less than 20 psi) or complete loss of pressure? ☐ Yes ☐ No ☐ Yes ☐ No ii. Recent repairs or new construction? ☐ Yes ☐ No ☐ Yes ☐ No iii. Pipe leaks that are not yet repaired? ☐ Yes ☐ No ☐ Yes ☐ No iv. Recent use of fire hydrants such as hydrant maintenance or flushing by utility or fire department? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No v. Recent reports of a cross-connection incident? ☐ Yes ☐ No ☐ Yes ☐ No vi. Off-normal events such as discolored water, odd taste, or smell? ☐ Yes ☐ No ☐ Yes ☐ No vii. Other changes in distribution conditions or operations that may have contributed to the TTT? ☐ Yes ☐ No ☐ Yes ☐ No f. Inspect the distribution system. Are there any: i. Visible line breaks or leaks? ☐ Yes ☐ No ☐ Yes ☐ No ii. Observed cross connections? ☐ Yes ☐ No ☐ Yes ☐ No iii. Waterlogged pressure tanks? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No iv. Indications of vandalism or other security breach? ☐ Yes ☐ No ☐ Yes ☐ No v. Other: ☐ N/A ☐ Yes ☐ No 3. Storage Facilities – Is there storage? If no, skip to Section 4. ☐ Yes ☐ No a. Are there standard procedures for periodic inspection of the exterior of ☐ Yes ☐ No ☐ Yes ☐ No each storage facility including vents, hatches, fittings for level gage/controls, and overflows? Exhibit 24 3 Part A: Assessment Corrective Action Needed? Description, Comments, and Recommendations b. Are there standard procedures for periodic inspection and cleaning of the interior of each storage facility? ☐ Yes ☐ No ☐ Yes ☐ No If more than one tank, for each corrective action noted below, name which tank(s) the action applies to: c. Are all storage facilities secured from unauthorized entry and vandalism? ☐ Yes ☐ No ☐ Yes ☐ No d. If there is an air vent, is it constructed to prevent entry of contaminants? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No e. If there is a fitting for a level gage or level controls, is it constructed to prevent entry of contaminants? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No f. If there is an overflow line that discharges to a storm drain, surface water, or into a sanitary sewer, is it protected by a proper air gap? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No g. Has there been: i. Any recent work done at a storage facility? ☐ Yes ☐ No ☐ Yes ☐ No ii. Any other changes in storage conditions or operations? ☐ Yes ☐ No ☐ Yes ☐ No h. Inspect each storage tank. Are there any: i. Any floating objects in the tank? ☐ Yes ☐ No ☐ Yes ☐ No ii. Cracks or unprotected openings in tank walls? ☐ Yes ☐ No ☐ Yes ☐ No iii. Unprotected openings in the tank roof? ☐ Yes ☐ No ☐ Yes ☐ No iv. Gaps or weak areas in access hatch seals? ☐ Yes ☐ No ☐ Yes ☐ No v. Holes in the air vent screen? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No vi. Weak points in the attachment of the screen to the vent structure? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No vii. Holes in the screen on the open end of overflow line? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No viii. Obstructions compromising the proper air gap where the overflow line discharges into a storm drain, surface water, or sanitary sewer? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No ix. Indications of vandalism or other security breach? ☐ Yes ☐ No ☐ Yes ☐ No x. Other: ☐ N/A ☐ Yes ☐ No 4. Treatment – Is there treatment? If no, skip to Section 5. ☐ Yes ☐ No a. List every type of treatment in use: b. Is any source continuously treated with a disinfectant? If yes, ☐ Yes ☐ No Are there standard procedures for: i. Proper operation and maintenance of disinfection treatment facilities? ☐ Yes ☐ No ☐ Yes ☐ No ii. Monitoring disinfectant residual frequency per DOH requirement? ☐ Yes ☐ No ☐ Yes ☐ No Were: iii. Chlorine residuals 0.2 mg/L or greater in the Unsatisfactory samples? ☐ Yes ☐ No ☐ Yes ☐ No List residuals: iv. Chlorine residuals normal throughout the month the TTT occurred? ☐ Yes ☐ No ☐ Yes ☐ No v. All chlorine residual measurements from the last 90 days indicative of any on-going or recurring treatment issue? ☐ Yes ☐ No ☐ Yes ☐ No Exhibit 24 4 Part A: Assessment Corrective Action Needed? Description, Comments, and Recommendations c. Have there been any: i. Changes in treatment equipment or processes? ☐ Yes ☐ No ☐ Yes ☐ No ii. Recent interruptions in any treatment process? ☐ Yes ☐ No ☐ Yes ☐ No iii. Recent maintenance performed on any treatment component? ☐ Yes ☐ No ☐ Yes ☐ No d. Inspect the treatment facilities: i. Is the treatment system operating properly? ☐ Yes ☐ No ☐ Yes ☐ No ii. Is there any evidence of vandalism or other security breach? ☐ Yes ☐ No ☐ Yes ☐ No iii. Other: ☐ N/A ☐ Yes ☐ No 5. Source (if more than one source, note source number as needed) a. Does each source comply with the Sanitary Control Area requirements (WAC 246-290-135(2)? ☐ Yes ☐ No ☐ Yes ☐ No b. Are all sources protected from fecal contamination by appropriate placement and construction? ☐ Yes ☐ No ☐ Yes ☐ No c. Are there standard procedures for periodic inspection and maintenance of the source facilities? ☐ Yes ☐ No ☐ Yes ☐ No d. Are the source facilities secured from unauthorized entry and vandalism? ☐ Yes ☐ No ☐ Yes ☐ No e. Has there been any: i. Recent use of an unapproved source? ☐ Yes ☐ No ☐ Yes ☐ No ii. Recent land use changes? ☐ Yes ☐ No ☐ Yes ☐ No iii. Standing water, heavy precipitation, or flooding around a source in the last month? ☐ Yes ☐ No ☐ Yes ☐ No iv. Recent failure of a source pump? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No v. Recent maintenance on a source pump or other source component? ☐ Yes ☐ No ☐ Yes ☐ No vi. Other changes in source conditions or operations? ☐ Yes ☐ No ☐ Yes ☐ No f. Inspect the source facilities. Is: i. Sanitary control area free of all potential sources of contamination? ☐ Yes ☐ No ☐ Yes ☐ No ii. Top of well casing or spring box at risk of submergence? ☐ Yes ☐ No ☐ Yes ☐ No iii. Well cap sealed and watertight? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No iv. Well casing or spring box free of unprotected openings? ☐ Yes ☐ No ☐ Yes ☐ No v. Pressure tank water logged or off-line? ☐ Yes ☐ No ☐ N/A ☐ Yes ☐ No vi. There any evidence of vandalism or other security breach? ☐ Yes ☐ No ☐ Yes ☐ No vii. Other: ☐ N/A ☐ Yes ☐ No 6. Other assessment activities. a. Is it time for the additional barrier of continuous disinfection to be ☐ Yes ☐ No installed at this system? If no, why not? Explain: b. Other activities: Exhibit 24 5 Part B: Assessment Summary and Corrective Action Plan with Timetable 1. Actions Completed Assessor: Summarize the issues found where corrective actions have been completed. Include photos, work receipts, and/or reports to depict assessment findings. Describe issue found Describe corrective action taken Date Completed Click here to enter text Click here to enter text Click here to enter text Click here to enter text Click here to enter text Click here to enter text 2. Actions To be Taken Assessor: Describe the issues found where corrective actions will be completed later. Provide a timetable Describe issue found Describe planned corrective action Expected Completion Date Click here to enter text Click here to enter text Click here to enter text Click here to enter text Click here to enter text Click here to enter text Assessor has discussed the Assessment findings with the Water System Owner: ☐ Yes ☐ No If no, note the date when the discussion will occur: Click here to enter text Signature of Assessor: Date: Click here to enter text Office of Drinking Water staff will review this assessment and determine if any of the issues identified are Sanitary Defects - a defect that could provide a pathway of entry for microbial contamination into the distribution system, or a defect that is indicative of a failure or imminent failure in a barrier that is already in place. OFFICE OF DRINKING WATER USE ONLY Regional Office Reviewer: Click here to enter text Date of Review: Click here to enter text Assessment sufficient? ☐ Yes ☐ No Likely Cause Determined? ☐ Yes ☐ No Corrective Action Plan Included? ☐ Yes ☐ No ☐ N/A Comments: Click here to enter text Sanitary Defects Identified? ☐ Yes ☐ No Corrective Action Plan approved? ☐ Yes ☐ No ☐ N/A Corrective Actions Complete? ☐ Yes ☐ No ☐ N/A Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 8-1 APPENDIX 8. SUSCEPTIBILITY ASSESSMENT AND TIME OF TRAVEL MAPS Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 9-1 APPENDIX 9. FINANCIAL Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 10-1 APPENDIX 10. WATER SYSTEM HYDRAULIC ANALYSIS Exhibit 24 Water System Design Manual DOH 331-123, October 2019 Table 3-2: Guide for Maximum Daily Nonresidential Water Demand1 Type of Establishment Water Used (gpd) Airport (per passenger) 3 - 5 Bathhouse (per bather) 10 Boardinghouse (per boarder) 50 Additional kitchen requirements for nonresident boarders 10 Camp Construction, semi-permanent (per worker) 50 Day, no meals served (per camper) 15 Luxury (per camper) 100 - 150 Resort, day and night, limited plumbing (per camper) 50 Tourist, central bath and toilet facilities (per person) 352 Cottage, seasonal occupancy (per resident) 50 Club Country (per resident member) 100 Country (per nonresident member present) 25 Factory (gallons per person per shift) 15 - 35 Highway rest area (per person) 5 Hotel (per person) 50 Institution other than hospital (per person) 75 - 125 Hospital (per bed) 250 - 400 Lawn and Garden (per 1,000 sq. ft., applied at 2-inches per week) 180 gpd per 1000 sf3 Laundry, self-serviced (gallons per washing per customer) 50 Livestock Drinking (per animal) Beef, yearlings 20 Brood Sows, nursing 6 Cattle or Steers 12 Dairy 20 Dry Cows or Heifers 15 Goat or Sheep 2 Hogs/Swine 4 Horse or Mules 12 Livestock Facilities Dairy Sanitation (milk room) 500 Floor Flushing (per 100 sq. ft.) 10 Sanitary Hog Wallow 100 Motel Bath, toilet, and kitchen facilities (per bed space) 50 Bed and toilet (per bed space) 40 Park Overnight, flush toilets (per camper) 252 Trailer/RV no sewer connection (per trailer) 252 Trailer/RV connected to sewer (per trailer) 1404 Picnic Bathhouses, showers, and flush toilets (per picnicker) 20 Exhibit 24 Type of Establishment Water Used (gpd) Toilet facilities only (gallons per picnicker) 10 Poultry (per 100 birds) Chicken 5 - 10 Ducks 22 Turkeys 10 - 25 Restaurant Toilet facilities (per patron) 7 - 10 No toilet facilities (per patron) 2 ½ - 3 Bar and cocktail lounge (additional quantity per patron) 2 School Boarding (per pupil) 75 - 100 Day, cafeteria, gymnasiums, and showers (per pupil) 25 Day, cafeteria, no gymnasiums or showers (per pupil) 20 Day, no cafeteria, gymnasiums or showers (per pupil) 15 Service station (per vehicle) 10 Store (per toilet room) 400 Swimming pool (per swimmer) Maintenance (per 100 sq. ft.) 10 Theater Drive-in (per car space) 5 Movie (per auditorium seat) 5 Worker Construction (per person per shift) 50 Day (school or offices per person per shift) 15 Footnotes 1 Table adapted from Design and Construction of Small Water Systems (AWWA, 1984) and Planning for an Individual Water System (Assn for Vocational Instructional Materials, 1982), unless otherwise noted. 2 Add the 25-35 gpd per camper value to the 25 gpd where trailer/RV is without a sewer connection. 3 U.S. Bureau of Reclamation, Argimet, 2015, for Eastern Washington locations. 4 WSDSHS. 1983. Sizing Guidelines for Public Water Supplies, Washington State Department of Social and Health Services, Olympia, WA. Exhibit 24 Pump Definition Detailed Report: WellPump - 65 gpm Element Details 544ID Notes WellPump - 65 gpmLabel Pump Curve Head (ft) Flow (gpm) 280.910 272.9427 254.6544 191.7771 Pump Efficiency Type Best Efficiency Point Pump Efficiency Type %100.0Motor Efficiency %68.4BEP Efficiency FalseIs Variable Speed Drive? gpm64BEP Flow Transient (Physical) lb·ft²0.000Inertia (Pump and Motor)SI=25, US=1280Specific Speed rpm0Speed (Full)TrueReverse Spin Allowed? Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Pump Definition Detailed Report: WellPump - 65 gpm Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pump Definition Detailed Report: Fire Flow - 3000 gpm @ 100 ft Element Details 767ID Notes Fire Flow - 3000 gpm @ 100 ft Label Pump Curve Head (ft) Flow (gpm) 125.00750 125.001,500 115.002,250 100.003,012 Pump Efficiency Type Best Efficiency Point Pump Efficiency Type %100.0Motor Efficiency %81.4BEP Efficiency FalseIs Variable Speed Drive? gpm2,898BEP Flow Transient (Physical) lb·ft²0.000Inertia (Pump and Motor)SI=25, US=1280Specific Speed rpm0Speed (Full)TrueReverse Spin Allowed? Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Pump Definition Detailed Report: Fire Flow - 3000 gpm @ 100 ft Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: Pump Table Pump Head (ft) Flow (Total) (gpm) Pressure (Discharge) (psi) Hydraulic Grade (Discharge) (ft) Pressure (Suction) (psi) Hydraulic Grade (Suction) (ft) Status (Initial) Pump DefinitionElevation (ft) Label 112.1916263352.1415239.95OnBooster Pump - 200 gpm @ 110 ft205.76Booster Pump 1 112.2016263352.1514239.95OnBooster Pump - 200 gpm @ 110 ft206.87Booster Pump 2 0.00063352.1414239.96OffFire Flow - 3000 gpm @ 100 ft206.45Fire Flow Pump 25.7410713240.022214.29OnWellPump - 65 gpm210.78Well Pump 1 25.7010713239.981214.28OnWellPump - 65 gpm210.94Well Pump 2 230.3067102240.30210.00OnWellPump - 65 gpm @ 230 ft5.00Well Pump 3 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/5/2024 WaterCAD [10.02.03.06]Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: PRV Table Headloss (ft) Hydraulic Grade (To) (ft) Hydraulic Grade (From) (ft) Flow (gpm) Pressure Setting (Initial) (psi) Diameter (Valve) (in) Elevation (ft) Label 121.99229.96351.958206.0183.72PRV-1 43.10308.90352.0011606.0170.17PRV-2 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Pleasant Harbor Water System 06.27.2025 PRESSURE ZONE MODELING - PZ 1 Exhibit 24 FlexTable: Junction Table Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Label 15239.960206.00J-1 63352.140205.98J-2 67352.065197.00J-3 68352.053194.40J-4 72352.037185.36J-5 72352.017186.53J-6 70352.000190.14J-7 43351.9655251.86J-8 60351.950213.42J-9 64351.975204.21J-10 58352.024218.16J-11 52351.8951231.99J-15 48351.8651240.81J-16 74352.000181.42J-17 66308.9011155.51J-18 66351.968199.95J-19 67351.968197.15J-20 67351.960197.40J-21 66351.955199.15J-22 61351.947211.14J-23 62351.935207.64J-24 64351.927204.09J-25 58351.927218.51J-26 58351.944216.82J-27 54351.950228.25J-28 58351.976218.62J-29 45351.958246.87J-30 40351.958260.08J-31 52351.925232.05J-32 32351.9041278.00J-33 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/5/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: Hydrant Table Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Hydrant StatusLabel 75352.020179.68ClosedH-1 70352.000191.25ClosedH-2 63351.980205.96ClosedH-3 50351.970237.00ClosedH-4 40351.960260.62ClosedH-5 39351.960262.70ClosedH-6 47351.960243.34ClosedH-7 65351.950201.75ClosedH-8 69351.960193.08ClosedH-9 67351.970197.47ClosedH-10 60351.980213.31ClosedH-11 57352.040220.56ClosedH-12 57351.950221.13ClosedH-16 47351.880243.74ClosedH-17 45351.860247.92ClosedH-18 66308.900157.11ClosedH-19 78352.000171.25ClosedH-20 93352.000137.61ClosedH-21 64351.960203.76ClosedH-22 65351.950200.69ClosedH-23 59351.940215.36ClosedH-24 62351.930209.05ClosedH-25 64351.920203.58ClosedH-26 53351.920229.72ClosedH-27 62351.930208.89ClosedH-28 54351.950226.15ClosedH-29 50351.950236.38ClosedH-30 41351.950257.60ClosedH-31 46351.920245.72ClosedH-32 33351.910274.93ClosedH-33 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: Pipe Table Velocity (ft/s) Flow (gpm) Hazen- Williams C Materia l Diamete r (in) Length (ft) Stop NodeStart NodeLabel 1.22107150.0PVC6.025Well Pump 1Groundwater-1P-1 1.22107150.0PVC6.026Well Pump 2Groundwater-1P-2 0.25-40150.0PVC8.0229J-27H-28P-3 0.1614150.0PVC6.0376J-32H-28P-4 1.04162150.0PVC8.08J-2Booster Pump 1P-5 1.04162150.0PVC8.015J-2Booster Pump 2P-6 0.000150.0PVC12.06J-2Fire Flow PumpP-7 0.52325150.0PVC16.033J-1TankP-8 0.92325150.0PVC12.0341J-3J-2P-9 1.22107150.0PVC6.068TankWell Pump 1P-0 0.69107150.0PVC8.089TankWell Pump 2P-11 0.7667150.0PVC6.0898TankWell Pump 3P-12 0.20-32150.0PVC8.0158H-27H-32P-13 0.2641150.0PVC8.0379H-33H-32P-14 0.08-13150.0PVC8.0501H-26H-27P-15 0.12-19150.0PVC8.0307J-26H-27P-16 0.05-13150.0PVC10.059J-25H-26P-17 0.16-25150.0PVC8.0496H-24H-25P-18 0.16-25150.0PVC8.0134J-23H-24P-19 0.28-44150.0PVC8.0193J-28H-29P-20 0.1016150.0PVC8.0122H-30J-28P-21 0.1016150.0PVC8.0264J-30H-30P-22 0.058150.0PVC8.092J-31H-31P-23 0.21-32150.0PVC8.0208J-22H-23P-24 0.24-37150.0PVC8.0191H-10J-21P-25 0.2071150.0PVC12.0381H-9H-10P-26 0.1655150.0PVC12.0605H-8H-9P-27 0.1016150.0PVC8.0472J-19H-9P-28 0.058150.0PVC8.0278J-20H-22P-29 0.1655150.0PVC12.0255J-9H-8P-30 0.64101150.0PVC8.0287J-15J-9P-31 0.15-54150.0PVC12.0416H-7J-9P-32 0.028150.0PVC12.0867H-16J-9P-33 0.3251150.0PVC8.0240H-17J-15P-34 0.3251150.0PVC8.0311H-18H-17P-35 0.3251150.0PVC8.022J-16H-18P-36 0.15-54150.0PVC12.0297H-6H-7P-37 0.15-54150.0PVC12.0300H-5H-6P-38 0.15-54150.0PVC12.0224AV-1H-5P-39 0.31-109150.0PVC12.0236H-4J-8P-40 0.31-109150.0PVC12.0315H-3H-4P-41 0.31-109150.0PVC12.0517J-7H-3P-42 0.0711150.0PVC8.093J-17J-7P-43 0.34-120150.0PVC12.044H-2J-7P-44 0.000150.0PVC8.0102H-20J-17P-45 0.0711150.0PVC8.0180PRV-2J-17P-46 0.000150.0PVC8.0346H-21H-20P-47 0.0711150.0PVC8.014J-18H-19P-48 Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/5/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: Pipe Table Velocity (ft/s) Flow (gpm) Hazen- Williams C Materia l Diamete r (in) Length (ft) Stop NodeStart NodeLabel 0.34-120150.0PVC12.0232J-6H-2P-49 0.36-128150.0PVC12.0207J-5H-1P-50 0.39-138150.0PVC12.0211J-3J-4P-51 0.52182150.0PVC12.0263H-12J-3P-52 0.52182150.0PVC12.0210J-11H-12P-53 0.32113150.0PVC12.0350J-10H-11P-54 0.4265150.0PVC8.0133J-29H-11P-55 0.028150.0PVC12.0534PRV-1H-16P-56 0.50178150.0PVC12.0425H-11J-11P-62 0.38-135150.0PVC12.0329J-4J-5P-63 0.36-128150.0PVC12.0336H-1J-6P-64 0.058150.0PVC8.0262H-22J-19P-65 0.058150.0PVC8.0270H-31J-30P-66 0.31108150.0PVC12.0260H-10J-10P-67 0.24-37150.0PVC8.0234J-21J-22P-68 0.3860150.0PVC8.0241J-28J-29P-69 0.21-32150.0PVC8.0331H-23J-23P-70 0.28-44150.0PVC8.0269H-29J-27P-71 0.16-25150.0PVC8.0162H-25J-24P-72 0.13-20150.0PVC8.0407J-24J-25P-73 0.16-25150.0PVC8.0263H-28J-26P-74 0.119150.0PVC6.0222H-32J-32P-75 0.7667150.0PVC6.063Well Pump 3Groundwater-2P-76 0.4741150.0PVC6.040J-33H-33P-77 0.000150.0PVC12.010Fire Flow PumpJ-1P-78 1.04162150.0PVC8.07Booster Pump 1J-1P-79 1.04162150.0PVC8.012Booster Pump 2J-1P-80 0.0711150.0PVC8.0209H-19PRV-2P-81 0.15-54150.0PVC12.080J-8AV-1P-83 Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/5/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Pleasant Harbor Water System 06.27.2025 PRESSURE ZONE MODELING - PZ 2 Exhibit 24 FlexTable: Junction Table Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Label 31229.960158.14J-12 36229.960147.00J-13 43229.968130.00J-14 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: Hydrant Table Pressure (psi) Hydraulic Grade (ft) Demand (gpm) Elevation (ft) Hydrant StatusLabel 40229.960138.58ClosedH-13 36229.960147.55ClosedH-14 30229.960161.25ClosedH-15 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: Pipe Table Velocity (ft/s) Flow (gpm) Hazen- Williams C Materia l Diamete r (in) Length (ft) Stop NodeStart NodeLabel 0.028150.0PVC12.060J-12H-15P-57 0.058150.0PVC8.0216H-13J-12P-58 0.000150.0PVC8.0111H-14J-12P-59 0.058150.0PVC8.0162J-14H-13P-60 0.000150.0PVC8.019J-13H-14P-61 0.028150.0PVC12.0321H-15PRV-1P-82 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/5/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Pleasant Harbor Water System 06.27.2025 FIRE FLOW MODELING Exhibit 24 Scenario Summary Report Scenario: PHWS - Fire Flow Scenario Summary 697ID PHWS - Fire FlowLabel Notes Base Active TopologyActive Topology Base PhysicalPhysical Base Demand - PHDDemand Fire FlowInitial Settings Base OperationalOperational Base AgeAge Base ConstituentConstituent Base TraceTrace Base Fire FlowFire Flow Base Energy CostEnergy Cost Base TransientTransient Base Pressure Dependent DemandPressure Dependent Demand Base Failure HistoryFailure History Base SCADASCADA Base User Data ExtensionsUser Data Extensions Steady State - Fire FlowSteady State/EPS Solver Calculation Options Base Calculation OptionsTransient Solver Calculation Options Hydraulic Summary Steady StateTime Analysis Type TrueUse simple controls during steady state? Hazen- WilliamsFriction Method FalseIs EPS Snapshot? 0.001Accuracy 12:00:00 AMStart Time 75Trials Fire FlowCalculation Type Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Base Fire Flow Report Base Fire Flow gpm1,500Fire Flow (Needed)All NodesFire Flow Auxiliary Results Type gpm2,500Fire Flow (Upper Limit)ft/s12.00Velocity (Upper Limit) psi20Pressure (Residual Lower Limit)psi20Pressure (System Lower Limit) psi20Pressure (Zone Lower Limit)ft/s8.00Pipe Velocity Greater Than TrueUse Minimum System Pressure Constraint? psi20Node Pressure Less Than TrueUse Velocity Constraint?All PipesPipe Set TrueUse Pipe Velocity Greater Than? All Fire Flow NodesFire Flow Nodes FalseUse Node Pressure Less Than?All NodesFire Flow Auxiliary Results Type Adding to Baseline Demand Apply Fire Flows By PipesAuxiliary Output Selection Set 13: Base Fire Flow, Junction and Hydrant Alternative Report Pressure (System Lower Limit) (psi) Pressure (Zone Lower Limit) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Upper Limit) (gpm) Fire Flow (Needed) (gpm) Velocity (Upper Limit) (ft/s) Specify Local Fire Flow Constraints? LabelID* 2020202,5001,50012.00FalseH-28174True 2020202,5001,50012.00FalseH-32552True 2020202,5001,50012.00FalseH-27553True 2020202,5001,50012.00FalseH-26555True 2020202,5001,50012.00FalseH-25557True 2020202,5001,50012.00FalseH-24559True 2020202,5001,50012.00FalseH-29563True 2020202,5001,50012.00FalseH-30567True 2020202,5001,50012.00FalseH-31569True 2020202,5001,50012.00FalseH-23573True 2020202,5001,50012.00FalseH-10577True 2020202,5001,50012.00FalseH-9579True 2020202,5001,50012.00FalseH-22581True 2020202,5001,50012.00FalseH-8585True 2020202,5001,50012.00FalseH-17591True 2020202,5001,50012.00FalseH-18593True 2020202,5001,50012.00FalseH-7597True 2020202,5001,50012.00FalseH-6599True 2020202,5001,50012.00FalseH-5601True 2020202,5001,50012.00FalseH-4605True 2020202,5001,50012.00FalseH-3607True 2020202,5001,50012.00FalseH-20613True 2020202,5001,50012.00FalseH-21615True 2020202,5001,50012.00FalseH-19617True 2020202,5001,50012.00FalseH-2621True 2020202,5001,50012.00FalseH-1623True 2020202,5001,50012.00FalseH-12629True Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Base Fire Flow Report 13: Base Fire Flow, Junction and Hydrant Alternative Report Pressure (System Lower Limit) (psi) Pressure (Zone Lower Limit) (psi) Pressure (Residual Lower Limit) (psi) Fire Flow (Upper Limit) (gpm) Fire Flow (Needed) (gpm) Velocity (Upper Limit) (ft/s) Specify Local Fire Flow Constraints? LabelID* 2020202,5001,50012.00FalseH-11631True 2020202,5001,50012.00FalseH-16637True 2020202,5001,50012.00FalseH-15639True 2020202,5001,50012.00FalseH-13643True 2020202,5001,50012.00FalseH-14647True 2020202,5001,50012.00FalseH-33702True 2020202,5001,50012.00FalseJ-33207True 2020202,5001,50012.00FalseJ-2365True 2020202,5001,50012.00FalseJ-28565True 2020202,5001,50012.00FalseJ-31571True 2020202,5001,50012.00FalseJ-21575True 2020202,5001,50012.00FalseJ-20583True 2020202,5001,50012.00FalseJ-9587True 2020202,5001,50012.00FalseJ-15589True 2020202,5001,50012.00FalseJ-16595True 2020202,5001,50012.00FalseJ-8603True 2020202,5001,50012.00FalseJ-7609True 2020202,5001,50012.00FalseJ-17611True 2020202,5001,50012.00FalseJ-18619True 2020202,5001,50012.00FalseJ-4625True 2020202,5001,50012.00FalseJ-3627True 2020202,5001,50012.00FalseJ-12641True 2020202,5001,50012.00FalseJ-14645True 2020202,5001,50012.00FalseJ-13649True 2020202,5001,50012.00FalseJ-11653True 2020202,5001,50012.00FalseJ-5656True 2020202,5001,50012.00FalseJ-6659True 2020202,5001,50012.00FalseJ-19662True 2020202,5001,50012.00FalseJ-30665True 2020202,5001,50012.00FalseJ-10668True 2020202,5001,50012.00FalseJ-22671True 2020202,5001,50012.00FalseJ-29674True 2020202,5001,50012.00FalseJ-23677True 2020202,5001,50012.00FalseJ-27680True 2020202,5001,50012.00FalseJ-24683True 2020202,5001,50012.00FalseJ-25686True 2020202,5001,50012.00FalseJ-26689True 2020202,5001,50012.00FalseJ-32692True 2020202,5001,50012.00FalseJ-1704True Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Fire Flow Node FlexTable: Fire Flow Report Velocity of Maximum Pipe (ft/s) Pipe w/ Maximum Velocity Pressure (Calculated Zone Lower Limit) (psi) Junction w/ Minimum Pressure (Zone) Pressure (Calculat ed Residual @ Total Flow Needed) (psi) Pressure (Calculate d Residual) (psi) Pressure (Residual Lower Limit) (psi) Flow (Total Available) (gpm) Flow (Total Needed) (gpm) Fire Flow (Available) (gpm) Fire Flow (Needed) (gpm) Pressur e (psi) Is Fire Flow Run Balanced ? Satisfies Fire Flow Constraint s? Label 8.01P-929J-337670202,5001,5002,5001,50081TrueTrueH-1 8.01P-929J-337164202,5001,5002,5001,50076TrueTrueH-2 8.01P-928J-336457202,5001,5002,5001,50069TrueTrueH-3 8.01P-928J-335143202,5001,5002,5001,50056TrueTrueH-4 8.01P-928J-334033202,5001,5002,5001,50046TrueTrueH-5 8.01P-928J-334032202,5001,5002,5001,50045TrueTrueH-6 8.01P-928J-334840202,5001,5002,5001,50053TrueTrueH-7 8.01P-928J-336658202,5001,5002,5001,50071TrueTrueH-8 8.01P-927J-337063202,5001,5002,5001,50075TrueTrueH-9 8.01P-927J-336861202,5001,5002,5001,50073TrueTrueH-10 8.01P-927J-336255202,5001,5002,5001,50066TrueTrueH-11 8.01P-929J-335954202,5001,5002,5001,50063TrueTrueH-12 8.01P-928J-333837202,5001,5002,5001,50040TrueTrueH-13 12.00P-5929H-153432201,8801,5001,8801,50036TrueTrueH-14 8.01P-928J-332928202,5001,5002,5001,50030TrueTrueH-15 8.01P-928J-335646202,5001,5002,5001,50063TrueTrueH-16 12.00P-3130H-154035201,7791,5001,7791,50053TrueTrueH-17 12.00P-3130H-153428201,7791,5001,7791,50051TrueTrueH-18 12.00P-8130H-156362201,8691,5001,8691,50066TrueTrueH-19 12.00P-4330H-157773201,8691,5001,8691,50084TrueTrueH-20 12.00P-4330H-158781201,8691,5001,8691,50099TrueTrueH-21 12.00P-2830H-155648201,8641,5001,8641,50070TrueTrueH-22 11.41P-2522J-336349202,5001,5002,5001,50071TrueTrueH-23 10.09P-2520J-335539202,4931,5002,4931,50065TrueTrueH-24 8.27P-2520J-335643202,3001,5002,3001,50068TrueTrueH-25 7.47P-5520J-335848202,0771,5002,0771,50070TrueTrueH-26 7.84P-5520J-334841201,9341,5001,9341,50059TrueTrueH-27 8.37P-5520J-335749201,9821,5001,9821,50068TrueTrueH-28 Page 1 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203-755-1666 1/4/2024 WaterCAD [10.02.03.06]Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Fire Flow Node FlexTable: Fire Flow Report Velocity of Maximum Pipe (ft/s) Pipe w/ Maximum Velocity Pressure (Calculated Zone Lower Limit) (psi) Junction w/ Minimum Pressure (Zone) Pressure (Calculat ed Residual @ Total Flow Needed) (psi) Pressure (Calculate d Residual) (psi) Pressure (Residual Lower Limit) (psi) Flow (Total Available) (gpm) Flow (Total Needed) (gpm) Fire Flow (Available) (gpm) Fire Flow (Needed) (gpm) Pressur e (psi) Is Fire Flow Run Balanced ? Satisfies Fire Flow Constraint s? Label 11.27P-5520J-335241202,3581,5002,3581,50060TrueTrueH-29 12.00P-2127J-334742201,8641,5001,8641,50056TrueTrueH-30 12.00P-2121J-313122201,8641,5001,8641,50047TrueTrueH-31 7.71P-5520J-334034201,8721,5001,8721,50052TrueTrueH-32 10.19P-1420J-332321201,5561,5001,5561,50039TrueTrueH-33 8.01P-830H-15104104202,5001,5002,5001,500104TrueTrueJ-1 8.01P-830H-156763202,5001,5002,5001,50069TrueTrueJ-2 8.01P-930J-337065202,5051,5052,5001,50073TrueTrueJ-3 8.01P-929J-337165202,5021,5022,5001,50074TrueTrueJ-4 8.01P-929J-337468202,5081,5072,5001,50078TrueTrueJ-5 8.01P-929J-337366202,5081,5072,5001,50078TrueTrueJ-6 8.01P-929J-337164202,5001,5002,5001,50076TrueTrueJ-7 8.01P-928J-334437202,5551,5552,5001,50049TrueTrueJ-8 8.01P-928J-336153202,5001,5002,5001,50066TrueTrueJ-9 8.01P-927J-336558202,5041,5042,5001,50070TrueTrueJ-10 8.01P-928J-336054202,5041,5042,5001,50064TrueTrueJ-11 8.01P-928J-333029202,5001,5002,5001,50031TrueTrueJ-12 12.00P-6129H-153432201,8801,5001,8801,50036TrueTrueJ-13 8.01P-928J-334240202,5081,5082,5001,50043TrueTrueJ-14 12.00P-3130H-154945201,8301,5501,7791,50058TrueTrueJ-15 12.00P-3128H-183731201,8301,5501,7791,50054TrueTrueJ-16 12.00P-4330H-157471201,8691,5001,8691,50080TrueTrueJ-17 12.00P-8130H-156362201,8801,5111,8691,50066TrueTrueJ-18 12.00P-2830H-156155201,8721,5081,8641,50072TrueTrueJ-19 12.00P-2830H-155546201,8721,5081,8641,50073TrueTrueJ-20 12.00P-2527J-336759202,2591,5002,2591,50073TrueTrueJ-21 12.00P-2524J-336453202,4741,5052,4691,50072TrueTrueJ-22 10.46P-2521J-335741202,5081,5072,5001,50067TrueTrueJ-23 Page 2 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203-755-1666 1/4/2024 WaterCAD [10.02.03.06]Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Fire Flow Node FlexTable: Fire Flow Report Velocity of Maximum Pipe (ft/s) Pipe w/ Maximum Velocity Pressure (Calculated Zone Lower Limit) (psi) Junction w/ Minimum Pressure (Zone) Pressure (Calculat ed Residual @ Total Flow Needed) (psi) Pressure (Calculate d Residual) (psi) Pressure (Residual Lower Limit) (psi) Flow (Total Available) (gpm) Flow (Total Needed) (gpm) Fire Flow (Available) (gpm) Fire Flow (Needed) (gpm) Pressur e (psi) Is Fire Flow Run Balanced ? Satisfies Fire Flow Constraint s? Label 7.74P-2520J-335744202,2441,5042,2401,50068TrueTrueJ-24 7.46P-5520J-335848202,0931,5072,0851,50070TrueTrueJ-25 8.18P-5520J-335244201,9721,5061,9651,50064TrueTrueJ-26 9.50P-5520J-335545202,1351,5042,1311,50065TrueTrueJ-27 12.00P-5522J-335242202,3601,5002,3601,50060TrueTrueJ-28 12.00P-5527J-335852202,1221,5052,1171,50064TrueTrueJ-29 12.00P-2127J-313932201,8721,5081,8641,50052TrueTrueJ-30 11.88P-2123H-312820201,8531,5081,8451,50046TrueTrueJ-31 7.97P-5520J-334639201,9191,5051,9141,50058TrueTrueJ-32 10.03P-7722H-332120201,5721,5411,5311,50038TrueTrueJ-33 Page 3 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203-755-1666 1/4/2024 WaterCAD [10.02.03.06]Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: Pipe Table Velocity (ft/s) Flow (gpm) Hazen- Williams C Materia l Diamete r (in) Length (ft) Stop NodeStart NodeLabel 1.22107150.0PVC6.025Well Pump 1Groundwater-1P-1 1.22107150.0PVC6.026Well Pump 2Groundwater-1P-2 0.26-40150.0PVC8.0229J-27H-28P-3 0.1422150.0PVC8.0376J-32H-28P-4 0.000150.0PVC8.08J-2Booster Pump 1P-5 0.000150.0PVC8.015J-2Booster Pump 2P-6 0.92325150.0PVC12.06J-2Fire Flow PumpP-7 0.92325150.0PVC16.033J-1TankP-8 0.92325150.0PVC12.0341J-3J-2P-9 1.22107150.0PVC6.068TankWell Pump 1P-0 0.69107150.0PVC8.089TankWell Pump 2P-11 0.7364150.0PVC6.0898TankWell Pump 3P-12 0.16-24150.0PVC8.0158H-27H-32P-13 0.2641150.0PVC8.0379H-33H-32P-14 0.08-12150.0PVC8.0501H-26H-27P-15 0.08-12150.0PVC8.0307J-26H-27P-16 0.05-12150.0PVC10.059J-25H-26P-17 0.15-24150.0PVC8.0496H-24H-25P-18 0.15-24150.0PVC8.0134J-23H-24P-19 0.28-44150.0PVC8.0193J-28H-29P-20 0.1016150.0PVC8.0122H-30J-28P-21 0.1016150.0PVC8.0264J-30H-30P-22 0.058150.0PVC8.092J-31H-31P-23 0.20-32150.0PVC8.0208J-22H-23P-24 0.23-37150.0PVC8.0191H-10J-21P-25 0.2071150.0PVC12.0381H-9H-10P-26 0.1655150.0PVC12.0605H-8H-9P-27 0.1016150.0PVC8.0472J-19H-9P-28 0.058150.0PVC8.0278J-20H-22P-29 0.1655150.0PVC12.0255J-9H-8P-30 0.64101150.0PVC8.0287J-15J-9P-31 0.15-54150.0PVC12.0416H-7J-9P-32 0.028150.0PVC12.0867H-16J-9P-33 0.3251150.0PVC8.0240H-17J-15P-34 0.3251150.0PVC8.0311H-18H-17P-35 0.3251150.0PVC8.022J-16H-18P-36 0.15-54150.0PVC12.0297H-6H-7P-37 0.15-54150.0PVC12.0300H-5H-6P-38 0.15-54150.0PVC12.0224AV-1H-5P-39 0.31-109150.0PVC12.0236H-4J-8P-40 0.31-109150.0PVC12.0315H-3H-4P-41 0.31-109150.0PVC12.0517J-7H-3P-42 0.0711150.0PVC8.093J-17J-7P-43 0.34-120150.0PVC12.044H-2J-7P-44 0.000150.0PVC8.0102H-20J-17P-45 0.0711150.0PVC8.0180PRV-2J-17P-46 0.000150.0PVC8.0346H-21H-20P-47 0.0711150.0PVC8.014J-18H-19P-48 Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 FlexTable: Pipe Table Velocity (ft/s) Flow (gpm) Hazen- Williams C Materia l Diamete r (in) Length (ft) Stop NodeStart NodeLabel 0.34-120150.0PVC12.0232J-6H-2P-49 0.36-128150.0PVC12.0207J-5H-1P-50 0.39-138150.0PVC12.0211J-3J-4P-51 0.52182150.0PVC12.0263H-12J-3P-52 0.52182150.0PVC12.0210J-11H-12P-53 0.32112150.0PVC12.0350J-10H-11P-54 0.4266150.0PVC8.0133J-29H-11P-55 0.028150.0PVC12.0534PRV-1H-16P-56 0.028150.0PVC12.060J-12H-15P-57 0.028150.0PVC12.0216H-13J-12P-58 0.000150.0PVC8.0111H-14J-12P-59 0.028150.0PVC12.0162J-14H-13P-60 0.000150.0PVC8.019J-13H-14P-61 0.50178150.0PVC12.0425H-11J-11P-62 0.38-135150.0PVC12.0329J-4J-5P-63 0.36-128150.0PVC12.0336H-1J-6P-64 0.058150.0PVC8.0262H-22J-19P-65 0.058150.0PVC8.0270H-31J-30P-66 0.30107150.0PVC12.0260H-10J-10P-67 0.23-37150.0PVC8.0234J-21J-22P-68 0.3960150.0PVC8.0241J-28J-29P-69 0.20-32150.0PVC8.0331H-23J-23P-70 0.28-44150.0PVC8.0269H-29J-27P-71 0.15-24150.0PVC8.0162H-25J-24P-72 0.13-20150.0PVC8.0407J-24J-25P-73 0.12-19150.0PVC8.0263H-28J-26P-74 0.1117150.0PVC8.0222H-32J-32P-75 0.4164150.0PVC8.021Well Pump 3Groundwater-2P-76 0.2641150.0PVC8.040J-33H-33P-77 0.92325150.0PVC12.010Fire Flow PumpJ-1P-78 0.000150.0PVC8.07Booster Pump 1J-1P-79 0.000150.0PVC8.012Booster Pump 2J-1P-80 0.0711150.0PVC8.0209H-19PRV-2P-81 0.028150.0PVC12.0321H-15PRV-1P-82 0.15-54150.0PVC12.080J-8AV-1P-83 Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/4/2024 WaterCAD [10.02.03.06] Bentley Systems, Inc. Haestad Methods Solution Center19-060.wtg Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 11-1 APPENDIX 11. CROSS-CONNECTION CONTROL PROGRAM Exhibit 24 1 PLEASANT HARBOR WATER SYSTEM CROSS-CONNECTION CONTROL PROGRAM As stipulated by WAC 246-290-490, all cross connections between a potable water system and a non- potable water supply of water are prohibited. Categories of cross connections requiring backflow prevention assemblies are defined by State law. Required backflow prevention assemblies must be models approved by the State of Washington Department of Health. The purveyor is responsible for preventing contamination of the public water system by cross-connections. An effective program requires coordination among the purveyor, the customer, the plumbing inspector, and the Health Department. Critical to an effective program is the enabling of local ordinances for enforcement. Trained personnel are critical to an effective program to enforce and monitor elimination or proper maintenance of cross connections. The following sections set forth needed program elements that Pleasant Harbor Water System will use to implement its cross-connection program. Included as attachments are the Water System forms and letters to be used as part of cross connection control and backflow prevention program. The following provides the Water System’s policies and procedures governing the program. Definitions: Air Gap – The vertical physical separation between the free flowing discharge end of the potable water supply line and the overflow rim of the receiving vessel. The separation must be at least twice the inside diameter of the supply line, but never less than 1 inch. When located near walls, the air gap separation must be increased. Approved/Approval – Approved in writing by the agency having jurisdiction. Approved Backflow Prevention Device – An assembly that has been approved by the State for preventing backflow. Atmospheric Vacuum Breaker (AVB) – A device consisting of a single check valve in the supply line that opens to the atmosphere when the pressure in the line drops to atmospheric. Auxiliary Water Supply – Any water supply on or available to premises other than the purveyor’s approved public potable water supply. Backflow – The flow of water or other liquids, gasses or solids from any source back into the distribution piping of the potable water system. Backflow Prevention Assembly – A backflow prevention assembly such a s pressure vacuum breaker, a double check valve, or a reduced pressure principle assembly plus the attached resilient seated shutoff valves on the inlet and outlet ends of the assembly and appropriate test cocks for testing the assembly. Backpressure – Water pressure that exceeds the operating pressure of the water system supply. Backsiphonage – Backflow due to a negative or reduced pressure within the water system supply. Certified Backflow Assembly Tester – A person who is certified by the State to test backflow prevention assemblies. Certified Cross-Connection Control Specialist/Inspector – A person who is certified by the State to administer a cross-connection control program and conduct cross-connection surveys. Cross-Connection – Any physical arrangement where a public water system is connected, directly or indirectly (actual or potential), with any other non-drinkable water system, used water system or auxiliary supply, sewer, drain conduit, swimming pool, storage reservoir, plumbing fixture, swamp coolers, air conditioner units, fire protection system, or any other assembly that contains, or may contain, contaminated water, sewage or other liquid of unknown or unsafe quality that may be cable of imparting contamination to the public water system as a result of backflow. Bypass arrangements, jumper connections, removable sections, swivel or change-over assemblies, or other temporary or permanent assemblies through which, or because of which, backflow may occur are considered to be cross connections. Exhibit 24 2 Customer System – all plumbing, pipes and appurtenances on the customer’s side of the point of metering or connection. Double Check Valve Assembly – An approved assembly consisting of two independently operating check valves that are loaded to the closed position by springs or weights and installed as a unit with and between two resilient seated shutoff valves and unions at the ends of the assembly and having suitable connections for testing. Health Authority – The appropriate state or local agencies of public health, whichever agency having jurisdiction. Potable Water – Water that is safe for human consumption, free from harmful or objectionable materials, as described by the health authority. Premises Isolation – The practice of protecting the potable water supply by installing backflow prevention assemblies at or near the point where water enters the premises. This type of protection does not provide protection to the customer’s system. Pressure Vacuum Breaker Assembly – An approved assembly consisting of a spring loaded check valve loaded to the closed position, an independently operating air inlet vale loaded to the open position and installed as a unit with a union and between two resilient seated shutoff valves and with suitable connections for testing. It is designed to protect against backsiphonage only. Reduced Pressure Backflow Assembly – An approved assembly containing two independently acting approved check valves together with a hydraulically-operated, mechanically independent pressure differential relief valve located between the check valves and at the same time below the first check valve. The assembly shall include properly located test cocks and tightly closing, resilient seated shutoff valves at the ends of the assembly and unions at the ends of the assembly. State – The Washington State Department of Health Thermal Expansion – The pressure created by heated water or fluid that is not given the room to expand. Used Water – Any potable water that is no longer in the purveyor’s distribution system. In most cases, the potable water that has moved past (downstream of) the water meter and/or the property line. 1. Priority Service List and Surveillance Program The Pleasant Harbor Water System shall adopt a resolution establishing authority to implement a cross-connection control program. It is the intent of the Water System to comply with those requirements set forth in WAC 246-290-490 and the PNWS-AWWA Manual. The Water System will begin the program by compiling a priority list of services considered potentially hazardous to the water system in the event of a backsiphonage within the distribution system. There are three categories of hazards, but the Pleasant Harbor Water System will not have category one or two services in its system. Category one services pose the highest degree of hazard and include printing facilities, medical laboratories, chemical companies, radiator establishments, battery, fertilizer, pest control and paint manufacturers, and janitorial establishments. Category two services are considered less hazardous than category one and include doctor, dentist, and veterinarians’ offices, blood banks, drug rehabilitation centers, car wash establishments, photo labs, commercial laundries, nursing homes, and hospitals. The third and least hazardous services category includes food processing facilities, dairy establishments, beverage and candy manufacturers, massage parlors, health spas, motels, schools and residences with pools and/or spa and sauna facilities, residential fire and irrigation systems. Of the category three services, the most prominent in the Pleasant Harbor Water System will be residential irrigation, pools and spas, motels, hotels, and massage parlors. A detailed inspection of the premises should be conducted by a Water System team to evaluate the existing hazard. The cross-connection control devices required for residential application are found in the “Cross Exhibit 24 3 Connection Control Manual, Accepted Procedure and Practice,” December 1995, published by the Cross Connection Control Committee, Pacific Northwest Section, AWWA. Recommendations will then be prepared by the Water System inspection team as to what type of cross connection devices, if any, are required. Cross connections will always be eliminated whenever possible. A copy of the letter, together with a time-frame of conformity for compliance, will be sent to the customer and will establish a time limit for compliance. A Water System specialist will resurvey the property at the end of the allotted time-frame to verify compliance. If a re-inspection shows non-compliance, the Water System will meet with the customer to discuss reasons for non-compliance. If the meeting is unsuccessful, the Water System will shut off the water service to the consumer until compliance is obtained. 2. New and Existing Cross Connection Devices New and existing cross connection devices will be catalogued and checked initially by Water System personnel or a representative of the Water System. It is the responsibility of the customer to ensure proper testing of the devices on an annual basis thereafter. No new services will be connected without inspection and approval. A sample inspection form is provided within this report. A critical program element is the maintenance of accurate records in support of an effective cross connection control program. All installed backflow prevention assemblies will have detailed records maintained on computer with a paper backup on file. The records will include these elements as a minimum: a. A master list of service connections and/or consumer’s premises where the purveyor relies upon approved backflow preventers to protect the public water system from contamination, the assessed hazard level of each, and the required backflow preventer(s); b. Inventory information on: 1) Approved air gaps installed in lieu of approved assemblies including exact air gap location, assessed degree of hazard, installation date, history of inspections, inspection results, and person conducting inspections; 2) Approved backflow assemblies including exact assembly location, assembly description (type, manufacture model, size, and serial number), assessed degree of hazard, installation date history of inspections, tests and repairs, test results, and person performing tests; and 3) Approved AVBs used for irrigation system applications including location, description (manufacturer, model, and size), installation date, history of inspection(s), and person performing inspection(s). c. Cross-connection program summary reports and backflow incident reports. 3. Testing of Assemblies All protection, testing and repairs are the financial responsibility of the water user. All backflow assemblies shall be tested per the following schedule: 1. At the time in installation. 2. Annually after installation, or more frequently, if required by the Pleasant Harbor Water System for connections serving premises or systems that pose a high health cross-connection hazard for the assemblies that repeatedly fail. 3. After a backflow incident. Exhibit 24 4 4. After an assembly is repaired, reinstalled or relocated or an air gap is re-plumbed. All assemblies must be tested by a Washington Certified Backflow Assembly Tester (BAT) and written results submitted to the Pleasant Harbor Water System within two weeks of the initial test. All assemblies found not functioning properly shall be promptly repaired or replaced by the customer. If any such assembly is not promptly repaired or replaced within 15 days of date of inspection, the Pleasant Harbor Water System may deny or discontinue water to the premise or install a new assembly at the customer’s expense. 4. Program Scheduling and Personnel Requirements A schedule for program implementation, together with specific personnel requirements, will be proposed by the Water System. The inspections will be handled by a two-person team, at least one being a certified cross connection control specialist. Since the Water System will be new, it is expected that the inspections will begin one year after installation. 5. Backflow Incident Response: The most critical step in incident response is prompt notification to the Water System about a problem. An answering service is utilized to notify Water System personnel to emergency situations. The System responds to any emergency by dispatching the appropriately trained employee to evaluate the emergency. The most likely responses would include: - Isolation of affected service area - Identification and elimination of backflow source - Notification of customers - Appropriate flushing and testing of affected main lines 6. Education: The Water System will adopt a pro-active program to educate customers about system operation and the importance of cross-connection control. Education of the customers through periodic bill inserts, pamphlet distribution, etc. will be an invaluable resource to assist the Water System in the identification and compliance testing of existing and new cross-connection control devices. Education is essential as the system will also depend on customer cooperation to promptly respond to backflow incidents. ATTACHMENTS Test Notification Letter Test Report Form WSDOH Certified Operators List (Jefferson County) WAC 246-290-490 Exhibit 24 PLEASANT HARBOR WATER SYSTEM BLANK (SMA) Address City, WA Zip Phone: XXX January 1, 2020 NAME ADDRESS CITY, STATE, ZIP Dear Customer: The backflow protection device(s) installed in your water supply system is due for annual testing by State Code WAC 296-290-490. Please have this testing performed by a Person or Company holding a Certificate of Competency as a cross connection specialist or backflow assembly tester, issued by the Washington State Department of Heath. Attached please find a list of qualified testers together with a work sheet that must be completed by the tester. If the device fails its test, please have the necessary repairs made. Upon completion of a satisfactory test, please fill out the enclosed Test & Maintenance Report and return it to SMA within thirty (30) days. Additional information relative to this matter may be obtained by contacting the above office at (XXX) XXX-XXXX. Sincerely, Blank Operations Manager Exhibit 24 Pleasant Harbor Water System Blank (SMA) Backflow Prevention Assembly Test Report RETURN TO: SMA Address Address City, WA Zip Phone: (XXX) XXX-XXXX RETURN BY: NAME: FILE NO.: SERVICE ADDRESS: LOCATION: CROSS CONNECTION CONTROL FOR: TYPE ASSEMBLY: MANUFACTURER: MODEL: SIZE: SERIAL NO.: INITIAL TEST RESULTS TEST AFTER REPAIR OR CLEANING RPBA Line Pressure Pressure Drop Across No. 1 Check Valve psid Relieve Valve Opened psid No. 1 Check: Closed Tight Leaked No. 2 Check: Closed Tight Leaked Pressure Drop Across No. 1 Check Valve psid Relieve Valve Opened psid No. 1 Check: Closed Tight Leaked No. 2 Check: Closed Tight Leaked DCVA Line Pressure No. 1 Check: Closed Tight psid Leaked No. 2 Check: Closed Tight psid Leaked No. 1 Check: Closed Tight psid Leaked No. 2 Check: Closed Tight psid Leaked PVB Line Pressure Air Inlet: Opened psid Failed to Open Check Valve: psid Leaked Air Inlet: Opened psid Failed to Open Check Valve: psid Leaked AG Minimum Separation: Yes No PLEASE RECORD REPAIR OR CLEANING INFORMATION IN SECTION BELOW IS THIS A PROPER INSTALLATION? Yes __________ No_________ Remarks: ___________________________________________ ____________________________________________________ ____________________________________________________ ____________________________________________________ Make of Test Equipment: Type: Model & Serial #: I CERTIFY THE ABOVE REPORT TO BE TRUE: Typed or Printed Name Phone Number Initial Test By: Cert No. Date Repaired By: Cert No. Date Repair Test By: Cert No. Date Exhibit 24 ISLAND 005414 CCS, WDM 4, WTPO 1 Gregory P Keith (425) 830-8412 ISLAND 012774 CCS, WDM 2 Donald R Kemmis (360) 568-7977 ISLAND 004689 CCS, WDM 1 Suzanne M King (360) 678-9285 ISLAND 011412 CCS, WDM 1, WTPO 2 Donald G Lankhaar (360) 510-7602 ISLAND 004310 CCS, WDM 3 Scott A Lemke (360) 422-6803 ISLAND 007282 BTO, CCS, WDM 2, WDS Alfred A Mauldin (360) 378-6975 ISLAND 007667 BTO, CCS, WDM 2 Jimmy A Mauldin (360) 378-6609 ISLAND 010520 CCS, WDM 4, WTPO 3 Michael Pan (425) 402-1625 ISLAND 012475 BTO, CCS, WDM 2, WTPO 1 James R Repp (360) 568-2717 ISLAND 007518 BTO, CCS, WDM 2, WTPO 2 Gary Sale (360) 420-1363 ISLAND 006012 CCS, WDM 4, WTPO 3 Eric D Score (360) 592-5722 ISLAND 007520 CCS, WDM 2, WTPO 2 Donovan L Sheppard (360) 794-6999 ISLAND 005042 BTO, CCS, WDM 3, WTPO 2 Erik B Thornburgh (360) 419-0989 ISLAND 009079 BTO, CCS, WDM 2, WDS, WTPO 1 Joseph E Waldrup (360) 675-2457 ISLAND 007816 CCS, WDM 2, WTPO 1 Kelly T Wynn (360) 466-4443 JEFFERSON 009523 CCS, WDM 2, WDS Joseph M Baisch (360) 796-4886 JEFFERSON 003976 CCS, WDM 3, WDS Skip "Steven" D Beahm (360) 616-0489 JEFFERSON 003535 CCS, WDM 3, WDS Robert "Bob" Blackman (253) 617-3109 x1213 JEFFERSON 007461 CCS, WDM 2 Delmar A Caryl (360) 683-3888 JEFFERSON 003541 CCS, WDM 3 Ivan L Cowles (360) 374-5151 JEFFERSON 006840 CCS, WDM 2, WTPO 2 David L Dickson (360) 374-2553 JEFFERSON 008856 CCS, WDM 2 Stephen A Kersten (206) 780-3257 JEFFERSON 002685 CCS, WDM 3, WTPO 2 James (Mike) M Langley (360) 775-5980 JEFFERSON 007767 CCS, WDM 1 Ken D Loomis (360) 731-6444 JEFFERSON 006862 CCS, WDM 2 David A Mathis (360) 437-2704 PhoneCountyOPR FName & M Init Opr Id Contract Operators Report OPR Class 7/12/2018 Page 10 of 31 OPR LName Exhibit 24 JEFFERSON 011895 CCS, WDM 1 Dale L Metzger (360) 477-9704 JEFFERSON 006472 BTO, CCS, WDM 3, WTPO 1 Andrew J Noble (360) 463-6189 JEFFERSON 008903 CCS, WDM 1, WDS Michael G Pena (360) 877-0339 JEFFERSON 003855 CCS, WDM 3 A Evan Reames (253) 377-1867 JEFFERSON 013149 WDM 2 Gordon L Sprague (360) 372-2585 JEFFERSON 007435 CCS, WDM 3, WTPO 3 Eric R Storey (360) 379-1850 JEFFERSON 006147 CCS, WDM 3 Scott M Wolf (253) 377-9715 KING 006427 BTO, CCS, WDM 4, WDS, WTPO 3 Sean M Bauer (253) 347-8143 KING 004556 CCS, WDM 4, WDS, WTPO 2 Michael E Becker (253) 874-4541 KING 004564 CCS, WDM 3, WDS Eric D Clarke (253) 941-5048 KING 011965 BTO, CCS, WDM 2, WTPO 1 Mark A Combs (425) 736-4936 KING 007999 CCS, WDM 2 Dane L Covey (360) 280-4566 KING 005610 CCS, WDM 3, WTPO 4 Tom E Cunningham (253) 273-7339 KING 009546 BTO, CCS, WDM 4, WDS, WTPO 1 Joshua A Deraitus (253) 941-8383 KING 010575 CCS, WDM 3, WTPO 3 Scott A Eisen (509) 679-5514 KING 002599 CCS, WDM 3 Gary W Fletcher (425) 488-2125 KING 010472 CCS, WDM 2, WDS Chris C Gott (425) 508-3295 KING 011711 CCS, WDM 1 David T C Gruver (360) 556-0027 KING 003338 BTO, CCS, WDM 3, WDS, WTPO 2 William "Chris" C Hall (206) 793-5016 KING 006345 CCS, WDM 4, WTPO 4 Samuel C Hartley (206) 784-9311 KING 009806 BTO, CCS, WDM 3, WTPO 2 Tyler K Himmelman (206) 778-7755 KING 009698 CCS, WDM 3, WTPO 1 Allen R Hunter (253) 939-9232 KING 009268 CCS, WDM 3, WDS, WTPO 1 A T Jensen (253) 833-6777 KING 010263 CCS, WDM 1, WDS Anthony "Tony" R Kalt (360) 802-9805 KING 005414 CCS, WDM 4, WTPO 1 Gregory P Keith (425) 830-8412 PhoneCountyOPR FName & M Init Opr Id Contract Operators Report OPR Class 7/12/2018 Page 11 of 31 OPR LName Exhibit 24 WAC 246-290-490WAC 246-290-490 Cross-connection control.Cross-connection control. (1) Applicability, purpose, and responsibility.(1) Applicability, purpose, and responsibility. (a) All community water systems shall comply with the cross-connection control(a) All community water systems shall comply with the cross-connection control requirements specified in this section.requirements specified in this section. (b) All noncommunity water systems shall apply the principles and provisions of this(b) All noncommunity water systems shall apply the principles and provisions of this section, including subsection (4)(b) of this section, as applicable to protect the public watersection, including subsection (4)(b) of this section, as applicable to protect the public water system from contamination via cross-connections. Noncommunity systems that comply withsystem from contamination via cross-connections. Noncommunity systems that comply with subsection (4)(b) of this section and the provisions of WAC subsection (4)(b) of this section and the provisions of WAC 51-56-060051-56-0600 of the UPC (which of the UPC (which addresses the installation of backflow preventers at points of water use within the potable wateraddresses the installation of backflow preventers at points of water use within the potable water system) shall be considered in compliance with the requirements of this section.system) shall be considered in compliance with the requirements of this section. (c) The purpose of the purveyor's cross-connection control program shall be to protect the(c) The purpose of the purveyor's cross-connection control program shall be to protect the public water system, as defined in WAC public water system, as defined in WAC 246-290-010246-290-010, from contamination via cross-connections., from contamination via cross-connections. (d) The purveyor's responsibility for cross-connection control shall begin at the water(d) The purveyor's responsibility for cross-connection control shall begin at the water supply source, include all the public water treatment, storage, and distribution facilities, and endsupply source, include all the public water treatment, storage, and distribution facilities, and end at the point of delivery to the consumer's water system, which begins at the downstream end ofat the point of delivery to the consumer's water system, which begins at the downstream end of the service connection or water meter located on the public right of way or utility-held easement.the service connection or water meter located on the public right of way or utility-held easement. (e) Under this section, purveyors are not responsible for eliminating or controlling cross-(e) Under this section, purveyors are not responsible for eliminating or controlling cross- connections within the consumer's water system. Under chapter connections within the consumer's water system. Under chapter 19.2719.27 RCW, the responsibility for RCW, the responsibility for cross-connection control within the consumer's water system, i.e., within the property lines of thecross-connection control within the consumer's water system, i.e., within the property lines of the consumer's premises, lies with the authority having jurisdiction.consumer's premises, lies with the authority having jurisdiction. (2) General program requirements.(2) General program requirements. (a) The purveyor shall develop and implement a cross-connection control program that(a) The purveyor shall develop and implement a cross-connection control program that meets the requirements of this section, but may establish a more stringent program through localmeets the requirements of this section, but may establish a more stringent program through local ordinances, resolutions, codes, bylaws, or operating rules.ordinances, resolutions, codes, bylaws, or operating rules. (b) Purveyors shall ensure that good engineering and public health protection practices(b) Purveyors shall ensure that good engineering and public health protection practices are used in the development and implementation of cross-connection control programs.are used in the development and implementation of cross-connection control programs. Department publications and the most recently published editions of references, such as, but notDepartment publications and the most recently published editions of references, such as, but not limited to, those listed below, may be used as guidance for cross-connection programlimited to, those listed below, may be used as guidance for cross-connection program development and implementation:development and implementation: (i) (i) Manual of Cross-Connection ControlManual of Cross-Connection Control published by the Foundation for Cross- published by the Foundation for Cross- Connection Control and Hydraulic Research, University of Southern California (USC Manual);Connection Control and Hydraulic Research, University of Southern California (USC Manual); (ii) (ii) Cross-Connection Control Manual, Accepted Procedure and PracticeCross-Connection Control Manual, Accepted Procedure and Practice published by the published by the Pacific Northwest Section of the American Water Works Association (PNWS-AWWA Manual); orPacific Northwest Section of the American Water Works Association (PNWS-AWWA Manual); or (iii) Guidance document: (iii) Guidance document: Cross-Connection Control for Small Water SystemsCross-Connection Control for Small Water Systems published by published by the department.the department. (c) The purveyor may implement the cross-connection control program, or any portion(c) The purveyor may implement the cross-connection control program, or any portion thereof, directly or by means of a contract with another agency or party acceptable to thethereof, directly or by means of a contract with another agency or party acceptable to the department.department. (d) The purveyor shall coordinate with the authority having jurisdiction in all matters(d) The purveyor shall coordinate with the authority having jurisdiction in all matters concerning cross-connection control. The purveyor shall document and describe theconcerning cross-connection control. The purveyor shall document and describe the coordination, including delineation of responsibilities, in the written cross-connection controlcoordination, including delineation of responsibilities, in the written cross-connection control program required in (e) of this subsection.program required in (e) of this subsection. (e) The purveyor shall include a written description of the cross-connection control(e) The purveyor shall include a written description of the cross-connection control program in the water system plan required under WAC program in the water system plan required under WAC 246-290-100246-290-100 or the small water system or the small water system HTML has links - PDF has AuthenticationHTML has links - PDF has Authentication PDFPDF Exhibit 24 management program required under WAC management program required under WAC 246-290-105246-290-105. The cross-connection control program. The cross-connection control program shall include the minimum program elements described in subsection (3) of this section.shall include the minimum program elements described in subsection (3) of this section. (f) The purveyor shall ensure that cross-connections between the distribution system and(f) The purveyor shall ensure that cross-connections between the distribution system and a consumer's water system are eliminated or controlled by the installation of an approveda consumer's water system are eliminated or controlled by the installation of an approved backflow preventer commensurate with the degree of hazard. This can be accomplished bybackflow preventer commensurate with the degree of hazard. This can be accomplished by implementation of a cross-connection program that relies on:implementation of a cross-connection program that relies on: (i) Premises isolation as defined in WAC (i) Premises isolation as defined in WAC 246-290-010246-290-010; or; or (ii) Premises isolation and in-premises protection as defined in WAC (ii) Premises isolation and in-premises protection as defined in WAC 246-290-010246-290-010.. (g) Purveyors with cross-connection control programs that rely both on premises isolation(g) Purveyors with cross-connection control programs that rely both on premises isolation and in-premises protection:and in-premises protection: (i) Shall comply with the premises isolation requirements specified in subsection (4)(b) of(i) Shall comply with the premises isolation requirements specified in subsection (4)(b) of this section; andthis section; and (ii) May reduce premises isolation requirements and rely on in-premises protection for(ii) May reduce premises isolation requirements and rely on in-premises protection for premises other than the type addressed in subsection (4)(b) of this section, only if the followingpremises other than the type addressed in subsection (4)(b) of this section, only if the following conditions are met:conditions are met: (A) The in-premises backflow preventers provide a level of protection commensurate with(A) The in-premises backflow preventers provide a level of protection commensurate with the purveyor's assessed degree of hazard;the purveyor's assessed degree of hazard; (B) Backflow preventers which provide the in-premises backflow protection meet the(B) Backflow preventers which provide the in-premises backflow protection meet the definition of approved backflow preventers as described in WAC definition of approved backflow preventers as described in WAC 246-290-010246-290-010;; (C) The approved backflow preventers are installed, inspected, tested (if applicable),(C) The approved backflow preventers are installed, inspected, tested (if applicable), maintained, and repaired in accordance with subsections (6) and (7) of this section;maintained, and repaired in accordance with subsections (6) and (7) of this section; (D) Records of the backflow preventers are maintained in accordance with subsections(D) Records of the backflow preventers are maintained in accordance with subsections (3)(j) and (8) of this section; and(3)(j) and (8) of this section; and (E) The purveyor has reasonable access to the consumer's premises to conduct an initial(E) The purveyor has reasonable access to the consumer's premises to conduct an initial hazard evaluation and periodic reevaluations to determine whether the in-premises protection ishazard evaluation and periodic reevaluations to determine whether the in-premises protection is adequate to protect the purveyor's distribution system.adequate to protect the purveyor's distribution system. (h) The purveyor shall take appropriate corrective action as authorized by the legal(h) The purveyor shall take appropriate corrective action as authorized by the legal instrument required by subsection (3)(b) of this section, when:instrument required by subsection (3)(b) of this section, when: (i) A cross-connection exists that is not controlled commensurate to the degree of hazard(i) A cross-connection exists that is not controlled commensurate to the degree of hazard assessed by the purveyor; orassessed by the purveyor; or (ii) A consumer fails to comply with the purveyor's requirements regarding the installation,(ii) A consumer fails to comply with the purveyor's requirements regarding the installation, inspection, testing, maintenance or repair of approved backflow preventers required by thisinspection, testing, maintenance or repair of approved backflow preventers required by this chapter.chapter. (i) The purveyor's corrective action may include, but is not limited to:(i) The purveyor's corrective action may include, but is not limited to: (i) Denying or discontinuing water service to a consumer's premises until the cross-(i) Denying or discontinuing water service to a consumer's premises until the cross- connection hazard is eliminated or controlled to the satisfaction of the purveyor;connection hazard is eliminated or controlled to the satisfaction of the purveyor; (ii) Requiring the consumer to install an approved backflow preventer for premises(ii) Requiring the consumer to install an approved backflow preventer for premises isolation commensurate with the degree of hazard; orisolation commensurate with the degree of hazard; or (iii) The purveyor installing an approved backflow preventer for premises isolation(iii) The purveyor installing an approved backflow preventer for premises isolation commensurate with the degree of hazard.commensurate with the degree of hazard. (j) Except in the event of an emergency, purveyors shall notify the authority having(j) Except in the event of an emergency, purveyors shall notify the authority having jurisdiction prior to denying or discontinuing water service to a consumer's premises for one orjurisdiction prior to denying or discontinuing water service to a consumer's premises for one or more of the reasons listed in (h) of this subsection.more of the reasons listed in (h) of this subsection. (k) The purveyor shall prohibit the intentional return of used water to the purveyor's(k) The purveyor shall prohibit the intentional return of used water to the purveyor's distribution system. Used water includes, but is not limited to, water used for heating, cooling, ordistribution system. Used water includes, but is not limited to, water used for heating, cooling, or other purposes within the consumer's water system.other purposes within the consumer's water system. (3) Minimum elements of a cross-connection control program.(3) Minimum elements of a cross-connection control program. (a) To be acceptable to the department, the purveyor's cross-connection control program(a) To be acceptable to the department, the purveyor's cross-connection control program shall include the minimum elements identified in this subsection.shall include the minimum elements identified in this subsection. Exhibit 24 (b) Element 1: The purveyor shall adopt a local ordinance, resolution, code, bylaw, or(b) Element 1: The purveyor shall adopt a local ordinance, resolution, code, bylaw, or other written legal instrument that:other written legal instrument that: (i) Establishes the purveyor's legal authority to implement a cross-connection control(i) Establishes the purveyor's legal authority to implement a cross-connection control program;program; (ii) Describes the operating policies and technical provisions of the purveyor's cross-(ii) Describes the operating policies and technical provisions of the purveyor's cross- connection control program; andconnection control program; and (iii) Describes the corrective actions used to ensure that consumers comply with the(iii) Describes the corrective actions used to ensure that consumers comply with the purveyor's cross-connection control requirements.purveyor's cross-connection control requirements. (c) Element 2: The purveyor shall develop and implement procedures and schedules for(c) Element 2: The purveyor shall develop and implement procedures and schedules for evaluating new and existing service connections to assess the degree of hazard posed by theevaluating new and existing service connections to assess the degree of hazard posed by the consumer's premises to the purveyor's distribution system and notifying the consumer within aconsumer's premises to the purveyor's distribution system and notifying the consumer within a reasonable time frame of the hazard evaluation results. At a minimum, the program shall meetreasonable time frame of the hazard evaluation results. At a minimum, the program shall meet the following:the following: (i) For connections made on or after April 9, 1999, procedures shall ensure that an initial(i) For connections made on or after April 9, 1999, procedures shall ensure that an initial evaluation is conducted before water service is provided;evaluation is conducted before water service is provided; (ii) For all other connections, procedures shall ensure that an initial evaluation is(ii) For all other connections, procedures shall ensure that an initial evaluation is conducted in accordance with a schedule acceptable to the department; andconducted in accordance with a schedule acceptable to the department; and (iii) For all service connections, once an initial evaluation has been conducted, procedures(iii) For all service connections, once an initial evaluation has been conducted, procedures shall ensure that periodic reevaluations are conducted in accordance with a schedule acceptableshall ensure that periodic reevaluations are conducted in accordance with a schedule acceptable to the department and whenever there is a change in the use of the premises.to the department and whenever there is a change in the use of the premises. (d) Element 3: The purveyor shall develop and implement procedures and schedules for(d) Element 3: The purveyor shall develop and implement procedures and schedules for ensuring that:ensuring that: (i) Cross-connections are eliminated whenever possible;(i) Cross-connections are eliminated whenever possible; (ii) When cross-connections cannot be eliminated, they are controlled by installation of(ii) When cross-connections cannot be eliminated, they are controlled by installation of approved backflow preventers commensurate with the degree of hazard; andapproved backflow preventers commensurate with the degree of hazard; and (iii) Approved backflow preventers are installed in accordance with the requirements of(iii) Approved backflow preventers are installed in accordance with the requirements of subsection (6) of this section.subsection (6) of this section. (e) Element 4: The purveyor shall ensure that personnel, including at least one person(e) Element 4: The purveyor shall ensure that personnel, including at least one person certified as a CCS, are provided to develop and implement the cross-connection control program.certified as a CCS, are provided to develop and implement the cross-connection control program. (f) Element 5: The purveyor shall develop and implement procedures to ensure that(f) Element 5: The purveyor shall develop and implement procedures to ensure that approved backflow preventers relied upon to protect the public water system are inspectedapproved backflow preventers relied upon to protect the public water system are inspected and/or tested (as applicable) under subsection (7) of this section.and/or tested (as applicable) under subsection (7) of this section. (g) Element 6: The purveyor shall develop and implement a backflow prevention(g) Element 6: The purveyor shall develop and implement a backflow prevention assembly testing quality control assurance program, including, but not limited to, documentationassembly testing quality control assurance program, including, but not limited to, documentation of BAT certification and test kit calibration, test report contents, and time frames for submittingof BAT certification and test kit calibration, test report contents, and time frames for submitting completed test reports.completed test reports. (h) Element 7: The purveyor shall develop and implement (when appropriate) procedures(h) Element 7: The purveyor shall develop and implement (when appropriate) procedures for responding to backflow incidents.for responding to backflow incidents. (i) Element 8: The purveyor shall include information on cross-connection control in the(i) Element 8: The purveyor shall include information on cross-connection control in the purveyor's existing program for educating consumers about water system operation. The publicpurveyor's existing program for educating consumers about water system operation. The public education program may include periodic bill inserts, public service announcements, pamphleteducation program may include periodic bill inserts, public service announcements, pamphlet distribution, notification of new consumers and consumer confidence reports.distribution, notification of new consumers and consumer confidence reports. (j) Element 9: The purveyor shall develop and maintain cross-connection control records(j) Element 9: The purveyor shall develop and maintain cross-connection control records including, but not limited to, the following:including, but not limited to, the following: (i) A master list of service connections and/or consumer's premises where the purveyor(i) A master list of service connections and/or consumer's premises where the purveyor relies upon approved backflow preventers to protect the public water system from contamination,relies upon approved backflow preventers to protect the public water system from contamination, the assessed hazard level of each, and the required backflow preventer(s);the assessed hazard level of each, and the required backflow preventer(s); (ii) Inventory information on backflow preventers that protect the public water system(ii) Inventory information on backflow preventers that protect the public water system including:including: Exhibit 24 (A) Approved air gaps installed in lieu of approved assemblies including exact air gap(A) Approved air gaps installed in lieu of approved assemblies including exact air gap location, assessed degree of hazard, installation date, history of inspections, inspection results,location, assessed degree of hazard, installation date, history of inspections, inspection results, and person conducting inspections;and person conducting inspections; (B) Approved backflow assemblies including exact assembly location, assembly(B) Approved backflow assemblies including exact assembly location, assembly description (type, manufacturer, model, size, and serial number), assessed degree of hazard,description (type, manufacturer, model, size, and serial number), assessed degree of hazard, installation date, history of inspections, tests and repairs, test results, and person performinginstallation date, history of inspections, tests and repairs, test results, and person performing tests; andtests; and (C) Approved AVBs used for irrigation system applications including location, description(C) Approved AVBs used for irrigation system applications including location, description (manufacturer, model, and size), installation date, history of inspection(s), and person performing(manufacturer, model, and size), installation date, history of inspection(s), and person performing inspection(s).inspection(s). (iii) Cross-connection program summary reports and backflow incident reports required(iii) Cross-connection program summary reports and backflow incident reports required under subsection (8) of this section.under subsection (8) of this section. (k) Element 10: Purveyors who distribute and/or have facilities that receive reclaimed(k) Element 10: Purveyors who distribute and/or have facilities that receive reclaimed water within their water service area shall meet any additional cross-connection controlwater within their water service area shall meet any additional cross-connection control requirements imposed by the department in a permit issued under chapter requirements imposed by the department in a permit issued under chapter 90.4690.46 RCW. RCW. (4) Approved backflow preventer selection.(4) Approved backflow preventer selection. (a) The purveyor shall ensure that a CCS:(a) The purveyor shall ensure that a CCS: (i) Assesses the degree of hazard posed by the consumer's water system upon the(i) Assesses the degree of hazard posed by the consumer's water system upon the purveyor's distribution system; andpurveyor's distribution system; and (ii) Determines the appropriate method of backflow protection for premises isolation as(ii) Determines the appropriate method of backflow protection for premises isolation as described in Table 8.described in Table 8. TABLE 8TABLE 8 APPROPRIATE METHODS OF BACKFLOW PROTECTION FORAPPROPRIATE METHODS OF BACKFLOW PROTECTION FOR PREMISES ISOLATIONPREMISES ISOLATION Degree ofDegree of HazardHazard ApplicationApplication ConditionCondition AppropriateAppropriate ApprovedApproved BackflowBackflow PreventerPreventer High healthHigh health cross-cross- connectionconnection hazardhazard BacksiphonageBacksiphonage oror backpressurebackpressure backflowbackflow AG, RPBA, orAG, RPBA, or RPDARPDA Low cross-Low cross- connectionconnection hazardhazard BacksiphonageBacksiphonage oror backpressurebackpressure backflowbackflow AG, RPBA,AG, RPBA, RPDA, DCVA,RPDA, DCVA, or DCDAor DCDA (b) Premises isolation requirements.(b) Premises isolation requirements. (i) The purveyor shall ensure that an approved air gap, RPBA, or RPDA is installed for(i) The purveyor shall ensure that an approved air gap, RPBA, or RPDA is installed for premises isolation for service connections to premises posing a high health cross-connectionpremises isolation for service connections to premises posing a high health cross-connection hazard including, but not limited to, those premises listed in Table 9, except those premiseshazard including, but not limited to, those premises listed in Table 9, except those premises identified as severe in (b)(ii) of this subsection.identified as severe in (b)(ii) of this subsection. (ii) For service connections to premises posing a severe health cross-connection hazard(ii) For service connections to premises posing a severe health cross-connection hazard including wastewater treatment plants, radioactive material processing plants, and nuclearincluding wastewater treatment plants, radioactive material processing plants, and nuclear reactors, the purveyor shall ensure that either an:reactors, the purveyor shall ensure that either an: (A) Approved air gap is installed for premises isolation; or(A) Approved air gap is installed for premises isolation; or (B) Approved RPBA or RPDA is installed for premises isolation in combination with an in-(B) Approved RPBA or RPDA is installed for premises isolation in combination with an in- plant approved air gap.plant approved air gap. (iii) If the purveyor's CCS determines that no hazard exists for a connection serving(iii) If the purveyor's CCS determines that no hazard exists for a connection serving premises of the type listed in Table 9, the purveyor may grant an exception to the premisespremises of the type listed in Table 9, the purveyor may grant an exception to the premises isolation requirements of (b)(i) of this subsection.isolation requirements of (b)(i) of this subsection. Exhibit 24 (iv) The purveyor shall document, on a case-by-case basis, the reasons for granting an(iv) The purveyor shall document, on a case-by-case basis, the reasons for granting an exception under (b)(i) of this subsection and include the documentation in the cross-connectionexception under (b)(i) of this subsection and include the documentation in the cross-connection control program annual summary report required in subsection (8) of this section.control program annual summary report required in subsection (8) of this section. TABLE 9TABLE 9 SEVERE* AND HIGH HEALTH CROSS-CONNECTIONSEVERE* AND HIGH HEALTH CROSS-CONNECTION HAZARD PREMISES REQUIRING PREMISES ISOLATIONHAZARD PREMISES REQUIRING PREMISES ISOLATION BY AG OR RPBABY AG OR RPBA Agricultural (farms and dairies)Agricultural (farms and dairies) Beverage bottling plantsBeverage bottling plants Car washesCar washes Chemical plantsChemical plants Commercial laundries and dry cleanersCommercial laundries and dry cleaners Premises where both reclaimed water and potablePremises where both reclaimed water and potable water are providedwater are provided Film processing facilitiesFilm processing facilities Food processing plantsFood processing plants Hospitals, medical centers, nursing homes,Hospitals, medical centers, nursing homes, veterinary, medical and dental clinics, and bloodveterinary, medical and dental clinics, and blood plasma centersplasma centers Premises with separate irrigation systems using thePremises with separate irrigation systems using the purveyor's water supply and with chemical additionpurveyor's water supply and with chemical addition LaboratoriesLaboratories Metal plating industriesMetal plating industries MortuariesMortuaries Petroleum processing or storage plantsPetroleum processing or storage plants Piers and docksPiers and docks Radioactive material processing plants or nuclearRadioactive material processing plants or nuclear reactorsreactors Survey access denied or restrictedSurvey access denied or restricted Wastewater lift stations and pumping stationsWastewater lift stations and pumping stations Wastewater treatment plantsWastewater treatment plants Premises with an unapproved auxiliary waterPremises with an unapproved auxiliary water supply interconnected with the potable water supplysupply interconnected with the potable water supply ++For example, parks, playgrounds, golf courses, cemeteries, estates, etc.For example, parks, playgrounds, golf courses, cemeteries, estates, etc. **RPBAs for connections serving these premises are acceptable only when used in combination with an in-plant approved air gap;RPBAs for connections serving these premises are acceptable only when used in combination with an in-plant approved air gap; otherwise, the purveyor shall require an approved air gap at the service connection.otherwise, the purveyor shall require an approved air gap at the service connection. (c) Backflow protection for single-family residences.(c) Backflow protection for single-family residences. (i) For single-family residential service connections, the purveyor shall comply with the(i) For single-family residential service connections, the purveyor shall comply with the premises isolation requirements of (b) of this subsection when applicable.premises isolation requirements of (b) of this subsection when applicable. (ii) If the requirements of (b) of this subsection do not apply and the requirements(ii) If the requirements of (b) of this subsection do not apply and the requirements specified in subsection (2)(g)(ii) of this section are met, the purveyor may rely on backflowspecified in subsection (2)(g)(ii) of this section are met, the purveyor may rely on backflow protection provided at the point of hazard in accordance with WAC protection provided at the point of hazard in accordance with WAC 51-56-060051-56-0600 of the UPC for of the UPC for hazards such as, but not limited to:hazards such as, but not limited to: (A) Irrigation systems;(A) Irrigation systems; (B) Swimming pools or spas;(B) Swimming pools or spas; (C) Ponds; and(C) Ponds; and (D) Boilers.(D) Boilers. For example, the purveyor may accept an approved AVB on a residential irrigationFor example, the purveyor may accept an approved AVB on a residential irrigation system, if the AVB is properly installed under the UPC.system, if the AVB is properly installed under the UPC. (d) Backflow protection for fire protection systems.(d) Backflow protection for fire protection systems. (i) Backflow protection is not required for residential flow-through or combination fire(i) Backflow protection is not required for residential flow-through or combination fire protection systems constructed of potable water piping and materials.protection systems constructed of potable water piping and materials. ++ ** ** Exhibit 24 (ii) For service connections with fire protection systems other than flow-through or(ii) For service connections with fire protection systems other than flow-through or combination systems, the purveyor shall ensure that backflow protection consistent with WAC combination systems, the purveyor shall ensure that backflow protection consistent with WAC 51-51- 56-060056-0600 of the UPC is installed. The UPC requires minimum protection as follows: of the UPC is installed. The UPC requires minimum protection as follows: (A) An RPBA or RPDA for fire protection systems with chemical addition or using(A) An RPBA or RPDA for fire protection systems with chemical addition or using unapproved auxiliary water supply; andunapproved auxiliary water supply; and (B) A DCVA or DCDA for all other fire protection systems.(B) A DCVA or DCDA for all other fire protection systems. (iii) For connections made on or after April 9, 1999, the purveyor shall ensure that(iii) For connections made on or after April 9, 1999, the purveyor shall ensure that backflow protection is installed before water service is provided.backflow protection is installed before water service is provided. (iv) For existing fire protection systems:(iv) For existing fire protection systems: (A) With chemical addition or using unapproved auxiliary supplies, the purveyor shall(A) With chemical addition or using unapproved auxiliary supplies, the purveyor shall ensure that backflow protection is installed within ninety days of the purveyor notifying theensure that backflow protection is installed within ninety days of the purveyor notifying the consumer of the high health cross-connection hazard or in accordance with an alternate scheduleconsumer of the high health cross-connection hazard or in accordance with an alternate schedule acceptable to the purveyor.acceptable to the purveyor. (B) Without chemical addition, without on-site storage, and using only the purveyor's(B) Without chemical addition, without on-site storage, and using only the purveyor's water (i.e., no unapproved auxiliary supplies on or available to the premises), the purveyor shallwater (i.e., no unapproved auxiliary supplies on or available to the premises), the purveyor shall ensure that backflow protection is installed in accordance with a schedule acceptable to theensure that backflow protection is installed in accordance with a schedule acceptable to the purveyor or at an earlier date if required by the code official administering the State Buildingpurveyor or at an earlier date if required by the code official administering the State Building Code as defined in chapter Code as defined in chapter 51-0451-04 WAC. WAC. (C) When establishing backflow protection retrofitting schedules for fire protection(C) When establishing backflow protection retrofitting schedules for fire protection systems that have the characteristics listed in (d)(iv)(B) of this subsection, the purveyor maysystems that have the characteristics listed in (d)(iv)(B) of this subsection, the purveyor may consider factors such as, but not limited to, impacts of assembly installation on sprinklerconsider factors such as, but not limited to, impacts of assembly installation on sprinkler performance, costs of retrofitting, and difficulty of assembly installation.performance, costs of retrofitting, and difficulty of assembly installation. (e) Purveyors may require approved backflow preventers commensurate with the degree(e) Purveyors may require approved backflow preventers commensurate with the degree of hazard as determined by the purveyor to be installed for premises isolation for connectionsof hazard as determined by the purveyor to be installed for premises isolation for connections serving premises that have characteristics such as, but not limited to, the following:serving premises that have characteristics such as, but not limited to, the following: (i) Complex plumbing arrangements or plumbing potentially subject to frequent changes(i) Complex plumbing arrangements or plumbing potentially subject to frequent changes that make it impracticable to assess whether cross-connection hazards exist;that make it impracticable to assess whether cross-connection hazards exist; (ii) A repeated history of cross-connections being established or reestablished; or(ii) A repeated history of cross-connections being established or reestablished; or (iii) Cross-connection hazards are unavoidable or not correctable, such as, but not limited(iii) Cross-connection hazards are unavoidable or not correctable, such as, but not limited to, tall buildings.to, tall buildings. (5) Approved backflow preventers.(5) Approved backflow preventers. (a) The purveyor shall ensure that all backflow prevention assemblies relied upon by the(a) The purveyor shall ensure that all backflow prevention assemblies relied upon by the purveyor are models included on the current list of backflow prevention assemblies approved forpurveyor are models included on the current list of backflow prevention assemblies approved for use in Washington state. The current approved assemblies list is available from the departmentuse in Washington state. The current approved assemblies list is available from the department upon request.upon request. (b) The purveyor may rely on testable backflow prevention assemblies that are not(b) The purveyor may rely on testable backflow prevention assemblies that are not currently approved by the department, if the assemblies:currently approved by the department, if the assemblies: (i) Were included on the department and/or USC list of approved backflow prevention(i) Were included on the department and/or USC list of approved backflow prevention assemblies at the time of installation;assemblies at the time of installation; (ii) Have been properly maintained;(ii) Have been properly maintained; (iii) Are commensurate with the purveyor's assessed degree of hazard; and(iii) Are commensurate with the purveyor's assessed degree of hazard; and (iv) Have been inspected and tested at least annually and have successfully passed the(iv) Have been inspected and tested at least annually and have successfully passed the annual tests.annual tests. (c) The purveyor shall ensure that an unlisted backflow prevention assembly is replaced(c) The purveyor shall ensure that an unlisted backflow prevention assembly is replaced by an approved assembly commensurate with the degree of hazard, when the unlisted assembly:by an approved assembly commensurate with the degree of hazard, when the unlisted assembly: (i) Does not meet the conditions specified in (b)(i) through (iv) of this subsection;(i) Does not meet the conditions specified in (b)(i) through (iv) of this subsection; (ii) Is moved; or(ii) Is moved; or (iii) Cannot be repaired using spare parts from the original manufacturer.(iii) Cannot be repaired using spare parts from the original manufacturer. (d) The purveyor shall ensure that AVBs meet the definition of approved atmospheric(d) The purveyor shall ensure that AVBs meet the definition of approved atmospheric vacuum breakers as described in WAC vacuum breakers as described in WAC 246-290-010246-290-010.. Exhibit 24 (6) Approved backflow preventer installation.(6) Approved backflow preventer installation. (a) The purveyor shall ensure that approved backflow preventers are installed in the(a) The purveyor shall ensure that approved backflow preventers are installed in the orientation for which they are approved (if applicable).orientation for which they are approved (if applicable). (b) The purveyor shall ensure that approved backflow preventers are installed in a(b) The purveyor shall ensure that approved backflow preventers are installed in a manner that:manner that: (i) Facilitates their proper operation, maintenance, inspection, in-line testing (as(i) Facilitates their proper operation, maintenance, inspection, in-line testing (as applicable), and repair using standard installation procedures acceptable to the department suchapplicable), and repair using standard installation procedures acceptable to the department such as those in the USC Manual or PNWS-AWWA Manual;as those in the USC Manual or PNWS-AWWA Manual; (ii) Ensures that the assembly will not become submerged due to weather-related(ii) Ensures that the assembly will not become submerged due to weather-related conditions such as flooding; andconditions such as flooding; and (iii) Ensures compliance with all applicable safety regulations.(iii) Ensures compliance with all applicable safety regulations. (c) The purveyor shall ensure that approved backflow assemblies for premises isolation(c) The purveyor shall ensure that approved backflow assemblies for premises isolation are installed at a location adjacent to the meter or property line or an alternate locationare installed at a location adjacent to the meter or property line or an alternate location acceptable to the purveyor.acceptable to the purveyor. (d) When premises isolation assemblies are installed at an alternate location acceptable(d) When premises isolation assemblies are installed at an alternate location acceptable to the purveyor, the purveyor shall ensure that there are no connections between the point ofto the purveyor, the purveyor shall ensure that there are no connections between the point of delivery from the public water system and the approved backflow assembly, unless thedelivery from the public water system and the approved backflow assembly, unless the installation of the connection meets the purveyor's cross-connection control requirements and isinstallation of the connection meets the purveyor's cross-connection control requirements and is specifically approved by the purveyor.specifically approved by the purveyor. (e) The purveyor shall ensure that approved backflow preventers are installed in(e) The purveyor shall ensure that approved backflow preventers are installed in accordance with the following time frames:accordance with the following time frames: (i) For connections made on or after April 9, 1999, the following conditions shall be met(i) For connections made on or after April 9, 1999, the following conditions shall be met before service is provided:before service is provided: (A) The provisions of subsection (3)(d)(ii) of this section; and(A) The provisions of subsection (3)(d)(ii) of this section; and (B) Satisfactory completion of the requirements of subsection (7) of this section.(B) Satisfactory completion of the requirements of subsection (7) of this section. (ii) For existing connections where the purveyor identifies a high health cross-connection(ii) For existing connections where the purveyor identifies a high health cross-connection hazard, the provisions of (3)(d)(ii) of this section shall be met:hazard, the provisions of (3)(d)(ii) of this section shall be met: (A) Within ninety days of the purveyor notifying the consumer of the high health cross-(A) Within ninety days of the purveyor notifying the consumer of the high health cross- connection hazard; orconnection hazard; or (B) In accordance with an alternate schedule acceptable to the purveyor.(B) In accordance with an alternate schedule acceptable to the purveyor. (iii) For existing connections where the purveyor identifies a low cross-connection hazard,(iii) For existing connections where the purveyor identifies a low cross-connection hazard, the provisions of subsection (3)(d)(ii) of this section shall be met in accordance with a schedulethe provisions of subsection (3)(d)(ii) of this section shall be met in accordance with a schedule acceptable to the purveyor.acceptable to the purveyor. (f) The purveyor shall ensure that bypass piping installed around any approved backflow(f) The purveyor shall ensure that bypass piping installed around any approved backflow preventer is equipped with an approved backflow preventer that:preventer is equipped with an approved backflow preventer that: (i) Affords at least the same level of protection as the approved backflow preventer that is(i) Affords at least the same level of protection as the approved backflow preventer that is being bypassed; andbeing bypassed; and (ii) Complies with all applicable requirements of this section.(ii) Complies with all applicable requirements of this section. (7) Approved backflow preventer inspection and testing.(7) Approved backflow preventer inspection and testing. (a) For backflow preventers that protect the public water system, the purveyor shall(a) For backflow preventers that protect the public water system, the purveyor shall ensure that:ensure that: (i) A CCS inspects backflow preventer installations to ensure that protection is provided(i) A CCS inspects backflow preventer installations to ensure that protection is provided commensurate with the assessed degree of hazard;commensurate with the assessed degree of hazard; (ii) Either a BAT or CCS inspects:(ii) Either a BAT or CCS inspects: (A) Air gaps installed in lieu of approved backflow prevention assemblies for compliance(A) Air gaps installed in lieu of approved backflow prevention assemblies for compliance with the approved air gap definition; andwith the approved air gap definition; and (B) Backflow prevention assemblies for correct installation and approval status.(B) Backflow prevention assemblies for correct installation and approval status. (iii) A BAT tests approved backflow prevention assemblies for proper operation.(iii) A BAT tests approved backflow prevention assemblies for proper operation. (b) The purveyor shall ensure that inspections and/or tests of approved air gaps and(b) The purveyor shall ensure that inspections and/or tests of approved air gaps and approved backflow assemblies that protect the public water system are conducted:approved backflow assemblies that protect the public water system are conducted: Exhibit 24 (i) When any of the following occur:(i) When any of the following occur: (A) Upon installation, repair, reinstallation, or relocation of an assembly;(A) Upon installation, repair, reinstallation, or relocation of an assembly; (B) Upon installation or replumbing of an air gap;(B) Upon installation or replumbing of an air gap; (C) After a backflow incident involving the assembly or air gap; and(C) After a backflow incident involving the assembly or air gap; and (ii) Annually thereafter, unless the purveyor requires more frequent testing for high hazard(ii) Annually thereafter, unless the purveyor requires more frequent testing for high hazard premises or for assemblies that repeatedly fail.premises or for assemblies that repeatedly fail. (c) The purveyor shall ensure that inspections of AVBs installed on irrigation systems are(c) The purveyor shall ensure that inspections of AVBs installed on irrigation systems are conducted:conducted: (i) At the time of installation;(i) At the time of installation; (ii) After a backflow incident; and(ii) After a backflow incident; and (iii) After repair, reinstallation, or relocation.(iii) After repair, reinstallation, or relocation. (d) The purveyor shall ensure that approved backflow prevention assemblies are tested(d) The purveyor shall ensure that approved backflow prevention assemblies are tested using procedures acceptable to the department, such as those specified in the most recentlyusing procedures acceptable to the department, such as those specified in the most recently published edition of the USC Manual. When circumstances, such as, but not limited to,published edition of the USC Manual. When circumstances, such as, but not limited to, configuration or location of the assembly, preclude the use of USC test procedures, the purveyorconfiguration or location of the assembly, preclude the use of USC test procedures, the purveyor may allow, on a case-by-case basis, the use of alternate (non-USC) test procedures acceptablemay allow, on a case-by-case basis, the use of alternate (non-USC) test procedures acceptable to the department.to the department. (e) The purveyor shall ensure that results of backflow prevention assembly inspections(e) The purveyor shall ensure that results of backflow prevention assembly inspections and tests are documented and reported in a manner acceptable to the purveyor.and tests are documented and reported in a manner acceptable to the purveyor. (f) The purveyor shall ensure that an approved backflow prevention assembly or AVB,(f) The purveyor shall ensure that an approved backflow prevention assembly or AVB, whenever found to be improperly installed, defective, not commensurate with the degree ofwhenever found to be improperly installed, defective, not commensurate with the degree of hazard, or failing a test (if applicable) is properly reinstalled, repaired, overhauled, or replaced.hazard, or failing a test (if applicable) is properly reinstalled, repaired, overhauled, or replaced. (g) The purveyor shall ensure that an approved air gap, whenever found to be altered or(g) The purveyor shall ensure that an approved air gap, whenever found to be altered or improperly installed, is properly replumbed or, if commensurate with the degree of hazard, isimproperly installed, is properly replumbed or, if commensurate with the degree of hazard, is replaced by an approved RPBA.replaced by an approved RPBA. (8) Recordkeeping and reporting.(8) Recordkeeping and reporting. (a) Purveyors shall keep cross-connection control records for the following time frames:(a) Purveyors shall keep cross-connection control records for the following time frames: (i) Records pertaining to the master list of service connections and/or consumer's(i) Records pertaining to the master list of service connections and/or consumer's premises required in subsection (3)(j)(i) of this section shall be kept as long as the premises posepremises required in subsection (3)(j)(i) of this section shall be kept as long as the premises pose a cross-connection hazard to the purveyor's distribution system;a cross-connection hazard to the purveyor's distribution system; (ii) Records regarding inventory information required in subsection (3)(j)(ii) of this section(ii) Records regarding inventory information required in subsection (3)(j)(ii) of this section shall be kept for five years or for the life of the approved backflow preventer whichever is shorter;shall be kept for five years or for the life of the approved backflow preventer whichever is shorter; andand (iii) Records regarding backflow incidents and annual summary reports required in(iii) Records regarding backflow incidents and annual summary reports required in subsection (3)(j)(iii) of this section shall be kept for five years.subsection (3)(j)(iii) of this section shall be kept for five years. (b) Purveyors may maintain cross-connection control records in original form or transfer(b) Purveyors may maintain cross-connection control records in original form or transfer data to tabular summaries.data to tabular summaries. (c) Purveyors may maintain records or data in any media, such as paper, film, or(c) Purveyors may maintain records or data in any media, such as paper, film, or electronic format.electronic format. (d) The purveyor shall complete the cross-connection control program summary report(d) The purveyor shall complete the cross-connection control program summary report annually. Report forms and guidance on completing the report are available from the department.annually. Report forms and guidance on completing the report are available from the department. (e) The purveyor shall make all records and reports required in subsection (3)(j) of this(e) The purveyor shall make all records and reports required in subsection (3)(j) of this section available to the department or its representative upon request.section available to the department or its representative upon request. (f) The purveyor shall notify the department, authority having jurisdiction, and local health(f) The purveyor shall notify the department, authority having jurisdiction, and local health jurisdiction as soon as possible, but no later than the end of the next business day, when ajurisdiction as soon as possible, but no later than the end of the next business day, when a backflow incident is known by the purveyor to have:backflow incident is known by the purveyor to have: (i) Contaminated the public water system; or(i) Contaminated the public water system; or (ii) Occurred within the premises of a consumer served by the purveyor.(ii) Occurred within the premises of a consumer served by the purveyor. (g) The purveyor shall:(g) The purveyor shall: Exhibit 24 (i) Document details of backflow incidents contaminating the public water system on a(i) Document details of backflow incidents contaminating the public water system on a backflow incident report form available from the department; andbackflow incident report form available from the department; and (ii) Include all backflow incident report(s) in the annual cross-connection program(ii) Include all backflow incident report(s) in the annual cross-connection program summary report referenced in (d) of this subsection, unless otherwise requested by thesummary report referenced in (d) of this subsection, unless otherwise requested by the department.department. [Statutory Authority: RCW [Statutory Authority: RCW 70.119A.18070.119A.180 and and 43.20.05043.20.050. WSR 08-03-061, § 246-290-490, filed. WSR 08-03-061, § 246-290-490, filed 1/14/08, effective 2/14/08. Statutory Authority: RCW 1/14/08, effective 2/14/08. Statutory Authority: RCW 43.20.05043.20.050 (2) and (3) and (2) and (3) and 70.119A.08070.119A.080.. WSR 03-08-037, § 246-290-490, filed 3/27/03, effective 4/27/03. Statutory Authority: RCWWSR 03-08-037, § 246-290-490, filed 3/27/03, effective 4/27/03. Statutory Authority: RCW 43.02.05043.02.050 [43.20.050]. WSR 99-07-021, § 246-290-490, filed 3/9/99, effective 4/9/99. Statutory [43.20.050]. WSR 99-07-021, § 246-290-490, filed 3/9/99, effective 4/9/99. Statutory Authority: RCW Authority: RCW 43.20.05043.20.050. WSR 91-02-051 (Order 124B), recodified as § 246-290-490, filed. WSR 91-02-051 (Order 124B), recodified as § 246-290-490, filed 12/27/90, effective 1/31/91. Statutory Authority: P.L. 99-339. WSR 89-21-020 (Order 336), § 248-12/27/90, effective 1/31/91. Statutory Authority: P.L. 99-339. WSR 89-21-020 (Order 336), § 248- 54-285, filed 10/10/89, effective 11/10/89. Statutory Authority: RCW 54-285, filed 10/10/89, effective 11/10/89. Statutory Authority: RCW 34.04.04534.04.045. WSR 88-05-057. WSR 88-05-057 (Order 307), § 248-54-285, filed 2/17/88. Statutory Authority: RCW (Order 307), § 248-54-285, filed 2/17/88. Statutory Authority: RCW 43.20.05043.20.050. WSR 83-19-002. WSR 83-19-002 (Order 266), § 248-54-285, filed 9/8/83.](Order 266), § 248-54-285, filed 9/8/83.] Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 12-1 APPENDIX 12. WATER USE EFFICIENCY (WUE) Exhibit 24 Page 1 of 4 Water Use Efficiency (WUE) Annual Reporting Worksheet Use this worksheet to gather your WUE information, and then go to the online reporting system to enter the data. Do not mail, fax, or e-mail this worksheet to Department of Health. To submit the WUE Report online, go to: https://fortress.wa.gov/doh/eh/portal/odw/wue/default.aspx Denotes a required field General System Information Water System ID#: _________________ Your first name: _________________________ Your last name: _________________________ Your title: ______________________________ Your phone number: _____________________ Your e-mail address: _______________________________________________________________ Meter Installation Information Estimate the percentage of metered connections? Less than 50% 50-75% More than 75% 100% If not 100% metered - Current status of meter installation: Note: Only required if your water system isn’t fully metered. Space limited to 500 characters. Note: Don’t include things such as graphs, tables, or pictures when reporting to us online. Instead, include this information on your web site or in your annual WUE report to your customers. Be brief and concise when reporting to us, the online form limits the amount of space you have. After 30 minutes of inactivity, the database will automatically close. Avoid characters, symbols, bold or underline text, and special fonts, these may be seen as a security risk by the database and could be removed from your text. You can review your entire report before electronic submission. Today’s date: Exhibit 24 Page 2 of 4 Production, Authorized Consumption, and Distribution System Leakage Information Reporting Year: __________ Note: Your reporting year is last year’s information (similar to a tax year). 12-Month WUE Reporting Period: ____ /____ /_______ to ____ /____ /_______ Note: You can choose any time period to collect annual data, it doesn’t have to be January-December. Incomplete or missing data for the year? Yes / No If yes, explain Note: Space limited to 1000 characters. Note: When submitting annual data, you need to report Total Water Produced & Purchased (TP) and Authorized Consumption (AC). The WUE reporting database will automatically calculate annual Distribution System Leakage Volume and Percent. It will also calculate the 3-year average if you have submitted three annual WUE reports. TP is defined as the annual amount of water pumped from all sources + any water purchased from another water purveyor. AC is defined as the annual amount of metered water consumed by your customers + any estimated & authorized unmetered uses such as water main flushing or water tank cleaning. AC is not your total authorized/permitted water rights. Total Water Produced & Purchased (TP) = Annual Volume in gallons ______________________ Note: TP is defined as the annual amount of water pumped from all sources + any water purchased from another water purveyor. Report your total Annual Volume in gallons. Authorized Consumption (AC) = Annual Volume in gallons _______________________________ Note: AC is not your total authorized/permitted water rights. AC is defined as the annual amount of metered water consumed by your customers + any estimated & authorized unmetered uses such as water main flushing or water tank cleaning. Report your total Annual Volume in gallons. Exhibit 24 Page 3 of 4 Goal-Setting Information Enter the date of most recent public forum to establish WUE goal: ____ /____ /_______ Note: You must re-establish a customer goal every 6 years through a public process. Has goal been changed since last performance report? Yes / No Customer WUE Goal (Demand Side) Tip: See DOH Fact Sheet #331-402 (PDF) Note: You must identify the customer goal that was established by your elected governing board which indicates the measurable water savings over time. Space limited to 1000 characters. Example: “Within 5 years, reduce average daily per capita consumption by 8 gallons.” Customer (Demand Side) Goal Progress: Space limited to 1000 characters. Note: 1. Identify any WUE measures (such as conservation rates, or low-flow showerheads) you are currently implementing. 2. Estimate how much water you have saved. 3. Report progress toward meeting goals within your established timeframe. 4. If you established a goal to maintain a historic level (such as maintaining daily consumption at 65 gallons per day) you must explain why you are unable to reduce water use below that level. Note: Don’t include things such as graphs, tables, or pictures when reporting to us online. Instead, include this information on your web site or in your annual WUE report to your customers. Be brief and concise when reporting to us, the online form limits the amount of space you have. After 30 minutes of inactivity, the database will automatically close. Avoid characters, symbols, bold or underline text, and special fonts, these may be seen as a security risk by the database and could be removed from your text. You can review your entire report before electronic submission. Exhibit 24 Page 4 of 4 Additional Information Regarding Supply and Demand Side WUE Efforts Note: If you established a supply side goal (such as “Reduce leakage to 10% in 5 years”), identify here and include all efforts to reduce water loss. Include any other information that describes how you and your customers use water efficiently. Space limited to 2000 characters. Note: Don’t include things such as graphs, tables, or pictures when reporting to us online. Instead, include this information on your web site or in your annual WUE report to your customers. Be brief and concise when reporting to us, the online form limits the amount of space you have. After 30 minutes of inactivity, the database will automatically close. Avoid characters, symbols, bold or underline text, and special fonts, these may be seen as a security risk by the database and could be removed from your text. You can review your entire report before electronic submission. Use this worksheet to gather your WUE information, and then go to the online reporting system to enter the data. Do not mail, fax, or e-mail this worksheet to Department of Health. To submit the WUE Report online, go to: https://fortress.wa.gov/doh/eh/portal/odw/wue/default.aspx Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 13-1 APPENDIX 13. EMERGENCY RESPONSE PLAN Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Exhibit 24 Pleasant Harbor Water System 06.27.2025 PAGE 14-1 APPENDIX 14. EQUIPMENT SPECIFICATIONS Exhibit 24 Engineering Data Pump Code: Pump Shut Off Head: Max. Temperature: Pump Size: Motor Speed: Liquid: Motor Code: System Input Power: Max. Frequency: Electrical Enclosures: Discharge: Approximate Net Weight: Suction Size: Impeller Type: Impeller Size: Sense of Rotation: Motor Standard: 65L05 6 Inch 281 ft On demand lb Radial impeller Clockwise from the drive end " Suction Flange Rating: Discharge Flange Rating: Impeller Construction: Closed Motor Rated Horsepower: Shaft Seal: Water Impeller Material: Suction Flange Standard: Discharge Flange Standard: Pump Max Horsepower: 0.00 hp AISI 304 Stainless Steel Standard Equipment / Capability: Powered for Continuous Operation: All ratings are within the working limits of the motor. Pump can be operated continuously. New Design Features: Cast 304 SS discharge head and motor adapter. Field Serviceable: Easy to install and service. All parts easily dismantled if field service is ever necessary. Diverse Application: Designed for commercial, municipal, and agricultural water needs. Stainless Steel Construction: Durable in most waters. Bearings: Replaceable, silicon carbide bearings allow excellent abrasives handling and wear resistance. Built-in Check Valve: Positive sealing, stainless steel check valve assembly incorporated into discharge head. Impellers: New stainless steel impeller design provides improved efficiency. Four-Fluted Shaft Design: Four sided stainless steel shaft eliminates impeller keys and provides positive drive. Coupling: Removeable heavy duty stainless steel, splined coupling for maximum load-carrying capability. Suction Strainer: Stainless steel strainer restricts gravel and other debris from entering the pump. Cable Guard: Stainless steel cable guard surrounds and protects motor leads. Fasteners: All fasteners are stainless steel. NEMA Design Motors: Stainless steel casing resists corrosion. Water filled design provides a constant supply of lubrication. Hermetically sealed stator assures moisture free windings. Durable Kingsbury type thrust bearing absorbs all thrust. Replaceable motor lead assembly. Submittal Data 31.03.2020 L Series Submersible MODEL : 65L05 Printed from data file Submersible Pumps Voltage / Phase / Enclosure Model L Series 6 Inch Submersible 281 ft 65L0565 US g.p.m. Hydraulic Data Motor Data Maximum Flow Maximum TDH Submittal Prepared for: Engineer: Submittal Prepared by: Submittal Date: Job: Contractor: Company: Approved by:Date:31.03.2020 98 US g.p.m. Flow at Duty Point TDH at Duty Point 175 ft Well Pump - 65 gpm Exhibit 24 Head Efficiency 65L40 64.5% Eff. 64.5% 70.2% 65.6% 66.3% 69.4% 69.2%65L03 68.4% 65L05 68.4% 178 ft 65.5 % 74.6 US g.p.m.65L40 65L0365L05 178 ft 65.5 % 74.6 US g.p.m. 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 2500 [ft] 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 [%] 0 10 20 30 40 50 60 70 80 [US g.p.m.] 1 WaterFluid:65LDuty Chart: Performance Data 31.03.2020 L Series Submersible MODEL : 65L05 Printed from data file Submersible Pumps Voltage / Phase / Enclosure Model L Series 6 Inch Submersible 281 ft 65L0565 US g.p.m. Hydraulic Data Motor Data Maximum Flow Maximum TDH Submittal Prepared for: Engineer: Submittal Prepared by: Submittal Date: Job: Contractor: Company: Approved by:Date:31.03.2020 98 US g.p.m. Flow at Duty Point TDH at Duty Point 175 ft Well Pump - 65 gpm Exhibit 24 Unit Dimensions 31.03.2020 L Series Submersible MODEL : 65L05 Printed from data file Submersible Pumps Dimension Value DIA 5 9/16 Discharge 3" NPT WE Length 22 3/16 Voltage / Phase / Enclosure Model L Series 6 Inch Submersible 281 ft 65L0565 US g.p.m. Hydraulic Data Motor Data Maximum Flow Maximum TDH Submittal Prepared for: Engineer: Submittal Prepared by: Submittal Date: Job: Contractor: Company: Approved by:Date:31.03.2020 98 US g.p.m. Flow at Duty Point TDH at Duty Point 175 ft Well Pump - 65 gpm Exhibit 24 03-31-20 Project Project ID Last updateCreated by Created on E-Mail address Phone number Contact Company Name Technical data 256T 1 Fluid pH-value at t A Operating temperature t A Density at t A Vapor pressure at t A Kin. viscosity at t A Nominal flow Nominal head Static head Inlet pressure AltitudeAvailable system NPSH 2 3 6 4 5 7 8 9 °F psi lb/ft³ ft²/s US g.p.m. ft ft psi inch ft 10 11 12 13 14 15 16 17 18 19 20 22 200 250 7 200 39.2 62.4 0 0 14.5 0 1.689E-5 Environmental temperature 68 °F MPA65B-04AARR-0020TDF46C-CCC4 No. of pumps Single head pumpPumpe type Operating data Impeller type Design Impeller Ø Max. designed Min.Operating speed Max. working pressure Nominal Max- Min- Flow Stages Nominal at Qmax at Qmin Head Suction flange Head H(Q=0) Shaft powerMax. shaft power Discharge flange Efficiency psi US g.p.m. US g.p.m. US g.p.m. ft ft ft hphp % ft Radial impeller Horiz ontal Multistage pump , axial DNs, radial DNd , 1 Slide bearing DNs, 1 Roller bearings DNd 1800 130 Execution Max. casing pressure psi 200 407.6 81.5 132 298.7300 22 76.7 AO / DNs - axial, DNd - above 4 218.5 269.3 19.4 Pump data 1,002.3 Page: 1 23 24 25 26 27 29 30 31 32 34 33 35 37 36 38 39 40 41 45 46 47 48 49 43 44 42 50 28 Materials Pump Shaft Seal Cast Iron, EN-GJL-200, ASTM Class 30 Cast Iron, EN-GJL-200, ASTM Class 30 Cast Iron, EN-GJL-150, ASTM Class 25 Ductile Iron, EN-GJS-400-15, ASTM 65-45-12 Cast Iron, EN-GJL-250, ASTM Class 35 Cast Iron, EN-GJL-250, ASTM Class 35 Cast Iron, EN-GJL-250, ASTM Class 35 Cast Iron, EN-GJL-250, ASTM Class 35 Cast Iron, EN-GJL-250, ASTM Class 35 without [STD] Suction Impeller Impeller Diffuser Stage Casing Suction Casing Discharge Casing Seal Cover Bearing Bracket / Motor Adapter Pump Foot Wear Ring Motor data Manufacturer Specific design Rated power Nominal speed Electric data Item no. Service factor Frame siz e Manufacturer Series Spacer length inch Frame si ze Shaft diameter W EG Flender Type 3/16 Frame 256T - 20 hp - SF 1.25 W eight NEMA 3 ph TEPE 20 hp 396.0 460 V 1.251800 rpm Standard Coupling - N-EUPEX - Type B 95 Coupling W eight 4.9 Coupling protection Base plate Remarks Name NEMA EMP65-CD-254-6T W eight 180.6 Shaft diameter Drum Stainless Steel, 1.4057, ASTM 431 21 NPSH 3%ft 5.9Total weight Drum Bush Cast Iron, EN-GJL-250, ASTM Class 35 Shaft Stainless Steel, 1.4057, ASTM 431 Shaft Sleeve Stainless Steel, 1.4057, ASTM 431 Spacer Sleeve Stainless Steel, 1.4057, ASTM 431 Shaft Nut Stainless Steel, 1.4057, ASTM 431 Impeller Nut A4 Pump weight 4.1887 lb lb lb lb lb C GUARD ADAPT EMPC50-190 Single mechanical seal, with shaft sleeve (unbalanced) EMG12/43 Mechanical seal diameter 1 11/16 inch BQ7EGG-W A Carbon graphite resin impregnated SiC, silicon carbide, sint. Pr.less Ethylene propylene rubber (EPDM) CrNiMo - Steel EPDM - W RAS Ethylene propylene rubber (EPDM)Gaskets of the pump 5. Others 4. Springs 3. Secondary seal 2. Stationary ring 1. Rotating ring 416.67 Max/Min Operating Temperature °F W ater 248 /-10 kg 35.0 41.3mmPump Motor// 41.3 mm 8 7/16 611/16 SM2435 4x 8 7/16 inchinch inch Lubrication Grease Lubrication 0 A rpm NPSs 5" NPSd 2 1/2"/ / CL150 CL150 / / ASME B16.5 ASME B16.5 Booster Pump - 200 gpm Exhibit 24 03-31-20 Project Project ID Last updateCreated by Created on Company Name Contact Phone number E-Mail address Performance Curve Is Min. Max. Ø rpmMin. Delivered Flow Max. 81.5 US g.p.m.US g.p.m. 240 / / / / Application Range h Max. US g.p.m. 260 260 260 Lift Capability ft H(Q=0) 300 300 300 h ft Max. 246 246 246 Shaft Power P2 P2(Q=0) hp Max. hp 22 h Max. hp 20.5 20.5 20.5 H zFrequency Operating speed / / 1800 MPA65B-04AARR-0020TDF46C-CCC4 60 Page: Head 4A 78.5% Eff. 269 ft 218 US g.p.m.0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 245 250 255 260 265 270 275 280 285 290 295 300 305 310 315 320 325 330 335 340 345 350 355 [ft] 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 [US g.p.m.] 1 Nominal flow Nominal head US g.p.m. ft 200 250 Inlet pressure psi 0 Static head ft 150 Power datas referced to: Water [100%] ; 39.2°F; 62.4lb/ft³; 1.69E-5ft²/s MEI : N.A. - according to Ecodesign Directive 2009/125/EC and Regulation (EU) No.547/2012 Hydr. performance acceptance acc. to EN ISO 9906 Class2B 6.693 8.425 8.425 inch Booster Pump - 200 gpm Exhibit 24 Project Project ID Created by Created on 03-31-20 Last update Company Name Contact Phone number E-Mail address Page: a f 4 L4 L max B2 B1 Hh2H maxL3 L2 L2 L1 s x z PM1...Pressure gauge connector PM2...Pressure gauge connector D...Drain G...Grease nipple L...Leakage V...Vent PM1 DNs DNd PM2V D L G a 157/8 Lmax 56 11/16 B1 21 5/8 PM1 G1/4 B2 20 1/16 PM2 G1/4 D G1/4 s 3/4 DNd 2 9/16 V G1/4 DNs 4 15/16 z 1/4 f 151/2 G M8 H 125/16 h2 8 7/8 Hmax N.A. L G1/2 L1 53 1/8 L2 18 11/16 L3 7 7/8 L4 16 1/8 DimensionsMPA65B-04AARR-0020TDF46C-CCC4 Dimensions Connections Weight Suction flange NPSs 5" Discharge flange NPSd 2 1/2" CL150 CL150 Pump Coupling Base plate Motor Total weight 4.9 181 396 1,002 lb (+/- 5%) [ ]inch Dimensions and weight without obligation Complete Unit with Accessories Frame 256T - 20 hp - SF 1.25 AO / DNs - axial, DNd - above C 1 3/16 D 10 5/8 d1 7 1/4 K 8 1/2 L 7/8 z 5/16 C 15/16 D 7 1/2 d1 4 5/8 K 139,5 L 11/16 z 3/16DKDNd1L Note: Value D, C and d may vary from standard 416.67 ASME B16.5 ASME B16.5 Booster Pump - 200 gpm Exhibit 24 03-31-20 Project Project ID Last updateCreated by Created on E-Mail address Phone number Contact Company Name Technical data 1 Fluid pH-value at t A Operating temperature t A Density at t A Vapor pressure at t A Kin. viscosity at t A Nominal flow Nominal head Static head Inlet pressure AltitudeAvailable system NPSH 2 3 6 4 5 7 8 9 °F psi lb/ft³ ft²/s US g.p.m. ft ft psi ftft 10 11 12 13 14 15 16 17 18 19 20 22 Water 2000 250 0 7 150 Content of solid 39.2 62.4 0 0 14.5 0 1.689E-5 Environmental temperature 68 °F e-XC5x8x11/200H6D2WNTFA2CC1G No. of pumps Single head pumpPumpe type Operating data Impeller type Design Impeller Ø Max. designed Min. Operating speed Max. working pressure Nominal Max- Min- Flow No. of stages Nominal at Qmax at Qmin Head Suction flange Head H(Q=0) Shaft powerMax. shaft power Discharge flange Efficiency psi inch inch inch US g.p.m. US g.p.m. US g.p.m. ft ft ft hphp % ft R adial impeller Double Suction Split Case Pumps 3600 139.8 Execution Max. casing pressure psi 175 CL250 7 7/16 8 11/16 11 5/8 3153 555 114.2 318.5320 182 77.4 Clockwise R otation - viewed from motor end [STD ] 1 NPS 8 ASME B16.1 (e-XC)2029.8 253 167 Pump data rpm / / CL250NPS 5 ASME B16.1 (e-XC)/ / 1,063.7 Page: 1 0inch%Solid si ze 23 24 25 26 27 29 30 31 32 34 33 35 37 36 38 39 40 41 45 46 47 48 49 43 44 42 50 28 Materials Pump Shaft Seal Carbon [STD ] Stationary ring Elastomers Springs Other metal parts Seal faces Silicon Carbide EPDM [STD ] Stainless steel CF8M (316) Stainless steel CF8M (316) R ubber below seal [STD]Cast Iron [STD ] Stainless steel CF8 (304) [STD ] Dry (sleeves) [STD ] 40cR (5140-carbon steel) Stainless steel CF8 (304) [STD ] Stainless steel CF8 (304) [STD ] B ronz e [STD ] Stainless steel CF8 (304) [STD ] Polytetrafluoroethylene (PTFE) Stainless steel CF8 (304) [STD ] Casings Shaft Construction Shaft Shaft Sleeves Shaft Sleeve Nuts Casing Wear R ing Impeller Wear Ring Lantern R ing Seal flush lines Motor data Manufacturer Specific design R ated power Nominal speed Frame siz e Manufacturer Series Spacer length inch Frame si ze Type TB Woods Type WE30 1/2 Weight Dura-Flex - NON Spacer [STD ] WE30 Coupling Weight 27.7 Coupling protection Base plate Remarks Name 5x8x11 / 447TS Weight 480.9 21 NPSH 3%ft 25.4Total weight Pump weight 2 3/4 inchMechanical seal diameter 27.101 lb lb lb lb lb lb 528.0 MR 4 - Seal on sleeve (ID 45/2,75 in) Coupling Guard KIT-2 Baldor NEMA 3 ph TEPE Frame 447TS - 200 hp 200 hp 3600 rpm 447TS 0.0 Item no. 1.15Service factor Electric voltage 460 V 2 3/8 inchShaft diameter Xylem Impeller lb Fire Flow Booster - 2000 gpm Exhibit 24 03-31-20 Project Project ID Last updateCreated by Created on Company Name Contact Phone number E-Mail address Performance Curve Is Min. Max. Ø rpmMin. Delivered Flow Max. 555 US g.p.m.US g.p.m. 3150 / / / / Application Range h Max. US g.p.m. 1920 1680 2930 Lift Capability ft H(Q=0) 322 255 597 h ft Max. 262 187 460 Shaft Power P2 P2(Q=0) hp Max. hp 182 h Max. hp 163 332 120 H zFrequency Operating speed / / 3600 e-XC5x8x11/200H6D2WNTFA2CC1G 60 Page: Head Efficiency NPSH-values 67% 67% 72% 77% 82% 85% 88% 11 5/8 85.6% Eff. 85.9% 89.9% 84.2% 7 7/16 67.9% 8 11/16 77.6% 253 ft 77.4 % 25.4 ft 2030 US g.p.m. 11 5/8 7 7/16 8 11/16 253 ft 77.4 % 25.4 ft 2030 US g.p.m. 11 5/8 7 7/16 8 11/16 253 ft 77.4 % 25.4 ft 2030 US g.p.m. 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 520 540 560 580 600 620 [ft] 0 10 20 30 40 50 60 70 80 [%] 20 40 60 80 100 120 140 160 180 200 220 240 [ft] 0 400 800 1200 1600 2000 2400 2800 3200 3600 4000 [US g.p.m.] 1 Nominal flow Nominal head US g.p.m. ft 2000 250 Inlet pressure psi 0 Static head ft 150 Power datas referced to: Water [100%] ; 39.2°F; 62.4lb/ft³; 1.69E-5ft²/s Hydr. performance acceptance acc. to EN ISO 9906 Class2B 7.441 8.661 11.614 inch Fire Flow Booster - 2000 gpm Exhibit 24 Project Project ID Created by Created on 03-31-20 Last update Company Name Contact Phone number E-Mail address Page: HD1 HD HO VH HR HPHF2 HF3 HF1 HB 4.00 [101,6] HG HM MAX. HC MAX. WDBSE CP HA DF-T SF-T HE2 SZ X YY HF4 HF5 HH DIA. ANCHOR BOLT HOLE HQ ANCHOR BOLT HOLES PER SIDE DP1 NPT (DRAIN) CLOCKWISE ROTATION VIEWED FROM DRIVER END FP NPT (FLUSH) VP NPT (VENT) 2 X GP NPT (GUAGE) 2 X DP NPT (DRAIN) * 2 X DP NPT (DRAIN) 2 X GP NPT (GUAGE) DISCHARGE SUCTION MRC MINIMUM REMOVAL CLEARANCE FOR BEARING AND SEAL MAINTENANCERC ØSF-ODØSF-HH DIA. HOLE SF-HQ NOS HOLEØDF-ODØDF-HH DIA. HOLE DF-HQ NOS HOLE ØDF-BC ØDF-ND ØSF-BC ØSF-ND CP 43 5/8 HO 34 5/16 DBSE 1/2 HP 5 DF-BC 9 1/4 HQ 6x DF-HH 7/8 HR 5 DF-HQ 8x MRC DF-ND 5 S 7 7/8 DF-OD 11 SF-BC 13 DF-T 1 3/8 SF-HH 1 DP 1/2 NPT SF-HQ 12x FP 1/2 NPT SF-ND 8 GP 1/2 NPT SF-OD 15 HA 24 SF-T 1 5/8 HB 77 VH 11 HC Max N.A. VP 1/2 NPT HD 23 5/16 W 24 1/8 HD1 16 9/16 X 13 3/4 HE2 22 YY 15 3/4 HF1 67 Z 7 7/8 HF2 33 1/2 HF3 N.A. HF4 N.A. HF5 N.A. HG 6 3/4 HH 1 HM Max N.A. Dimensionse-XC5x8x11/200H6D2WNTFA2CC1G Dimensions Connections Weight Suction flange NPS 8 Discharge flange NPS 5 CL250 CL250 ASME B16.1 (e-XC)ASME B16.1 (e-XC) Pump Coupling B ase plate Motor Total weight 28 lb 481 lb 0 lb 1,064 lb (+/- 5%) 528 lb [ ]inch Dimensions and weight without obligation Coupling Guard 27 lb Complete Unit with Accessories Clock wise Rotation - viewed from motor end [STD] NEMA 3 ph TEPE Frame 447TS - 200 hp Fire Flow Booster - 2000 gpm Exhibit 24