20240131Taylor Mountain FPS.pdf

S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan i
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 ii
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
ID Description
Estimated
Cost
A-1 Water Rights for Vacant Annexed Properties and 12 Infill
Lots $445,500
A-2 Preserve open Water Right Permit #25-14440 by Installing
24 Stubouts $160,900
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
Waterline Replacement Projects) $34,390
A-7 Expand and Reconstruct Core of Water Distribution System -
Phase 1 $1,024,400
A-8 Expand and Reconstruct Core of Water Distribution System -
Phase 2 $565,900
Total $4,129,830

Table 11 - Projects Recommended to Address Future Deficiencies

Project
ID Description
Estimated
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

Distribution System Improvement Priorities
-Loop line from Legacy Ln. to S. Country Club Dr.
-Loop on S Country Club Dr. from Legacy Ln. to E 113 S
-Loop from Country Club Dr. to E Greenbrier Dr., and
upsize portions of E Greenbrier Dr. and S. Augusta Dr.
Service Boundary
Property Acquisition
Bonneville Parcels
Tank
Flush Hydrant
Well
Fire Hydrant
Existing Water Main
2-inch
4-inch
6-inch
8-inch
10-inch
12-inch
Future Water Main
8-inch
10-inch
Future Water Main
(Developer Driven)
8-inch
Legend
S Country Club Dr
S Sunrise Cir
S Legacy Ln
S Arlington Dr
S Pinehurst Dr
E 113 S
Idaho Falls Country Club
S Country Club
Dr
Mitchell Cir
E 113 S
E Olympic Ave
E Greenbrier Dr
E Greenbrier Dr
E Oakmont Dr
S Augusta DrE Bellerive Dr
E Bellerive Dr
Highline Canal
Existing 150,000 Gal. Storage Tank
Future 400,000 Gal. Storage Tank
On Newly Acquired Property
Well 2
Well 1
Future Well 4
On Newly
Acquired
Property
Future Well 3
Vacant Lot
Phase 1
Phase 1
Phase 1
Future
Alternate Phase 2
Phase 1
Phase 1
Phase 1
Phase 2
Phase 2
Phase 2
Phase 2
S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan iv
TABLE OF CONTENTS
EXECUTIVE SUMMARY .............................................................................................................................. I
LIST OF TABLES ..................................................................................................................................... VI
LIST OF 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
Appendix C: 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 v
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 vi
LIST OF TABLES
Table 1 - Summary of Sources & Production Capacity ................................................................................. 6
Table 2 - Water Right Summary .................................................................................................................. 11
Table 3 - Existing System Demand Metrics ................................................................................................. 15
Table 4 - Water Audit Results for Years 2021 & 2022 in Gallons ................................................................ 18
Table 5 - 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 vii
LIST OF FIGURES
Figure 1 - Vicinity/Location Map ................................................................................................................... 3
Figure 2 - Existing System ............................................................................................................................. 4
Figure 3 - Well 1 Site Plan ............................................................................................................................. 8
Figure 4 - Well 2 Site Plan ........................................................................................................................... 10
Figure 5 - Pipe Length vs. Diameter ............................................................................................................ 12
Figure 6 - Fire Hydrant Coverage ................................................................................................................ 13
Figure 7 - 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 viii
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 1

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 2

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
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.
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 5

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 113th South
Street to where it discharges into the Eastern Idaho Regional Sewer District (EIRSD) gravity mainline.
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 113th 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.
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.
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.
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.
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 6

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 113th 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).
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 ¼-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 7

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.

FIGURE 3
S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan 9

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.

FIGURE 4
S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan 11

Water Rights
The water rights in this system are given in Table 2 below.

Table 2 - Water Right Summary

Water Right #

Nature of
Use

Diversion Rate
(CFS/gpm)
Allowed Annual
Volume (Acre
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.
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 12

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.

0
2,000
4,000
6,000
8,000
10,000
12,000
14,000
16,000
2 4 6 8 10 12
Le
n
g
t
h

(
f
e
e
t
)
Pipe Size (inches)
S Country Club Dr
S Sunrise Cir
Fire Hydrant
Fire Hydrant 250' Fixed Radius
Existing Pipes
2-inch
4-inch
6-inch
8-inch
10-inch
12-inch
Legend
S Legacy Ln
S Arlington Dr
S Pinehurst Dr
E 113 S
Idaho Falls Country Club
S Country Club
Dr
Mitchell Cir
E 113 S E Olympic Ave
E Greenbrier Dr
E Greenbrier Dr
E Oakmont Dr
S Augusta DrE Bellerive Dr
E Bellerive Dr
Highline Canal
S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan 14

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 113th 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 15

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
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.
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
0
2,000,000
4,000,000
6,000,000
8,000,000
10,000,000
12,000,000
Ga
l
l
o
n
s
Month
S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan 16

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.
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.
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 17

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 113th 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 8-
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 113th South
Street with 8-inch pipe. The last one would be to either replace the 6-inch line in Pinehurst with an 8-
inch line or install a loop with a 10-inch line from Legacy Lane all the way to 113th South Street. Lastly,
the 6-inch line in Arlington Drive would need to be replaced with an 8-inch line.
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 18

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.
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 113th South Street under static conditions. All other static pressures are
somewhere between these pressures.
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.
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
Year Production Usage
Estimated
Unmetered
Usage
Adjusted
Usage
Production
Minus
Adjusted
Usage
Percent
Water
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 19

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
proper wellhead protection. The pit needs
replaced with a building for proper, safe,
modern management and operations.
North side of Olympic Avenue near the golf course
tee.
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
absent. Very little pipeline redundancy
A connecting pipeline from Greenbriar Drive to
Country Club Drive
Transmission capacity (line too small) Pinehurst Drive and 113th South Street
Seven gaps in hydrant coverage according
to Bonneville County requirements
See Figure 6
Storage tank too small (123,280 gallons
short)
Systemwide
Storage tank has persistent minor leaking
through the wall
Systemwide
Water right capacity (approximately 12
homes short for current buildout of
platted lots)
Systemwide
24 existing home lots have been identified
that do not have services to a meter box,
which is required to prove up on Water
Right Permit #25-14440
Systemwide

S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan 20

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
Mountain
EDU’s
Estimated Taylor
Mountain Service
Area Population1
Bonneville County
Population2
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
subdivision
- 123,964
2023 186 558 129,883
1Service area population estimated as three people per EDU.
2Taken 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 21

3.2 Forecast of Demand
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.
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 22

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

Metric Existing
Irrigation w/
Well Water
In-house
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.
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.
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.
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.
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 23

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.

Growth Areas
Existing Annexed Property
Water Main
Bonneville Parcels
Contour
Elev. 4830 Contour
Legend
S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan 25

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 ¾-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
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 26

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 113th 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.
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 27

Table 8 - Projects Addressing Existing Deficiencies

ID Purpose Location Solution
A-1
In-house water rights for 62 4-
bedroom homes in existing annexed
properties on northwest corner of
system
Limited to
only the
homes in the
currently
irrigated
parcels
Buy approximately 12 acres of
irrigated land that yield, upon
transfer and conversion to
municipal, at least two feet of
water per acre
A-1
(cont.)
Water rights for in-house and irrigation
uses on existing annexed property at
the extension of Arlington Drive, and
12 infill lots that do not have available
water rights for service (37 units).
Assume each lot can irrigate 0.2 acres
of land with 24 inches of water and
homes average 4-bedrooms
Systemwide
Buy approximately 15 acres of
irrigated land that yield, upon
transfer and conversion to
municipal, at least two feet of
water per acre
A-2 Preserve open Water Right Permit #25-
14440 Systemwide
Install 24 stubouts (service lines &
meter boxes), which is required to
prove up on water right permit
A-3 Additional storage to satisfy Bonneville
County fire flow requirements
At existing
tank site
Replace existing storage tank with
minimum 375,000-gallon storage
tank
A-4 New well for redundancy and
adequacy of water supply
Near storage
tank
Construct a new well (Well 3) to
produce 547 gpm)
A-5 New pump station for new Well 3 Near storage
tank
Construct a pump station to pump
new Well 3 to the storage tank
A-6 Fill gaps in fire hydrant coverage Systemwide Install seven hydrants at strategic
locations
A-7 Fire flow capacity less than 1,500 gpm,
looping and pipeline interconnectivity See Figure 9 Phase 1 consisting of 8” and 10”
pipe
A-8 Fire flow capacity less than 1,500 gpm,
looping and pipeline interconnectivity See Figure 9 Phase 2 as shown on Figure 9
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 28

Table 9 - Projects Addressing Future Deficiencies

ID Purpose Location Solution
B-1
Water rights for in-house and irrigation
uses on future annexed property to
reach 500 EDU’s (196 units). Assume
each lot can irrigate 0.2 acres of land
with 24 inches of water and homes
average 4-bedrooms
Future annexed
properties in
existing pressure
zone
Buy approximately 76 acres of
irrigated land that yield, upon
transfer and conversion to
municipal, at least two feet of
water per acre
B-2
Add new well for redundancy and
adequacy of water. This well will
effectively replace Well 1
Near end of
Augusta Drive Construct a new well (Well 4) to
produce 547 gpm for buildout to
500 homes
B-3 New pump station for new Well 4
Near end of
Augusta Drive
Construct a pump station to pump
new Well 4 directly into the
system
B-4 Well 1 no longer needed after Well 4
and associated pump station are built Well 1 site Abandon Well 1 and site
B-5 Fire flow capacity less than 1,500 gpm Bellerive Drive.
See Figure 9 Replace existing line with 8” pipe
---
Development above the 4,830-elevation
line in Figure 8 necessitating a second
pressure zone higher up the foothills.
On the
transmission line
approx. 40 feet
downgradient
from the tank
floor
Install a booster pump station with
a standby generator and three
booster pumps

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.

Distribution System Improvement Priorities
-Loop line from Legacy Ln. to S. Country Club Dr.
-Loop on S Country Club Dr. from Legacy Ln. to E 113 S
-Loop from Country Club Dr. to E Greenbrier Dr., and
upsize portions of E Greenbrier Dr. and S. Augusta Dr.
Service Boundary
Property Acquisition
Bonneville Parcels
Tank
Flush Hydrant
Well
Fire Hydrant
Existing Water Main
2-inch
4-inch
6-inch
8-inch
10-inch
12-inch
Future Water Main
8-inch
10-inch
Future Water Main
(Developer Driven)
8-inch
Legend
S Country Club Dr
S Sunrise Cir
S Legacy Ln
S Arlington Dr
S Pinehurst Dr
E 113 S
Idaho Falls Country Club
S Country Club
Dr
Mitchell Cir
E 113 S
E Olympic Ave
E Greenbrier Dr
E Greenbrier Dr
E Oakmont Dr
S Augusta DrE Bellerive Dr
E Bellerive Dr
Highline Canal
Existing 150,000 Gal. Storage Tank
Future 400,000 Gal. Storage Tank
On Newly Acquired Property
Well 2
Well 1
Future Well 4
On Newly
Acquired
Property
Future Well 3
Vacant Lot
Phase 1
Phase 1
Phase 1
Future
Alternate Phase 2
Phase 1
Phase 1
Phase 1
Phase 2
Phase 2
Phase 2
Phase 2
S&A Engineers, PC January 2024
23024 Taylor Mountain Drinking Water Capital Facilities Plan 30

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
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.
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.
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 31

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.
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.
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 32

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 33

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 34

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 35

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
ID Description
Estimated
Cost
A-1 Water Rights for Vacant Annexed Properties and 12 Infill
Lots $445,500
A-2 Preserve open Water Right Permit #25-14440 by Installing
24 Stubouts $160,900
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
by Waterline Replacement Projects) $34,390
A-7 Expand and Reconstruct Core of Water Distribution System -
Phase 1 $1,024,400
A-8 Expand and Reconstruct Core of Water Distribution System -
Phase 2 $565,900
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 36

Table 11 - Estimated Costs of Projects Addressing Future Deficiencies

Project
ID Description Estimated
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 37

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

Item
No. Expenditures
Current
O&M
Costs
Future
O&M 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
testing $446 $729
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
charges $1,022 $1,670
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 38

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 39

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
ID Description
Estimated
Cost
A-1 Water Rights for Vacant Annexed Properties and 12 Infill
Lots $445,500
A-2 Preserve open Water Right Permit #25-14440 by Installing
24 Stubouts $160,900
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
Waterline Replacement Projects) $34,390
A-7 Expand and Reconstruct Core of Water Distribution System -
Phase 1 $1,024,400
A-8 Expand and Reconstruct Core of Water Distribution System -
Phase 2 $565,900
Total $4,129,830
6.2 Preliminary Design of Recommended Alternative
Schematics of the Selected Plan
Refer to Figure 9 for a map of the recommended projects.
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 40

 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.
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 41

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 42

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 43

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

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.

FALLS WATER CO., INC.
Location Services - Detailed
Sort Order : Customer No.
Limited to : Community TM - TAYLOR MOUNTAIN
Location No. Alt Location ID Route
Service
500010 05
SEWER
WATER
Revenue Class
Rate Code
Residential
SWR
TM
Location Address Customer No.
Base Multiplier Allowance Multiplier
2056 E 113 S - EVERGREEN MEADOWS
1.0000 1.0000
1.0000 1.0000
Customer Name
Consumption Tier
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 MEADOW
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
Location No.
Service
Alt Location ID Route Revenue Class
Rate Code
Location Address Customer No.
Base Multiplier Allowance Multiplier
Customer Name
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
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
500851
SEWER
WATER
05 Residential
SWR
TM
2064 E 113 S - EVERGREEN MEADOWS
1.0000
1.0000
500951 05 Residential 2066 E 113 S - EVERGREEN MEADOWS
SEWER SWR 1.0000
WATER TM 1.0000
500001 05 Residential 11330 S GREENBRIER DR
SEWER SWR 1.0000
WATER TM 1.0000
500002 05 Residential 11770 S ARLINGTON DR
SEWER SWR 1.0000
WATER TM 1.0000
500003 05 Residential 11893 COUNTRY CLUB DR
SEWER SWR 1.0000
WATER TM 1.0000
500004 05 Residential 2154 E 113 S - CURL OWNER
SEWER SWR 1.0000
WATER TM 1.0000
500005 05 Residential 2050 E 113 S - EVERGREEN MEADOWS
SEWER SWR 20.0000
WATER TM 20.0000
500006 05 Residential 11570 S ARLINGTON DR
SEWER SWR 1.0000
WATER TM 1.0000
500007 05 Residential 2300 E OLYMPIC AVE
1.0000 1.0000
1.0000 1.0000
1.0000 1.0000
1.0000 1.0000
1.0000 1.0000
000050000100 ROBERT SOLINSKY BARBARA
DAHL
1.0000 1.0000
1.0000 1.0000
000050000200 JORDAN & MICHELLEE SURERU!
1.0000 1.0000
1.0000 1.0000
000050000300 GREG & GAYLENE BIDDULPH
1.0000 1.0000
1.0000 1.0000
000050000401 LARRY MEYERS
1.0000
1.0000
1.0000
1.0000
000050000501 JAY & KATHI HAYES
20.0000 20.0000
20.0000 20.0000
000050000600 JOHN & CARLA DWIGHT
1.0000 1.0000
1.0000 1.0000
000050000701 KELLY ISHAM
11/16/2023 1:12:39PM Location Service - Detailed s Page 3 of 21
Location No.
Service
Alt Location ID Route Revenue Class
Rate Code
Location Address
Base Multiplier
Customer No,
Allowance Multiplier
Customer Name
Consumption Tier
SEWER
WATER
SWR
TM
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
500008
SEWER
WATER
05 Residential
SWR
TM
2307 E OAKMONT DR
1.0000
1.0000
000050000800
1.0000
1.0000
DEBRA & MICHAEL GLASS
1.0000
1.0000
500009
SEWER
WATER
05 Residential
SWR
TM
2144 E 113 S
1.0000
1.0000
000050000900
1.0000
1.0000
KEN GROVER
1.0000
1.0000
500012
SEWER
WATER
05 Residential
SWR
TM
11215 S BELLERIVE DR
1.0000
1.0000
000050001200
1.0000
1.0000
JOHN & TIFFANY HENNINGSEN
1.0000
1.0000
500014
SEWER
WATER
05 Residential
SWR
TM
2305 E GREENBRIER DR
1.0000
1.0000
000050001400
1.0000
1.0000
SCOTT HOLMES
1.0000
1.0000
500015
SEWER
WATER
05 Residential
SWR
TM
2074 E 113 S
1.0000
1.0000
000050001500
1.0000
1.0000
DIANE HOWLETT MORGAN ONG
1.0000
1.0000
500016
SEWER
WATER
05 Residential
SWR
TM
11215 S GREENBRIER DR
1.0000
1.0000
000050001600
1.0000
1.0000
CHARLES & STACIE HUDSON
1.0000
1.0000
500017
SEWER
WATER
05 Residential
SWR
TM
11400 S GREENBRIER DR
1.0000
1.0000
000050001701
1.0000
1.0000
DANIELLE LAFRANCE
1.0000
1.0000
500018
SEWER
WATER
05 Residential
SWR
TM
11225 S BELLERIVE DR
1.0000
1.0000
000050001800
1.0000
1.0000
JOHN & SONYA JOHNSON
1.0000
1.0000
500019 05 Residential 2320 E OAKMONT DR
000050001900 MATT & ELIZABETH KINGHORN
11/16/2023 1:12:39PM Location Service - Detailed Page 4 of 21
Location No.
Service
SEWER
WATER
Alt Location ID Route Revenue Class
Rate Code
SWR
TM
Location Address
Base Multiplier
1.0000
1.0000
Customer No.
Allowance Multiplier
1.0000
1.0000
Customer Name
Consumption Tier
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 2182E 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 Page 5 of 21
Location No.
M vg 2
Alt Location ID Route Revenue Class
Rate Code
Location Address
Base
Customer No.
Allowance Multiplier
SEWER
WATER
SWR
TM
'1:0000
1.0000
1.0000
1.0000
1.0000
1.0000
500032 05 Commercial 11933 S LEGACY LN
000050003200 FALLS WATER CO INC
WATER TMWZ10 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 0. 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
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 JEFF ARMSTRONG
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 Page 7 of 21
Location No. Alt Location ID
Service
Route Revenue Class
Rate Code
Location Address
Base Multiplier
Customer No.
Allowance Multiplier
Customer Name
Consumption Tier
WATER TM 1.0000 1.0000 1.0000
500754
SEWER
WATER
05 Residential
SWR
TM
2335 E OAKMONT DR
1.0000
1.0000
000050075400
1.0000
1.0000
PAULA JUSTIN
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 Page 8 of 21
Location No.
Service
Alt Location ID Route Revenue Class
Rate Code
Location Address
Base Multiplier
Customer No.
Allowance Multiplier
Customer Name
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 1.0000 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 Page 9 of 21
Location No.
Service
Alt Location ID Route Revenue Class
Rate Code
Location Address
Base Multiplier
Customer No.
Allowance Multiplier
Customer Name
Consumption Tier
SEWER
WATER
SWR
TM
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
501551
SEWER
WATER
05 Residential
SWR
TM
11360 S GREENBRIER DR
1.0000
1.0000
000050155100
1.0000
1.0000
STANLEY & KAREN BANTA
1.0000
1.0000
501554
SEWER
WATER
05 Residential
SWR
TM
11120 S OAKMONT DR
1.0000
1.0000
000050155400
1.0000
1.0000
WILLIAM COME
1.0000
1.0000
501649
SEWER
WATER
05 Residential
SWR
TM
11375 S GREENBRIER DR
1.0000
1.0000
000050164900
1.0000
1.0000
CESAR ROJAS CAROLINA ALLER
1.0000
1.0000
501651
SEWER
WATER
05 Residential
SWR
TM
2343 E OAKMONT DR
1.0000
1.0000
000050165100
1.0000
1.0000
LINDA & JOHN HILL
1.0000
1.0000
501654
SEWER
WATER
05 Residential
SWR
TM
2265 E GREENBRIER DR
1.0000
1.0000
000050165400
1.0000
1.0000
MATTHEW WINTERBOTTOM
1.0000
1.0000
501749
SEWER
WATER
05 Residential
SWR
TM
2219 E OAKMONT DR
1.0000
1.0000
000050174900
1.0000
1.0000
YOSHIKO FUJITA
1.0000
1.0000
501754
SEWER
WATER
05 Residential
SWR
TM
11255 S AUGUSTA DR
1.0000
1.0000
000050175400
1.0000
1.0000
RUSSELL & AMY STENQUIST
1.0000
1.0000
501851
SEWER
WATER
05 Residential
SWR
TM
11356 S AUGUSTA DR
1.0000
1.0000
000050185100
1.0000
1.0000
MARK & ANDREA HOFFMAN
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
Location No.
Service
WATER
Alt Location ID Route
, . , , , ,
Revenue Class
Rate Code
TM
Location Address
Base Multiplier
1.0000
:XS
Customer No.
Allowance Multiplier
1.0000
. , ,,,, .1.• . ).
Customer Name
Consumption Tier
1.0000
501854
SEWER
WATER
05 Residential
SWR
TM
2220 E OLYMPIC AVE
1.0000
1.0000
000050185400
1.0000
1.0000
DAVID & TENA CROSSLEY
1.0000
1.0000
501949
SEWER
WATER
05 Residential
SWR
TM
11605 S ARLINGTON DR
1.0000
1.0000
000050194900
1.0000
1.0000
HOPI OR KATE SALOMON
1.0000
1.0000
501951
SEWER
WATER
05 Residential
SWR
TM
11275 S GREENBRIER DR
1.0000
1.0000
000050195100
1.0000
1.0000
RICHARD & NATALIE G GRIDER
1.0000
1.0000
501954
SEWER
WATER
05 Residential
SWR
TM
2304 E OAKMONT DR
1.0000
1.0000
000050195401
1.0000
1.0000
JACOB & APRIL STROMBERG
1.0000
1.0000
502020
SEWER
WATER
05 Residential
SWR
TM
12088 S COUNTRY CLUB DR
1.0000
1.0000
000050202000
1.0000
1.0000
STEVE VUCOVICH
1.0000
1.0000
502049
SEWER
WATER
05 Residential
SWR
TM
2130 E 113 S
1.0000
1.0000
000050204900
1.0000
1.0000
DAVID SCHMITZ
1.0000
1.0000
502051
SEWER
WATER
05 Residential
SWR
TM
HOLIDAY HILLS
8.0000
8.0000
000050205100
8.0000
8.0000
HOLIDAY HILLS CONDOS
8.0000
8.0000
502054
SEWER
WATER
05 Residential
SWR
TM
11700 S ARLINGTON DR
1.0000
1.0000
000050205400
1.0000
1.0000
JOYCE CUMPTON
1.0000
1.0000
502149
SEWER
05 Residential
SWR
11820 S PINEHURST DR
1.0000
000050214900
1.0000
JERRY & XIMENA SCHNEIDER
1.0000
11/16/2023 1:12:39PM Location Service - Detailed Page 11 of 21
Location No. Alt Location ID
Service
Route Revenue Class
Rate Code
Location Address
Base Multiplier
Customer No.
Allowance Multiplier
Customer Name
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 2152E 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 SCHWAR1
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 Page 12 of 21
Location No.
Service
'r
000050260100
Alt Location ID Route Revenue Class
Rate Code
Location Address
Base Multiplier
Customer No.
Allowance Multiplier
Customer Name
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
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
A
13 30 0 ' 06 .1) lt,e1
Location No. Alt Location ID Route Revenue Class
Service Rate Code
Location Address Customer No. Customer Name
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 & CARLA 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 Page 14 of 21
Location No. Alt Location ID Route Revenue Class
Service Rate Code
Location Address Customer No. Customer Name
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 Page 15 of 21
Location No.
Service
Alt Location ID Route Revenue Class
Rate Code
Location Address
Base Multiplier
Customer No.
Allowance Multiplier
Customer Name
Consumption Tier
WATER TM 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 Page 16 of 21
Location No. Alt Location ID
Service
Route Revenue Class Location Address
Rate Code Base Multiplier
Customer No.
Allowance Multiplier
Customer Name
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 DR
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 Page 17 of 21
Location No.
Service
Alt Location ID Route Revenue Class
Rate Code
Location Address
Base Multiplier
Customer No.
Allowance Multiplier
Customer Name
Consumption Tier
SEWER
WATER
SWR
TM
1.0000
1.0000
000050405100
1.0000
1.0000
SHANE ACKERSHOTT
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
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 -‘1 Page 18 of 21
st
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 & OYUNA TAYLOR
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 Page 19 of 21
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
LLC
SEWER SWR 1.0000
000050495300
1.0000
CADDIS BUILDERS
1.0000
p3r\ftil v..\\
WATER TM 1.0000 1.0000 1.0000 "ICI
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. 0 0 0 0
WATER TM 1.0000 1.0000 1 .000 0
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 1.0000 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 ,.)<kt/ Page 20 of 21
°
Location No. Alt Location ID Route
Service
Revenue Class Location Address
Rate Code Base Multiplier
Customer No. Customer Name
Allowance Multiplier Consumption Tier
Count Total
Distinct Location Numbers: 179
Distinct Account Numbers: 159
Service Type
WATER
SEWER
Total
179
173
Total
Route
05
352
Count
179
Total
1
17,9_
4 1—if ( Ve = ive
Iqs 121
*--
o b)t tq.ej nil- e.
vocle(
11/16/2023 1:12:39PM Location Service - Detailed Page 21 of 21
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
Total Production & Consumption Data - 2021
Prepared by S&A Engineers, PC, 12/18/2023
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
Total Production & Consumption Data - 2022
Prepared by S&A Engineers, PC, 12/18/2023
ENGINEERS,PC
470 B Street
Idaho Falls, ID 83402
208-522-1244 saengrs.com
js &I '71.7cc
41-0 0 (A.)
664,-.1-(71.-, OF
-T.-Iv! le F..- Poe
'pte-141 444;1 4goi474 1
al6
SI? :WcrI 2.-
.17P1 16 F7, e /P-
50 WL/ /
7 114e— S Alf pe-
ic2f
JOB
PAGE OF
011-1.1. f,e
JOB NUMBER r`4 • - SCALE
CALCULATED BY 4+ 5-, DATE
CHECKED BY
111(7c 3119.o Dr?
LIS 233,54 /1
1/e533,o
Y 917.
_ 0
/ /4 r(o o r ill/ 7, 5 /
177y 0 •
7, s -1
117,5
/4'
DATE
ae"1"41.1" elf Wi°10,1
a4'14 e.1
rr
3 Co. 6,
a l,e6v,./14
// \I
r e E i t S'P.,•r'1 t.d/..:,,2s
OS": p.si
To P 0.v TANK. = /M3'1°1 %-". 31"
-7
Taylor Mountain Fire Flow Field Test Results
Calibration Results
Calculated Test
Hydrant
Modeled Test
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
2 11625 S Pinehurst Dr 1044 97 NA NA 96 35 1169
Standard fire hydrant
coefficients give 1,016 in
model
3 2241 E OAKMONT DR 579 82 40 714 81 18 622
Field Results Model Results

S&A Engineers, PC
Taylor Mountain Network Modeling Output

Ryan Christensen
12-28-2023

Exis ng Condi ons, 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
Junc 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
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
Resvr 71 4548 0 4548 0
Tank 68 4917.5 -95.89 4929.5 5.2

Network Pipe Table
Length Diameter Roughness Flow Velocity Unit
Headloss
Friction
Factor 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
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
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 Well2 #N/A #N/A #N/A 213.11 0 -472.87 0
Pump WEll1 #N/A #N/A #N/A 0 0 0 0

Exis ng Condi ons, 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
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
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
Junc 64 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
Resvr 71 4548 0 4548 0
Tank 68 4917.5 -311.43 4929.5 5.2

Network Pipe Table
Length Diameter Roughness Flow Velocity Unit
Headloss
Friction
Factor 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
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
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 Well2 #N/A #N/A #N/A 213.56 0 -472 0
Pump WEll1 #N/A #N/A #N/A 0 0 0 0

Fixed Exis ng Condi ons, 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
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
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
Resvr 71 4548 0 4548 0
Tank 68 4917.5 -94.69 4929.5 5.2

Network Pipe Table
Length Diameter Roughness Flow Velocity Unit
Headloss
Friction
Factor 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
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
Pipe 84 1362.3 8 0.85 51.23 0.33 0.07 0.029
Pump Well2 #N/A #N/A #N/A 214.31 0 -470.56 0
Pump WEll1 #N/A #N/A #N/A 0 0 0 0

Fixed Exis ng Condi ons, 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
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
Resvr 71 4548 0 4548 0
Tank 68 4917.5 -310.25 4929.5 5.2

Network Pipe Table
Length Diameter Roughness Flow Velocity Unit
Headloss
Friction
Factor
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 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
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 Well2 #N/A #N/A #N/A 214.74 0 -469.73 0
Pump WEll1 #N/A #N/A #N/A 0 0 0 0

Future Condi ons, Max Day Demand
Network Node Table
Elevation Demand Head Pressure
Node ID ft GPM ft psi
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
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
Resvr 71 4548 0 4548 0
Resvr 84 4460 -546.95 4460 0
Resvr 85 4460 0 4460 0
Tank 68 4917.5 -0.05 4930.03 5.43

Network Pipe Table
Length Diameter Roughness Flow Velocity Unit
Headloss
Friction
Factor 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
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
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 Well2 #N/A #N/A #N/A 214.96 0 -469.31 0
Pump WEll1 #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 Condi ons, Peak Hour Demand
Network Node Table
Elevation Demand Head Pressure
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
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
Length Diameter Roughness Flow Velocity Unit
Headloss
Friction
Factor 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
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
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 Well2 #N/A #N/A #N/A 218.19 0 -463.07 0
Pump WEll1 #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

Pipe
Junction
Tank
Reservoir
Legend
Well 1
Well 2
Pipe
Junction
Tank
Reservoir
Legend
Well 1
Well 2
Well 1
Pipe
Junction
Tank
Reservoir
Legend
Well 2
Future Well 3
Future Well 4
PAGE OF
ENGINEERS,PC
470 B Street
Idaho Falls, ID 83402
208-522-12441saengrs.com
JOB
JOB NUMBER SCALE
CALCULATED BY DATE
CHECKED BY DATE
TAA /14. 51--F C11 t;-C (e. ( e2•14711 ./9''t
EL.(-f ° 104,,
/ 07)( 117 /-)ekvia.,4
Act- r4,-c I. '3,01 =J2 /0,v,
fi 4141" e-xpeKeoce,i N4C /os‘ro /htz) -At ei eAair41-- g si/',"‘
rob / 411 ire 4-/e-ef
fooloW/Ce
50//?4,0 4 /i/L42 7:- q s-' le 6
y -Fire y‘i V11 5 -Ve 021;:),pwi + 301 tev:1-1 -1-019"
i er42.e0
fOr ,94,,e44:9‘1.ef f..-41.9..f2,4 use, y of -Ike 40.44
y'05o,o0o
/
roe- ..5-44467 do .101 we// 2 Ali' (4
s-4-46y 4"4 pevehie-60-t --74r -eixceAds v-ever ,e6t7
i'-ei4Adr *4 Of (. f$-/,90„..)
lAbtii I 4: A tt4c f‘,1 4-DF
Tom-1\1..ct el eel
Arc
/'s--1-71.4 5.11,•-•tl e /6-0,000 f,e-4 /a11210
ENGINEERS,PC
470 B Street
Idaho Falls, ID 83402
208-522-1244Isaengrs.com
JOB 7 3-1)//0,
P./s1;vGsE OF4e
w.
JOB NUMBER
CALCULATED BY
CHECKED BY
1-41 SCALE
DATE
DATE
Tin/// 1 j•i'-r/tit Fgrogr 4o/v.4(?--(o/vc (oo Ed y -f)
401) = 762-- iff"/-i2H-D=
45S4.11444 otte.d(iirtfri , 111.61)
a I )10r 2-4) -:- dee•
.1 )^ •-"I ire ug-e 1i A`DD ef m_ )4 12 0 vn 160,00P 1-t-4
7111'S Gof/e-e,--4 74 *— /;/ c /141es 41 •ur /6,4, t
( — v4.._„*1 ww, 1 G170 wit44, 1,44.2.06f4,4 ,fre 41„.14.,
_c_le • , 4 Istow...c
ern
-r; r
A. 1. -0 eriiec.. •
2")(.5 .=-• 73/Y C 6#-e.
do ki.-0-71 e 41/ tri
/ 44.4, 7741/./ Abp
Vw., •
-7-;470t C-44'h-t•tg-e-el
/01'7 2g t a-
18 oloaa
73, 143.5" 7. ,t_t_
a "A---t
31~3,1l03
-Paw G-441;
TA:we ri-ktfe_
Water Rights for Vacant Annexed Properties and 12 Infill Lots
Item No. Item Unit1 Quantity Unit Cost Total Cost
1
Water right for in-house and irrigation use for
approximately 12 infill homes and 25 homes
in annexed undeveloped area (extension of S.
Arlington Drive)
Acres 15.0 $15,000 $225,000
2
Water right for in-house only for approximately
62 homes in annexed undeveloped area at
northwest corner of system)
Acres 12.0 $15,000 $180,000
Subtotal $405,000
Professional services & contingency @ 10% $40,500
Total Project Cost $850,500
Engineers Cost Estimate for Project A-1:
1Acres 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
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
Engineer's Estimate for Project A-2:
Prepared by S&A Engineers, PC, 12/27/2023
Replace Existing Tank with a 400,000 Gallon Storage Tank
Item No. Item Unit Qty Unit Cost
Extended
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
excavation for drainage)cubic yard 4,000 $10 $40,000
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
14
Tank superstructure including accessories (two
hatches, one manway, exterior ladder, interior
ladder, drain line, overflow line)
gallon 400,000 $0.80 $320,000
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
Engineer's Estimate for Project A-3:
Prepared by S&A Engineers, PC, 12/27/2023
Engineer's Cost Estimate for Project A-4:
Construct Well 3 @ 547 gpm
Item No. Description Unit Qty Unit Cost
Extended
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
Pump Station for New Well 3
Item
No. Item Unit Qty Unit Cost
Extended
Cost
1 Land acquisition (contribution in aid of
construction)acre 0.2 $25,000 $5,000
2 Three phase buried power line to the well site and
transformer lump sum 1 $85,500 $85,500
3 Mobilization for pump station construction lump sum 1 $25,600 $25,600
4
60 Hp vertical turbine pump system including
pump, VFD, motor, discharge head, column pipe,
lineshaft
lump sum 1 $150,000 $150,000
5 Backup generator lump sum 1 $80,000 $80,000
6 Concrete pad for generator lump sum 1 $15,000 $15,000
7 Pump house structure (incl. interior & exterior
finishes and accessories)sq, feet 320 $200 $64,000
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
connection to new tank drain/overflow line lump sum 1 $8,300 $8,300
16 Plumbing drain line beneath building to catch
basin lump sum 1 $2,000 $2,000
17 Drain rock for landscaping lump sum 1 $5,000 $5,000
18 Fence entire well and tank site on property
boundary linear foot 800 $75 $60,000
Subtotal $628,150
Engineering, legal, & contingency @ 15% $94,220
Total Project Cost $722,370
Engineer's Cost Estimate Project A-5:
Prepared by S&A Engineers, PC, 12/27/2023
Engineer's Estimate for Project A-6:
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
Fill Gaps in Hydrant Coverage Systemwide (Not Covered by Waterline
Replacement Projects)
Prepared by S&A Engineers, PC, 1/15/2024
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 $0
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
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 $0
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
Water Rights for 196 Future Unannexed Properties
Item No. Item Unit1 Quantity Unit Cost Total Cost
1
Water right for in-house and irrigation use for
approximately196 future homes on the south,
southwest, and east sides of the system
Acres 76.0 $15,000 $1,140,000
Subtotal $1,140,000
Professional services & contingency @ 10% $114,000
Total Project Cost $1,254,000
Engineers Cost Estimate for Project B-1:
1Acres 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
Engineer's Cost Estimate for Project B-2:
Construct Well 4 @ 547 gpm
Item No. Description Unit Qty Unit Cost
Extended
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
Pump Station for New Well 4
Item
No. Item Unit Qty Unit Cost
Extended
Cost
1 Land acquisition (contribution in aid of
construction)acre 0.2 $25,000 $5,000
2 Three phase buried power line to the well site and
transformer lump sum 1 $8,500 $8,500
3 Mobilization for pump station construction lump sum 1 $24,000 $24,000
4
60 Hp vertical turbine pump system including
pump, VFD, motor, discharge head, column pipe,
lineshaft
lump sum 1 $150,000 $150,000
5 Backup generator lump sum 1 $80,000 $80,000
6 Concrete pad for generator lump sum 1 $15,000 $15,000
7 Pump house structure (incl. interior & exterior
finishes and accessories)sq, feet 320 $200 $64,000
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
nearby lump sum 1 $8,300 $8,300
16 Plumbing drain line beneath building to catch
basin lump sum 1 $2,000 $2,000
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
Engineer's Cost Estimate Project B-3:
Prepared by S&A Engineers, PC, 12/27/2023
Engineer's Cost Estimate for Project B-4:
Abandon Well 1
Item No. Description Unit Qty Unit Cost
Extended
Cost
1 Mobilization/Demobilization LS 1 $800 $800
2 Well abandonment, including pitless
adaptor LS 1 $8,000 $8,000
3 Removal of pit lid and walls and dispose LS 1 $1,000 $1,000
4 Disconnect well connection line from the
mainline LS 1 $2,000 $2,000
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
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 $0
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
B-1
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
11/27/23, 3:57 PM SWA Static Map
https://www2.deq.idaho.gov/water/swaOnline/StaticMap?PwsId=ID7100023&SourceTagNumber=E0007186 1/2
Idaho
Submit a Comment
Protecting Public Health and the Environment
Department of Environmental QualitySWA Online
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.
Click here for dynamic map.   (This map may take several seconds to load. We appreciate your patience.)
WELL #1, TAYLOR MOUNTAIN WATER AND SEWER DISTRICT
Earthstar Geographics | IDEQ © 2023 | BonnevilleGIS, Esri, HERE, Garmin, SafeGraph, METI/NASA, USGS, Bureau of Land Management, EPA…Powered by Esri
-111.6286°, 43.6422°
Map scale 1: 288,895Map scale 1: 288,895Map scale 1: 288,895Map scale 1: 288,895
5 km
5 mi
Static MapStatic Map
Home About Acyronyms And Glossary Contacts
11/27/23, 3:58 PM SWA Static Map
https://www2.deq.idaho.gov/water/swaOnline/StaticMap?PwsId=ID7100023&SourceTagNumber=E0007187 1/2
Idaho
Submit a Comment
Protecting Public Health and the Environment
Department of Environmental QualitySWA Online
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.
Click here for dynamic map.   (This map may take several seconds to load. We appreciate your patience.)

-110.3999°, 44.8585°
Static MapStatic Map
Home About Acyronyms And Glossary Contacts
11/27/23, 3:58 PM SWA Static Map
https://www2.deq.idaho.gov/water/swaOnline/StaticMap?PwsId=ID7100023&SourceTagNumber=E0007187 2/2
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 © 2023 State of Idaho, All rights reserved.
8/21/23, 5:47 PM S&A Engineers, PC Mail - Country Club #2 Well
https://mail.google.com/mail/u/0/?ik=ade049b83e&view=pt&search=all&permthid=thread-f:1774879763620150082&simpl=msg-f:17748797636201500…1/3
Paul Scoresby <[e-mail]>
Country Club #2 Well
3 messages
Jacob Hancock <[e-mail]>Mon, Aug 21, 2023 at 4:33 PM
To: Paul Scoresby <[e-mail]>
Location:
43.389833, -111.990639
Pump:
Berkeley
B6T30-225
Build #: B81331
Motor:
Franklin
30 HP
Jacob Hancock
Sales // Project Management
Phone [phone]
Office 208-557-8677 (208-55-PUMPS)
Email [e-mail]
Website www.ampumpdrilling.com
Thomas Drilling and American Pump are now American Pump & Drilling!
3 attachments
8/21/23, 5:47 PM S&A Engineers, PC Mail - Country Club #2 Well
https://mail.google.com/mail/u/0/?ik=ade049b83e&view=pt&search=all&permthid=thread-f:1774879763620150082&simpl=msg-f:17748797636201500…2/3
1dd8133392b4ca776efafe0e7dbeee7b.jpg
444K
f461125c9ab853da498447f7a0bc6550.jpg
565K
6T-225-Performance.pdf
60K
Jacob Hancock <[e-mail]>Mon, Aug 21, 2023 at 4:35 PM
To: Paul Scoresby <[e-mail]>
Pump set on 180' of 4" PVC Certa-lok
Jacob Hancock
Sales // Project Management
Phone [phone]
Office 208-557-8677 (208-55-PUMPS)
Email [e-mail]
Website www.ampumpdrilling.com
Thomas Drilling and American Pump are now American Pump & Drilling!
8/21/23, 5:47 PM S&A Engineers, PC Mail - Country Club #2 Well
https://mail.google.com/mail/u/0/?ik=ade049b83e&view=pt&search=all&permthid=thread-f:1774879763620150082&simpl=msg-f:17748797636201500…3/3
[Quoted text hidden]
Jacob Hancock <[e-mail]>Mon, Aug 21, 2023 at 5:20 PM
To: Paul Scoresby <[e-mail]>
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 [phone]
Office 208-557-8677 (208-55-PUMPS)
Email [e-mail]
Website www.ampumpdrilling.com
Thomas Drilling and American Pump are now American Pump & Drilling!
[Quoted text hidden]
Berkeley® 6T-225Submersible Turbine
Section 6T | Page 6.02
Supersedes All Previous | Date-04/01/2005
Specifications
Minimum Well I.D.6.0 Inches
Minimum Submergence @ BEP (above inlet)10.0 Feet
Capacity Range 100 - 300 GPM
Discharge 4" F NPT
See manufacturer's data for motor cooling requirements
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
0
50
100
150
200
250
300
350
400
He
a
d

−

m
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
Ef
f
i
c
i
e
n
cy
−

%
0
100
200
300
400
500
600
700
800
900
1,000
1,100
1,200
1,300
1,400
He
a
d

−

f
t
30 HP
25 HP
40 HP
50 HP
Nominal RPM: 3450Based on Fresh Water @ 68 F.Maximum Working Pressure: 580 PSI
Outline Dimensions / Weights
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.
M*-Maximum Length (Pentair Motor)MD*-Motor Diameter (Pentair Motor)
8/5/2020 Water Right Report
https://idwr.idaho.gov/apps/ExtSearch/RightReportAJ.asp?BasinNumber=25&SequenceNumber=7090&SplitSuffix= &TypeWaterRight=True 1/3
Department ofWater Resources
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/O ROBERT L HARRIS
HOLDEN KIDWELL HAHN & 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 01/01 12/31 1 CFS 78 AFA
Total Diversion 1 CFS 78 AFA
Location of Point(s) of Diversion:
GROUND WATER NWSWSE Sec. 21 Township 01N Range 38E BONNEVILLE County
GROUND WATER SESWNE Sec. 28 Township 01N Range 38E BONNEVILLE County
Place(s) of use:
Place of Use Legal Description: DOMESTIC BONNEVILLE County
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.
×
8/5/2020 Water Right Report
https://idwr.idaho.gov/apps/ExtSearch/RightReportAJ.asp?BasinNumber=25&SequenceNumber=7090&SplitSuffix= &TypeWaterRight=True 2/3
Township Range Section Lot Tract Acres Lot Tract Acres Lot Tract Acres Lot Tract Acres
01N 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:
8/5/2020 Water Right Report
https://idwr.idaho.gov/apps/ExtSearch/RightReportAJ.asp?BasinNumber=25&SequenceNumber=7090&SplitSuffix= &TypeWaterRight=True 3/3
Swan Falls Trust or Nontrust:
Swan Falls Dismissed:
DLE Act Number:
Cary Act Number:
Mitigation Plan: False
11/29/23, 9:35 AM WaterRightReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14304&suffix=1/2
Close
Water Right Report : 25-14304( Decreed/Active)
Owner Type Name Address City State Postal
Code
Current
Owner
FALLS WATER CO INC 2180 N DEBORAH DR IDAHO
FALLS
ID 83401-
6223
Original
Owner
MC DANIEL, ZEE M 1677 S FOOTHILL RD IDAHO
FALLS
ID 83401
Previous
Owner
RASMUSSEN, ALLEN 560 RANDY DR IDAHO
FALLS
ID 83401
Previous
Owner
RASMUSSEN, CHYANNE 560 RANDY DR IDAHO
FALLS
ID 83401
Previous
Owner
TAYLOR MOUNTAIN WATER AND
SEWER DISTRICT
C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN &
CRAPO PO BOX 50130
IDAHO
FALLS
ID 83405
Priority Date : 8/10/1966
Basis : Decreed
Status : Active
Source Source Qualifier Tributary Tributary Qualifier
GROUND WATER
Source Township Range Section Govt. Lot QQQ QQ Q County Diversion Type
GROUND WATER 01N 38E 21 0 SW SE BONNEVILLE
GROUND WATER 01N 38E 28 0 SW NE BONNEVILLE
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
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
Water Right Owners
Water Right Status
Water Source
Points Of Diversion (Location)
Water Uses
Places of Use
Paged ViewPrintable View
11/29/23, 9:35 AM WaterRightReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14304&suffix=2/2
Total Acres Acre Limit
77.50 1.20
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.
Conditions
Dates
Licensed Date :
Decreed Date : 9/30/2005
Permit Proof Due Date :
Permit Proof Made Date :
Permit Approved Date :
Permit Moratorium Expiration Date :
Enlargment Use Priority Date :
Enlargement Statute Priority Date :
Application Recevied Date:
Protest Deadline Date:
Other Information
State or Federal : S
Water District Number : 120
Generic Max Rate Per Acre : 0.02
Generic Max Volume Per Acre : 4
Civil Case Number :
Decree Plantiff :
Decree Defendant :
Swan Falls Trust or Nontrust :
Swan Falls Dismissed :
DLE Act Number :
Cary Act Number :
Mitigation Plan: False
IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023
© 2021 - ExternalSearch - Privacy
11/29/23, 9:37 AM WaterRightReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14313&suffix=1/2
Close
Water Right Report : 25-14313( Decreed/Active)
Owner Type Name Address City State Postal
Code
Current
Owner
FALLS WATER CO INC 2180 N DEBORAH DR IDAHO
FALLS
ID 83401-
6223
Original
Owner
MC DANIEL, ZEE M 1677 S FOOTHILL RD IDAHO
FALLS
ID 83401
Previous
Owner
NEIDER, KENNETH B 2387 PTARMIGAN WAY IDAHO
FALLS
ID 83401
Previous
Owner
NEIDER, MARGO Y 2387 PTARMIGAN WAY IDAHO
FALLS
ID 83401
Previous
Owner
TAYLOR MOUNTAIN WATER AND
SEWER DISTRICT
C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN &
CRAPO PO BOX 50130
IDAHO
FALLS
ID 83405
Priority Date : 8/10/1966
Basis : Decreed
Status : Active
Source Source Qualifier Tributary Tributary Qualifier
GROUND WATER
Source Township Range Section Govt. Lot QQQ QQ Q County Diversion Type
GROUND WATER 01N 38E 21 0 SW SE BONNEVILLE
GROUND WATER 01N 38E 28 0 SW NE BONNEVILLE
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
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
Water Right Owners
Water Right Status
Water Source
Points Of Diversion (Location)
Water Uses
Places of Use
Paged ViewPrintable View
11/29/23, 9:37 AM WaterRightReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14313&suffix=2/2
Total Acres Acre Limit
77.50 2.00
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.
Conditions
Dates
Licensed Date :
Decreed Date : 9/30/2005
Permit Proof Due Date :
Permit Proof Made Date :
Permit Approved Date :
Permit Moratorium Expiration Date :
Enlargment Use Priority Date :
Enlargement Statute Priority Date :
Application Recevied Date:
Protest Deadline Date:
Other Information
State or Federal : S
Water District Number : 120
Generic Max Rate Per Acre : 0.02
Generic Max Volume Per Acre : 4
Civil Case Number :
Decree Plantiff :
Decree Defendant :
Swan Falls Trust or Nontrust :
Swan Falls Dismissed :
DLE Act Number :
Cary Act Number :
Mitigation Plan: False
IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023
© 2021 - ExternalSearch - Privacy
11/29/23, 9:38 AM WaterRightReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14383&suffix=1/2
Close
Water Right Report : 25-14383( Decreed/Active)
Owner Type Name Address City State Postal
Code
Current
Owner
FALLS WATER CO INC 2180 N DEBORAH DR IDAHO
FALLS
ID 83401-
6223
Original
Owner
YELLAND, ROBERT M BLACKFOOT ID 83221
Original
Owner
MARSHALL, HELEN L 185 BLAIR DR TWIN FALLS ID 83301
Previous
Owner
TAYLOR MOUNTAIN WATER AND
SEWER DISTRICT
C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN &
CRAPO PO BOX 50130
IDAHO
FALLS
ID 83405
Priority Date : 8/19/1952
Basis : Decreed
Status : Active
Source Source Qualifier Tributary Tributary Qualifier
GROUND WATER
Source Township Range Section Govt. Lot QQQ QQ Q County Diversion Type
GROUND WATER 01N 38E 21 0 SW SE BONNEVILLE
GROUND WATER 01N 38E 28 0 SW NE BONNEVILLE
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
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
Water Right Owners
Water Right Status
Water Source
Points Of Diversion (Location)
Water Uses
Places of Use
Paged ViewPrintable View
Conditions
11/29/23, 9:38 AM WaterRightReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14383&suffix=2/2
Code Condtions
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
Licensed Date :
Decreed Date : 1/31/2002
Permit Proof Due Date :
Permit Proof Made Date :
Permit Approved Date :
Permit Moratorium Expiration Date :
Enlargment Use Priority Date :
Enlargement Statute Priority Date :
Application Recevied Date:
Protest Deadline Date:
Other Information
State or Federal : S
Water District Number : 120
Generic Max Rate Per Acre : 0.02
Generic Max Volume Per Acre : 4
Civil Case Number :
Decree Plantiff :
Decree Defendant :
Swan Falls Trust or Nontrust :
Swan Falls Dismissed :
DLE Act Number :
Cary Act Number :
Mitigation Plan: False
IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023
© 2021 - ExternalSearch - Privacy
11/29/23, 9:40 AM WaterRightReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14385&suffix=1/2
Close
Water Right Report : 25-14385( Decreed/Active)
Owner Type Name Address City State Postal
Code
Current
Owner
FALLS WATER CO INC 2180 N DEBORAH DR IDAHO
FALLS
ID 83401-
6223
Original
Owner
MC QUAIN, RALPH RT 2 RUPERT ID
Previous
Owner
TAYLOR MOUNTAIN WATER AND
SEWER DISTRICT
C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN &
CRAPO PO BOX 50130
IDAHO
FALLS
ID 83405
Priority Date : 8/19/1952
Basis : Decreed
Status : Active
Source Source Qualifier Tributary Tributary Qualifier
GROUND WATER
Source Township Range Section Govt. Lot QQQ QQ Q County Diversion Type
GROUND WATER 01N 38E 21 0 SW SE BONNEVILLE
GROUND WATER 01N 38E 28 0 SW NE BONNEVILLE
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
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
Code Condtions
Water Right Owners
Water Right Status
Water Source
Points Of Diversion (Location)
Water Uses
Places of Use
Paged ViewPrintable View
Conditions
11/29/23, 9:40 AM WaterRightReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/WaterRightReport?basin=25&seq=14385&suffix=2/2
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
Licensed Date :
Decreed Date : 1/31/2002
Permit Proof Due Date :
Permit Proof Made Date :
Permit Approved Date :
Permit Moratorium Expiration Date :
Enlargment Use Priority Date :
Enlargement Statute Priority Date :
Application Recevied Date:
Protest Deadline Date:
Other Information
State or Federal : S
Water District Number : 120
Generic Max Rate Per Acre : 0.02
Generic Max Volume Per Acre : 4
Civil Case Number :
Decree Plantiff :
Decree Defendant :
Swan Falls Trust or Nontrust :
Swan Falls Dismissed :
DLE Act Number :
Cary Act Number :
Mitigation Plan: False
IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023
© 2021 - ExternalSearch - Privacy
11/29/23, 9:34 AM PermitReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/PermitReport?basin=25&seq=14440&suffix=1/2
Close
Water Permit Report: 25-14440(Active)
Owner Type Name Address City State Postal
Code
Current
Owner
FALLS WATER CO INC 2180 N DEBORAH DR IDAHO
FALLS
ID 83401-
6223
Original
Owner
TAYLOR MOUNTAIN WATER AND
SEWER DISTRICT
C/O ROBERT L HARRIS HOLDEN KIDWELL HAHN &
CRAPO PO BOX 50130
IDAHO
FALLS
ID 83405
Priority Date : 6/8/2016
Status : Active
Source Tributary Tributary Qualifier
GROUND WATER
Source Township Range Section QQQ QQ Q County Diversion Type
GROUND WATER 01N 38E 21 SW SE BONNEVILLE
GROUND WATER 01N 38E 28 SW NE BONNEVILLE
Beneficial Use From To Diversion Rate Volume
DOMESTIC 01/01 12/31 0.50 CFS
TOTAL 0.50 CFS
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
Code Condtions
WB5 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.
Water Right Owners
Water Permit Status
Water Source
Points Of Diversion (Location)
Water Uses
Places of Use
Paged ViewPrintable View
Conditions
11/29/23, 9:34 AM PermitReport - ExternalSearch
https://research.idwr.idaho.gov/apps/shared/WrExtSearch/Reports/PermitReport?basin=25&seq=14440&suffix=2/2
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
Licensed Date :
Decreed Date :
Permit Proof Due Date : 9/1/2026
Permit Proof Made Date :
Permit Approved Date : 8/30/2016
Permit Moratorium Expiration Date :
Enlargment Use Priority Date :
Enlargement Statute Priority Date :
Water Supply Bank Enrollment Date Accepted :
Water Supply Bank Enrollment Date Removed :
Application Recevied Date: 6/8/2016
Protest Deadline Date: 8/1/2016
Other Information
State or Federal :
Water District Number : 120
Generic Max Rate Per Acre : 0
Generic Max Volume Per Acre : 0
Civil Case Number :
Decree Plantiff :
Decree Defendant :
Swan Falls Trust or Nontrust :
Swan Falls Dismissed :
DLE Act Number :
Cary Act Number :
Mitigation Plan: False
IDAHO DEPARTMENT OF WATER RESOURCES 11/29/2023
© 2021 - ExternalSearch - Privacy
Irrigation Organizations
Esri, HERE, Garmin, Esri, HERE, Maxar
World Transportation
Irrigation Organizations
12/13/2023, 6:33:43 PM
0 0.45 0.90.23 mi
0 0.7 1.40.35 km
1:36,112
Idaho Department of Water Resources
Maxar | USGS TNM – National Hydrography Dataset. Data Refreshed November, 2023. | BLM, IDL, IDWR | Idaho Department of Water Resources | Esri, HERE | Esri, HERE, Garmin |
C-1
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

1

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. Significant 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.
2
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.
3
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.
4
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.cfm
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
IDEQ - Sanitary Survey - 5/1/19 Financial/ Managerial Capacity
(mm/dd/yyyy)
Fee: $
Of 0Page
daily free chlorine residuals-1yr)
TRUE
inadequately protected?
18. Are protocols followed for any confined space entry? (Recommended)
17. Is there a potential shock hazard because the electrical wiring appears to be
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.)
(including equipment manuals, as-builts, SOPs, manufacturers' literature, etc)
13. Does the PWS have an Asset Management Plan? (Recommended)
yes no n/a unk note
yes no n/a unk note
TRUE
FALSE
TRUE
TRUE
TRUE
yes no n/a unk note
FALSE
FALSE
FALSE
FALSE
FALSE
FALSE
yes no n/a unk note FINANCIAL CAPACITY
1. Is the PWS current with the payment of drinking water fees?
If no, identify why in the notes.
PWS #
7100023
Survey Date
8/27/2019
FINANCIAL / MANAGERIAL
One form for each survey.
Notes:
3. Has an independent financial audit of the PWS been conducted, or has
the SMART Financial Tool been completed? (Recommended)
(Please indicate question number)
2. Is the user charged for drinking water?
Current RTCR schedule:
Base rate is $20.00 for the
first 17,000 gallons. .71 per
thousand gallon between
17,000 - 75,000 gallons.
75,000 - 125,000 has an
additional .50 charge per
thousand gallons.
6. Review the following where applicable:

(Recommended)
12. Is there an overall operation and maintenance manual for the PWS?
11. Is there a recognized organizational structure and management of the PWS?
FALSE
(Recommended)
FALSE
yes no n/a unk note

FALSE 14. Does the PWS have an Emergency Response Plan? (Community PWSs >3300)
Monthly
(TC-5yr; chem/rad-10yr; violation corrective actions-3yr; sanitary surveys-10yr;
5. Does the board meet routinely?Frequency:
4. Does this PWS have a governing body or board of directors?
MANAGERIAL PLANS
20
MANAGERIAL CAPACITY
8. Are samples being taken in accordance with the sample siting plan(s)?
Change frequency to:
waiver, variance, or exemption determinations-5yr; PNs issued-3yr;
RECORDS MANAGEMENT
9. Are records retained onsite or nearby for the minimum time required?
10. Is there a customer complaint system and ongoing public information program?
7. Do all sample siting plan(s) meet the minimum requirements?
PWS Inventory Information
Sample Schedules
Chlorine Residual History - Past 5 years
Sample History (TCR and Non-TCR) - Past 5 Years
Violation History - Past 5 years
Public Notification - ongoing/currently required
Compliance Schedules - pending and overdue
N/A
RTCR PBCU DBP
Special RTCR Monitoring Evaluation (CFR 141.854 (c)(2))
Monthly Quarterly
No Change Monthly Quarterly
Monthly Operating Reports (MORs)
Cross Connection Control Plan
Sample Siting Plan(s)
POU
System Classification Worksheet (C & NTNC)
IDEQ - Sanitary Survey - 5/1/19 Well Source
(mm/dd/yyyy)
w/source:
w/source:
TRUE
TRUE
yes no n/a unk note
FALSE TRUE
3. Are pesticides, herbicides, or fertilizers applied to the well lot without approval?
gallons
95 psi psi.
Of 0
WELL SOURCE Survey Date PWS #
A separate form must be completed for each well associated to the PWS 8/27/2019 7100023
Tag #:Source Name: Associated with: Is this Well Source Treated?
E0007186 Well #1
Treatment Processes:
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)
Latitude (Decimal):43.397081
Pump Capacity (GPM):Start-up (MM/DD):
Static Water Depth (FT): Shut Down (MM/DD):
Longitude (Decimal):-111.991536
Is there a well log for the source? EDMS #:
Readings at the time of inspection: Is this source seasonal?
(pesticides, paint, herbicides, fertilizers, petroleum, etc.)
FALSE
FALSE 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.)
WELL INFORMATION Notes:
TRUE 1. Are surrounding land uses creating health hazards or increasing the (Please indicate question number)
potential for source contamination? (Setbacks not met, dumping, etc.)1/3. Well is located adjacent to
golf course. The grass directly
surrounding the well was brown
but nearby area was very green.
There is not a 50 foot setback.
7/8. Well casing is covered
with a flat overlaaping metal
cap which is not vented. We
were unable to check fo a seal
under the cap.
10. A new electronic flow
meter has recently been
installed but has not yet been
synced to the scada system to
provide an electronic read out.
12. Pump to waste is through
fire hydrant located on corner
near well lot.
Well #1 comes on 1st.
FALSE 2. Are toxic or hazardous chemicals stored on the well lot?
(casing height >highest flood level, >18" outdoor, >12" indoor, etc.)
TRUE 7. Is the well properly vented?
(24 mesh screen, open downward >18" outdoor or >12" indoor, etc.)
FALSE 5. Is the well (not located in a pump house) protected from unauthorized entry?
(Locking cap, fenced, etc.) (Recommended)
FALSE 6. Is the well protected from flooding?
FALSE 10. Is a working flow meter provided?
(Instant, totaling, nonvolatile memory, installed on discharge pipe, etc.)
FALSE 11. Is a working pressure gauge provided?
TRUE 8. Does the well casing and cap prevent contamination and surface water entry?
FALSE 9. Is a raw water smooth nosed sample tap provided on the discharge pipe?
(Prior to any treatment)
13. Is the well enclosed in a pump house?
FALSE 14. Is the pump house protected from contamination? (Clean, in good repair, etc.)
FALSE 15. Is the pump house protected from unauthorized entry?
(Instant, installed on discharge pipe, etc.)
FALSE 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)
pump house?
FALSE 18. Are there signs of equipment damage due to excess heat, moisture, or
corrosion? (Inadequate ventilation)
(Locked, durable construction, etc.)
FALSE 16. Does the pump house have adequate lighting throughout?
FALSE 17. Is adequate backflow protection provided on all threaded taps installed in the
Page
FALSE 21. Does the configuration of the floor drain or sump cause a contamination risk?
(connected to other drainage systems, sump <30' from well, etc.)
FALSE 19. Is there a history of pump house equipment freezing? (Inadequate heating)
FALSE 20. Is the pump house protected from flooding and surface water entry?
(Floor drain, ground surface graded to lead surface water away, etc.)
Active Proposed Emergency Inactive
Yes No
Wellfield No Yes
N/A
Unk
Unk
Manifold
Deficiency Significant
Verified as accurate
Verified as accurate
N/A
Yes
Seasonal
Unk
No
Permanent Interim Other
IDEQ - Sanitary Survey - 5/1/19 General Information
2 1
0 1500
00
Distribution:PWS #:
Treatment: Name:
FALSE PWS #:
Name:
Name:
Title:
E-mail:Name:
FALSE Title:
Name:
Title:
Name:
Title:
Name:
E-mail:Title:
Name:
Title:
Phone:
E-mail:Email:
#
1
2
1
1
1
1
1
of
Emergency Phone:
Emergency Phone:
Health District/ DEQ Region:
IFRO
Physical Location (Township, Range, Section):
TWN: 1N Rge: 38E Sec: 21(well 1)
(If yes, indicate what samples were collected in comments below)
Legal Owner:
Taylor Mountain Water and Sewer District
PO Box 2409
Idaho Falls, Idaho 83403
DEQ Technical Services
Mark Thompson
Pump Man
Mark Dietrich
Properly Licensed?
FALSE
License Type:
Page
Notes:
Total Modules 8
3. Were samples taken during the survey by the inspector?
208-521-4703 Emergency Phone:[phone]
Others Present During Inspection:
JR Hayes
Board Member
Tom Burnham
DEQ Engineer
TRUE
Responsible Charge Operator (DO):
Water Sold To:
(Identify operator for GW-NC)
Carl Christensen
Properly Licensed?
FALSE
License Type:DWD3
Substitute Responsible Charge Operator (OP):
License Number:
Expiration Date:
17712
3/21/2020City, State, Zip:
1541 Claire View Lane
Idaho Falls, Idaho
Phone Number:
[e-mail]
yes no n/a unk note General Information
2. If yes, were plans and specs submitted to and approved by DEQ?
1. Have material modifications been made to the PWS since the last survey?
Color Key:Significant Deficiency
Deficiency
Recommendations/ Info Gathering/ Notification
Mailing Address:
Phone Number:
State of Idaho Public Water System Sanitary Survey
8/27/2019 (mm/dd/yyyy)
Survey Date PWS #
7100023
Mailing Address:
# Storage Facilities:
Total Storage (gal):
Name of Public Water System:
Taylor Mountain Water and Sewer
County:Date of Last Survey:
# Groundwater Sources:
# Surface Water Sources:
WATER SYSTEM INVENTORY INFORMATION
DWD1
Seasonal Systems:
Date Open:
Bonneville
Water System Type:
6/13/2016
# Service Connections:
Date Closed:
(Scheduled operating dates)
Status:Legal Entity:
Water and Sewer District
Owner Type:
Private
Population:
528
Water Purchased From:
164
Survey conducted by:
208-373-0423
[e-mail]
System Classification:
Modules used:
Sanitary Survey Index
FALSE
License Number:
Mailing Address:
City, State, Zip:
Phone Number:
Barbara J Jones
Capacity Development Analyst
City, State, Zip: Expiration Date:
IDEQ Health Dept.
Mr. Ms.
Yes No
Approved
Disapproved
N/A
N/A N/A
N/A
N/A - GW/ NC
Nontransient Noncommunity
Community
Transient Noncommunity-NC
N/A
No DO
N/A - DO available 24/7
Mr. Ms.
Yes No
N/A No OP
Mr. Ms.
General Information
Well Source
Spring Source
Storage
Hydropneumatic Tanks
Distribution
Pumping
Financial - Managerial
Treatment Application
Disinfection
Gas Cl2
Notes
Photo Log
IDEQ - Sanitary Survey - 5/1/19 General Info. - Field Guide
Owner Type:Health Districts:
District 1 - PHDHDDistrict 2 - NCDHD
District 3 - SWDHD
District 4 - CDHD
District 5 - SCDHD
District 6 - SEDHD
District 7 - EIPHD
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.
RU - Rate Set Utility
TP - Treatment Plant
TR - Trust
OT - Other
IFRO - Idaho Falls
PRO - Pocatello
NP - Non-profit
TFRO - Twin Falls
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.
DWT1
DWT2
System Classification:
than disinfection or POU.**
See DW Treatment Classification WorksheetDWT1 only (No VSWS): VSWS + any other type of treatment
DWD1: 501 - 1,500
Distribution: Based on Population
VSWS: ≤ 500 w/ no treatment other than disinfection or POU*
Treatment: Required for all PWSs with any treatment other
DWD2: 1,501 - 15,000
DWD3: 15,001 - 50,000
DWD4: ≥ 50,001
Surface water systems (including transient): Must be placed under the direct supervision of a properly licensed operator.
* 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)
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.
LRO - Lewiston
State Government
CM - CompanyCP - Cooperation
CR - Corporation
GA - Government Agency
HA - Homeowners Association
IN - Individual
LocalFederal Government
Mixed (public/private)
Native American
Private
BRO - BoiseCRO - Coeur d'Alene
Legal Entity:DEQ Regions:
DWT3
DWT4
** 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)
Total Storage (gal):
Total Storage does not include hydropneumatic tanks or unfinished water tanks.
IDEQ - Sanitary Survey - 5/1/19 Well Source
(mm/dd/yyyy)
w/source:
w/source:
TRUE
TRUE
yes no n/a unk note
FALSE FALSE
3. Are pesticides, herbicides, or fertilizers applied to the well lot without approval?
gallons
psi.
Of 0
Well #2
Country Club Drive
Physical Location:
8. Does the well casing and cap prevent contamination and surface water entry?
12. Is an adequate pump-to-waste provided?
corrosion? (Inadequate ventilation)
E0007187
10. Is a working flow meter provided?
9. Is a raw water smooth nosed sample tap provided on the discharge pipe?
7. Is the well properly vented?
5. Is the well (not located in a pump house) protected from unauthorized entry?
(casing height >highest flood level, >18" outdoor, >12" indoor, etc.)
FALSE 6. Is the well protected from flooding?
FALSE
FALSE
2. Are toxic or hazardous chemicals stored on the well lot?
potential for source contamination? (Setbacks not met, dumping, etc.)
(24 mesh screen, open downward >18" outdoor or >12" indoor, etc.)
(Prior to any treatment)
Page
(Capacity of the well, air gap, prior to the first service connection, etc.)
(Instant, totaling, nonvolatile memory, installed on discharge pipe, etc.)
FALSE
FALSE
TRUE
FALSE
(pesticides, paint, herbicides, fertilizers, petroleum, etc.)
(watertight walls and floor, floor drain, acceptable pit cover, etc.)
pump house?
13. Is the well enclosed in a pump house?
17. Is adequate backflow protection provided on all threaded taps installed in the
16. Does the pump house have adequate lighting throughout?
15. Is the pump house protected from unauthorized entry?
14. Is the pump house protected from contamination? (Clean, in good repair, etc.)
PUMP HOUSE (Only pump houses that contain a Groundwater Source)
(Locked, durable construction, etc.)
yes no n/a unk note
(Floor drain, ground surface graded to lead surface water away, etc.)
WELL INFORMATION
PWS #
(Explain the Treatment Train in Notes)
7100023
Treatment Processes:
Is this Well Source Treated?
8/27/2019
Survey Date
EDMS #:Is there a well log for the source?
Associated with:

Tag #:Source Name:
A separate form must be completed for each well associated to the PWS
Is this source seasonal?
Latitude (Decimal):
Pump Capacity (GPM):
4. If the well is in a pit, is the pit protected from flooding and contamination?
WELL SOURCE
Static Water Depth (FT):
Start-up (MM/DD):
Shut Down (MM/DD):
43.390031
-111.992519
Readings at the time of inspection:
Longitude (Decimal):
19. Is there a history of pump house equipment freezing? (Inadequate heating)
(connected to other drainage systems, sump <30' from well, etc.)
11. Is a working pressure gauge provided?
(Instant, installed on discharge pipe, etc.)
FALSE 21. Does the configuration of the floor drain or sump cause a contamination risk?
18. Are there signs of equipment damage due to excess heat, moisture, or
FALSE
Source Activity Status: (Choice One)Source Availability: (Choice One)
FALSE
FALSE
FALSE
FALSE
20. Is the pump house protected from flooding and surface water entry?
FALSE
FALSE
1. Are surrounding land uses creating health hazards or increasing the
FALSE
FALSE
FALSE
FALSE
FALSE
Notes:
(Please indicate question number)
(Locking cap, fenced, etc.) (Recommended)
Active Proposed Emergency Inactive
Yes No
Wellfield No Yes
N/A
Unk
Unk
Manifold
Deficiency Significant
Verified as accurate
Verified as accurate
N/A
Yes
Seasonal
Unk
No
Permanent Interim Other
IDEQ - Sanitary Survey - 5/1/19 Field Guide - Well Spring Source
005 421
010 423
015 425
100 441
121 443
125 445
141 447
143 449
145 455
147 460
149 470
160 500
180 541
190 543
200 560
220 580
240 620
245 640
300 660
320 665
341 680
342 700
343 710
344 720
345 741
346 742
347 800
350 805
352 810
354 815
356 820
360 825
361 830
362 835
363 840
380 845
401 850
403
Raw Water, Iron/ Mag >MCL
Raw Water, Algal Growth
Raw Water, Severe Variation
Raw Water, Ag/ Municiple Waste
Raw Water, Industrial Waste
Raw Water, Taste/ Odor
Raw Water, Color >15 CU
PH adjustment, pre
Raw Water, Little Variation
Raw Water, Minor Variation
Raw Water, Moderate Variation
Raw Water, Significant Variation
Sequestration
Sludge Treatment
Permanganate
Backwash Water
Ultraviolet Radiation
PH adjustment, post
Peroxide
Reducing Agents
Reverse Osmosis
Sedimentation (or Clarification)
Sedimentation, Upflow Clarification
Ion Exchange
Exempt, Softening - VSWS
Lime-Soda Ash Addition
Ozonation, Post
Ozonation, Pre
Fluoridation
Filtration, Rapid Sand
Filtration, Slow Sand
Filtration, Ultrafiltration (membrane)
Filter Aid
Filtration, Roughing
Exempt, Roughing Filter - VSWS (sand separator)
LAT/LONG
Algae Control
Bone Char
Hypochlorination, Post
Hypochlorination, Pre
Hypochlorite-Onsite Generation
Inhibitor, Bimetalic Phosphate
Inhibitor, Hexametaphosphate
Inhibitor, Orthorphosphate
Inhibitor, Polyphosphate
Inhibitor, Silicate
Iodine
Aeration, Slat Tray
Aeration, Spray
FIELD GUIDE FOR WELL AND SPRING SOURCE
POU, Reverse Osmosis
Activated Alumina
Gaseous Chlorination, Post
4-log Remove/Inactiv Viruses (SW or GU)
4-log Treatment of Viruses (GW)
POU, Activated Carbon-Granular
POU, Ion Exchange
Approved SDWIS Treatment Processes:
Activated Carbon, Granular
Activated Carbon, Powdered
Aeration, Cascade
Aeration, Diffused
Aeration, Packed Tower
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
Gaseous Chlorination, Post
Brominization (Special Use)
Chloramines
Chlorine Dioxide
Coagulation
Coagulant Aid
Distillation
Electrodialysis
Filtration, Cartridge (or bag)
Filtration, Diatomaceous Earth
Filtration, Greensand
Filtration, Pressure Sand
Exempt, Cartridge Filter - VSWS
Flocculation
3-log Remove/Inactiv G Lambia
IDEQ - Sanitary Survey - 5/1/19 Storage
FALSE
Date in Service:FALSE
FALSE
Date Last Inspected:FALSE FALSE
FALSE
FALSE Reason:
FALSE FALSE
Page Of 0
PWS #
7100023
Survey Date
8/27/2019
Volume (gal):
in last 5 years
Date Last Cleaned:
Tank has not been cleaned
around the tank? (Drainage structure or splash plate, air gap, etc.)
1. Does the storage structure appear to be structurally sound?
Storage Type:Construction:
Transducer in tank
FALSE
TRUE
FALSE
3. Can the storage structure be isolated from the system without
4. Does a contamination risk exist due to wastewater spray irrigation or
FALSE 5. Is vegetation managed to prevent impact to the storage structure?
excessive dust; sloped roof to facilitate drainage; etc.)
Type of Material:
Notes:
(Please indicate question number)
FALSE
(Recommended)
FALSE 6. Is the storage structure protected from contamination?
Was the entire storage structure safely accessible for inspection?How is the water level measured?
(Watertight roof and sidewalls; excludes birds, animals, insects, and
TRUE
FALSE
around the tank? (Discharge to daylight over drainage structure or splash
plate, screened, adequate air gap, etc.)
contamination risk?
FALSE 14. Are metal surfaces inside the tank corroding?
12. Are vents provided and protected from contamination?
2. Is leakage evident at time of inspection?
FALSE 13. Are there signs or a history of the storage appurtenances freezing?
150,000
Top of hill overlooking Country Club Drive 1981
FALSE
(open downward >12" above roof and >24" above ground; 24 mesh screen;
FALSE 7. Is the storage structure secure from unauthorized access?
(Fencing, locked manholes, etc.)
(Discharges to daylight, air gap, 24 mesh screen or expanded metal
10. Does the overflow discharge in a way to prevent backflow and erosion
exclude animals, insects, birds, and excessive dust; etc.)
FALSE 11. Are access covers locked and protected from contamination?
( >4" above the roof, 2" overlapping lid, watertight, tightly sealed, etc.)
FALSE
(The overflow pipe shall not be considered a vent)
STORAGE
A separate form must be completed for each storage unit in the PWS. (mm/dd/yyyy)
With the use of a bolo to
residents, the water system
can conserve and stretch how
long water in the storage
reservoir would last.
2. Small cracks and weeping
on the side of the tank indicate
there has been some leakage.
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.
9. Overflow and drain pipes
lack a screen or flapper valve.
yes no n/a unk note
Storage Structure Name:Storage Structure ID #:
Physical Location:
sludge disposal within 500 feet of the storage structure?
depressurizing the distribution system?
Total Days Supply (This structure):
8. Does the drain discharge in a way to prevent contamination and erosion
Several days
ALL STORAGE STRUCTURES yes no n/a unk note
screen with weighted flapper; etc.)
9. Is an overflow provided and protected from contamination?
(Sewer/irrigation lines, standing water, etc.)
storm water, etc.? (>24" above the roof or ground)
PARTIALLY BURIED OR BELOW-GROUND STORAGE
16. Is the area surrounding the storage structure graded to prevent standing
17. Are manholes elevated to prevent contamination from snow,
surface water? (n/a for elevated tanks)
15. Are there any materials or components contacting water that may pose a FALSE
FALSE
FALSE
18. Do potential contamination sources exist <50' from the storage structure?FALSE
(Paint, coatings, sealants, components, etc. NSF 61 Approved)
Unk
Unk
Unk Unk
Reservoir/Tank
Elevated
Plastic Fiberglass
Concrete
Metal
Other:
Unk
Unk
Above-ground Ground-level
Below-ground Partially Buried
Clearwell
Standpipe
Yes No
Recommend Significant
IDEQ - Sanitary Survey - 5/1/19 Distribution
FALSE Main Line Sizes:FALSE
Of 0Page
# Metered Connections:
(Select all that apply)
6 - 12"164
yes no n/a unk note
FALSE
FALSE
FALSE
FALSE
FALSE
FALSE
FALSE
FALSE
FALSE
(Pipes, sealants, components, cleaning materials, etc.)
out of
DISTRIBUTION
164
17
# Flushing Hydrants:
13. Does the system experience water main freezing?
17. Is an adequate cross connection control program provided and implemented?
6. Are valves inspected and exercised regularly? (Recommended)
If yes, how often?
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
1. Is a current map of the distribution system available? (Recommended)
(Main sizes, locations of valves and hydrants, etc.)
(Minimum of 20 psi. Identify pressure complaints in the notes.)
Notes:
4. Are minimum system pressures maintained at all service connections?
need to be abandoned? (Recommended)
FALSE
5. Does pressure exceed 100 psi at any service connection?
(Prevent surface water entry and backflow, open downward, 24 mesh screen, etc.)
7100023
yes no n/a unk note
PWS #Survey Date
8/27/2019 (mm/dd/yyyy)
2. Has PN, DEQ notifications, and follow-up actions been followed for any
planned or unplanned depressurizations in the past year?
Main Line Type of Materials:
(Please indicate question number)
20. Water is provide to a nearby
stock tank. Ensure there is an
adequate air gap.
FALSE
Pressure is 55 psi at top and 90 psi at bottom of system
DISTRIBUTION
One form for all distribution systems in the PWS.
(Submerged blow-offs, direct connections to storm or sewer drains,
18. Is the operator trained in cross connection control? (Recommended)
# Fire Hydrants:
22. Is the discharge piping on all air valves protected from contamination?
psi.
TRUE
Every 2 years
FALSE
drinking water? If yes, explain in comments section.
12. Are there any materials used that should not be in contact with the
19. Are all backflow preventers owned by the PWS tested annually?
20. Are there any known unprotected cross connections?
21. Are all non-potable mains, hydrants, and taps easily identified as such?
Cross Connection Control
FALSE
FALSE
FALSE
FALSE
TRUE
FALSE
10. Are all dead end mains equipped with a means to flush?
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)
3. Was the pressure observed at a service connection?
11. Are dead end mains flushed at least semiannually?
FALSE
If yes:
Location:
Time:
connection to unapproved source, uncontrolled fire hydrant use, etc.)
FALSE 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.)
(Community PWS only) (Inspection program, adequate protection, annual testing,
ability to discontinue service, 10 days to repair a failed device)
FALSE
FALSE
yes no n/a unk note
23. Are bulk water stations provided with backflow protection measures?FALSE
Unk Unk
Steel
PVC
HDPE (black)
Ductile Iron
Asbestos/Cement
A.M. P.M.
Copper
Other:
Gray Iron Galvanized
IDEQ - Sanitary Survey - 5/1/19 Pumping
Survey Date
8/27/2019 (mm/dd/yyyy)
PUMPS, PUMP HOUSES, AND CONTROLS
Pump ID#:Type of Pump:Horsepower:Low (psi)
set point
High (psi)
set point
Submersible 40
Submersible 25 68%90%
yes no n/a unk note
Page Of 0
FALSE
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.)
(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
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.)
installed in the pump house?
FALSE
FALSE
6. Is a working pressure gauge installed on the discharge line?
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?
7. Is a working flow meter provided?
(Required if pump is connected directly to the distribution system)
FALSE
yes no n/a unk note
4. Is each pump equipped with an accessible check valve?
2. Are all pumps in good repair? (excessive noise, vibration, heat, odors, leaks, etc.)
Notes:
(Please indicate question number)
3. Water system has a pump expert Mark Thompson.
4. Water system has a waiver for an
accessible check valve. There are two
check valves in the bottom of the pump
column. A Harlow VFD motor is located on each
well.
FALSE
FALSE
FALSE
FALSE
FALSE
FALSE
FALSE
(on the discharge side before the shut-off valve)
5. Are isolation valves provided on the discharge side of the pump?
TRUE
FALSE
FALSE
FALSE
FALSE
FALSE
FALSE
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.)
8. Is all pump lubrication oil ANSI/NSF 61 approved?
1. Do pumps cycle < 6 times per hour? (Recommended)
3. Are spare parts readily available for critical pump components?
PUMPS
One form for all Pumps.
Physical Location:
Well #1
Well #2
PWS #
7100023
Purpose:
Pump to distribution
Pump to distribution
PUMPING - PG. 1
IDEQ - Sanitary Survey - 5/1/19 Pumping
SURVEY DATE
8/27/2019 (mm/dd/yyyy)
APU ID#:Type of APU:Brand:Model:
FALSE
Page Of 0
FALSE
the pumping station (pump, controls, treatment, etc.) and pressurize the
APU on a Well Lot Only
23. Is the fuel tank above ground or otherwise accessible for leak inspection?
25. Does a certified operator observe filling of the fuel tank?
Community Systems Only
21. Can the community PWS adequately pressurize the distribution system
during a power outage?
yes no n/a unk note
26. Is the engine exhaust directly discharged to the outside atmosphere?
22. Does the APU power all essential electrical functions in the pump house and
24. Is secondary spill containment provided for all fuel tanks?
(110% of fuel tank volume)
FALSE
FALSE
FALSE
FALSE
system for a minimum of 8 hours?
FALSE
FALSE
yes no n/a unk note
COMMENTS:
19. Is the APU tested regularly? (Recommended)FALSE
Purpose:
PUMPING - PG. 2
One form for all auxiliary power units
(Please indicate question number)
yes no n/a unk note AUXILIARY POWER UNIT (APU)
PWS #
7100023
Physical Location:
20. Is a working automatic power transfer switch provided?FALSE
Auxiliary Power Units (APU)
Deficiency Significant
IDEQ - Sanitary Survey - 5/1/19 Notes
Of 0Page
INSPECTION NOTES
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 café 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.
Taylor Mountain Water and Sewer
8/27/2019
Survey Date
One form for all additional comments or drawings for the PWS.
PWS #
7100023
Name of Public Water System:
(mm/dd/yyyy)
IDEQ - Sanitary Survey - 5/1/19 Photo Log
(mm/dd/yyyy)
Photo#:Date taken:
Date:
Page Of 0
Name of Public Water System:
Survey Date
1/0/1900
PWS #
0
Taylor Mountain Water and Sewer
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):
Description:Taken by: (Full Name)
PHOTO LOG
One form for all photos.
Whose camera?:What kind of camera?:
Other: DEQ Health District Digital 35mm Other: Personal Cell Phone
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

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
2

1. Well #1 and well lot

2. Set screw on well #1 well cap

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
3
2. VFD and SCADA for well #1

3. Wireless transmitter for well #1

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
4
4. Discharge piping vault

5. Isolation valve in vault

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
5
6. Newly installed flow meter

7. Well #1 pressure gauge

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
6
8. Smooth nosed sample tap

9. Well #2

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
7
10. IDEQ tag on well #2

11. Discharge piping vault for well #2

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
8
12. Electronic pressure gauge

13. Well #2 flow meter

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
9
14. Well #2 sample tap

15. Isolation valve for well #2

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
10
16. SCADA on well #2

17. Storage reservoir and hydrant

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
11
18. Reservoir access hatch

19. Storage reservoir vent

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
12
20. Concrete surface on top of reservoir

21. Concrete surface on top of reservoir

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
13
22. Weeping on side of concrete storage reservoir

23. Transducer to measure water level in reservoir.

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
14
24. Tank level measurement on cellphone via SCADA system

25. Valve to drain storage reservoir

Idaho Department of Environmental Quality
Photographic Documentation for Taylor Mountain Water & Sewer
Tuesday, August 27, 2019
15
26. Storage reservoir overflow and drain pipe discharge

278. New storage reservoir isolation valve

1
Taylor Mountain Division
2180 N Deborah Drive
Idaho Falls Idaho 83401
Tele: [phone]
www.fallswater.com

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.

2023 Consumer Confidence Report (CCR)
Este informe contiene información importante acerca de su agua potable.
Haga que alguien lo tradúzca para usted, ó hable con alguien que lo entienda
bien.

2
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 health care 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 [phone] 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 [phone] 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 over the 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.
3
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
Contaminants
Highest # Positive
in a Month MCL MCLG Violation
(Y/N) Possible Source of Contamination
Total Coliform 0 >1 0 NO Naturally present in the environment
Fecal Coliform or
E. coli 0 * 0 NO Human and animal fecal waste
*Compliance with the Fecal Coliform/E.coli MCL is determined upon additional repeat testing.

Radioactive Contaminants

MCLG

MCL
Lowest
Level
Detected
Highest
Level
Detected

Sample
Date

Violation

Typical Source of
Contaminant

Health Effects Language
Combined Uranium 0 30 2.03 2.18 2019 NO Erosion of natural deposits See About Combined
Uranium below.
Inorganic Contaminants

MCLG

MCL

Lowest
Level
Detected
Highest
Level
Detected
Sample
Date

Violation
Typical Source of
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.
Chromium (ppb) 100 100 0 2 July 2019 NO
Discharge from steel and
pulp mills; Erosion of
natural Deposits
See About Chromium
below.
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.
Discharge from mines.
See About Selenium
below.
4

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/1: 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.
Inorganic
Contaminant
Date(s)
Collected
90th
Percentile
Action
Level MCLG
# of sites above
Action Level
Violation
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.
Health Effects
Language
Lead
Infants and children who drink water containing lead in excess of the action level could experience delays in their physical or mental
development. Children could show slight deficits in attention span and learning abilities. Adults who drink this water over many years
could develop kidney problems or high blood pressure.
Copper
Copper is an essential nutrient, but some people who drink water containing copper in excess of the action level over a relatively short
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.

Appendix D: Cross Connection Control Plan Information

Appendix E: Revenue and Expense Detail

 Schedule 1 – General Metered Service Rates
 November 2022 - October 2023 Profit and Loss Statement

Falls Water Co., Inc.
Sheet 111 ---
Replaces All Previous Sheets

Issued May 5December 29, 20222023 January 9, 2024 Issued by Falls Water Co., Inc.
Effective December 15, 2023 K. Scott Bruce, General Manager

/S/ K. Scott Bruce 1 of 816

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 (FW), Taylor Mountain (TM), and
Morningview:
Meter Size
Maximum
Gallons
Allowed in
Minimum
Charge (First
Block)
Gallons in
Block
Volume
(Second
Block)
Gallons in
Block
Volume
(Third
Block)
Monthly
Minimum
Charge
5/8” andCombined FW & TM - ¾” 12,0008,000 16,000 24,000 $18.7522.50
Combined FW & TM - 1” 17,00011,000 22,000 33,000 $26.4031.68
Combined FW & TM - 1 ½” 22,00015,000 30,000 45,000 $34.0540.86
Combined FW & TM - 2” 28,00019,000 38,000 57,000 $43.3051.96
Combined FW & TM - 4” 49,00033,000 66,000 99,000 $77.3592.82
Morningview .25 Acre – ¾” & 1” 11,000 22,000 33,000 $50.00
Morningview .50 Acre – ¾” & 1” 11,000 22,000 33,000 $60.00
Morningview 1.0 Acre – ¾” & 1” 11,000 22,000 33,000 $65.50

Commodity Charge: Rate per 1,000 Gallons of Use
First Block Included In Minimum Charge
For all water use in excess of the maximum gallons
allowed in minimum charge.Second Block
$0.9170.640 per gallon
Third Block $1.439 per gallon

Contract Conditions:
The customer shall pay the total of the minimum customer charge plus the commodity charge.
Falls Water Co., Inc.
Sheet 112 ---
Replaces All Previous Sheets

Issued May 5December 29, 20222023 January 9, 2024 Issued by Falls Water Co., Inc.
Effective December 15, 2023 K. Scott Bruce, General Manager

/S/ K. Scott Bruce 2 of 816

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 year roundyear-round.

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
Falls Water Co., Inc.
Profit and Loss
November 2022 - October 2023
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
656 Insurance 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
675.4 IDHW 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
J-1
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

United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Bonneville
County Area,
Idaho
Taylor Mountain Water System
Natural
Resources
Conservation
Service
November 15, 2023
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.nrcs.usda.gov/wps/
portal/nrcs/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=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_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
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (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 [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit 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
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
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
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
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
9
Custom Soil Resource Report
Soil Map
48
0
4
2
0
0
48
0
4
4
0
0
48
0
4
6
0
0
48
0
4
8
0
0
48
0
5
0
0
0
48
0
5
2
0
0
48
0
5
4
0
0
48
0
5
6
0
0
48
0
5
8
0
0
48
0
4
2
0
0
48
0
4
4
0
0
48
0
4
6
0
0
48
0
4
8
0
0
48
0
5
0
0
0
48
0
5
2
0
0
48
0
5
4
0
0
48
0
5
6
0
0
48
0
5
8
0
0
419000 419200 419400 419600 419800 420000 420200
419000 419200 419400 419600 419800 420000 420200
43° 24' 5'' N
11
2
°

0
'

3
'
'

W
43° 24' 5'' N
11
1
°

5
9
'

2
'
'

W
43° 23' 6'' N
11
2
°

0
'

3
'
'

W
43° 23' 6'' N
11
1
°

5
9
'

2
'
'

W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84
0 400 800 1600 2400Feet
0 100 200 400 600Meters
Map Scale: 1:8,840 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Bonneville County Area, Idaho
Survey Area Data: Version 19, Aug 31, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 20, 2022—Jul 25,
2022
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.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
1 Ammon silt loam, 0 to 2 percent
slopes
58.0 34.6%
2 Ammon silt loam, 2 to 4 percent
slopes
8.0 4.8%
35 Potell silt loam, 4 to 12 percent
slopes
30.2 18.0%
36 Potell silt loam, 12 to 20 percent
slopes
38.2 22.8%
37 Potell silt loam, 20 to 30 percent
slopes
1.5 0.9%
38 Potell silt loam, 30 to 60 percent
slopes
12.5 7.4%
42 Ririe silt loam, 4 to 12 percent
slopes
19.3 11.5%
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
Custom Soil Resource Report
11
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.
Custom Soil Resource Report
12
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
A1 - 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: R011XB001ID - Loamy 8-12 PZ
Hydric soil rating: No
Custom Soil Resource Report
13
2—Ammon silt loam, 2 to 4 percent slopes
Map Unit Setting
National map unit symbol: 2tl0
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
A1 - 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: R011XB001ID - Loamy 8-12 PZ
Hydric soil rating: No
Custom Soil Resource Report
14
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: R011XB001ID - Loamy 8-12 PZ
Hydric soil rating: No
Custom Soil Resource Report
15
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: R011XB001ID - Loamy 8-12 PZ
Hydric soil rating: No
Custom Soil Resource Report
16
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: R011XB001ID - Loamy 8-12 PZ
Hydric soil rating: No
Custom Soil Resource Report
17
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: R011XB001ID - Loamy 8-12 PZ
Hydric soil rating: No
Custom Soil Resource Report
18
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: R013XY001ID - Loamy 12-16 PZ
Hydric soil rating: No
Custom Soil Resource Report
19
Custom Soil Resource Report
20
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.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
21
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_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/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
22