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Home My WebLink About20250306FLS to Staff 16 Attachment 4.pdf FLS-W-24-02 IPUC DR 16 Attachment 4 Page 1 of 271 %0Nq�Fy Falls 8ga WATERV ;F 10Pt{u�-1 h! SCOR��' Taylor Mountain Drinking Water Capital Facilities Plan 4 470 13 Street January 2024 Idaho Halls, ID 83402 4 &w4 EIYGINEF Its.N, 208-522-12441saengrs.com - .i A6, s FLS-W-24-02 IPUC DR 16 Attachment 4 Page 2 of 271 EXECUTIVE SUMMARY This document provides a review of the Taylor Mountain Drinking Water System (Taylor Mountain or the system)water supply and distribution systems.The document details the existing conditions, identifies current deficiencies, projects future conditions based on expected growth, and provides detailed recommendations for improvements to correct existing deficiencies and to identify the additional infrastructure needed to support growth. If the findings and recommendations established in this report are followed,the system will be prepared to operate efficiently and with a high level of service for the next 20 years and beyond. Taylor Mountain is unique in that it is in the unincorporated part of Bonneville County. However, due to the presence of sewer access, building densities are higher than typically found in County areas and are more like those in nearby cities.Taylor Mountain is located approximately 2.7 miles south of the City limit of Idaho Falls and approximately 2.5 miles (as the crow flies) southwest of the Blackhawk rural community water system. System performance was evaluated based on at least minimum service standards outlined by Idaho DEQ Drinking Water Rules (IDAPA 58.01.08,the "drinking water rules"). Basic deficiencies identified within the system include a poorly functioning well in the system (Well 1) due to ongoing sand production issues and the poor site on which it is located. Recently, the size of homes has increased.About 15 years ago, Bonneville County fire flow requirements for community water systems increased to 1,500 gpm, rendering some waterlines too small to carry the required fire flow. Water models were prepared that demonstrated system improvements are needed to address these issues. Most of the improvement recommendations are straightforward with optimal solutions that are easily identifiable.The system is currently in need of a third well to meet source redundancy requirements of the drinking water rules. Projects related to fire flow requirements include distribution line capacity improvements and additional storage tank volume. Even though Well 1 is not a desirable source, it should remain in the system until a new well is drilled to allow source redundancy requirements to be met as the system grows. Water rights are the main reason we believe that growth pressure is not occurring right now. Only infill of vacant lots may occur up to a total of 205 EDU's,the current limit of homes allowed to be served with the current water right portfolio. Correcting these issues will bring the system into compliance with the drinking water rules. Improvements related to expansion of the system must begin with water rights. Whether obtained by a developer and transferred to FWC—or FWC purchases and transfers groundwater rights,thus opening the water system to expansion—the system cannot expand beyond 205 homes (or home equivalents) without more water rights. Currently,there are approximately 31 vacant lots. With the current open water right permit(Water Permit No. 25-14440), FWC must install 24 more service lines meter boxes with a shutoff prior to submitting the water right permit Proof of Beneficial Use document to IDWR in 2026. Doing so will preserve this permit and convert it to a perpetual license. This study illustrates system needs for growth up to 500 Equivalent Domestic Units (EDU's) or homes. In addition to substantial investments into groundwater rights obtained through transfer, a second new well will be needed along with only one additional line replacement necessitated through general growth. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan i FLS-W-24-02 IPUC DR 16 Attachment 4 Page 3 of 271 The following list of projects is recommended to be implemented right away.Table 10 lists the projects needed to bring the current system into compliance with the drinking water rules. Table 11 is a list of the needed projects identified by this report to grow to 500 homes.A map showing all capital improvements is given as Figure 9.These two tables and Figure 9 are reproduced below for convenience to the reader. Table 10—Recommended Projects to Address Existing Deficiencies Project Estimated ID Description Cost A-1 Water Rights for Vacant Annexed Properties and 12 Infill $445,500 Lots A 2 Preserve open Water Right Permit#25-14440 by Installing $160,900 24 Stubouts A-3 Replace Existing Tank with a 400,000 Gallon Storage Tank $922,760 A-4 Construct Well 3 @ 547 gpm $253,610 A-5 Pump Station for New Well 3 $722,370 A-6 Fill Gaps in Hydrant Coverage Systemwide (Not Covered by $34,390 Waterline Replacement Projects) A 7 Expand and Reconstruct Core of Water Distribution System- $1,024,400 Phase 1 A-g Expand and Reconstruct Core of Water Distribution System- 565 900 Phase 2 Total $4,129,830 Table 11 -Projects Recommended to Address Future Deficiencies Project Estimated ID Description Cost B-1 Water Rights for 196 Future Unannexed Properties $1,254,000 B-2 Construct Well 4 @ 547 gpm $253,610 B-3 Pump Station for New Well 4 $595,640 B-4 Abandon Well 1 $15,760 B-5 Replace Watermain on a Portion of Bellerive Dr. 95 200 Total $2,214,210 S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan ii FLS-W-24-02 IPUC DR 16 Attachment 4 Page 4 of 271 t! •r " T ro - Oroc Well I 01ympi rrT m w m Q ha se I Mitchell Cir d' Future E Bellerive Dr uture Well 4 � OC • On Newly A r35eb�e� c •• Acquired �ja t -Ni Vacant Lot Q G eer \ Property S r ~ yt Idaho Falls Country Club QC L ! r �'• � � ��S �`�fi f fel�f`i' F Q � C Y-'r ! .'; ASO 14W ell 2 e \ .�► X Phase a o . af+ r►a J. 4 r Legend Service Boundary 1L, t 'f f - - - Property Acquisition r *.1w'9100 Bonneville Parcels Tank r 4. • o Flush Hydrant * Well Fire Hydrant Existing 150,000 Gal. Storage Tank Existing Water Main 2-inch 4-inch N 6-inch Future Well 3—,-A" VFuture 400,000 Gal. Storage Tank 8-inch On Newly Acquired Property — I 0-inch 12-inch Future Water Main Distribution System Improvement Priorities 8-inch -Loop line from Legacy Ln. to S. Country Club Dr. 10-inch -Loop on S Country Club Dr. from Legacy Ln. to E 113 S Future Water Main 0 500 1,000 ft -Loop from Country Club Dr. to E Greenbrier Dr., and (Developer Driven) upsize portions of E Greenbrier Dr. and S. Augusta Dr. - ' 8-inch S4AENGINEERS,PC Proposed System Improvements FIGURE 9 208-522-1'_'1-11saengrsxom FLS-W-24-02 IPUC DR 16 Attachment 4 Page 5 of 271 TABLE OF CONTENTS EXECUTIVESUMMARY..............................................................................................................................I LISTOF TABLES.....................................................................................................................................VI LISTOF FIGURES...................................................................................................................................VII LIST OF ABBREVIATIONS........................................................................................................................ VIII 1.0 INTRODUCTION...........................................................................................................................1 1.1 Purpose.........................................................................................................................................1 1.2 Report Organization......................................................................................................................1 1.3 Acknowledgements.......................................................................................................................1 1.4 Owner Acceptance........................................................................................................................1 2.0 EXISTING CONDITIONS..................................................................................................................2 2.1 Boundaries....................................................................................................................................2 2.2 Existing Environmental Conditions of the Planning Area .............................................................2 2.3 Description of Existing Water System...........................................................................................6 2.4 Violations of Safe Drinking Water Act and Rules for Public Drinking Water Systems................18 2.5 Sanitary Survey ...........................................................................................................................19 2.6 Existing Deficiencies....................................................................................................................19 3.0 FUTURE CONDITIONS.................................................................................................................20 3.1 Future Growth.............................................................................................................................20 3.2 Forecast of Demand....................................................................................................................21 3.3 User Charges and Operations and Maintenance Budget ...........................................................25 3.4 Hydraulic Model Analysis............................................................................................................25 3.5 Drinking Water Improvements...................................................................................................26 3.6 Land Use Plans for Existing and Future Drinking Water Facilities ..............................................28 4.0 DEVELOPMENT AND INITIAL SCREENING OF ALTERNATIVES..................................................................30 4.1 Problems/Deficiencies with the Existing Water System.............................................................30 4.2 Development of Alternatives......................................................................................................30 5.0 FINAL SCREENING OF PRINCIPAL ALTERNATIVES................................................................................37 5.1 Operations and Maintenance Costs............................................................................................37 5.2 Consideration of Any Impacts to Water Supply Systems............................................................37 5.3 Broad-Brush Environmental Analysis of Identified Alternative..................................................38 5.4 Public Participation.....................................................................................................................38 6.0 SELECTED ALTERNATIVE AND IMPLEMENTATION ...............................................................................39 6.1 Justification and Detailed Description of Recommended Alternative........................................39 6.2 Preliminary Design of Recommended Alternative......................................................................39 6.3 Justification of Recommended Alternative.................................................................................40 6.4 Total Project Cost Estimate.........................................................................................................40 6.5 Expected Monthly Charges.........................................................................................................40 6.6 Owner's Capability to Finance and Manage Projects.................................................................40 6.7 Availability of the Most Suitable Land ........................................................................................41 6.8 Operator Licensing......................................................................................................................41 REFERENCES........................................................................................................................................42 7.0 APPENDICES.............................................................................................................................43 Appendix A: Relevant Engineering Data &Calculations.................................................................6.2.3-1 Appendix B: Well &Water Right Data............................................................................................6.2.3-1 AppendixC: DEQ Documents .........................................................................................................6.2.3-1 Appendix D: Cross Connection Control Plan Information ..............................................................6.2.3-1 S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan iv FLS-W-24-02 IPUC DR 16 Attachment 4 Page 6 of 271 Appendix E: Revenue and Expense Detail ......................................................................................6.2.3-1 Appendix F: Environmental Documents.........................................................................................6.2.3-1 S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan v FLS-W-24-02 IPUC DR 16 Attachment 4 Page 7 of 271 LIST OF TABLES Table 1-Summary of Sources & Production Capacity.................................................................................6 Table2-Water Right Summary..................................................................................................................11 Table 3 - Existing System Demand Metrics.................................................................................................15 Table 4-Water Audit Results for Years 2021& 2022 in Gallons................................................................18 Table5 - Existing Deficiencies.....................................................................................................................19 Table 6- Historical Growth of Taylor Mountain and Bonneville County....................................................20 Table 7- Projected Future Demands at 500 EDU's.....................................................................................22 Table 8- Projects Addressing Existing Deficiencies....................................................................................27 Table 9- Projects Addressing Future Deficiencies......................................................................................28 Table 10- Estimated Costs of Projects Addressing Existing Deficiencies...................................................35 Table 11- Estimated Costs of Projects Addressing Future Deficiencies.....................................................36 Table 12-Current and Future O&M Costs .................................................................................................37 S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan vi FLS-W-24-02 IPUC DR 16 Attachment 4 Page 8 of 271 LIST OF FIGURES Figure1 -Vicinity/Location Map...................................................................................................................3 Figure2 - Existing System .............................................................................................................................4 Figure3 -Well 1 Site Plan .............................................................................................................................8 Figure4-Well 2 Site Plan ...........................................................................................................................10 Figure 5 - Pipe Length vs. Diameter............................................................................................................12 Figure 6- Fire Hydrant Coverage................................................................................................................13 Figure7 -2021 Monthly Use.......................................................................................................................15 Figure 8- Future Growth Areas ..................................................................................................................24 Figure 9 - Map of Recommended Projects.................................................................................................29 S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan vii FLS-W-24-02 IPUC DR 16 Attachment 4 Page 9 of 271 LIST OF ABBREVIATIONS ADD Average Day Demand AF Acre-feet Alt. Alternative AMSL Above Mean Sea Level bgs Below Ground Surface cfs Cubic Feet per Second DEQ Department of Environmental Quality EDU Equivalent Dwelling Unit EID Environmental Information Document EIRSD Eastern Idaho Regional Sewer District EPA Environmental Protection Agency F Fahrenheit fps feet per second FWC Falls Water Company gpd Gallons per day gpm Gallons per minute Hp Horsepower HGL Hydraulic Grade Line IDWR Idaho Department of Water Resources IPUC Idaho Public Utilities Commission kW Kilowatt MDD Maximum Day Demand mg/L Milligrams per liter(equivalent to parts per million) Mo Month O&M Operations and Maintenance PHD Peak Hour Demand ppm Parts per million (equivalent to mg/L) psi Pounds per square inch PVC Poly Vinyl Chloride Rules Idaho Drinking Water Rules (IDAPA 58.01.08) S&A Schiess and Associates, PC TDH Total Dynamic Head USDA United States Department of Agriculture VFD Variable Frequency Drive S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan viii FLS-W-24-02 IPUC DR 16 Attachment 4 Page 10 of 271 1.0 INTRODUCTION This study provides analysis of the Taylor Mountain drinking water supply, storage, and distribution systems.The conditions of the existing systems are reviewed, deficiencies are identified, and recommendations are given to address those deficiencies.The future conditions of the system were forecast by simply assuming future growth of 200 homes. The future system was analyzed based on that forecast, and recommendations are provided to prepare for the expected growth.This study represents a thorough investigative process and will provide a framework that enables Taylor Mountain Water System (drinking water system)to make informed financial and management decisions. The system is owned by Falls Water Company(FWC), a private water corporation that is regulated by the Idaho Public Utilities Commission (IPUC) and the Idaho Department of Environmental Quality(DEQ). DEQ recognizes this drinking water system as PWS#7100023. 1.1 Purpose The purpose of this facilities planning document described in more detail is to investigate, evaluate, and document the condition of the drinking water system, identify problems and needs, develop alternative solutions to correct deficiencies, and encourage system management to select preferred alternatives to bring the system's water supply and distribution systems into compliance with current and expected regulations for a 20-year planning period. This study also addresses the ability of the water system to meet the current requirements of the Idaho Drinking Water Rules (IDAPA 58.01.08), hereinafter stated as the drinking water rules,which forms the basis for regulating system pressures and capacity to meet peak demands and Bonneville County mandated fire flow requirements. 1.2 Report Organization The organization generally follows the DEQ Drinking Water Outline and Checklist for Planning Document format. It is a thorough document complete with an executive summary,table of contents, lists of tables and figures, and appendices that document the basis for the findings and recommendations made herein. 1.3 Acknowledgements We thank FWC staff for the opportunity to prepare this study and for their help and participation in the data collection and discovery process. We specifically appreciated the cooperation and assistance of Scott Bruce,the General Manager, and Tony Wise,the Operations Manager. We also thank DEQ for their input and suggestions during the study process. 1.4 Owner Acceptance It is expected that FWC will utilize the findings and recommendations of this document to determine how best to meet the needs of the customers by planning improvements and expansion of the system in a safe, orderly, and planned fashion using financial resources of FWC. FWC understands its obligations to state regulatory agencies to maintain system operations according to the drinking water rules. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 1 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 11 of 271 2.0 EXISTING CONDITIONS This water system is a privately-owned water utility, serving customers in portions of Bonneville County approximately 2.7 miles south of Idaho Falls and 2.5 miles southwest overland of the community water system generally known as Blackhawk.This water system is part of the Falls Water Company(FWC) portfolio of owned and managed community water systems.The entire service area is in unincorporated areas of Bonneville County. It is surrounded by the Country Club golf course. Figure 1 shows the location of the water system in relation to the surrounding communities. 2.1 Boundaries This water system is located partly in Sections 21 & 28 in Township 1 North, Range 38 East. A vicinity/location map showing the general location of the entire water system relative to Blackhawk, Comore Loma, Ammon, and Idaho Falls is given below as Figure 1. Figure 2 is a close-up view of the water system boundary and the existing system. 2.2 Existing Environmental Conditions of the Planning Area 2.2.1 Physiography,Topography,Geology,and Soils The system lies on the valley floor and partly in the lower foothills at the east edge of the Snake River plain.The valley floor soil is named Ammon Silt Loam by the USDA Soil Conservation Service.The foothills also consist of silt loam soils named Potell, and Ririe for several feet. A USDA NRCS custom soil resource report for the Taylor Mountain Water System is provided in Appendix F.There is little evidence of shallow lava bedrock in the study area. The elevations at key points in the subdivision are currently 4,720 feet at Well 1, 4,775 feet at Well 2, 4,815 feet at the south end of Legacy Lane,4,833 feet at the south end of Country Club Drive; the floor of the storage tank is at 4917.5 feet.These data points were assembled primarily from a GPS elevation survey and through reviewing available construction drawings. 2.2.2 Surface and Ground Water Hydrology Including the Snake River Plain Sole Source Aquifer There is no perennial stream that flows through the current subdivision boundaries. However, due to the undulating hills and draws in the development, natural drainages exist and may run during spring snowmelt and after heavy rainstorms. Since the Country Club golf course is in the lower lying areas, any spring runoff has already been controlled by golf course operators utilizing ponds. The system water sources are entirely groundwater. Wells in the area are deep, ranging from 333 feet deep at Well 1 to 415 feet deep at Well 2.The DEQ source water assessment document for each week in the system describes the groundwater zone of influence feeding each well as narrow bands crossing through the Iona Hill several miles northwest and extending all the way to the South Fork of the Snake River northeast of Ririe.The wells are near the boundary of the Snake Plain Aquifer as evidenced by the aquifer boundary map given in Appendix F. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 12 of 271 City of Idaho Falls I I J / � I Wth S Township 2N : R inge 38E , 1 Township I N :F ange 38E LI _ I City of Ammon — w Ln J `' I I I N --i -- - ri L-i � J _68 I ! j / E 65th S r I Comore Loma // w L M N E81stS Black Hawk E 97th S w w L L u un _ N N N C L 7 O O E 113S T ti Idaho Falls Coltry Club and Golf Course 4,T ylor Mountain Legend Water System Water- Service Boundary City Boundaries 0 Sections Township 0 2,000 4,000 ft SENGINEERSYC VICINITY/LOCATION MAP FIGURE I l 208-522-12441 sacnrrs.cum FLS-W-24-02 IPUC DR 16 Attachment 4 Page 13 of 271 Well I E Oakmont Dr - Uq� �— • e n E Ojyrrm'cv �c tch-el1_Cir �1 ° E Bellerive Dr 1p0 b� Idaho Falls.Country Club O c 1 � � �s4 s Well 2 i — y m n 0 Legend Tank Flush Hydrant Wells t Fire Hydrants TM WaterMain 2 inch N 4 inch 6 inch 8 inch 10 inch Storage Tank 12 inch 0 400 800 ft Service Boundary Bonneville Parcels �(' ENGINEERS,PC EXISTING SYSTEM FIGURE 2 208-522-12441saengrs.com FLS-W-24-02 IPUC DR 16 Attachment 4 Page 14 of 271 2.2.3 Utility Use and Energy Production The development relies upon Rocky Mountain Power exclusively to operate well pumps. Natural gas from Intermountain Gas is available at each home. Sewer service is provided by Gem State Infrastructure, but managed by Falls Water Company. Upon purchasing the water system, the parent company of FWC and Gem State Infrastructure also purchased the sewer collection system.The sewer collection system gravity flows westward along 113t"South Street to where it discharges into the Eastern Idaho Regional Sewer District(EIRSD) gravity mainline. 2.2.4 Floodplains and Wetlands A cursory review shows no wetlands in the subdivision boundary. A review of FEMA maps shows 100-year floodplain influence to a depth of 2-3 feet for homes, apartments, and duplexes located along 1131"South Street and Mitchell Circle.The balance of the water system is outside of the 100-year zones. A GIS-based map of the FEMA flood plain is given in Appendix F. 2.2.5 Public Health Considerations The study area encompasses about 160 acres south of Idaho Falls in Bonneville County. All persons residing in this area drink the same water as it all derives from a sole source aquifer,the Eastern Snake River Plain Aquifer. Contamination of the aquifer northeast all the way to the South Fork of the Snake River in the delineated zones of contribution has the potential to contaminate the water for these residents. Due to the long, narrow zone of influence,the system owners and users have very little control over potential contamination of the aquifer feeding the drinking water wells. 2.2.6 Precipitation,Temperature, and Prevailing Winds For this subsection,the USDA Soil Survey for Bonneville County was used (USDA). It describes the climate of Bonneville County as 22 degrees F average winter temperature, and 66 degrees F average summer temperature, with highs as much as 101 degrees F and lows as little as-33 degrees F. Normal precipitation is approximately five inches, with 60-percent falling from April to September. Average seasonal snowfall is 32 inches. Relative humidity is around 40-percent in the afternoons and higher at night with around 70-percent at dawn.The sun shines 80-percent of the time.The prevailing wind is from the southwest. Average wind speed is highest in the spring.Winds normally vary from 0 to up to 60 mph with 20 mph common. 2.2.7 Air Quality and Noise With the rural nature of the subdivision, air quality would only be affected by spring and summer windstorms that pick up dust from range and farm lands, and smoky air typical of summer and fall from nearby and distant range forest fires.There is little noise concern in this area. 2.2.9 Socioeconomic Profile Due to its rural nature on the outskirts of Idaho Falls and Ammon,there is no specific socioeconomic data available.The subdivision is populated with attractive homes in well-landscaped yards dating from the late 1960's to the present day.All homes are built near the golf course fairways and greens. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 5 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 15 of 271 2.3 Description of Existing Water System A map of the existing Taylor Mountain distribution system is included as Figure 2. At the end of 2023, Taylor Mountain served approximately 161 connections that calculate out to 186 Equivalent Domestic Users (EDU's). Of that total, 154 are single-family or duplex homes, 28 are multi-family apartments or condominiums, and four are commercial.Three of the four are attributed to the golf course operations and clubhouse and one is the meter on the Well 2 lot. Nearly all connections served by the water system are metered.Those not individually metered include the five 4-plexes near the corner of 1131"South Street and Mitchell Circle, and the two 4-plexes on Sunrise Circle.The former has a single meter for 16 of the 20 units (Bruce).The latter has a meter for the grounds, but not the individual units. One home is unmetered, but the yard is.A calculation of the EDU's included in the modeling analysis is given in Appendix A.The detailed data explained above is identified there. This information was obtained from Falls Water Company(Wise, Operations Manager, FWC.), (Bruce). 2.3.1 Sources Taylor Mountain receives water from two sources as summarized in Table 1. In all, the total capacity of Taylor Mountain's sources is about 580 gpm as given on the well logs. Each well is discussed in detail within the following paragraphs. For pictures of each facility,we also refer you to the 2019 DEQ Sanitary Survey in Appendix C.Additional documentation for the Taylor Mountain wells (pump curves, well logs, pump test data, etc.) can be found in Appendix B. Table 1-Summary of Sources& Production Capacity Well Well Capacity(gpm) Pump Capacity(gpm) Well 1 300-400 265 Well 2 215 215 Total 480-580 446 Well 1 Well 1 is located along Olympic Avenue adjacent to a golf course tee and adjacent to a home in a small triangular property as shown on the site plan in Figure 3.This figure illustrates that the neighbor's driveway was built partly on the well lot. It is evident that the well lot does not provide the required 50- foot setback from the adjacent property lines. Although the neighbor's driveway is located on the well lot, runoff from the driveway will go to the street and not toward the well.The well is fitted with a pitless adapter.The discharge pipe runs through a concrete pit.The pit contains a flowmeter, pressure gauge, and sample tap, but there is no check valve and no apparent way to pump the well to waste at the pit.There is no sodium hypochlorite injection system, although it could be easily added at some future time. The well was originally drilled in 1968. It was constructed with 16-inch casing to 242 feet deep, and drilled open-hole thereafter to 333 feet deep.The casing has%-inch wall thickness.The static water level was recorded as 88 feet below ground surface (bgs). Well#1 was originally pump tested at 395 gpm with a recorded drawdown of 106 feet. It was later retested in 1995.This later testing revealed that the actual capacity of the well is somewhere between 300-400 gpm as evidenced by the pump test report in Appendix B. The well has proven to be a sand producer.A review of historical pump repair invoices revealed that the well was originally fitted with a 60 Hp submersible pump and 4-inch drop pipe. Due to the well's propensity to pump sand through the years, smaller pumps have been installed in the well to decrease S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 6 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 16 of 271 output and better cope with the sand condition. Currently, the well pump is a submersible type with a 30 Hp motor(per Denning invoice in Appendix B) and is driven by an industrial grade ABB variable frequency drive (VFD). Under normal operating conditions, Well 1 has a practical capacity of 227 gpm. This was taken from 2021 use data on the day of the year where the well produced the most water. It is assumed that on this day it pumped continuously. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 7 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 17 of 271 JL G r E G SPRINKLER / Ps/ 01 15' 30' G ar JGP cP`' SCALE IN FEET / e ee�s GOLF COURSE OUT OF -�4720.62' BOUNDS MARKER COUNTRY CLUB GOLFCOURSE ¢r � - EBEKER,SPENCER&GAYLEB RK 2175 E OLVMPIC AVEE I ARMSTRONG,KARIN ¢� 2155 E OLYMPIC AVE GO C RSE OUT OF y/ �B UNDS MARKER /f ____________ r SPRINKLER WELL 1 WITH PITLES ADAPTER PHASE1 CONNTNO P u EXISTING CONTROL PANEL RACK PAN �j a A HND NED GAS I - SERVICE / Ro' '" --- V G o �/ CONCRETE VAULT —i /POWER TRANSFOG� 1 _ -- s w _�W Row GOLF COURSE OUT OF /¢ Rg'M —t • uGR�GGE_- ER�W W `3�-w w _BOUNDS MAR N CO ow .�c uGF e,s 7_ w —Row -_r ' _FP _�.ev-_____- u, r_ � OLYMPIC AVE — � I UGF "GE Ea uGR E R ___ E_w _ -P _ awe ss� � Ws GAS � �G s �"°EP �W a 0-sE /R GAS�GAS� G AS— ^ ess�EP - I GAS GAS GA RGW w__ PS G r �GAS�GAS—GAS c R N\w EP ab— P GAS GAS,GAS rc --GAS —GAS —ROW \ ROW - 1 GAS ROW— ROW - I W ZAPARA,KELLY&LEORA 3� g 11150 S GREENBRIER DR f \ w GPs FIGURE 3 DRAWN: PROJECT NO. MCM p I,u I{� •t•t•� WELL 1 PUMP STATION NO. REVISIONS BV DATE DESIGNED: Qj IIIa�oFkUa,ID 83M �1 FALLS WATER 20021 any poor ereo in a ei r esign RTC q qA, SHEET NO. SIZE co-pt is the property f 5&A Englneers,PC and shall HORZ.SCALE: 1-G:11 208-:)2G-1244ISaengn.� OMPANY not beeuthoriatlon f 5&A Eo lneere,hICwriffen VERT.SOALE: WA F�1.I�F.61;�,p{, TAYLOR MOUNTAIN WATER SYSTEM EXISTING SITE PLAN 1 B W:\2020\20022 Taylor Mountain Pump Stations\3.0 Design\3.1 CAD\OLWPIC AVE.dwg FLS-W-24-02 IPUC DR 16 Attachment 4 Page 18 of 271 Well 2 Well 2 is located along Legacy Lane in the upper area of the system.This well is also fitted with a pitless unit with the discharge pipe running through a pit. However, FWC upgraded the entire site to a modern pump station fully equipped with all the necessary accessories, including a standby generator.A copy of the site plan in the record drawings is given as Figure 4. This well sits nearly in the middle of a 100-foot wide by 100-foot deep well lot as illustrated.The well is set up to easily pump waste out the back side of the building where the water can be diverted in a pipe in an easement to a pond on the golf course. Upon startup, a control valve forces the initial pumped water out the same pipe to the golf course pond to eliminate any initial sand production from entering the system.There is no sodium hypochlorite injection system, although it could be easily added at some future time. The well was drilled in 1979 and was constructed with a 14-inch casing to a depth of 202 feet.The depth to water was reported as 120 feet. No original test pump was accomplished on the well. A subsequent test pump in 1992 indicated the well could sustain 180 gpm.This does not square with that shown in Table 1, which was the highest pumping day of the year.The system operations manager also reported that this well can produce sand (Wise, Operations Manager, FWC.).The current pump is a 30 Hp submersible type that is driven by an industrial grade ABB VFD. Maintenance in 2016 and 2022 proved that the water chemistry quickly corroded the galvanized pipe. In 2022,the drop pipe was replaced with PVC pipe. Summary In general,Taylor Mountain's sources are operated in a lead/lag configuration and daily to weekly alternation. Each well starts upon receipt of a telemetry-based signal from a depth device in the storage tank when certain tank levels are reached. Water pumped from the wells first satisfies demand with any excess water produced and refills the tank. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 9 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 19 of 271 NOTES: "'oa °'1\. I I 1. PLACE 3/4" GGREGATE LOryATION SHOWN ° n I GOLF COURSE FOR ACCES TO GENERAT R.Iry771I Ra Nn 4 w I POND 2. FENCE IS TO E A DECORVE ORNAMENTAL ° I STEELFENCE S SPECIFIED.ANCE DETAILS INSTA PPROX..,5fEET OOff1/88 THICK X 6" ARE GIVEN ON HEFT C-8 �\ `°, STEEL ED GON PROPER rY LINEAAIE9D I 1� 3. BURY WATER S VICE LINE MIraIMUM OF 5 FT \\ EACH SEC 10 ND TO TO END:PLACE' BELOW GRADE ON A CONTINIJAL'UPWARD T; LANDSCAPI=DRAT QCK U,P bO EDGING GRADE(NO DIPS AND HIGH POINTS) 11 G 4. COORDINATE WITH OWNER TO FACILITATE NEW a GAS SERVICE FOR ENERAT R.INSTALL NATURAL GAS SER CE LINEIFROM METER TO 1 �O^a�c�a TM BOX GENERATOR WITH G S CO ANY APPROVED s EXPStING EDGE DELAROSA,JOEL&ALLISON 1� WATE PIPE AND CONNECT O BOT ENDS VH HVAC 1 a. pF.,CONCdRETE 11905 S LEGACY W I I g SERVICE LINE 0' 10' 20's'/ CODE ALLOWABLE EP I C ATED ST EL 4 `� I RISERS.SEE ALSO PL94 SH ETE-1.B THE YAR YDRAN�< 4° GAS PIPE IN ACCORDA CEWITH THE „o I CONTRACT DOCUMEN I °c EXIST IN SCAB JN�F°EET 5. CLASS 5p DI PIPE FRO PU„P STATION If0 LL��s x�x \uc, ° a RETAINING WACONNECTION POINT.C N ECT TO EXIS}PING < ' aAEU7 AI G owx� "cWALLPTOEPIPE WITH A 90°MT ELB V�(AND FLEXIB EW mAiPHALTPAVEMENT \ . SEGMENTED BL06KCOUPLER IF NECESSAR aBLOCK TO ELBOWF R DETAIL 7/C-7 x � 4 IJETAIMING WALL/ RESTRAIN ALL PIPE JOIN AND FITTING TOFITTING TO uc, POWER TRANSR MER ORpINAC'E CONNECTION POINT � � 6. CONTRACTOR WILL COO DINATE WITH o CONNECT PIPE x \uc EXISEMNENS NOT US I J° INTERMOUNTAIN GAS AN COMPLETEAL -ETAIL I3/C-9 �x EPS I i CONNECT TO EXISTING TRENCHING,BEDDING A BACKFILL FORTHEM / CL AftlpLL\uc m I I WELL FLUSH LINE FROM THE MAINLINE TO HE METER. _ _ I 7. BUILD KNOCKOUT IN FE E FOR GAS ME ER. / \ TYP 3 PLACES FIELD LOCATE BETWEE FIBER OPTIC AN cP ELECTRICAL BOX. % u 1 N PROPERY CORNER BUILDING DRAIN AND ucP ucP uo oc. 39.7p' I /8"SDR35 —__-- --___-- I G PROFWELL ILE, SEE SE.FOR " o EXISTING WELL 2 PVC PIPE i PROFILE,SEE SHEET CS 20'LOCKABLE k 5 I SLIDE GATE AND PITILESS / mow. w, '''--'---__ I__ _ COUNTRY CLUB WATER METER ADAPTER / �°"� gam_ GOLF COURSE PER B NEW PIPE FROM/ d / ""•sT—Ii.DETAILS, 10'MwIN N �» SHEET C-9 DRAINAGE/UTILITY EA SEiI E NT z 3 �1 N - RETAIN&PROTECT / .�' �. ,y.F CURB STO� /a1 TYPE 1 CATCH BASI / FIBER OPTIC BOX 4'LOCKABLE /SEE DETAIL 2/C-6 __ SMALL FRENCH DRAIN I 9,0 MANGATE �.�° /4 GENERATOR PAD — ---- SEE SECTION A/C-6. PER 11/C-7 C 1 SEE DETAIL FF 4775 cv\ 8 / /; • = .00 .r / ' 11 ■i TYPE 1 CATCH BASINPER SD-601.CONSTRUCT I / 2.0 30.1 / jv,- 10 0' �1 / % BASE W/O A CATCHMENT I Q / -`MASONRY BLOCKS �� 7 SrAT/pNP (MIN) i6'8" ZONE.SEE DETAIL 2&3/CS I 9, //kILLED WITH GROUT / ; „' /(MIN) I / RETAIN 8 PROTECT RETAINING WALL I \ONA POWER BOX 4. 20.6' g�$�• / S`� F / m ` ` BRIEF ELECTRICAL ; (�� tiC 4 / d I STfR (MIN) � PLAN.SEE SHEET E-1 x \ / y F !^ 3/4"AGGREGATE 10'MIN _P SEE NOTE I / 'I 71 I \ � SLEEVE WATER SERVICE LINE �'!" �4� x w� \ca BELOW SEWER LINE 07/21/23 p Ga / �I /° CP SEE SHE�TC-1\c / / % \P ' 1 IN OP , ' ' I NEW SLEEVETE Of\ JO W $ / RETAINING WALL PRO x x CORNERTY �L< H. SOON n/ 47.5"HIGHER 2S NEW HDPE DR7 L.L THAN FF WATER SERVICE LINE 20 / GE ATURAL AS SERVIC SEE NOTE 3 ' /N i EASEMENT J RETAINING WALL S 46"HIGH LOCATE FENCE ON AND . FIGURE [Aj SEARLE,KEVIN&JILL T ddd BEHIND RETAINING WALL ON a ; / 11959 S LEGACY LN EAST SIDE.SEE NOTE 2. EXISTING WATER ASEMENT SERVICE LINE \ CONNECT TO NEW HDPE WATER � SERVICE LINE WITH BRASS COMPRESSION COUPLER CHANGED LOCATIONOF POTHOLEANDPL IT. 0921/2021 DRAWN: TAYLOR MOUNTAIN WELL 2 PUMP STATION IMPROVEMENTS PROJECT NO. 2 ANNOTATION REV AND FIXED EASEMENT LINES AJ O1I-22 APH 4i0 B Street 1 FALLS WATER 20022 NO. REVISIONS BV 1*E DESIGNED: Idaho ID 8340Y nu l `.OMpFMSITE PLAN SHEET SIZEtleslgn concept Is the property of S&A Ergineers, HORZ.SCALE: ZO8-522-12441saengrAxomPCwas shwa nwt he p.om wny fwrnn wltnout N;INEERS,IN: TAYLOR MOUNTAIN WATER SYSTEMCBthe w It{en wuthwrizwtlon fS&AEn Ineers,PC. VERT.SCALE: W.\2020\20022 Twylar NOuntwin Pump Stwtlons\3.0➢.sign\3.1 CAD\LEGACY LANE 98L.d.g FLS-W-24-02 IPUC DR 16 Attachment 4 Page 20 of 271 2.3.2 Water Rights The water rights in this system are given in Table 2 below. Table 2-Water Right Summary Allowed Annual Nature of Diversion Rate Volume (Acre Water Right# Use (CFS/gpm) Feet) 25-7090 Domestic 1.0/448.8 78.0 25-14287 Irrigation 0.02/9.0 3.8 25-14301 Irrigation 0.02/9.0 4.9 25-14304 Irrigation 0.02/9.0 4.2 25-14313 Irrigation 0.04/18.0 7.0 25-14383 Irrigation 0.08/35.9 22.8 25-14385 Irrigation 0.05/22.4 12.4 25-14440 (Permit) Domestic 0.50/224.4 -- 25-14442 Irrigation 0.072/32.3 16.0 Totals __ 1.802/808.8 149.1 Water Right 25-7090 is the original water right that limits development to 65 homes and presumably includes allowance for outside irrigation.The irrigation water rights generally expand outside irrigation ability. Water Right Permit 25-14440 appears to be an acknowledgement that the domestic rights of 25- 7090 were insufficient and needed corrected. Water Right Permit 25-14440 limits the number of homes to be served within this water right permit to 140. Proof is due September 1, 2026. It appears to us that the total number of homes (or home equivalents)that are currently allowed to be served is 205. With proper conservation, the combined annual volume restrictions should be able to be met. With current EDU's calculated at 186,there is a remaining allowance for 19 more homes to be built to reach 205 under current water rights allowances. We counted 31 vacant lots, which yields a shortage of water right for 12 vacant lots that could potentially be built upon. This is a cursory review of all the system water rights.A detailed exposition and explanation of these water rights is beyond the scope of this study. We advise FWC to seek an expert opinion of our assessment and make corrections to it where necessary. Additionally, FWC has identified 24 of the existing infill lots that need a service line to the meter box to qualify for complete development of Water Right Permit#25-14440 and satisfy proof due requirements before September 1, 2026. 2.3.3 Distribution System Pipe &Valves The distribution system consists of approximately 21,000 feet of 4-inch, 6-inch, 8-inch, 10-inch, and 12- inch pipes. Figure 5 presents a summary of pipe length by diameter. Gate valves are commonly present near each pipe intersection or street corner for isolation. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 11 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 21 of 271 16,000 14,000 12,000 v 10,000 v t 8,000 c 6,000 4,000 2,000 0 2 4 6 8 10 12 Pipe Size (inches) Figure 5- Pipe Length vs. Diameter To our knowledge, the original pipe was installed in the late 1960's. Periodic expansion of the system has occurred since,with the latest being the development along Legacy Lane. We understand that the original pipe remains in operation. Nearly all the distribution pipe is suspected to be PVC(mostly SDR 21 IPS or SDR 26 IPS) and a minority amount of DR 18 C-900.The upgraded Well 2 site contains ductile iron pipe up to the connection to the existing distribution system. We suspect the original valves are the double disk type and may not be reliable when needed. It appears with such a tight system as evidenced by the low water loss (see the brief water audit given later in this Chapter), that the pipe is functioning satisfactorily.As a result,valves should be replaced when found to be non-functional through routine valve exercising. Replacement of valves for the purposes of this study is to be considered routine maintenance. Hydrants All or nearly all hydrants in the system are suspected to be original. Figure 6 illustrates their location in the system. A 500-foot diameter circle is shown centered on each hydrant, which is the Bonneville County standard.This figure illustrates the parts of the system that are underserved. A review of Figure 6 indicates that there are gaps in the fire hydrant coverage.These gaps could be removed with the addition of seven hydrants. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 12 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 22 of 271 N Urocro OakmontD Dr E O►ym is Aye ':� '• „ 4 E 1 13 S Mitchell Ci c ;6 � O � r• .� , � c + 04° • y .�, 16 2 f Ln "� Idaho Falls Country Club fi' �''��• N D � •S e _ _ P ` c tp i c" `t Legend n f Fire Hydrant o`- Fire Hydrant 250' Fixed Radius z Existing Pipes 2-inch 4-inch 6-inch 8-inch 0 700 11400 ft 10-inch 12-inch A4208-522-12441saengrs.conjENGINEERSYC FIRE HYDRANT COVERAGE FIGURE 6 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 23 of 271 Demand Metrics IDAPA 58.01.08 Subsection 552.01.b.i mandates that public water systems "shall be capable of providing sufficient water during maximum day demand conditions, including fire flow where provided, to maintain a minimum pressure of twenty(20) psi throughout the distribution system, at ground level, as measured at the service connection or along the property line adjacent to the consumer's premises." Moreover, Subsection 552.01.b.v further stipulates a minimum pressure of 40 psi during peak hour demand conditions for: 1)Any public water system constructed or substantially modified after July 1, 1985; 2)Any new service area; 3)Any public water system that is undergoing material modification where it is feasible to meet the pressure requirements as part of the material modification. To evaluate system performance based on these minimum pressure criteria, it was necessary to identify the demand metrics of maximum day flow, peak hour flow, and fire suppression flow. We start with fire suppression flow from the system hydrants. Before approximately 2007,the Bonneville County fire flow requirement was 250 gpm. In about 2007, Bonneville County declared that all new drinking water systems must provide 1,500 gpm at the fire hydrant for homes over 3,600 square feet.The International Fire Code fire hydrant flow for homes less than 3,600 square feet is 1,000 gpm,which seems to be sufficient for most of the older homes in the system. However, recent homes built along Legacy Lane and Country Club Drive are substantially larger than 3,600 square feet. Additionally, new homes recently built on vacant lots on Greenbriar, Bellerive, Oakmont, and Augusta Drives, as well as Olympic Avenue, are also substantially larger than 3,600 square feet.This area is dotted with duplexes and 4-plexes at or near Mitchell Circle and 1131h South Street. These structures are certainly greater than 3,600 square feet.Therefore,these should also be served with 1,500 gpm. Due to the increase in county fire flow requirements,the spread of existing and new structures throughout the system that warrant a fire flow of 1,500 gpm, and the DEQ requirement that when systems are substantially modified more than 25-percent they must meet current regulatory requirements, it seems prudent to model the system using a 1,500 gpm fire flow requirement throughout the system and make recommendations for future improvements based on the results of such a model. We analyzed the daily flow data from each well for years 2021, 2022, and part of 2023 to determine demand metrics for the system. For this analysis we assumed that there was little to no water loss. Figure 7 illustrates monthly use for the system in 2021.The shape of the graph of these monthly use totals is typical of eastern Idaho where lawns are watered all summer and typically overnight. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 14 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 24 of 271 12,000,000 10,000,000 8,000,000 c 6,000,000 M C7 4,000,000 2,000,000 0 � � 11 11 titi titi titi titi titi titi titi titi titi titi titi Sac' ' Pao 1? Month Figure 7-2021 Monthly Use With no hourly storage tank level data, we used a combination of data review, data analysis, and experience to estimate maximum day flow and peak hour flow. We assumed that peak hour flow exceeded maximum day flow by 70-percent. Our analysis of the data indicates that the current system flow metrics are as follows in Table 3. Table 3- Existing System Demand Metrics Demand Metric Amount Units Average Day Demand (ADD) 95 gpm Maximum Day Demand (MDD), estimated 309 gpm Peak Hour Demand (PHD) 525 gpm MDD/ADD 3.26 PHD/ADD 5.54 PHD/MDD, assumed 1.70 2.3.4 Source Capacity Analysis The drinking water rules require that with the largest well out of service,the remaining wells must be able to pump maximum day demand plus storage. With Well 1 being the largest source at 265 gpm, and since Well 2 can source only 215 gpm,the system currently has a shortfall of 94 gpm to meet this requirement. 2.3.5 Storage Tank Condition and Capacity Analysis The location of the storage tank is south of the entire distribution system upgradient on a hill as shown in Figure 2.The storage tank is a partially buried cast-in-place concrete type with inside dimensions of 16 feet high and 40 feet diameter;thus,the size of the tank is 150,000 gallons.A review of the available tank drawings indicates that the tank was designed as early as 1969, but it was not commissioned for construction until 1981. The condition of the tank appears to be fair and could operate suitably with S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 15 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 25 of 271 minor surficial repairs for several more decades.The most recent DEQ sanitary survey indicates that the tank walls have some minor leaks that could impact water quality. Well water fills the tank and water leaves the tank in a single line.Thus, when a well or wells are running, demand in the system is satisfied first with excess water going to fill the tank to the full set point.The wells will shut off at that point and not restart until the start set points for each well, set up in a lead/lag start sequence, are reached. It is apparent that in the summer when irrigation of lawns peaks, the well and tank system barely keep up with demand, or even fail to meet demand occasionally as evidenced by the tank level dropping to only six feet deep during one nighttime irrigation cycle (Wise, Operations Manager, FWC.).This indicates a need to practice more conservation to enable buildout of remaining homes allowed by current water rights. An analysis of the current capacity of the storage tank indicates the need to have 44,500 gallons of equalization storage, 191,280 gallons of fire flow storage, 37,500 gallons of operational storage for a total tank need of 273,280 gallons, which is 123,280 gallons short of need.A calculation for this finding and assumptions made is given in Appendix A. 2.3.6 Treatment With Chlorine Injection Water from Well 1 and Well 2 is currently not treated with chlorine.The Well 2 pump station is equipped with an injection port, but so far has not been utilized. If utilized, dosing would be done to maintain a residual chlorine concentration of about 0.2 mg/L at the tap. 2.3.7 Hydraulic Model Analysis of Existing System Model Development A static computer model of the water distribution system was developed to analyze the performance of the existing distribution system and to prepare solutions that address deficiencies identified by the modeling.The software used for the model was EPANET 2.2,which is a computer program that models the hydraulic behavior of pipe networks.The model was prepared from scratch utilizing elevation data collected by FWC staff and our team, in part, on a previous project. Water demands were allocated in the model-based billing data from July 2023 through the process of geocoding. Geocoding is the computational process of converting a street address to a physical location on the Earth's surface.After geocoding, each of the demands was assigned to the model node closest to the geocoded location.The peak monthly flows obtained from billing data were then scaled by the maximum day production estimate given in Table 3 to convert the monthly flow into a maximum day demand flow. In this manner,the model was prepared to model the maximum day demand with a flow of 309 gpm. Calibration of Water Model A pipe network computer model must be calibrated before it can be relied on to accurately simulate distribution system performance. Calibration is a comparison of the computer results,field tests, and actual system performance. Field test data was obtained by performing fire flow tests and pressure tests on the system. System performance data was provided by FWC staff. When the computer model does not match the field tests or system performance data within an acceptable level of accuracy,the computer model is adjusted to match actual conditions. Calibration is especially useful for identifying pipe sizes that are not correct and isolation valves that are not operating properly. Pipe roughness is an additional characteristic which may be adjusted during calibration.The Taylor Mountain model was calibrated using field fire flow tests.The provided flow data and adjustments were made so that the S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 16 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 26 of 271 overall behavior of network was reproduced within the model. Calibration results are included in Appendix A.The overall flow patterns in the model matched the observed values very well. Water Model Scenarios Three computer models were developed for this study. The first was a model of the existing system (existing model).This model was used for calibration and to identify deficiencies in the existing system. A second model was developed which was used to identify those corrections necessary to address the existing system deficiencies (corrected existing model). Lastly,we developed a future model to indicate those improvements that will be necessary for the projected future conditions (future model). Findings for the first two models are given here. Development of the future model is presented in the next chapter. Performance of the water system was evaluated under three main operating conditions: low flow (highest pressure) conditions, peak hour conditions, and maximum day plus fire flow conditions.The fire flow applied was 1,500 gpm. Each of these conditions puts the water system into a worst-case situation so the performance of the distribution system may be analyzed for compliance with DEQ and Taylor Mountain's requirements.These evaluation criteria/requirements were as follows: • 100 psi maximum pressure • 40 psi minimum pressure during peak hour • 20 psi minimum pressure during maximum day plus fire flow The MDD+fire flow condition was evaluated by simulating fire suppression demand at each model node while concurrently imposing maximum day demand on the system.The model results for each of the conditions and these pressure requirements are discussed below. Existing Distribution System Deficiencies None of the area on the east side accessed from Olympic Avenue met the MDD+fire flow requirement and the higher areas of it did not meet the PHD condition of 40 psi. System pressures along Arlington Drive, Pinehurst Drive, and along the entirety of 113t"South Street also did not meet the MDD+fire flow condition.These areas were satisfactory under the PHD condition. Locations that were not able to meet fire flow requirements were recorded and projects were developed to address the deficiencies. Model output is included in Appendix A. How to Correct Existing Deficiencies A correction of the existing model was prepared to show how to resolve current deficiencies. It revealed that to cure the deficiencies noted above, looping waterlines are needed.The first one would connect Greenbriar Drive with Country Club Drive with a 10-inch line,then replace a portion of the existing fl- inch line in Greenbriar from the connecting point in Greenbriar east,then north on Augusta Drive all the way to Olympic Avenue.The next replacement project would replace all of the 6-inch line on 1131" South Street with 8-inch pipe.The last one would be to either replace the 6-inch line in Pinehurst with an fl- inch line or install a loop with a 10-inch line from Legacy Lane all the way to 113t"South Street. Lastly, the 6-inch line in Arlington Drive would need to be replaced with an 8-inch line. 2.3.8 Drinking Water Quality Drinking water quality in the system is good. Water quality test results given on the FY 2022 Consumer Confidence Report are included in Appendix C. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 17 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 27 of 271 2.3.9 Energy Use Energy use appears to be appropriate for the nature of their use. In general, a pump with a lower energy intensity will provide water at a lower cost than a pump with a higher energy intensity.The pumps in Wells 1 and 2 appear to be similar in their energy intensity.The most likely causes for the differences between observed and expected energy intensities are inaccuracies in pumping efficiencies and pumping level. Large discrepancies should be investigated. Replacing a pump with a worn impeller has the potential to save money by reducing energy use. 2.3.10 Additional Operation and Maintenance Issues and Concerns The distribution system includes only one pressure zone. Elevations obtained from a survey of the system from the tank to the wells indicates that the static pressure at the south end of Legacy Lane is 44 psi,the pressure at the south end of Country Club Drive is 37 psi, and the pressure at Well 1 is 85 psi when the tank is empty. Calculations for these findings are given in Appendix A.The pressure can reach as high as 104 psi along 1131" South Street under static conditions.All other static pressures are somewhere between these pressures. 2.3.11 Cross-Connection Control Program FWC is determined to make the system safer through improved cross connection control.A copy of their cross-connection control policy is provided in Appendix D. 2.3.12 Water Audit A brief water audit was performed to determine the amount of water that is not accounted for via billing.This audit was based on annual production and usage data for 2021 and 2022.The calculation is made by subtracting adjusted usage from production,then dividing adjusted usage into production.The results of this brief audit are given in Table 4. Table 4-Water Audit Results for Years 2021&2022 in Gallons Production Estimated Minus Percent Unmetered Adjusted Adjusted Water Year Production Usage Usage Usage Usage Loss 2021 49,893,542 47,592,549 540,000 48,132,549 1,760,993 3.5 2022 46,736,533 44,931,124 540,000 45,471,124 1,265,409 2.7 The data were adjusted each year to account for two four-plex apartments and one home that are not metered for in-house use.The water loss for the system hovers around three percent,which is outstanding.This is substantially below eight percent,which is a typical goal and better than most systems can manage. 2.4 Violations of Safe Drinking Water Act and Rules for Public Drinking Water Systems The only recent violations appear to be those associated with the timeliness of the testing.There have been no positive Coliform bacteria sample results in the last three years. Recent test reports and a list of violations are given in Appendix C. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 18 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 28 of 271 2.5 Sanitary Survey A copy of the Taylor Mountain 2019 sanitary survey is provided in Appendix C. Significant deficiencies were identified, which included a needed vent at Well 1 and a sealed cap. Regarding the storage tank, the overflow required a screen and there is some persistent leakage out of the storage tank. The corrections to Well 1 and the screen on the tank overflow were performed years ago. An attempt to stop the tank leaks was made from the exterior after FWC assumed ownership, but signs of leakage persist (Wise, Operations Manager, FWC.).The deficiencies noted at Well 2 have all been corrected with reconstruction of the entire Well 2 site, which is shown on Figure 4. 2.6 Existing Deficiencies Throughout the analysis of the existing system, deficiencies have been noted and recorded. A listing of the existing deficiencies is presented in Table 5.These deficiencies only cover current deficiencies and do not consider growth. Expansion-related needs will be addressed in upcoming chapters. Table 5- Existing Deficiencies Deficiency Location Well 1 does not have proper setbacks for North side of Olympic Avenue near the golf course proper wellhead protection.The pit needs tee. replaced with a building for proper, safe, modern management and operations. Low pressures under peak hour demands Northeast portion of the system fed by the waterline on Olympic Avenue Fire flow capacity less than 1,500 gpm Northeast portion of the system fed by the waterline on Olympic Avenue, Arlington Drive, Pinehurst Drive, and all along 113th South Street No flushing device at dead end pipeline Augusta Drive cul-de-sacs (4 locations), Arlington Drive, 113th South Street(2 locations), Mitchell Circle Looping and pipeline interconnectivity is A connecting pipeline from Greenbriar Drive to absent. Very little pipeline redundancy Country Club Drive Transmission capacity(line too small) Pinehurst Drive and 113th South Street Seven gaps in hydrant coverage according See Figure 6 to Bonneville County requirements Storage tank too small (123,280 gallons Systemwide short) Storage tank has persistent minor leaking Systemwide through the wall Water right capacity (approximately 12 Systemwide homes short for current buildout of platted lots) 24 existing home lots have been identified Systemwide that do not have services to a meter box, which is required to prove up on Water Right Permit#25-14440 S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 19 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 29 of 271 3.0 FUTURE CONDITIONS 3.1 Future Growth Table 6 shows historic population and growth for the water system and Bonneville County. It would take a laborious effort to obtain construction dates for each new home construction in the water system and would not alter the recommendations or future planning. For this reason, all historical information for historical growth in the water system is left blank in the table. General knowledge from old record drawings and platting documents indicates that most of the construction occurred in the 1970's with some before and some after. The Legacy Lane area is within the last four years. Table 6- Historical Growth of Taylor Mountain and Bonneville County Year Taylor Estimated Taylor Bonneville County Mountain Mountain Service Population' EDU's Area Population' 1960 System began - 46,906 1970 Growth - 52,457 1980 Growth - 65,980 1990 Little growth - 72,207 2000 Little growth - 82,522 2010 Some growth - 104,234 2020 New - 123,964 subdivision 2023 186 558 129,883 'Service area population estimated as three people per EDU. 'Taken from Idaho Blue Book, Chapter 11: Demographics(Idaho Secretary of State). Taylor Mountain's service area is not congruent with a City or other political division for which population data is available. For this reason, historical growth is most readily available in terms of EDU's. As an estimate,the population within the service area was calculated as three people for each EDU. We do know that growth to 186 EDU's occurred from the late 1960's to the present day, which translates to approximately 3-4 new homes per year on average.This translates to a growth rate of approximately seven percent per year. Growth in Bonneville County during the same period has averaged about 2.0%. The Taylor Mountain service area relies on the EIRSD for sewer service.As part of abandoning their treatment lagoons approximately 10 years ago and joining EIRSD,the system was granted capacity in the large sewer transmission line west of the system for up to 500 EDU's. Since they already have 186 EDU's,this allows for future growth of 314 EDU's from the present. It would take approximately 15 years for the system to build out to 500 EDU's at a seven percent growth rate.This seems unreasonably soon. We would expect the growth rate to slow down and trend toward the overall county growth rate over time.Since the rate of growth of the system is unknown, and since growth also depends on obtaining water rights to enable EDU's exceeding 205, planning for a system size of 500 EDU's is a reasonable long-term growth strategy for growth planning purposes. With FWC being a private entity,this seems appropriate.Therefore,future planning infrastructure will be considered for buildout to 500 EDU's.The time required to achieve this amount of growth is more dependent on obtaining water rights than perhaps any other factor, as it could be a popular location for development. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 20 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 30 of 271 3.2 Forecast of Demand 3.2.1 Residential,Commercial,and Industrial Demand Planning The nature of the water system connections is suburban residential.The future is expected to remain the same. Potential future service areas were identified by meeting with Taylor Mountain staff, examining geography, and identifying unbuilt areas already annexed into the water system boundary.The balance of future expansion was identified further up the hill near the storage tank, which would occur in a new pressure zone. Demands were calculated for each future service area based on land use type and acreage. Residential demands were allocated based on 2.0 units per gross acreage.This is a density that would allow for lots slightly less than 0.5 acres. Residential demand was then projected by calculating the total new residential units and multiplying that number by the demand per EDU (average day, maximum day, and peak hour). The general procedure in projecting growth was to allocate demand at the described densities to the currently undeveloped areas that were judged most likely to become developed by 2040. The process of adding EDU's incrementally was continued until the target of 500 EDU's was reached. 3.2.2 Future Average Day Demand, Maximum Day Demand,and Peak Hour Demand The future demand metrics were calculated with the following assumptions: for the 31.1 acres of undeveloped land in the northwest corner of the system, we assume only in-house water will come from the water system and that secondary water will be used to supply this acreage because it is already being irrigated.The IRWA instantaneous maximum use chart for 62 homes is about 0.39 cfs or 175 gpm (PHD).The drinking water rules require 800 gpd/home MDD,which equals 34.4 gpm. Assuming that each home had four bedrooms, and that 330 gpd/home would be utilized (this is consistent with the Idaho Wastewater Disposal Rules x 10 percent for losses),the ADD would equal 12.9 gpm for these homes. With these homes added to the current 186 homes, 252 homes remain to get to 500 total EDU's in the system. For the remaining 252 homes, we believe that demand for future homes will be satisfied with transferred well water rights for irrigation and in-house use. We understand that it is becoming increasingly difficult and expensive to purchase water rights to do so. It seems this would be the simplest and easiest way of proceeding since development of a secondary water system would likely never be allowed to serve homes not currently in a farmed area within an irrigation district. While researching,we discovered that about half of the system resides in the Idaho Irrigation District boundary and the remaining half resides in the Progressive Irrigation District boundary.This determination was made from a map sourced from the IDWR GIS mapping system in Appendix B.We also believe that it would be very costly to install a pump station at the bottom of the system and pipe water in a pressure main to fill a reservoir at the top of the system that could satisfy outside irrigation demands in a secondary water system.This is developed further in the alternative analysis of Chapter 4. Therefore,we proceed as described to now calculate future demands to grow the system to 500 homes. Using simple ratios based on the present and future EDU's and usage assuming that future usage will be like the past usage for 252 more homes,then adding the additional ADD, MDD, and PHD for the 62 S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 31 of 271 estimated homes that will be served secondary water for outside irrigation described above,the future demand metrics for the expansion of the system described in this scenario are presented in Table 7. Table 7- Projected Future Demands at 500 EDU's Irrigation w/ In-house Metric Existing Well Water Use Only Total Number of EDU's 186 252 62 500 Average Day Demand (ADD), gpm 95 224 13 237 Maximum Day Demand (MDD), estimated,gpm 309 728 34 762 Peak Hour Demand (PHD), estimated,gpm 525 1,237 175 1,412 MDD/ADD 3.26 3.26 2.62 3.22 PHD/ADD 5.54 5.54 13.46 5.97 PHD/MDD, estimated 1.70 1.70 5.15 1.85 These demand metrics appear to be reasonable for input into a water model and to make future planning decisions therefrom. 3.2.3 Future Fire Flow+ Maximum Day Demand As explained earlier, a fire flow requirement of 1,500 gpm at each hydrant combined with maximum day flow was utilized in assessing the future water system of 500 EDU's.Therefore, under the future maximum day plus fire flow scenario,the required flow is 2,262 gpm. Hydraulic analysis for this scenario is presented in a subsequent section of this study. 3.2.4 Future Drinking Water Source Requirements The drinking water rules require that with the largest well out of service,the remaining wells must be able to pump maximum day demand plus storage. In the long-term planning, it is desirable to replace Well 2 on a new lot.Therefore,we should plan for two new wells,that when each is combined with the production of existing Well 2,they equal 762 gpm.Therefore,two future wells should be drilled that are sized to be 547 gpm each. 3.2.5 Future Storage Needs The size of a future storage tank to support a system of 500 homes is calculated to be 375,000 gallons. The calculation to arrive at this size is given in Appendix A. We rounded this to 400,000 gallons later in this report. 3.2.6 Future Water Right Needs For this analysis,there are two parts.The first one is an evaluation of the water rights needed for infill lots that will not be covered by existing water rights plus the water rights needed for the undeveloped annexed areas within the water system.The second analysis is the water rights needed for the remaining homes to be served to grow the system to 500 EDU's. We proceed now with the first part. The infill lots that will not be covered by existing water rights were estimated to be 12 lots.The undeveloped annexed areas are shown in Figure 8. The two parcels in the northwest corner of the system are currently farmed and irrigated and equal about 31.1 acres. We assume that surface water S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 22 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 32 of 271 rights will be used for outside irrigation on these irrigated 31.1 acres and all that will be needed is an in- house water right. We calculated a 22.9 acre-feet/year water right is needed. The other parcel is in the southwestern part of the system that would be an extension of Arlington Drive and is about 12.4 acres.This parcel is currently not farmed or irrigated. Well water rights will be sought for this 12.4-acre parcel as well as the remaining 12 infill lots. We determined that irrigation water rights for 7.4 acres of land would be required. This was concluded by applying the assumptions that two lots per acre will be developed, and conservation will be utilized to limit sprinkled irrigation areas to 0.2 acres/home on both the undeveloped land at the extension of Arlington Drive and remaining infill lots. This calculation assumes that what water right is purchased and transferred will come with approximately two feet of water to be applied.This breaks down to one inch per acre per week over the irrigation season,which should be adequate for our climate if conservation measures in watering are applied. The second water right needs group to grow the system to 500 lots will require additional water rights for 196 homes that do not currently reside within the service boundary. Using the same assumptions given above,this will require water rights associated with 40 acres of land irrigated with a well water right. These types of water right purchases are commonly known as "buy and dry" of currently irrigated farmland. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 23 IM \ � ONIp .. '�■1 � ii �,IR 1�jr��l�j � � —" ,,� 1.••>>�. � ,1IR NI11► �\I ,i �Ih✓ V�SO,,1�Ni•, ��Ill�"�j� �♦ :� i��ii� OR WKIN �a qt� ��lll I�A�►,�l �, IN ,,l�,,, �� //l ��11 �� .,a♦�♦:� /� ��.!�.!•. !PNII' �1 lull r mg1w�\ �►� .�. �� F�rf0R�11 e� ►,�iN�i1111Q�i1��VA 414i�1 t� %••� lll► r►Ilia ,1►i��1►�11 ► \�h410 ►.� //,�i�� .�� , �� 1 p 111 ►��11111 1� �1111��41p �►►/io�iD �♦� 11� �� Ili j11`ISANOR►�►► �►`1111�11 +11 11 6�� /i/i� ••O / 1►111`\\� `1 1111•:��` � 1 ►� i� 1411 11 11/ip• ��♦ .�� 1111�,� -y ��h11 ll��'In'llll`IIII� +l;ll►�� lil►►��\\ �� 1 ^I'll`` 11 ►I�Ii llli;1111`p�.;0� I/llil `�►��♦�� ♦�` �1�i�� ►►1►�i,�1,,1�1 ► I ♦ � 11 1 �. I �`►Ir��♦ `` ♦ ♦ �� 1, I 1�i1ill ♦ ��OGL� ��♦��-�i�l�/,O� 1♦��♦ II►1►\��``1h �.��G!�Il�►.,,i!�i!� n \NOi� , +►1i��oii��`11� •♦ � � - V�`��11 111 ��i,I,QII►��i0i� N �1V ►f� y � ♦�j��,li,,li,1� ��I�!.•.�1► _�117jllll.��/i�� OI�1111��V�� 1�� ►1►1�Iii/ii�i�� Il '-� �A`�• Il �i�� gill��i��;/��i111�� 111►��i��i• �►i►�% 11,117 \� I /, ♦Q��il �i�1 ♦ ��►�l 1►►.�� 1 1 li/i,�/, ►Ilil q IU�III .�:��•;'.• �I �11♦ l,1►�,11\'�.,�.:..NO ,bi0.�_\.r/I11j,,10� �j/�l�1/ll�l�l/►1 1�V�`�1.:►,_��p�i��i.�♦1�,I��I11Ij��I.��►;�i�♦fI/�1��1i__�y�IlI\/1�I 1,►\1��,��'i 1��I,1��1��lp'1l`�!1��iilllil►ll��ll��l/�►�!j��i/ji,��I�i,�♦�i ii��i��♦�.��\��_%`E�1I1/1j 11114 1�1 I\1��►►1(1ill 1l1/,Il►ll1M!1 I1)4h '1 � ;-N I,�1�� i l �i ICJ.\ 1..�\1►\li.\._ � _ le!i/�.��4 (h,1./�,Oi!i-Ii.1��\. ��i.1.��.�li,,!l. v IvLegendGrowth / Areas EXiYthIg - -. ..- Water Main %/1I//////////��✓////Ill _ Bonneville ParcelsL I 1,000 21000 J / Contour Elev : Areas30 Contour ENGINEERS,PC Future Growth A4208-522-1244 I saeflgrs-ro", ; FLS-W-24-02 IPUC DR 16 Attachment 4 Page 34 of 271 3.2.7 Future Buildout Figure 8 also illustrates that that there remains significant developable property that would reside in the same pressure zone as the existing system.This is evident by tracing the 4,830-foot contour line shown in orange through the area designated as potential development in the future.These areas include a good amount of area on the northeast side of the golf course and area directly south of Pinehurst Drive. The undulating orange line at elevation 4,830 indicates that the future growth areas on the southern end of the golf course and southwest of the existing system will need an additional pressure zone south of this line. Since there is more than ample area within the existing pressure zone in the future growth area north of the 4,830-elevation line to add enough homes to get to 500 total homes in the system, all future demands for the future demand model were placed in the existing pressure zone. No consideration for a second pressure zone is given in the model or the cost estimates. Future demand projections were made based on the estimated locations where pipelines for future growth would attach to the existing distribution system. To service a new, higher-pressure zone south of the 4,830-elevation line, a booster pump station taking water from the existing transmission line between the storage tank and the connection to the existing system piping network will be all that is required.This kind of construction is too far out to really quantify in terms of demand metrics such as ADD, MDD, and PHD. We do know that to meet the drinking water rules, a three-pump booster pump station will be required with a standby generator.The only unknown at this point is the size of the pumps based on the projected buildout and associated demands.This is too far out to project and quantify in this study. 3.3 User Charges and Operations and Maintenance Budget Taylor Mountain's rate structure is mandated by the Idaho Public Utilities Commission (IPUC).The monthly minimum charge is $22.50 for a %-inch meter and graduates upward for larger meters.A limited amount of gallons is included with the minimum charge.This also graduates upward with meter size. Additional volumes used above those included in the minimum charge are charged to the consumer on a cost/1,000 gallon used basis. See the General Metered Service Rate Schedule in Appendix E for details. A Taylor Mountain revenue and expense detail (P&L Statement)for the one-year period from November 2022 through October 2023 is included with Appendix E. Operating expenses for this 12-month period totaled just under$49,000. FWC periodically seeks rate increases from IPUC as any other utility regulated by IPUC.This is the way that the state seeks to achieve a balance between consumer cost and FWC profit. It is expected that through periodic rate cases submitted by FWC to IPUC, the operating budget and consumer cost will continue to rise to account for increased costs due to expansion, replacement of existing assets that reach the end of their useful life, and inflation. 3.4 Hydraulic Model Analysis 3.4.1 Development of the Future Model The computer model of Taylor Mountain's future water distribution system was developed by starting with the "corrected existing model" referenced previously,and adding the demands associated with the future system. Demands were added at the locations identified for growth, and model transmission pipes and nodes were added to facilitate the additions.This demand map is in Appendix A. Future S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 25 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 35 of 271 growth areas include infill and the hatched areas in Figure 8.The demand for 31 future infill homes is spread throughout the existing system. The hatched areas in Figure 8 are divided between those areas already annexed and those that are not. It is assumed that all hatched areas within the service area will be served.At two homes per acre,that will place 25 homes in the undeveloped part of land between Country Club Drive and Legacy Lane. In the property north of 1131"South Street, these properties will see 62 homes.The remaining land surrounding the golf course is owned entirely by two landowners.We have assumed that of the remaining 196 homes needed to arrive at 500 homes in the system, 52 will be built on the northeast side of the golf course and receive drinking water from a waterline connection on Bellerive Drive.The remaining homes will be built off an extension of Country Club Drive and an extension of Pinehurst Drive south and southwest of these streets below the 4,830-foot elevation line in Figure 8. Performance of the future water system was evaluated under the same three operating conditions as the existing model (low flow conditions, peak hour conditions, and maximum day plus fire flow conditions), but with future demands calculated previously.Through an iterative process, upgrades to system facilities were added to the model so that the same minimum operating criteria were met as was done on the existing system models. 3.4.2 Future Model Findings As can be expected, a total of 500 EDU's puts further stress on the system to meet PHD with a much larger system. Like the corrected existing system model, pipeline replacement and looping projects were both needed to meet the criterion of 40 psi minimum requirement during peak hour. Pipeline replacement and looping projects are even more needed to meet the maximum day flow plus fire flow requirements.A listing of recommended future distribution facilities is outlined in Section 3.5. 3.5 Drinking Water Improvements Throughout the planning process,facility improvements have been identified that will be needed within the Taylor Mountain system during the planned expansion period. Upcoming projects can further be classified according to the immediacy of need. Improvements that address existing deficiencies are included in Table 8. Projects that address future needs are given in Table 9. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 26 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 36 of 271 Table 8- Projects Addressing Existing Deficiencies ID Purpose Location Solution Limited to guy approximately 12 acres of In-house water rights for 62 4- only the irrigated land that yield, upon bedroom homes in existing annexed homes in the A-1 transfer and conversion to properties on northwest corner of currently municipal, at least two feet of system irrigated water per acre parcels Water rights for in-house and irrigation uses on existing annexed property at the extension of Arlington Drive, and Buy approximately 15 acres of irrigated land that yield, upon A-1 12 infill lots that do not have available (cont.) water rights for service (37 units). Systemwide transfer and conversion to Assume each lot can irrigate 0.2 acres municipal, at least two feet of of land with 24 inches of water and water per acre homes average 4-bedrooms Preserve open Water Right Permit#25- Install 24 stubouts (service lines & A 2 14440 Systemwide meter boxes),which is required to prove up on water right permit Additional storage to satisfy Bonneville At existing Replace existing storage tank with A-3 County fire flow requirements tank site minimum 375,000-gallon storage tank New well for redundancy and Near storage Construct a new well (Well 3)to A-4 adequacy of water supply tank produce 547 gpm) A-5 New pump station for new Well 3 Near storage Construct a pump station to pump tank new Well 3 to the storage tank A-6 Fill gaps in fire hydrant coverage Systemwide Install seven hydrants at strategic locations See Figure 9 A-7 Fire flow capacity less than 1,500 gpm, Phase 1 consisting of 8" and 10" looping and pipeline interconnectivity pipe A-8 Fire flow capacity less than 1,500 gpm, See Figure 9 Phase 2 as shown on Figure 9 looping and pipeline interconnectivity consisting of 8" pipe Projects A-1 through A-7 are vital to the system and directly address deficiencies systemwide. Project A- 8 addresses deficiencies at extremities or in localized areas that affect only those nearby. If FWC were to invest now by replacing the mainline with an 8-inch pipe, the project would replace the existing 6-inch line in Arlington Drive. If a developer was able to develop the empty annexed property to the east, Arlington Drive would be looped, which would be sufficient improvement to allow the 6-inch line in Arlington Drive to remain in place. These projects provide all needs to provide water supply to empty infill lots and to build out the existing undeveloped annexed areas of the system.We estimated that this would result in a system that would consist of approximately 304 EDU's. Table 9 provides a listing of the recommended future projects needed to grow the system beyond buildout of the current annexed property up to 500 EDU's. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 27 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 37 of 271 Table 9- Projects Addressing Future Deficiencies ID Purpose Location Solution Water rights for in-house and irrigation Future annexed uses on future annexed property to properties in Buy approximately 76 acres of reach 500 EDU's (196 units).Assume existing pressure irrigated land that yield, upon 6-1 transfer and conversion to zone each lot can irrigate 0.2 acres of land municipal, at least two feet of with 24 inches of water and homes average 4-bedrooms water per acre Add new well for redundancy and Near end of Construct a new well (Well 4)to B-2 adequacy of water.This well will Augusta Drive produce 547 gpm for buildout to effectively replace Well 1 500 homes Near end of Construct a pump station to pump B-3 New pump station for new Well 4 Augusta Drive new Well 4 directly into the system Well 1 no longer needed after Well 4 B-4 Well 1 site Abandon Well 1 and site and associated pump station are built Bellerive Drive. B-5 Fire flow capacity less than 1,500 gpm See Figure 9 Replace existing line with 8" pipe On the transmission line Development above the 4,830-elevation approx. 40 feet Install a booster pump station with --- line in Figure 8 necessitating a second downgradient a standby generator and three pressure zone higher up the foothills. from the tank booster pumps floor In listing future projects, it is assumed that all the "A" projects in Table 8 will be completed first.Table 9 includes the water right needs for 196 more homes, a second new well and pump station to match the well size recommended in Table 8, and only one water line replacement project on Bellerive Drive.The additional demand in the system stresses this pipeline sufficiently that it will also require replacement to meet fire flow requirements. Future developer driven pipelines are shown in Figure 9 that will be required to incorporate annexed but undeveloped areas and unannexed areas that may be served within the existing pressure zone. It is expected that developers will pay for and construct these pipelines, and they have been included within the planning document to facilitate proper sizing. The final project on Table 9 was placed as a reminder that areas shown above the 4,830-foot elevation line may be developed but will require a booster pump station to be incorporated into the system.The costs for such a booster pump station should be borne by the developer. 3.6 Land Use Plans for Existing and Future Drinking Water Facilities The first new well and storage tank will be located on property next to the existing tank.The second well is preliminarily shown near the future extension of Augusta Drive just outside of the golf course fairway and possibly on unusable property adjacent to the golf course. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 28 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 38 of 271 t! •r " T ro - Oroc Well I 01ympi rrT m w m Q ha se I Mitchell Cir d' Future E Bellerive Dr uture Well 4 OC •� On Newly A r35eb�e� c •• Acquired �ja t -NiVacant Lot Q G eer \ Property S r ~ yt S C 't 4 ` t. i4 �a 14W Idaho Falls Country Club QC L ! r �'• � � ��S �`�fi f fel�f`i' F Q � rp Q! !t Z f f IR C SO tv yet Zq e ell 2 \ .�► X Phase a o . af+ r►a J. 4 r Legend Service Boundary 1L, t 'f f - - - Property Acquisition r *.1w'9100 Bonneville Parcels :„r t Tank r 4. • o Flush Hydrant * Well Fire Hydrant Existing 150,000 Gal. Storage Tank Existing Water Main 2-inch 4-inch N 6-inch Future Well 3—,-A" VFuture 400,000 Gal. Storage Tank 8-inch On Newly Acquired Property — I 0-inch 12-inch Future Water Main Distribution System Improvement Priorities 8-inch -Loop line from Legacy Ln. to S. Country Club Dr. 10-inch -Loop on S Country Club Dr. from Legacy Ln. to E 113 S Future Water Main 0 500 1,000 ft -Loop from Country Club Dr. to E Greenbrier Dr., and (Developer Driven) upsize portions of E Greenbrier Dr. and S. Augusta Dr. - ' 8-inch S4AENGINEERS,PC Proposed System Improvements FIGURE 9 208-522-1'_'1-11saengrsxom FLS-W-24-02 IPUC DR 16 Attachment 4 Page 39 of 271 4.0 DEVELOPMENT AND INITIAL SCREENING OF ALTERNATIVES 4.1 Problems/Deficiencies with the Existing Water System The primary system deficiencies described in Table 8 and Table 9 in the previous chapter include the following: 1) a lack of water rights to serve undeveloped annexed areas and approximately 12 infill lots; 2) a shortage of redundant well water supply; 3) a shortage of fire flow storage capacity per Bonneville County standards; and lastly, 4) undersized lines and the lack of looping to meet fire flow requirements throughout the system. Correcting these issues should be resolved with each viable alternative. Alternatives are now introduced to seek the discovery of reasonable alternatives to resolve the current deficiencies and future deficiencies brought about through additional growth of system EDU's. 4.2 Development of Alternatives 4.2.1 No Action Alternative The no action alternative would be to continue to operate the system as it now stands. Due to the deficiencies listed in Section 4.1 above,failure to address these issues would result in continued non- compliance with the drinking water rules and a diminished level of service to customers. Beyond the addition of 19 homes to fill water right allowances,there will not be any growth until water rights are purchased and transferred.Without substantial improvement,the system remains subject to low levels of service for the reasons mentioned earlier. For these reasons,this alternative is not feasible and thus not explored further in this report. 4.2.2 Optimum Operation of Existing Facilities This system is a simple well and tank system where pressure and demand are instantly met with storage water in the tank. Pressure and demand are supplemented when a well starts to refill the tank. No optimization appears available because the system has outgrown its water rights, source capacities, distribution system (due primarily to substantially more stringent fire flow requirements imposed by Bonneville County), and storage. For this reason, this alternative is not feasible, and thus not explored further in this report. 4.2.3 Regionalization of Management and Physical Consolidation As shown on Figure 1,the Cities of Idaho Falls and Ammon are several miles north of the Taylor Mountain water system.The Blackhawk subdivision is 2.5 miles northeast overland.They each operate their own pressure zones established to satisfy their current customers and are geographically separated.Therefore,there is incompatibility regarding physically combining the systems. From an ownership perspective, each is governed differently.The cities are political subdivisions of the State of Idaho. Blackhawk is owned locally as a not-for-profit homeowners association.Taylor Mountain water system is owned by FWC, a for-profit corporation regulated by the Idaho Public Utilities Commission. Each entity possesses its own goals and needs. Due to geographic separation and political differences,we do not see any of these systems ever joining forces. Regardless of whether FWC found some kind of merger with an adjacent system to be compatible, there remains much work to be done to correct the deficiencies associated with the system generally. No amount of merging with an adjacent system can resolve these questions.Therefore, currently, any thought of regionalization complicates matters rather than offering simpler solutions. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 30 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 40 of 271 FWC is committed to purchasing and operating water systems under their umbrella of water systems when it is determined that their best interests and the best interests of the water system to be purchased are aligned. Since there is no alignment currently with adjacent systems,this is not a viable alternative and thus not explored further in this report. 4.2.4 Install a System-Wide Secondary Water System Due to the extreme inability to obtain ground water rights due in part to the lack of availability for transfer and current litigation ongoing within IDWR regarding the inability to even obtain a water right permit for in-house uses, converting the entire system over to a secondary water system is an alternative that warrants some discussion. First, the system has ground water rights that limit the number of homes.Therefore, switching to secondary water to free up existing water right volume to serve more homes would not be allowed by those who tend to protest water right permit applications. Second,the system currently does not own any secondary water rights in the form of canal company shares or irrigation district allocations in terms of inches of water. Expansion of the irrigation district to serve homes outside of the current service allocation area hardly seems possible. Lastly, installation of a completely new water pipe and pump station network to serve secondary water throughout the system would be extremely costly.This is better understood by examining relative costs to merely improve the existing drinking water system,which must remain with large pipes and storage to satisfy year-round fire flow requirements. Drinking water improvement costs seem manageable compared to building a secondary water system and then doing nearly every drinking water improvement recommended herein to meet fire flow and redundancy requirements of Bonneville County and the state drinking water rules. Simply stated, implementing this alternative means constructing an entirely new water system for irrigation and then improving the existing drinking water system substantially,yielding heavy costs for two systems instead of just one. By general inspection and experience, we can confidently say this alternative is not viable from a cost standpoint right now. For these reasons,this alternative is not explored further in this report. 4.2.5 Reasonable Alternatives to Upgrade the Existing System Current water right, water supply, distribution, and storage deficiencies can be resolved with new facilities.The discussions about these facilities include how isolated areas in and around the water system boundaries may be served.This includes infill lots, annexed but undeveloped lots, and new lots built around the perimeter of the existing system, but predominantly on the northeast side of the system next to the golf fairways and on the southwest side of the system.These development areas are attractive for proximity to the golf course greens,views of the valley below, and are low enough to reside in the current pressure zone. Projects are referenced by a particular name, but the list of the projects is not given until the end of the entire discussion on Tables 10 and 11.The locations of all projects are shown in Figure 9. Detailed cost estimates for each project are given in Appendix A. Water Right Needs For the system to grow beyond 19 more homes built on infill lots,the water right deficiency will have to be resolved. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 31 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 41 of 271 Since the diversion rate of the existing water rights (776 gpm) exceeds the MDD for the 500 EDU target (762 gpm), no additional diversion rate needs to be sought for.The problem is volume. Sufficient volume must be sought to enable reaching the ability to build out existing annexed properties and even more to reach the target home number. We reasoned that to provide water rights to just those properties annexed, but vacant and to provide for the infill shortage of 12 homes,the transfer of irrigation water converted to municipal from approximately 27 acres will be needed to satisfy irrigation of lawns and in-house use.This will provide needed water rights for an estimated 99 homes above the current number of 205 homes allowed by the water rights.These estimates were made based on a two- lot-per-acre density and assumes that only 0.2 acre of yard is irrigated and that the water right has at least 24 inches of water associated with it. Furthermore,the 31 acres of annexed and undeveloped property in the northwest corner of the system has access to irrigation water, so it is assumed that homes built there will be irrigated with ditch water and groundwater will provide for in-house use. These water rights would allow for the system to increase in size up to 304 EDU's.This project and associated cost are given as A-1 on Table 10. Project B-1 illustrates the need of additional water rights and associated costs to grow 196 additional homes or EDU's to get to the 500 EDU target. Making the same assumptions as in the previous paragraph, we expect 76 acres worth of groundwater irrigation water right will have to be transferred to meet the need. It is given a Project B designation because this is considered a long-range project that will occur after initial needs in the previous paragraph are met. As a final project for water rights, 24 stubouts or water services with a stop valve must be installed prior to proof due to IDWR on September 1, 2026,to meet Water Right Permit#25-14440 requirements.This project is given as Project A-2 on Table 10. It is a mandatory project to abide by the water right permit conditions and convert the permit to a license after the proof due date and the field exam is conducted in the summer of 2026. Source Requirements and Associated Pumping The system should drill a well right away since the system is dependent on both wells running simultaneously for periods of time in the summer months to satisfy irrigation demand and keep the tank from emptying out.Therefore, if a well failed during irrigation season,the system would run out of water during the night. A second well will only be needed in the future after significant growth occurs (after existing annexed undeveloped lots are developed). The deficiency in source capacity is primarily related to a lack of source redundancy. Redundancy is needed so that no single source is indispensable to system operation. Currently,Well 1 is Taylor Mountain's largest source at 265 gpm capacity. If Well 1 were to fail during the summer,Taylor Mountain would not be able to meet minimum pressure standards because Well 2's output at 215 gpm is lower than the current MDD rate of 309 gpm.This operating condition will result in the storage tank being emptied overnight.An additional well is needed to make sure that MDD flows are met without the largest well in the system operating. Since we are planning for a total of 500 EDU's, it makes sense to seek a well that—without contribution from Well 1—future, redundant MDD flow is achieved.This calculates to 547 gpm. We reasoned that it does not make sense to drill for any rate less than this due to the cost of well drilling. It would cost nearly the same to drill any well from 300-600 gpm. If the system grew to just infill vacant lots and housing were built on the undeveloped annexed areas described in the water rights discussion above,then a MDD of 436 gpm would be needed, which is within the capacity of the two existing wells combined.A second well of the same size as the S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 32 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 42 of 271 recommended well of 547 gpm would also be required to grow the system to 500 EDU's in the distant future. With this discussion,we can conclude that to build out existing annexed, undeveloped areas, only one 547 gpm well is needed.To grow beyond that to 500 homes,two wells producing 547 gpm will be needed. Once the second 547 gpm well is constructed,then the system can abandon Well 1. It is on a bad site and not desirable long term due to its sand producing tendencies. Well 1 should remain in service until two new wells are constructed to help with redundancy. Both new wells have been preliminarily sited as shown in Figure 9. Well 3 is located next to the existing storage tank and the proposed new tank and Well 4 would be located near the current terminus of Augusta Drive.These projects are listed respectively on Table 10 as Project A-4 and Table 11 as Project B-2.The associated pump stations are listed below respectively as Projects A-5 on Table 10 and B-3 on Table 11. With the completion of Well 4 and associated pump station, Well 2 will no longer be needed in the system and can be abandoned.A project for abandonment of this well is given as B-4 on Table 11. Discussion of Treatment Requirements for New or Upgraded Facilities Taylor Mountain currently does not provide chlorine disinfection of the water pumped from the wells. The recent improvements at Well 2 included an injection port so that chlorine could be added if desired and approved by DEQ.To date this has not been needed.The water quality produced by Taylor Mountain wells is very high quality and no other considerations for treatment are needed at this time. Storage Requirements The existing tank was suitable before Bonneville County fire flow requirements rose from 250 gpm for two hours out of a hydrant to 1,500 gpm in the mid 2000's.The incremental addition of new homes has also exacerbated this problem. Since new wells will aid in achieving redundancy at the MDD supply level, storage will be needed to provide needed fire flow simultaneous with MDD. Additionally, nearly half of the volume of a new storage tank needed to meet future buildout of 500 EDUS's will be filled with 180,000 gallons of fire flow storage.The only variable in sizing new storage is the equalization storage, which is the storage used during the night in the summer when irrigation demand outpaces well capacity.Therefore, a new storage tank should be sized for the long haul. Like the wells, it is not economical to incrementally construct storage tanks. Like well construction, it costs almost as much to construct a 250,000-gallon tank as it does a 400,000-gallon tank, which is needed for 500 EDU's. For these reasons, a new storage tank should be sized and constructed at 400,000 gallons.The cost estimate for this tank is given as Project A-3 on Table 10. The existing tank should be abandoned and disposed of due to a small overflow line (6-inch); because water has begun to leak through the walls, it does not have needed fire flow storage, it does not have needed equalization and operational storage for build out, and it is approaching its end of life from an age perspective. For these reasons,we do not see any viable alternative storage discussion warranted in this report. The cost for this is included within Project A-3. Distribution System Improvements The lack of looping and some undersized lines has been present for decades putting parts of the system at risk of pressure loss if the one transmission line serving the area were to break. Without new looping lines,fire flow requirements of 1,500 gpm at most of the hydrants in the system cannot be met and dependency on one waterline for water delivery in much of the system remains.The modeling that was S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 33 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 43 of 271 explained in the previous chapters identified fire flow deficiencies within the existing distribution system. Increasing some pipeline sizes and/or looping is necessary to enable fire flow to get where it needs to go.These pipeline locations are shown in Figure 9. A careful examination of Figure 9 reveals that nearly all pipeline loops and replacement projects are needed to meet current drinking water rule requirements and Bonneville County fire flow requirements. These projects are broken down into two projects: Phase 1 and Phase 2. Phase 1 projects aid the entire system whereby Phase 2 projects improve localized areas of the system.These projects are given in Table 10 as A-7 and A-8. A hydrant project was developed that fills in gaps in the current hydrant spacing. Only those outside of the new lines covered in Projects A-7 and A-8 are included in the hydrant project labeled A-6 on Table 10. Future distribution system improvements to enable growth to 500 EDU's require only one additional line replacement on Bellerive Drive to satisfy water supply requirements within the existing developed areas.This project is given in Table 11 as B-5. All other distribution system improvements shown in Figure 9 will be developer-driven.These projects include those that are needed to build out existing annexed, undeveloped areas and to begin development outside of the existing system boundary around the golf course, but within the existing pressure zone below elevation of 4,830 feet shown in Figure 8. Separate Irrigation Facilities As stated earlier, we do not see a separate secondary water systemwide alternative for this water system except for the undeveloped, annexed properties in the northwest corner of the system shown in Figure 9. When these properties develop,they will likely be required to install a secondary water system so that the irrigation water stays with the land.The irrigation district boundaries on the figure in Appendix A indicate that these properties reside in the Idaho Irrigation District. Since this project would be developer-driven, we do not give any cost estimate in this study to construct such a system. We see all other developments occurring by transferring into the system well water rights since other undeveloped areas are not allocated any water from irrigation districts and pay no current assessments. Staged Distribution There is no need for staged distribution in Taylor Mountain as the entire distribution system is one pressure zone. As demonstrated in Figure 8, we believe it will remain that way until the system reaches approximately 500 EDU's due to the ample availability of developable area below the top of the existing pressure zone line at elevation 4,830 feet. System Classification and Operator Licensure The system is currently classified as a Class I community water system and should remain as such, even up to 500 EDU's. Since all sources are groundwater not requiring treatment of any kind except for potentially chlorine disinfection,the system does not need to be operated by an operator qualified for water treatment. No alternative discussed in this chapter will change system classification or operator licensing requirements.A copy of the Idaho Drinking Water System Classification Worksheet is included in Appendix C. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 34 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 44 of 271 FWC's licensed distribution system operator is Tony Wise, Class III, License DWD3-21515. Matt Wise, Class III, License DWD3-25979 is FWC's licensed substitute water operator. Cost Summary The projects to resolve current deficiencies are now summarized in Table 10. Table 10-Estimated Costs of Projects Addressing Existing Deficiencies Project Estimated ID Description Cost A-1 Water Rights for Vacant Annexed Properties and 12 Infill $445,500 Lots A-2 Preserve open Water Right Permit#25-14440 by Installing $160,900 24 Stubouts A-3 Replace Existing Tank with a 400,000 Gallon Storage Tank $922,760 A-4 Construct Well 3 @ 547 gpm $253,610 A-5 Pump Station for New Well 3 $722,370 A-6 Fill Gaps in Hydrant Coverage Systemwide (Note Covered $34,390 by Waterline Replacement Projects) A-7 Expand and Reconstruct Core of Water Distribution System - $1,024,400 Phase 1 A-$ Expand and Reconstruct Core of Water Distribution System - $565,900 Phase 2 Total $4,129,830 With the water right improvements noted,the system could grow to a total of 304 EDU's by expanding within the current annexed boundaries and be fully compliant with current drinking water rules of the State of Idaho and Bonneville County fire flow requirements. It is notable that approximately one-third of the costs are to correct current distribution system piping deficiencies.Approximately$600,000 is for water rights.The balance is for a new well, pump station, and storage tank.The need for the storage tank,well, and pump is attributable to the construction of larger homes and multi-family units throughout the system, increased fire flow requirements from Bonneville County, and the need for a redundant well. Table 11 is loaded with projects that will be required to grow outside the current annexation boundary up to 500 EDU's. It is apparent that the majority of the cost of these projects is the cost of water rights to support 196 more EDU's. Next is the cost of another new well and pump station.There is only one additional pipe replacement project required here. It is brought about by the additional demand caused by a substantial increase of overall EDU's. Due to the long-term nature of these projects,they are not considered any further in this report. It is hoped that this future projection will enable long-term wise buildout of water infrastructure and guide FWC in aiding future development in a manner to protect the public interest and the interests of FWC. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 35 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 45 of 271 Table 11-Estimated Costs of Projects Addressing Future Deficiencies Project Description Estimated ID Cost B-1 Water Rights for 196 Future Unannexed Properties $1,254,000 B-2 Construct Well 4 @ 547 gpm $253,610 B-3 Pump Station for New Well 4 $595,640 B-4 Abandon Well 1 $15,760 B-5 Replace Watermain on a Portion of Bellerive Dr. $95,200 Total $2,214,210 S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 36 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 46 of 271 5.0 FINAL SCREENING OF PRINCIPAL ALTERNATIVES From the alternative discussions of the previous chapter, it is apparent that the only viable alternative to improve this drinking water system is to upgrade the existing water system in the manner described in Subsection 4.2.5. No other alternative identified in Chapter 4 is viable enough to warrant additional analysis in this chapter. For this reason, no cost comparison of alternatives will be conducted.The balance of the discussion of this chapter will focus on upgrading the existing system with new infrastructure as described in Table 10,which would support a system of 304 EDU's (buildout of annexed areas). 5.1 Operations and Maintenance Costs For the purposes of this study,future operation and maintenance costs will be like the operations and maintenance costs of the present. With added EDU's, power consumption, office expenses, postage, taxes,transportation, and fees will increase. With added pipelines and a new well and pump station, labor costs and general maintenance will increase. Considering these increases,future operations and maintenance costs are given in Table 12 side by side with current operations and maintenance costs. Table 12-Current and Future O&M Costs Current Future Item O&M O&M Costs No. Expenditures Costs 304 EDU's Notes 1 Salaries & benefits $23,427 $38,289 2 Insurance $2,948 $4,818 3 Office $4,839 $7,909 Data processing, payroll, and general office 4 Postage $241 $394 5 Chlorine $0 $0 6 Water quality $446 $729 testing 7 Power $13,312 $21,757 8 Other utilities $568 $928 Trash, telephone, and office utilities share 9 Taxes $4,142 $6,770 Property& payroll 10 Bank service $1,022 $1,670 charges 11 Transportation $2,214 $3,619 12 IDHW fees 735 $1,201 Total O&M Costs $53,894 $88,085 Current operations and maintenance costs were taken from the profit and loss statement for a recent one-year period of operation given in Appendix E. Future O&M costs were estimated as a simple ratio of future and current EDU's (304/186). 5.2 Consideration of Any Impacts to Water Supply Systems The recommended projects should not impact other water supply systems.As new wells are drilled, potential impacts on individual wells located near the selected well sites may need to be considered. At worst, utilization of a new well would reduce the pumping output from existing wells. Increased S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 37 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 47 of 271 utilization of a new Well 3 may increase the distance to neighboring wells outside of the annexed system boundary. Impacts of surrounding wells would be incremental at worst due to incremental increases in total extraction of groundwater due to additional EDU's utilizing pumped water over time. It is expected that a professional hydrologist will be utilized to identify best drilling locations and to aid in developing mitigation planning if potential effects to neighboring wells were considered to be measurably possible. 5.3 Broad-Brush Environmental Analysis of Identified Alternative At this point, environmental impacts of these projects have not been determined. However, a few observations can be made at this time. First, distribution pipes recommended for installation in this report would be laid in roads or alongside roads and through the golf course in developed areas. Next, the potential storage tank would be constructed adjacent to the existing storage tank. One new well site is proposed to be near the existing and new storage tank.The other should be in an area prime for future development.Therefore, it is expected that environmental impacts will be limited to very small footprints adjacent to areas that have previously been disturbed. Future growth around the perimeter of the golf course and in undisturbed land covered with natural vegetation could potentially impact some unknown archeological find. Due to other environmental studies conducted for nearby water systems (Blackhawk, Comore Loma, and Greenfield Acres) in the last 25 years on the hillsides overlooking the valley below,we do not believe that biological or archeological walkovers would find any potential harm to flora or fauna or discover anything of archeological significance.There are no known environmental impacts associated with the projects identified in Table 10 that we are currently aware of. 5.4 Public Participation This water system is regulated by the Idaho Public Utilities Commission (IPUC).The IPUC allows public input each time that FWC seeks rate adjustments from the IPUC.At that time, the IPUC public participation process is conducted and overseen by IPUC.As a result, no other public participation is anticipated in connection with this study. Upon approval from DEQ, this study will be turned over to IPUC for review in connection with any future rate cases or when seeking permission prior to making future improvements to the system in the form of capital investment. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 38 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 48 of 271 6.0 SELECTED ALTERNATIVE AND IMPLEMENTATION 6.1 Justification and Detailed Description of Recommended Alternative Based on the preceding analysis and feedback from Taylor Mountain water system personnel, it is recommended that Taylor Mountain proceed with implementation of the projects given on Table 10. It is repeated here for convenience to the reader. Table 10- Recommended Projects to Address Existing Deficiencies Project Estimated ID Description Cost A-1 Water Rights for Vacant Annexed Properties and 12 Infill $445,500 Lots A 2 Preserve open Water Right Permit#25-14440 by Installing $160,900 24 Stubouts A-3 Replace Existing Tank with a 400,000 Gallon Storage Tank $922,760 A-4 Construct Well 3 @ 547 gpm $253,610 A-5 Pump Station for New Well 3 $722,370 A-6 Fill Gaps in Hydrant Coverage Systemwide (Not Covered by $34,390 Waterline Replacement Projects) A-7 Expand and Reconstruct Core of Water Distribution System - $1,024,400 Phase 1 A 8 Expand and Reconstruct Core of Water Distribution System - 565 900 Phase 2 Total $4,129,830 6.2 Preliminary Design of Recommended Alternative 6.2.1 Schematics of the Selected Plan Refer to Figure 9 for a map of the recommended projects. 6.2.2 Proposed Design Criteria The preliminary design criteria based on the existing projects associated with the recommended improvements on Table 10 are as follows: • Project A-1, water right acquisition: buy groundwater rights from an existing farm of approximately 27 acres where, upon transfer, yield at least 24 inches of water per acre. Require irrigated properties within the annexed service area to utilize surface water for outside irrigation at a rate of one inch or water per acre (9 gpm/acre * 31.1 acre = 280 gpm). • Project A-2: Stubouts to satisfy existing water right permit must be field determined. • Project A-3: new 400,000-gallon storage tank • Project A-4, new drinking water well (Well 3): 547 gpm from well with pump chamber in 10- 12-inch casing • Project A-5, new pump station for Well 3: 547 gpm at approximately 250 feet TDH • Project A-6: Only install hydrants in remaining gaps after Projects A-7 and A-8 are completed. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 39 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 49 of 271 • Projects A-7 &A-8, pipeline lengths and sizes are shown in Figure 9. No additional water modeling should be needed to proceed to design. This study does not attempt to decide which construction type is preferable for the storage tank.The final decision should be made as part of a preliminary engineering report or as part of the bid process. We recommend that PVC C900 DR 18 distribution piping is a good choice for mainlines. SIDR 7 HDPE 250 psi rated pipe is a good choice for service lines. 6.2.3 Design and Construction Completion Schedule An implementation schedule has not yet been adopted by FWC. However, because the recommended projects address existing deficiencies, it is recommended that they be completed as soon as practicable. Project A-1 and A-2 allow the system to grow.The remaining projects provide tangible benefits to the system and the system patrons. 6.3 Justification of Recommended Alternative The selected project will deliver much benefit to patrons of the water system. • With this study, FWC now has a tool to oversee the orderly growth of the system when developers approach them seeking annexation. • System source redundancy will be achieved with a pathway forward to grow to 500 EDU's. • Fire flow requirements of Bonneville County will be met systemwide. • Looping in the system and enlargement of a few water mainlines will enable all patrons in the system to have access to drinking water under nearly all circumstances even if a local line break occurs or a well fails. 6.4 Total Project Cost Estimate The total cost of existing projects is$4,129,830.The total cost of future recommended projects given in Table 11 is$2,214,210. Combined,the projected costs for system improvements during the coming growth period to 500 EDU's is $6,344,040. Of that total,the single largest contributor is the development of additional water sources, associated pump stations, and a new storage tank.The other large contributors are the improvements needed to the distribution system and water right purchases. It is apparent that FWC should be particularly diligent in planning and managing their water right portfolio. 6.5 Expected Monthly Charges A full analysis of the recommended project's impact on user charges is beyond the scope of this study. As a private for-profit utility,Taylor Mountain's rates are set under direction from the Idaho Public Utilities Commission.A new rate case is expected to be implemented soon that will raise consumer rates higher than the current rates reported earlier. 6.6 Owner's Capability to Finance and Manage Projects FWC has demonstrated through past projects its ability to finance capital improvements and bring projects such as the proposed projects herein to fruition. Future improvements will be accomplished through cash investment. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 40 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 50 of 271 6.7 Availability of the Most Suitable land Prior to securing future well sites,we recommend that a groundwater hydrology study be conducted to ascertain desired well sites for efficacy in meeting system goals and needs. If the results of the study show best drilling sites in other locations from those identified in this study as a matter of practical convenience to FWC,then the cost estimates for the wells should be adjusted to reflect those locations. 6.8 Operator Licensing With the improvements of Table 10,the system should hover around a population of 1,000. At this size, the system will remain a Class I system. With the improvements of Table 11,the system would then serve approximately 1,500 persons, which is the highest population for remaining Class I. It is apparent that the system will remain Class I for the period of growth within the scope of this study. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 41 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 51 of 271 REFERENCES Bruce, Scott. General Manager, FWC. Paul Scoresby.4 December 2023. Document. Idaho Secretary of State. n.d. Document. 6 December 2023. <https://sos.idaho.gov/blue_book/2020/11_Demographics.pdf>. USDA. "Soil Survey of Bonneville County, Idaho." 1981. Wise,Tony. Operations Manager, FWC. Paul Scoresby.06 12 2023. Wise,Tony. Operations Manager, FWC. Paul Scoresby. November 2023. S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 42 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 52 of 271 7.0 APPENDICES APPENDIX A: RELEVANT ENGINEERING DATA& CALCULATIONS APPENDIX B: WELL& WATER RIGHT DATA APPENDIX C: DEQ DOCUMENTS APPENDIX D: CROSS CONNECTION CONTROL PLAN INFORMATION APPENDIX E: REVENUE AND EXPENSE DETAIL APPENDIX F: ENVIRONMENTAL DOCUMENTS APPENDIX G: ELECTRONIC FILES S&A Engineers, PC January 2024 23024 Taylor Mountain Drinking Water Capital Facilities Plan 43 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 53 of 271 Appendix A: Relevant Engineering Data & Calculations • Location Services—Detailed List (for EDU counting) • Production and Consumption Summaries for 2021 and 2022 • Key Elevations Calculation Sheet • July 2023 Billing Data (for model demand assignment) • Future Demand Distribution Map • Fire Flow Field Test Results • Taylor Mountain Network Modeling Output o Existing Conditions, Max Day Demand o Existing Conditions, Peak Hour Demand o Fixed Existing Conditions, Max Day Demand o Fixed Existing Conditions, Peak Hour Demand o Future Conditions, Max Day Demand o Future Conditions, Peak Hour Demand o Existing Model Output Key o Fixed Model Output Key o Future Model Output Key • Storage Tank Calculations o Current Conditions o Future Conditions • Detailed Project Cost Estimates o Project A-1: Water Rights for Vacant Annexed Properties and 12 Infill Lots o Project A-2: Preserve open Water Right Permit#25-14440 by Installing Stubouts o Project A-3: Replace Existing Tank with a 400,000 Gallon Storage Tank o Project A-4: Construct Well 3 @ 547 gpm o Project A-5: Pump Station for New Well 3 o Project A-6: Fill Gaps in Hydrant Coverage Systemwide (Not Covered by Waterline Replacement Projects) o Project A-7: Expand and Reconstruct Core of Water Distribution System -Phase 1 o Project A-8: Expand and Reconstruct Core of Water Distribution System -Phase 2 o Project B-1: Water Rights for 196 Future Unannexed Properties o Project B-2: Construct Well 4 @ 547 gpm o Project B-3: Pump Station for New Well 4 o Project B-4: Abandon Well 1 o Project B-5: Replace Watermain on a Portion of Bellerive Dr. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 54 of 271 FALLS WATER CO., INC. Location Services - Detailed Sort Order:Customer No. Limited to : Community TM-TAYLOR MOUNTAIN Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier 500010 05 Residential 2056 E 113 S-EVERGREEN MEADOWS SEWER SWR 1.0000 1.0000 1 0000 WATER TM 1.0000 1.0000 1 0000 500011 05 Residential 2082 E OLYMPIC AVE-EVERGREEN MEADOW SEWER SWR 1.0000 1.0000 1 0000 WATER TM 1.0000 1.0000 1 0000 500013 05 Residential 2074 E OLYMPIC AVE-EVERGREEN MEADOW SEWER SWR 1.0000 1.0000 1 0000 WATER TM 1.0000 1.0000 1.0000 500023 05 Residential 2054 E 113 S-EVERGREEN MEADOWS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500025 05 Residential 2062 E OLYMPIC AVE-MTR 1 -EVERGREEN MEADOWS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500026 05 Residential 2068 E OLYMPIC AVE-MTR 2-EVERGREEN MEADOWS 4-1 SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500061 05 Residential 2112 E OLYMPIC AVE-EVERGREEN MEADOVA SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500062 05 Residential 2118 E OLYMPIC AVE-EVERGREEN MEADOV SEWER SWR 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed Page 1 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 55 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1.0000 1 0000 1 0000 500063 05 Residential 2124 E OLYMPIC AVE-EVERGREEN MEADOV SEWER SWR 1.0000 1 0000 1 0000 WATER TM 1.0000 1 0000 1.0000 500064 05 Residential 2130 E OLYMPIC AVE-EVERGREEN MEADOV SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500075 05 MultiFamily Resident 2088 E OLYMPIC AVE-EVERGREEN MEADOV SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500076 05 MultiFamily Resident 2094 E OLYMPIC AVE-EVERGREEN MEADOV SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500077 05 MultiFamily Resident 2100 E OLYMPIC AVE-EVERGREEN MEADOV SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500078 05 MultiFamily Resident 2106 E OLYMPIC AVE-EVERGREEN MEADOV SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500251 05 Residential 2052 E 113 S-EVERGREEN MEADOWS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500551 05 Residential 2060 E 113 S-EVERGREEN MEADOWS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500751 05 Residential 2062 E 113 S-EVERGREEN MEADOWS SEWER SWR 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed Page 2 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 56 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1.0000 1.0000 1 0000 500851 05 Residential 2064 E 113 S-EVERGREEN MEADOWS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500951 05 Residential 2066 E 113 S-EVERGREEN MEADOWS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500001 05 Residential 11330 S GREENBRIER DR 000050000100 ROBERT SOLINSKY BARBARA DAHL SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500002 05 Residential 11770 S ARLINGTON DR 000050000200 JORDAN&MICHELLEE SURERUI SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500003 05 Residential 11893 COUNTRY CLUB DR 000050000300 GREG&GAYLENE BIDDULPH SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500004 05 Residential 2154 E 113 S-CURL OWNER 000050000401 LARRY MEYERS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500005 05 Residential 2050 E 113 S-EVERGREEN MEADOWS 000050000501 JAY&KATHI HAYES SEWER SWR 20.0000 20.0000 20.0000 WATER TM 20.0000 20.0000 20,0000 500006 05 Residential 11570 S ARLINGTON DR 000050000600 JOHN&CARLA DWIGHT SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500007 05 Residential 2300 E OLYMPIC AVE 000050000701 KELLY ISHAM 11/16/2023 1:12:39PM Location Service-Detailed !, _ �J ,�� Page 3 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 57 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier SEWER SWR 1.0000 1.0000 1.0000 WATER TM 0000 1.0000 1.0000 500008 05 Residential 2307 E OAKMONT DR 000050000800 DEBRA&MICHAEL GLASS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500009 05 Residential 2144 E 113 S 000050000900 KEN GROVER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500012 05 Residential 11215 S BELLERIVE DR 000050001200 JOHN&TIFFANY HENNINGSEN SEWER SWR 1.0000 1.0000 1,0000 WATER TM 1.0000 1.0000 1.0000 500014 05 Residential 2305 E GREENBRIER DR 000050001400 SCOTT HOLMES SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500015 05 Residential 2074 E 113 S 000050001500 DIANE HOWLETT MORGAN ONG SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500016 05 Residential 11215 S GREENBRIER DR 000050001600 CHARLES&STACIE HUDSON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500017 05 Residential 11400 S GREENBRIER DR 000050001701 DANIELLE LAFRANCE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500018 05 Residential 11225 S BELLERIVE DR 000050001800 JOHN&SONYA JOHNSON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500019 05 Residential 2320 E OAKMONT DR 000050001900 MATT&ELIZABETH KINGHORN 11/16/2023 1:12:39PM Location Service-Detailed S J� LQ , Page 4 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 58 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500020 05 Residential 2240 E GREENBRIER DR 000050002000 JAMES MIURA SEWER SWR 1.0000 1.0000 1 0000 WATER TM 1.0000 1.0000 1.0000 500021 05 Residential 11275 S BELLERIVE DR 000050002100 PAUL MORGAN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500022 05 Residential 2172 E 113 S 000050002200 DAVID PETERS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500024 05 Residential 2136 E 113 S 000050002400 LYNN&LARAYE PETERSON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500027 05 Residential 11959 S LEGACY LN 000050002700 KEVIN&JILL SEARLE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500028 05 Residential 2295 E BELLERIVE DR 000050002800 KARL SORMAN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500029 05 Residential 2182 E 113 S 000050002903 DEAN JOHNSON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500030 05 Residential 1980 E 113 S-EVERGREEN 000050003000 PAUL WYATT SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500031 05 Residential 11150 S GREENBRIER DR 000050003100 KELLY&LEORA ZAPARA 11/16/2023 1:12:39PM Location Service-Detailed '�� JC� Page 5 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 59 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1 0000 1.0000 1.0000 500032 05 Commercial 11933 S LEGACY LN 000050003200 FALLS WATER CO INC WATER TM WZ 10 1.0000 1.0000 1.0000 500033 05 Residential 11905 S LEGACY LN 000050003300 JOEL&ALLISON DELLAROSA SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500037 05 Residential 11865 S LEGACY LN 000050003701 ROB&MELISSA GIRARD SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500041 05 Residential 11900 S LEGACY LN 000050004101 ELIZABETH WELTER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500149 05 Residential 11800 S PINEHURST DR 000050014901 JEFF MORGAN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500254 05 Residential 11269 S AUGUSTA DR 000050025400 DAVID ANDERSON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500349 05 Residential 11585 S PINHURST DR 000050034902 KIM FRENCH SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500350 05 Residential 1978 E 113 S-EVERGREEN MEADOWS 000050035000 O.WRIGHT SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500354 05 Residential 11325 S AUGUSTA DR 000050035400 ROZANN ANDERSON SEWER SWR 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed � Page 6 of 21 S �� FLS-W-24-02 IPUC DR 16 Attachment 4 Page 60 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1.0000 1.0000 1.0000 500449 05 Residential 2068 E 113 S 000050044900 GORDON&LAURA PIERCE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500450 05 Residential 2184 E 113 S 000050045000 BETH JAGGAR SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500454 05 Residential 11255 S BELLERIVE DR 000050045400 JOHN&DEBORAH STOOPS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500550 05 Residential 2168 E 113 S 000050055000 TAL RICHMAN SEWER SWR 1.0000 1,0000 1 0000 WATER TM 1.0000 1.0000 1,0000 500554 05 Residential 2155 E OLYMPIC AVE 000050055400 JEFFARMSTRONG SEWER SWR 1.0000 1.0000 1 0000 WATER TM 1.0000 1.0000 1.0000 500612 05 Residential 11555 S PINEHURST DR-CARRIAGE HOUSE 000050061200 JUDYTH DERBIDGE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500649 05 Residential 2233 E OAKMONT DR 000050064900 NORMAN&LAEL HENRIKSON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1,0000 1.0000 1.0000 500654 05 Residential 11144 S AUGUSTA DR 000050065400 CAROL BALL SEWER SWR 1.0000 1.0000 1,0000 WATER TM 1.0000 1.0000 1.0000 500749 05 Residential 2220 E GREENBRIER DR 000050074900 MARK THOMPSON SEWER SWR 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed r �` Page 7 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 61 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1.0000 1.0000 1 0000 500754 05 Residential 2335 E OAKMONT DR 000050075400 PAULA JUSTIN SEWER SWR 1 0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500854 05 Residential 11660 S ARLINGTON DR 000050085400 WARREN BERGHOLZ SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500949 05 Residential 11250 S BELLERIVE DR 000050094900 ANTHONY QUINTANA SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 500954 05 Residential 11155 S AUGUSTA DR 000050095400 COREY&JULIE BARTLE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501049 05 Residential 11220 S AUGUSTA DR 000050104900 DENNIS RAUNIG SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501051 05 Residential 11345 S GREENBRIER DR 000050105101 BECKY CASON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501054 05 Residential 2200 E OLYMPIC AVE 000050105400 MARILYN BIRDWELL SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501149 05 Residential 11230 S GREENBRIER DR 000050114900 DON&CECILIA REID SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501151 05 Residential 2250 E OLYMPIC AVE 000050115101 KAILYNAMPHAVANNASOUK SEWER SWR 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed Ci /3 Page 8 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 62 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1,0000 1.0000 1.0000 501154 05 Residential 11259 S AUGUSTA DR 000050115400 BORYANN&TAMYA LIAW SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501249 05 Residential 2250 E GREENBRIER DR 000050124903 STEPHEN&TARA MOULTON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501351 05 Residential 2259 E OAKMONT DR 000050135101 LYNNE MORGAN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1 0000 1.0000 1.0000 501354 05 Residential 2312 E OAKMONT DR 000050135400 TRACY LEMPKA SEWER SWR 1.0000 1.0000 1,0000 WATER TM 1.0000 1.0000 1.0000 501449 05 Residential 11700 S PINEHURST DR 000050144900 MATTHEW OR JODY RIES SEWER SWR 1-0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501451 05 Residential 11580 S ARLINGTON DR 000050145100 DOYLE OR DEANA HEYREND SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0600 1.0000 1.0000 501454 05 Residential 2280 E BELLERIVE DR 000050145402 TIFFANY DOHERTY&TAYLOR MAXWELL SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501536 05 Residential 2281 E GREENBRIER DR 000050153601 JENNIFER COX SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501549 05 Residential 2255 E GREENBRIER DR 000050154900 CRAIG&KRISTINE RITCHIE 11/16/2023 1:12:39PM Location Service-Detailed I Page 9 of 21 V FLS-W-24-02 IPUC DR 16 Attachment 4 Page 63 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier SEWER SWR 1 0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1 0000 501551 05 Residential 11360 S GREENBRIER DR 000050155100 STANLEY&KAREN BANTA SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501554 05 Residential 11120 S OAKMONT DR 000050155400 WILLIAM COTTLE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501649 05 Residential 11375 S GREENBRIER DR 000050164900 CESAR ROJAS CAROLINAALLER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501651 05 Residential 2343 E OAKMONT DR 000050165100 LINDA&JOHN HILL SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501654 05 Residential 2265 E GREENBRIER DR 000050165400 MATTHEW WINTERBOTTOM SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501749 05 Residential 2219 E OAKMONT DR 000050174900 YOSHIKO FUJITA SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501754 05 Residential 11255 S AUGUSTA DR 000050175400 RUSSELL&AMY STENQUIST SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501851 05 Residential 11356 S AUGUSTA DR 000050185100 MARK&ANDREA HOFFMAN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501852 05 Residential 11338 S AUGUSTA DR 000050185200 MARK&ANDREA HOFFMAN 11/16/2023 1:12:39PM Location Service-Detailed Page 10 of 21 5 A L�-C) FLS-W-24-02 IPUC DR 16 Attachment 4 Page 64 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1.0000 1.0000 1.0000 501854 05 Residential 2220 E OLYMPIC AVE 000050185400 DAVID&TENA CROSSLEY SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501949 05 Residential 11605 S ARLINGTON DR 000050194900 HOPI OR KATE SALOMON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501951 05 Residential 11275 S GREENBRIER DR 000050195100 RICHARD&NATALIE G GRIDER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 501954 05 Residential 2304 E OAKMONT DR 000050195401 JACOB&APRIL STROMBERG SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502020 05 Residential 12088 S COUNTRY CLUB DR 000050202000 STEVE VUCOVICH SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502049 05 Residential 2130 E 113 S 000050204900 DAVID SCHMITZ SEWER SWR 1.0000 1.0000 1 0000 WATER TM 1.0000 1.0000 1.0000 502051 05 Residential HOLIDAY HILLS 000050205100 HOLIDAY HILLS CONDOS SEWER SWR 8.0000 8.0000 8.0000 WATER TM 8.0000 8.0000 8.0000 502054 05 Residential 11700 S ARLINGTON DR 000050205400 JOYCE CUMPTON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502149 05 Residential 11820 S PINEHURST DR 000050214900 JERRY&XIMENA SCHNEIDER SEWER SWR 1.0000 1.0000 1,0000 11/16/2023 1:12:39PM Location Service-Detailed 1�o Page 11 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 65 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1.0000 1.0000 1.0000 502151 05 Residential 11910 S COUNTRY CLUB DR 000050215100 ROBERT HOLZWORTH SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502154 05 Residential 2152 E 113 S 000050215400 RYAN CURL SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502251 05 Residential 11350 S BELLERIVE DR 000050225101 TERA CRAYNE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502254 05 Residential 11600 S ARLINGTON DR 000050225400 ROBERT&GEORGINE CURTIS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502349 05 Residential 11135 S AUGUSTA DR 000050234900 TIMOTHY&MICHELLE SCHWARI SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502351 05 Residential 11611 COUNTRY CLUB DR 000050235100 IDAHO FALLS COUNTRY CLUB SEWER SWR 4.0000 4.0000 4.0000 WATER TM 4.0000 4.0000 4.0000 502352 05 Residential 2030 E 113th South Benson 000050235100 IDAHO FALLS COUNTRY CLUB SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502353 05 Residential 2030 E 113th South Golf Course Bathroom 000050235100 IDAHO FALLS COUNTRY CLUB WATER TM 1.0000 1.0000 1.0000 502354 05 Residential 12038 S COUNTRY CLUB DR 000050235400 PATRICIA DAVIS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed �/l Page 12 of 211 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 66 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier 502449 05 Residential 2261 E OLYMPIC AVE 000050244900 TRACY&LISA SCOTT SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502451 05 Residential 2303 E OLYMPIC AVE 000050245100 VERSEY ROCKVIEW INC SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502454 05 Residential 11590 S ARLINGTON DR 000050245400 JUDYTH DERBIDGE SEWER SWR 1.0000 1.0000 1 0000 WATER TM 1.0000 1.0000 1.0000 502549 05 Residential 2260 E BELLERIVE DR 000050254900 CRAIG&ROXANNE SCOVILLE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502551 05 Residential 2350 E OAKMONT DR 000050255100 DAVID&CATHY JOHNSON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1 0000 502554 05 Residential 1759 E 113 S(water only) 000050255400 RONALD DICKEMORE WATER TM 1.0000 1.0000 1.0000 502570 05 Residential 2356 E OAKMONT DR 000050257000 LYNN&DEBORAH MELANDER WATER TM 1.0000 1.0000 1.0000 502601 05 Residential CORRAL E 113TH S K 000050260100 STEVEN&ROBYN LONGHURST WATER TM 1.0000 1.0000 1.0000 502649 05 Residential 12006 S COUNTRY CLUB DR 000050264900 PAUL&DIONNE SENTIERI SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502651 05 Residential 2178 E 113 S 000050265101 SCOTT JOHNSON SEWER SWR 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed Page 13 of 21 W C, oa�y ��v( FLS-W-24-02 IPUC DR 16 Attachment 4 Page 67 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1.0000 1.0000 1.0000 502654 05 Residential 2330 E GREENBRIER DR 000050265400 RONALD&NANCY DIFELCI SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502749 05 Residential 11415 S GREENBRIER DR 000050274900 EUGENE SHERMAN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502751 05 Residential 2230 E GREENBRIER DR 000050275100 RANDY&DEB KERN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502754 05 Residential 2300 E BELLERIVE DR 000050275400 DAVID&SUSAN BROOKS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502849 05 Residential 11760 S COUNTRY CLUB DR 000050284901 CHELSEY MITCHELL SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502854 05 Residential 2128 E 113 S 000050285400 JEAN DUMONT SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502951 05 Residential 11145 S AUGUSTA DR 000050295101 KIM FOLSOM SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 502954 05 Residential 11280 S GREENBRIER DR 000050295400 JAMES&CARIA FARRIS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503049 05 Residential 11210 S BELLERIVE DR 000050304900 WESTLEY HANSEN SEWER SWR 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed QA Page 14 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 68 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER TM 1.0000 1.0000 1.0000 503051 05 Residential 11625 S PINEHURST DR 000050305100 BARRY&JENNIFER KOFFORD SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503054 05 Residential 11320 S BELLERIVE DR 000050305401 CARL SMITH SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503151 05 Residential 11750 S PINEHURST DR 000050315100 KAREN KOSLOW SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503154 05 Residential 11270 S BELLERIVE DR 000050315400 ERIC&HEATHER HUSTAD SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503251 05 Residential 2245 E GREENBRIER DR 000050325100 KENNETH KREBS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503254 05 Residential 2266 E OLYMPIC AVE 000050325401 JUSTIN&SAMANTHA BENNETT SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503351 05 Residential 2260 E OAKMONT DR 000050335100 AMY&GREG LANGLEY SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503354 05 Residential 11560 S ARLINGTON DR 000050335400 ALICIA FABELA-JONES SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503451 05 Residential 2020 E 113 S 000050345101 DANIEL&CYNTHIA LOWE SEWER SWR 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed /(� 0 A Page 15 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 69 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier WATER T M 1.0000 1 0000 1 0000 503454 05 Residential 11200 S GREENBRIER DR 000050345400 WILLIAM FALER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503549 05 Residential 2002 E 113 S 000050354900 JOHN OR MAUREEN STRAUSBAUGH SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503551 05 Residential 2290 E GREENBRIER DR 000050355100 ESTHER LASH SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503554 05 Residential 11974 S COUNTRY CLUB DR 000050355400 STEVE&PAULA FELTS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503649 05 Residential 11276 S AUGUSTA DR 000050364900 CLIFFORD&TRUDY STUBBS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503650 05 Residential 11287 S AUGUSTA DR 000050365000 MICHAEL&WENDY ANZALDUA SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503651 05 Residential 2352 E GREENBRIER DR 000050365100 ROMNEY DUFFEY SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503654 05 Residential 11804 S COUNTRY CLUB DR 000050365400 JUDE FINK SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503749 05 Residential 11405 S PINEHURST DR 000050374900 DON&SHANNON SUCHER 11/16/2023 1:12:39PM Location Service-Detailed ' P Page 16 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 70 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503751 05 Residential 11630 S ARLINGTON DR 000050375100 ANNA LONGMORE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503754 05 Residential 11315 S GREENBRIER DR 000050375400 WILLIAM LEPETIC SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503851 05 Residential 2323 E OAKMONT DRIVE 000050385100 PHILLIP&CARYN LOONEY SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503854 05 Residential 2291 E OLYMPIC AVE 000050385400 GARY FORTENBERRY SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503949 05 Residential 11780 S PINEHURST DR 000050394901 CHRISTOPHER&RACHAEL ADAMS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503951 05 Residential 11245 S GREENBRIER OR 000050395100 CARL&LOIS FENNINGER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 503954 05 Residential 2315 E OAKMONT DR 000050395400 DIANA CUNNINGHAM SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504049 05 Residential 2270 E GREENBRIER DR 000050404901 ERYAN&EMILY JOB SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504051 05 Residential 11249 S AUGUSTA DR 11/16/2023 1:12:39PM Location Service-Detailed 9 Page 17 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 71 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier 000050405100 SHANEACKERSHOTT SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504055 05 Residential 11611 S LEGACY LN 000050405500 SUMMIT BUILDERS LLC SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 �\\ 504151 05 Residential 11800 S COUNTRY CLUB DR 1v 000050415100 HENRY MAKOWITZ SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504154 05 Residential 11565 S ARLINGTON DR 000050415400 CHARLES GILMORE JOANNE CARNES SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504251 05 Residential 2277 E OLYMPIC AVE 000050425104 ALI MURDOCK SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504349 05 Residential 11132 S AUGUSTA DR 000050434900 BRIAN&JERILEE GREEN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504351 05 Residential 2340 E OAKMONT DR 000050435100 LYNN&DEBORAH MELANDER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504449 05 Residential 2219 E OLYMPIC AVE 000050444901 TORY BROOKS SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504451 05 Residential 2245 E OLYMPIC AVE 000050445100 JORGE&KRISTIN MENA SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed J (Z ` �c1 Page 18 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 72 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier 504551 05 Residential 11175 S AUGUSTA DR 000050455100 HUNG WA&WING YING NG SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504554 05 Residential 2275 E BELLERIVE DR 000050455400 NEWELL&BONNIE GOLDSBERR' SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504651 05 Residential 11347 S AGUSTA DR 000050465101 ROBERT MCPHERSON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504654 05 Residential 2160 E 113 S 000050465400 LANA GOLDMAN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504749 05 Residential 11876 S COUNTRY CLUB DR 000050474900 JOEL&CHRISTINE BUXTON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504754 05 Residential 11715 S PINEHURST DR 000050475400 DEBBIE GRIFFIN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504849 05 Residential 11235 S BELLERIVE DR 000050484900 NATHAN&BARBARA BREWSTEF SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504851 05 Residential 2175 E OLYMPIC AVE 000050485100 RICHARD NEBEKER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504854 05 Residential 12043 S Country Club Drive 000050485400 JARVIS&OYUNATAYLOR SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed /n �p Page 19 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 73 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier 504949 05 Residential 11940 S COUNTRY CLUB DR 000050494900 BRAD KIPPEN SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504951 05 Residential 2351 E OAKMONT DR 000050495100 JAMES&CAROLYN LOWE SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504953 05 Residential 2250 E OAKMONT DR 000050495300 CADDIS BUILDERS LLC D� v SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 504954 05 Residential 12081 S COUNTRY CLUB DR 000050495400 JESSE DURSTELER SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 505051 05 Residential 1935 E 113 S 000050505100 GREGORY NORRELL SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 505054 05 Residential 11265 S AUGUSTA DR 000050505400 JIM DREWETT SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 505154 05 Residential 11635 S ARLINGTON DR 000050515400 ROY GUSTAVESON SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 505254 05 Residential 11300 S GREENBRIER DR 000050525400 DENNIS&VIRGINIA HAINES SEWER SWR 4.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 505354 05 Residential 11366 S BELLERIVE DR 000050535400 J.R.HAYES SEWER SWR 1.0000 1.0000 1.0000 WATER TM 1.0000 1.0000 1.0000 11/16/2023 1:12:39PM Location Service-Detailed �C b Page 20 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 74 of 271 Location No. Alt Location ID Route Revenue Class Location Address Customer No. Customer Name Service Rate Code Base Multiplier Allowance Multiplier Consumption Tier Count Total Distinct Location Numbers: 179 Distinct Account Numbers: 159 Service Type Total WATER 179 SEWER 173 Total 352 Route Count 05 179 Total �qq 17 ------------------------- e, lJ�a 7 �'� LU 11/16/2023 1:12:39PM Location Service-Detailed Page 21 of 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 75 of 271 Total Production & Consumption Data -2021 Month Total Production (Gallons) Consumption (Gallons) Jan-21 830,771 569047.44 Feb-21 752,036 591070.4 Mar-21 877,000 525096 Apr-21 1,176,000 745152.96 May-21 5,981,000 2766524 Jun-21 9,872,907 9165021 Jul-21 11,053,445 12268294 Aug-21 7,937,381 9269170 Sep-21 7,379,325 7212173 Oct-21 2,324,551 3114000 Nov-21 850,427 700000 Dec-21 858,699 667000 Total 49,893,542 47,592,549 Total (AF) 153 Avg Annual Daily Demand 95 gpm Maximum Day Demand 462,323 gal/day 321 gpm Well 1 Max Day 327,000 gal/day Well 2 Max Day 316,000 gal/day Max Day 427,875 gal (peak month * 1.2) Max Day 445,099 gal/day 309 gpm Prepared by S&A Engineers, PC, 12/18/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 76 of 271 Total Production & Consumption Data -2022 Month Total Production (Gallons) Consumption (Gallons) Jan-22 1,288,001 754000 Feb-22 902,570 852000 Mar-22 807,344 675000 Apr-22 1,145,631 913000 May-22 3,739,150 2771013 Jun-22 6,716,279 6028043 Jul-22 10,339,824 9163078 Aug-22 9,680,395 10037990 Sep-22 7,323,341 7991000 Oct-22 3,623,998 4234000 Nov-22 345,000 751000 Dec-22 825,000 761000 Total 46,736,533 44,931,124 Total (AF) 143 Avg Annual Daily Demand 89 gpm Maximum Day Demand 472,840 gal/day 328 gpm Well 1 Max Day 298,000 gal/day 207 gpm Well 2 Max Day 252,490 gal/day 175 gpm Max Day 400,251 gal (peak month * 1.2) Max Day 436,546 gal/day 303 gpm Prepared by S&A Engineers, PC, 12/18/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 77 of 271 PAGE OF JOB JOB NUMBER��0' It Wo4e- S4-,WV p 470 B Street sclr'J's SCALE C` Idaho Falls, «) 83402 CALCULATED BY f'H S s(4 � DATE ENGINEEHS.P(: 208-522-12441saen;rs.COl11 CHECKED BY DATE ?" o 410w = 4/6133.ZS dam- 13c. .,. t1�,.••�r.,. 91Z S~ sru'f-t, eod ✓/0�w- �' �"�K'I�ti �Yw�✓! '•)S 4-1 H`7/-7 5- s40v.G'.q wt I! 2- _ �/rJ7y D i d /4/3,5 --77h f c 4M/7. S r 'fOP or -54W 3q o � 150,00c ��- FLS-W-24-02 IPUC DR 16 Attachment 4 Page 78 of 271 Revenue Class- Revenue Class- Current Read(Volume) ID Billing Start Date Billing End Date Billing Date Location# Location Address Residential Commercial Meter Read Date in gallons Demand GPM 1 7/1/2023 7/31/2023 7/31/2023 000000000500001 11330 S Greenbrier Dr X 7/25/2023 71,000 1.59 2 7/1/2023 7/31/2023 7/31/2023 000000000500002 11770 S Arlington Dr X 7/25/2023 91,000 2.04 3 7/1/2023 7/31/2023 7/31/2023 000000000500003 11893 Country Club Dr X 7/25/2023 225,000 5.04 4 7/1/2023 7/31/2023 7/31/2023 000000000500004 2154 E 113 S X 7/25/2023 44,000 0.99 5 7/1/2023 7/31/2023 7/31/2023 000000000500005 2050 E 113 S X 7/25/2023 429,000 9.61 2 o ° '-' ` 6 7/1/2023 7/31/2023 7/31/2023 000000000500006 11570 S Arlington Dr X 7/25/2023 43,000 0.96 7 7/1/2023 7/31/2023 7/31/2023 000000000500007 2300 E Olympic Ave X 7/25/2023 51,000 1.14 8 7/1/2023 7/31/2023 7/31/2023 000000000500008 23070 E Oakmont Dr X 7/25/2023 117,000 2.62 9 7/1/2023 7/31/2023 7/31/2023 000000000500009 2144 E 133 S X 7/25/2023 13,000 0.29 10 7/1/2023 7/31/2023 7/31/2023 000000000500012 11215 S Bellerive Dr X 7/25/2023 39,000 0.87 it 7/1/2023 7/31/2023 7/31/2023 000000000500014 2305 E Greenbrier Dr X 7/25/2023 40,000 0.90 12 7/1/2023 7/31/2023 7/31/2023 000000000500015 2074 E 113 S X 7/25/2023 36,000 0.81 13 7/1/2023 7/31/2023 7/31/2023 000000000500016 11215 S Greenbrier Dr X 7/25/2023 93,000 2.08 14 7/1/2023 7/31/2023 7/31/2023 000000000500017 11400 S Greenbrier Dr X 7/25/2023 52,000 1.16 15 7/1/2023 7/31/2023 7/31/2023 000000000500018 11225 S Bellerive Dr X 7/25/2023 42,000 0.94 16 7/1/2023 7/31/2023 7/31/2023 000000000500019 2320 E Okam ontDr X 7/25/2023 39,000 0.87 17 7/1/2023 7/31/2023 7/31/2023 000000000500020 2240 E Greenbrier Dr X 7/25/2023 64,000 1.43 18 7/1/2023 7/31/2023 7/31/2023 000000000500021 11275 S Bellrive Dr X 7/25/2023 58,000 1.30 19 7/1/2023 7/31/2023 7/31/2023 000000000500022 2172 E 133 S X 7/25/2023 40,000 0.90 20 7/1/2023 7/31/2023 7/31/2023 000000000500024 2136 E 133 S X 7/25/2023 21,000 0.47 21 7/1/2023 7/31/2023 7/31/2023 000000000500027 11959 SLegacy Ln X 7/25/2023 102,000 2.28 22 7/1/2023 7/31/2023 7/31/2023 000000000500028 2295 E Bellerive Dr X 7/25/2023 69,000 1.55 23 7/1/2023 7/31/2023 7/31/2023 000000000500029 2182 E 113 S X 7/25/2023 57,000 1.28 24 7/1/2023 7/31/2023 7/31/2023 000000000500030 1980 E 113 S X 7/25/2023 37,000 0.83 25 7/1/2023 7/31/2023 7/31/2023 000000000500031 11150 S Greenbrier Dr X 7/25/2023 57,000 1.28 26 7/1/2023 7/31/2023 7/31/2023 000000000500032 11933 S LegacyLn X 7/25/2023 0 0.00 27 7/1/2023 7/31/2023 7/31/2023 000000000500033 11905 S LegacyLn X 7/25/2023 60,000 1.34 28 7/1/2023 7/31/2023 7/31/2023 000000000500037 11865 S LegacyLn X 7/25/2023 8,000 0.18 29 7/1/2023 7/31/2023 7/31/2023 000000000500041 11900 S Legacy Ln X 7/25/2023 0 0.00 30 7/1/2023 7/31/2023 7/31/2023 000000000500149 11800 S Pinehurst Dr X 7/25/2023 74,000 1.66 31 7/1/2023 7/31/2023 7/31/2023 000000000500254 11269 S Augusta Dr X 7/25/2023 54,000 1.21 32 7/1/2023 7/31/2023 7/31/2023 000000000500349 11585 S Pinehurst Dr X 7/25/2023 35,000 0.78 33 7/1/2023 7/31/2023 7/31/2023 000000000500350 1978 E 133 S X 7/25/2023 46,000 1.03 34 7/1/2023 7/31/2023 7/31/2023 000000000500354 11325 S Augusta Dr X 7/25/2023 25,000 0.56 35 7/1/2023 7/31/2023 7/31/2023 000000000500449 2068 E 133 S X 7/25/2023 69,000 1.55 36 7/1/2023 7/31/2023 7/31/2023 000000000500450 2184 E 113 S X 7/25/2023 63,000 1.41 37 7/1/2023 7/31/2023 7/31/2023 000000000500454 11255 S Bellerive Dr X 7/25/2023 56,000 1.25 38 7/1/2023 7/31/2023 7/31/2023 000000000500550 2168 E 113 S X 7/25/2023 39,000 0.87 39 7/1/2023 7/31/2023 7/31/2023 000000000500554 2155 E Olympic Ave X 7/25/2023 57,000 1.28 40 7/1/2023 7/31/2023 7/31/2023 000000000500612 11555 S Pinehurst Dr X 7/25/2023 0 0.00 41 7/1/2023 7/31/2023 7/31/2023 000000000500649 2233 E Okamont Dr X 7/25/2023 24,000 0.54 42 7/1/2023 7/31/2023 7/31/2023 000000000500654 11144 S Augusta Dr X 7/25/2023 50,000 1.12 43 7/1/2023 7/31/2023 7/31/2023 000000000500749 2220 E Greenbrier Dr X 7/25/2023 85,000 1.90 44 7/1/2023 7/31/2023 7/31/2023 000000000500754 2335 E Oakmont Dr X 7/25/2023 51,000 1.14 45 7/1/2023 7/31/2023 7/31/2023 000000000500854 11660 S Arlington Dr X 7/25/2023 35,000 0.78 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 79 of 271 46 7/1/2023 7/31/2023 7/31/2023 000000000500949 11250 S Bellerive Dr X 7/25/2023 16,000 0.36 47 7/1/2023 7/31/2023 7/31/2023 000000000500954 11155 S Augusta Dr X 7/25/2023 32,000 0.72 48 7/1/2023 7/31/2023 7/31/2023 000000000501051 11220 S Augusta Dr X 7/25/2023 58,000 1.30 49 7/1/2023 7/31/2023 7/31/2023 000000000501051 11345 S Greenbrier Dr X 7/25/2023 63,000 1.41 50 7/1/2023 7/31/2023 7/31/2023 000000000501054 2200 E Olympic Ave X 7/25/2023 36,000 0.81 51 7/1/2023 7/31/2023 7/31/2023 000000000501149 11230 S Greenbrier Dr X 7/25/2023 44,000 0.99 52 7/1/2023 7/31/2023 7/31/2023 000000000501151 2250 E Olympic Ave X 7/25/2023 36,000 0.81 53 7/1/2023 7/31/2023 7/31/2023 000000000501154 11259 S Augusta Dr X 7/25/2023 60,000 1.34 54 7/1/2023 7/31/2023 7/31/2023 000000000501249 2250 E Greenbrier Dr X 7/25/2023 33,000 0.74 55 7/1/2023 7/31/2023 7/31/2023 000000000501351 2259 E Oakmont Dr X 7/25/2023 129,000 2.89 56 7/1/2023 7/31/2023 7/31/2023 000000000501354 2312 E OkamontDr X 7/25/2023 31,000 0.69 57 7/1/2023 7/31/2023 7/31/2023 000000000501449 11700 S PinehurstDr X 7/25/2023 32,000 0.72 58 7/1/2023 7/31/2023 7/31/2023 000000000501451 11580 S Arlington Dr X 7/25/2023 46,000 1.03 59 7/1/2023 7/31/2023 7/31/2023 000000000501454 2280 E Bellerive Dr X 7/25/2023 42,000 0.94 60 7/1/2023 7/31/2023 7/31/2023 000000000501551 11360 S Greenbrier Dr X 7/25/2023 88,000 1.97 61 7/1/2023 7/31/2023 7/31/2023 000000000501554 11120 S Oakmont Dr X 7/25/2023 146,000 3.27 62 7/1/2023 7/31/2023 7/31/2023 000000000501649 11375 S Greenbrier Dr X 7/25/2023 44,000 0.99 63 7/1/2023 7/31/2023 7/31/2023 000000000501651 2343 E Oakmont Dr X 7/25/2023 57,000 1.28 64 7/1/2023 7/31/2023 7/31/2023 000000000501654 2265 E Greenbrier Dr X 7/25/2023 73,000 1.64 65 7/1/2023 7/31/2023 7/31/2023 000000000501749 2219 E Oakmont Dr X 7/25/2023 35,000 0.78 66 7/1/2023 7/31/2023 7/31/2023 000000000501754 11255 S Augusta Dr X 7/25/2023 38,000 0.85 67 7/1/2023 7/31/2023 7/31/2023 000000000501851 11356 S Augusta Dr X 7/25/2023 40,000 0.90 68 7/1/2023 7/31/2023 7/31/2023 000000000501852 11356 S Augusta Dr X 7/25/2023 67,000 1.50 69 7/1/2023 7/31/2023 7/31/2023 000000000501854 2220 E Olympic Ave X 7/25/2023 45,000 1.01 70 7/1/2023 7/31/2023 7/31/2023 000000000501949 11605 S Arlington Dr X 7/25/2023 51,000 1.14 71 7/1/2023 7/31/2023 7/31/2023 000000000501951 11275 S Greenbrier Dr X 7/25/2023 53,000 1.19 72 7/1/2023 7/31/2023 7/31/2023 000000000501954 2304 E Oakmont Dr X 7/25/2023 22,000 0.49 73 7/1/2023 7/31/2023 7/31/2023 000000000502020 12088 S Country Club Dr X 7/25/2023 0 0.00 74 7/1/2023 7/31/2023 7/31/2023 000000000502049 2130 E 113 S X 7/25/2023 41,000 0.92 75 7/1/2023 7/31/2023 7/31/2023 000000000502051 Holiday Hills X 7/25/2023 125,000 2.80 76 7/1/2023 7/31/2023 7/31/2023 000000000502054 11700 S Arlington Dr X 7/25/2023 63,000 1.41 77 7/1/2023 7/31/2023 7/31/2023 000000000502149 11820 S PinehurstDr X 7/25/2023 56,000 1.25 78 7/1/2023 7/31/2023 7/31/2023 000000000502151 11910 S Country Club Dr X 7/25/2023 64,000 1.43 79 7/1/2023 7/31/2023 7/31/2023 000000000502154 2151 E 133 S X 7/25/2023 36,000 0.81 80 7/1/2023 7/31/2023 7/31/2023 000000000502251 11350 S Bellerive Dr X 7/25/2023 92,000 2.06 81 7/1/2023 7/31/2023 7/31/2023 000000000502254 11600 S Arlington Dr X 7/25/2023 29,000 0.65 82 7/1/2023 7/31/2023 7/31/2023 000000000502349 1135 S Augusta Dr X 7/25/2023 64,000 1.43 83 7/1/2023 7/31/2023 7/31/2023 000000000502351 11611 Country Club Dr X 7/25/2023 103,000 2.31 Cow? y uN►- 84 7/1/2023 7/31/2023 7/31/2023 000000000502352 2030 E 113 S X 7/25/2023 46,000 1.03 85 7/1/2023 7/31/2023 7/31/2023 000000000502353 2030 E 113 S X 7/25/2023 2,000 0.04 86 7/1/2023 7/31/2023 7/31/2023 000000000502354 12038 S Country Club Dr X 7/25/2023 33,000 0.74 87 7/1/2023 7/31/2023 7/31/2023 000000000502449 2261 E Olympic Ave X 7/25/2023 34,000 0.76 88 7/1/2023 7/31/2023 7/31/2023 000000000502451 2303 E Olympic Ave X 7/25/2023 37,000 0.83 89 7/1/2023 7/31/2023 7/31/2023 000000000502454 11590 S Arlington Dr X 7/25/2023 68,000 1.52 90 7/1/2023 7/31/2023 7/31/2023 000000000502549 2260 E Bellerive Dr X 7/25/2023 59,000 1.32 91 7/1/2023 7/31/2023 7/31/2023 000000000502551 2350 E Oakmont Dr X 7/25/2023 32,000 0.72 92 7/1/2023 7/31/2023 7/31/2023 000000000502554 1759 E 113 S X 7/25/2023 89,000 1.99 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 80 of 271 93 7/1/2023 7/31/2023 7/31/2023 000000000502649 12006 S Country Club Dr X 7/25/2023 60,000 1.34 94 7/1/2023 7/31/2023 7/31/2023 000000000502651 2178 E 113 S X 7/25/2023 136,000 3.05 95 7/1/2023 7/31/2023 7/31/2023 000000000502654 2330 E Greenbrier Dr X 7/25/2023 64,000 1.43 96 7/1/2023 7/31/2023 7/31/2023 000000000502749 11415 S Greeenbrier Dr X 7/25/2023 72,000 1.61 97 7/1/2023 7/31/2023 7/31/2023 000000000502751 2230 E Greenbrier Dr X 7/25/2023 55,000 1.23 98 7/1/2023 7/31/2023 7/31/2023 000000000502754 2300 E Bellerive Dr X 7/25/2023 207,000 4.64 99 7/1/2023 7/31/2023 7/31/2023 000000000502849 11760 S Country Club Dr X 7/2S/2023 65,000 1.46 100 7/1/2023 7/31/2023 7/31/2023 000000000502854 11280 S Greenbrier Dr X 7/25/2023 57,000 1.28 101 7/1/2023 7/31/2023 7/31/2023 000000000502951 11145 S Augusta Dr X 7/25/2023 66,000 1.48 102 7/1/2023 7/31/2023 7/31/2023 000000000502954 11280 S Greenbrier Dr X 7/25/2023 17,000 0.38 103 7/1/2023 7/31/2023 7/31/2023 000000000503051 11625 S Pinehurst Dr X 7/25/2023 67,000 1.50 104 7/1/2023 7/31/2023 7/31/2023 000000000503054 11320 S Bellerive Dr X 7/25/2023 53,000 1.19 105 7/1/2023 7/31/2023 7/31/2023 000000000503151 11750 S Pinehurst Dr X 7/25/2023 67,000 1.50 106 7/1/2023 7/31/2023 7/31/2023 000000000503154 11270 S Bellerive Dr X 7/25/2023 11,000 0.25 107 7/1/2023 7/31/2023 7/31/2023 000000000503251 2245 E Greenbrier Dr X 7/25/2023 55,000 1.23 108 7/1/2023 7/31/2023 7/31/2023 000000000503254 2266 E Olympic Ave X 7/25/2023 46,000 1.03 109 7/1/2023 7/31/2023 7/31/2023 000000000503351 2260 E Oakmont Dr X 7/25/2023 22,000 0.49 110 7/1/2023 7/31/2023 7/31/2023 000000000503354 11560 S Arlington Dr X 7/25/2023 56,000 1.25 111 7/1/2023 7/31/2023 7/31/2023 000000000503451 2020 E 113 S X 7/25/2023 36,000 0.81 112 7/1/2023 7/31/2023 7/31/2023 000000000503454 11200 S Greenbrier Dr X 7/25/2023 112 0.00 113 7/1/2023 7/31/2023 7/31/2023 000000000503549 2002 E 113 S X 7/25/2023 48,000 1.08 114 7/1/2023 7/31/2023 7/31/2023 000000000503551 2290 E Greenbrier Dr X 7/25/2022 56,000 1.25 115 7/1/2023 7/31/2023 7/31/2023 000000000503354 11974 S Country Club Dr X 7/25/2023 63,000 1.41 116 7/1/2023 7/31/2023 7/31/2023 000000000503649 11276 S Augusta Dr X 7/25/2023 54,000 1.21 117 7/1/2023 7/31/2023 7/31/2023 000000000503650 11287 S Augusta Dr X 7/25/2023 35,000 0.78 118 7/1/2023 7/31/2023 7/31/2023 000000000503651 2352 E Greenbrier Dr X 7/25/2023 132,000 2.96 119 7/1/2023 7/31/2023 7/31/2023 000000000503654 11804 S Country Club Dr X 7/25/2023 37,500 0.84 120 7/1/2023 7/31/2023 7/31/2023 000000000503751 11630 S Arlington Dr X 7/25/2023 54,000 1.21 121 7/1/2023 7/31/2023 7/31/2023 000000000503754 11315 S Greenbrier Dr X 7/25/2023 20,000 0.45 122 7/1/2023 7/31/2023 7/31/2023 000000000503851 2323 E Oakmont Dr X 7/25/2023 65,000 1.46 123 7/1/2023 7/31/2023 7/31/2023 000000000503854 2291 E Olympic Ave X 7/25/2023 67,000 1.50 124 7/1/2023 7/31/2023 7/31/2023 000000000503949 11780 S Pinehurst Dr X 7/25/2023 50,000 1.12 125 7/1/2023 7/31/2023 7/31/2023 000000000503951 11245 S Greenbrier Dr X 7/25/2023 30,000 0.67 126 7/1/2023 7/31/2023 7/31/2023 000000000503954 2315 E Oakmont Dr X 7/25/2023 32,000 0.72 127 7/1/2023 7/31/2023 7/31/2023 000000000504049 2270 E Greenbrier Dr X 7/25/2023 66,000 1.48 128 7/1/2023 7/31/2023 7/31/2023 000000000504051 11249 S Augusta Dr X 7/25/2023 66,000 1.48 129 7/1/2023 7/31/2023 7/31/2023 000000000504151 11800 S Country Club Dr X 7/25/2023 37,500 0.84 130 7/1/2023 7/31/2023 7/31/2023 000000000504154 11565 S Arlington Dr X 7/25/2023 55,000 1.23 131 7/1/2023 7/31/2023 7/31/2023 000000000504251 2277 E Olympic Ave X 7/2S/2023 10,000 0.22 132 7/1/2023 7/31/2023 7/31/2023 000000000504349 11132 S Augusta Dr X 7/25/2023 48,000 1.08 133 7/1/2023 7/31/2023 7/31/2023 000000000504351 2340 E Oakont Dr X 7/25/2023 54,000 1.21 134 7/1/2023 7/31/2023 7/31/2023 000000000504449 2219 E Olympic Ave X 7/25/2023 73,000 1.64 135 7/1/2023 7/31/2023 7/31/2023 000000000504451 2245 E Olympic Ave X 7/25/2023 34,000 0.76 136 7/1/2023 7/31/2023 7/31/2023 000000000504551 11175 S Augusta Dr X 7/25/2023 48,000 1.08 137 7/1/2023 7/31/2023 7/31/2023 000000000504554 2275 E Bellerive Dr X 7/25/2023 58,000 1.30 138 7/1/2023 7/31/2023 7/31/2023 000000000504651 11347 S Augusta Dr X 7/2S/2023 184,000 4.12 139 7/1/2023 7/31/2023 7/31/2023 000000000504654 2160 E 113 S X 7/25/2023 37,000 0.83 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 81 of 271 140 7/1/2023 7/31/2023 7/31/2023 000000000504749 11876 S Country Club Dr X 7/25/2023 96,000 2.15 141 7/1/2023 7/31/2023 7/31/2023 000000000504754 11715 S Pinehurst Dr X 7/25/2023 84,000 1.88 142 7/1/2023 7/31/2023 7/31/2023 000000000504849 11235 S Bellerive Dr X 7/25/2023 51,000 1.14 143 7/1/2023 7/31/2023 7/31/2023 000000000504851 2175 E Olympic Ave X 7/25/2023 88,000 1.97 144 7/1/2023 7/31/2023 7/31/2023 000000000504854 12043 S Country Club Dr X 7/25/2023 91,000 2.04 145 7/1/2023 7/31/2023 7/31/2023 000000000504949 11940 S Country Club Dr X 7/25/2023 62,000 1.39 146 7/1/2023 7/31/2023 7/31/2023 000000000504951 2351 E Oakmont Dr X 7/25/2023 48,000 1.08 147 7/1/2023 7/31/2023 7/31/2023 000000000504954 12081 S Country Club Dr X 7/25/2023 70,000 1.57 148 7/1/2023 7/31/2023 7/31/2023 000000000505051 1935 E 113 S X 7/25/2023 5,000 0.11 149 7/1/2023 7/31/2023 7/31/2023 000000000505054 11265 S Augusta Dr X 7/25/2023 71,000 1.59 150 7/1/2023 7/31/2023 7/31/2023 000000000505154 11635 S Arlington Dr X 7/25/2023 136,000 3.05 151 7/1/2023 7/31/2023 7/31/2023 000000000505254 11300 S Greenbrier Dr X 7/25/2023 23,000 0.52 152 0.00 IG --- OAF 1�t►1�f IraUN life Si' ►. it I I Is PRO Ity 00, 60 a��yA,/// �\,f I� ,``,\III►1�11�,��1 �.- ��.v• ram• v• �• .♦.n _� ,11�_ �.�\ ,�++ .!` INS ,11► :11/ �►1►1' 1�. � 11�1111t r�e•�,��. .•�� , �� J 1RN 140 ,1,♦ �,1 1 ►►y� r 11\I�11 r l /♦ ♦ 1 \ 1 ♦ r r 1.1 � rl � ♦ \\\ I l 1 ��.III 111�i°� r III`` �j4►11�►�� . � 1 mi • 1`�:h /f►1,•-' ►yy♦ 1•yO,,�a'oo` � 1111 �,,0♦1,`1♦y 1,yj �\�� S _ 1►j 1♦�q�► �`�,, :, p I ,, .0♦.� 1♦1 li♦1♦ �,� _.b. 1 1�� 1►1♦�rr�i4� 411q'" ,glrfll�l .^+-,y�� ♦1 f►`•♦ 11`��.•r �r. Mgr►i,�i:�.�`�►Ill,ri,li, 1 111 ,�• � ♦♦� � 1 /1 Iblll I h,�i.�i•• \ �►�Ilfrril1r11 1►1111 �►lllrl ♦��:�� , ♦N I► /r1 � 1 rr � ,� •♦ •rr♦ rl �r►� G I ll,��♦ I• /��`1 1 wwI/♦ �pll, i .�� G ►,�r11\ 1 ryq r I►If �.�j�i,gl ♦`t►w�► � `'7 ►,�j Rl�'rilr .i,4,N��l\��t%4♦` 4 �r; jrll`�♦♦1��i�1,1111 1 ��jllrhljl♦��r�,ll/%+i4i��.��-�1j1�`ll��+l�if I ilk. �i.�1►�I� `♦ _ -,:Ili�o��i.►��11 rir/r�i!�i.��i�.�1��\``\�a�aZ�.�1�`,',.�I r.��%�I l� ES3 Growth ii Existing Annexed Property Water Main , Bonneville 1 J w / OAF Elev.4830 Contour Urm- ENGINEERSYC Future Growth Areas A408-5-2-2-12,IT bL FLS-W-24-02 IPUC DR 16 Attachment 4 Page 83 of 271 Taylor Mountain Fire Flow Field Test Results Calculated Test Modeled Test Calibration Results Field Results Hydrant Model Results Hydrant Test#1 Test Hydrant Flow Static Residual Flow@ 20 psi Static Residual Flow @ 20 psi Notes 1 11940 S Country Club Dr 848 51 35 1213 51 36 1105 Standard fire hydrant 2 11625 S Pinehurst Dr 1044 97 NA NA 96 35 1169 coefficients give 1,016 in model 3 2241 E OAKMONT DR 579 82 40 714 81 18 622 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 84 of 271 S&A Engineers, PC Taylor Mountain Network Modeling Output Ryan Christensen 12-28-2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 85 of 271 Existing Conditions, Max Day Demand Network Node Table Elevation Demand Head Pressure Node ID ft GPM ft psi Junc 1 4705 2.21 4912.29 89.82 Junc 2 4702.65 24.82 4912.32 90.85 Junc 3 4704.57 13.68 4912.29 90 J u nc 4 4705.18 0 4912.29 89.74 Junc 5 4729.94 3.09 4911.84 78.82 Junc 6 4747.8 10.19 4911.77 71.05 Junc 7 4765.33 2.77 4911.7 63.42 Junc 8 4742.27 6.91 4911.75 73.43 Junc 9 4742.04 0 4911.75 73.53 Junc 10 4764.53 13.65 4911.71 63.77 Junc 11 4763.13 4.83 4911.7 64.38 Junc 12 4781.35 5.69 4911.68 56.47 Junc 13 4772.94 3.45 4911.68 60.12 Junc 14 4793.29 7.1 4911.67 51.3 Junc 15 4768.19 6.77 4911.69 62.18 Junc 16 4769.13 0 4911.69 61.77 Junc 17 4779.13 6.88 4911.67 57.43 Junc 18 4789.15 3.26 4911.58 53.05 Junc 19 4783.51 4.11 4911.65 55.52 Junc 20 4803.84 9.7 4911.65 46.71 Junc 21 4804.94 3.12 4911.66 46.24 Junc 22 4801.41 0 4911.66 47.77 Junc 23 4801 3.93 4911.66 47.95 Junc 24 4796.13 5.92 4911.65 50.05 Junc 25 4776.13 5.09 4911.47 58.64 Junc 26 4787.06 0 4911.65 53.99 Junc 27 4786.13 3.51 4911.65 54.39 Junc 28 4794.34 0.88 4911.65 50.83 Junc 29 4793.64 8.29 4911.65 51.13 Junc 30 4793.03 0 4911.65 51.4 Junc 31 4799.13 10.22 4911.64 48.75 Junc 32 4742.55 17.08 4911.65 73.27 Junc 33 4742.36 0 4911.65 73.35 Junc 34 4739.46 17.06 4911.69 74.63 Junc 35 4738.77 0 4911.69 74.93 Junc 36 4730.64 9.87 4911.83 78.51 Junc 37 4730.79 0 4911.83 78.44 Junc 38 4700.13 4.61 4914.89 93.06 Junc 39 4698.13 0.17 4917.07 94.87 Junc 40 4704.97 1.27 4914.89 90.96 Junc 41 4738.13 0 4925.62 81.24 Junc 42 4738.88 9.62 4925.62 80.91 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 86 of 271 Junc 43 4726.12 6.32 4927.35 87.2 Junc 44 4707.93 3.57 4922.38 92.92 Junc 45 4707.93 0 4922.38 92.92 Junc 46 4742.13 18.41 4927.31 80.24 Junc 47 4742.97 0 4927.31 79.87 Junc 48 4721.13 3.89 4927.3 89.34 Junc 49 4831.39 8.92 4929.42 42.48 Junc 50 4809.48 4.42 4929.72 52.1 Junc 51 4813.77 2.21 4929.72 50.24 Junc 52 4813.78 0 4929.72 50.24 Junc 54 4818.24 0 4932.17 49.37 Junc 55 4819.15 0 4932.17 48.97 Junc 56 4789.31 3.57 4932.17 61.9 Junc 57 4792.98 0 4932.17 60.31 Junc 58 4777.01 2.1 4932.17 67.23 Junc 59 4775 0 4932.51 68.25 Junc 60 4742.13 0 4932.51 82.49 Junc 61 4785.28 12.58 4929.98 62.7 Junc 62 4771.13 2.29 4929.98 68.83 Junc 63 4771.63 0 4929.98 68.61 Junc 64 4748 4.94 4929.98 78.85 Junc 65 4775.29 0.28 4930.87 67.41 Junc 66 4774.36 0 4930.87 67.81 Junc 67 4837.13 0 4929.43 39.99 Junc 69 4690.42 3.12 4917.07 98.21 Junc 72 4720 2.63 4911.98 83.19 Junc 73 4841.13 0 4929.44 38.26 Junc 74 4831.13 0 4929.41 42.59 Junc 75 4812 0 4929.72 51.01 Junc 53 4538 0 4548 4.33 Junc 76 4720 0 4911.98 83.19 Junc 77 4644 0 4459.65 -79.88 Junc 78 4741 0 4911.68 73.96 Junc 79 4754 0 4927.95 75.37 Resvr 70 4460 -213.11 4460 0 Resvr71 4548 0 4548 0 Tank 68 4917.5 -95.89 4929.5 5.2 Network Pipe Table Length Diameter Roughness Flow Velocity Unit Friction Link ID ft in mft GPM fps ft/Kft Pipe 1 140.98 6 0.85 -2.21 0.03 0 0 Pipe 2 68.83 6 0.85 0 0 0 0 Pipe 3 909.29 6 0.85 -15.89 0.18 0.04 0.036 Pipe 5 209.88 8 0.85 119.13 0.76 0.34 0.025 Pipe 6 203.64 6 0.85 56.55 0.64 0.35 0.028 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 87 of 271 Pipe 7 27.03 6 0.85 0 0 0 0 Pipe 8 369.66 8 0.85 -52.39 0.33 0.07 0.028 Pipe 9 664.62 8 0.85 45.48 0.29 0.06 0.029 Pipe 10 181.07 4 0.85 4.83 0.12 0.03 0.046 Pipe 11 291.91 6 0.85 27 0.31 0.09 0.032 Pipe 12 193.74 4 0.85 3.45 0.09 0.01 0.035 Pipe 13 146.19 6 0.85 17.86 0.2 0.05 0.037 Pipe 14 573.52 6 0.85 18.43 0.21 0.05 0.034 Pipe 15 73.18 6 0.85 35.35 0.4 0.15 0.031 Pipe 16 32.86 6 0.85 6.77 0.08 0 0 Pipe 17 235.31 6 0.85 28.58 0.32 0.1 0.031 Pipe 18 184.21 2 0.85 3.26 0.33 0.45 0.044 Pipe 19 268.99 6 0.85 18.44 0.21 0.05 0.033 Pipe 21 203.87 6 0.85 -16.22 0.18 0.04 0.034 Pipe 22 56.24 6 0.85 -25.26 0.29 0.08 0.031 Pipe 23 32.91 6 0.85 0 0 0 0 Pipe 24 106.06 6 0.85 -29.19 0.33 0.11 0.031 Pipe 25 184.08 2 0.85 5.09 0.52 1.01 0.04 Pipe 26 285.11 4 0.85 5.92 0.15 0.04 0.042 Pipe 27 71.16 6 0.85 9.24 0.1 0.01 0.04 Pipe 28 20.54 6 0.85 0 0 0 0 Pipe 29 353.9 6 0.85 5.73 0.06 0 0.032 Pipe 30 191.38 6 0.85 12.25 0.14 0.02 0.038 Pipe 31 20.84 6 0.85 1.15 0.01 0 0 Pipe 32 27.11 6 0.85 0 0 0 0 Pipe 33 294.13 6 0.85 10.22 0.12 0.02 0.04 Pipe 34 520.41 6 0.85 -7.14 0.08 0.01 0.041 Pipe 35 20.07 6 0.85 0 0 0 0 Pipe 36 416.79 6 0.85 -24.22 0.27 0.07 0.032 Pipe 37 32.86 6 0.85 0 0 0 0 Pipe 38 655.52 6 0.85 -41.28 0.47 0.2 0.029 Pipe 39 24.35 6 0.85 0 0 0 0 Pipe 40 62.83 6 0.85 -51.15 0.58 0.3 0.028 Pipe 41 562.92 6 0.85 -216.71 2.46 4.57 0.024 Pipe 42 347.19 6 0.85 1.27 0.01 0 0.218 Pipe 43 453.12 6 0.85 -222.59 2.53 4.81 0.024 Pipe 44 1070.83 6 0.85 -225.88 2.56 4.95 0.024 Pipe 45 29.94 6 0.85 0 0 0 0 Pipe 46 634.61 6 0.85 -229.45 2.6 5.11 0.024 Pipe 47 29.96 6 0.85 9.62 0.11 0 0 Pipe 48 314.55 6 0.85 -239.07 2.71 5.53 0.024 Pipe 49 758.4 6 0.85 22.3 0.25 0.07 0.033 Pipe 50 27.59 6 0.85 0 0 0 0 Pipe 51 515.82 6 0.85 3.89 0.04 0 0.031 Pipe 52 926.75 8 0.85 -267.69 1.71 1.58 0.023 Pipe 53 404.37 8 0.85 -180.72 1.15 0.75 0.024 Pipe 54 78.49 6 0.85 2.21 0.03 0 0 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 88 of 271 Pipe 55 42.86 6 0.85 0 0 0 0 Pipe 56 27.46 6 0.85 0 0 0 0 Pipe 57 27.77 8 0.85 0 0 0 0 Pipe 58 255.05 6 0.85 0 0 0 0 Pipe 61 191.19 6 0.85 -3.57 0.04 0 0.05 Pipe 62 76.9 6 0.85 -213.11 2.42 4.43 0.024 Pipe 63 166.1 8 0.85 0 0 0 0 Pipe 64 324.96 8 0.85 -187.35 1.2 0.8 0.024 Pipe 65 220.99 6 0.85 7.23 0.08 0.01 0.042 Pipe 66 28.58 6 0.85 0 0 0 0 Pipe 67 294.08 6 0.85 4.94 0.06 0 0.034 Pipe 68 310.49 6 0.85 207.44 2.35 4.2 0.024 Pipe 69 29.26 6 0.85 0 0 0 0 Pipe 70 211.54 6 0.85 207.16 2.35 4.19 0.024 Pipe 71 197.63 10 0.85 -95.89 0.39 0.08 0.027 Pipe 72 1956.43 12 0.85 -95.89 0.27 0.03 0.027 Pipe 73 662.45 6 0.85 -3.12 0.04 0 0.038 Pipe 4 474.09 8 0.85 176 1.12 0.71 0.024 Pipe 75 202.48 8 0.85 173.37 1.11 0.69 0.024 Pipe 77 153.32 10 0.85 95.89 0.39 0.07 0.026 Pipe 78 10 8 0.85 171.8 1.1 0.68 0.024 Pipe 76 552.72 8 0.85 0 0 0 0 Pipe 59 12.95 4 0.85 0 0 0 0 Pipe 60 36.95 8 0.85 0 0 0 0 Pipe 74 9.83 4 0.85 213.11 5.44 36.01 0.026 Pipe 79 171.21 6 0.85 -24.22 0.27 0.08 0.033 Pipe 82 379.07 8 0.85 267.69 1.71 1.58 0.023 Pump We112 #N/A #N/A #N/A 213.11 0 -472.87 0 Pump WE111 #N/A #N/A #N/A 0 0 0 0 Existing Conditions,Peak Hour Demand Network Node Table Elevation Demand Head Pressure Node ID ft GPM ft psi Junc 1 4705 3.75 4880.69 76.13 Junc 2 4702.65 42.17 4880.78 77.18 Junc 3 4704.57 23.24 4880.69 76.31 Junc 4 4705.18 0 4880.69 76.05 Junc 5 4729.94 5.25 4879.47 64.79 Junc 6 4747.8 17.31 4879.27 56.97 Junc 7 4765.33 4.71 4879.08 49.29 Junc 8 4742.27 11.74 4879.2 59.33 Junc 9 4742.04 0 4879.2 59.43 Junc 10 4764.53 23.19 4879.1 49.64 Junc 11 4763.13 8.21 4879.08 50.24 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 89 of 271 Junc 12 4781.35 9.67 4879.03 42.32 Junc 13 4772.94 5.86 4879.02 45.96 Junc 14 4793.29 12.06 4879.01 37.14 Junc 15 4768.19 11.5 4879.05 48.04 Junc 16 4769.13 0 4879.05 47.63 Junc 17 4779.13 11.69 4878.99 43.27 Junc 18 4789.15 5.54 4878.77 38.83 Junc 19 4783.51 6.98 4878.96 41.36 Junc 20 4803.84 16.48 4878.95 32.54 Junc 21 4804.94 5.3 4878.97 32.08 Junc 22 4801.41 0 4878.98 33.61 Junc 23 4801 6.68 4878.98 33.79 Junc 24 4796.13 10.06 4878.94 35.88 Junc 25 4776.13 8.65 4878.46 44.34 Junc 26 4787.06 0 4878.95 39.82 Junc 27 4786.13 5.96 4878.95 40.22 Junc 28 4794.34 1.5 4878.94 36.66 Junc 29 4793.64 14.08 4878.94 36.96 Junc 30 4793.03 0 4878.94 37.22 Junc 31 4799.13 17.36 4878.93 34.58 Junc 32 4742.55 29.02 4878.95 59.1 Junc 33 4742.36 0 4878.95 59.18 Junc 34 4739.46 28.98 4879.07 60.49 Junc 35 4738.77 0 4879.07 60.79 Junc 36 4730.64 16.77 4879.42 64.47 Junc 37 4730.79 0 4879.42 64.4 Junc 38 4700.13 7.83 4887.99 81.4 Junc 39 4698.13 0.29 4894.12 84.92 Junc 40 4704.97 2.16 4887.99 79.3 Junc 41 4738.13 0 4918.11 77.99 Junc 42 4738.88 16.34 4918.11 77.66 Junc 43 4726.12 10.74 4923 85.31 Junc 44 4707.93 6.07 4909.01 87.13 Junc 45 4707.93 0 4909.01 87.13 Junc 46 4742.13 31.28 4922.87 78.31 Junc 47 4742.97 0 4922.87 77.95 Junc 48 4721.13 6.61 4922.87 87.41 Junc 49 4831.39 15.16 4928.74 42.18 Junc 50 4809.48 7.51 4928.97 51.78 Junc 51 4813.77 3.75 4928.97 49.92 Junc 52 4813.78 0 4928.97 49.91 Junc 54 4818.24 0 4931.3 48.99 Junc 55 4819.15 0 4931.3 48.6 Junc 56 4789.31 6.07 4931.3 61.53 Junc 57 4792.98 0 4931.3 59.94 Junc 58 4777.01 3.57 4931.3 66.86 Junc 59 4775 0 4931.65 67.87 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 90 of 271 Junc 60 4742.13 0 4931.65 82.12 Junc 61 4785.28 21.37 4929.19 62.36 Junc 62 4771.13 3.89 4929.18 68.48 Junc 63 4771.63 0 4929.18 68.27 Junc64 4748 8.39 4929.18 78.5 Junc 65 4775.29 0.48 4930.04 67.05 Junc 66 4774.36 0 4930.04 67.46 Junc 67 4837.13 0 4928.87 39.75 Junc 69 4690.42 5.3 4894.12 88.26 Junc 72 4720 4.47 4879.85 69.26 Junc 73 4841.13 0 4928.97 38.06 Junc 74 4831.13 0 4928.73 42.29 Junc 75 4812 0 4928.97 50.68 Junc 53 4538 0 4548 4.33 Junc 76 4720 0 4879.85 69.26 Junc 77 4644 0 4459.64 -79.88 Junc 78 4741 0 4879.03 59.81 Junc 79 4754 0 4924.66 73.95 Resvr 70 4460 -213.56 4460 0 Resvr71 4548 0 4548 0 Tank 68 4917.5 -311.43 4929.5 5.2 Network Pipe Table Length Diameter Roughness Flow Velocity Unit Friction Link ID ft in mft GPM fps ft/Kft Pipe 1 140.98 6 0.85 -3.75 0.04 0 0.062 Pipe 2 68.83 6 0.85 0 0 0 0 Pipe 3 909.29 6 0.85 -26.99 0.31 0.09 0.032 Pipe 5 209.88 8 0.85 202.26 1.29 0.92 0.024 Pipe 6 203.64 6 0.85 95.67 1.09 0.95 0.026 Pipe 7 27.03 6 0.85 0 0 0 0 Pipe 8 369.66 8 0.85 -89.28 0.57 0.2 0.026 Pipe 9 664.62 8 0.85 77.54 0.49 0.15 0.027 Pipe 10 181.07 4 0.85 8.21 0.21 0.08 0.04 Pipe 11 291.91 6 0.85 46.14 0.52 0.24 0.029 Pipe 12 193.74 4 0.85 5.86 0.15 0.05 0.044 Pipe 13 146.19 6 0.85 30.61 0.35 0.12 0.031 Pipe 14 573.52 6 0.85 31.24 0.35 0.12 0.031 Pipe 15 73.18 6 0.85 59.71 0.68 0.39 0.028 Pipe 16 32.86 6 0.85 11.5 0.13 0.03 0.056 Pipe 17 235.31 6 0.85 48.21 0.55 0.27 0.029 Pipe 18 184.21 2 0.85 5.54 0.57 1.18 0.039 Pipe 19 268.99 6 0.85 30.98 0.35 0.12 0.031 Pipe 21 203.87 6 0.85 -27.75 0.31 0.1 0.031 Pipe 22 56.24 6 0.85 -43.11 0.49 0.22 0.029 Pipe 23 32.91 6 0.85 0 0 0 0 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 91 of 271 Pipe 24 106.06 6 0.85 -49.79 0.57 0.28 0.028 Pipe 25 184.08 2 0.85 8.65 0.88 2.68 0.037 Pipe 26 285.11 4 0.85 10.06 0.26 0.11 0.037 Pipe 27 71.16 6 0.85 15.35 0.17 0.03 0.036 Pipe 28 20.54 6 0.85 0 0 0 0 Pipe 29 353.9 6 0.85 9.39 0.11 0.01 0.039 Pipe 30 191.38 6 0.85 20.67 0.23 0.06 0.033 Pipe 31 20.84 6 0.85 1.81 0.02 0.02 1.795 Pipe 32 27.11 6 0.85 0 0 0 0 Pipe 33 294.13 6 0.85 17.36 0.2 0.04 0.036 Pipe 34 520.41 6 0.85 -12.27 0.14 0.02 0.039 Pipe 35 20.07 6 0.85 0 0 0 0 Pipe 36 416.79 6 0.85 -41.29 0.47 0.2 0.029 Pipe 37 32.86 6 0.85 0 0 0 0 Pipe 38 655.52 6 0.85 -70.27 0.8 0.53 0.027 Pipe 39 24.35 6 0.85 0 0 0 0 Pipe 40 62.83 6 0.85 -87.04 0.99 0.79 0.026 Pipe 41 562.92 6 0.85 -368.18 4.18 12.82 0.024 Pipe 42 347.19 6 0.85 2.16 0.02 0 0.075 Pipe 43 453.12 6 0.85 -378.17 4.29 13.51 0.024 Pipe 44 1070.83 6 0.85 -383.76 4.35 13.91 0.024 Pipe 45 29.94 6 0.85 0 0 0 0 Pipe 46 634.61 6 0.85 -389.83 4.42 14.34 0.024 Pipe 47 29.96 6 0.85 16.34 0.19 0.03 0.031 Pipe 48 314.55 6 0.85 -406.17 4.61 15.54 0.024 Pipe 49 758.4 6 0.85 37.89 0.43 0.17 0.03 Pipe 50 27.59 6 0.85 0 0 0 0 Pipe 51 515.82 6 0.85 6.61 0.08 0.01 0.038 Pipe 52 926.75 8 0.85 -454.8 2.9 4.39 0.022 Pipe 53 404.37 8 0.85 -158.53 1.01 0.58 0.024 Pipe 54 78.49 6 0.85 3.75 0.04 0 0 Pipe 55 42.86 6 0.85 0 0 0 0 Pipe 56 27.46 6 0.85 0 0 0 0 Pipe 57 27.77 8 0.85 0 0 0 0 Pipe 58 255.05 6 0.85 0 0 0 0 Pipe 61 191.19 6 0.85 -6.07 0.07 0.01 0.035 Pipe 62 76.9 6 0.85 -213.56 2.42 4.44 0.024 Pipe 63 166.1 8 0.85 0 0 0 0 Pipe 64 324.96 8 0.85 -169.79 1.08 0.66 0.024 Pipe 65 220.99 6 0.85 12.28 0.14 0.02 0.04 Pipe 66 28.58 6 0.85 0 0 0 0 Pipe 67 294.08 6 0.85 8.39 0.1 0.01 0.041 Pipe 68 310.49 6 0.85 203.92 2.31 4.06 0.024 Pipe 69 29.26 6 0.85 0 0 0 0 Pipe 70 211.54 6 0.85 203.44 2.31 4.04 0.024 Pipe 71 197.63 10 0.85 -311.43 1.27 0.68 0.023 Pipe 72 1956.43 12 0.85 -311.43 0.88 0.27 0.022 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 92 of 271 Pipe 73 662.45 6 0.85 -5.3 0.06 0 0.026 Pipe 4 474.09 8 0.85 299.02 1.91 1.95 0.023 Pipe 75 202.48 8 0.85 294.55 1.88 1.9 0.023 Pipe 77 153.32 10 0.85 311.43 1.27 0.68 0.022 Pipe 78 10 8 0.85 143.37 0.92 0.49 0.025 Pipe 76 552.72 8 0.85 0 0 0 0 Pipe 59 12.95 4 0.85 0 0 0 0 Pipe 60 36.95 8 0.85 0 0 0 0 Pipe 74 9.83 4 0.85 213.56 5.45 36.16 0.026 Pipe 79 171.21 6 0.85 -41.29 0.47 0.2 0.029 Pipe 82 379.07 8 0.85 454.8 2.9 4.39 0.022 Pump We112 #N/A #N/A #N/A 213.56 0 -472 0 Pump WE111 #N/A #N/A #N/A 0 0 0 0 Fixed Existing Conditions, Max Day Demand Network Node Table Elevation Demand Head Pressure Node ID ft GPM ft psi Junc 1 4705 2.21 4928.64 96.9 Junc 2 4702.65 24.82 4928.67 97.94 Junc 3 4704.57 13.68 4928.64 97.09 Junc 4 4705.18 0 4928.64 96.82 Junc 5 4729.94 3.09 4928.65 86.1 Junc 6 4747.8 10.19 4928.63 78.35 Junc 7 4765.33 2.77 4928.62 70.75 Junc 8 4742.27 6.91 4928.62 80.75 Junc 9 4742.04 0 4928.62 80.85 Junc 10 4764.53 13.65 4928.62 71.1 Junc 11 4763.13 4.83 4928.61 71.7 Junc 12 4781.35 5.69 4928.62 63.81 Junc 13 4772.94 3.45 4928.61 67.45 Junc 14 4793.29 7.1 4928.62 58.64 Junc 15 4768.19 6.77 4928.62 69.51 Junc 16 4769.13 0 4928.62 69.11 Junc 17 4779.13 6.88 4928.61 64.77 Junc 18 4789.15 3.26 4928.53 60.39 Junc 19 4783.51 4.11 4928.61 62.87 Junc 20 4803.84 9.7 4928.63 54.07 Junc 21 4804.94 3.12 4928.62 53.59 Junc 22 4801.41 0 4928.62 55.12 Junc 23 4801 3.93 4928.62 55.3 Junc 24 4796.13 5.92 4928.61 57.4 Junc 25 4776.13 5.09 4928.43 65.99 Junc 26 4787.06 0 4928.61 61.34 Junc 27 4786.13 3.51 4928.61 61.74 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 93 of 271 Junc 28 4794.34 0.88 4928.64 58.19 Junc 29 4793.64 8.29 4928.64 58.5 Junc 30 4793.03 0 4928.64 58.76 Junc 31 4799.13 10.22 4928.63 56.11 Junc 32 4742.55 17.08 4928.71 80.66 Junc 33 4742.36 0 4928.71 80.75 Junc 34 4739.46 17.06 4928.74 82.02 Junc 35 4738.77 0 4928.74 82.32 Junc 36 4730.64 9.87 4928.65 85.8 Junc 37 4730.79 0 4928.65 85.73 Junc 38 4700.13 4.61 4928.76 99.06 Junc 39 4698.13 0.17 4928.83 99.96 Junc 40 4704.97 1.27 4928.76 96.97 Junc 41 4738.13 0 4929.1 82.75 Junc 42 4738.88 9.62 4929.1 82.42 Junc 43 4726.12 6.32 4929.18 87.99 Junc 44 4707.93 3.57 4928.99 95.78 Junc 45 4707.93 0 4928.99 95.78 Junc 46 4742.13 18.41 4929.13 81.03 Junc 47 4742.97 0 4929.13 80.66 Junc 48 4721.13 3.89 4929.13 90.13 Junc 49 4831.39 8.92 4929.37 42.46 Junc 50 4809.48 4.42 4929.26 51.9 Junc 51 4813.77 2.21 4929.26 50.04 Junc 52 4813.78 0 4929.26 50.04 Junc 54 4818.24 0 4929.53 48.22 Junc 55 4819.15 0 4929.53 47.83 Junc 56 4789.31 3.57 4929.66 60.81 Junc 57 4792.98 0 4929.66 59.22 Junc 58 4777.01 2.1 4929.86 66.23 Junc 59 4775 0 4930.2 67.25 Junc 60 4742.13 0 4930.2 81.49 Junc 61 4785.28 12.58 4929.19 62.35 Junc 62 4771.13 2.29 4929.12 68.46 Junc 63 4771.63 0 4929.12 68.24 Junc 64 4748 4.94 4929.04 78.44 Junc 65 4775.29 0.28 4929.46 66.8 Junc 66 4774.36 0 4929.46 67.2 Junc 67 4837.13 0 4929.43 39.99 Junc 69 4690.42 3.12 4928.83 103.3 Junc 72 4720 2.63 4928.65 90.41 Junc 73 4841.13 0 4929.44 38.27 Junc 74 4831.13 0 4929.38 42.57 Junc 75 4812 0 4929.26 50.81 Junc 53 4538 0 4548 4.33 Junc 76 4720 0 4928.65 90.41 Junc 77 4644 0 4459.64 -79.88 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 94 of 271 Junc 78 4741 0 4928.79 81.37 Junc 79 4754 0 4929.24 75.93 Junc 80 4730 0 4928.93 86.2 Resvr 70 4460 -214.31 4460 0 Resvr71 4548 0 4548 0 Tank 68 4917.5 -94.69 4929.5 5.2 Network Pipe Table Length Diameter Roughness Flow Velocity Unit Friction Link ID ft in mft GPM fps ft/Kft Pipe 1 140.98 6 0.85 -2.21 0.03 0 0.177 Pipe 2 68.83 6 0.85 0 0 0 0 Pipe 3 909.29 6 0.85 -15.89 0.18 0.04 0.035 Pipe 5 209.88 8 0.85 54.43 0.35 0.08 0.028 Pipe 6 203.64 6 0.85 19.94 0.23 0.05 0.033 Pipe 7 27.03 6 0.85 0 0 0 0 Pipe 8 369.66 8 0.85 -24.3 0.16 0.02 0.033 Pipe 9 664.62 8 0.85 17.39 0.11 0.01 0.038 Pipe 10 181.07 4 0.85 4.83 0.12 0.03 0.042 Pipe 11 291.91 6 0.85 -1.09 0.01 0 0.354 Pipe 12 193.74 4 0.85 3.45 0.09 0.01 0.035 Pipe 13 146.19 6 0.85 -10.23 0.12 0.02 0.04 Pipe 14 573.52 6 0.85 1.69 0.02 0 0.075 Pipe 15 73.18 6 0.85 15.48 0.18 0.04 0.042 Pipe 16 32.86 6 0.85 6.77 0.08 0 0 Pipe 17 235.31 6 0.85 8.71 0.1 0.01 0.041 Pipe 18 184.21 2 0.85 3.26 0.33 0.45 0.044 Pipe 19 268.99 6 0.85 -1.43 0.02 0 0.222 Pipe 21 203.87 8 0.85 28.61 0.18 0.02 0.031 Pipe 22 56.24 8 0.85 19.57 0.12 0.01 0.024 Pipe 23 32.91 6 0.85 0 0 0 0 Pipe 24 106.06 8 0.85 15.64 0.1 0.01 0.04 Pipe 25 184.08 2 0.85 5.09 0.52 1.01 0.04 Pipe 26 285.11 4 0.85 5.92 0.15 0.04 0.042 Pipe 27 71.16 6 0.85 -10.63 0.12 0.01 0.03 Pipe 28 20.54 6 0.85 0 0 0 0 Pipe 29 353.9 6 0.85 -14.14 0.16 0.03 0.036 Pipe 30 191.38 8 0.85 -52.45 0.33 0.08 0.029 Pipe 31 20.84 8 0.85 -63.55 0.41 0.09 0.024 Pipe 32 27.11 6 0.85 0 0 0 0 Pipe 33 294.13 6 0.85 10.22 0.12 0.02 0.04 Pipe 34 520.41 8 0.85 -71.84 0.46 0.13 0.027 Pipe 35 20.07 6 0.85 0 0 0 0 Pipe 36 416.79 8 0.85 -88.92 0.57 0.2 0.026 Pipe 37 32.86 6 0.85 0 0 0 0 Pipe 38 655.52 6 0.85 33.94 0.39 0.14 0.03 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 95 of 271 Pipe 39 24.35 6 0.85 0 0 0 0 Pipe 40 62.83 6 0.85 24.07 0.27 0.08 0.034 Pipe 41 562.92 8 0.85 -76.79 0.49 0.15 0.027 Pipe 42 347.19 6 0.85 1.27 0.01 0 0 Pipe 43 453.12 8 0.85 -82.67 0.53 0.17 0.027 Pipe 44 1070.83 6 0.85 -34.74 0.39 0.15 0.03 Pipe 45 29.94 6 0.85 0 0 0 0 Pipe 46 634.61 6 0.85 -38.31 0.43 0.17 0.03 Pipe 47 29.96 6 0.85 9.62 0.11 0.02 0.044 Pipe 48 314.55 6 0.85 -47.93 0.54 0.26 0.029 Pipe 49 758.4 6 0.85 22.3 0.25 0.07 0.033 Pipe 50 27.59 6 0.85 0 0 0 0 Pipe 51 515.82 6 0.85 3.89 0.04 0 0.047 Pipe 52 926.75 8 0.85 -76.55 0.49 0.15 0.027 Pipe 53 404.37 8 0.85 105.69 0.67 0.27 0.026 Pipe 54 78.49 6 0.85 2.21 0.03 0.01 0.319 Pipe 55 42.86 6 0.85 0 0 0 0 Pipe 56 27.46 6 0.85 0 0 0 0 Pipe 57 27.77 8 0.85 0 0 0 0 Pipe 58 255.05 6 0.85 0 0 0 0 Pipe 61 191.19 6 0.85 -100.04 1.14 1.04 0.026 Pipe 62 76.9 6 0.85 -214.31 2.43 4.48 0.024 Pipe 63 166.1 8 0.85 0 0 0 0 Pipe 64 324.96 8 0.85 99.06 0.63 0.24 0.026 Pipe 65 220.99 10 0.85 198.37 0.81 0.29 0.024 Pipe 66 28.58 6 0.85 0 0 0 0 Pipe 67 294.08 10 0.85 196.08 0.8 0.28 0.024 Pipe 68 310.49 6 0.85 112.17 1.27 1.29 0.026 Pipe 69 29.26 6 0.85 0 0 0 0 Pipe 70 211.54 6 0.85 111.89 1.27 1.28 0.026 Pipe 71 197.63 10 0.85 -191.16 0.78 0.27 0.024 Pipe 72 1956.43 12 0.85 -94.69 0.27 0.03 0.027 Pipe 73 662.45 6 0.85 -3.12 0.04 0 0.038 Pipe 4 474.09 8 0.85 36.08 0.23 0.04 0.031 Pipe 75 202.48 8 0.85 33.45 0.21 0.03 0.032 Pipe 77 153.32 10 0.85 94.69 0.39 0.07 0.026 Pipe 78 10 8 0.85 -114.61 0.73 0.34 0.027 Pipe 76 552.72 8 0.85 96.47 0.62 0.23 0.026 Pipe 59 12.95 4 0.85 0 0 0 0 Pipe 60 36.95 8 0.85 0 0 0 0 Pipe 74 9.83 4 0.85 214.31 5.47 36.41 0.026 Pipe 79 171.21 6 0.85 51 0.58 0.29 0.028 Pipe 80 919.57 10 0.85 139.92 0.57 0.15 0.025 Pipe 81 450.23 8 0.85 -96.47 0.62 0.23 0.026 Pipe 82 379.07 8 0.85 76.55 0.49 0.15 0.027 Pipe 83 1075.18 6 0.85 0 0 0 0 Pipe 20 399.02 10 0.85 191.14 0.78 0.27 0.024 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 96 of 271 Pipe 84 1362.3 8 0.85 51.23 0.33 0.07 0.029 Pump We112 #N/A #N/A #N/A 214.31 0 -470.56 0 Pump WE111 #N/A #N/A #N/A 0 0 0 0 Fixed Existing Conditions, Peak Hour Demand Network Node Table Elevation Demand Head Pressure Node ID ft GPM ft psi Junc 1 4705 3.75 4926.08 95.79 Junc 2 4702.65 42.17 4926.1 96.82 Junc 3 4704.57 23.24 4926.08 95.98 Junc 4 4705.18 0 4926.08 95.71 Junc 5 4729.94 5.25 4926.04 84.97 Junc 6 4747.8 17.31 4926 77.21 Junc 7 4765.33 4.71 4925.97 69.6 Junc 8 4742.27 11.74 4925.98 79.6 Junc 9 4742.04 0 4925.98 79.7 Junc 10 4764.53 23.19 4925.96 69.95 Junc 11 4763.13 8.21 4925.95 70.55 Junc 12 4781.35 9.67 4925.96 62.66 Junc 13 4772.94 5.86 4925.95 66.3 Junc 14 4793.29 12.06 4925.97 57.49 Junc 15 4768.19 11.5 4925.96 68.36 Junc 16 4769.13 0 4925.96 67.96 Junc 17 4779.13 11.69 4925.96 63.62 Junc 18 4789.15 5.54 4925.74 59.18 Junc 19 4783.51 6.98 4925.96 61.72 Junc 20 4803.84 16.48 4925.99 52.93 Junc 21 4804.94 5.3 4925.97 52.44 Junc 22 4801.41 0 4925.97 53.97 Junc 23 4801 6.68 4925.97 54.15 Junc 24 4796.13 10.06 4925.94 56.25 Junc 25 4776.13 8.65 4925.46 64.71 Junc 26 4787.06 0 4925.96 60.18 Junc 27 4786.13 5.96 4925.96 60.59 Junc 28 4794.34 1.5 4926.03 57.06 Junc 29 4793.64 14.08 4926.03 57.37 Junc 30 4793.03 0 4926.03 57.63 Junc 31 4799.13 17.36 4926.01 54.98 Junc 32 4742.55 29.02 4926.22 79.58 Junc 33 4742.36 0 4926.22 79.67 Junc 34 4739.46 28.98 4926.31 80.96 Junc 35 4738.77 0 4926.31 81.26 Junc 36 4730.64 16.77 4926.05 84.67 Junc 37 4730.79 0 4926.05 84.61 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 97 of 271 Junc 38 4700.13 7.83 4926.31 98.01 Junc 39 4698.13 0.29 4926.52 98.96 Junc 40 4704.97 2.16 4926.31 95.91 Junc 41 4738.13 0 4926.97 81.83 Junc 42 4738.88 16.34 4926.97 81.5 Junc 43 4726.12 10.74 4927.14 87.1 Junc 44 4707.93 6.07 4926.78 94.83 Junc 45 4707.93 0 4926.78 94.83 Junc 46 4742.13 31.28 4927.14 80.16 Junc 47 4742.97 0 4927.14 79.8 Junc 48 4721.13 6.61 4927.2 89.29 Junc 49 4831.39 15.16 4928.68 42.15 Junc 50 4809.48 7.51 4928.19 51.44 Junc 51 4813.77 3.75 4928.19 49.58 Junc 52 4813.78 0 4928.19 49.58 Junc 54 4818.24 0 4928.91 47.95 Junc 55 4819.15 0 4928.91 47.56 Junc 56 4789.31 6.07 4928.95 60.51 Junc 57 4792.98 0 4928.95 58.92 Junc 58 4777.01 3.57 4929.03 65.87 Junc 59 4775 0 4929.37 66.89 Junc 60 4742.13 0 4929.37 81.13 Junc 61 4785.28 21.37 4927.84 61.77 Junc 62 4771.13 3.89 4927.65 67.82 Junc 63 4771.63 0 4927.65 67.6 Junc 64 4748 8.39 4927.41 77.74 Junc 65 4775.29 0.48 4928.32 66.31 Junc 66 4774.36 0 4928.32 66.71 Junc 67 4837.13 0 4928.87 39.75 Junc 69 4690.42 5.3 4926.51 102.3 Junc 72 4720 4.47 4926.05 89.28 Junc 73 4841.13 0 4928.97 38.06 Junc 74 4831.13 0 4928.69 42.27 Junc 75 4812 0 4928.19 50.35 Junc 53 4538 0 4548 4.33 Junc 76 4720 0 4926.05 89.28 Junc 77 4644 0 4459.64 -79.88 Junc 78 4741 0 4926.45 80.35 Junc 79 4754 0 4927.39 75.13 Junc 80 0 0 4926.83 2134.79 Resvr 70 4460 -214.74 4460 0 Resvr71 4548 0 4548 0 Tank 68 4917.5 -310.25 4929.5 5.2 Network Pipe Table Length Diameter Roughness Flow Velocity Unit Friction FLS-W-24-02 IPUC DR 16 Attachment 4 Page 98 of 271 Link ID ft in tuft GPM fps ft/Kft Pipe 1 140.98 6 0.85 -3.75 0.04 0 0.062 Pipe 2 68.83 6 0.85 0 0 0 0 Pipe 3 909.29 8 0.85 -26.99 0.17 0.02 0.033 Pipe 5 209.88 8 0.85 90.95 0.58 0.2 0.026 Pipe 6 203.64 6 0.85 32.98 0.37 0.13 0.03 Pipe 7 27.03 6 0.85 0 0 0 0 Pipe 8 369.66 8 0.85 -40.66 0.26 0.05 0.03 Pipe 9 664.62 8 0.85 28.92 0.18 0.03 0.032 Pipe 10 181.07 4 0.85 8.21 0.21 0.08 0.038 Pipe 11 291.91 6 0.85 -2.48 0.03 0 0.068 Pipe 12 193.74 4 0.85 5.86 0.15 0.05 0.044 Pipe 13 146.19 6 0.85 -18.01 0.2 0.04 0.033 Pipe 14 573.52 6 0.85 2.39 0.03 0 0.075 Pipe 15 73.18 6 0.85 25.88 0.29 0.09 0.032 Pipe 16 32.86 6 0.85 11.5 0.13 0.03 0.056 Pipe 17 235.31 6 0.85 14.38 0.16 0.03 0.038 Pipe 18 184.21 2 0.85 5.54 0.57 1.17 0.039 Pipe 19 268.99 6 0.85 -2.85 0.03 0 0.056 Pipe 21 203.87 8 0.85 49.72 0.32 0.07 0.03 Pipe 22 56.24 8 0.85 34.36 0.22 0.03 0.031 Pipe 23 32.91 6 0.85 0 0 0 0 Pipe 24 106.06 8 0.85 27.68 0.18 0.02 0.032 Pipe 25 184.08 2 0.85 8.65 0.88 2.68 0.037 Pipe 26 285.11 4 0.85 10.06 0.26 0.11 0.037 Pipe 27 71.16 6 0.85 -18.48 0.21 0.05 0.035 Pipe 28 20.54 6 0.85 0 0 0 0 Pipe 29 353.9 6 0.85 -24.44 0.28 0.08 0.032 Pipe 30 191.38 8 0.85 -90.64 0.58 0.2 0.026 Pipe 31 20.84 8 0.85 -109.5 0.7 0.28 0.025 Pipe 32 27.11 6 0.85 0 0 0 0 Pipe 33 294.13 6 0.85 17.36 0.2 0.04 0.036 Pipe 34 520.41 8 0.85 -123.58 0.79 0.36 0.025 Pipe 35 20.07 6 0.85 0 0 0 0 Pipe 36 416.79 8 0.85 -152.6 0.97 0.54 0.024 Pipe 37 32.86 6 0.85 0 0 0 0 Pipe 38 655.52 6 0.85 59.18 0.67 0.39 0.028 Pipe 39 24.35 6 0.85 0 0 0 0 Pipe 40 62.83 6 0.85 42.41 0.48 0.21 0.029 Pipe 41 562.92 8 0.85 -127.43 0.81 0.39 0.025 Pipe 42 347.19 6 0.85 2.16 0.02 0 0.075 Pipe 43 453.12 8 0.85 -137.42 0.88 0.44 0.025 Pipe 44 1070.83 6 0.85 -46.28 0.53 0.25 0.029 Pipe 45 29.94 6 0.85 0 0 0 0 Pipe 46 634.61 6 0.85 -52.35 0.59 0.31 0.028 Pipe 47 29.96 6 0.85 16.34 0.19 0.03 0.031 Pipe 48 314.55 6 0.85 -68.69 0.78 0.51 0.027 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 99 of 271 Pipe 49 758.4 6 0.85 -0.52 0.01 0 0 Pipe 50 27.59 6 0.85 0 0 0 0 Pipe 51 515.82 6 0.85 -31.8 0.36 0.12 0.031 Pipe 52 926.75 6 0.85 -117.32 1.33 1.41 0.026 Pipe 53 404.37 8 0.85 231.81 1.48 1.2 0.023 Pipe 54 78.49 6 0.85 3.75 0.04 0 0 Pipe 55 42.86 6 0.85 0 0 0 0 Pipe 56 27.46 6 0.85 0 0 0 0 Pipe 57 27.77 8 0.85 0 0 0 0 Pipe 58 255.05 6 0.85 0 0 0 0 Pipe 61 191.19 6 0.85 -60.11 0.68 0.4 0.028 Pipe 62 76.9 6 0.85 -214.74 2.44 4.49 0.024 Pipe 63 166.1 8 0.85 0 0 0 0 Pipe 64 324.96 8 0.85 220.55 1.41 1.09 0.024 Pipe 65 220.99 10 0.85 349.76 1.43 0.85 0.022 Pipe 66 28.58 6 0.85 0 0 0 0 Pipe 67 294.08 10 0.85 345.87 1.41 0.83 0.022 Pipe 68 310.49 6 0.85 151.06 1.71 2.28 0.025 Pipe 69 29.26 6 0.85 0 0 0 0 Pipe 70 211.54 6 0.85 150.58 1.71 2.26 0.025 Pipe 71 197.63 10 0.85 -364.29 1.49 0.91 0.022 Pipe 72 1956.43 12 0.85 -310.25 0.88 0.27 0.022 Pipe 73 662.45 6 0.85 -5.3 0.06 0 0.033 Pipe 4 474.09 8 0.85 58.27 0.37 0.09 0.028 Pipe 75 202.48 8 0.85 53.79 0.34 0.08 0.028 Pipe 77 153.32 10 0.85 310.25 1.27 0.67 0.022 Pipe 78 10 8 0.85 -246.97 1.58 1.37 0.024 Pipe 76 552.72 8 0.85 54.04 0.34 0.08 0.028 Pipe 59 12.95 4 0.85 0 0 0 0 Pipe 60 36.95 8 0.85 0 0 0 0 Pipe 74 9.83 4 0.85 214.74 5.48 36.56 0.026 Pipe 79 171.21 6 0.85 88.16 1 0.82 0.026 Pipe 80 919.57 10 0.85 240.76 0.98 0.42 0.023 Pipe 81 450.23 8 0.85 -54.04 0.34 0.08 0.029 Pipe 82 379.07 6 0.85 78.91 0.9 0.66 0.027 Pipe 83 1075.18 6 0.85 38.41 0.44 0.17 0.03 Pipe 20 399.28 12 100 337.48 0.96 1.45 0.102 Pipe 84 1361.63 8 0.85 96.72 0.62 0.23 0.026 Pump We112 #N/A #N/A #N/A 214.74 0 -469.73 0 Pump WE111 #N/A #N/A #N/A 0 0 0 0 Future Conditions, Max Day Demand Network Node Table Elevation Demand Head Pressure Node ID ft GPM ft psi FLS-W-24-02 IPUC DR 16 Attachment 4 Page 100 of 271 Junc 1 4705 22.58 4926.02 95.77 Junc 2 4702.65 28.96 4926.1 96.82 Junc 3 4704.57 15.96 4926.03 95.96 Junc 4 4705.18 0 4926.03 95.69 Junc 5 4729.94 3.61 4926.09 84.99 Junc 6 4747.8 11.89 4926.07 77.24 Junc 7 4765.33 3.23 4926.05 69.64 Junc 8 4742.27 8.06 4926.06 79.64 Junc 9 4742.04 0 4926.06 79.74 Junc 10 4764.53 15.93 4926.05 69.99 Junc 11 4763.13 5.64 4926.04 70.59 Junc 12 4781.35 6.64 4926.05 62.7 Junc 13 4772.94 4.03 4926.04 66.34 Junc 14 4793.29 8.29 4926.05 57.53 Junc 15 4768.19 7.9 4926.05 68.4 Junc 16 4769.13 0 4926.05 67.99 Junc 17 4779.13 8.03 4926.05 63.66 Junc 18 4789.15 3.8 4925.94 59.27 Junc 19 4783.51 4.8 4926.05 61.76 Junc 20 4803.84 11.32 4926.06 52.96 Junc 21 4804.94 3.64 4926.05 52.48 Junc 22 4801.41 0 4926.05 54.01 Junc 23 4801 4.59 4926.05 54.18 Junc 24 4796.13 6.91 4926.04 56.29 Junc 25 4776.13 5.94 4925.8 64.85 Junc 26 4787.06 0 4926.05 60.23 Junc 27 4786.13 4.1 4926.05 60.63 Junc 28 4794.34 1.03 4926.07 57.08 Junc 29 4793.64 9.67 4926.08 57.39 Junc 30 4793.03 0 4926.08 57.65 Junc 31 4799.13 11.93 4926.04 54.99 Junc 32 4742.55 19.93 4926.29 79.61 Junc 33 4742.36 0 4926.29 79.7 Junc 34 4739.46 19.91 4926.39 81 Junc 35 4738.77 0 4926.39 81.29 Junc 36 4730.64 11.52 4926.11 84.7 Junc 37 4730.79 0 4926.11 84.63 Junc 38 4700.13 5.38 4926.26 97.98 Junc 39 4698.13 0.2 4926.4 98.91 Junc 40 4704.97 1.48 4926.26 95.89 Junc 41 4738.13 0 4926.65 81.68 Junc 42 4738.88 11.23 4926.65 81.36 Junc 43 4726.12 7.38 4926.73 86.92 Junc 44 4707.93 4.17 4926.54 94.73 Junc 45 4707.93 0 4926.54 94.73 Junc 46 4742.13 21.48 4926.69 79.97 Junc 47 4742.97 0 4926.69 79.61 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 101 of 271 Junc 48 4721.13 24.54 4926.69 89.07 Junc 49 4831.39 10.41 4927.98 41.85 Junc 50 4809.48 5.16 4927.8 51.27 Junc 51 4813.77 2.58 4927.8 49.41 Junc 52 4813.78 0 4927.8 49.4 Junc 54 4818.24 0 4928.4 47.73 Junc 55 4819.15 0 4928.4 47.34 Junc 56 4789.31 4.17 4928.48 60.3 Junc 57 4792.98 0 4928.48 58.71 Junc 58 4777.01 2.45 4928.6 65.69 Junc 59 4775 0 4928.95 66.71 Junc 60 4742.13 0 4928.95 80.95 Junc 61 4785.28 14.68 4927.66 61.7 Junc 62 4771.13 2.67 4927.47 67.74 Junc 63 4771.63 0 4927.47 67.52 Junc 64 4748 5.76 4927.21 77.65 Junc 65 4775.29 0.33 4928.04 66.19 Junc 66 4774.36 0 4928.04 66.59 Junc 67 4837.13 119.52 4928.33 39.52 Junc 69 4690.42 20.89 4926.37 102.24 Junc 72 4720 3.07 4926.1 89.3 Junc 73 4841.13 0 4928.45 37.84 Junc 74 4831.13 0 4928 41.97 Junc 75 4812 0 4927.8 50.18 Junc 53 4538 0 4548 4.33 Junc 76 4720 0 4926.1 89.3 Junc 77 4644 0 4459.64 -79.88 Junc 78 4741 0 4926.51 80.38 Junc 79 4754 141.02 4926.79 74.87 Junc 80 4780 40 4926.01 63.27 Junc 81 4730 26.3 4926.01 84.93 Junc 82 4730 0 4926.87 85.3 Junc 83 4690 17.25 4926.36 102.41 Resvr 70 4460 -214.96 4460 0 Resvr71 4548 0 4548 0 Resvr 84 4460 -546.95 4460 0 Resvr85 4460 0 4460 0 Tank 68 4917.5 -0.05 4930.03 5.43 Network Pipe Table Length Diameter Roughness Flow Velocity Unit Friction Link ID ft in mft GPM fps ft/Kft Pipe 1 140.98 8 0.85 -39.35 0.25 0.05 0.031 Pipe 2 68.83 6 0.85 0 0 0 0 Pipe 3 909.29 8 0.85 -55.31 0.35 0.08 0.028 Pipe 5 209.88 8 0.85 66.54 0.42 0.11 0.027 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 102 of 271 Pipe 6 203.64 6 0.85 24.44 0.28 0.08 0.032 Pipe 7 27.03 6 0.85 0 0 0 0 Pipe 8 369.66 8 0.85 -30.21 0.19 0.03 0.032 Pipe 9 664.62 8 0.85 22.15 0.14 0.02 0.035 Pipe 10 181.07 4 0.85 5.64 0.14 0.04 0.042 Pipe 11 291.91 6 0.85 0.58 0.01 0 0 Pipe 12 193.74 4 0.85 4.03 0.1 0.02 0.036 Pipe 13 146.19 6 0.85 -10.09 0.11 0.02 0.041 Pipe 14 573.52 6 0.85 6.03 0.07 0.01 0.035 Pipe 15 73.18 6 0.85 15.18 0.17 0.03 0.036 Pipe 16 32.86 6 0.85 7.9 0.09 0.01 0.06 Pipe 17 235.31 6 0.85 7.28 0.08 0.01 0.049 Pipe 18 184.21 2 0.85 3.8 0.39 0.59 0.042 Pipe 19 268.99 6 0.85 -4.55 0.05 0 0.044 Pipe 21 203.87 8 0.85 27.49 0.18 0.02 0.033 Pipe 22 56.24 8 0.85 16.94 0.11 0.01 0.032 Pipe 23 32.91 6 0.85 0 0 0 0 Pipe 24 106.06 8 0.85 12.35 0.08 0 0.032 Pipe 25 184.08 2 0.85 5.94 0.61 1.34 0.039 Pipe 26 285.11 4 0.85 6.91 0.18 0.06 0.04 Pipe 27 71.16 6 0.85 -15.29 0.17 0.03 0.037 Pipe 28 20.54 6 0.85 0 0 0 0 Pipe 29 353.9 8 0.85 -19.39 0.12 0.01 0.035 Pipe 30 191.38 8 0.85 -58.2 0.37 0.09 0.028 Pipe 31 20.84 8 0.85 -120.69 0.77 0.35 0.025 Pipe 32 27.11 6 0.85 0 0 0 0 Pipe 33 294.13 8 0.85 61.46 0.39 0.1 0.028 Pipe 34 520.41 8 0.85 -130.36 0.83 0.4 0.025 Pipe 35 20.07 6 0.85 0 0 0 0 Pipe 36 416.79 8 0.85 -150.29 0.96 0.53 0.025 Pipe 37 32.86 6 0.85 0 0 0 0 Pipe 38 655.52 6 0.85 61.88 0.7 0.42 0.028 Pipe 39 24.35 6 0.85 0 0 0 0 Pipe 40 62.83 6 0.85 50.36 0.57 0.29 0.028 Pipe 41 562.92 8 0.85 -107.14 0.68 0.28 0.026 Pipe 42 347.19 6 0.85 1.48 0.02 0 0 Pipe 43 453.12 8 0.85 -114 0.73 0.31 0.025 Pipe 44 1070.83 6 0.85 -32.93 0.37 0.13 0.03 Pipe 45 29.94 6 0.85 0 0 0 0 Pipe 46 634.61 6 0.85 -37.1 0.42 0.16 0.03 Pipe 47 29.96 6 0.85 11.23 0.13 0.02 0.032 Pipe 48 314.55 6 0.85 -48.33 0.55 0.27 0.028 Pipe 49 758.4 6 0.85 19.72 0.22 0.05 0.034 Pipe 50 27.59 6 0.85 0 0 0 0 Pipe 51 515.82 6 0.85 -1.76 0.02 0 0.076 Pipe 52 926.75 8 0.85 -242.75 1.55 1.31 0.023 Pipe 53 404.37 10 0.85 249.07 1.02 0.44 0.023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 103 of 271 Pipe 54 78.49 6 0.85 2.58 0.03 0 0 Pipe 55 42.86 6 0.85 0 0 0 0 Pipe 56 27.46 6 0.85 0 0 0 0 Pipe 57 27.77 8 0.85 0 0 0 0 Pipe 58 255.05 6 0.85 0 0 0 0 Pipe 61 191.19 6 0.85 -78.92 0.9 0.66 0.027 Pipe 62 76.9 6 0.85 -214.96 2.44 4.5 0.024 Pipe 63 166.1 8 0.85 0 0 0 0 Pipe 64 324.96 10 0.85 241.33 0.99 0.42 0.023 Pipe 65 220.99 10 0.85 359.92 1.47 0.89 0.022 Pipe 66 28.58 6 0.85 0 0 0 0 Pipe 67 294.08 10 0.85 357.25 1.46 0.88 0.022 Pipe 68 310.49 6 0.85 133.59 1.52 1.8 0.025 Pipe 69 29.26 6 0.85 0 0 0 0 Pipe 70 211.54 6 0.85 133.26 1.51 1.79 0.025 Pipe 71 197.63 10 0.85 -502.23 2.05 1.69 0.022 Pipe 72 1995.72 12 0.85 -547 1.55 0.79 0.021 Pipe 73 662.45 8 0.85 -38.14 0.24 0.04 0.03 Pipe 4 474.09 8 0.85 22.86 0.15 0.02 0.033 Pipe 75 202.48 8 0.85 19.79 0.13 0.01 0.039 Pipe 77 153.32 12 0.85 547 1.55 0.79 0.021 Pipe 78 12.23 8 0.85 -259.48 1.66 1.48 0.023 Pipe 76 552.72 8 0.85 74.75 0.48 0.14 0.027 Pipe 59 12.95 4 0.85 0 0 0 0 Pipe 60 36.95 8 0.85 0 0 0 0 Pipe 74 9.83 4 0.85 214.96 5.49 36.61 0.026 Pipe 79 171.21 6 0.85 81.79 0.93 0.71 0.027 Pipe 80 919.57 10 0.85 232.08 0.95 0.39 0.023 Pipe 81 450.23 8 0.85 -74.75 0.48 0.14 0.027 Pipe 82 379.07 8 0.85 75.43 0.48 0.15 0.027 Pipe 83 1075.18 6 0.85 26.3 0.3 0.09 0.032 Pipe 20 1665.34 8 0.85 16.77 0.11 0.01 0.036 Pipe 84 1442.3 8 0.85 -9.53 0.06 0 0.039 Pipe 85 486.17 8 0.85 -49.53 0.32 0.07 0.029 Pipe 86 399.27 10 0.85 351.49 1.44 0.85 0.022 Pipe 87 1360.29 8 0.85 119.41 0.76 0.34 0.025 Pipe 88 1464.93 8 0.85 17.25 0.11 0.01 0.037 Pump We112 #N/A #N/A #N/A 214.96 0 -469.31 0 Pump WE111 #N/A #N/A #N/A 0 0 0 0 Pump 89 #N/A #N/A #N/A 546.95 0 -470.03 0 Future Conditions, Peak Hour Demand Network Node Table Elevation Demand Head Pressure FLS-W-24-02 IPUC DR 16 Attachment 4 Page 104 of 271 Node ID ft GPM ft psi Junc 1 4705 41.84 4914.65 90.84 Junc 2 4702.65 53.67 4914.9 91.97 Junc 3 4704.57 29.58 4914.67 91.04 Junc 4 4705.18 0 4914.67 90.77 Junc 5 4729.94 6.69 4914.87 80.13 Junc 6 4747.8 22.03 4914.79 72.36 Junc 7 4765.33 5.99 4914.74 64.74 Junc 8 4742.27 14.94 4914.76 74.74 Junc 9 4742.04 0 4914.76 74.84 Junc 10 4764.53 29.52 4914.73 65.08 Junc 11 4763.13 10.45 4914.71 65.68 Junc 12 4781.35 12.3 4914.73 57.79 Junc 13 4772.94 7.47 4914.71 61.43 Junc 14 4793.29 15.36 4914.73 52.62 Junc 15 4768.19 14.64 4914.73 63.5 Junc 16 4769.13 0 4914.74 63.09 Junc 17 4779.13 14.88 4914.73 58.75 Junc 18 4789.15 7.04 4914.39 54.27 Junc 19 4783.51 8.89 4914.73 56.86 Junc 20 4803.84 20.98 4914.75 48.06 Junc 21 4804.94 6.75 4914.74 47.57 Junc 22 4801.41 0 4914.73 49.1 Junc 23 4801 8.51 4914.73 49.28 Junc 24 4796.13 12.81 4914.69 51.37 Junc 25 4776.13 11.01 4913.96 59.72 Junc 26 4787.06 0 4914.74 55.32 Junc 27 4786.13 7.6 4914.74 55.73 Junc 28 4794.34 1.91 4914.8 52.2 Junc 29 4793.64 17.92 4914.83 52.51 Junc 30 4793.03 0 4914.83 52.77 Junc 31 4799.13 22.11 4914.71 50.08 Junc 32 4742.55 36.93 4915.49 74.94 Junc 33 4742.36 0 4915.49 75.02 Junc 34 4739.46 36.9 4915.81 76.41 Junc 35 4738.77 0 4915.81 76.71 Junc 36 4730.64 21.35 4914.93 79.85 Junc 37 4730.79 0 4914.93 79.79 Junc 38 4700.13 9.97 4915.41 93.28 Junc 39 4698.13 0.37 4915.87 94.35 Junc 40 4704.97 2.74 4915.41 91.18 Junc 41 4738.13 0 4916.69 77.37 Junc 42 4738.88 20.81 4916.68 77.04 Junc 43 4726.12 13.68 4916.96 82.69 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 105 of 271 Junc 44 4707.93 7.73 4916.34 90.3 Junc 45 4707.93 0 4916.34 90.3 Junc 46 4742.13 39.8 4916.85 75.7 Junc 47 4742.97 0 4916.85 75.34 Junc 48 4721.13 45.48 4916.85 84.8 Junc 49 4831.39 19.29 4921.1 38.87 Junc 50 4809.48 9.56 4920.45 48.08 Junc 51 4813.77 4.78 4920.45 46.22 Junc 52 4813.78 0 4920.45 46.22 Junc 54 4818.24 0 4922.35 45.11 Junc 55 4819.15 0 4922.35 44.71 Junc 56 4789.31 7.73 4922.34 57.64 Junc 57 4792.98 0 4922.34 56.05 Junc 58 4777.01 4.54 4922.34 62.97 Junc 59 4775 0 4922.7 64 Junc 60 4742.13 0 4922.7 78.24 Junc 61 4785.28 27.2 4919.95 58.35 Junc 62 4771.13 4.95 4919.31 64.2 Junc 63 4771.63 0 4919.31 63.99 Junc 64 4748 10.67 4918.46 73.86 Junc 65 4775.29 0.61 4920.92 63.1 Junc 66 4774.36 0 4920.92 63.5 Junc 67 4837.13 221.48 4922.35 36.92 Junc 69 4690.42 38.71 4915.78 97.65 Junc 72 4720 5.69 4914.88 84.44 Junc 73 4841.13 0 4922.9 35.43 Junc 74 4831.13 0 4921.17 39.01 Junc 75 4812 0 4920.45 46.99 Junc 53 4538 0 4548 4.33 Junc 76 4720 0 4914.88 84.44 Junc 77 4644 0 4459.63 -79.89 Junc 78 4741 0 4916.2 75.91 Junc 79 4754 261.33 4917.14 70.69 Junc 80 4780 74.12 4914.61 58.33 Junc 81 4730 48.74 4914.6 79.99 Junc 82 4730 0 4917.35 81.18 Junc 83 4690 31.97 4915.74 97.81 Resvr 70 4460 -218.19 4460 0 Resvr 71 4548 0 4548 0 Resvr 84 4460 -546.95 4460 0 Resvr 85 4460 0 4460 0 Tank 68 4917.5 -646.88 4930.03 5.43 Network Pipe Table FLS-W-24-02 IPUC DR 16 Attachment 4 Page 106 of 271 Length Diameter Roughness Flow Velocity Unit Friction Link ID ft in mft GPM fps ft/Kft Pipe 1 140.98 8 0.85 -73.35 0.47 0.14 0.027 Pipe 2 68.83 6 0.85 0 0 0 0 Pipe 3 909.29 8 0.85 -102.93 0.66 0.26 0.026 Pipe 5 209.88 8 0.85 124.1 0.79 0.37 0.025 Pipe 6 203.64 6 0.85 45.41 0.52 0.24 0.029 Pipe 7 27.03 6 0.85 0 0 0 0 Pipe 8 369.66 8 0.85 -56.66 0.36 0.09 0.028 Pipe 9 664.62 8 0.85 41.72 0.27 0.05 0.03 Pipe 10 181.07 4 0.85 10.45 0.27 0.12 0.037 Pipe 11 291.91 6 0.85 1.75 0.02 0 0.137 Pipe 12 193.74 4 0.85 7.47 0.19 0.07 0.039 Pipe 13 146.19 6 0.85 -18.02 0.2 0.05 0.036 Pipe 14 573.52 6 0.85 10.56 0.12 0.02 0.038 Pipe 15 73.18 6 0.85 28.87 0.33 0.1 0.03 Pipe 16 32.86 6 0.85 14.64 0.17 0.03 0.035 Pipe 17 235.31 6 0.85 14.23 0.16 0.03 0.038 Pipe 18 184.21 2 0.85 7.04 0.72 1.83 0.038 Pipe 19 268.99 6 0.85 -7.69 0.09 0.01 0.046 Pipe 21 203.87 8 0.85 50.89 0.32 0.07 0.028 Pipe 22 56.24 8 0.85 31.33 0.2 0.03 0.037 Pipe 23 32.91 6 0.85 0 0 0 0 Pipe 24 106.06 8 0.85 22.82 0.15 0.01 0.028 Pipe 25 184.08 2 0.85 11.01 1.12 4.21 0.036 Pipe 26 285.11 4 0.85 12.81 0.33 0.17 0.035 Pipe 27 71.16 6 0.85 -27.59 0.31 0.1 0.032 Pipe 28 20.54 6 0.85 0 0 0 0 Pipe 29 353.9 8 0.85 -35.19 0.22 0.04 0.031 Pipe 30 191.38 8 0.85 -107.07 0.68 0.28 0.026 Pipe 31 20.84 8 0.85 -222.44 1.42 1.1 0.023 Pipe 32 27.11 6 0.85 0 0 0 0 Pipe 33 294.13 8 0.85 113.46 0.72 0.31 0.025 Pipe 34 520.41 8 0.85 -240.36 1.53 1.28 0.023 Pipe 35 20.07 6 0.85 0 0 0 0 Pipe 36 416.79 8 0.85 -277.29 1.77 1.69 0.023 Pipe 37 32.86 6 0.85 0 0 0 0 Pipe 38 655.52 6 0.85 114.51 1.3 1.34 0.026 Pipe 39 24.35 6 0.85 0 0 0 0 Pipe 40 62.83 6 0.85 93.16 1.06 0.91 0.026 Pipe 41 562.92 8 0.85 -199.92 1.28 0.9 0.024 Pipe 42 347.19 6 0.85 2.74 0.03 0 0.047 Pipe 43 453.12 8 0.85 -212.63 1.36 1.02 0.024 Pipe 44 1070.83 6 0.85 -63.31 0.72 0.44 0.027 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 107 of 271 Pipe 45 29.94 6 0.85 0 0 0 0 Pipe 46 634.61 6 0.85 -71.04 0.81 0.54 0.027 Pipe 47 29.96 6 0.85 20.81 0.24 0.05 0.028 Pipe 48 314.55 6 0.85 -91.85 1.04 0.88 0.026 Pipe 49 758.4 6 0.85 36.12 0.41 0.16 0.03 Pipe 50 27.59 6 0.85 0 0 0 0 Pipe 51 515.82 6 0.85 -3.68 0.04 0 0.035 Pipe 52 926.75 8 0.85 -452.14 2.89 4.34 0.022 Pipe 53 404.37 10 0.85 489.59 2 1.61 0.022 Pipe 54 78.49 6 0.85 4.78 0.05 0 0 Pipe 55 42.86 6 0.85 0 0 0 0 Pipe 56 27.46 6 0.85 0 0 0 0 Pipe 57 27.77 8 0.85 0 0 0 0 Pipe 58 255.05 6 0.85 0 0 0 0 Pipe 61 191.19 6 0.85 3.6 0.04 0 0.049 Pipe 62 76.9 6 0.85 -218.19 2.48 4.63 0.024 Pipe 63 166.1 8 0.85 0 0 0 0 Pipe 64 324.96 10 0.85 475.25 1.94 1.52 0.022 Pipe 65 220.99 10 0.85 664.69 2.72 2.92 0.021 Pipe 66 28.58 6 0.85 0 0 0 0 Pipe 67 294.08 10 0.85 659.74 2.7 2.87 0.021 Pipe 68 310.49 6 0.85 217.26 2.47 4.59 0.024 Pipe 69 29.26 6 0.85 0 0 0 0 Pipe 70 211.54 6 0.85 216.65 2.46 4.57 0.024 Pipe 71 197.63 10 0.85 -961.02 3.93 5.98 0.021 Pipe 72 1995.72 12 0.85 -1193.83 3.39 3.57 0.02 Pipe 73 662.45 8 0.85 -70.68 0.45 0.13 0.027 Pipe 4 474.09 8 0.85 43.32 0.28 0.05 0.029 Pipe 75 202.48 8 0.85 37.63 0.24 0.04 0.031 Pipe 77 153.32 12 0.85 1193.83 3.39 3.57 0.02 Pipe 78 12.23 8 0.85 -508.88 3.25 5.47 0.022 Pipe 76 552.72 8 0.85 -11.33 0.07 0 0.036 Pipe 59 12.95 4 0.85 0 0 0 0 Pipe 60 36.95 8 0.85 0 0 0 0 Pipe 74 9.83 4 0.85 218.19 5.57 37.7 0.026 Pipe 79 171.21 6 0.85 151.41 1.72 2.29 0.025 Pipe 80 919.57 10 0.85 428.7 1.75 1.25 0.022 Pipe 81 450.23 8 0.85 11.33 0.07 0.01 0.044 Pipe 82 379.07 8 0.85 141.65 0.9 0.47 0.025 Pipe 83 1075.18 6 0.85 49.16 0.56 0.27 0.028 Pipe 20 1665.34 8 0.85 31.51 0.2 0.03 0.032 Pipe 84 1442.3 8 0.85 -17.23 0.11 0.01 0.037 Pipe 85 486.17 8 0.85 -91.35 0.58 0.21 0.026 Pipe 86 399.27 10 0.85 649.07 2.65 2.79 0.021 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 108 of 271 Pipe 87 1360.29 8 0.85 220.37 1.41 1.09 0.024 Pipe 88 1464.93 8 0.85 31.97 0.2 0.03 0.032 Pump We112 #N/A #N/A #N/A 218.19 0 -463.07 0 Pump WE111 #N/A #N/A #N/A 0 0 0 0 Pump 89 #N/A #N/A #N/A 546.95 0 -470.03 0 Pump 90 #N/A #N/A #N/A 0 0 0 0 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 109 of 271 3 o \ _ Well I 10 537 1 5 � 75 �' S � 6u, ` 4. 36 14 { r �� I, .• N, 17 18 0� 22 ��#� 20 r:, 21 26 73 �' .43 •f �� 19 27 11. . .� 35 34 274 29 �� 0 2$ 7825 0 26 30 31' 33 r ID 29 33 3 % 36 s IIr �' r~ • �„ I!'rr t . �► S ! f 1F t t r ! t,. . rn r Well2 dl ' a• �f b 00 9 60 74 ysY i 63, 1 S6', �8�r ^�O t. .f �✓•.r x • t 'V 'q 'w rt. t f 4° • sL N Legend Pipe • Junction o Tank 0 500 1,000 ft o Reservoir ' SA208-522-1244jsaengrsxonjENGINEERS,PC EXISTING MODEL OUTPUT KEY FLS-W-24-02 IPUC DR 16 Attachment 4 Page 110 of 271 4 i 10 'j o I 5 � �. 4. yam!_75 Co 6 'It •: J <- OD 26 73 i s� 4 Y' a s P & . o �`� f 3J, 1, 'T; 33 Vol •Fs r f� �t� qM r +4`'R 10 ir IS, . 5 74. 1F t t f .n- 66 t,. F; u, y t: as Well 2 41 19" �. .� e. b • .;r 9 60 74 yS 63 r 77 a f �✓•.r A 81 7. • v s WN f' r f 4 a f - 4 ,4 N f t� Legend Pipe • Junction o Tank 0 500 1,000 ft o Reservoir ' A�ENGINEERS,PC FIXED MODEL OUTPUT KEY 208-522-12441saengrs aim FLS-W-24-02 IPUC DR 16 Attachment 4 Page 111 of 271 85 0 t 3 " • 20 a s ` +fit •P • 4 f.. R Well I 9 9 y l j 537 71 ` k , 5 ;'' 7 \ f 7 5 5 0 6 �'; iff �d 36 16 ^ 15 �. — 18 0 �a• r � ��'Ia •• � 17 18 0 2&-4� 21 I'' rj 26 20 -4 21 73 t4 19 27 o r 34 35 �� 29 0 28 85 31 apt 3� 25 C 26 30 31: 33 29 85 n-� 78 t.%!4 0 33 Future Well 4 � r. 36 U, r lady[ f �..�0 , aad t r •r'N+t` � . + ,I 1 � IV 74. •� +fs0�+. co r• ttl 1 rya �i t' V 42�41 Cz, _ r, �•�: a ' a, Z, �Nell42A41 rc it 70 .0<1 o • .; '� s. r ysY ti 17463 V 77 a r f A� 81ss> r 4' a� _ 9 ( f f Y w ` i ? ar 4 '4 N 68 84 Future Well 3 Legend Pipe • Junction LReserj,-,)- A Tank 0 500 1,000 ft ' 4208-522-12441saeng's.,onjENGINEERS,PC FUTURE MODEL OUTPUT KEY FLS-W-24-02 IPUC DR 16 Attachment 4 Page 112 of 271 PAGE OF pp 470 B Street SOB�A, �n lam"-�'r Idaho Falls, l 1) 83402 JOB NUMBER r SCALE _ 208-522-12441saengrs.com CALCULATED BY off DATE_ ENGINEERS,PC CHECKED BY DATE oreA-e—E Ts1n/1< �/-g7F Cesc K- — Cu•*ice f �N�i n S f ir,.� c�;�,'<�cz� N�.0 /o%A►� -J.� e�u.r/%,,..,/,b... •-�C,.,..� ,�� r,, ,rr�, mq v 1Y; Sow G ✓ 0�LP — /9'1,2 O for O�or�-�i'v��4' �•lir,�J�� uS�. 'f -�-ec�" r/ -/:tt /,�.�� z A.s y �v„�-�, �r,�.1 , is p'Vo(y r-hv, 4*r 'e xee a is WAij I ADF fire 2 t XI`"1<7'"•1 �+rre'-! s /$D Ovo $��i �a 3 i 2�� ',w� S 1,�� FLS-W-24-02 IPUC DR 16 Attachment 4 Page 113 of 271 PAGE OF JOB 470 1� Street S4 &A Idaho Falls, I n 83402 JOB NUMBER SCALE CALCULATED BY �� DATE ENGINEERS,P(: 108-52z-1244�saengrs.com CHECKED BY DATE / g0,000 3-tj. AI-f 41 _erlj 40*44- C/N;G� Gr 40 n k/LI 1ST�L L(N-i_.r ��?l�✓aY/T,�'�--�1 :•��"1�t^/ �]L�r!(-�!/r� �/1��//� s ': ciG t i., !` I B0, ova ��tr�t7►b�cQ, f �,� � o FLS-W-24-02 IPUC DR 16 Attachment 4 Page 114 of 271 Engineers Cost Estimate for Project A-1: Water Rights for Vacant Annexed Properties and 12 Inf ill Lots Item No. Item Unit' Quantity Unit Cost Total Cost Water right for in-house and irrigation use for 1 approximately 12 infill homes and 25 homes Acres 15.0 $15,000 $225,000 in annexed undeveloped area (extension of S. Arlington Drive) Water right for in-house only for approximately 2 62 homes in annexed undeveloped area at Acres 12.0 $15,000 $180,000 northwest corner of system) Subtotal $405,000 Professional services &contingency @ 10% $40,500 Total Project Cost $850,500 'Acres indicates the amount of land with a groundwater right that could be transferred with atleast 24"of water to apply. Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 115 of 271 Engineer's Estimate for Project A-2: Preserve open Water Right Permit#25-14440 by Installing Stubouts Item No. Item Unit Quantity Unit Cost Total Cost 1 Mobilization lump sum 1 $7,900 $7,900 2 1"service lines lineal foot 720 $50 $36,000 3 Service connections to mainline each 24 $600 $14,400 4 Meter pits w/meter per each 24 $2,500 $60,000 5 Asphalt street repair per each 24 $900 $21,600 Total projected construction cost(rounded) $139,900 Engineering, legal, & contingency @ 15% of construction $21,000 Total Estimated Project Cost $160,900 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 116 of 271 Engineer's Estimate for Project A-3: Replace Existing Tank with a 400,000 Gallon Storage Tank Extended Item No. Item Unit Qty Unit Cost Cost 1 Mobilization lump sum 1 $45,400 $45,400 2 Land acquisition acre 0.2 $25,000 $5,000 3 Strip&grub site lump sum 1 $5,000 $5,000 4 Stormwater&erosion control lump sum 1 $5,000 $5,000 5 Excavation (over-excavate foundation &site cubic yard 4,000 $10 $40,000 excavation for drainage) 6 Backfill tank pad with crushed gravel ton 2,000 $30 $60,000 7 Piping connections to the tank each 3 $8,000 $24,000 8 Concrete foundation lump sum 1 $150,000 $150,000 9 Site piping linear foot 200 $150 $30,000 10 Overflow line linear foot 500 $100 $50,000 11 Flap valve on overflow line each 1 $3,000 $3,000 12 Gate valves each 3 $3,000 $9,000 13 Depth sensor&minor electrical each 1 $6,000 $6,000 Tank superstructure including accessories (two 14 hatches, one manway, exterior ladder, interior gallon 400,000 $0.80 $320,000 ladder, drain line, overflow line) 15 Demolish and dispose of existing storage tank lump sum 1 $40,000 $40,000 16 Final grading lump sum 1 $8,000 $8,000 17 Seeding lump sum 1 $2,000 $2,000 Subtotal $802,400 Engineering, legal, & contingency @ 15% $120,360 Total Project Cost $922,760 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 117 of 271 Engineer's Cost Estimate for Project A-4: Construct Well 3 @ 547 gpm Extended Item No. Description Unit Qty Unit Cost Cost 1 Mobilization/Demobilization LS 1 $20,000 $20,000 2 16-inch Drive Shoe EA 1 $1,600 $1,600 3 16-inch Drilling LF 58 $260 $15,080 4 16-inch .375"Wall Casing LF 60 $180 $10,800 5 12-inch Drive Shoe EA 1 $1,200 $1,200 6 12-inch Drilling LF 442 $200 $88,400 7 12-inch .375"Wall Casing LF 300 $144 $43,200 8 8-inch Louvered Screen LF 0 $150 $0 9 Bentonite Chips CF 120 $35 $4,200 10 Pull 16-inch Temporary Casing LF 60 $40 $2,400 11 8-inch Head Pipe LF 0 $90 $0 12 K-Packer 12-inch to 8-inch EA 0 $1,625 $0 13 Well Development HR 8 $650 $5,200 14 Well Disinfection LS 1 $2,150 $2,150 15 Pump Test Mobilization/Demobilization LS 1 $12,000 $12,000 16 Pumping Test HR 26.0 $450 $11,700 17 Rig Directed Rate HR 4 $650 $2,600 Subtotal $220,530 Engineering, legal, & contingency @ 15% $33,080 Total Project Cost $253,610 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 118 of 271 Engineer's Cost Estimate Project A-5: Pump Station for New Well 3 Item Extended No. Item Unit Qty Unit Cost Cost 1 Land acquisition (contribution in aid of acre 0.2 $25,000 $5,000 construction) 2 Three phase buried power line to the well site and lump sum 1 $85,500 $85,500 transformer 3 Mobilization for pump station construction lump sum 1 $25,600 $25,600 60 Hp vertical turbine pump system including 4 pump, VFD, motor, discharge head, column pipe, lump sum 1 $150,000 $150,000 lineshaft 5 Backup generator lump sum 1 $80,000 $80,000 6 Concrete pad for generator lump sum 1 $15,000 $15,000 Pump house structure (incl. interior&exterior 7 f sq, feet 320 $200 $64,000 finishes and accessories) 8 Pump house electrical and mechanical lump sum 1 $60,000 $60,000 9 SCADA link lump sum 1 $8,000 $8,000 10 Pump station piping &valves lump sum 1 $45,600 $45,600 11 Pit-run gravel beneath concrete and roadbase ton 70 $25 $1,750 12 Road base beneath concrete approach ton 40 $30 $1,200 13 Concrete approach sq. yards 90 $80 $7,200 14 Site grading lump sum 1 $4,000 $4,000 15 Catch basin, pipline for pump-to-waste and lump sum 1 $8,300 $8,300 connection to new tank drain/overflow line 16 Plumbing drain line beneath building to catch lump sum 1 $2,000 $2,000 basin 17 Drain rock for landscaping lump sum 1 $5,000 $5,000 18 Fence entire well and tank site on property linear foot 800 $75 $60,000 boundary Subtotal $628,150 Engineering, legal, & contingency @ 15% $94,220 Total Project Cost $722,370 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 119 of 271 Engineer's Estimate for Project A-6: Fill Gaps in Hydrant Coverage Systemwide (Not Covered by Waterline Replacement Projects) Item No. Item Unit Quantity Unit Cost Total Cost 1 Mobilization lump sum 1 $1,700 $1,700 2 Hot tap tee and valve at street per each 3 $2,500 $7,500 3 Fire hydrant assemblies per each 3 $6,000 $18,000 4 Asphalt repair per each 3 $900 $2,700 Subtotal $29,900 Engineering, legal, & contingency @ 15% $4,490 Total Project Cost $34,390 Prepared by S&A Engineers, PC, 1/15/2024 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 120 of 271 Engineer's Cost Estimate for Project A-7: Expand and Reconstruct Core of Water Distribution System - Phase 1 Item No. Item Unit Quantity Unit Cost Total Cost 1 Mobilization lump sum 1 $50,400 $50,400 2 10"water line lineal foot 1,910 $94 $179,540 3 10"tees, crosses, elbows, fittings per each 8 $1,600 $12,800 4 10"valves per each 4 $2,200 $8,800 5 New 8"water line lineal foot 3,810 $74 $281,940 6 New 8"tees, crosses,fittings per each 14 $1,200 $16,800 7 New 8"valves per each 13 $1,800 $23,400 8 Fire hydrants per each 5 $6,000 $30,000 9 Reconnect existing hydrants per each 1 $4,000 $4,000 10 Connections to existing system per each 9 $3,000 $27,000 11 Service line reconnection to new main per each 15 $1,200 $18,000 12 1"service lines lineal foot 160 $60 $9,600 13 Canal/storm sewer crossings per each 0 $7,000 $0 14 Meter pits per each 0 $600 $0 15 Traffic control lump sum 1 $10,000 $10,000 16 Street repair lineal foot 4,370 $50 $218,500 17 Replace curb/gutter lineal foot 0 $35 $0 18 Replace sidewalks sq.yard 0 $65 L0 Subtotal $890,800 Engineering, legal, & contingency @ 15% of construction $133,600 Total Project Cost $1,024,400 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 121 of 271 Engineer's Cost Estimate for Project A-8: Expand and Reconstruct Core of Water Distribution System - Phase 2 Item No. Item Unit Quantity Unit Cost Total Cost 1 Mobilization lump sum 1 $27,900 $27,900 2 New 8"water line lineal foot 2,500 $74 $185,000 3 New 8"tees, crosses,fittings per each 14 $1,200 $16,800 4 New 8"valves per each 14 $1,800 $25,200 5 Fire hydrants per each 3 $6,000 $18,000 6 Reconnect existing hydrants per each 4 $4,000 $16,000 7 Connections to existing system per each 5 $3,000 $15,000 8 Service line reconnection to new main per each 35 $1,200 $42,000 9 1"service lines lineal foot 270 $60 $16,200 10 Canal/storm sewer crossings per each 0 $7,000 $0 11 Meter pits per each 0 $600 $0 12 Traffic control lump sum 1 $5,000 $5,000 13 Street repair lineal foot 2,500 $50 $125,000 14 Replace curb/gutter lineal foot 0 $35 $0 15 Replace sidewalks sq.yard 0 $65 LO Subtotal $492,100 Engineering, legal, & contingency @ 15% of construction $73,800 Total Project Cost $565,900 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 122 of 271 Engineers Cost Estimate for Project B-1: Water Rights for 196 Future Unannexed Properties Item No. Item Unit' Quantity Unit Cost Total Cost Water right for in-house and irrigation use for 1 approximately196 future homes on the south, Acres 76.0 $15,000 $1,140,000 southwest, and east sides of the system Subtotal $1,140,000 Professional services &contingency @ 10% $114,000 Total Project Cost $1,254,000 'Acres indicates the amount of land with a groundwater right that could be transferred with atleast 24"of water to apply. Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 123 of 271 Engineer's Cost Estimate for Project B-2: Construct Well 4 @ 547 gpm Extended Item No. Description Unit Qty Unit Cost Cost 1 Mobilization/Demobilization LS 1 $20,000 $20,000 2 16-inch Drive Shoe EA 1 $1,600 $1,600 3 16-inch Drilling LF 58 $260 $15,080 4 16-inch .375"Wall Casing LF 60 $180 $10,800 5 12-inch Drive Shoe EA 1 $1,200 $1,200 6 12-inch Drilling LF 442 $200 $88,400 7 12-inch .375"Wall Casing LF 300 $144 $43,200 8 8-inch Louvered Screen LF 0 $150 $0 9 Bentonite Chips CF 120 $35 $4,200 10 Pull 16-inch Temporary Casing LF 60 $40 $2,400 11 8-inch Head Pipe LF 0 $90 $0 12 K-Packer 12-inch to 8-inch EA 0 $1,625 $0 13 Well Development HR 8 $650 $5,200 14 Well Disinfection LS 1 $2,150 $2,150 15 Pump Test Mobilization/Demobilization LS 1 $12,000 $12,000 16 Pumping Test HR 26.0 $450 $11,700 17 Rig Directed Rate HR 4 $650 $2,600 Subtotal $220,530 Engineering, legal, & contingency @ 15% $33,080 Total Project Cost $253,610 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 124 of 271 Engineer's Cost Estimate Project B-3: Pump Station for New Well 4 Item Extended No. Item Unit Qty Unit Cost Cost 1 Land acquisition (contribution in aid of acre 0.2 $25,000 $5,000 construction) 2 Three phase buried power line to the well site and lump sum 1 $8,500 $8,500 transformer 3 Mobilization for pump station construction lump sum 1 $24,000 $24,000 60 Hp vertical turbine pump system including 4 pump, VFD, motor, discharge head, column pipe, lump sum 1 $150,000 $150,000 lineshaft 5 Backup generator lump sum 1 $80,000 $80,000 6 Concrete pad for generator lump sum 1 $15,000 $15,000 Pump house structure (incl. interior&exterior 7 f sq, feet 320 $200 $64,000 finishes and accessories) 8 Pump house electrical and mechanical lump sum 1 $60,000 $60,000 9 SCADA link lump sum 1 $8,000 $8,000 10 Pump station piping &valves lump sum 1 $45,600 $45,600 11 Pit-run gravel beneath concrete and roadbase ton 30 $25 $750 12 Road base beneath concrete approach ton 20 $30 $600 13 Concrete approach sq. yards 90 $80 $7,200 14 Site grading lump sum 1 $4,000 $4,000 15 Catch basin, pipline for pump-to-waste to grade lump sum 1 $8,300 $8,300 nearby 16 Plumbing drain line beneath building to catch lump sum 1 $2,000 $2,000 basin 17 Drain rock for landscaping lump sum 1 $5,000 $5,000 18 Fence entire well site on property boundary linear foot 400 $75 $30,000 Subtotal $517,950 Engineering, legal, & contingency @ 15% $77,690 Total Project Cost $595,640 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 125 of 271 Engineer's Cost Estimate for Project B-4: Abandon Well 1 Extended Item No. Description Unit Qty Unit Cost Cost 1 Mobilization/Demobilization LS 1 $800 $800 2 Well abandonment, including pitless LS 1 $8,000 $8,000 adaptor 3 Removal of pit lid and walls and dispose LS 1 $1,000 $1,000 4 Disconnect well connection line from the LS 1 $2,000 $2,000 mainline 5 Street repair LS 1 $900 $900 6 Landscaping repairs and seeding LS 1 $1,000 $1,000 Subtotal $13,700 Engineering, legal, & contingency @ 15% $2,060 Total Project Cost $15,760 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 126 of 271 Engineer's Cost Estimate for Project B-5: Replace Watermain on a Portion of Bellerive Dr. Item No. Item Unit Quantity Unit Cost Total Cost 1 Mobilization lump sum 1 $4,700 $4,700 2 New 8"water line lineal foot 430 $74 $31,820 3 New 8"tees, crosses,fittings per each 2 $1,200 $2,400 4 New 8"valves per each 2 $1,800 $3,600 5 Fire hydrants per each 0 $6,000 $0 6 Reconnect existing hydrants per each 1 $4,000 $4,000 7 Connections to existing system per each 1 $3,000 $3,000 8 Service line reconnection to new main per each 6 $1,200 $7,200 9 1"service lines lineal foot 60 $60 $3,600 10 Canal/storm sewer crossings per each 0 $7,000 $0 11 Meter pits per each 0 $600 $0 12 Traffic control lump sum 1 $1,000 $1,000 13 Street repair lineal foot 430 $50 $21,500 14 Replace curb/gutter lineal foot 0 $35 $0 15 Replace sidewalks sq.yard 0 $65 LO Subtotal $82,800 Engineering, legal, & contingency @ 15% of construction $12,400 Total Project Cost $95,200 Prepared by S&A Engineers, PC, 12/27/2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 127 of 271 Appendix B: Well & Water Right Data • Well 1 Data o Well Log o Source Water Assessment Summary Report (Well 1) o Pump Test Results o Current Well Pump Information (Denning Invoice dated 8/31/2011) • Well 2 and Pump Data o Well Log o Pump Documentation o Drop Pipe Documentation o Source Water Assessment Summary Report (Well 2) o Pump Test Results o Current Pump and Drop Pipe o Pump Curve • Water Rights o No. 25-7090 o No. 25-14287 o No. 25-14301 o No. 25-14304 o No. 25-14313 o No. 25-14383 o No. 25-14385 o No. 25-14440(Permit Only) o No. 25-14442 • Map of Idaho Irrigation and Progressive Irrigation District Boundaries at Taylor Mountain Water System • Future Water Right and Cost Calculations B-1 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 128 of 271 0 -� REPORT OF WELL DRILLER ti S State of Idaho :ta:r -a. :_ _=es that this report shall be filed with the State Reclamation A t.exjrcMmpletion or abandonment of the well. r� ize of drilled hole: 1!1" Total depth of well: 333l Standing water level below ground: ;?f?, Temp. L:t.*"ss ___ :nzerson Fahr. ° Test delivery: 395 gpm `- --L Idaho Falls, Idaho 8340.. or cfs Pump? E Bail Li kyc:'Z No. Size of pump and motor used to make test: unzz (check) : Replacement well 12" Turbine ie,r .Y:: Z Deepened M Abandoned Length of time of test: 26 Hrs. 30 Min. Drawdown: 106 ft. Artesian pressure : ft.� kv2_.- :: to be used for: AYuni.ci.nle above land surface Give flow cfs OF CONSTRUCTION: Rotary Ll Cable or gpm. Shutoff ressure: J Other Controlled b : Valve r] Cap = Plus; T explain _ _ No control Does well leak around SCHEDULE: Threaded Welded X Yes No 16 "Diam. from + 1 ft,_to 242 ft. DEPTH MATERIAL "Diam. from ft. to ft. FROM TO YL ; OR P�. "Diam. from ft. to ft. FEET FEET "Diam. from ft. to ft. 0 5 sand clay browii thickness of casinn 50 Material: 5 36 3 , 42 Clay ?, .rave] __. steel x� concrete ❑ wood D other n /`2 47 Cla- i brown 47 54 Garvel & sand explain 54 60 _ If if - ?ERFORAT ED? Yes 17 No 0 Type of 0 90 Gravel ?, si It. _ )erforator used: 90 95 " " Clay 95 _1 CT C ay _ ;ize of perforations: " by " ay & Brave . t•Jater seepage perforations from ft. to ft. 125 137C ay & grave perforations from ft. to ft. 1 ,. Gravei posy Y(... perforations from ft. to ft. -17 ,3 {sand gravel perforations from ft. t0 ft. 14� aJi(1S .CnL' & t>^n .0:11 (' JAS SCREEN INSTALLED? Yes No FL] punice .en cni .e Manufacturer's name -185 20O5.��Sand.^..tong: i;entoni.t.e Pype Model No. 205 2..1 1 " " shale & bent.onite )iam. Slot size Set from ft. to ft 215 2251 If it It Siam. Slot size Set from ft. to ft 225 2 0 sand^t.one r.rav(�l P bentonite ;ONSTRUCTION: Well gravel packed? Yes - 2;j shale: fray c:indP.r•s R clay Vo. XQ size of gravel Gravel 2-35 250 shale porous clay firm 25(? placed from ft. to ft. Surface seal L _ 11 n n rav210 0 firm pray lave. provided? Yes © o� 255 ?-N - To what depth? '270 broom Q. pray cinders fair 47 ft. Material used in seal: cement 20 2£J . ,r rr If 11 & Borne clay it )id any strata contain unusable water? Yes 285 290 pray cinders fine pores & clay 290 295 ray cinders lava & some oroi.s �o. ® Type of water: F _ depth of strata ft. Method of sealin �95 30C) hi:xed lava cinders hole cavin� }es. trata off: 300 305 itcinders Laic caving, es 305 3.1.2 Brn. cinders l.Zlc sane! ye 312 333 broom cinders F: clay caving- yes Surface casing used? Yes LXj No. emented in place? Yes No - —_ Locate well in section I I I I Work started: October 29, 196P I I Work finished: December 2 , J.96y I I Well Driller's Statement: This well was Sec. drilled under my supervision and this report. I is true to the best of my knowledge. i Name: Andrew ;:`e1.J. 1)r:i lJ.i nc! Contractors - - t- - - - - -I - - I I Address: 12_(,13, 1?.J'll.h 51. ',.ahcF•:.11s, Idaho D I o I Signed by % License N ° /Dater I:OCATION OF WELL: County. Bonneville _W K SE )� Sec. 21 T. 1 N/$ R. 38 ElAr Use other side for additional remarks n FLS-W-24-02 IPUC DR 16 Attachment 4 Page 129 of 271 Source Water Assessment Summary Report: TAYLOR MOUNTAIN WATER AND SEWER DISTRICT (PWS# ID7100023) WELL #1 E0007186 Introduction Source water is untreated ground water (aquifers and springs) and surface waters (rivers, streams, and lakes) used to supply drinking water for public water systems. In Idaho there are approximately 1,960 public water systems providing water to almost 1.5 million people. The US Environmental Protection Agency (EPA) requires the Idaho Department of Environmental Quality (DEQ) to assess every public water system source (well, spring, or surface water intake) in Idaho for its relative susceptibility to contaminants that are regulated by the federal Safe Drinking Water Act. There are approximately 3,500 active sources in Idaho. DEQ conducts source water assessments based on an inventory of potential contaminants and land uses within the delineated source water assessment area, construction of the well, sensitivity factors associated with the drinking water source, and local aquifer characteristics. The ultimate goal of each source water assessment is to provide data that communities can use to develop protection strategies for their drinking water sources (source water protection). The resources and time available to accomplish source water assessments are limited. Therefore, an in- depth, site-specific investigation to identify each significant potential source of contamination for every public water system is not possible. Instead, DEQ uses computer databases and geographic information system (GIS) maps to produce a potential contaminant inventory that can then be verified by the system or other stakeholders with an on-the-ground investigation. If any additional potential contaminants are identified, the system can create a potential contaminant enhanced inventory. The results of source water assessments should not be used as an absolute measure of risk, nor should they be used to undermine public confidence in the public water system. A particular susceptibility score does not imply any regulatory or safety violations exist or contamination will occur. This report summarizes information about public water systems in Idaho. Using or distributing the data in this report in any other form may inaccurately portray the data. DEQ strongly encourages each public water system and community to use its source water assessments, combined with local knowledge and concerns, to develop source water protection strategies. Multiple resources are available to help communities implement source water protection programs, including DEQ's Source Water Protection Activity Guide and Source Water Protection Plan Template. The protection of source water involves many partners. Various governmental entities and organizations play a role in protecting drinking water sources in Idaho and can be a resource for protection efforts. Source water protection activities should be coordinated with these entities to leverage resources and maximize results. For example, activities related to agricultural practices should be coordinated with the Idaho State Department of Agriculture, Idaho Soil and Water Conservation Commission, local Soil and Water Conservation District, and Natural Resources Conservation Service. Visit the Idaho Source Water Collaborative website for more information on potential partners and resources. For assistance in developing protection strategies, contact DEQs Idaho Falls Regional Office or the Idaho Rural Water Association. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 130 of 271 This report was completed August 17, 2001. Potential contaminant information was updated on January 09, 2020. Confirmed detections noted in the susceptibility report were updated January 2019 for community and NTNC sources active at the time of the update. (This could result in a change to a source's final susceptibility ranking.) What Was Assessed This report evaluates TAYLOR MOUNTAIN WATER AND SEWER DISTRICT (PWS# ID7100023) WELL#1 E0007186 located in BONNEVILLE county. The system serves approximately 610 people through 185 connections. Defining the Source Water Assessment Area The first step of a source water assessment is to delineate the source water assessment area. The delineation process includes mapping the boundaries of the land area above the aquifer that could contribute water and potential pollutants to the water supply. The delineation illustrates the portion of the aquifer that supplies water to the well. Depending on the type of public water system (i.e., community, nontransient noncommunity, or transient noncommunity) and the amount of site-specific data available, one of three methods may be used to delineate a ground water source: (1) a fixed 1,000 foot radius, (2) a calculated fixed radius, or (3) a refined analytical method. For community systems that serve at least 15 service connections or 25 people year-round in their primary residences (e.g., most cities and towns, apartments, and mobile home parks with their own water supplies) or nontransient noncommunity systems that serve at least 25 of the same persons over 6 months per year (e.g., schools, churches, nursing homes, and factories, and hospitals with their own water source), DEQ uses a refined analytical method approved by EPA to delineate up to three separate time-of-travel (TOT) zones. The TOT zones illustrate the number of years necessary for a particle of water or contaminant to move from a specific point in the aquifer to the well. The refined analytical method uses site-specific data assimilated from a variety of sources, including well logs and hydrogeologic reports to determine the TOT zones. DEQ may use a calculated fixed radius method for community and nontransient noncommunity systems when site- specific data are not available. Generalized, existing, hydrogeologic data from the major aquifer types in Idaho, and data from the well pump rate are used in the average velocity equation to derive radii for 3-, 6-, and 10-year TOT zones. The following three TOT zones are mapped: Zone I refers to the 0-3 TOT zone and is addressed by two subzones: Zone 1 A and Zone 1 B. Zone IA refers to the sanitary setback, or the 50-foot radius around the well. The goal of this zone is to prevent contamination from nearby sources, particularly microbial contamination from sewer lines, livestock, surface waters, and septic systems. Zone IB refers to the 0-3 year TOT zone. Water in this zone takes 0-3 years to travel in the aquifer to reach the well. Zone II refers to the 3-6 year TOT zone. Water in this zone takes 3-6 years to travel in the aquifer to reach the well. Zone III refers to the 6-10 year TOT zone. Water in this zone takes 6-10 years to travel in the aquifer to reach the well. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 131 of 271 The source water assessment for WELL#1 was done using the Refined Analytical Method and is illustrated in the map provided. The data used to determine the source water assessment delineation for WELL#1 are included in the References section or available from DEQ upon request. Susceptibility Analysis The susceptibility analysis provides an estimate of the likelihood that the water supply will become contaminated. For each well, spring, or surface water intake in a public water system, susceptibility to contamination is scored as high, moderate, or low. Susceptibility scores for wells take into account three factors, which are described in more detail in later sections: 1. System Construction: Construction of the well being assessed. 2. Hydrologic Sensitivity: Hydrologic and geologic conditions surrounding the well. 3. Potential Contaminant Inventory(PCI)/Land Use: Potentially significant sources of contamination and land uses within the delineated source water assessment area. Each of the factors listed above receives a score of high, medium, or low to reflect how susceptible the source is to potential contamination. Note that deriving susceptibility scores is a qualitative, screening-level step that, in many cases, uses generalized assumptions and best professional judgment. Once completed, susceptibility scores are only updated upon request by the public water system. PCl/land use scores and final susceptibility scores consist of four individual scores, one for each of four categories of contaminants: Inorganic chemicals (IOC). Volatile organic chemicals (VOC). Synthetic organic chemicals (SOC). Microbial contaminants High susceptibility to one potential contaminant does not mean that the water system is at the same risk for all other potential contaminants. The susceptibility scores for WELL#1 are shown in the table below. Click here for full susceptibility score details. Susceptibility Scores for TAYLOR MOUNTAIN WATER AND SEWER DISTRICT(PWS#ID7100023)WELL#1 E0007186 System Construction Potential Contaminant Inventory/Land Use Hydrologic Sensitivity Final Susceptibility Ranking 10C VOC SOC Microbials 10C VOC SOC Microbials M H H H M H High Moderate Moderate i Auto High H=High Susceptibility,M=Moderate Susceptibility, L=Low Susceptibility.System Construction refers to the well,spring,or surface water intake. Auto High-see below.* Report Date:8/17/2001 Click for Map Click for details *Auto-High Score: Four situations cause automatic assignment of a high susceptibility score: (1)any detection of a VOC or SOC, (2) detection of an I0C at a concentration greater than the drinking water maximum contaminant level (MCL)set by EPA, (3)a confirmed microbial detection at the drinking water source, or(4)the presence of potential contaminant sources within 50 feet of a well. Additionally, ground water sources designated as under the direct influence of surface water(GWUDI)automatically rank high for microbial contaminants due to the inherent nature of surface water bodies as wildlife habitat and residence for various microorganisms. Any of the first three situations will trigger an auto-high score because a pathway for contamination already exists. Note that MCLs, detections, and potential contaminants can change over time and are not automatically updated in the score. Refer to the susceptibility score details page for more information on the contaminant source or detections resulting in an auto-high score. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 132 of 271 System Construction Score The first of the three factors scored in a source water assessment is the system construction. System construction refers to the construction of the well that serves as the drinking water source. The construction of a well directly affects its ability to protect the aquifer from contaminants. System construction scores are lower when information shows that the design and integrity of the well can help prevent potential contaminants from reaching the aquifer. The system construction score depends on these five components: 1. Compliance with all current construction standards for public water system wells. 2. Condition of the wellhead and surface seal. 3. Placement of the well casing and annular seal into or through at least one continuous low permeability geologic unit of substantial thickness (>10 feet) reduces the risk of contamination to the aquifer. (Permeability is the ability of a porous medium, such as rock, sediment, and soil, to transmit fluids under a hydraulic gradient; it is a measure of the relative ease of fluid flow under unequal pressure.) 4. Production of water from more than 100-feet below static water level. (Static water level refers to the level of water in a well under normal, no-pumping conditions.) Water drawn from deeper portions of an aquifer is typically buffered from most potential contaminants introduced at the land surface. 5. Location of the well outside of a 100-year floodplain. (A floodplain is flat or nearly flat land along a river or stream or in a tidal area that is covered by water during a flood. The 100-year floodplain is the area likely to be inundated during a flood with a 1% chance of being equaled or exceeded in any given year. DEQ uses data from the Federal Emergency Management Agency to determine the 100-year floodplain for any given area.) Locating wells outside a floodplain can help prevent direct contact between the wellhead and storm, flood, or irrigation water. Idaho Department of Water Resources' rules regulate well construction (" Well Construction Standards Rules" [IDAPA 37.03.09]). These rules require all public water systems to also follow DEQ's well construction standards (" Idaho Rules for Public Drinking Water Systems" [IDAPA 58.01.08.510]). DEQ standards include screening requirements, depth of annular seal, use of a down-turned casing vent, and casing thickness, height, and depth. Current construction standards for public water system wells can be more stringent than standards in effect when a well was constructed, so your system construction score may be higher due to not meeting current well construction standards. Your system construction score may also be higher if adequate information about the well is not available. Refer to the susceptibility score details page for more information about the construction of the well assessed in this report. Hydrologic Sensitivity Score The second of the three factors in a source water assessment is hydrologic sensitivity. Hydrologic sensitivity considers how easily or quickly water moves through the subsurface of the earth. A well's hydrologic sensitivity score depends on the following: 1. Composition of surface soil. Soil drainage classes (defined in soil surveys published by the NRCS in 1998), ranging from poorly drained to moderately drained, such as silt and clay, are deemed more protective of ground water than moderately to well drained soils, such as sand and gravel, which drain faster. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 133 of 271 2. Material in the vadose zone (the zone between the land surface and first encountered water). Vadose zone materials comprised of gravel or fractured rock provide less protection from contamination than finer-grained sedimentary materials. 3. Depth at which ground water is first encountered. All other factors being equal, a greater depth to ground water provides greater opportunity for the attenuation of potential contaminants through adsorption and other mechanisms. 4. Presence of a low permeable unit (a layer of rock or sediment that does not transmit water easily, thus protecting the aquifer from contamination). For susceptibility scoring, DEQ considers a low permeable unit to be present if there is >50 feet of cumulative thickness of silt or clay-rich geologic materials, or fine grain sedimentary interbeds within basalt settings above the bottom of the annular seal to be protective of the aquifer. Refer to the susceptibility score details page for more information on the hydrologic conditions for this source. Potential Contaminant Inventory/Land Use Scores The last of the three factors scored in a source water assessment is the potential contaminant inventory (PCI)/land use. A potential contaminant is defined as any facility or activity that meets these criteria: Stores, uses, or produces, as a product or by-product, the contaminants regulated under the federal Safe Drinking Water Act. Has a potential for releasing the contaminants at levels that could potentially harm drinking water sources. As part of each source water assessment, DEQ conducts an inventory of potential sources of contamination. The goal of the inventory is to locate and describe facilities, land uses, and environmental conditions that are potential sources of ground water contamination. The inventory is a two-step process. First, DEQ identifies and documents potential contaminant sources in the source water assessment area using computer databases and GIS maps developed by DEQ and various state and federal agencies. Although DEQ uses the best information available, DEQ does not make any warranty regarding the accuracy or completeness of any information or data provided. For example, DEQ may not be able to obtain the exact location for each potential contaminant or may not be notified immediately of new sites or changes to existing sites. DEQ updates PCIs when new information warrants an update. The exact date inventories are updated is found in the PCI table. Second, the public water system receives a draft copy of the source water assessment and can provide comments to DEQ to correct or expand on the inventory. Although the public water system is only contacted by DEQ after the initial PCI is conducted, the public water system can review the PCI and submit corrections to DEQ at any time. Comments can be submitted to DEQ. When agriculture is the predominant land use within the delineation, the likelihood of agricultural chemicals, such as fertilizers and pesticides, entering the ground water system may increase. This results in more points assessed for the IOC and SOC categories in the 0-3 year TOT zone. Additionally, depending on the percentage of agricultural land in each TOT, PCl/land use susceptibility scores may be influenced. When the 0-3 year TOT zone intersects an area of defined ground water degradation, such as a nitrate priority area, additional points are assigned to the PCl/land use section of the susceptibility score. Nitrate is one of the most widespread ground water contaminants in Idaho. High levels of nitrate in drinking water are FLS-W-24-02 IPUC DR 16 Attachment 4 Page 134 of 271 associated with adverse health effects. Therefore, DEQ designates areas with degraded ground water quality due to nitrate as nitrate priority areas with the goal of developing and implementing management strategies with local stakeholders to improve ground water quality. Understanding Potential Contaminant Source Information The presence of a potential source of contamination means that the potential for contamination exists due to the nature of the business, industry, or operation. A release is less likely to occur from a potential source of contamination, when the facility or landowner uses best management practices to manage the potential contaminant. Many potential sources of contamination are regulated at the federal or state level, or both, to reduce the risk of release. Therefore, when businesses, facilities, or properties are identified as potential contaminant sources, it does not mean that they are violating any local, state, or federal environmental law or regulation. The table below lists the potential contaminants for WELL#1 public water system. The public water system is not located within a nitrate priority area. PWS Name: TAYLOR MOUNTAIN WATER AND SEWER DISTRICT (PWS# ID7100023) Source Number: E0007186 Source Name: WELL#1 Potential Contaminants: Export to Excel TOT` Description of Potential Contaminant Source 1,a Potential Contaminants) Name Data Source Z Updated Date 3 0-3 year Major And Minor Roads 0-3 year Surface Water 0-3 year Deep Injection Well IOC,VOC,SOC,Microbe GIs 1/9/2020 0-3 year Mine Site 0-3 year Underground Storage Tank(UST) 0-3 year Leaking Underground Storage Tank VOC,SOC PETERSONS ROCK GIs 1/9/2020 HOLLOW RANCH 0-3 year General Waste Site site specific BINGHAMCOOP GIs 1/9/2020 0 3 year ; Septic System Drain Fields IOC,Microbe GIS 1/9/2020 3-6 year Surface Water 3-6 year Major And Minor Roads 3-6 year Deep Injection Well 3-6 year Mine Site 3.6 year i Underground Storage Tank(UST) 3-6 year ; Feedlot IOC,Microbe Feedlot GIs 1/9/2020 3-6 year Railroad IOC,VOC,SOC Eastern Idaho Railroad GIS 1/9/2020 Footnotes: FLS-W-24-02 IPUC DR 16 Attachment 4 Page 135 of 271 1. The GIS datasets used to identify potential contaminants are gathered from various state and federal agencies and are updated on different intervals. 2. During the first phase of the PCI, known as the primary contaminant inventory, DEQ staff use GIS datasets and aerial photos to identify and document potential contaminant sources within the water system's source water assessment delineation. During the second phase of the PCI, known as the enhanced inventory, potential contaminants not already identified through GIS (e.g., septic systems, business sites, and land use activities)can be added to the PCI. 3. Date Updated refers to the most recent date each potential contaminant was last verified within the GIs datasets. PCIs are updated when new information warrants an update. Potential contaminants identified through aerial photos or enhanced inventories are updated less often. 4. Restriction of Liability for GIs Data: Neither the State of Idaho nor DEQ, nor any of their employees make any warranty, express or implied, or assume any legal liability or responsibility for the accuracy, completeness or usefulness of any information or data provided. Metadata are provided for all datasets, and no data should be used without first reading and understanding its limitations.The data could include technical inaccuracies or typographical errors. DEQ may update, modify, or revise the data used at any time, without notice. *-TOT = time of travel zone IOC = inorganic chemical, VOC = volatile organic chemical, SOC = synthetic organic chemical Refer to the susceptibility score details page for more information about the potential contaminants and land use within this delineation. Conclusion Local communities can use the information gathered through the assessment process to create a broader source water protection program to address current problems and prevent future threats to the quality of their drinking water supplies. Preventing contaminants from entering the public water system source can minimize health risks, expanded drinking water monitoring requirements, additional water treatment requirements, or expensive environmental cleanup activities. For assistance developing protection strategies, contact DEQ's Idaho Falls Regional Office or the Idaho Rural Water Association. Also consider the following resources: Idaho Source Water Protection Website Idaho Source Water Protection Activities Guide Idaho Source Water Protection Planning Tool www.protectthesource.org List of Acronyms and Abbreviations/Glossary List of Acronyms and Abbreviated/Glossary References ID7100023 Well 1-2 2001 SWA Report.pdf ID7100023 Wells 1.2 Country Club Hills 2001 Modeling Report.pdf Map FLS-W-24-02 IPUC DR 16 Attachment 4 Page 136 of 271 11/27/23,3:57 PM SWA Static Map Protecting Public Health and the Environment Department of Environmental Quality SWA Online Home About Acyronyms And Glossary Contacts Static Map Public Water System Name: TAYLOR MOUNTAIN WATER AND SEWER DISTRICT Source Name:WELL#1 The public water system is not located within a nitrate priority area. Submit a Comment Click here for dynamic map. (This map may take several seconds to load.We appreciate your patience.) ILI' in 'lrl 3 — IN ILI, i i Id M J. 41 Rat _ •.. . > i �r r 1U Bonneville County 26 i i c_ -111.6286°,43.6422° Bmaham County Earthstar Geographics IDEQ©2023 1 BonnevilleGIS,Esri,HERE,Garmin,SafeGraph,METI/NASA,USGS,Bureau of Land Management,EPA... Powered by Esri Map scale 1:288,895 5 km I WELL#1,TAYLOR MOUNTAIN WATER AND SEWER DISTRICT 5 mi https://www2.deq.idaho.gov/water/swaOnline/StaticMap?Pwsld=ID7100023&SourceTagNumber=E0007186 1/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 137 of 271 Map Legend County Boundanes Streets (100k) Deep Injection Well O Source Location 4 Shallow Injecton Well Highway Source Water Delineations Time of Travel (TOT) Limited Access 3 Year TOT NPDES Location 6 Year TOT © RCRA Site Local Road C:3 10 Year TOT 0 Drain Location Major Road C:3 Surface Water Buffer 11 Road Salt Location Other Roads Fixed Radius Mine Site Ramp ��j Watershed Boundary J Tier II(formerly CAMEO) Potential Contaminants Inventory Locations _ Trail 1!_ Sewage Drainfields Brownfield Site 4WD • CERCLA Site Tunnels and Drains Toxics Release Inventory Site Railroad Hydrography General Waste Site Phosphate Mine Lakes 4 UST,'LUST Site Water Reuse Area - Streams F6l Dairy Wastewater Lagoon �K Feedlot Pesticide Management Area ♦ Managed Aquifer Recharge Site Landfill 10EQ Gf5 M v 2019 DEQ Intranet DEQ Website Copyright © 2023 State of Idaho, All rights reserved. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 138 of 271 v Time Static p ,�/] 2:51 96.00 5 I " 2:52 1i1 .25 1 �.25 2: 51 115. 33 14.U8 2:h5 129.83 4.50 2:5b 131.92 2.09 2:57 134.75 2.83 2:58 138 .25 3.5U 2:59 140.92 2.b'7 3:00 14:4.17 2.25 3:01 144.92 1.75 3:02 14b.b/ 1.75 3:04 150.17 3. 50 3:(Jb 152.42 2.25 3:08 153.50 1.08 3:1U 1 ti4. 5U 1.00 3:12 157.25 2.75 3: 17 1b4.83 7.58 3:22 171.75 6. 92 3:27 185.92 14.17 3:32 192.08 6.16 3:3'/ 200.00 7 .92 _ 3:42 209.42 9.42 3:4'/ - 220.92 11.50 3:52 226.25 5.33 4:01 268.00 41. 15 70 min @ 400 GPM 28000.00 4:09 237.00 0.00 4:14 224.00 13.00 4:19 216.75 7.25 4:24 2U5.50 11.25 4:29 201. 50 4.00 4:34 191.00 10. 50 60 min @ 300GPM 18000 5:02 Meter Reading: 5*762400 4buoo Est. Start Meter 5716400 -- 60NO690 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 139 of 271 INVOICE DENNING WELL DRILLING, INC. BOX 460, UICCN, IDAHO 83454 523-4600 C ar±ry Club FLter =- 935 1st StLe I%�o Falls, Idle 83401 8/31/2011 Wall #1 Item Description Amount -_ 1 30 H.P. Rnp 460 V 3 Qf $6995.00 1 Hsat Su-irk Kit 9.50 ServiCe Cell and I 750.00 T-tal Me $7754.50 A O F—` CD FLS-W-24-02 IPUC DR 16 Attachment 4 Page 140 of 271 =nrm ,;0 7 STATE OF IDAHO USE TYPEWRITER OR DEPARTMENT OF WATER RESOURCES BALLPOINT PEN WELL DRILLER 'S REPORT State law requires that this report be filed with the Director,Department of Water Resources within 30 days after the completion or abandonment of the well. 1. WELL OWNER 7. WATER LEVEL Name Mike GrQtb (Idaho Falls Cotmtry C1fib) Static water level 120 feet below land surface. Flowing? ❑ Yes rX No G.P.M.flow Address t ne Idaho a118 Ida. Artesian closed-in pressure p.s.i. =PermitNo. 3401 Controlled by: ❑ Valve ❑ Cap ❑ Plug OwnZ 1'-- 7090 Temperature OF. Quality 2. NATURE OF WORK 8. WELL TEST DATA M New well ❑ Deepened ❑ Replacement ❑ Pump ❑ Bailer ❑ Air ❑ Other ❑ Abandoned (describe method of abandoning) Discharge G.P.M. Pumping Level Hours Pumped 3. PROPOSED USE ❑ Domestic ❑ Irrigation ❑ Test X Municipal 9. LITHOLOGIC LOG ❑ Industrial ❑ Stock ❑ Waste Disposal or Injection El Other (specify t Hole De th Water p y type) Dism. From I To Material Yes No 01 5 Soil Brown X 4. METHOD DRILLED 1 85 n tr X I. Rotary bC Air ❑ Hydraulic ❑ Reverse rotary 85 90 Brown X ❑ Cable ❑ Dug ❑ Other 90 113 Broken Basalt X 113 1 8 Conglomerate Basalt X 1 1 8 1 8 Sand Stone 5. WELL CONSTRUCTION 158 1 175 Cla.Y Gravel Casing schedule: X1 Steel ❑ 180 18 Concrete ❑Other 1 185 8ashe ve it it g Thickness Diameter From To 18 1 Coarse Sand Gravel x .250 inches _ 14 _ inches + Ol feet 2Qa feet 1 l 8 Black Basalt inches inches feet feet 1 2l Basalt Black X inches inches feet feet 2l 220 Cl Pea Gravel inches inches feet feet 220 246 Shale Brown X Was casing drive shoe used? LCYes ❑ No 14 246 278 Riollte Brown DC Was a packer or seal used? *Yes Q(No 278 280 Broken Some Q Perforated? ❑ Yes 1% No 280 317 Broken Some Clay X How perforated? ❑ Factory ❑ Knife ❑ Torch 317 341 Sand Stone Brown AL Size of perforation inches by inches 14 l 345 Riolite Number From To 345 1 357Hard Grgy Basalt perforations feet feet 357 60 Broken Gray perforations feet feet 60 386 Firm perforations feet feet 86 ia@ Broken Well screen installed? ❑ Yes No 14 410 Manufacturer's name Type Model No. Diameter_Slot size Set from feet to feet Diameter Slot size Set from feet to feet Gravel packed? ❑ Yes % No ❑ Size of gravel Placed from feet to feet Surface seal depth 44,_Material used in seal: NCement grout _ Res" ❑ Puddling clay ❑ Well cuttingsacd Sealing procedure used: ❑ Slurry pit ❑ Temp.surface casing n It Overbore to seal depth Method of joining casing: ❑ Threaded IK Welded ❑ Solvent t S Weld ❑ Cemented between strata Describe access port AZ-e d/�, 10• Work started 8-3-77 finished 9-19-77 6. LOCATION OF WELL 11. DRILLERS CERTIFICATION c- L ketch map location must agree with written location. I/We certify that all minimum well construction standards were _ N compiled with at the time the rig was removed. •`"" i i i Subdivision Name Firm Name Andrew Well DrillingFirm No, 5 Contr.. E Address 1268 E. 17th fit. Date 79 - --+-- ---+-- Lot No. Block No. Signed by (Firm Official S and County -.st.fv LVI-e _ (Operator) Al F x -AIE'/a Sec. _2S,T. l N# R.J" E/AX USE ADDITIONAL SHEETS IF NECESSARY -- FORWARD THE WHITE COPY TO THE DEPARTMENT FLS-W-24-02 IPUC DR 16 Attachment 4 Page 141 of 271 ,AICAN PUMP CO. a758 N. YELLOWSTONE HWY * I N V 0 I C P.O. BOX 267 UCON, ID 83454-0267 * * 208-529-4517 PAX 208-529-4587 Document Number: 014449 Document Date: 08/22/06 Page: 1 Sold COUNTRY CLUB INVESTMENTS Ship CC MIKE GROTH To: C/O ROBERT THOMPSON To: 570 S YELLOWSTONE AVE 7235 SOUTH UTAH AVEIDAHO FALLS, ID IDAHO FALLS, ID 83402 83402 Cust I.D. . . . . . COUNTC Ship Via. . P.O. Number. . . Snip Date: 08/22/06 P.O. Date. . . . : 08/14/06 Due Date. : 09/06/06 Job/Order No. : Terms T 15 Salesperson. . : Item I.D./Desc. Ordered Shipped gnat Price Net TX ------------------------------------------------------------------------------- OR TO FIST% FOR 1.00 1.00 2768.5000 2768 .50 E PUMP, PULL & SET 4" 80DI CK VLV 2 .00 2 .00 356.0000 712 .00 T 4" GALV PIPE 252 .00 252.00 FT 8.0600 2031.12 T TAPE 24.00 24.00 ROLL 5.7500 138.00 T SPLICE KIT 1.00 1.00 16 . 1000 16 .10 T 8 SUB WIRE 265.00 265.00 FT 2.3000 609.50 T CLORINE TABLETS 1.00 1.00 15.0000 1.5.00 T 6CHC MOTOR 1.00 1.00 1891.0000 1891.00 T 25HP MOTOR 1.00 1.00 2188.0000 2188.00 T CAMERA WELL 1.00 1.00 800.0000 800 .00 E Continued . . . . Subtotal : 11169.22 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 142 of 271 Source Water Assessment Summary Report: TAYLOR MOUNTAIN WATER AND SEWER DISTRICT (PWS# ID7100023) WELL #2 E0007187 Introduction Source water is untreated ground water (aquifers and springs) and surface waters (rivers, streams, and lakes) used to supply drinking water for public water systems. In Idaho there are approximately 1,960 public water systems providing water to almost 1.5 million people. The US Environmental Protection Agency (EPA) requires the Idaho Department of Environmental Quality (DEQ) to assess every public water system source (well, spring, or surface water intake) in Idaho for its relative susceptibility to contaminants that are regulated by the federal Safe Drinking Water Act. There are approximately 3,500 active sources in Idaho. DEQ conducts source water assessments based on an inventory of potential contaminants and land uses within the delineated source water assessment area, construction of the well, sensitivity factors associated with the drinking water source, and local aquifer characteristics. The ultimate goal of each source water assessment is to provide data that communities can use to develop protection strategies for their drinking water sources (source water protection). The resources and time available to accomplish source water assessments are limited. Therefore, an in- depth, site-specific investigation to identify each significant potential source of contamination for every public water system is not possible. Instead, DEQ uses computer databases and geographic information system (GIS) maps to produce a potential contaminant inventory that can then be verified by the system or other stakeholders with an on-the-ground investigation. If any additional potential contaminants are identified, the system can create a potential contaminant enhanced inventory. The results of source water assessments should not be used as an absolute measure of risk, nor should they be used to undermine public confidence in the public water system. A particular susceptibility score does not imply any regulatory or safety violations exist or contamination will occur. This report summarizes information about public water systems in Idaho. Using or distributing the data in this report in any other form may inaccurately portray the data. DEQ strongly encourages each public water system and community to use its source water assessments, combined with local knowledge and concerns, to develop source water protection strategies. Multiple resources are available to help communities implement source water protection programs, including DEQ's Source Water Protection Activity Guide and Source Water Protection Plan Template. The protection of source water involves many partners. Various governmental entities and organizations play a role in protecting drinking water sources in Idaho and can be a resource for protection efforts. Source water protection activities should be coordinated with these entities to leverage resources and maximize results. For example, activities related to agricultural practices should be coordinated with the Idaho State Department of Agriculture, Idaho Soil and Water Conservation Commission, local Soil and Water Conservation District, and Natural Resources Conservation Service. Visit the Idaho Source Water Collaborative website for more information on potential partners and resources. For assistance in developing protection strategies, contact DEQs Idaho Falls Regional Office or the Idaho Rural Water Association. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 143 of 271 This report was completed August 17, 2001. Potential contaminant information was updated on January 09, 2020. Confirmed detections noted in the susceptibility report were updated January 2019 for community and NTNC sources active at the time of the update. (This could result in a change to a source's final susceptibility ranking.) What Was Assessed This report evaluates TAYLOR MOUNTAIN WATER AND SEWER DISTRICT (PWS# ID7100023) WELL#2 E0007187 located in BONNEVILLE county. The system serves approximately 610 people through 185 connections. Defining the Source Water Assessment Area The first step of a source water assessment is to delineate the source water assessment area. The delineation process includes mapping the boundaries of the land area above the aquifer that could contribute water and potential pollutants to the water supply. The delineation illustrates the portion of the aquifer that supplies water to the well. Depending on the type of public water system (i.e., community, nontransient noncommunity, or transient noncommunity) and the amount of site-specific data available, one of three methods may be used to delineate a ground water source: (1) a fixed 1,000 foot radius, (2) a calculated fixed radius, or (3) a refined analytical method. For community systems that serve at least 15 service connections or 25 people year-round in their primary residences (e.g., most cities and towns, apartments, and mobile home parks with their own water supplies) or nontransient noncommunity systems that serve at least 25 of the same persons over 6 months per year (e.g., schools, churches, nursing homes, and factories, and hospitals with their own water source), DEQ uses a refined analytical method approved by EPA to delineate up to three separate time-of-travel (TOT) zones. The TOT zones illustrate the number of years necessary for a particle of water or contaminant to move from a specific point in the aquifer to the well. The refined analytical method uses site-specific data assimilated from a variety of sources, including well logs and hydrogeologic reports to determine the TOT zones. DEQ may use a calculated fixed radius method for community and nontransient noncommunity systems when site- specific data are not available. Generalized, existing, hydrogeologic data from the major aquifer types in Idaho, and data from the well pump rate are used in the average velocity equation to derive radii for 3-, 6-, and 10-year TOT zones. The following three TOT zones are mapped: Zone I refers to the 0-3 TOT zone and is addressed by two subzones: Zone 1 A and Zone 1 B. Zone IA refers to the sanitary setback, or the 50-foot radius around the well. The goal of this zone is to prevent contamination from nearby sources, particularly microbial contamination from sewer lines, livestock, surface waters, and septic systems. Zone IB refers to the 0-3 year TOT zone. Water in this zone takes 0-3 years to travel in the aquifer to reach the well. Zone II refers to the 3-6 year TOT zone. Water in this zone takes 3-6 years to travel in the aquifer to reach the well. Zone III refers to the 6-10 year TOT zone. Water in this zone takes 6-10 years to travel in the aquifer to reach the well. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 144 of 271 The source water assessment for WELL#2 was done using the Refined Analytical Method and is illustrated in the map provided. The data used to determine the source water assessment delineation for WELL#2 are included in the References section or available from DEQ upon request. Susceptibility Analysis The susceptibility analysis provides an estimate of the likelihood that the water supply will become contaminated. For each well, spring, or surface water intake in a public water system, susceptibility to contamination is scored as high, moderate, or low. Susceptibility scores for wells take into account three factors, which are described in more detail in later sections: 1. System Construction: Construction of the well being assessed. 2. Hydrologic Sensitivity: Hydrologic and geologic conditions surrounding the well. 3. Potential Contaminant Inventory(PCI)/Land Use: Potentially significant sources of contamination and land uses within the delineated source water assessment area. Each of the factors listed above receives a score of high, medium, or low to reflect how susceptible the source is to potential contamination. Note that deriving susceptibility scores is a qualitative, screening-level step that, in many cases, uses generalized assumptions and best professional judgment. Once completed, susceptibility scores are only updated upon request by the public water system. PCl/land use scores and final susceptibility scores consist of four individual scores, one for each of four categories of contaminants: Inorganic chemicals (IOC). Volatile organic chemicals (VOC). Synthetic organic chemicals (SOC). Microbial contaminants High susceptibility to one potential contaminant does not mean that the water system is at the same risk for all other potential contaminants. The susceptibility scores for WELL#2 are shown in the table below. Click here for full susceptibility score details. Susceptibility Scores for TAYLOR MOUNTAIN WATER AND SEWER DISTRICT(PWS#ID7100023)WELL#2 E0007187 System Construction Potential Contaminant Inventory/Land Use Hydrologic Sensitivity Final Susceptibility Ranking I0C VOC SOC Microbials IOC VOC € SOC Microbials H H M H M H H H H M H=High Susceptibility,M=Moderate Susceptibility, L=Low Susceptibility.System Construction refers to the well,spring,or surface water intake. Auto High-see below.* Report Date:8/17/2001 Click for Map Click for details *Auto-High Score: Four situations cause automatic assignment of a high susceptibility score: (1)any detection of a VOC or SOC, (2) detection of an I0C at a concentration greater than the drinking water maximum contaminant level (MCL)set by EPA, (3)a confirmed microbial detection at the drinking water source, or(4)the presence of potential contaminant sources within 50 feet of a well. Additionally, ground water sources designated as under the direct influence of surface water(GWUDI)automatically rank high for microbial contaminants due to the inherent nature of surface water bodies as wildlife habitat and residence for various microorganisms. Any of the first three situations will trigger an auto-high score because a pathway for contamination already exists. Note that MCLs, detections, and potential contaminants can change over time and are not automatically updated in the score. Refer to the susceptibility score details page for more information on the contaminant source or detections resulting in an auto-high score. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 145 of 271 System Construction Score The first of the three factors scored in a source water assessment is the system construction. System construction refers to the construction of the well that serves as the drinking water source. The construction of a well directly affects its ability to protect the aquifer from contaminants. System construction scores are lower when information shows that the design and integrity of the well can help prevent potential contaminants from reaching the aquifer. The system construction score depends on these five components: 1. Compliance with all current construction standards for public water system wells. 2. Condition of the wellhead and surface seal. 3. Placement of the well casing and annular seal into or through at least one continuous low permeability geologic unit of substantial thickness (>10 feet) reduces the risk of contamination to the aquifer. (Permeability is the ability of a porous medium, such as rock, sediment, and soil, to transmit fluids under a hydraulic gradient; it is a measure of the relative ease of fluid flow under unequal pressure.) 4. Production of water from more than 100-feet below static water level. (Static water level refers to the level of water in a well under normal, no-pumping conditions.) Water drawn from deeper portions of an aquifer is typically buffered from most potential contaminants introduced at the land surface. 5. Location of the well outside of a 100-year floodplain. (A floodplain is flat or nearly flat land along a river or stream or in a tidal area that is covered by water during a flood. The 100-year floodplain is the area likely to be inundated during a flood with a 1% chance of being equaled or exceeded in any given year. DEQ uses data from the Federal Emergency Management Agency to determine the 100-year floodplain for any given area.) Locating wells outside a floodplain can help prevent direct contact between the wellhead and storm, flood, or irrigation water. Idaho Department of Water Resources' rules regulate well construction (" Well Construction Standards Rules" [IDAPA 37.03.09]). These rules require all public water systems to also follow DEQ's well construction standards (" Idaho Rules for Public Drinking Water Systems" [IDAPA 58.01.08.510]). DEQ standards include screening requirements, depth of annular seal, use of a down-turned casing vent, and casing thickness, height, and depth. Current construction standards for public water system wells can be more stringent than standards in effect when a well was constructed, so your system construction score may be higher due to not meeting current well construction standards. Your system construction score may also be higher if adequate information about the well is not available. Refer to the susceptibility score details page for more information about the construction of the well assessed in this report. Hydrologic Sensitivity Score The second of the three factors in a source water assessment is hydrologic sensitivity. Hydrologic sensitivity considers how easily or quickly water moves through the subsurface of the earth. A well's hydrologic sensitivity score depends on the following: 1. Composition of surface soil. Soil drainage classes (defined in soil surveys published by the NRCS in 1998), ranging from poorly drained to moderately drained, such as silt and clay, are deemed more protective of ground water than moderately to well drained soils, such as sand and gravel, which drain faster. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 146 of 271 2. Material in the vadose zone (the zone between the land surface and first encountered water). Vadose zone materials comprised of gravel or fractured rock provide less protection from contamination than finer-grained sedimentary materials. 3. Depth at which ground water is first encountered. All other factors being equal, a greater depth to ground water provides greater opportunity for the attenuation of potential contaminants through adsorption and other mechanisms. 4. Presence of a low permeable unit (a layer of rock or sediment that does not transmit water easily, thus protecting the aquifer from contamination). For susceptibility scoring, DEQ considers a low permeable unit to be present if there is >50 feet of cumulative thickness of silt or clay-rich geologic materials, or fine grain sedimentary interbeds within basalt settings above the bottom of the annular seal to be protective of the aquifer. Refer to the susceptibility score details page for more information on the hydrologic conditions for this source. Potential Contaminant Inventory/Land Use Scores The last of the three factors scored in a source water assessment is the potential contaminant inventory (PCI)/land use. A potential contaminant is defined as any facility or activity that meets these criteria: Stores, uses, or produces, as a product or by-product, the contaminants regulated under the federal Safe Drinking Water Act. Has a potential for releasing the contaminants at levels that could potentially harm drinking water sources. As part of each source water assessment, DEQ conducts an inventory of potential sources of contamination. The goal of the inventory is to locate and describe facilities, land uses, and environmental conditions that are potential sources of ground water contamination. The inventory is a two-step process. First, DEQ identifies and documents potential contaminant sources in the source water assessment area using computer databases and GIS maps developed by DEQ and various state and federal agencies. Although DEQ uses the best information available, DEQ does not make any warranty regarding the accuracy or completeness of any information or data provided. For example, DEQ may not be able to obtain the exact location for each potential contaminant or may not be notified immediately of new sites or changes to existing sites. DEQ updates PCIs when new information warrants an update. The exact date inventories are updated is found in the PCI table. Second, the public water system receives a draft copy of the source water assessment and can provide comments to DEQ to correct or expand on the inventory. Although the public water system is only contacted by DEQ after the initial PCI is conducted, the public water system can review the PCI and submit corrections to DEQ at any time. Comments can be submitted to DEQ. When agriculture is the predominant land use within the delineation, the likelihood of agricultural chemicals, such as fertilizers and pesticides, entering the ground water system may increase. This results in more points assessed for the IOC and SOC categories in the 0-3 year TOT zone. Additionally, depending on the percentage of agricultural land in each TOT, PCl/land use susceptibility scores may be influenced. When the 0-3 year TOT zone intersects an area of defined ground water degradation, such as a nitrate priority area, additional points are assigned to the PCl/land use section of the susceptibility score. Nitrate is one of the most widespread ground water contaminants in Idaho. High levels of nitrate in drinking water are FLS-W-24-02 IPUC DR 16 Attachment 4 Page 147 of 271 associated with adverse health effects. Therefore, DEQ designates areas with degraded ground water quality due to nitrate as nitrate priority areas with the goal of developing and implementing management strategies with local stakeholders to improve ground water quality. Understanding Potential Contaminant Source Information The presence of a potential source of contamination means that the potential for contamination exists due to the nature of the business, industry, or operation. A release is less likely to occur from a potential source of contamination, when the facility or landowner uses best management practices to manage the potential contaminant. Many potential sources of contamination are regulated at the federal or state level, or both, to reduce the risk of release. Therefore, when businesses, facilities, or properties are identified as potential contaminant sources, it does not mean that they are violating any local, state, or federal environmental law or regulation. The table below lists the potential contaminants for WELL#2 public water system. The public water system is not located within a nitrate priority area. PWS Name: TAYLOR MOUNTAIN WATER AND SEWER DISTRICT (PWS# ID7100023) Source Number: E0007187 Source Name: WELL#2 Potential Contaminants: Export to Excel TOT Description of Potential Contaminant Source a Potential Contaminant(s) Name Data Source Z Updated Date 3 0-3 year Major And Minor Roads 0-3 year Surface Water 0-3 year Deep Injection Well IOC,VOC,SOC,Microbe GIS 1/9/2020 0-3 year Mine Site 0-3 year Shallow Injection Well IOC,VOC,SOC,Microbe Brenda Hansen GIs 1/9/2020 0-3 year Septic System Drain Fields 3-6 year Surface Water 3-6 year Major And Minor Roads 3-6 year ' Deep Injection Well IOC,VOc,SOC,Microbe GIS 1/9/2020 3-6 year Mine Site Site specific Gravel Pit Id Hwy Dpt GIs 1/9/2020 3-6 year Underground Storage Tank(UST) 3-6 year Feedlot IOC,Microbe Feedlot GIs 1/9/2020 3-6 year ! Railroad IOC,VOc,SOC Eastern Idaho Railroad GIs 1/9/2020 Footnotes: 1.The GIS datasets used to identify potential contaminants are gathered from various state and federal agencies and are updated on different intervals. 2. During the first phase of the PCI, known as the primary contaminant inventory, DEQ staff use GIS datasets and aerial photos to identify and document potential contaminant sources within the water system's source water assessment delineation. During the second phase of the PCI, known as the enhanced inventory, potential contaminants not already identified through GIS (e.g., septic systems, business sites, and land use activities)can be added to the PCI. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 148 of 271 3. Date Updated refers to the most recent date each potential contaminant was last verified within the GIS datasets. PCIs are updated when new information warrants an update. Potential contaminants identified through aerial photos or enhanced inventories are updated less often. 4. Restriction of Liability for GIs Data: Neither the State of Idaho nor DEQ, nor any of their employees make any warranty, express or implied, or assume any legal liability or responsibility for the accuracy, completeness or usefulness of any information or data provided. Metadata are provided for all datasets, and no data should be used without first reading and understanding its limitations.The data could include technical inaccuracies or typographical errors. DEQ may update, modify, or revise the data used at any time,without notice. *-TOT = time of travel zone IOC = inorganic chemical, VOC = volatile organic chemical, SOC = synthetic organic chemical Refer to the susceptibility score details page for more information about the potential contaminants and land use within this delineation. Conclusion Local communities can use the information gathered through the assessment process to create a broader source water protection program to address current problems and prevent future threats to the quality of their drinking water supplies. Preventing contaminants from entering the public water system source can minimize health risks, expanded drinking water monitoring requirements, additional water treatment requirements, or expensive environmental cleanup activities. For assistance developing protection strategies, contact DEQ's Idaho Falls Regional Office or the Idaho Rural Water Association. Also consider the following resources: Idaho Source Water Protection Website Idaho Source Water Protection Activities Guide Idaho Source Water Protection Planning Tool www.protectthesource.org List of Acronyms and Abbreviations/Glossary List of Acronyms and Abbreviated/Glossary References I D7100023 Well 1-2 2001 SWA Report.pdf ID7100023 Wells 1-2 Country Club Hills 2001 Modeling Report.pdf Map The public water system is not located within a nitrate priority area. Click here for dynamic map. To save the map or legend right click on the images below and select save as. (This map may take several seconds to load.We appreciate your patience.) FLS-W-24-02 IPUC DR 16 Attachment 4 Page 149 of 271 11/27/23,3:58 PM SWA Static Map Protecting Department of Environmental Quality SWA Online Home About Acyronyms And Glossary Contacts Static Map Public Water System Name: TAYLOR MOUNTAIN WATER AND SEWER DISTRICT Source Name:WELL#2 The public water system is not located within a nitrate priority area. Submit a Comment Click here for dynamic map. (This map may take several seconds to load.We appreciate your patience.) 6�5Madk Jeffers County i -------------------- r f it • s' We it An 14 � l o a t ^ ` zo � v Bonneville County y ti 28 IVN •. m -110.3999°,44.8585° Bingham County https://www2.deq.idaho.gov/water/swaOnline/StaticMap?Pwsld=ID7100023&SourceTagNumber=E0007187 1/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 150 of 271 11/27/23,3:58 PM SWA Static Map Map Legend County Boundaries Streets(100k) ;l Deep Injection Well © Source Location • Shallow Injection Well Highway Source Water Delineations Time of Travel (TOT) Limited Access 3 Year TOT NPDES Location 6 Year TOT © RCRA Site Local Road 10 Year TOT B Drain Location Major Road C3 Surface Water Buffer 0 Road Salt Location Other Roads Fixed Radius � Watershed Boundary 3t Mine Site Ramp Potential Contaminants Inventory Locations A> Tier II(formerly CAMEO) Trail . Sewage Drainfields Brownfield Site 4WD CERCLA Site Tunnels and Drains Toxics Release Inventory Site Railroad Hydrography General Waste Site Po Phosphate Mine Lakes UST/LUST Site ``, Water Reuse Area ^ — Streams n Dairy Wastewater Lagoon 2 Feedlot r, G • Managed Aquifer Recharge Site � Pesticide Management Area Landfill IDEA GIS May 2079 Restriction of Liability for GIS Data:Neither the State of Idaho nor the Idaho Department of Environmental Quality,nor any of their employees make any warranty,express or implied,or assume any legal liability or responsibility for the accuracy,completeness or usefulness of any information or data provided. Metadata is provided for all data sets,and no data should be used without first reading and understanding its limitations.The data could include technical inaccuracies or typographical errors.The Department of Environmental Quality may update,modify,or revise the data used at any time,without notice. DEQ Intranet DEQ Website Copyright O 2023 State of Idaho,ALI rights reserved. https://www2.deq.idaho.gov/water/swaOnline/StaticMap?Pwsld=ID7100023&SourceTagNumber=E0007187 2/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 151 of 271 COUNTRY CLUB PUMP TEST' TIME DRAWDOWN DRAWDOWN DISCHARGE MIN FT IN FEET GPM 0 93.66 0 200 0.167 96.5 2.84 0.333 98 4 .34 0.5 100 6.34 200 1 100.25 6.59 2 102 8.34 195 3 103.417 9.757 195 4 105.583 11.923 195 5 110.25 16.59 195 6 109 15.34 182 7.5 110.75 17. 09 183 9 113 .1 19.44 10 114.66 21 13 116.92 23 .26 179 15 117.833 24. 173 20 121 27. 34 182 23 118. 1 24.44 30 113.25 19.59 181 32 114.417 20.757 180 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 152 of 271 DATA BASE: AQUIFER HORIZ. HYDR. COND. (GPD/SQ FT)= 9.50 AQUIFER VERT. HYDR. COND. (GPD/SQ FT)= 0. 950 AQUIFER THICKNESS (FT)= 250.00 ARTESIAN AQUIFER STORATIVITY (DIM)=50. 00E-02 � WATER TABLE STORATIVITY (DIM)= 0. 0100 :� �`✓ PRODUCT. WELL EFFECTIVE RADIUS (FT)= 0.887 DATA BASE: I AQUIFER HORIZ. HYDR. COND. (GPD/SQ FT)= 9. 50 AQUIFER VERT. HYDR. COND. (GPD/SQ FT)= 0.950 AQUIFER THICKNESS (FT)= 250. 00 ARTESIAN AQUIFER STORATIVITY (DIM)=50.00E-04 WATER TABLE STORATIVITY (DIM)= 0. 1000 PRODUCT. WELL EFFECTIVE RADIUS (FT)= 0. 667 TOP OF AQUIFER DEPTH (FT)= 0. 00 J� BASE OF AQUIFER DEPTH (FT)= 250.00 4 k INITIAL WATER LEVEL DEPTH (FT)= 0.00 INFINITE AQUIFER SYSTEM COMPUTATION RESULTS: PRODUCTION WELL DISCHARGE RATE (GPM)= 185. 00 \�J TIME-DRAWDOWN OR WATER LEVEL VALUES (FT) �` Q SELECTED DI TAN (FT) I D TIME(MIN) 0. 67 105.11 265.54 667.00 1675.43 4208 .49 0. 14 2.40 .00 0. 00 0.00 0. 00 0. 00 0.23 3 .71 0. 00 0. 00 0.00 0. 00 0. 00 0.36 5. 68 0. 00 0.00 0. 00 0. 00 0. 00 0.57 8.59 0. 00 0. 00 0.00 0. 00 0. 00 0.91 12.76 0. 00 0. 00 0. 00 0. 00 0.00 1.44 18.52 0.00 0.00 0.00 0. 00 0.00 2. 28 26. 07 0.00 0. 00 0.00 0.00 0. 00 3 . 62 35.41 0. 00 0. 00 0.00 0. 00 0.00 5.73 46.20 0.00 0.00 0.00 0. 00 0. 00 9. 09 57.78 0. 01 0. 00 0. 00 0. 00 0.00 14.40 69.38 0. 04 1 0. 00 0. 00 0. 00 0.00 22.82 80.38 0. 18 0. 00 0.00 0. 00 0. 00 36. 17 90.51 0. 55 0. 00 0.00 0.00 0.00 57. 33 99.88 1.37 0. 01 0. 00 0.00 0.00 90.86 108.76 2 .82 0. 06 0.00 0. 00 0. 00 144.00 117.47 4.95 0.22 0. 00 0.00 0.00 228.22 126.27 7.69 0. 64 0. 00 0.00 0. 00 361.71 135.37 10.92 1.49 0.01 0. 00 0. 00 573.27 144. 94 14 .51 2.93 0. 06 0. 00 0. 00 908.58 155.18 18. 34 4.98 0.21 0.00 0. 00 1440. 00 166.32 22.31 7.55 0.59 0. 00 0. 00 TIME AFTER PUMPING STARTED(MIN)= 1440.00 DISTANCE-DRAWDOWN OR WATER LEVEL VALUES AT END OF PUMPING PERIOD NODE RADIUS(FT) DRAWDOWN OR WATER LEVEL (FT) FLS-W-24-02 IPUC DR 16 Attachment 4 Page 153 of 271 NO 2 0. 67 166.32 1 3 1. 06 144.70 4 1. 68 126.77 5 2.66 111.12 -- 6 4.21 97. 05 r 7 6.67 84.18 8 10.57 72.24 9 16.75 61. 05 ` t 10 26. 55 50.52 11 42 .08 40.55 12 66.70 31. 13 13 105.71 22.31 14 167.54 14.30 15 265. 54 7.55 16 420.85 2.82 17 667. 00 0. 59 18 1057. 12 0.06 19 1675.43 0. 00 DATA BASE: AQUIFER HORIZ. HYDR. COND. (GPD/SQ FT)= 9.50 ARTESIAN AQUIFER STORATIVITY (DIM)=50.iiiE-01 WATER TABLE STORATIVITY (DIM)= 0.0100 PRODUCT. WELL EFFECTIVE RADIUS (FT)= 0.667 TOP OF AQUIFER DEPTH (FT)= 0.00 BASE OF AQUIFER DEPTH (FT) = 250.00 INITIAL WATER LEVEL DEPTH (FT)= 0.00 INFINITE AQUIFER SYSTEM COMPUTATION RESULTS: PRODUCTION WELL DISCHARGE RATE (GPM)= 185.00 TIME-DRAWDOWN OR WATER LEVEL VALUES (FT) SELECTED DISTANCES (FT) TIME(MIN) 0.67 105.71 265.54 667.00 1675.43 4208 .49 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 154 of 271 DATA BASE: AQUIFER HORIZ. HYDR. COND. (GPD/SQ FT)= 0. 00 AQUIFER VERT. HYDR. COND. (GPD/SQ FT)= 0.000 AQUITARD VERT. HYDR. COND. (GPD/SQ FT)=00. 01E-01 AQUIFER THICKNESS (FT)= 0. 00 AQUITARD THICKNESS (FT)= 0. 00 ARTESIAN AQUIFER STORATIVITY (DIM)=00.01E-01 WATER TABLE STORATIVITY (DIM)= 0.0000 \ PRODUCT. WELL EFFECTIVE RADIUS (FT)= 0. 000 \t DATA BASE: ��- .� AQUIFER HORIZ. HYDR. COND. (GPD/SQ FT)= 9.50U-1 }v ARTESIAN AQUIFER STORATIVITY (DIM)=50.00E-03 f WATER TABLE STORATIVITY (DIM)= 0.0100 PRODUCT. WELL EFFECTIVE RADIUS (FT)= 0. 667 TOP OF AQUIFER DEPTH (FT)= 0. 00 BASE OF AQUIFER DEPTH (FT)= 250. 00 INITIAL WATER LEVEL DEPTH (FT)= 0.00 INFINITE AQUIFER SYSTEM COMPUTATION RESULTS: PRODUCTION WELL DISCHARGE RATE (GPM)= 185. 00 TIME-DRAWDOWN OR WATER LEVEL VALUES (FT) SELECTED DISTANCES (FT) TIME(MIN) 0.67 105.71 265.54 667.00 1675.43 4208.49 0. 14 2 . 36 0. 00 0. 00 0. 00 0. 00 0. 00 0.23 3. 64 0. 00 0.00 0. 00 0. 00 0.00 0.36 5.56 0. 00 0.00 0. 00 0. 00 0. 00 0.57 8.35 0. 00 0. 00 0. 00 0. 00 0.00 0.91 12. 31 0. 00 0. 00 0. 00 0. 00 0.00 1.44 17. 69 0. 00 0. 00 0.00 0.00 0.00 2 .28 24 . 61 0. 00 0. 00 0.00 0. 00 0. 00 3. 62 32.99 0. 00 0. 00 0.00 0. 00 0.00 5.73 42 .43 0. 00 0.00 0. 00 0. 00 0. 00 9. 09 52 . 34 0. 00 0.00 0.00 0. 00 0. 00 14.40 62. 11 0. 00 0.00 0.00 0. 00 0. 00 22.82 71.35 0. 03 1,! 0.00 0. 00 0. 00 0. 00 36.17 79.95 0. 11 C 0.00 0. 00 0. 00 0. 00 57.33 88. 00 0.37 0. 00 0. 00 0.00 0. 00 90.86 95.70 0.98 0. 01 0. 00 0.00 0.00 144.00 103 .25 2 . 15 0.03 0. 00 0. 00 0.00 228.22 110.80 3 .97 0. 13 0. 00 0. 00 0.00 361.71 118.50 6.44 0.41 0.00 0. 00 0. 00 573.27 126.46 9. 45 1. 05 0.01 0. 00 0.00 908.58 134 .79 12 .88 2 .24 0. 03 0.00 0. 00 1440.00 143 .59 16. 64 4. 07 0. 13 0.00 0. 00 TIME AFTER PUMPING STARTED(MIN)= 1440.00 DISTANCE-DRAWDOWN OR WATER LEVEL VALUES AT END OF PUMPING PERIOD NODE RADIUS (FT) DRAWDOWN OR WATER LEVEL (FT) FLS-W-24-02 IPUC DR 16 Attachment 4 Page 155 of 271 8/21/23,5:47 PM S&A Engineers,PC Mail-Country Club#2 Well MGma i I Paul Scoresby<paul@saengrs.com> Country Club #2 Well 3 messages Jacob Hancock<jacob@americanpumpco.com> Mon,Aug 21, 2023 at 4:33 PM To: Paul Scoresby<paul@saengrs.com> Location: 43.389833, -111.990639 Pump: Berkeley B6T30-225 Build#: B81331 Motor: Franklin 30 HP Jacob Hancock Sales// Project Management Phone 208-821-5826 Office 208-557-8677 (208-55-PUMPS) Email jacob@americanpumpco.com website www.ampumpdrilling.com AMERICAN PUMP & II I DRILLING 6116 PUMPS // DRILLING // MOTORS // MACHINING Thomas Drilling and American Pump are now American Pump & Drilling! f inoGO 3 attachments https://mail.google.com/mail/u/0/?ik=adeO49683e&view=pt&search=all&permthid=thread-f:1774879763620150082&simpl=msg-f:17748797636201500... 1/3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 156 of 271 8/21/23,5:47 PM S&A Engineers,PC Mail-Country Club#2 Well 1dd8133392b4ca776efafeOe7dbeee7b.jpg 444 K �r . .,�.. f461125c9ab853da498447f7aObc6550.jpg 565K 6T-225-Performance.pdf 60K Jacob Hancock<jacob@americanpumpco.com> Mon,Aug 21, 2023 at 4:35 PM To: Paul Scoresby<paul@saengrs.com> Pump set on 180'of 4" PVC Certa-lok Jacob Hancock Sales// Project Management Phone 208-821-5826 Office 208-557-8677 (208-55-PUMPS) Email jacob@americanpumpco.com website www.ampumpdrilling.com AMERICAN PUMP & II t DRILLING CIA PUMPS // DRILLING // MOTORS // MACHINING Thomas Drilling and American Pump are now American Pump & Drilling! f inoGO https://ma i I.goog le.com/mail/u/0/?i k=adeO49683e&view=pt&sea rch=al I&permth id=th read-f:1774879763620150082&si m p l=msg-f:17748797636201500... 2/3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 157 of 271 8/21/23,5:47 PM S&A Engineers,PC Mail-Country Club#2 Well [Quoted text hidden] Jacob Hancock<jacob@americanpumpco.com> Mon,Aug 21, 2023 at 5:20 PM To: Paul Scoresby<paul@saengrs.com> In 2016 we replaced the motor and the galv pipe with more galv pipe. In 2022 the check valve failed and the pipe nearly had holes through it again, so we changed it to PVC Jacob Hancock Sales// Project Management Phone 208-821-5826 Office 208-557-8677 (208-55-PUMPS) Email jacob@americanpumpco.com website www.ampumpdrilling.com = MERICAN PUMP & II C DRILLING 061% PUMPS // DRILLING // MOTORS // MACHINING Thomas Drilling and American Pump are now American Pump & Drilling! f in = GO [Quoted text hidden] https://ma i I.goog le.com/mail/u/0/?i k=adeO49683e&view=pt&sea rch=al I&permth id=th read-f:1774879763620150082&si m p l=msg-f:17748797636201500... 3/3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 158 of 271 BERKELEY06T- 225 Submersible Turbine Nominal RPM:3450 Based on Fresh Water(a 68 F. 1,400 Maximum Working Pressure:580 PSI 85 400 1,300 JOH 80 1,200 75 350 1,100 _4oii 70 300 1,000 65 900 60 250 — 800 —30 H 55 E 1 -0 700 50 ro 200 a) _z5 is V _ = 600 45 w 150 500 40 400 35 100 300 30 200 25 50 100 20 0 0 15 0 50 100 150 200 250 300 Capacity—USgpm 0 5 10 15 20 25 30 35 40 45 50 55 60 65 Capacity—m3/h r--S W Outline Dimensions/Weights IFTI HP Stages Motor Size P Length M*Length MD*Diameter Motor Weight Pump Weight 25 10 6" 63.98 47.20 5.51 224 230 30 12 6" 73.98 49.50 5.51 236 269 40 16 6" 93.98 50.30 5.51 239 346 50 20 6" 113.98 52.20 5.51 251 424 Note:Dimensions=Inches;Weight=U.S.Lbs. P M*-Maximum Length(Pentair Motor) MD*-Motor Diameter(Pentair Motor] Q Specifications Minimum Well I.D. 6.0 Inches Minimum Submergence rd BEP[above inlet) 10.0 Feet Capacity Range 100-300 GPM Y Discharge 4"F NPT L-1 L_UD See manufacturer's data for motor cooling requirements Section 6T I Page 6.02 Supersedes All Previous I Date-04/01/2005 ►;� PENTAIR FLS-W-24-02 IPUC DR 16 Attachment 4 Page 159 of 271 8/5/2020 Water Right Report IDMODepartment of Water Resources IDWR offices are open to the public and following the CDC guidelines for wearing masks and observing social distancing. For in-person visits, we encourage you to call ahead for an appointment. WATER RIGHT REPORT 8/5/2020 IDAHO DEPARTMENT OF WATER RESOURCES Water Right Report WATER RIGHT NO. 25-7090 Owner Type Name and Address Current Owner TAYLOR MOUNTAIN WATER AND SEWER DISTRICT C/0 ROBERT L HARRIS HOLDEN KIDWELL HAHN Et CRAPO PO BOX 50130 IDAHO FALLS, ID 83405 2085230620 Original Owner HOLIDAY HILLS INC Priority Date: 04/18/1976 Basis: Decreed Status: Active Source Tributary GROUND WATER Beneficial Use From To Diversion Rate Volume DOMESTIC I01/01112/31 1 CFS 78 AFA Total Diversion 1 CFS 78 AFA Location of Point(s) of Diversion: GROUND WATER INWSWSE Sec. 21 Township 01NIRange 38E BONNEVILLE County GROUND WATER SESWNE Sec. 28 Township 01 N Range 38E BONNEVILLE County Place(s) of use: Place of Use Legal Description: DOMESTIC BONNEVILLE County https://idwr.idaho.gov/apps/ExtSearch/RightReportAJ.asp?BasinNurnber=25&SequenceNumber=7090&SplitSuffix=&TypeWaterRight=True 1/3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 160 of 271 8/5/2020 Water Right Report Township Range Section Lot Tract Acres Lot Tract Acres I Lot(Tract Acres Lot Tract Acres 01 N 38E 21 SESW SWSE SESE 28 NENE NWNE SWNE NENW SENW Conditions of Approval: 1. X01 Domestic use is for 65 homes. 2. C18 This partial decree is subject to such general provisions necessary for the definition of the rights or for the efficient administration of the water rights as may be ultimately determined by the Court at a point in time no later than the entry of a final unified decree. Section 42-1412(6), Idaho Code. Dates: Licensed Date: Decreed Date: 09/30/2005 Permit Proof Due Date: 3/1/1981 Permit Proof Made Date: 5/4/1981 Permit Approved Date: 3/23/1976 Permit Moratorium Expiration Date: Enlargement Use Priority Date: Enlargement Statute Priority Date: Water Supply Bank Enrollment Date Accepted: Water Supply Bank Enrollment Date Removed: Application Received Date: 02/13/1976 Protest Deadline Date: Number of Protests: 0 Other Information: State or Federal: S Owner Name Connector: Water District Number: 120 Generic Max Rate per Acre: Generic Max Volume per Acre: Civil Case Number: Old Case Number: Decree Plantiff: Decree Defendant: https://idwr.idaho.gov/apps/ExtSearch/RightReportAJ.asp?BasinNumber=25&SequenceNumber=7090&SplitSuffix=&TypeWaterRight=True 2/3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 161 of 271 8/5/2020 Water Right Report Swan Falls Trust or Nontrust: Swan Falls Dismissed: DLE Act Number: Cary Act Number: Mitigation Plan: False https://idwr.idaho.gov/apps/ExtSearch/RightReportAJ.asp?BasinNumber=25&SequenceNumber=7090&SplitSuffix=&TypeWaterRight=True 3/3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 162 of 271 IDAHO DEPARTMENT OF WATER RESOURCES WATER RIGHT REPORT 10/30/2023 IDAHO DEPARTMENT OF WATER RESOURCES Water Right Report WATER RIGHT NO. 25-14287 Owner Type Name and Address Current Owner FALLS WATER CO INC 2180 N DEBORAH DR IDAHO FALLS, ID 83401-6223 2085221300 Original Owner ZEE M MC DANIEL 1677 S FOOTHILL RD IDAHO FALLS, ID 83401 2085229148 Priority Date: 08/10/1966 Basis: Decreed Status: Active Source Tributary_ GROUND WATER Beneficial Use From To Diversion Rate Volume IRRIGATION 04/01 11/01 0.02 CFS 3.8 AFA Total Diversion 0.02 CFS I3.8 AFA Location of Point(s) of Diversion: GROUND WATER1 SWSE Sec. 21 ITownship 01 NJ Range 38E BONNEVILLE County GROUND WATER SWNE Sec. 28 Township 01 N Range 38E BONNEVILLE County IRRIGATION Use: Acre Limit: 1.1 Place(s) of use: Place of Use Legal Description: IRRIGATION BONNEVILLE County Township Range Section Lot Tract jAcres Lot Tract Acres Lot Tract Acres Lot Tract Acres 01 N 38E 21 SWSW11.4 SESW 8.5 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 163 of 271 SWSE 13.8 SESE 14.4 28 NENE 6.7 NWNE 7 SWNE 8.2 NENW 7.7 SENW 5.6 NWSE 0.1 29 SWNE 4.1 Total Acres: 77.5 Conditions of Approval: 1. X27 This right is limited to the irrigation of 1 .1 acres within the authorized place of use in a single irrigation season. 2. X35 Rights 25-14287, 25-14301 , 25-14304 and 25-14313 when combined shall not exceed the irrigation of 5.6 acres. 3. X35 Rights 25-14287, 25-14301 , 25-14304, 25-14313, 25-14383 and 25-14385 when combined shall not exceed the irrigation of 14.4 acres. 4. R05 Use of water under this right will be regulated by a watermaster with responsibility for the distribution of water among appropriators within a water district. At the time of this approval, this water right is within State Water District No. 120. 5. R02 A lockable device subject to the approval of the Department shall be maintained on the diverting works in a manner that will provide the watermaster suitable control of the diversion. 6. 214 Prior to the diversion and use of water under Transfer approval 80651, the right holder shall install and maintain acceptable measuring device(s) at the authorized point(s) of diversion in accordance with Department specifications, or shall obtain an approved variance from the Department to determine the amount of water diverted from power records or to maintain an existing measuring device. 7. 213 Upon specific notification of the Department, the right holder shall install and maintain data loggers to record water usage information at the authorized point(s) of diversion in accordance with Department specifications. 8. R64 This right when combined with all other rights shall provide no more than 0.02 cfs per acre nor more than 4.0 afa per acre at the field headgate for irrigation of the place of use. 9. 004 This right does not grant any right-of-way or easement across the land of another. 10. T07 The right holder shall accomplish the change authorized by this transfer within one year of the date of this approval. 11. T08 Failure of the right holder to comply with the conditions of this transfer is cause for the Director to rescind approval of the transfer. 12. T19 Pursuant to Section 42-1412(6), Idaho Code, this water right is subject to such general provisions necessary for the definition of the rights or for the efficient administration of water rights as determined by the Snake River Basin Adjudication court in the final unified decree entered 08/26/2014. Dates: Licensed Date: Decreed Date: 09/30/2005 Enlargement Use Priority Date: FLS-W-24-02 IPUC DR 16 Attachment 4 Page 164 of 271 Enlargement Statute Priority Date: Water Supply Bank Enrollment Date Accepted: Water Supply Bank Enrollment Date Removed: Application Received Date: Protest Deadline Date: Number of Protests: 0 Other Information: State or Federal: S Owner Name Connector: Water District Number: 120 Generic Max Rate per Acre: 0.02 Generic Max Volume per Acre: 4 Civil Case Number: Old Case Number: Decree Plantiff: Decree Defendant: Swan Falls Trust or Nontrust: Swan Falls Dismissed: DLE Act Number: Cary Act Number: Mitigation Plan: False FLS-W-24-02 IPUC DR 16 Attachment 4 Page 165 of 271 IDAHO DEPARTMENT OF WATER RESOURCES WATER RIGHT REPORT 10/30/2023 IDAHO DEPARTMENT OF WATER RESOURCES Water Right Report WATER RIGHT NO. 25-14301 Owner Type Name and Address Current Owner FALLS WATER CO INC 2180 N DEBORAH DR IDAHO FALLS, ID 83401-6223 2085221300 Original Owner ZEE M MC DANIEL 1677 S FOOTHILL RD IDAHO FALLS, ID 83401 2085229148 Priority Date: 07/27/1972 Basis: Decreed Status: Active Source Tributary_ GROUND WATER Beneficial Use From To Diversion Rate Volume IRRIGATION 04/01 11/01 0.02 CFS 4.9 AFA Total Diversion 0.02 CFS �4.9 AFA Location of Point(s) of Diversion: GROUND WATER SWSE Sec. 21 ITownship 01 N Range 38E BONNEVILLE County GROUND WATER SWNE Sec. 28 Township 01 N Range 38E BONNEVILLE County IRRIGATION Use: Acre Limit: 1.3 Place(s) of use: Place of Use Legal Description: IRRIGATION BONNEVILLE County Township Range Section Lot Tract jAcres Lot Tract Acres Lot Tract Acres Lot Tract Acres 01 N 38E 21 SWSW11.4 SESW 8.5 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 166 of 271 SWSE 13.8 SESE 14.4 28 NENE 6.7 NWNE 7 SWNE 8.2 NENW 7.7 SENW 5.6 NWSE 0.1 29 SWNE 4.1 Total Acres: 77.5 Conditions of Approval: 1. X27 This right is limited to the irrigation of 1 .3 acres within the authorized place of use in a single irrigation season. 2. X35 Rights 25-14287, 25-14301 , 25-14304 and 25-14313 when combined shall not exceed the irrigation of 5.6 acres. 3. X35 Rights 25-14287, 25-14301 , 25-14304, 25-14313, 25-14383 and 25-14385 when combined shall not exceed the irrigation of 14.4 acres. 4. R05 Use of water under this right will be regulated by a watermaster with responsibility for the distribution of water among appropriators within a water district. At the time of this approval, this water right is within State Water District No. 120. 5. R02 A lockable device subject to the approval of the Department shall be maintained on the diverting works in a manner that will provide the watermaster suitable control of the diversion. 6. 214 Prior to the diversion and use of water under Transfer approval 80651, the right holder shall install and maintain acceptable measuring device(s) at the authorized point(s) of diversion in accordance with Department specifications, or shall obtain an approved variance from the Department to determine the amount of water diverted from power records or to maintain an existing measuring device. 7. 213 Upon specific notification of the Department, the right holder shall install and maintain data loggers to record water usage information at the authorized point(s) of diversion in accordance with Department specifications. 8. R64 This right when combined with all other rights shall provide no more than 0.02 cfs per acre nor more than 4.0 afa per acre at the field headgate for irrigation of the place of use. 9. 004 This right does not grant any right-of-way or easement across the land of another. 10. T07 The right holder shall accomplish the change authorized by this transfer within one year of the date of this approval. 11. T08 Failure of the right holder to comply with the conditions of this transfer is cause for the Director to rescind approval of the transfer. 12. T19 Pursuant to Section 42-1412(6), Idaho Code, this water right is subject to such general provisions necessary for the definition of the rights or for the efficient administration of water rights as determined by the Snake River Basin Adjudication court in the final unified decree entered 08/26/2014. Dates: Licensed Date: Decreed Date: 09/30/2005 Enlargement Use Priority Date: FLS-W-24-02 IPUC DR 16 Attachment 4 Page 167 of 271 Enlargement Statute Priority Date: Water Supply Bank Enrollment Date Accepted: Water Supply Bank Enrollment Date Removed: Application Received Date: Protest Deadline Date: Number of Protests: 0 Other Information: State or Federal: S Owner Name Connector: Water District Number: 120 Generic Max Rate per Acre: 0.02 Generic Max Volume per Acre: 4 Civil Case Number: Old Case Number: Decree Plantiff: Decree Defendant: Swan Falls Trust or Nontrust: Swan Falls Dismissed: DLE Act Number: Cary Act Number: Mitigation Plan: False FLS-W-24-02 IPUC DR 16 Attachment 4 Page 168 of 271 11/29/23,9:35 AM WaterRightReport-ExternalSearch Water Right Report : 25-14304( Decreed/Active) Water Right Owners Owner Type Name Address City State Postal Code Current FALLS WATER CO INC 2180 N DEBORAH DR IDAHO ID 83401- Owner FALLS 6223 Original MC DANIEL,ZEE M 1677 S FOOTHILL RD IDAHO ID 83401 Owner FALLS Previous RASMUSSEN,ALLEN 560 RANDY DR IDAHO ID 83401 Owner FALLS Previous RASMUSSEN, CHYANNE 560 RANDY DR IDAHO ID 83401 Owner FALLS Previous TAYLOR MOUNTAIN WATER AND C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN & IDAHO ID 83405 Owner SEWER DISTRICT CRAPO PO BOX 50130 FALLS Water Right Status Priority Date : 8/10/1966 Basis : Decreed Status :Active Water Source Source Source Qualifier Tributary Tributary Qualifier GROUND WATER Points Of Diversion (Location) Source Township Range Section Govt. Lot QQQ QQ Q County Diversion Type GROUNDWATER 01N 38E 21 0 SW SE BONNEVILLE GROUND WATER 01N 38E 28 0 SW NE BONNEVILLE Water Uses Beneficial Use From To Diversion Rate Volume IRRIGATION 04/01 11/01 0.02 CFS 4.20 AFA TOTAL 0.02 CFS 4.20 CFS Places of Use Paged View Place of Use Legal Description : IRRIGATION (BONNEVILLE county) Township Range Section Lot QQQ QQ Q Acres 01N 38E 21 SW SW 1.4 01N 38E 21 SE SW 8.5 01N 38E 21 SW SE 14 01N 38E 21 SE SE 14 01N 38E 28 NE NE 6.7 01N 38E 28 NW NE 7 01N 38E 28 SW NE 8.2 01N 38E 28 NE NW 7.7 01N 38E 28 SE NW 5.6 01N 38E 28 NW SE 0.1 01N 38E 29 SW NE 4.1 Irrigation Totals https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14304&suffix= 1/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 169 of 271 11/29/23,9:35 AM WaterRightReport-ExternalSearch Total Acres Acre Limit 77.50 1.20 Conditions Code Condtions X27 This right is limited to the irrigation of 1.2 acres within the authorized place of use in a single irrigation season. X35 Rights 25-14287, 25-14301, 25-14304 and 25-14313 when combined shall not exceed the irrigation of 5.6 acres. X35 Rights 25-14287, 25-14301, 25-14304, 25-14313, 25-14383 and 25-14385 when combined shall not exceed the irrigation of 14.4 acres. R05 Use of water under this right will be regulated by a watermaster with responsibility for the distribution of water among appropriators within a water district.At the time of this approval,this water right is within State Water District No. 120. R02 A lockable device subject to the approval of the Department shall be maintained on the diverting works in a manner that will provide the watermaster suitable control of the diversion. 214 Prior to the diversion and use of water under Transfer approval 80651,the right holder shall install and maintain acceptable measuring device(s) at the authorized point(s) of diversion in accordance with Department specifications, or shall obtain an approved variance from the Department to determine the amount of water diverted from power records or to maintain an existing measuring device. 213 Upon specific notification of the Department,the right holder shall install and maintain data loggers to record water usage information at the authorized point(s) of diversion in accordance with Department specifications. R64 This right when combined with all other rights shall provide no more than 0.02 cfs per acre nor more than 4.0 afa per acre at the field headgate for irrigation of the place of use. 004 This right does not grant any right-of-way or easement across the land of another. T07 The right holder shall accomplish the change authorized by this transfer within one year of the date of this approval. T08 Failure of the right holder to comply with the conditions of this transfer is cause for the Director to rescind approval of the transfer. T19 Pursuant to Section 42-1412(6), Idaho Code, this water right is subject to such general provisions necessary for the definition of the rights or for the efficient administration of water rights as determined by the Snake River Basin Adjudication court in the final unified decree entered 08/26/2014. Dates Other Information Licensed Date: State or Federal : S Decreed Date: 9/30/2005 Water District Number: 120 Permit Proof Due Date: Generic Max Rate Per Acre: 0.02 Permit Proof Made Date: Generic Max Volume Per Acre:4 Permit Approved Date : Civil Case Number: Permit Moratorium Expiration Date: Decree Plantiff: Enlargment Use Priority Date : Decree Defendant Enlargement Statute Priority Date : Swan Falls Trust or Nontrust Application Recevied Date: Swan Falls Dismissed Protest Deadline Date: IDLE Act Number: Cary Act Number: Mitigation Plan: False IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023 © 2021 - ExternalSearch - Privacy_ https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14304&suffix= 2/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 170 of 271 11/29/23,9:37 AM WaterRightReport-ExternalSearch Water Right Report : 25-14313( Decreed/Active) Water Right Owners Owner Type Name Address City State Postal Code Current FALLS WATER CO INC 2180 N DEBORAH DR IDAHO ID 83401- Owner FALLS 6223 Original MC DANIEL,ZEE M 1677 S FOOTHILL RD IDAHO ID 83401 Owner FALLS Previous NEIDER, KENNETH B 2387 PTARMIGAN WAY IDAHO ID 83401 Owner FALLS Previous NEIDER, MARGO Y 2387 PTARMIGAN WAY IDAHO ID 83401 Owner FALLS Previous TAYLOR MOUNTAIN WATER AND C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN & IDAHO ID 83405 Owner SEWER DISTRICT CRAPO PO BOX 50130 FALLS Water Right Status Priority Date : 8/10/1966 Basis : Decreed Status :Active Water Source Source Source Qualifier Tributary Tributary Qualifier GROUND WATER Points Of Diversion (Location) Source Township Range Section Govt. Lot QQQ QQ Q County Diversion Type GROUNDWATER 01N 38E 21 0 SW SE BONNEVILLE GROUND WATER 01N 38E 28 0 SW NE BONNEVILLE Water Uses Beneficial Use From To Diversion Rate Volume IRRIGATION 04/01 11/01 0.04 CFS 7.00 AFA TOTAL 0.04 CFS 7.00 CFS Places of Use Paged View Place of Use Legal Description : IRRIGATION (BONNEVILLE county) Township Range Section Lot QQQ QQ Q Acres 01N 38E 21 SW SW 1.4 01N 38E 21 SE SW 8.5 01N 38E 21 SW SE 14 01N 38E 21 SE SE 14 01N 38E 28 NE NE 6.7 01N 38E 28 NW NE 7 01N 38E 28 SW NE 8.2 01N 38E 28 NE NW 7.7 01N 38E 28 SE NW 5.6 01N 38E 28 NW SE 0.1 01N 38E 29 SW NE 4.1 Irrigation Totals https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14313&suffix= 1/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 171 of 271 11/29/23,9:37 AM WaterRightReport-ExternalSearch Total Acres Acre Limit 77.50 2.00 Conditions Code Condtions X27 This right is limited to the irrigation of 2.0 acres within the authorized place of use in a single irrigation season. X35 Rights 25-14287, 25-14301, 25-14304 and 25-14313 when combined shall not exceed the irrigation of 5.6 acres. X35 Rights 25-14287, 25-14301, 25-14304, 25-14313, 25-14383 and 25-14385 when combined shall not exceed the irrigation of 14.4 acres. R05 Use of water under this right will be regulated by a watermaster with responsibility for the distribution of water among appropriators within a water district.At the time of this approval,this water right is within State Water District No. 120. R02 A lockable device subject to the approval of the Department shall be maintained on the diverting works in a manner that will provide the watermaster suitable control of the diversion. 214 Prior to the diversion and use of water under Transfer approval 80651,the right holder shall install and maintain acceptable measuring device(s) at the authorized point(s) of diversion in accordance with Department specifications, or shall obtain an approved variance from the Department to determine the amount of water diverted from power records or to maintain an existing measuring device. 213 Upon specific notification of the Department,the right holder shall install and maintain data loggers to record water usage information at the authorized point(s) of diversion in accordance with Department specifications. R64 This right when combined with all other rights shall provide no more than 0.02 cfs per acre nor more than 4.0 afa per acre at the field headgate for irrigation of the place of use. 004 This right does not grant any right-of-way or easement across the land of another. T07 The right holder shall accomplish the change authorized by this transfer within one year of the date of this approval. T08 Failure of the right holder to comply with the conditions of this transfer is cause for the Director to rescind approval of the transfer. T19 Pursuant to Section 42-1412(6), Idaho Code, this water right is subject to such general provisions necessary for the definition of the rights or for the efficient administration of water rights as determined by the Snake River Basin Adjudication court in the final unified decree entered 08/26/2014. Dates Other Information Licensed Date: State or Federal : S Decreed Date: 9/30/2005 Water District Number: 120 Permit Proof Due Date: Generic Max Rate Per Acre: 0.02 Permit Proof Made Date: Generic Max Volume Per Acre:4 Permit Approved Date : Civil Case Number: Permit Moratorium Expiration Date: Decree Plantiff: Enlargment Use Priority Date : Decree Defendant Enlargement Statute Priority Date : Swan Falls Trust or Nontrust Application Recevied Date: Swan Falls Dismissed Protest Deadline Date: IDLE Act Number: Cary Act Number: Mitigation Plan: False IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023 © 2021 - ExternalSearch - Privacy_ https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14313&suffix= 2/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 172 of 271 11/29/23,9:38 AM WaterRightReport-ExternalSearch Water Right Report : 25-14383( Decreed/Active) Water Right Owners Owner Type Name Address City State Postal Code Current FALLS WATER CO INC 2180 N DEBORAH DR IDAHO ID 83401- Owner FALLS 6223 Original YELLAND, ROBERT M BLACKFOOT ID 83221 Owner Original MARSHALL, HELEN L 185 BLAIR DR TWIN FALLS ID 83301 Owner Previous TAYLOR MOUNTAIN WATER AND C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN & IDAHO ID 83405 Owner SEWER DISTRICT CRAPO PO BOX 50130 FALLS Water Right Status Priority Date : 8/19/1952 Basis : Decreed Status :Active Water Source Source Source Qualifier Tributary Tributary Qualifier GROUND WATER Points Of Diversion (Location) Source Township Range Section Govt. Lot QQQ QQ Q County Diversion Type GROUNDWATER 01N 38E 21 0 SW SE BONNEVILLE GROUND WATER 01N 38E 28 0 SW NE BONNEVILLE Water Uses Beneficial Use From To Diversion Rate Volume IRRIGATION 04/01 10/31 0.08 CFS 22.80 AFA TOTAL 0.08 CFS 22.80 CFS Places of Use Paged View Place of Use Legal Description : IRRIGATION (BONNEVILLE county) Township Range Section Lot QQQ QQ Q Acres 01N 38E 21 SW SW 1.4 01N 38E 21 SE SW 8.5 01N 38E 21 SW SE 14 01N 38E 21 SE SE 14 01N 38E 28 NE NE 6.7 01N 38E 28 NW NE 7 01N 38E 28 SW NE 8.2 01N 38E 28 NE NW 7.7 01N 38E 28 SE NW 5.6 01N 38E 28 NW SE 0.1 01N 38E 29 SW NE 4.1 Irrigation Totals Total Acres Acre Limit 77.50 5.70 Conditions https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14383&suffix= 1/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 173 of 271 11/29/23,9:38 AM WaterRightReport-ExternalSearch Code Conditions X27 This right is limited to the irrigation of 5.7 acres within the authorized place of use in a single irrigation season. X35 Rights 25-14383 and 25-14385 when combined shall not exceed the irrigation of 8.8 acres. X35 Rights 25-14287, 25-14301, 25-14304, 25-14313, 25-14383 and 25-14385 when combined shall not exceed the irrigation of 14.4 acres. 113 Beginning on the date of approval of Transfer 77439, the irrigation uses under rights 25-14383 and 25-14385 when combined are limited to the following schedule of allowed use.The right holder shall file a notice of intent with the Department prior to the increased use of water under the rights each time an increase according to the schedule is sought.Year 2013 through 2017 the rights are limited to 0.03 cfs, 8.4 afa and 2.1 acres.Year 2018 through 2023 the rights are limited to 0.11 cfs, 28.8 afa and 7.2 acres. Year 2024 and beyond the rights are limited to 0.13 cfs, 35.2 afa and 8.8 acres. R05 Use of water under this right will be regulated by a watermaster with responsibility for the distribution of water among appropriators within a water district.At the time of this approval,this water right is within State Water District No. 120. R02 A lockable device subject to the approval of the Department shall be maintained on the diverting works in a manner that will provide the watermaster suitable control of the diversion. 214 Prior to the diversion and use of water under Transfer approval 80651,the right holder shall install and maintain acceptable measuring device(s) at the authorized point(s) of diversion in accordance with Department specifications, or shall obtain an approved variance from the Department to determine the amount of water diverted from power records or to maintain an existing measuring device. 213 Upon specific notification of the Department,the right holder shall install and maintain data loggers to record water usage information at the authorized point(s) of diversion in accordance with Department specifications. R64 This right when combined with all other rights shall provide no more than 0.02 cfs per acre nor more than 4.0 afa per acre at the field headgate for irrigation of the place of use. 004 This right does not grant any right-of-way or easement across the land of another. T07 The right holder shall accomplish the change authorized by this transfer within one years of the date of this approval. T08 Failure of the right holder to comply with the conditions of this transfer is cause for the Director to rescind approval of the transfer. T19 Pursuant to Section 42-1412(6), Idaho Code, this water right is subject to such general provisions necessary for the definition of the rights or for the efficient administration of water rights as determined by the Snake River Basin Adjudication court in the final unified decree entered 08/26/2014. Dates Other Information Licensed Date: State or Federal : S Decreed Date: 1/31/2002 Water District Number: 120 Permit Proof Due Date: Generic Max Rate Per Acre: 0.02 Permit Proof Made Date: Generic Max Volume Per Acre:4 Permit Approved Date : Civil Case Number: Permit Moratorium Expiration Date: Decree Plantiff: Enlargment Use Priority Date : Decree Defendant Enlargement Statute Priority Date : Swan Falls Trust or Nontrust Application Recevied Date: Swan Falls Dismissed Protest Deadline Date: DLE Act Number: Cary Act Number Mitigation Plan: False IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023 © 2021 - ExternalSearch - Privacy https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14383&suffix= 2/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 174 of 271 11/29/23,9:40 AM WaterRightReport-ExternalSearch Water Right Report : 25-14385( Decreed/Active) Water Right Owners Owner Type Name Address City State Postal Code Current FALLS WATER CO INC 2180 N DEBORAH DR IDAHO ID 83401- Owner FALLS 6223 Original MC QUAIN, RALPH RT 2 RUPERT ID Owner Previous TAYLOR MOUNTAIN WATER AND C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN & IDAHO ID 83405 Owner SEWER DISTRICT CRAPO PO BOX 50130 FALLS Water Right Status Priority Date : 8/19/1952 Basis : Decreed Status:Active Water Source Source Source Qualifier Tributary Tributary Qualifier GROUND WATER Points Of Diversion (Location) Source Township Range Section Govt. Lot QQQ QQ Q County Diversion Type GROUNDWATER 01N 38E 21 0 SW SE BONNEVILLE GROUND WATER 01N 38E 28 0 SW NE BONNEVILLE Water Uses Beneficial Use From To Diversion Rate Volume IRRIGATION 04/01 10/31 0.05 CFS 12.40 AFA TOTAL 0.05 CFS 12.40 CFS Places of Use 0 Place of Use Legal Description : IRRIGATION (BONNEVILLE county) Township Range Section Lot QQQ QQ Q Acres 01N 38E 21 SW SW 1.4 01N 38E 21 SE SW 8.5 01N 38E 21 SW SE 14 01N 38E 21 SE SE 14 01N 38E 28 NE NE 6.7 01N 38E 28 NW NE 7 01N 38E 28 SW NE 8.2 01N 38E 28 NE NW 7.7 01N 38E 28 SE NW 5.6 01N 38E 28 NW SE 0.1 01N 38E 29 SW NE 4.1 Irrigation Totals Total Acres Acre Limit 77.50 3.10 Conditions Code Condtions https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14385&suffix= 1/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 175 of 271 11/29/23,9:40 AM WaterRightReport-ExternalSearch X27 This right is limited to the irrigation of 3.1 acres within the authorized place of use in a single irrigation season. X35 Rights 25-14383 and 25-14385 when combined shall not exceed the irrigation of 8.8 acres. X35 Rights 25-14287, 25-14301, 25-14304, 25-14313, 25-14383 and 25-14385 when combined shall not exceed the irrigation of 14.4 acres. 113 Beginning on the date of approval of Transfer 77439,the irrigation uses under rights 25-14383 and 25-14385 when combined are limited to the following schedule of allowed use.The right holder shall file a notice of intent with the Department prior to the increased use of water under the rights each time an increase according to the schedule is sought.Year 2013 through 2017 the rights are limited to 0.03 cfs, 8.4 afa and 2.1 acres.Year 2018 through 2023 the rights are limited to 0.11 cfs, 28.8 afa and 7.2 acres. Year 2024 and beyond the rights are limited to 0.13 cfs, 35.2 afa and 8.8 acres. R05 Use of water under this right will be regulated by a watermaster with responsibility for the distribution of water among appropriators within a water district.At the time of this approval,this water right is within State Water District No. 120. R02 A lockable device subject to the approval of the Department shall be maintained on the diverting works in a manner that will provide the watermaster suitable control of the diversion. 214 Prior to the diversion and use of water under Transfer approval 80651,the right holder shall install and maintain acceptable measuring device(s) at the authorized point(s) of diversion in accordance with Department specifications, or shall obtain an approved variance from the Department to determine the amount of water diverted from power records or to maintain an existing measuring device. 213 Upon specific notification of the Department,the right holder shall install and maintain data loggers to record water usage information at the authorized point(s) of diversion in accordance with Department specifications. R64 This right when combined with all other rights shall provide no more than 0.02 cfs per acre nor more than 4.0 afa per acre at the field headgate for irrigation of the place of use. 004 This right does not grant any right-of-way or easement across the land of another. 046 Right holder shall comply with the drilling permit requirements of Section 42-235, Idaho Code and applicable Well Construction Rules of the Department. T07 The right holder shall accomplish the change authorized by this transfer within one years of the date of this approval. T08 Failure of the right holder to comply with the conditions of this transfer is cause for the Director to rescind approval of the transfer. T19 Pursuant to Section 42-1412(6), Idaho Code, this water right is subject to such general provisions necessary for the definition of the rights or for the efficient administration of water rights as determined by the Snake River Basin Adjudication court in the final unified decree entered 08/26/2014. Dates Other Information Licensed Date: State or Federal : S Decreed Date: 1/31/2002 Water District Number: 120 Permit Proof Due Date: Generic Max Rate Per Acre: 0.02 Permit Proof Made Date: Generic Max Volume Per Acre:4 Permit Approved Date : Civil Case Number: Permit Moratorium Expiration Date: Decree Plantiff: Enlargment Use Priority Date : Decree Defendant Enlargement Statute Priority Date : Swan Falls Trust or Nontrust Application Recevied Date: Swan Falls Dismissed Protest Deadline Date: DLE Act Number: Cary Act Number: Mitigation Plan: False IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023 © 2021 - ExternalSearch - Privacy_ https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14385&suffix= 2/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 176 of 271 11/29/23,9:34 AM PermitReport-ExternalSearch Water Permit Report: 2 5-14440(Active) Water Right Owners Owner Type Name Address City State Postal Code Current FALLS WATER CO INC 2180 N DEBORAH DR IDAHO ID 83401- Owner FALLS 6223 Original TAYLOR MOUNTAIN WATER AND C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN & IDAHO ID 83405 Owner SEWER DISTRICT CRAPO PO BOX 50130 FALLS Water Permit Status Priority Date : 6/8/2016 Status :Active Water Source Source Tributary Tributary Qualifier GROUND WATER Points Of Diversion (Location) Source Township Range Section QQQ QQ Q County Diversion Type GROUNDWATER 01N 38E 21 SW SE BONNEVILLE GROUND WATER 01N 38E 28 SW NE BONNEVILLE Water Uses Beneficial Use From To Diversion Rate Volume DOMESTIC 01/01 12/31 0.50 CFS TOTAL 0.50 CFS Places of Use Printable Vie Paged View Place of Use Legal Description : DOMESTIC (BONNEVILLE county) Township Range Section Lot QQQ QQ Q Acres 01N 38E 21 SE SW 01N 38E 21 SW SE 01N 38E 21 SE SE 01N 38E 28 NE NE 01N 38E 28 NW NE 01N 38E 28 SW NE 01N 38E 28 NE NW 01N 38E 28 SE NW 01N 38E 28 NW SE 01N 38E 29 SW NE Conditions Code Condtions W135 Domestic use is for 140 homes and does not include lawn, garden, landscape, or other types of irrigation. 071 The domestic use authorized under this right shall not exceed 13,000 gallons per day per home. R05 Use of water under this right will be regulated by a watermaster with responsibility for the distribution of water among appropriators within a water district.At the time of this approval,this water right is within State Water District No. 120. https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/PermitReport?basin=25&seq=14440&suffix= 1/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 177 of 271 11/29/23,9:34 AM PermitReport-ExternalSearch 212 Prior to diversion and use of water under this right,the right holder shall install and maintain acceptable measuring device(s) at the authorized point(s) of diversion, in accordance with Department specifications. 213 Upon specific notification of the Department,the right holder shall install and maintain data loggers to record water usage information at the authorized point(s) of diversion in accordance with Department specifications. 046 Right holder shall comply with the drilling permit requirements of Section 42-235, Idaho Code and applicable Well Construction Rules of the Department. 004 This right does not grant any right-of-way or easement across the land of another. 26A Project construction shall commence within one year from the date of permit issuance and shall proceed diligently to completion unless it can be shown to the satisfaction of the Director of the Department of Water Resources that delays were due to circumstances over which the permit holder had no control. Dates Other Information Licensed Date: State or Federal : Decreed Date: Water District Number: 120 Permit Proof Due Date: 9/1/2026 Generic Max Rate Per Acre: 0 Permit Proof Made Date: Generic Max Volume Per Acre:0 Permit Approved Date : 8/30/2016 Civil Case Number: Permit Moratorium Expiration Date : Decree Plantiff: Enlargment Use Priority Date : Decree Defendant Enlargement Statute Priority Date : Swan Falls Trust or Nontrust Water Supply Bank Enrollment Date Accepted : Swan Falls Dismissed Water Supply Bank Enrollment Date Removed : DLE Act Number: Application Recevied Date: 6/8/2016 Cary Act Number: Protest Deadline Date:8/1/2016 Mitigation Plan: False IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023 © 2021 - ExternalSearch - Privacy_ https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/PermitReport?basin=25&seq=14440&suffix= 2/2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 178 of 271 IDAHO DEPARTMENT OF WATER RESOURCES 5/18/2021 Proof Report Water Right 25-14442 Owner Type Name and Address Current Owner FALLS WATER CO INC 2180 N DEBORAH DR IDAHO FALLS, ID 83401-6223 (208)522-1300 Priority Date: 10/28/1953 Basis: Decreed Status: Active Source Tributary GROUND WATER Beneficial Use From To Diversion Rate Volume IRRIGATION 04/01 10/31 0.072 CFS 16 0 AF Total Diversion 0 072 CFS 16 0 AF Source and Point(s) of Diversion GROUND WATER SWSWSE Sec. 21, Twp 01N, Rge 38E, BONNEVILLE County GROUND WATER SESWNE Sec 28, Twp 01N, Rge 38E, BONNEVILLE Count Place Of Use IRRIGATION within BONNEVILLE Count NE NW sw SE o FRngSec NE NW SW SE NE NW SW SE NE NW SW SE NE NW SW SE Totals 01N8E 28 11 G 14 13 0 Right Acre limit 4.0 POU Total Acres 13 0 Conditions of Approval: 1 206 This right is limited to the irrigation of a specific 4.0 acres within the 13.0 acre place of use authorized by this right in a single irrigation season. The specific 4.0 acres to be irrigated by the right holder shall be identified prior to use by submittal of a land list and a representative electronic shape file or by submittal of a land list and a map sufficiently detailed to allow creation of an electronic shape file to be associated with this right in the geographic information system component of the water rights database maintained by the department. Before changing the 4 0 acres to be irrigated within thel3 0 acre place of use, the right holder shall submit a new land list and representative electronic shape file or map to the Department prior to the Irrigation season in which the change will occur. 2 R64 This right when combined with all other rights shall provide no more than 0.02 cfs per acre nor more than 4 0 afa per acre at the field headgate for irrigation of the place of use 3 004 This right does not grant any right-of-way or easement across the land of another. 4 213 Upon specific notification of the Department, the right holder shall install and maintain data loggers to record water usage information at the authorized point(s)of diversion in Page 23 of 32 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 179 of 271 IDAHO DEPARTMENT OF WATER RESOURCES 5/18/2021 Proof Report accordance with Department specifications. 5. 214 Prior to the diversion and use of water under Transfer approval 81000, the right holder shall install and maintain acceptable measuring device(s)at the authorized point(s)of diversion in accordance with Department specifications, or shall obtain an approved variance from the Department to determine the amount of water diverted from power records or to maintain an existing measuring device. 6 R05 Use of water under this right will be regulated by a watermaster with responsibility for the distribution of water among appropriators within a water district. At the time of this approval, this water right is within State Water District No 120. 7 046 Right holder shall comply with the drilling permit requirements of Section 42-235, Idaho Code and applicable Well Construction Rules of the Department 8 T07 The right holder shall accomplish the change authorized by this transfer within one year of the date of this approval 9 T08 Failure of the right holder to comply with the conditions of this transfer is cause for the Director to rescind approval of the transfer. 10 T19 Pursuant to Section 42-1412(6), Idaho Code, this water right is subject to such general provisions necessary for the definition of the rights or for the efficient administration of water rights as determined by the Snake River Basin Adjudication court in the final unified decree entered 08/26/2014 Page 24 of 32 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 180 of 271 Irrigation Organizations r r'he 3 Idaho Irrigation District Progressiv e Irrigation District .A 12/13/2023, 6:33:43 PM 1:36,112 0 0.23 0.45 0.9 mi World Transportation 0 Irrigation Organizations 0 0.35 0.7 1.4 km Esri,HERE,Garmin,Esri,HERE,Maxar Idaho Department of Water Resources Maxar I USGS TNM—National Hydrography Dataset. Data Refreshed November,2023.1 BLM,IDL,IDWR I Idaho Department of Water Resources I Esri,HERE I Esri,HERE,Garmin FLS-W-24-02 IPUC DR 16 Attachment 4 Page 181 of 271 PAGE OF 47013 Street JOB Idaho Falls, 1 1) 83402 JOB NUMBER SCALE St &A CALCULATED BY DATE ENGINEERS,P(: 20$-522-1244�saengrs.com CHECKED BY DATE �q� r prA 7- �CrGa � Coc"'' drlo•i�CI� 2OS Itus are lf/lrl�_-y' �-,,4y r l �iv (�u�.P•.t ��H S er bowl ln-� War tw-I'444- A,44e• rr9ir-k 3 l !/.,��•r� �o;fs �/ na,��, -�JO wr�w S s+%b...... �.. fij'�.�{ g q/r�sc.►1 t�yn��d /r17 ` r�/t71d �y S fr►+ er (D2 Nrw,ts ?!.pS sir,. �,rc.c/ oI.. tVkl Coe04r �w► �. 6 44a►�rtir s 12 N?I, Ncr�; �r-h-,Ian �.�� y /+L.� ,�,.„�q /��J v N �1 W�I W�—f�'� ✓lf�^�? -T�� ZS L70va`pS .4"r + i00wce Use -for %9 / ✓fit S0 _.�•r Gpw}p A►t r�� -�s r 37 �o» C J am. :Si�e�- --�"� l /3 gg41/li �pr pl-L1�ate COS�' o� rr a-�+'o� UlK k✓ -�r 37 L Olh u w [ C,tr,/t !� I S k//oG• a//0 04'0'? 44 r- f1/,�rlJ r"4 ��u."rltw/!� -!r✓ �f/�erro�� ur i ' '•'�1711Ass'j � '(ZY'J VP10htc.. I hIkj lS �sI K^ 4v 1714ir-C 3 7 A.?"I /hoo-,e % 7 Y *KS. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 182 of 271 PAGE 2 OF Z 470 13 Street JOB 4; Idaho Falls, ID 83402 JOB NUMBER SCALE S4 &A 208-522-12441saengrs.com CALCULATED BY DATE_ ENGINEERS,PC CHECKED BY DATE rrc—w�� C r� .f Sd 0 P i s ( d"O,� 1) '"'" � � 7-h-1-/� "� p1�'�v�JL/Sl(� :'��%'�k'�.Of,� C��•C��GII�� 1rorf-u�. 1 �(� Fit►�'w i•-,� 1R 1�^-� >r��.ti i��^� ^N r+�c�r-�i o•-, st+t-.� i s+rb � r'��.� �jb f,•.� �c r ,,,t-�(5�o DI,��1^t_ -= �.5 8�j 44c� A/`lm0 02 - �2.. �O-�5 f✓1 N�✓�/'n-�Y 11 rr'yc-��d' �^'� Sl'CiK,�ii 7 �,_�,�rC(�.�1 �. rr Wilt,-1 "-,t)LF(S .{.r- ♦1 r1 -Li,I/vti-!' N L G- (22,1 A-*A) �-- - . �`�Y'rll�•��•-e/ /�S �✓'f� %w !J� w/ '�I�•h3 �°'h•,�+`. 4.Iil.�(/� �: � �D��:..=. 1 1 44 r(t -�.. I+M�-f 4-rv"s-Trers c-Wee4,4.e SO,Ooo FLS-W-24-02 IPUC DR 16 Attachment 4 Page 183 of 271 PAGE Y OF 3 47013 Street JOB Idaho Falls, In 83402 JOB NUMBER SCALE S4 &A 208-522-12441saengrs.com CALCULATED BY DATE ENGINEERSYC CHECKED BY DATE ter �yt(N..� �/r�t/j i�i� I ��1'IOw- ��✓ .Irt/IiA�rJ Wit-�W�►i�'r c 33U ,�1tor"/'dc„ �/7 h<�wtS �c �LS"� . � IAcv__ I 7,H`&d�f WC Fs-t�Wr►_Jt �leU coc�lt� eeo '' 1-�k+Y�/s� pn�� ✓-f�Nil'-C H�r...Y d Q!r[ S Y �T Y�Fj✓�4 Q��WGl 40wr- 4&e-( FLS-W-24-02 IPUC DR 16 Attachment 4 Page 184 of 271 Appendix C: DEQ Documents • Drinking Water System Classification Worksheet • 2019 Sanitary Survey • Coliform/Microbial Sample Reports • Water Quality Testing Violations • FY 2022 Consumer Confidence Report C-1 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 185 of 271 Idaho Department of Environmental Quality System Classification Worksheet Idaho Drinking Water Program System Classification Worksheet All community, nontransient nonconimunity,and surface water public water system owners or designee are required to submit proof of current conditions related to their system classification at least every 5 years (IDAPA 58.01.08.553.01). Each classification is used to determine the required level of licensed operator(s).The following system classification worksheet has been auto-populated based on existing information in DEQ's drinking water database(SDWIS). Please work with your local DEQ or health district field office to complete this worksheet. Public Water System No.: D7100023 System Name: aylor Mountain Water and Sewer Contact Person: 1 c2q yV� Title: �, llrZ� bH Address: If ID O Box 50130 City: Idaho Falls State: Zip;$3405 Population served by this distribution system(number of people,not number of connections): System Type(choose one): 0 Community O Nontransient Noncommunity 0 Transient Noncommunity Primary Source(choose one): W— Ground Water Complete the worksheet on the following pages,then return to Table 1 and select the classification(s) of the public water system(PWS)based on the outcome. Table 1.System classification. Distributiio lassification: Treatment Classification: 0VSWS I oIl 0111 0IV 01 Oil QIII QIV or or 0 Not applicable ((Not applicable Licensed Operator Requirements(IDAPA 58.01.08.554) Community,nontransient noncommunity,and all systems supplied by surface water,including ground water under the direct influence of surface water,are required to be under the direct supervision of a properly licensed distribution and/or treatment operator licensed at the same level of system classification or higher. Transient ground water systems are only required to be under the direct supervision of a properly licensed distribution or treatment operator if they are surface water or ground water under the direct influence of surface water. September 2022 1 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 186 of 271 Idaho Department of Environmental Quality System Classification Worksheet Step 1—Very Small Water System (VSWS) Classification (Choose A or B) Determine if your PWS is classified as a Very Small Water System(VSWS). A VSWS is a community or nontransient noncommunity PWS that serves five hundred(500)persons or fewer and has no treatment other than disinfection or has only treatment that does not require any chemical treatment, process adjustment,backwashing,or media regeneration by an operator(e.g„calcium carbonate filters,granular-activated carbon filters,cartridge filters,or ion exchangers). A. My system serves more than 500 people. If yes,go to Step 2. Q B. My system serves 500 or fewer people. Select only one choice below(i, ii. or iii). Q i. My system has a Primary Source of"GW," °GWP," "GUP,""SWP,"and (choose one). O Is a Community or Nontransient Noncommunity system and has no treatment. On Table l (page 1),choose"VSWS"as the Distribution Classification and"Not Applicable" as the Treatment Classification.f;o to Step 4. Is a Transient Noncommunity System. On Table 1 (page 1),choose"Not Applicable"as the Distribution Classification and "Not Applicable" as the Treatment Classification.Go to Step 4. O ii. My Community or Nontransient Noncommunity system only has the following exempt treatlncnt processes. Select all that apply(a full list of treatment processes is listed in Step 3),then choose "VSWS"as the Distribution Classification and"Not Applicable"as the Treatment Classification on Table l (page 1)and go to Step 4. Process Process Process Process Code Code 005 Point of Use(POU),Activated Carbon-Granulated 0 401/403 Gaseous Chlorination ❑010 Point of Use(POU),Ion Exchange ❑421/423 Sodium hypochlorite or calcium hypochlorite ❑0 15 Point of Use(POU),Reverse Osmosis ❑470 F.xcmpt,Softening-VSWS(Water softener) 11354 Exempt,Roughing Filter-VSWS ❑720 Ultraviolet Radiation ❑356 Exempt,Cartridge Filter-VSWS ❑800 Raw water.little or no variation ❑361 4-Log Treatment of Viruses(Ground Water System) O iii. My Community, Nontransient Noncommunity,or system supplied by surface water including ground water under the direct Influence of Surface Water has treatment other than what is listed above in B.H.On Table 1 (page 1),choose"Not applicable"as the Distribution Classification. Skip Step 2; go to Step 3. Step 2— Distribution Classification Choose the Distribution Classification based on the number of people(not connections) served by this public water system. r1bution Classification Population Served Population: Distribution Class 1 501 to 1,500 ❑ Distribution Class If 1,501 to 15,000 ❑ Distribution Class III 15,001 to 50,000 ❑ Distribution Class IV 50,001 and greater Enter the Distribution Classification in Table I (page 1).To determine the treatment classification,go to Step 3. September 2022 2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 187 of 271 Idaho Department of Environmental Quality System Classification Worksheet Step 3--Treatment Classification Evaluation Choose A. B,or C below and enter the information in Table 1 (page 1). QY-A/. This system has no treatment processes.Choose "Not Applicable" as the Treatment Classification in Table 1 (page 1)and go to Step 4. 0 B, This system only has the following exempt treatment processes that will not require a Treatment Classification, Select all that apply,then choose"Not Applicable"as the Treatment Classification in Table I (page 1)and go to Step 4. Process Process Code Process Code Process ❑005 Point of Use(POU),Activated Carbon-Granulated ❑401/403 Gaseous Chlorination ❑010 Point of Use(POU),Ion Exchange ❑421/423 Sodium hypochlorite or calcium hypochloritc ❑015 Point of Use(POU),Reverse Osmosis ❑470 Exempt,Softening-VSWS(Water sojiener) ❑354 Exempt,Roughing Filter-VSWS ❑720 Ultraviolet Radiation ❑356 Exempt,Cartridge Filter-VSWS ❑800 Raw water,little or no variation ❑361 4-Log Treatment of Viruses(Ground Wrrrer Svsrein) 0 C. This system has treatment in addition to, or other than, the items in B. Review and enter the applicable point values in the"System Points"column for each applicable row of Table 2 to reflect system treatment processes. Table 2. Treatinent classification process and description. Process TItem Points System Code Points System Size—Population(all systems---chcrose one) — Very Small(25-500) 1 — Small(501-3,300) 5 — Medium(3,301-10,000) 10 — Large(10,00 1-100,000) Is Very Large(100,001+) 20 Water Supply Source(mark all that apply) Ground Water 0 Surface Water or Ground Water Under the Direct Influence of Surface Water(GWUDI) 8 361*/363 Required Contact Time(CT) -4-log Treatment/Removal of Viruses 2 Raw Water Quality Varlation(all systems—choose one) This designation reflects the cffeul of changing raw water quality on treatment process changes that would be necessary to achieve optimized performance 800* Raw water,little or no variation 0 805 Raw water,minor variation (consistently<10 NTU,treatment adjustments rarely made) 1 810 Raw water,moderate variation(regular treatment adjustments made monthly) 3 815 Raw water,significant variation(regular treatment adjustments made weekly) 5 820 Raw water,severe variation(regular treatment adjustments made daily or source may be subject to 7 nonpoint discharge,agricultural/urban stormwatcr runoff,or flooding) 825 Raw water,quality subject to agriculture point sources or municipal wastewater point source 8 discharges(within the mixing zone of an upstream municipal NPDES discharge) 830 Raw water,quality subject to industrial wastewater pollution(within the mixing zone of an t0 upstream industrial NPDES/IPDES discharge) September 2022 3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 188 of 271 Idaho Department of Environmental Quality System Classification Worksheel Process System Code Item Points points Raw Water Quality is Subject to:(mark all that apply) 835 Raw water,taste/odor(treatment process adjustments are routinely made)' 2 840 Raw water,color>15 Color Units(not due to precipitated metals):See exception in Table Note 1 3 845 Raw water,iron and/or manganese>MCL:See exception in Table Note 1 3 850 Raw water,algal growth (treatment process adjustments are routinely made) 3 Disinfection(mark all that apply) 425 On-site generation of hypochlorite 1 421*,423* Liquid chlorine(sodium hypochlorite)or in solid form(calcium hypochlorite tablets or powder) 5 401*,403* Gaseous chlorination 8 7200 Ultraviolet light 2 541,543 Ozonation 10 200 Chloramines 10 220 Chlorine dioxide 10 190 Brominization 5 455 Iodine 5 Coagulation/Flocculation(mark all that apply) 240 Coagulation 6 245 Coagulant aid 2 360 Flocculation 2 Clarlf)catiun/Sedimentation(mark all that apply) 660 Sedimentation/Clarification I 4 665 ISedimentation,Upflow Clarification(2 pts.flocculation+4 pts.sedimentation/clarification)= 6 Filtration(mark all that apply) 352 Prefiltration,roughing filter(staged cartridges,pressure sand w/o coagulation) 1 341 Cartridge/bag filters 5 342 Diatomaceous earth filters' 10 343 Greensand filtration 10 344 Pressure sand filters 10 345 Rapid sand filters 15 346 Slow sand filters 5 347 Membrane/Ultrafiltration 10 350 Filter aid 2 354• Exempt—roughing filter(Very Small Water System only) 0 356• 1 Exempt--cartridge filter(Very Small Water System only) 0 Other Treatment Processes(mark all that apply) 005* Point of Use(POU),activated carbon-granular(point of use only) 0 010* Point of Use(POU),ion exchange(point of use only) 0 015* Point of Use(POU),reverse osmosis(point of use only) 0 141 Aeration,cascade 7 3 147 Aeration,slat tray' 3 149 Aeration,spray' 3 143 Aeration,diffused' 5 145 Aeration,packed tower ' 5 September 2022 4 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 189 of 271 Idaho Department of Environmental Quality System Classification Worksheet Proocdees Item Points ystPnintm 160 Algae control(surface water reservoir treatment) 3 460 Ion exchange(softening,inorganic removal,radionuclides removal) 5 470* Exempt,softening(Very Small Water System only) 0 too Ion exchange,activated alumina 5 121 Activated carbon,granular 5 125 Activated carbon,powdered 2 180 Bone char 5 580 Peroxide 5 560 Permanganate(oxidation) 4 680 Sequestration(addition of a phosphate) 4 380 Fluoridation 4 300 Distillation 10 640 Reverse osmosis 10 320 Electrodialysis 3 15 500 Lime-Soda Ash Addition 5 741.742 pH Adjustment 4 Stability or Corrosion Control(mark all that apply) 441 Inhibitor,Bimetallic Phosphate 4 443 Inhibitor,Hexamcta Phosphate 4 445 Inhibitor,Orthophosphate 4 447 Inhibitor,Polyphosphate 4 449 Inhibitor,Silicate 4 620 Reducing Agents 4 Sludge/Backwash Water Disposal(mark all that apply) — Sludge Treatment—Disposal to sanitary sewer or off watershed 0 700 Sludge Treatment—On-site treatment of waste(e.g.,sludge drying beds,discharge to 3 lagoons and/or on-site disposal/land application) 710 Backwash Water—Any water recycled to plant raw water influent 5 Total System Treatment Points: *Exempt treatment processes. See page 6 for table notes. Add the total points and determine the system classification. Enter the classification in Table 1 (page 1). Go to Step 4. Treatment Classification System Points El Treatment Class I 30 or fewer ❑Treatment Class II 31-55 OTreatment Class I11 56-75 []Treatment Class IV 76 or greater September 2022 5 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 190 of 271 Idaho Department of Environmental Quality System Classification Worksheet Step 4—Reviciv and Notify After reviewing the output of this automated System Classification Worksheet, notify your regional Idaho Department of Environmental Quality or health district drinking water contact if changes to the information are needed. Retain a copy of the worksheet for your files. Table Notes: 1. Raw water quality is subject to: • Taste and/or odor(T&O) For which treatment process adjustments are routinely made(2 points): 1)T&O issue has been identified in a predesign report,etc.,2)a process has been installed to address,and 3)operational control adjustments are made at least seasonally. Do not give points for T&O when there is no specific additional impact on operation(e.g..if a system is already prechlorinating for disinfection,give no points for T&O). • Color> 15 Color Units(CU)(not due to precipitated metals)0 points)with the following exceptions:Color will be considered elevated and points assigned when levels exceed 75 Color Units(CU)for conventional filtration.40 CU for direct filtration 3,or 15 CU for all other technologies,except reverse osmosis(no points given for color for reverse osmosis). • Iron(FF.)and/or manganese(MN)>Maxinuun Contaminant Level(MCL): Fe(2 points),Mn(3 points)(3 points maximum allowed)with the following exceptions: Iron and manganese levels will be considered elevated and points assigned if they are greater than the MCL,except for applications of manganese greensand filters. For applications of manganese greensand filters,iron and manganese levels will be considered elevated when their combined level exceeds 1.0 mg/L(3 points allowed). • Algal growths for which treatment process adjustments are routinely made(3 points):Raw water will be considered subject to algae growths when treatment processes are specifically adjusted due to the presence of high levels of algae on at least a weekly basis for at least 2 months each year. 2. Upflow clarification(sludge blanket clarifier)(6 points):Also known as sludge blanket clarification. Includes such proprietary units as Super-Pulsator.These units include processes for flocculation and sedimentation.Important note: these are not the same as adsorption clarifiers. 3. Water Treatment Definitions Definitrons reprinted from "Master Glossary of Miter and Wastewater Terms"(tva+iv.otti-1).csns.edu ssarr, inder.plip) with permission from Oilice q%Hlater Programs, Cali%rnia State Universirv, Sacramento. • Adsorption The gathering of a gas,liquid,or dissolved substance on the surface or interface zone of another material. • Aeration The process of adding air to water.Air can be added to water by passing air through water or passing water through air. • Diatomaceous earth A fine,siliceous(made of silica)"earth"composed mainly of the skeletal remains of diatoms. • Direct filtration A method of treating water that consists of the addition of coagulant chemicals,flash mixing,coagulation, minimal flocculation,and filtration.The flocculation facilities may be omitted,but the physical-chemical reactions will occur to some extent.The sedimentation process is omitted. • Electrodialysis The selective separation of dissolved solids on the basis of electrical charge,by diffusion through a semipermeable membrane across which an electrical potential is imposed. • Reverse osmosis The application of pressure to a concentrated solution that causes the passage of a liquid from the concentrated solution to a weaker solution across a semipermeable membrane.The membrane allows the passage of the water (solvent)but not the dissolved solids(solutes). September 2022 6 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 191 of 271 Date Taylor Mountain Water PWS#7100023 RE: Enhanced Sanitary Survey conducted on 8/27/2019 You will find a list of the significant deficiencies, deficiencies and recommended improvements for your system summarized below. In order to address all significant deficiencies, follow steps 1, 2 & 3. Step 1: After reviewing the significant deficiencies listed below,please call our office to identify a corrective action plan for each significant deficiency within 30 days of receiving this written notification. During that call,please be prepared to provide a"Planned Completion Date" for each item. Step 2: Complete the planned action(s)by the agreed upon date. Step 3: Enter an"Actual Completion Date", Initials, identify the "Corrective action taken", and sign that each corrective action has been corrected by the agreed upon date and that the corrective action meets the requirements pursuant to IDAPA 58.01.08. Please send a copy of the corrective action taken to the regulating agency. Si,anifrcant Deficiencies Groundwater Source: Well#1 The well casing for Well#1 is not properly vented. (IDAPA 58.01.08.511.05) Install a casing vent to minimize the possibility of contamination caused by the creation of a partial vacuum during pumping and to release air trapped in the pump column when the pump is not running. On some water wells the presence of a water tight (and thus air tight) well casing cap can mean that when the pump is running and drawing down the static head in the well it can create a vacuum that could impede pump operation. The vent lets equalizing air into the casing. The vent needs to be at a height above flood levels and terminated downward to prevent entry of any potential surface water. This may be accomplished by 18 inches above the ground. 24-mesh screen prevents contamination by prohibiting entry of insects, rodents, and birds. Planned Completion Date: Actual Completion Date: Initials Corrective action taken: Well#1 is not provided with a sealed cap that prevents surface water and contaminants from entering the well (IDAPA 58.01.08.511.06.b). We were unable to determine if there is a proper seal underneath the well cap. A properly cased well with a sanitary well cap prevents surface water and potential contaminants (bacteria, fertilizers,pesticides etc)from descending along the outside wall of the well down to the zones of stored ground water thus minimizing the possibility of contamination. The ground around the well casing must slope away from the well casing. 1 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 192 of 271 Planned Completion Date: Actual Completion Date: Initials Corrective action taken: Storage: The storage structure showed signs of leaking at the time of inspection(IDAPA 58.01.08.544.09). A leak in the storage structure indicates tank damage and creates an environment where algae, bacteria, and pathogens can grow and potentially lead to a waterborne disease outbreak. Leaking water will drain water away from the tank and cause erosion to the exterior of the tank and the area surrounding the tank. Planned Completion Date: Actual Completion Date: Initials Corrective action taken: An overflow is not provided with an expanded metal screen installed within the pipe to exclude rodents and deter vandalism(IDAPA 58.01.08.544.06). An overflow pipe is necessary so the storage tank does not overfill, which could cause structural damage. Overflows must discharge to daylight with a sufficient air gap above the receiving surface to preclude the possibility of contaminated water from entering the overflow. All overflows must have a screen to exclude living organisms and the pathogens they harbor out of the tank. Screens are also necessary for flapper and duckbill valves because they can fail in the open position. Planned Completion Date: Actual Completion Date: Initials Corrective action taken: I certify, to the best of my knowledge that all significant deficiencies have been corrected by the agreed upon date and that the corrective action meet the requirements pursuant to IDAPA 58.01.08. Signature: Date: Deficiencies Groundwater Source: Well#1 The land surrounding Well#1 has a condition that has the potential to cause a health hazard. Herbicides and pesticides associated with the golf course maintenance are potential sources of contamination. 2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 193 of 271 Pesticides, herbicides, and fertilizers can easily dissolve in water and do not always bind to soil very well. They are more likely to reach groundwater especially in sandy soils or if there is lots of rain, increasing the risk of source contamination. Well #2 The pump distribution line for Well#2 does not provide the necessary valves and appurtenances to allow the well to be pumped to waste at the design capacity of the well via an approved air gap through an approved non- corrodible screen at a location prior to the first service connection(IDAPA 58.01.08.511.02). Install pump to waste capabilities the next time material modifications occur to this section of the water system. A pump-to-waste permits well water to be discharged prior to entering the distribution system. Wells are typically pumped-to-waste to flush out stagnant water and any potential contaminants, after the well or pump has been serviced to clear any debris, bacteria, chemicals, and after any known groundwater contamination. Distribution: The PWS owner/operator has not implemented a cross connection control program that includes the minimum requirements (IDAPA 58.01.08.552.06). A cross connection control program needs to be developed and/or implemented. Cross connections are significant sanitary risks that threaten drinking water quality and public health. Successful control of cross connection hazards depends not only on inspecting for cross connections, but also on an enforceable and implemented cross connection control program. Pumping: An accessible check valve is not provided on the discharge line between pump #1 & #2 and the shut-off valve (IDAPA 58.01.08.511.04 -well pumps. Install an accessible check valve the next time material modifications occur to this section of the water system. The water system has a waiver from this requirement. No action required. A check valve allows flow in one direction and automatically prevents back flow (reverse flow) when the fluid in the line reverses direction. Financial/Managerial: • The system owner does not have a current written sample siting plan that meets RTCR requirements (40 CFR 141.853.a). An RTCR sample siting plan needs to be developed and/or implemented. • The system owner does not have a current written sample siting plan that meets Lead/Copper requirements (40 CFR 141.86). A Lead/Copper sample siting plan needs to be developed and/or implemented. A sample siting plan is designed to specify where in the distribution system samples will be drawn to ensure they are representative of the water system. The operator indicated that all samples are taken in accordance within DEQ guidelines. There is not a complete operation and maintenance (O&M)manual for this public water system(IDAPA 58.01.08.501.12, 003.90, and 003.91). An O&M manual needs to be developed and/or implemented. 3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 194 of 271 An O&M manual provides procedures to operate and maintain a facility's various systems and equipment. It is important to analyze and evaluate a facility from the system level, then develop procedures to attain the most efficient systems integration. Lack of an O&M manual can lead to system failures and contamination of drinking water. Recommendations Date Last Cleaned—Qualified personnel should clean all storage tanks every three (3)to five (5) years. Sediment may harbor bacteria, pathogens, or other organisms and create the potential for a waterborne disease outbreak. Tank sediment may become disturbed during heavy demand periods and release these pathogens into the distribution system. The cleaning of any storage tank should be coordinated with the DEQ regional office. Distribution: The certified operator should obtain training in cross connection control. Pumping: Financial/Managerial: An Asset Management Plan should be established for the PWS. The assets of a water system include the natural and engineered components for providing water(e.g., source water,pumps, motors, storage tanks, treatment plants,pipes). A good asset management program typically includes a written plan for achieving the best appropriate cost for rehabilitation, repair, or replacement of a public water system's assets. Asset management is effective in maximizing the value of capital as well as minimizing operations and maintenance expenditures. To learn more about asset management, go to EPA's website at: http://water.epa.gov/infrastructure/sustain/asset management.cfrn This system will be in substantial compliance with regulations if the significant deficiencies of this survey are corrected. Thank you for your time and cooperation in the completion of this survey. If you have any questions, please contact (Name) at the IDEQ (Location) Regional Office or(Health Dept.) at(208)-(Phone#) Sincerely, (Inspectors Name) (Inspectors Title) (Idaho Department of Environmental Quality) or(Health Dept.) Enclosures: (Examples) Enhanced Sanitary Survey Report Enhanced Sanitary Survey Inspection Form Photo Log and Photos 4 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 195 of 271 FINANCIAL / MANAGERIAL Survey Date PWS# One form for each survey. 8/27/2019 (mm/dd/yyyy) 7100023 yes no n/a unk note FINANCIAL CAPACITY Notes: ❑� ❑ ❑ ❑ 1. Is the PWS current with the payment of drinking water fees? (Please indicate question number) ❑� ❑ ❑ ❑ 2. Is the user charged for drinking water? Fee:$1 20 Base rate is $20.00 for the If no,identify why in the notes. first 17,000 gallons. .71 per ❑� ❑ ❑ ❑ ❑ 3. Has an independent financial audit of the PWS been conducted,or has thousand gallon between the SMART Financial Tool been completed?(Recommended) 17,000- 75,000 gallons. yes no n/a unk note MANAGERIAL CAPACITY 75,000- 125,000 has an ❑� ❑ ❑ ❑ 4. Does this PWS have a governing body or board of directors? additional .50 charge per ❑� ❑ ❑ ❑ ❑ 5. Does the board meet routinely? Frequency: Monthly thousand gallons. ❑ 6. Review the following where applicable: ❑ System Classification Worksheet(C&NTNC) ❑ PWS Inventory Information ❑� Sample Schedules ❑✓ Sample History(TCR and Non-TCR)-Past 5 Years ❑� Sample Siting Plan(s) ❑� RTCR ❑� PBCU ❑ DBP ❑ POU ❑ Chlorine Residual History-Past 5 years ❑� N/A ❑ Violation History-Past 5 years ❑ Public Notification-ongoing/currently required ❑ Compliance Schedules-pending and overdue ❑ Monthly Operating Reports(MORs) ❑� Cross Connection Control Plan ❑ Special RTCR Monitoring Evaluation(CFR 141.854(c)(2)) Current RTCR schedule: Q Monthly ❑ Quarterly Change frequency to: ❑ Monthly ❑ Quarterly ❑ No Change yes no n/a unk note RECORDS MANAGEMENT ❑ 0 - 7. Do all sample siting plan(s)meet the minimum requirements? ❑ ❑� ❑ 8. Are samples being taken in accordance with the sample siting plan(s)? ❑� ❑ ❑ ❑ ❑ 9. Are records retained onsite or nearby for the minimum time required? (TC-5yr;chem/rad-10yr,-violation corrective actions-3yr,-sanitary surveys-10yr, waiver, variance,or exemption determinations-5yr;PNs issued-3yr. daily free chlorine residuals-1 yr) o ❑ ❑ ❑ ❑ 10. Is there a customer complaint system and ongoing public information program? (Recommended) yes no n/a unk note MANAGERIAL PLANS ED ❑ ❑ ❑ 11. Is there a recognized organizational structure and management of the PWS? (Recommended) ❑ ❑ 12. Is there an overall operation and maintenance manual for the PWS? (including equipment manuals, as-builts, SOPS, manufacturers'literature, etc) ❑ a ❑ ❑ 13. Does the PWS have an Asset Management Plan?(Recommended) ❑ El El ❑ ❑ 14. Does the PWS have an Emergency Response Plan?(Community PWSs>3300) yes no n/a unk note OPERATOR SAFETY ❑✓ ❑ ❑ ❑ ❑ 15. Are all operators trained in safety procedures and equipment? ❑ ❑� ❑ ❑ ❑ 16. Does a safety concern exist for personnel and/or visitors? (PPE,handrails/guardrails,ladders,non-slip treads,etc.) ❑ ❑� ❑ ❑ 17. Is there a potential shock hazard because the electrical wiring appears to be inadequately protected? ❑✓ ❑ ❑ ❑ 18. Are protocols followed for any confined space entry?(Recommended) Page Of 0 IDEQ-Sanitary Survey-5/1/19 Financial/Managerial Capacity FLS-W-24-02 IPUC DR 16 Attachment 4 Page 196 of 271 WELL SOURCE Survey Date PWS# A separate form must be completed for each well associated to the PWS 8/27/2019 (mm/dd/yyyy) 7100023 Tag#: Source Name: Associated with: ❑ N/A Is this Well Source Treated? E0007186 Well#1 ❑ Wellfield w/source: ElYes ❑J No ❑ Manifoldw/source: Treatment Processes: F±] N/A Physical Location: (Explain the Treatment Train in Notes) Olympic Avenue next to#13 tee. Well is located on lower portion of the water system. Source Activity Status: (Choice One) Source Availability: (Choice One) ❑J Active ❑ Inactive❑ Proposed ❑J Permanent❑ Seasonal❑ Interim❑ Emergency Other Latitude(Decimal): 43.397081 J Verified as accurate Longitude(Decimal): -111.991536 L�JJ Verified as accurate Is there a well log for the source? ❑J Yes 7 No 71 Unk EDMS#: Readings at the time of inspection: Is this source seasonal? Yes F No Pump Capacity(GPM): ❑ Unk Start-up(MM/DD): Static Water Depth(FT): Q Unk Shut Down(MM/DD): yes no n/a unk note WELL INFORMATION Notes: J 1. Are surrounding land uses creating health hazards or increasing the (Please indicate question number) ❑ Significant ❑J Deficiency potential for source contamination?(Setbacks not met,dumping,etc.) 1/3. Well is located adjacent to III H 1 1 2. Are toxic or hazardous chemicals stored on the well lot? golf course. The grass directly (pesticides,paint,herbicides,fertilizers,petroleum,etc.) surrounding the well was brown ❑ ❑J ❑ 0 3. Are pesticides,herbicides,or fertilizers applied to the well lot without approval? but nearby area was very green. ❑ ❑ ❑ ❑ ❑ 4. If the well is in a pit,is the pit protected from flooding and contamination? There is not a 50 foot setback. (watertight walls and floor,floor drain,acceptable pit cover,etc.) ❑J ❑ ❑ ❑ 5. Is the well(not located in a pump house) protected from unauthorized entry? (Locking cap,fenced,etc.) (Recommended) 7/8. Well casing is covered ❑J ❑ ❑ ❑ 6. Is the well protected from flooding? with a flat overleaping metal (casing height>highest flood level, >18"outdoor, >12"indoor,etc.) cap which is not vented. We J J 7. Is the well properly vented? were unable to check fo a seal (24 mesh screen,open downward>18"outdoor or>12"indoor,etc.) under the cap. J 8. Does the well casing and cap prevent contamination and surface water entry? ❑J ❑ ❑ ❑ 9. Is a raw water smooth nosed sample tap provided on the discharge pipe? (Prior to any treatment) ❑J ❑ ❑ ❑J 10. Is a working flow meter provided? gallons 10. Anew electronic flow (Instant,totaling,nonvolatile memory,installed on discharge pipe,etc.) meter has recently been ❑J ❑ ❑ ❑ it. Is a working pressure gauge provided? 95 psi psi. installed but has not yet been (Instant,installed on discharge pipe,etc.) synced to the scads system to ❑J ❑ ❑ ❑J 12. Is an adequate pump-to-waste provided? of the well,air a provide an electronic read out. (Capacity g p,prior to the first service connection,etc.) yes no n/a unk note PUMP HOUSE(Only pump houses that contain a Groundwater Source) 12. Pump to waste is through ❑ ❑J ❑ ❑ 13. Is the well enclosed in a pump house? fire hydrant located on corner ❑ ❑ ❑J ❑ ❑ 14. Is the pump house protected from contamination?(Clean,in good repair,etc.) near well lot. ❑ ❑ ❑J ❑ ❑ 15. Is the pump house protected from unauthorized entry? (Locked,durable construction,etc.) ❑ ❑ ❑J ❑ ❑ 16. Does the pump house have adequate lighting throughout? Well#1 comes on 1st. ❑ ❑ ❑J ❑ ❑ 17. Is adequate backflow protection provided on all threaded taps installed in the pump house? ❑ ❑ ❑J ❑ ❑ 18. Are there signs of equipment damage due to excess heat,moisture,or corrosion? (Inadequate ventilation) ❑ ❑ ❑J ❑ ❑ 19. Is there a history of pump house equipment freezing? (Inadequate heating) ❑ ❑ ❑J ❑ ❑ 20. Is the pump house protected from flooding and surface water entry? (Floor drain,ground surface graded to lead surface water away,etc.) ❑ ❑ ❑J ❑ ❑ 21. Does the configuration of the floor drain or sump cause a contamination risk? (connected to other drainage systems,sump<30'from well,etc.) Page Of 0 IDEQ-Sanitary Survey-5/1/19 Well Source FLS-W-24-02 IPUC DR 16 Attachment 4 Page 197 of 271 State of Idaho Public Water System Sanitary Survey Survey Date PWS# WATER SYSTEM INVENTORY INFORMATION 8/27/2019 (mm/dd/yyyy) 7100023 Name of Public Water System: #Groundwater Sources: 2 #Storage Facilities: 1 1500 Taylor Mountain Water and Sewer #Surface Water Sources: 0 Total Storage(gal): Date of Last Survey: Health District/DEQ Region: Physical Location (Township,Range, Section)_ County: 6/13/2016 IFRO TWN: 1 N Rge: 38E Sec: 21(well 1) Bonneville #Service Connections: Population: Owner Type: Legal Entity: Status: E] Approved 164 528 Private Water and Sewer District ❑ Disapproved Water System Type: System Classification: ❑ N/A Seasonal Systems: E] N/A Water Purchased From: E] N/A ❑✓ Community Distribution: DWD1 (Scheduled operating dates) PWS#: ❑ Nontransient Noncommunity Treatment: Date Open: Name: ❑ Transient Noncommunity-NC Date Closed: Water Sold To: ❑' N/A Responsible Charge Operator(DO): ❑ No DO Properly Licensed? ❑ N/A PWS#: (Identify operator for GW-NC) ❑✓ Yes ❑ No Name: ❑✓ Mr.❑ Ms-Carl Christensen License Type: DWD3 Mailing Address: 1541 Claire View Lane License Number: 17712 Others Present During Inspection: City,State,Zip: Idaho Falls, Idaho Expiration Date: 3/21/2020 Name: JR Hayes Phone Number: 208-521-4703 Emergency Phone: 208-821-7525 Title: Board Member E-mail: carleighid(ogmail.com Name: Tom Burnham Substitute Responsible Charge Operator(OP): ❑ No OP Properly Licensed? ❑ N/A Title: DEQ Engineer ❑� N/A-DO available 24/7 ❑ N/A-GW/NC ❑ Yes ❑ No Name: Mark Dietrich ❑ Mr.❑ Ms. License Type: Title: DEQ Technical Services Mailing Address: License Number: Name: Mark Thompson City,State,Zip: Expiration Date: Title: Pump Man Phone Number: Emergency Phone: Name: E-mail: Title: Legal Owner: Survey conducted by: ❑ Mr.❑ Ms-Taylor Mountain Water and Sewer District ❑� IDEQ ❑ Health Dept. Mailing Address: PO Box 2409 Name: Barbara J Jones City,State,Zip: Idaho Falls, Idaho 83403 Title: Capacity Development Analyst Phone Number: Emergency Phone: Phone: 208-373-0423 E-mail: Email: barbara.iones(c�deg.idaho.gov yes no n/a unk note General Information Sanitary Survey Index ❑ 0 ❑ ❑ ❑ 1. Have material modifications been made to the PWS since the last survey? Modules used: # ❑ ❑ 0 ❑ ❑ 2. If yes,were plans and specs submitted to and approved by DEQ? General Information 1 ❑ 0 ❑ 3.Were samples taken during the survey by the inspector? Well Source 2 (If yes,indicate what samples were collected in comments below) ❑ Spring Source ❑� Storage 1 Notes: ❑ Hydropneumatic Tank ❑� Distribution 1 ❑� Pumping 1 ❑� Financial-Managerial 1 ❑ Treatment Application ❑ Disinfection ❑ Gas Cl2 ❑ Notes Color Key: Significant Deficiency Photo Log 1 Deficiency Total Modules 8 Recommendations/Info Gathering/Notification Page of IDEQ-Sanitary Survey-5/1/19 General Information FLS-W-24-02 IPUC DR 16 Attachment 4 Page 198 of 271 FIELD GUIDE FOR GENERAL INFORMATION Water System Type: Community Water System:A PWS serving>_15 service connections used by year-round residents or regularly serves>_25 year- round residents. Noncommunity Water System:A PWS that is not a community water system and is either a transient or a nontransient noncommunity water system. Transient Noncommunity Water System: Does not regularly serve>_25 of the same persons over 6 months per year. Nontransient Noncommunity Water System: Regularly serves>_25 of the same persons over 6 months per year. System Classification: Distribution: Based on Population Treatment: Required for all PWSs with any treatment other VSWS:s 500 w/no treatment other than disinfection or POU* than disinfection orPOU.** DWT1 only(No VSWS):VSWS+any other type of treatment See DW Treatment Classification Worksheet DWD1: 501 - 1,500 DWT1 DWD2: 1,501 - 15,000 DWT2 DWD3: 15,001 -50,000 DWT3 DWD4:>_50,001 DWT4 *Very Small Public Drinking Water System—A community or nontransient noncommunity PWS that serves<_500 persons and has no treatment other than disinfection**or has only treatment which does not require any chemical treatment, process adjustment, backwashing or media regeneration by an operator(e.g.calcium carbonate filters, GAC filters, cartridge filters, ion exchangers.)(IDAPA 58.01.08.003.150) **Disinfection—Introduction of chlorine or other agent or process approved by DEQ in sufficient concentration and for the time required to kill or inactivate pathogenic and indicator organisms. (IDAPA 58.01.08.003.22) Licensed Operator Required: Community and nontransient noncommunity PWSs: Must be placed under the direct supervision of a properly licensed operator, including each treatment facility and distribution system. Surface water systems(including transient): Must be placed under the direct supervision of a properly licensed operator. Total Storage (gal): Total Storage does not include hydropneumatic tanks or unfinished water tanks. Owner Type: Legal Entity: DEQ Regions: Health Districts: Local CM-Company BRO-Boise District 1 -PHDHD Federal Government CP -Cooperation CRO-Coeur d'Alene District 2-NCDHD Mixed (public/private) CR-Corporation LRO-Lewiston District 3-SWDHD Native American GA-Government Agency IFRO- Idaho Falls District 4-CDHD Private HA-Homeowners Association PRO-Pocatello District 5-SCDHD State Government IN-Individual TFRO-Twin Falls District 6-SEDHD NP-Non-profit District 7-EIPHD OT-Other RU-Rate Set Utility TP-Treatment Plant TR-Trust Material modifications: Those modifications of an existing public water system that are intendedto increase system capacity or alter the methods or processes employed. Any project that adds source water to a system, increases the pumping capacity of a system, increases the potential population served by the system or the number of service connections within the system, adds new or alters existing drinking water system components, or affects the water demand of the system is considered to be increasing system capacity or altering the methods or processes employed. Maintenance and repair performed on the system and the replacement of valves, pumps, or other similar items with new items of the same size and type are not considered a material modification. IDEQ-Sanitary Survey-5/1/19 General Info.-Field Guide FLS-W-24-02 IPUC DR 16 Attachment 4 Page 199 of 271 WELL SOURCE Survey Date PWS# A separate form must be completed for each well associated to the PWS 8/27/2019 (mm/dd/yyyy) 7100023 Tag#: Source Name: Associated with: N/A Is this Well Source Treated? E0007187 Well#2 ElWellfieldw/source: El Yes [� No ❑ Manifoldw/source: Treatment Processes: E] N/A Physical Location: (Explain the Treatment Train in Notes) Country Club Drive Source Activity Status: (Choice One) Source Availability: (Choice One) 0 Active ❑ Inactive❑ Proposed 2] Permanent[] Seasonal❑ Interim❑ Emergency❑ Other Latitude(Decimal): 43.390031 ❑� Verified as accurate Longitude(Decimal): -111.992519 Verified as accurate Is there a well log for the source? Yes ❑ No ❑ Unk EDMS#: Readings at the time of inspection: Is this source seasonal? L Yes No Pump Capacity(GPM): Unk Start-up(MM/DD): Static Water Depth(FT): ❑✓ Unk Shut Down(MM/DD): yes no n/a unk note WELL INFORMATION Notes: 1. Are surrounding land uses creating health hazards or increasing the (Please indicate question number) ❑ Significant ❑ Deficiency potential for source contamination?(Setbacks not met,dumping,etc.) 2. Are toxic or hazardous chemicals stored on the well lot? (pesticides,paint,herbicides, fertilizers,petroleum, etc.) ❑ ❑� ❑ ❑ 3. Are pesticides,herbicides,or fertilizers applied to the well lot without approval? ❑ ❑ ❑✓ ❑ ❑ 4. If the well is in a pit, is the pit protected from flooding and contamination? (watertight walls and floor,floor drain,acceptable pit cover,etc.) ❑� ❑ ❑ ❑ 5. Is the well(not located in a pump house) protected from unauthorized entry? (Locking cap,fenced,etc.) (Recommended) ❑� ❑ ❑ ❑ 6. Is the well protected from flooding? (casing height>highest flood level, >18"outdoor, >12"indoor, etc.) FD ❑ ❑ ❑ 7. Is the well properly vented? (24 mesh screen,open downward>18"outdoor or>12"indoor,etc.) ❑� ❑ ❑ ❑ 8. Does the well casing and cap prevent contamination and surface water entry? ❑� ❑ ❑ ❑ 9. Is a raw water smooth nosed sample tap provided on the discharge pipe? (Prior to any treatment) ❑� ❑ ❑ ❑ 10. Is a working flow meter provided? gallons (Instant, totaling,nonvolatile memory,installed on discharge pipe,etc.) ❑� ❑ ❑ ❑ 11. Is a working pressure gauge provided? psi. (Instant,installed on discharge pipe,etc.) ❑ o ❑ ❑ 12. Is an adequate pump-to-waste provided? (Capacity of the well, air gap,prior to the first service connection, etc.) yes no n/a unk note PUMP HOUSE(Only pump houses that contain a Groundwater Source) ❑ ❑ ❑ ❑ 13. Is the well enclosed in a pump house? ❑ ❑ ❑� ❑ ❑ 14. Is the pump house protected from contamination?(Clean,in good repair,etc.) ❑ ❑ ❑� ❑ ❑ 15. Is the pump house protected from unauthorized entry? (Locked,durable construction, etc.) ❑ ❑ 21 ❑ ❑ 16. Does the pump house have adequate lighting throughout? ❑ ❑ ✓❑ ❑ ❑ 17. Is adequate backflow protection provided on all threaded taps installed in the pump house? ❑ El 21 ❑ ❑ 18. Are there signs of equipment damage due to excess heat,moisture,or corrosion? (Inadequate ventilation) ❑ El 21 ❑ ❑ 19. Is there a history of pump house equipment freezing? (Inadequate heating) ❑ ❑ ❑✓ ❑ ❑ 20. Is the pump house protected from flooding and surface water entry? (Floor drain,ground surface graded to lead surface water away, etc.) ❑ ❑ ❑✓ ❑ ❑ 21. Does the configuration of the floor drain or sump cause a contamination risk? (connected to other drainage systems, sump<30'from well,etc.) Page Of 0 IDEQ-Sanitary Survey-5/1/19 Well Source FLS-W-24-02 IPUC DR 16 Attachment 4 Page 200 of 271 FIELD GUIDE FOR WELL AND SPRING SOURCE LAT/LONG The latitude and longitude should be as accurate as possible. Use the format±HHMMSSss where: (+)=north or east and (-)=south or west and H = hours, M = minutes, S=seconds, s=decimal seconds Approved SDWIS Treatment Processes: 005 POU,Activated Carbon-Granular 421 Hypochlori nation, Post 010 POU, Ion Exchange 423 Hypochlori nation, Pre 015 POU, Reverse Osmosis 425 Hypochlorite-Onsite Generation 100 Activated Alumina 441 Inhibitor, Bimetalic Phosphate 121 Activated Carbon, Granular 443 Inhibitor, Hexametaphosphate 125 Activated Carbon, Powdered 445 Inhibitor, Orthorphosphate 141 Aeration, Cascade 447 Inhibitor, Polyphosphate 143 Aeration, Diffused 449 Inhibitor, Silicate 145 Aeration, Packed Tower 455 Iodine 147 Aeration, Slat Tray 460 Ion Exchange 149 Aeration, Spray 470 Exempt, Softening-VSWS 160 Algae Control 500 Lime-Soda Ash Addition 180 Bone Char 541 Ozonation, Post 190 Brominization (Special Use) 543 Ozonation, Pre 200 Chloramines 560 Permanganate 220 Chlorine Dioxide 580 Peroxide 240 Coagulation 620 Reducing Agents 245 Coagulant Aid 640 Reverse Osmosis 300 Distillation 660 Sedimentation (or Clarification) 320 Electrodialysis 665 Sedimentation, Upflow Clarification 341 Filtration, Cartridge(or bag) 680 Sequestration 342 Filtration, Diatomaceous Earth 700 Sludge Treatment 343 Filtration, Greensand 710 Backwash Water 344 Filtration, Pressure Sand 720 Ultraviolet Radiation 345 Filtration, Rapid Sand 741 PH adjustment, post 346 Filtration, Slow Sand 742 PH adjustment, pre 347 Filtration, Ultrafiltration (membrane) 800 Raw Water, Little Variation 350 Filter Aid 805 Raw Water, Minor Variation 352 Filtration, Roughing 810 Raw Water, Moderate Variation 354 Exempt, Roughing Filter-VSWS(sand separator) 815 Raw Water, Significant Variation 356 Exempt, Cartridge Filter-VSWS 820 Raw Water, Severe Variation 360 Flocculation 825 Raw Water,Ag/Municiple Waste 361 4-log Treatment of Viruses(GW) 830 Raw Water, Industrial Waste 362 3-log Remove/Inactiv G Lambia 835 Raw Water,Taste/Odor 363 4-log Remove/Inactiv Viruses(SW or GU) 840 Raw Water, Color>15 CU 380 Fluoridation 845 Raw Water, Iron/Mag >MCL 401 Gaseous Chlorination, Post 850 Raw Water,Algal Growth 403 Gaseous Chlorination, Post IDEQ-Sanitary Survey-5/1/19 Field Guide-Well Spring Source FLS-W-24-02 IPUC DR 16 Attachment 4 Page 201 of 271 STORAGE Survey Date PWS# A separate form must be completed for each storage unit in the PWS. 8/27/2019 (mm/dd/yyyy) F 7100023 Storage Structure Name: Storage Structure ID#: Volume(gal): Lj Unk 150,000 Physical Location: Date in Service: Unk Total Days Supply(This structure): Top of hill overlooking Country Club Drive 1981 Several days ❑ Unk Date Last Inspected: Unk Date Last Cleaned: Unk in last 5 years Tank has not been cleaned Storage Type: Construction: Type of Material: Reservoir/Tank U Clearwell ❑ Above-ground ❑J Ground-level ❑ Plastic ❑ Metal ❑ Fiberglass ❑ Elevated ❑ Standpipe ❑ Partially Buried❑ Below-ground 0 Concrete ❑ Other: How is the water level measured? Unk Was the entire storage structure safely accessible for inspection? Transducer in tank I 0 Yes ❑ No Reason: yes no n/a unk note ALL STORAGE STRUCTURES Notes: ❑ ❑ El 1. Does the storage structure appear to be structurally sound? (Please indicate question number) J J 2, Is leakage evident at time of inspection? With the use of a bolo to ❑ ❑ ❑ 3. Can the storage structure be isolated from the system without residents, the water system depressurizing the distribution system? can conserve and stretch how ❑ ❑J ❑ ❑ 4. Does a contamination risk exist due to wastewater spray irrigation or long water in the storage sludge disposal within 500 feet of the storage structure? reservoir would last. ❑J ❑ ❑ ❑ 5. Is vegetation managed to prevent impact to the storage structure? 2. Small cracks and weeping (Recommended) on the side of the tank indicate ❑J ❑ ❑ ❑ 6. Is the storage structure protected from contamination? there has been some leakage. (Watertight roof and sidewalls;excludes birds,animals,insects,and If the tank is kept below the excessive dust;sloped roof to facilitate drainage;etc.) 90%full mark, the upper seam ❑J ❑ ❑ ❑ 7. Is the storage structure secure from unauthorized access? does not weep. Previous (Fencing,locked manholes,etc.) operator would routinely fill the 0 ❑ ❑ ❑ 8. Does the drain discharge in a way to prevent contamination and erosion tank and it would overflow and around the tank? (Discharge to daylight over drainage structure or splash routinely weep at several plate, screened, adequate air gap, etc.) locations around the seam J J 9. Is an overflow provided and protected from contamination? between the top and the sides. (Discharges to daylight,air gap, 24 mesh screen or expanded metal 9. Overflow and drainpipes screen with weighted flapper;etc.) lack a screen or flapper valve. ❑J ❑ ❑ ❑ ❑ 10. Does the overflow discharge in away to prevent backflow and erosion around the tank?(Drainage structure or splash plate,air gap,etc.) ❑J ❑ ❑ ❑ ❑ 11. Are access covers locked and protected from contamination? (>4"above the roof, 2"overlapping lid, watertight,tightly sealed,etc.) ❑J ❑ ❑ ❑ 12. Are vents provided and protected from contamination? (open downward>12"above roof and >24"above ground;24 mesh screen; exclude animals,insects,birds,and excessive dust;etc.) (The overflow pipe shall not be considered a vent) ❑ ❑J ❑ ❑ 13. Are there signs or a history of the storage appurtenances freezing? ❑ ❑ ❑J ❑ ❑ 14. Are metal surfaces inside the tank corroding? ❑J ❑ ❑ ❑ 15. Are there any materials or components contacting water that may pose a contamination risk? (Paint, coatings,sealants, components, etc.NSF 61 Approved) ❑ ❑ ❑ ❑ 16. Is the area surrounding the storage structure graded to prevent standing surface water? (n/a for elevated tanks) yes no n/a unk note PARTIALLY BURIED OR BELOW-GROUND STORAGE ❑ ❑ ❑J ❑ ❑ 17. Are manholes elevated to prevent contamination from snow, storm water,etc.?(>24"above the roof or ground) J 18. Do potential contamination sources exist<50'from the storage structure? ❑ significant[] Recommend (Sewer/irrigation lines,standing water,etc.) Page Of 0 IDEQ-Sanitary Survey-5/1/19 Storage FLS-W-24-02 IPUC DR 16 Attachment 4 Page 202 of 271 DISTRIBUTION Survey Date PWS# One form for all distribution systems in the PWS. 8/27/2019 (mm/dd/yyyy) 7100023 Main Line Type of Materials: Unk Main Line Sizes: Unk #Metered Connections: (Select all that apply) out of 164 ❑ Steel ❑ HDPE(black) ❑ Asbestos/Cement ❑ Copper 6- 12" 164 ❑� PVC ❑ Ductile Iron ❑ Gray Iron ❑ Galvanized #Fire Hydrants: #Flushing Hydrants: ❑ Other: E 17 yes no n/a unk note DISTRIBUTION Notes: ❑✓ ❑ ❑ ❑ 1. Is a current map of the distribution system available?(Recommended) (Please indicate question number) (Main sizes,locations of valves and hydrants,etc.) 20. Water is provide to a nearby ❑ ❑ ❑� ❑ ❑ 2. Has PN,DEQ notifications,and follow-up actions been followed for any stock tank. Ensure there is an planned or unplanned depressurizations in the past year? adequate air gap. ❑ ❑� ❑ ❑ 3. Was the pressure observed at a service connection? If yes: ipsi. Location: Pressure is 55 psi at top and 90 psi at bottom of system yes no n/a unk note Time: JLJ A.M.H P.M. ❑� ❑ ❑ ❑ 4. Are minimum system pressures maintained at all service connections? (Minimum of 20 psi. Identify pressure complaints in the notes.) ❑ ❑� ❑ ❑ 5.Does pressure exceed 100 psi at any service connection? ❑ ❑ ❑ ❑ 6. Are valves inspected and exercised regularly?(Recommended) If yes,how often? Every 2 years ❑ ❑ ❑ ❑ 7. Is there a water loss control program?(Recommended) ❑ ❑� ❑ ❑ 8. Is the owner/operator aware of any leaking water mains? ❑✓ ❑ ❑ ❑ 9. Is there a water efficiency program?(Recommended) ❑ ❑ ❑� ❑ ❑ 10. Are all dead end mains equipped with a means to flush? ❑ ❑ ❑� ❑ ❑ 11. Are dead end mains flushed at least semiannually? ❑ 12. Are there any materials used that should not be in contact with the drinking water? If yes,explain in comments section. (Pipes,sealants, components,cleaning materials,etc.) ❑ ❑� ❑ ❑ 13. Does the system experience water main freezing? ❑ ❑� ❑ ❑ 14. Are there any connections that provide supplemental disinfection and meet the definition of a PWS but are unregulated? (Recommended) (Hospitals,businesses,long-term care facilities,etc.) ❑ ❑� ❑ ❑ 15. Are there any unused subsurface water storage tanks that need to be abandoned? (Recommended) ❑ ❑� ❑ ❑ 16. Are there any water supply wells that are no longer being used that need to be abandoned? (Recommended) yes no n/a unk note Cross Connection Control ❑ ❑ ❑ ❑ Ej 17. Is an adequate cross connection control program provided and implemented? (Community PWS only)(Inspection program,adequate protection,annual testing, ability to discontinue service, 10 days to repair a failed device) ❑ ❑ ❑ ❑ 18. Is the operator trained in cross connection control?(Recommended) ❑ ❑ ❑� ❑ ❑ 19. Are all backflow preventers owned by the PWS tested annually? ❑ 2 ❑ 2 20. Are there any known unprotected cross connections? (Submerged blow-offs,direct connections to storm or sewer drains, connection to unapproved source,uncontrolled fire hydrant use,etc.) ❑ ❑ ❑� ❑ ❑ 21. Are all non-potable mains,hydrants,and taps easily identified as such? ❑ ❑ 0 ❑ ❑ 22. Is the discharge piping on all air valves protected from contamination? (Prevent surface water entry and backflow,open downward, 24 mesh screen,etc.) ❑ ❑ ❑� ❑ ❑ 23. Are bulk water stations provided with backflow protection measures? Page Of 0 IDEA-Sanitary Survey-5/1/19 Distribution FLS-W-24-02 IPUC DR 16 Attachment 4 Page 203 of 271 PUMPING -PG. 1 Survey Date PWS# One form for all Pumps. 8/27/2019 (mm/dd/yyyy) 7100023 PUMPS,PUMP HOUSES,AND CONTROLS Low(psi) High(psi) Pump ID#: Physical Location: Type of Pump: Horsepower: set point set point Purpose: Well#1 Submersible 40 Pump to distribution Well#2 Submersible 25 68% 90% Pump to distribution yes no n/a unk note PUMPS Notes: ❑� ❑ ❑ ❑ 1. Do pumps cycle<6 times per hour?(Recommended) (Please indicate question number) 0 ❑ ❑ ❑ ❑ 2. Are all pumps in good repair?(excessive noise, vibration,heat, odors,leaks,etc.) 3.Water system has a pump expert ❑� ❑ ❑ '❑ 3. Are spare parts readily available for critical pump components? Mark Thompson. ❑ ❑� El El 4. Water system has a waiver for an 4. Is each pump equipped with an accessible check valve? accessible check valve. There are two (on the discharge side before the shut-off valve) check valves in the bottom of the pump ❑� ❑ ❑ ❑ 5. Are isolation valves provided on the discharge side of the pump? column. A ❑� ❑ ❑ ❑ 6. Is a working pressure gauge installed on the discharge line? Harlow VFD motor is located on each ❑� ❑ ❑ ❑ 7. Is a working flow meter provided? well. (Required if pump is connected directly to the distribution system) ❑ ❑ ❑� ❑ ❑ 8. Is all pump lubrication oil ANSI/NSF 61 approved? ❑ ❑ ❑� ❑ ❑ 9. Is an air/vacuum relief valve provided for vertical turbine pump(s)and is it protected from contamination?(Open downward, 24 mesh screen,air gap,etc.) yes no n/a unk note PUMP HOUSE(Only pump houses that don't contain a Groundwater Source) ❑ ❑ ❑� ❑ ❑ 10. Is the pump house protected from contamination?(Clean,good repair, etc.) ❑ ❑ ❑� ❑ ❑ 11. Is the pump house protected from unauthorized entry? (Locked,durable construction,etc.) ❑ ❑ ❑� ❑ ❑ 12. Does the pump house have adequate lighting throughout? ❑ ❑ ❑� ❑ ❑ 13. Is adequate backflow protection provided on all threaded taps/hose bibs installed in the pump house? ❑ ❑ ❑� ❑ ❑ 14. Are there signs of excess heat,moisture,or corrosion damage? (Inadequate ventilation) ❑ ❑ ❑� ❑ ❑ 15. Are there signs or a history of pump house equipment freezing? (Inadequate heating) ❑ ❑ ❑� ❑ ❑ 16. Is the pump house protected from flooding and surface water entry? (Drained,ground surface graded to lead surface water away,etc.) ❑ ❑ ❑� ❑ ❑ 17. Does the floor drain discharge>30 feet from any well? ❑ ❑ ❑� ❑ ❑ 18. Does an unprotected cross connection exist due to the floor drain connection? (Connected to sewer, storm drains,etc.) Page Of 0 IDEQ-Sanitary Survey-5/1/19 Pumping FLS-W-24-02 IPUC DR 16 Attachment 4 Page 204 of 271 PUMPING - PG. 2 SURVEY DATE PWS# One form for all auxiliary power units 8/27/2019 (mm/dd/yyyy) Auxiliary Power Units(APU) APU ID#: Physical Location: Type of APU: Brand: Model: Purpose: 7100023 yes no n/a unk note AUXILIARY POWER UNIT(APU) COMMENTS: ❑ ❑ ❑� ❑ ❑ 19. Is the APU tested regularly?(Recommended) (Please indicate question number) ❑ ❑ El ❑ ❑ 20. Is a working automatic power transfer switch provided? yes no n/a unk note Community Systems Only 21. Can the community PWS adequately pressurize the distribution system ❑ Significant❑ Deficiency during a power outage? 22. Does the APU power all essential electrical functions in the pump house and the pumping station(pump, controls, treatment,etc.) and pressurize the system for a minimum of 8 hours? yes no n/a unk note APU on a Well Lot Only ❑ ❑ ❑� ❑ ❑ 23. Is the fuel tank above ground or otherwise accessible for leak inspection? ❑ ❑ ❑� ❑ ❑ 24. Is secondary spill containment provided for all fuel tanks? (110%of fuel tank volume) ❑ ❑ ❑� ❑ ❑ 25. Does a certified operator observe filling of the fuel tank? ❑ ❑ 26. Is the engine exhaust directly discharged to the outside atmosphere? Page Of . 0 IDEQ-Sanitary Survey-5/1/19 Pumping FLS-W-24-02 IPUC DR 16 Attachment 4 Page 205 of 271 INSPECTION NOTES Survey Date PWS# One form for all additional comments or drawings for the PWS. 8/27/2019 (mm/dd/yyyy) 7100023 Name of Public Water System: Taylor Mountain Water and Sewer Notes from Mark Dietrich: A lot of work has been done on this system and they are in the process of selling the system to Falls Water.We were assisted by JR(had a lot of history of the system), Craig (Operator)and Mark Thompson (understood how the well pumps work). Distribution is looped and all connections are metered with the exception of one farmer that uses the system to fill a stock tank. We discussed the need for a cross connection control program. Residents pay$20 per month for 17K gallons.The caf6 at the Country Club comes off the system. Well#1: Well#1 pump is now a 40 HP VFD submersible pump and is at the lowest elevation. System pressure is maintained between 55#-90#. These pressures correspond with storage tank levels of 68%and 90%full.There are no pressure reducing valves in the system and the homes at the lower elevations have pressure reducing valves at the services in the homes.Well pump#2 kicks on first(master)and Well pump#1 kicks on as necessary(slave)and is typically off during the winter. There are 4 people that have phone apps that can monitor and control the system,JR, Craig, Mark Thompson and Ed Harlow of Harlow Automation and Electric that installed the telemetry and VFD control system.The pump and motor are stainless steel and has a PVC discharge pipe.Well pump#1 was rebuilt just a couple months ago and they removed the sand separator as part of the upgrade.Well#1 produces more sediment than Well#2 but much less with the VFD. Well#1 still needs a vent Well# 1 still needs a locking cap.The current well cap is held on with a single set screw. Well#2: Well pump#2 is a 25 HP submersible and is also VFD controlled and was recently rebuilt with a stainless steel pump and motor but the discharge piping is galvanized. JR indicated the submersible pumps each have a check valve in the discharge piping in the well.We were unable to verify this. Storage Tank: Tank is concrete with a separate tank drain which discharges down the hill into a gulley adjacent to another flush line. Barb found the two discharge lines and we pulled a large wedged rock out of one of the lines. Neither were screened. Tank has a screened vent, locked access cover and has a frost proof hydrant at the base of the tank(which needs a lock on the handlehandle so it can't be vandalized and left on). If the tank is kept below the 90%full mark, the upper seam does not weep. Previous operator would routinely fill the tank and it would overflow and routinely weep at several locations around the seam between the top and the sides. the system has installed a new isolation valve at the tank as the olf one could not be closed. The system operators exercise the valves now a a regular basis. Mark Thompson retired from operating the nearby LDS farm and indicated the farm has a backup generator they could use, but has never been hooked up to the system to verify it can run either of the well pumps and is electrically configured properly. Other wise, no backup power source. The system is operated much better than previously and many substantial improvements have been made. There are still several outstanding issues from the previous sanitary survey, but I would consider them minor based on the improvements made. Page Of 0 IDEQ-Sanitary Survey-5/1/19 Notes FLS-W-24-02 IPUC DR 16 Attachment 4 Page 206 of 271 PHOTO LOG Survey Date PWS# One form for all photos. 1/0/1900 7(mm/dd/yyyy) 0 Name of Public Water System: Taylor Mountain Water and Sewer Whose camera?: What kind of camera?: ❑ DEQ ❑ Health District ❑ Personal ❑ Other: ❑ Cell Phone❑ Digital ❑ 35mm❑ Other: Photo#: Date taken: Taken by: (Full Name) Description: The photographers signature below signifies that the images identified on this photo log have not been tampered with and are representative of what was seen in the field. Photographer(s)Signature(s): Date: Page Of 0 IDEQ-Sanitary Survey-5/1/19 Photo Log FLS-W-24-02 IPUC DR 16 Attachment 4 Page 207 of 271 Photographic Documentation Name of Facility: Taylor Mountain Water & Sewer Inspector(s): Barbara Jones, Tom Burnham, Mark Dietrich Inspection Date:Tuesday, August 27, 2019 Purpose of Inspection: Taylor Mountain Water System Sanitary Survey Table of Photographs: Photograph 1 :Well #1 and well lot.........................................................................2 Photograph 2 :Set screw on well #1 well cap .........................................................2 Photograph 3 :VFD and SCADA for well#1.............................................................3 Photograph 4 :Wireless transmitter for well #1 .....................................................3 Photograph 5 :Discharge piping vault.....................................................................4 Photograph 6 :Isolation valve in vault.....................................................................4 Photograph 7 :Newly installed flow meter.............................................................5 Photograph 8 :Well #1 pressure gauge...................................................................5 Photograph 9 :Smooth nosed sample tap ..............................................................6 Photograph 10 :Well #2 ..........................................................................................6 Photograph 11 :IDEQ tag on well #2.......................................................................7 Photograph 12 :Discharge piping vault for well #2.................................................7 Photograph 13 :Electronic pressure gauge.............................................................8 Photograph 14 :Well #2 flow meter........................................................................8 Photograph 15 :Well #2 sample tap........................................................................9 Photograph 16 :Isolation valve for well #2 .............................................................9 Photograph 17 :SCADA on well#2...................................................................... 100 Photograph 18 :Storage reservoir and hydrant.................................................. 100 Photograph 19 :Reservoir access hatch.............................................................. 111 Photograph 20 :Storage reservoir vent............................................................... 111 Photograph 21 :Concrete surface on top of reservoir........................................ 122 Photograph 22 :Concrete surface on top of reservoir........................................122 Photograph 23 :Weeping on side of concrete storage reservoir........................133 Photograph 24 :Transducer to measure water level in reservoir.......................133 Photograph 25 :Tank level measurement on cellphone via SCADA system.......144 Photograph 26 :Valve to drain storage reservoir................................................144 Photograph 27 :Storage reservoir overflow and drain pipe discharge...............155 Photograph 28 :New storage reservoir isolation valve.......................................156 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 208 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 i A N 1. Well#1 and well lot 40 . 4 2. Set screw on well #1 well cap 2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 209 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 1 Harlow automation and electric • I; .2019/08/27 2. VFD and SCADA for well #1 3. Wireless transmitter for well #1 3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 210 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 _• — I 71 4 t. A 9 08 `: . 4. Discharge piping vault 5. Isolation valve in vault 4 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 211 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 • 2019/08/27 6. Newly installed flow meter .e-10000*-.0"hoo 2019/08/27 7.Well#1 pressure gauge 5 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 212 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 t � a 3 4 8. Smooth nosed sample tap t,� �., ri..; . 9.Well#2 6 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 213 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 w 1 1 10. IDEQ tag on well #2 C i M i -,r.?;, 11. Discharge piping vault for well #2 7 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 214 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 • -rt-" 4 /27 12. Electronic pressure gauge 2019/08/27 13. Well#2 flow meter 8 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 215 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 s 4F ;.. k r 14. Well#2 sample tap ro Sk 7 15. Isolation valve for well #2 9 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 216 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 ` Y. 16. SCADA on well#2 17. Storage reservoir and hydrant 10 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 217 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 M S 18. Reservoir access hatch 19. Storage reservoir vent 11 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 218 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 "own 0 20. Concrete surface on top of reservoir 21. Concrete surface on top of reservoir 12 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 219 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 ;N 1 1 22. Weeping on side of concrete storage reservoir f +, 2019/08/27 w 1. 23.Transducer to measure water level in reservoir. 13 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 220 of 271 Idaho Department of Environmental Quality Photographic Documentation for Taylor Mountain Water&Sewer Tuesday,August 27, 2019 0 c l 261 1:®27 24.Tank level measurement on cellphone via SCADA system I r 1 ' 1• 25.Valve to drain storage reservoir 14 a r 71. 74 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 222 of 271 Drinking Water Branch Coliform/Microbial Sample Results Return Link Water System No. : ID7100023 Federal Type: C Water System Name : TAYLOR MOUNTAIN WATER AND State Type : C Water SEWER DISTRICT System Principal County Served : BONNEVILLE Primary Source : GW Detail Status : A Activity Date: 07-31-1984 This list displays results of all microbial analytes(TSAANLYT.TYPE_CODE=MOR)for the last 2 Water years by default. Sample/Results will be displayed regardless if the sample result is or is not associated Systems to a monitoring period.If you need to search for a specific date range,use the following date fields(you can also pick a date from the pop-up calendar next to the field)and click on Search. Water System Search Sample Collection Date From IN To 040 County Lab Collection resence Monitoring Monitoring Map Type Sample Date& Sampling Sample Absence Analyte Analyte Period Period End Laboratory No. Time Point Location Indicator Code Name Begin Date Date Glossary GENERIC COMFOTETON RT 231004301 109:25:00 1 SAMPLING A 3100 (TCR) M 10-01-2023 10-31-2023 MICROBIOLOG 09:25:00 POI (TCR) LABORATORY 09-12-2023 GENERIC OLIFORM TETON RT 230916301 09:27:00 1 SAMPLING A 3100 (TCR) 09-01-2023 09-30-2023 MICROBIOLOG POI LABORATORY 08-08-2023 GENERIC OLIFORM TETON RT 230816201 11:20:00 1 SAMPLING A 3100 (TCR) 08-01-2023 08-31-2023 MICROBIOLOG POI LABORATORY GENERIC TETON RT 230709901 010:40:00 1 SAMPLING A 3100 (TCR)COLIFORM 07-01-2023 07-31-2023 MICROBIOLOG 10:40:00 POI (TCR) LABORATORY 06-07-2023 GENERIC OLIFORM TETON RT 230612201 10:30:00 1 SAMPLING A 3100 (TCR) 06-01-2023 06-30-2023 MICROBIOLOG POI LABORATORY 05-03-2023 GENERIC OLIFORM TETON RT 230506501 10:18:00 1 SAMPLING A 3100 (TCR) 05-01-2023 05-31-2023 MICROBIOLOG POI LABORATORY 04-04-2023 GENERIC OLIFORM TETON RT 230403801 10:05:00 1 SAMPLING A 3100 (TCR) 04-01-2023 04-30-2023 MICROBIOLOG POI LABORATORY 03-07-2023 GENERIC OLIFORM TETON RT 230306701 (TCR)1 SAMPLING A 3100 03-01-2023 03-31-2023 MICROBIOLOG 10:53:00 POI LABORATORY GENERIC TETON RT 230208201 012:06:00 1 SAMPLING A 3100 (TCR)COLIFORM 02-01-2023 02-28-2023 MICROBIOLOG 12:06:00 POI (TCR) LABORATORY 01-09-2023 GENERIC OLIFORM TETON RT 230108801 09:37:00 1 SAMPLING A 3100 (TCR) 01-01-2023 01-31-2023 MICROBIOLOG POI LABORATORY GENERIC TETON RT 221206201 109:52:00 1 SAMPLING A 3100 (TCR)COLIFORM 12-01-2022 12-31-2022 MICROBIOLOG 09:52:00 POI (TCR) LABORATORY 2 GENERIC TETON RT 221113701 11-150:000 10:5 1 SAMPLING A 3100 (TCR)COLIFORM 11-01-2022 11-30-2022 MICROBIOLOG POI (TCR) LABORATORY 10-04-2022 GENERIC COLIFORM IAS RT M21004501 10:13:00 1 SAMPLING A 3100 (TCR) 10-01-2022 10-31-2022 ENVIROCHEM 09-12-2022 GENERIC COLIFORM TETON RT 220904901 09:20:00 1 SAMPLING A 3100 (TCR) 09-01-2022 09-30-2022 MICROBIOLOG POI LABORATORY FLS-W-24-02 IPUC DR 16 Attachment 4 Page 223 of 271 GENERIC TETON RT 220818701 010:15:00 1 SAMPLING A 3100 (TCR) 08-01-2022 08-31-2022 MICROBIOLOGY 10:15:00 POI (TCR) LABORATORY 07-26-2022 GENERIC OLIFO TETON RT 220743601 (TCR)1 SAMPLING A 3100 07-01-2022 07-31-2022 MICROBIOLOG 12:55:00 POI LABORATORY GENERIC TETON RT 220621201 010:40:00 1 SAMPLING A 3100 (TCR) 06-01-2022 06-30-2022 MICROBIOLOGY 10:40:00 POI (TCR) LABORATORY GENERIC TETON RT 220506201 O09:23:00 1 SAMPLING A 3100 (TCR) M 05-01-2022 05-31-2022 MICROBIOLOGY 09:23:00 POI (TCR) LABORATORY GENERIC TETON RT 220412101 010:22:00 1 SAMPLING A 3100 (TCR) 04-01-2022 04-30-2022 MICROBIOLOGY 10:22:00 POI (TCR) LABORATORY GENERIC COLIFO TETON RT 220320101 009:35:00 1 SAMPLING A 3100 (TCR) M 03-01-2022 03-31-2022 MICROBIOLOGY 09:35:00 POI (TCR) LABORATORY GENERIC COLIFO TETON RT 220205601 010:10:00 1 SAMPLING A 3100 (TCR) 02-01-2022 02-28-2022 MICROBIOLOGY 10:10:00 POI (TCR) LABORATORY GENERIC COLIFO TETON RT 220125601 010:04:00 1 SAMPLING A 3100 (TCR) 01-01-2022 01-31-2022 MICROBIOLOGY 10:04:00 POI (TCR) LABORATORY 12-06-2021 GENERIC OLIFORM TETON RT 211205801 09:26:00 1 SAMPLING A 3100 (TCR) 12-01-2021 12-31-2021 MICROBIOLOG POI LABORATORY 11-08-2021 GENERIC rOLIFORMTETON RT 211112501 (TCR)1 SAMPLING A 3100 11-01-2021 11-30-2021 MICROBIOLOG 11:30:00 POI LABORATORY Total Number of Records Fetched = 24 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 224 of 271 Drinking Water Branch Violations Return Links Water System No. : ID7100023 Federal Type : C Water System Water System Name TAYLOR MOUNTAIN WATERAND SEWER DISTRICT State Type : C Detail Principal County BONNEVILLE Primary Source GW Served : Water Systems IStatus : A Activity Date : 07-31-1984 Water System "Please note: some of these violations may have been resolved and/or returned to Search compliance. Please click on the violation to view more information on its compliance status. County Map Group Violations Glossary_ %iolation Violation Analyte Water System Analyte Group Water System StatusViolation Name Group Facility State No. T"^P Code Name As gu ID Facility Name PA DS- 13941 V 03 MONITORING, ALFA GROSS 0007187 WELL#2 13941 ROUTINE MAJOR ALPHA 2023- MONITORING, DS- 13942 V 03 ROUTINE MAJOR ALFA GROSS E0007186 WELL#1 ALPHA 2023- V 03 MONITORING, ZNO3 NITRATE E0007187 WELL#2 13582 ROUTINE MAJOR 2023- V 03 MONITORING, ZNO3 NITRATE E0007186 WELL#1 13583 ROUTINE MAJOR 2023- V 03 MONITORING, SODI IOC- 0007187 WELL#2 13389 ROUTINE MAJOR SODIUM 2023- V 03 MONITORING, SODI IOC- 0007186 WELL#1 13390 ROUTINE MAJOR SODIUM 2014- V 03 MONITORING, VOCS OCS- 0007187 WELL#2 8960 ROUTINE MAJOR GROUP 2013- V 03 MONITORING, ZNO3 NITRATE E0007187 WELL#2 8473 ROUTINE MAJOR 2013- V 03 MONITORING, ZNO3 NITRATE E0007186 WELL#1 8474 ROUTINE MAJOR MONITORING, WELL#1/#2 2002-850 V 03 ROUTINE MAJOR ZNO3 NITRATE 7100023L3 NIFOLD Total Number of Records Fetched = 10 Individual Violations Violation Violation Analyte `Water System0y3Lc.,. - ';'tntus Violation Nam Analyte Name Aity State Type Code \ Facility sgn ID Name FAILURE 017 V 45 DADDRESS�, 0700 GROUNDWATER RULE null nult (GWR) FLS-W-24-02 IPUC DR 16 Attachment 4 Page 225 of 271 2016- MCL(TCR), 8642 V 22 MONTHLY 3100 COLIFORM(TCR) null null MONITORING 014-8 V 26 REPEAT 3100 COLIFORM(TCR) null null MINOR 2014- MCL(TCR) 8637 V 22 MONTHLY 3100 COLIFORM(TCR) null null 2014- ONITORING, 8613 V 03 ROUTINE 2050 ATRAZINE E0007186 WELL#1 MAJOR MONITORING,2014- I(2-ETHYLHEXYL) 8615 V 03 ROUTINE 2035 DIPATE 0007186 WELL#1 MAJOR MONITORING,2014- I(2-ETHYLHEXYL) 8614 V 03 ROUTINE 2039 HTHALATE 0007186 WELL#1 MAJOR FOLLOW-UP 2009- OR ROUTINE 8609 V 52 TAP M/R 5000 LEAD&COPPER RULE null null (LCR) 2002- MCL(TCR) 6702 V 22 MONTHLY 3100 OLIFORM(TCR) null null 2001- MCL(TCR) 6501 V 22 MONTHLY 3100 COLIFORM(TCR) riutl null ONITORING, WELL#1/#2 1998-998 V 03 ROUTINE 1040 NITRATE T7100023L3M MANIFOLD MAJOR MONITORING 1998-698 V 23 ROUTINE 3100 COLIFORM(TCR) null null MAJOR MONITORING 1998-798 V 24 (TCR), 3100 COLIFORM(TCR) null null ROUTINE MINOR MONITORING 1998-898 V 26 (TCR), 3100 COLIFORM(TCR) null null REPEAT MINOR MONITORING 1997- (TCR), 1497 V 25 REPEAT 3100 COLIFORM(TCR) null null MAJOR MONITORING,1997- LL#1/#2 1697 V 03 ROUTINE 1040 NITRATE T7100023L3M MANIFOLD MAJOR MONITORING 1997- V 23 (TCR), 3100 COLIFORM(TCR) null null 1597 ROUTINE MAJOR 1996- ONITORING, 2096 V 03 ROUTINE 1040 ITRATE null null MAJOR 1996- ONITORING, 5996 V 03 ROUTINE 1041 NITRITE null null MAJOR 1996- ONITORING, 2896 V 03 ROUTINE 2010 BHC-GAMMA null null MAJOR FLS-W-24-02 IPUC DR 16 Attachment 4 Page 226 of 271 1996- ONITORING, 2996 V 03 ROUTINE 2015 METHOXYCHLOR. null null MAJOR 1996- ONITORING, 3096 V 03 ROUTINE 2020 TOXAPHENE null null MAJOR 1996- ONITORING, 5396 V 03 ROUTINE 1010 BARIUM null null MAJOR 1996- ONITORING, 5496 V 03 ROUTINE 1015 CADMIUM null null MAJOR 1996- ONITORING, 5596 V 03 ROUTINE 1020 CHROMIUM -lull null MAJOR 1996- ONITORING, 5896 V 03 ROUTINE 1025 FLUORIDE null null MAJOR 1996- ONITORING, 5696 V 03 ROUTINE 1035 MERCURY null null MAJOR 1996- ONITORING, 3596 V 03 ROUTINE 2046 CARBOFURAN null null MAJOR 1996- ONITORING, 2496 V 03 ROUTINE 2050 ATRAZINE null null MAJOR 1996- ONITORING, 2396 V 03 ROUTINE 2051 LASSO null null MAJOR 1996- ONITORING, 2696 V 03 ROUTINE 2065 HEPTACHLOR null null MAJOR 1996- ONITORING, 2796 V 03 ROUTINE 2067 HEPTACHLOR EPDXIDE null null MAJOR 1996- ONITORING, 3396 V 03 ROUTINE 2105 ,4-D null null MAJOR 9 MONITORING, 196-96 `T 03 ROUTINE 2110 ,4,5-TP null null MAJOR 1996- ONITORING, 3296 V 03 ROUTINE 2326 �ENTACHLOROPHENOL null null MAJOR MONITORING, IS-12- 3996 V 03 ROUTINE 2380 ICHLOROETHYLENE null null MAJOR 1996- ONITORING, TOTAL 3196 V 03 ROUTINE 2383 POLYCHLORINATED null null MAJOR IPHENYLS(PCB) 1996- ONITORING, 5796 V 03 ROUTINE 1045 SELENIUM null null MAJOR MONITORING, 12-DIBROMO-3- 2296 V 03 ROUTINE 2931 HLOROPROPANE null null MAJOR 1996- ONITORING, 2196 V 03 ROUTINE 2946 ETHYLENE DIBROMIDE null null MAJOR FLS-W-24-02 IPUC DR 16 Attachment 4 Page 227 of 271 1996- ONITORING, 5296 V 03 ROUTINE 2955 XYLENES,TOTAL null null MAJOR 1996- ONITORING, 2596 V 03 ROUTINE 2959 HLORDANE null null MAJOR 1996- ONITORING, 4396 V 03 ROUTINE 2968 -DICHLOROBENZENE null null MAJOR 1996- ONITORING, 4496 V 03 ROUTINE 2969 -DICHLOROBENZENE null null MAJOR 1996- ONITORING, 3896 V 03 ROUTINE 2977 1,1-DICHLOROETHYLENE null null MAJOR MONITORING,1996- TRANS-1 2- 4096 V 03 ROUTINE 2979 ICHLOROETHYLENE null null MAJOR 1996- ONITORING, 4196 V 03 ROUTINE 2980 1,2-DICHLOROETHANE null null MAJOR MONITORING, 1996- V 03 ROUTINE 2981 1,1,1-TRICHLOROETHANE null null 4996 MAJOR MONITORING,1996- CARBON V 03 ROUTINE 2982 null null 3796 MAJOR ETRACHLORIDE 1996- ONITORING, 4296 V 03 ROUTINE 2983 1,2-DICHLOROPROPANE null null MAJOR 1996- ONITORING, 5096 V 03 ROUTINE 2984 TRICHLOROETHYLENE null null MAJOR 1996- ONITORING, 4896 V 03 ROUTINE 2987 TETRACHLOROETHYLENE null null MAJOR 1996- ONITORING, 4696 V 03 ROUTINE 2989 rHLOROBENZENE null null MAJOR 996- ONITORING, 1996- V 96 03 ROUTINE 2990 BENZENE null null MAJOR 1996- ONITORING, 5196 V 03 ROUTINE 2991 TOLUENE null null MAJOR 1996- ONITORING, 4596 V 03 ROUTINE 2992 ETHYLBENZENE null null MAJOR 1996- ONITORING, 4796 V 03 ROUTINE 2996 STYRENE null null MAJOR MONITORING 11995-7 95 V 24 (TCROC TINE 3100 OLIFORM(TCR) null null MINOR MONITORING 1994- 1894 V 23 ROUTINE 3100 COLIFORM(TCR) null null MAJOR FLS-W-24-02 IPUC DR 16 Attachment 4 Page 228 of 271 MONITORING 1993- V 23 (TCR), 3100 COLIFORM(TCR) null null 1993 ROUTINE MAJOR MONITORING 1992-192 V 23 ROUTINE 3100 COLIFORM(TCR) null null MAJOR MONITORING 1991-591 V 23 ROU(TCTINE 3100 COLIFORM(TCR) null null MAJOR MONITORING, 1990-290 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR 1984- ONITORING, 6284 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR 1984- ONITORING, 6184 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR 1982- ONITORING, 6082 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR 1982 ONITORING, 1082 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR 1981- ONITORING, 1381 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) lull null MAJOR 1981- ONITORING, 1281 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR 1980- ONITORING, 1180 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR ONITORING, 1980-480 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR ONITORING, 1980-380 V 03 ROUTINE 3000 COLIFORM(PRE-TCR) null null MAJOR Total Number of Records Fetched = 72 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 229 of 271 Falls WATER Taylor Mountain Division 2023 Consumer Confidence Report (CCR) 2180 N Deborah Drive Idaho Falls Idaho 83401 Tele: (208) 522-1300 Este informe contiene informacion importante acerca de su agua potable. www.fallswater.com Haga que alguien to traduzca para usted, o hable con alguien que to entienda Water System information Water System Name: Falls Water— Taylor Mountain Division PWS ID#: 7100023 Water System Operator: Tony Wise Population Served: 597 181 Connections Date of CCR Distribution: May 31, 2023 For Calendar Year: 2022 Water Sources a. Source Deep Wells into Eastern Snake Plain Aquifer Water Contamination Source a. Source: None Are Known Special Compliance Violations Two Failure to Monitor Violations for Sodium one for Well #1 and one for Well #2. We're pleased to provide you with this year's Annual Quality Water Report. We want to keep you informed about the excellent water and services we have delivered to you over the past year. Our goal is and always has been, to provide you a safe and dependable supply of drinking water. This report shows our water quality and what it means. Falls Water—Taylor Mountain Division routinely monitors for constituents in your drinking water according to Federal and State laws. This table shows the results of our monitoring for the period of January 1st to December 31st, 2022. Some of our data in the tables are more than one year old, since certain chemical contaminants are monitored less than once a year. Our sampling frequency complies with EPA and State drinking water regulations. 1 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 230 of 271 Definitions Maximum Contamination Level (MCL): The highest level of a contaminant that is allowed in drinking water. MCLs are set as contaminant that is allowed in drinking water. MCLs are set as close to the MCLGs as feasible using the best available treatment technology. Maximum Contamination Level Goal (MCLG): The level of a contaminant in drinking water below which there is no known or expected risk to health. MCLGs allow for a margin of safety. Treatment Technique: A required process intended to reduce the level of a contaminant in drinking water. Action Level: The concentration of a contaminant,which, if exceeded, triggers treatment, or other requirements which a water system must follow. Maximum Residual Disinfectant level (MRDL): The highest level of disinfectant allowed in drinking water. There is convincing evidence that addition of a disinfectant is necessary for control of microbial contaminants. Maximum Residual Disinfectant Level Goal (MRDLG): The level of a drinking water disinfectant below which there is no known or expected risk to health. MRDLGs do not reflect the benefits of the use of disinfectants to control microbial contamination. Health Information Some people may be more vulnerable to contaminants in drinking water than the general population. Immuno-compromised persons such as persons with cancer undergoing chemotherapy, persons who have undergone organ transplants, people with HIV/AIDS or other immune system disorders, some elderly, and infants can be particularly at risk from infections. These people should seek advice about drinking water from their healthcare providers. EPA/CDC guidelines on appropriate means to lessen the risk of infection by Cryptosporidium and other microbial contaminants are available from the Safe Drinking Water Hotline (800-426-4791 or http://www.epa.gov/safewater/hotline/. Drinking water,including bottled water,may reasonably be expected to contain at least small amounts of some contaminants. The presence of contaminants does not necessarily indicate that water poses a health risk. More information about contaminants and potential health effects can be obtained by calling the Environmental Protection Agency's (EPA)Safe Drinking Water Hotline (800-426-4791 or http://www.epa.gov/safewater/hotline/. In order to ensure that tap water is safe to drink, EPA prescribes regulations which limit the amount of certain contaminants in water provided by public water systems. Food and Drug Administration (FDA) regulations establish limits for contaminants in bottled water which must provide the same protection for public health. The Sources of drinking water(both tap water and bottled water)include rivers,lakes,streams,pond,reservoirs,springs,and wells. As water travels overthe surface of the land or through the ground,it dissolves naturally-occurring minerals and,in some cases,radioactive material,and can pick up substances resulting from the presence of animals or from human activity. Contaminants that may be present in source water before we treat it include: Microbial contaminants such as viruses and bacteria, which may come from sewage treatment plants, septic systems, agricultural livestock operations, and wildlife. Inorganic contaminants, such as salts and metals, which can be naturally-occurring or result from urban systems, agricultural livestock operations, and wildlife. Pesticides and herbicide, which may come from a variety of sources such as agriculture, urban storm water runoff, and residential uses. Organic chemical contaminants,including synthetic and volatile organic chemicals,which are by-products of industrial processes and petroleum production,and can also come from gas stations, urban storm water runoff, and septic systems. Radioactive contaminants,which can be naturally-occurring or be the result of oil and gas production and mining activities. 2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 231 of 271 Lead Informational Statement(Health effects and ways to reduce exposure) If present,elevated levels of lead can cause serious health problems,especially for pregnant women and young children. Lead in drinking water is primarily from materials and components associated with service lines and home plumbing. Falls Water—Taylor Mountain Division is responsible for providing high quality drinking water, but cannot control the variety of materials used in plumbing components. When your water has been sitting for several hours,you can minimize the potential for lead exposure by flushing your tap for 30 seconds to 2 minutes before using water for drinking or cooking. If you are concerned about lead in your drinking water,you may wish to have your water tested. Information on lead in drinking water,testing methods, and steps you can take to minimize exposure is available from the Safe Drinking Water Hotline or at http://www.epa.gov/safewater/lead . Microbial Highest# Positive MCL MCLG Violation Possible Source of Contamination Contaminants in a Month (Y/N) Total Coliform 0 >1 0 NO Naturally present in the environment Fecal Coliform or 0 0 NO Human and animal fecal waste E. coli *Compliance with the Fecal Coliform/E.coli MCL is determined upon additional repeat testing. Lowest Highest Level Level Sample Typical Source of Radioactive Contaminants MCLG MCL Detected Detected Date Violation Contaminant Health Effects Language Combined Uranium 0 30 2.03 2.18 2019 NO Erosion of natural deposits See About Combined Uranium below. Lowest Highest Level Level Sample Typical Source of Inorganic Contaminants MCLG MCL Detected Detected Date Violation Contaminant Health Effects Language Arsenic(ppb) 0 10 1 2 July 2019 NO Erosion of natural deposits See About Arsenic below. Barium (ppm) 2 2 .099 0.187 July 2019 NO Natural occurring See About Barium below. Discharge from steel and See About Chromium Chromium (ppb) 100 100 0 2 July 2019 NO pulp mills; Erosion of below. natural Deposits Fluoride (ppm) 4 4 .2 0.3 July 2019 NO Natural occurring See About Fluoride below. Nitrate as N (ppm) 10 10 1.44 2.4 Mar 2023 NO Run off from fertilizer See About Nitrates below. Nitrite as N (ppm) 1 1 0 0.14 July 2019 NO Run off from fertilizer See About Nitrites below. Selenium (ppb) 50 50 0 2 July 2019 NO Erosion of natural deposits. See About Selenium Discharge from mines. below. 3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 232 of 271 • •. D. 91 • of • •ve Violation Contaminant Collected Percentile Level MCLG Action Level Y/N Possible Source of Contamination Lead (ppb) Sept 2021 1 15 0 0 NO Corrosion of household plumbing systems: Erosion of natural deposits. Copper(ppm) Sept 2021 .11 1.3 1.3 0 NO Corrosion of household plumbing systems: Erosion of natural deposits. Infants and children who drink water containing lead in excess of the action level could experience delays in their physical or mental Lead development. Children could show slight deficits in attention span and learning abilities. Adults who drink this water over many years Health Effects could develop kidney problems or high blood pressure. Language Copper is an essential nutrient, but some people who drink water containing copper in excess of the action level over a relatively short Copper amount of time could experience gastrointestinal distress. Some people who drink water containing copper in excess of the action level over many years could suffer liver or kidney damage. People with Wilson's Disease should consult their personal doctor. n/a: not applicable nd: not detectable at testing limit ppm: parts per million or milligrams per liter ppb: parts per billion or micrograms per liter pCi/l: picocuries per liter(a Measure of radiation)mrems/yr: millirems per year(a measure of radiation absorbed by the body). About Barium: Some people who drink water containing barium in excess of the MCL over many years could experience an increase in their blood pressure. About Chromium: Some people who use water containing chromium well in excess of the MCL over many years could experience allergic dermatitis. Total Coliform: Coliform are bacteria that are naturally present in the environment and are used as an indicator that other potentially harmful bacteria may be present. Coliform bacteria found in two or more samples is a warning of potential problems and usually triggers a precautionary boil notice. About Combined Uranium: Some people who drink water containing uranium in excess of the MCL over many years may have an increased risk of getting cancer and kidney toxicity. About Fluoride: Some people who drink water containing fluoride in excess of the MCL over many years could get bone disease, including pain and tenderness of the bones. Fluoride in drinking water at half the MCL or more may cause mottling of children's teeth,usually in children less than nine years old. Mottling, also known as fluorosis,may include brown staining and/or pitting of the teeth, and occurs only in developing teeth before they erupt from the gums. About Nitrate: Nitrate in drinking water at levels above 10 ppm is a health risk for infants less than six month of age. When levels approach 10 ppm, ask for advice from your care provider about blue baby syndrome. Nitrate levels may rise quickly for short periods of time because of well construction,usage,rainfall, and local contamination. About Nitrite: Infants below the age of six months who drink water containing nitrate in excess of the MCL could become seriously ill and, if untreated,may die. Symptoms include shortness of breath and blue baby syndrome. About Selenium: Selenium is an essential nutrient. However, some people who drink water containing selenium in excess of the MCL over many years could experience hair loss, changes in their blood, or problems with their kidneys, intestines or liver. If you have any questions about this report or concerning your water utility,please contact Scott Bruce or Tony Wise. We want our valued customers to be informed about their water utility. If you want to learn more,please contact us or schedule an appointment to meet with us. 4 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 233 of 271 Appendix D: Cross Connection Control Plan Information FLS-W-24-02 IPUC DR 16 Attachment 4 Page 234 of 271 Falls TM WAT E R 2180 N. Deborah Dr., Idaho Falls, Idaho 83401 Tel.: (208) 522-1300 Website: www.fallswater.com Cross Connection Control Policy SECTION I. CROSS-CONNECTION CONTROL—GENERAL POLICY 1.1. Purpose. The purpose of this Policy(the term"Policy",herein used,shall mean the"Falls Water Co.,Inc. Cross Connection Control Policy")is: 1.1.1. To protect the public potable water supply of Falls Water Co.,Inc.from the possibility of contamination or pollution by isolating at the source such contaminants or pollutants which could backflow into the public water system;and, 1.1.2. To promote the elimination or control of existing cross connections,actual or potential,and, 1.1.3. To provide for the maintenance of a continuing program of cross connection control,which will systematically and effectively prevent the contamination or pollution of all potable water systems. 1.2. Responsibility. Falls Water Co.,Inc.shall be responsible for the protection of its public potable water distribution system from contamination or pollution due to the backflow of contaminants or pollutants. Falls Water Co.,Inc.customers are responsible for aiding in Falls Water Co.,Inc.'s Cross Connection Control Policy by maintaining proper protective measures within their individual home plumbing systems. Falls Water Co.,Inc.has the responsibly to require water customers to install and continually operate and maintain approved backflow- prevention devices or assemblies wherever deemed appropriate in order to be in compliance with IDAPA 58.01.08.552.06 and UPC 603. SECTION 2. DEFINITIONS 2.1. Approved. 1)The term"approved"as herein used in reference to a water supply shall mean a public water supply that has been approved by the Idaho Department of Environmental Quality.2)The term"approved"as herein used in reference to an air gap,a double check valve assembly,a reduced pressure principle backflow prevention assembly or other backflow prevention assemblies or methods shall mean approved per Uniform Plumbing Code 603. 2.2. Auxiliary Water Supply.Any water supply on or available to the premises other than Falls Water Co., Inc.'s approved public water supply. These auxiliary waters may include water from a purveyor other than Falls Water Co.,Inc.,private well sources,or any natural source(s)such as a spring,river,stream,used waters,or industrial fluids.These waters may be contaminated or polluted,or they may be objectionable and constitute an unacceptable water source over which Falls Water Co.,Inc.does not have sanitary control. 2.3. Backflow.The undesirable reversal of flow of water or mixtures of water and other liquids,gases,or other substances into the distribution pipes of the potable supply of water from any source or sources. FLS-W-24-02 IPUC DR 16 Attachment 4 Page 235 of 271 2.4. Backpressure. Any elevation of pressure in the downstream piping system above the supply pressure at the point of consideration,which would cause reversal of the normal direction of flow.This could be caused by pumps,elevation,steam pressure,air pressure,etc. 2.5. Backsiphonage.Backflow caused by negative or reduced pressure in the supply piping. 2.6. Backflow Prevention Assembly.A mechanical device designed to prevent backflow that can be tested in line.Each assembly should contain two resilient seated shut off valves,test cocks for testing purposes,and a backflow prevention unit.Types of assembly will be determined by degree of hazard and backflow condition. 2.7. Contamination.An impairment of a potable water supply by the introduction or admission of any foreign substance that degrades the quality and creates a health hazard. 2.8. Cross Connection. A connection or potential connection between any part of a potable water system and any other environment containing other substances in a manner that has the potential to allow such substances to enter the potable water system. Other substances may be gases,liquids or solids,such as chemicals,waste products, steam,water from other sources(potable or non-potable),or any matter that may change the color or add odor to the water. 2.9. Cross Connections Controlled. A connection between a potable water system and a non potable water system with an approved backflow prevention assembly properly installed and maintained so that it will continuously afford the protection commensurate with the degree of hazard. 2.10. Cross Connection Control by Containment. The installation ofan approved backflow-prevention assembly at the water service connection to any customer's premises,where it is physically and economically unfeasible to find and permanently eliminate or control all actual or potential cross-connections within the customer's water system;or it shall mean the installation of an approved backflow-prevention assembly on the service line leading to and supplying a portion of a customer's water system where there are actual or potential cross-connections that cannot be effectively eliminated or controlled at the point of the cross-connection. 2.11. Cross Connection Control by Internal Protection. Fixture isolation and/or isolation of an area or zone. Protection at the fixture means installing an approved backflow preventer at the source of the potential hazard within a specific area. 2.12. Hazard,Degree of. The term is derived from an evaluation of the potential risk to public health and the adverse effect of the hazard upon the potable water system. 2.12.I. Hazard:Health. A cross connection or potential cross connection involving any substance that could,if introduced into the potable water supply,cause death or illness,spread disease,or have a high probability of causing such effects. 2.12.2. Hazard:Plumbing. A plumbing-type cross connection in a consumer's potable water system that has not been properly protected by an approved air gap or an approved backflow-prevention assembly. 2.12.3. Hazard:Pollution. A cross-connection or potential cross-connection involving any substance that generally would not be a health hazard but would constitute a nuisance or be aesthetically objectionable,if introduced into the potable water supply. 2.12.4. Hazard:System. An actual or potential threat of severe danger to the physical properties of the public water system or the consumer's potable water system or of a pollution or contamination that would have a protracted effect on the quality of the potable water in the system. 2.13. Industrial-Fluids System. Any system containing a fluid or solution that may be chemically,biologically or otherwise contaminated or polluted in a form or concentration that would constitute a health,system,pollution or plumbing hazard if introduced into an approved water supply.This may include,but is not be limited to,polluted or contaminated waters;all types of process waters and used waters originating from the public potable water system that may have deteriorated in sanitary quality;chemicals in fluid form;plating acids and alkalies;circulating cooling waters connected to an open cooling tower;and/or cooling waters that are chemically or biologically treated or stabilized with toxic substances;contaminated natural waters such as from wells,springs,streams,rivers,bays, FLS-W-24-02 IPUC DR 16 Attachment 4 Page 236 of 271 harbors,seas,irrigation canals or systems,and so forth;oils,gases,glycerin,paraffins,caustic and acid solutions and other liquid and gaseous fluids used in industrial or other purposes for firefighting purposes. 2.14. Pollution. The presence of any foreign substance in water that tends to degrade its quality but does not necessary pose a risk to human health if consumed. 2,15. Water,Potable. Water that is deemed safe for human consumption,as determined by the standards set forth by the Department of Environmental Quality and defined in the Idaho Rules for Public Drinking Water Systems,IDAPA 58.01.08. 2.16. Water,Non-potable. Water that is not safe for human consumption or that is of questionable quality. 2.17. Water,Used. Any water supplied by the Falls Water Co.,Inc.water system to a consumer's water system after it has passed through the point of delivery and is no longer under the sanitary control of Falls Water Co.,Inc. SECTION 3. REQUIREMENTS 3.1. Water System 3.1.1. Falls Water Co.,Inc.'s drinking water system consists of the source facilities and the distribution system and shall include all those facilities of the water system under the complete control of Falls Water Co.,Inc. 3.1.2. The source shall include all components of the facilities utilized in the production,treatment, storage and delivery of water to the distribution system. 3.1.3. The distribution system shall include the network of conduits used for the delivery of water from the source to the water system customers/users.The distribution system terminates at the meter box_ 3.2. Policy 3.2.1. Conditions for Service-No water service connection shall be installed or maintained by Falls Water Co., Inc.unless the following conditions have been met: 3.2.1.1. Any occupant or tenant has been made aware of Falls Water Co.,Inc.'s Cross Connection Control Policy and understands his or her responsibility to not create or maintain any unprotected cross-connections,and; 3.2.1.2. Falls Water Co.,Inc.has completed a cross-connection control survey of the facility, and; 3.2.1.3. The water supply is protected as required by this Policy and IDAPA 58.01.08.552.06 and UPC 603. 3.2.2. Right of Inspection—It is the duty of the Falls Water Co.,Inc.'s water system to inspect all properties served by the Falls Water Co.,Inc.'s water system for the purpose of determining whether unprotected cross connections or other structural or sanitary hazards,including violations of these regulations,exist.When such a condition becomes known or inspection is not permitted by the property owner,Falls Water Co.,Inc.shall immediately eliminate the cross-connection by providing for a physical break in the service line or correcting the condition(s)in conformance with this Policy,local and state regulations relating to plumbing and water supplies and the regulations adopted pursuant thereto. 3.2.3. Premises or Facilities Requiring Protection-An approved backflow prevention device or assembly shall be installed according to local plumbing regulations and prior to any branch line wherever the following conditions exist: 3.2.3.1. In the case of an auxiliary water supply which is not or may not be of safe bacteriological or chemical quality and which is not acceptable as an additional water source by the Idaho Department of Environmental Quality,Falls Water Co.,Inc.shall be protected against backflow by installing in the service line an approved backflow prevention assembly commensurate with the degree of hazard,and in conformance with the Idaho State Plumbing Code FLS-W-24-02 IPUC DR 16 Attachment 4 Page 237 of 271 (ISPC). 3.2.3.2. In the case of any industrial fluids or any other objectionable substance that is handled in such a fashion as to create an actual or potential hazard to the potable water system,the potable water system shall be protected against backflow by installing an approved backflow prevention assembly in the service line,commensurate with the degree of hazard.This shall include the handling of process waters and waters originating from Falls Water Co.,Inc.'s water system which have been subject to deterioration in quality. 3.2.3.3. In the case of(I)internal cross connections that cannot be permanently corrected or protected against,or(2)intricate plumbing,and piping arrangements or where entry to all portions of the premises is not readily accessible for inspection purposes,making it impracticable or impossible to ascertain whether or not dangerous cross connections exist,Falls Water Co.,Inc. shall be protected against backflow by installing an approved backflow prevention assembly in the service line. 3.2.4. Type of Protection Required-The type of protective assembly required under subsections 3.2.3.1, 3.2.3.2,and 3.2.3.3 above shall depend upon the degree of hazard which exists as follows: 3.2.4.1. In the case of an auxiliary water supply as stated in subsection 3.2.3.1 of this section that is not subject to any of the following rules,the Falls Water Co.,Inc.water system shall be protected by an approved air gap or an approved reduced pressure principal backflow prevention assembly. 3.2.4.2. In the case of water or a substance that would be objectionable but not hazardous to health,if introduced into the public water system,the Falls Water Co.,Inc.water system will be protected by,at minimum,an approved double check valve backflow prevention assembly. 3.2.4.3. In the case of any material dangerous to health that is handled in such a fashion as to create an actual or potential hazard to the public water system,the Falls Water Co.,Inc.water system shall be protected by an approved air gap or an approved reduced pressure principal backflow prevention assembly. 3.2.4.4. In the case of"uncontrolled"cross connections,either actual or potential,the Falls Water Co.,Inc.water system shall be protected by an approved air gap or an approved reduced pressure principal backflow prevention assembly. 3.2.4.5.Falls Water Co.,Inc.customers that have sprinkler or irrigation systems at their property are required to have an approved backflow assembly installed and inspected annually that complies with Idaho Plumbing Code(IPC).Double check valve assemblies are no longer deemed appropriate for the degree of hazard present in irrigation systems,and a more protective assembly is required at these sites. 3.2.5. Assembly Standards and Specifications-Any backflow prevention device or assembly required herein shall be of a make,model and size approved by the Falls Water Co.,Inc.The term"Approved Backflow Prevention Assembly"shall mean an assembly that has been manufactured in full conformance with the standards established by the American Water Works Association titled: AWWA/ANSI C510 07 Standard for Double Check Valve Backflow Prevention Assembly;AWWA/ANSI C51 107 Standard for Reduced Pressure Principle Backflow Prevention Assembly;and,have met completely the laboratory and field performance specifications of the Foundation for Cross Connection Control and Hydraulic Research(FCCHR)of the University of Southern California established by: "Specifications of Backflow Prevention Assemblies" Section 10 of the most current edition of the Manual FLS-W-24-02 IPUC DR 16 Attachment 4 Page 238 of 271 of Cross Connection Control. Said AWWA and USC FCCCHR standards and specifications have been adopted by the water purveyor. Final approval shall be evidenced by a"Certificate of Compliance"for the said AWWA standards or a "Certificate of Approval"for the said USC FCCCHR Specifications,issued by an approved testing laboratory. The following testing laboratory has been qualified by the AWWA to test and approve backflow prevention assemblies and said qualification is adopted by the water purveyor: Foundation for Cross Connection Control and Hydraulic Research University of Southern California KAP 200 University Park MC 2531 Los Angeles,California 90089 2531 Testing laboratories other than the laboratory listed above will be added to an approved list as they are qualified by the AWWA. Backflow preventers that may be subjected to backpressure or backsiphonage that have been fully tested and have been granted a Certificate of Approval by said qualified laboratory,and are listed on the laboratory's current list of approved backflow prevention assemblies,may be used without further testing or qualification. 3.2.6. Testing and Maintenance Requirements-It shall be the duty of Falls Water Co.,Inc.to require certified field tests are made upon required backflow assemblies upon installation and at least once per year thereafter. Non-testable backflow devices that cannot be field tested with test gauges shall be inspected and assessed or verified by a plumber or certified tester. In instances Falls Water Co., Inc.deems the hazard to be great enough,inspections or certified field tests at more frequent intervals may be performed. A field test report shall be created for all backflow preventer inspections or field tests.Backflow prevention devices and assemblies shall be repaired,overhauled or replaced whenever said devices or assemblies are found to be defective.Falls Water Co., Inc.shall retain records of field tests,inspections or repairs of backflow devices and assemblies as specified in this policy. Backflow assembly field test reports will provide,at a minimum,the customer's name and street address; type of assembly and location of the assembly on the property;manufacturer,model and serial number of the assembly;detailed results of the test and clear indication of whether the assembly passed or failed; name and certification number of the tester and the date and time of the test. Inspection reports for non- testable devices may omit field test result specifications pertaining to testable assemblies but shall otherwise present all relevant inspection information. 3.2.7. Enforcement—Service of water to any customer of Falls Water Co.,Inc.will be discontinued if an occupant,tenant or consumer interferes with or fails to comply with the provisions and implementation of this Policy. 3.2.7.1.If an unprotected cross connection exists on a tenant or consumer's premises,service shall be discontinued until an assembly appropriate with the degree of hazard is installed by a licensed plumber. Proof of proper installation shall be provided to Falls Water Co.,Inc.prior to restoration of services. 3.2.7.2.If it is found that a backflow prevention assembly has been removed,bypassed,or if the property owner fails to meet the annual testing requirement specified in section 3.2.9.1 below,water service to the customer's property will be discontinued immediately. 3.2.7.3.Assemblies that cannot pass annual tests or those found to be defective shall be repaired, replaced,or isolated within ten(10)business days.If the failed assembly cannot be repaired,replaced,or isolated within ten(10)business days,water service to the failed assembly shall be discontinued. 3.2.7.4.Service to a facility,tenant or consumer will be discontinued immediately,without written FLS-W-24-02 IPUC DR 16 Attachment 4 Page 239 of 271 notice,if in the opinion of the Falls Water Co.,Inc.such action is necessary to protect public health or the public water supply. 3.2.7.5.Service will not be restored until all circumstances,conditions or defects causing discontinuance of service are fully corrected. 3.2.8. New Construction Review—Falls Water Co.,Inc.shall not provide water service to a newly constructed facility without first performing a cross connection control hazard assessment of the facility and ensuring that the Falls Water Co.,Inc.'s water system is protected according to this Policy. In lieu of such a hazard assessment by Falls Water Co.,Inc.,receipt of a documented cross connection control hazard assessment by a State Certified Backflow Assembly Tester may be utilized. The conditions for service established by this Policy must also be satisfied(see section 3.2.1). 3.2.9. Surveying and Retrofitting Existing Facilities—Falls Water Co.,Inc.shall survey and retrofit all existing service connections and facilities and bring such into compliance with this Policy as soon as possible but no later than 6 months after adoption of this Policy. The initiative to survey and retrofit existing facilities will continue until all facilities served by Falls Water Co.,Inc.have received a cross connection control survey,each potential cross connection has been inventoried,and each service connection or facility has installed a backflow prevention device or assembly appropriate for the degree of hazard. Facilities or service connections having existing fire-protection systems will have the hydraulics of any existing fire-protection system(s)checked by a registered professional engineer or certified fire-protection contractor to ensure that any installed backflow prevention assembly is compatible with the proper performance of the fire-protection system. Falls Water Co.,Inc.will contact a plumber as necessary in order to undertake routine testing of temperature and pressure valves on water heaters or boilers in order to account for thermal expansion that may result from installation of any backflow preventers. 3.2.9.1. Recurring Surveys and Inspections-All existing service connections and facilities shall, upon completion of an initial survey and retrofit,be required to have all backflow assemblies tested annually by a Backflow Assembly Tester that has been certified in the State of Idaho.It will be the responsibility of the customer or property owner to submit proof of annual testing to Falls Water Co.,Inc.by the date specified by their administrative staff.It will be the responsibility of Falls Water Co.,Inc.to enforce any protection measures against backflow that may occur if annual testing is not performed,as specified in section 3.2.7 above. 3.2.10. Training—Falls Water Co.,Inc.shall ensure that persons directly responsible for implementation of this Policy have had,at a minimum,training in basic cross connection concepts and cross connection control practices. The Idaho Rural Water Association(1RWA)is an example of a facility that may be utilized for this type of training. 3.2.11. Public Education—Falls Water Co.,Inc.shall provide customers and tenants with educational information concerning cross connection control and this Policy. New tenants shall be provided with written educational information upon initial connection to the water supply. Existing tenants and consumers shall receive educational information at least once every year. At a minimum,the following information will be included in public education initiatives: •The nature of the public health risk posed by actual or potential cross-connection hazards. • Falls Water Co.,Inc.'s responsibility for protecting the public health and safety by preventing drinking water contamination and its policies relating to cross connection control. •The customer's responsibility to protect Falls Water Co.,Inc.'s water supply by preventing cross connections and potential backflow scenarios on their property. • Information should be provided to the customer or tenant regarding the requirements of this Policy and how they can be met.This should include the required date(s)for annual testing and list of Backflow Prevention Assembly Testers in the area. • The fact that customers need to be aware that the installation of a backflow prevention device or assembly on their premise causes their plumbing system to be a closed system and closed systems FLS-W-24-02 IPUC DR 16 Attachment 4 Page 240 of 271 are at greater risk for damage or harm due to thermal expansion that may be caused by water heaters or boilers. 3.2.12. Backflow Incident Reports—Falls Water Co.,Inc.shall investigate backflow incidents specifically and shall maintain investigatory and corrective action records in a file separate from customer complaint investigations or other investigations determined to not be related to a backflow incident. 3.2.13. Backflow Incident Response Plan—Falls Water Co.,Inc.,upon becoming aware of an actual or suspected backflow incident,shall perform the following actions: • Locate the source of the contamination. • Isolate that source to protect the water distribution system from further contamination. • Determine the extent of the spread of contamination through the distribution system and provide timely,appropriate notification to the public and to regulatory agencies. • Take corrective action to clean the contamination from the distribution system. • Restore service to the customers. A list of emergency response numbers should be kept on file with the Falls Water Co., Inc.Water Department in case of backflow incidents.The Department of Environmental Quality should not be ignored as a source of assistance during such incidents. 3.2.14. Record Keeping—Cross connection control related records shall be retained for a minimum of ten years and shall be available for review by regulatory agencies when requested. At a minimum,the following records shall be maintained: • Cross Connection Survey Reports and Customer Questionnaires—Cross-connection survey reports or hazard assessments shall be created and maintained on approved forms. Such forms shall make clear the type and degree of hazard present upon the premises,and the minimum type of backflow assembly required. • Inventory—Falls Water Co., Inc.shal I maintain, in a spreadsheet format, inventory of all required backflow prevention assemblies present in the water system. Such information will include a description of the hazard isolated at each applicable premise,the location of each backflow assembly or air gap,the type of backflow prevention assembly and,if not an air gap, information describing the size,make,model and serial number of installed backflow assemblies. The most recent inspection or test date or cross connection control survey or received questionnaire(if applicable)of each required assembly will be noted. • Test Reports and Certified Testers—Backflow device inspection and assembly test, maintenance and repair reports shall be retained. Documentation supporting the credentials of certified testers will be retained. • Other Documentation—Copies of all other cross connection program documentation will be retained, including service contracts,notifications to customers,enforcement actions,backflow incident reports and other related activity. 3.2.15. Budgeting—Falls Water Co.,Inc.shall ensure that all the actions necessary to implement this Policy are budgeted and that monies to implement this Policy are available as necessary. 3.2.16. Authority—Falls Water Co.,Inc.is authorized to make all necessary and reasonable rules and policies with respect to the enforcement of this Policy.All such rules and policies shall be consistent with the provisions of this Policy and shall be effective upon adoption. The foregoing Policy was approved and adopted by Falls Water Co.,Inc.on the_t day of l" 2042 (Signature) FLS-W-24-02 IPUC DR 16 Attachment 4 Page 241 of 271 Printed Name: K.:C011-S VC e- Printed Title: 4-6,V- -A I P&-0,Ui ,- FLS-W-24-02 IPUC DR 16 Attachment 4 Page 242 of 271 Appendix E: Revenue and Expense Detail • Schedule 1—General Metered Service Rates • November 2022-October 2023 Profit and Loss Statement FLS-W-24-02 IPUC DR 16 Attachment 4 Page 243 of 271 Falls Water Co., Inc. Sheet 441 --- Replaces All Previous Sheets Schedule No. 1 General Metered Service Rates Availability: To all metered customers not served under another schedule. Minimum Customer Charge and Block Volumes for Falls Water CENNI Taylor Mountain TM and Morningview: " -4 Gallons in Gallons in Gallons Block Block Allowed in Volume Volume Minimum Liw Monthly Charge First Block Block Minimum Meter Size Block Charge " andCombined FW &TM - %" 44-,9898J000 16,000 24,000 $3�522.50 Combined FW &TM - 1" 3:7,A9911,000 22,000 33,000 $26.4931.68 Combined FW &TM --1 %" 2?89015,000 30,000 45,000 $34.0540.86 Combined FW &TM - 2" 28,98819,000 38,000 57,000 $ -3-3 51.96 Combined FW &TM -A" 40A933,000 66,000 99,000 $77.3592.82 Morningview .25 Acre—%" & 1" 11,000 22,000 33,000 $50.00 Morningview .50 Acre—%" & 1" 11,000 22,000 33,000 $60.00 Morningview 1.0 Acre—%" & 1" 111000 22,000 33,000 65.50 Commodity Charge: Rate per 1,000 Gallons of Use First Block Included In Minimum Charge P^r -," , +^r , ^f+"^ "^^& $870.640 per gallon ^ll^ yed— R. W,. harg^.Second Block Third Block S1.439 per gallon Contract Conditions: The customer shall pay the total of the minimum customer charge plus the commodity charge. Issued N*5Qaeombe-29 20222»a January 9,2024 Issued by Falls Water Co.,Inc. Effective December 15, 0023 K Scott Bruce,General Manager /S/K Scott Bruce 1 of 816 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 244 of 271 Falls Water Co., Inc. Sheet 442 --- Replaces All Previous Sheets The commodity charge is based on all metered water in excess of the maximum gallons allowed in the minimum customer charge for the respective usage block in the billing period. Schedule No. 1 General Metered Service Rates (Cont'd) Consumption is expressed in 1,000-gallon units as expressed by the meter installed by the Company. The minimum customer charge will apply even when service is provided for less than the entire billing period. Meter Reading Schedule: Meters for all customers, residential, commercial, industrial, institutional, apartment buildings with two or more units, and condominiums will be read monthly yea _vear-round. Issued TNUy 5,-.a,.o,V bef 29 '02-220-3 January 9,2024 Issued by Falls Water Co.,Inc. Effective acember 15,2023 K Scott Bruce,General Anager /S/K Scott Bruce 2 of 816 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 245 of 271 Falls Water Co., Inc. Profit and Loss November 2022 -October 2023 Taylor Mountain Income 400 Operating Revenue 461.1 Metered Residential 461.11 TM Residential Revenue 61,843.19 461.12 MV Residential Revenues 461.2 Commercial Revenue 461.5 Multiple Family Cust Revenue 461.6 Accrued Revenue 470 Late Payment Fee Revenues 93.37 471 Misc Service Revenues -1.57 Total 400 Operating Revenue $ 61,934.99 414 Gain(Loss)on Property -880.83 415 Gain or(Loss)on Inventory Total Income $ 61,054.16 Gross Profit $ 61,054.16 Expenses 601.2 Bonus Expense 601.5 Labor Field 18,733.57 601.8 Labor Office 2,594.20 601.9 Admin-Labor 3,302.35 602 Payroll Expense Contra Account -5,581.84 604 Employee Benefits 4,378.34 610 Purchased Water 615 Electrical Power 13,311.51 618 Chemicals 620.2 Source M&S -241.10 620.5 Safety 620.6 Distribution M&S -512.77 620.7 Postage 240.64 620.8 Office 1,307.16 620.81 Telephone Expense 383.41 620.82 Bank service charges 1,022.24 620.83 Office Utilites Expense 153.09 631.1 Engineering 631.2 Accounting 631.3 Attorney 631.4 Payroll Services 1,220.50 634.1 NWN Shared Services 635 Testing 446.00 636.3 Trash 31.77 636.6 Distribution Contract Repairs FLS-W-24-02 IPUC DR 16 Attachment 4 Page 246 of 271 636.7 Data Processing 2,311.46 636.8 Contract Service-Consulting 642 Rental of Equipment 645 Lease Rent Exp-Interest 646 Lease Rent Exp-Depreciation 650 Transportation Expense 2,213.15 656Insurance Expense 3,102.53 656.1 Workers Compensation Ins 0.00 656.10 Insurance Expense-Contra Acct -154.65 660 Advertising Expense 668.1 Water District Fees 670 Bad Debt Expense 0.00 675.1 Training Expenses 675.2 Dues&Publications 675.41DHW Fee Expense 735.00 Total Expenses $ 48,996.56 Net Operating Income $ 12,057.60 Other Income 419 Interest Earned 421 Non-Utility Income Total Other Income $ 0.00 Other Expenses 403 Depreciation Expense 12,404.60 408 Taxes 408.11 Property Taxes 1,400.87 408.12 Payroll Taxes 3,278.07 409.10 Fed Income Tax Total 408 Taxes $ 4,678.94 408.10 Regulatory Fee 408.5 Payroll Taxes-Contra Account -536.89 426 Misc. Non-Utility Expenses 426.1 Donations-Tax Deductible 427.3 Interest Expense Total Other Expenses $ 16,546.65 Net Other Income -$ 16,546.65 Net Income $ 4,489.05 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 247 of 271 Appendix F: Environmental Documents • FEMA Flood Plain Map • Custom Soil Resource Report for Bonneville County Area, Idaho,Taylor Mountain Water System • Snake Plain Aquifer Boundary Map J-1 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 248 of 271 r<.'u Nt is s, 0 -ONE B rJ f1 rs `,�c t , + f W, zoNc s ZONE a r , \ �- �., Ao ZONE B - — -- ZONE AC 21 22 ZONE 8 ` --ZONE AO a f (DEPTH 3) - �''- ti.�• - LIMIT OF �\ _ r DETAILED ! STUDY I � We 2 Legend ZONE B rl \ C' Well G �/ an Bonneville Parcel tdr � FhO I i �Service Boundary KEY TO MAP 500•Year Flood Boundary— -— ZONE 6 100-Year Flood Boundary— ZONE Al Zone Desirtnations•With DATE Date of Identification /! e.g.,12/2/74 ZONE(J DATE S100•Year Flood Boundary— ZONE B r• // �/ 500•Year Flood Boundary— - - Base Flood Elevation Line 513------- With Elevation In Feet— Base Flood Elevation in Feet IEL 9871 Where Uniform Within Zone** III 1 Elevation Reference Mark RM7x I j River Mile — •M 1.5 / I I •'Referenced to/he National Geodetic Vertical Datum of 1929 `1 *EXPLANATION OF ZONE DESIGNATIONS . / \ ZONE EXPLANATION \\ \ a a \ A Areas of 100•year flood;base flood elevations ann flood hazard f.ctors not determined. \\ All Areas of 100-year shallow flooding where depth, are betwan one(1)and/ three(3)feet;average depth,t\ of in are shown,but no flood hazard factor, are determined. ' AH Areas of 100•year shallow flooding where depth, are between one(1)and three(3)feet;base flood II elevations are shown, but no flood hazard factor, 3 \\ are determined. Al A30 Areas of 100•year flood;base flood elevations and 3 3 I flood hazard factors determined. \ A99 Areas of 100-year flood to be protected by flood protection system under construction; base flood elevations and flood hazard factors not determined. B Areas between limits of the 100•year flood and 5D0- year flood;or certain areas subject to 100-year flood- ing with average depths less than one(1)toot or where the contributing drainage area is less than one square r 1 / mile;or areas protected by levees from[be base flood. (Medium shading)C Areas of minimal flooding.(No shading) D Areas of undetermined, but possible,flood hazards. _ V Are u of 100-year coastal flood with velocity(wave I \ / action);base flood elevations and flood hazard factors not determined. 30 Vl-VAreas of 100-year coastal flood with velocity(wave actibn);base flood elevations and flood hazard factors determined. SA ENGINEERSYC TAYLOR MOUNTAIN DRINKING WATER FIGURE # 208-522-12441saengr,.t•om FLOOD PLAIN FLS-W-24-02 IPUC DR 16 Attachment 4 Page 249 of 271 _USDA United States A product of the National Custom Soil Resource �— Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for NRCS States Department of Agriculture and other Bonneville Federal agencies, State Natural agencies including the Resources Agricultural Experiment County Area, Conservation Stations, and local Service participants Idaho Taylor Mountain Water System '�,ice •%yam_ - .r. ` �...!� �� • I 0 -1 12LOOO ft +' % 1� November 15, 2023 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 250 of 271 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 251 of 271 alternative means for communication of program information (Braille, large print, audiotape, etc.)should contact USDA's TARGET Center at(202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 252 of 271 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................ 11 MapUnit Descriptions.........................................................................................11 Bonneville County Area, Idaho....................................................................... 13 1—Ammon silt loam, 0 to 2 percent slopes.................................................13 2—Ammon silt loam, 2 to 4 percent slopes.................................................14 35—Potell silt loam, 4 to 12 percent slopes................................................ 15 36—Potell silt loam, 12 to 20 percent slopes.............................................. 16 37—Potell silt loam, 20 to 30 percent slopes.............................................. 17 38—Potell silt loam, 30 to 60 percent slopes.............................................. 18 42—Ririe silt loam, 4 to 12 percent slopes..................................................19 References............................................................................................................21 4 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 253 of 271 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 254 of 271 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 255 of 271 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 256 of 271 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 257 of 271 Custom Soil Resource Report Soil Map 0 419000 419200 419400 4196M 4198M 420000 420200 43°24'5"N �-yam ' - .� 43°24'5"N Or ,Ir o• S _ t • � R e � _ Soil Map may not be valid at this scale. 't •F • r • • 43°23'6"N —T- - 'J- M'-r• •- 43°23'6"N 419000 419200 419400 419600 419800 420000 420200 3 3 Map Scale:1:8,840 T printed on A portrait(8.5"x 11")sheet Meters N 0 100 200 400 600 rat 0 400 800 1600 2400 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 12N WGS84 9 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 258 of 271 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Stony Spot Soils Soil Map Unit Polygons Very Stony Spot Warning:Soil Map may not be valid at this scale. Wet Spot . r Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil 0 Soil Map Unit Points g pp g y Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed () Blowout Water Features scale. Streams and Canals Borrow Pit { Clay Spot Transportation Please rely on the bar scale on each map sheet for map � Rails measurements. Closed Depression ti Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) r Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. Q Miscellaneous Water This product is generated from the USDA-NRCS certified data as (� Perennial Water of the version date(s)listed below. Rock Outcrop Soil Survey Area: Bonneville County Area, Idaho Saline Spot Survey Area Data: Version 19,Aug 31,2023 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Jul 20,2022—Jul 25, Slide or Slip 2022 �p Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 259 of 271 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 1 Ammon silt loam,0 to 2 percent 58.0 34.6% slopes 2 Ammon silt loam,2 to 4 percent 8.0 4.8% slopes 35 Potell silt loam,4 to 12 percent 30.2 18.0% slopes 36 Potell silt loam, 12 to 20 percent 38.2 22.8% slopes 37 Potell silt loam,20 to 30 percent 1.5 0.9% slopes 38 Potell silt loam,30 to 60 percent 12.5 7.4% slopes 42 Ririe silt loam,4 to 12 percent 19.3 11.5% slopes Totals for Area of Interest 167.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit 11 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 260 of 271 Custom Soil Resource Report descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 261 of 271 Custom Soil Resource Report Bonneville County Area, Idaho 1—Ammon silt loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2tkn Elevation: 4,200 to 5,800 feet Mean annual precipitation: 8 to 12 inches Mean annual air temperature: 41 to 46 degrees F Frost-free period: 94 to 126 days Farmland classification: Prime farmland if irrigated Map Unit Composition Ammon and similar soils: 80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ammon Setting Landform: Fan remnants Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium Typical profile Al -0 to 5 inches: silt loam A2-5 to 15 inches: silt loam C1 - 15 to 40 inches: silt loam C2-40 to 60 inches: silt loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 5.0 Available water supply, 0 to 60 inches: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 6c Hydrologic Soil Group: B Ecological site: R011XB0011D- Loamy 8-12 PZ Hydric soil rating: No 13 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 262 of 271 Custom Soil Resource Report 2—Ammon silt loam, 2 to 4 percent slopes Map Unit Setting National map unit symbol: 2t10 Elevation: 4,200 to 5,800 feet Mean annual precipitation: 8 to 12 inches Mean annual air temperature: 41 to 46 degrees F Frost-free period: 94 to 126 days Farmland classification: Prime farmland if irrigated Map Unit Composition Ammon and similar soils:80 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ammon Setting Landform: Fan remnants Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium Typical profile Al - 0 to 5 inches: silt loam A2- 5 to 15 inches: silt loam C1 - 15 to 40 inches: silt loam C2-40 to 60 inches: silt loam Properties and qualities Slope:2 to 4 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 5.0 Available water supply, 0 to 60 inches: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 6c Hydrologic Soil Group: B Ecological site: R011XB0011D - Loamy 8-12 PZ Hydric soil rating: No 14 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 263 of 271 Custom Soil Resource Report 35—Potell silt loam, 4 to 12 percent slopes Map Unit Setting National map unit symbol: 2tlk Elevation: 4,500 to 6,500 feet Mean annual precipitation: 8 to 13 inches Mean annual air temperature: 41 to 45 degrees F Frost-free period: 80 to 100 days Farmland classification: Not prime farmland Map Unit Composition Potell and similar soils: 90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Potell Setting Landform: Hillslopes Down-slope shape: Linear Across-slope shape: Linear Parent material: Loess Typical profile Ap - 0 to 6 inches: silt loam Bk1 - 6 to 10 inches: silt loam Bk2- 10 to 20 inches: silt loam Bk3-20 to 43 inches: silt loam Bk4-43 to 60 inches: silt loam Properties and qualities Slope:4 to 12 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content:25 percent Maximum salinity.Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Sodium adsorption ratio, maximum: 13.0 Available water supply, 0 to 60 inches: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6c Hydrologic Soil Group: B Ecological site: R011XB0011D - Loamy 8-12 PZ Hydric soil rating: No 15 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 264 of 271 Custom Soil Resource Report 36—Potell silt loam, 12 to 20 percent slopes Map Unit Setting National map unit symbol: 2tll Elevation: 4,500 to 6,500 feet Mean annual precipitation: 8 to 13 inches Mean annual air temperature: 41 to 45 degrees F Frost-free period: 80 to 100 days Farmland classification: Not prime farmland Map Unit Composition Potell and similar soils: 90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Potell Setting Landform: Hillslopes Down-slope shape: Linear Across-slope shape: Linear Parent material: Loess Typical profile Ap - 0 to 6 inches: silt loam Bk1 - 6 to 10 inches: silt loam Bk2- 10 to 20 inches: silt loam Bk3-20 to 43 inches: silt loam Bk4-43 to 60 inches: silt loam Properties and qualities Slope: 12 to 20 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content:25 percent Maximum salinity.Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Sodium adsorption ratio, maximum: 13.0 Available water supply, 0 to 60 inches: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6c Hydrologic Soil Group: B Ecological site: R011XB0011D - Loamy 8-12 PZ Hydric soil rating: No 16 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 265 of 271 Custom Soil Resource Report 37—Potell silt loam, 20 to 30 percent slopes Map Unit Setting National map unit symbol: 2tlm Elevation: 4,500 to 6,500 feet Mean annual precipitation: 8 to 13 inches Mean annual air temperature: 41 to 45 degrees F Frost-free period: 80 to 100 days Farmland classification: Not prime farmland Map Unit Composition Potell and similar soils: 90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Potell Setting Landform: Hillslopes Down-slope shape: Concave Across-slope shape: Linear Parent material: Loess Typical profile Ap - 0 to 6 inches: silt loam Bk1 - 6 to 10 inches: silt loam Bk2- 10 to 20 inches: silt loam Bk3-20 to 43 inches: silt loam Bk4-43 to 60 inches: silt loam Properties and qualities Slope:20 to 30 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content:25 percent Maximum salinity.Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Sodium adsorption ratio, maximum: 13.0 Available water supply, 0 to 60 inches: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): 7e Land capability classification (nonirrigated): 6c Hydrologic Soil Group: B Ecological site: R011XB0011D - Loamy 8-12 PZ Hydric soil rating: No 17 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 266 of 271 Custom Soil Resource Report 38—Potell silt loam, 30 to 60 percent slopes Map Unit Setting National map unit symbol: 2tln Elevation: 4,500 to 6,500 feet Mean annual precipitation: 8 to 13 inches Mean annual air temperature: 41 to 45 degrees F Frost-free period: 80 to 100 days Farmland classification: Not prime farmland Map Unit Composition Potell and similar soils: 90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Potell Setting Landform: Hillslopes Down-slope shape: Linear Across-slope shape: Linear Parent material: Loess Typical profile Ap - 0 to 6 inches: silt loam Bk1 - 6 to 10 inches: silt loam Bk2- 10 to 20 inches: silt loam Bk3-20 to 43 inches: silt loam Bk4-43 to 60 inches: silt loam Properties and qualities Slope:30 to 60 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content:25 percent Maximum salinity.Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Sodium adsorption ratio, maximum: 13.0 Available water supply, 0 to 60 inches: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Ecological site: R011XB0011D - Loamy 8-12 PZ Hydric soil rating: No 18 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 267 of 271 Custom Soil Resource Report 42—Ririe silt loam, 4 to 12 percent slopes Map Unit Setting National map unit symbol: 2tlt Elevation: 4,600 to 7,000 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 39 to 46 degrees F Frost-free period: 70 to 100 days Farmland classification: Not prime farmland Map Unit Composition Ririe and similar soils: 70 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ririe Setting Landform: Hillslopes Down-slope shape: Linear Across-slope shape: Linear Parent material: Silty alluvium and/or loess Typical profile A - 0 to 8 inches: silt loam Bw- 8 to 15 inches: silt loam Bk1 - 15 to 29 inches: silt loam Bk2-29 to 42 inches: silt loam Bk3-42 to 60 inches: silt loam Properties and qualities Slope:4 to 12 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 35 percent Maximum salinity. Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 15.0 Available water supply, 0 to 60 inches: High (about 12.0 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R013XY0011D - Loamy 12-16 PZ Hydric soil rating: No 19 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 268 of 271 Custom Soil Resource Report 20 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 269 of 271 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 21 FLS-W-24-02 IPUC DR 16 Attachment 4 Page 270 of 271 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ n res/d eta i I/soi Is/scientists/?cid=n res 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf 22 MAELI i''a IN INN, "M On INS, ----M xs ON I OR WN 10