20241030Compliance Filing - Water Facility Plan.pdf

RECEIVED
Wednesday, October 30, 2024
IDAHO PUBLIC
UTILITIES COMMISSION
SCHWEITZER WATER COMPANY
BONNER COUNTY, IDAHO
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Water Facility Plan
May 2024
Prepared By:
ARDURRA
7950 N. Meadowlark Way, Suite A
Coeur d'Alene, ID 83815
Office: [phone]

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Water Facility Plan
May 2024
Prepared By:
ARDURRA
7950 N. Meadowlark Way, Suite A
Coeur d'Alene, ID 83815
Office: [phone]

SMR Water Facility Plan
Table of Contents
1. Introduction ....................................................................................................................... 1
1.1. Overview .................................................................................................................... 1
1.2. Background ................................................................................................................ 1
1.3. Ownership and Operation........................................................................................... 2
2. Existing Conditions ........................................................................................................... 2
2.1. Boundaries and Planning Area................................................................................... 2
2.2. Land Use and Development....................................................................................... 2
2.3. Existing Facilities....................................................... ...................... 3
...........................
2.3.1. Existing Wells....................................................................................................... 3
2.3.2. Existing Reservoirs .............................................................................................. 4
2.3.3. Existing Control Buildings .................................................................................... 4
2.3.4. Existing Treatment Facilities................................................................................ 5
2.3.5. Existing Distribution System ................................................................................ 5
2.3.6. Existing Pressure Zones...................................................................................... 5
2.3.7. Existing Sky House Booster System.................................................................... 6
2.4. Existing Water System Demand................................................................................. 7
2.5. Existing System Hydraulic Analysis............................................................................ 8
2.6. Drinking Water Quality................................................................................................ 9
2.7. Violations.................................................................................................................... 9
2.8. Public Health and Water Quality Considerations........................................................ 9
2.9. Cross Connection Control .......................................................................................... 9
2.10. Sanitary Survey............................................................ .............. 10
...........................
2.11. Groundwater Hydrology ........................................................................................ 10
2.11.1. Crystal Springs Aquifer System ...................................................................... 10
2.11.2. Schweitzer Creek Development Area............................................................. 10
2.11.3. Other Drinking Water Systems ....................................................................... 11
2.12. Utility Use................................................................ ................... 11
...........................
3. Future Conditions SMR Service Area ............................................................................. 11
3.1. Projected Growth...................................................................................................... 11
3.2. Forecast of Growth and Demand (Build-out)............................................................ 12
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SMR Water Facility Plan
3.3. Water Facilities Needed for Projected Buildout ........................................................ 12
3.3.1. Water Supply and Storage................................................................................. 12
3.3.2. Fire Flow Requirements..................................................................................... 12
3.4. Projected Buildout Hydraulic Analysis ...................................................................... 13
4. Future Conditions Supplemental Service to the Ridge PWS........................................... 13
4.1. Projected Growth SMR Plus Ridge .......................................................................... 13
4.2. Forecast of Growth and Demand (Build-out) SMR Plus Ridge................................. 15
4.3. Water Facilities Needed for Projected Buildout SMR Plus Ridge............................. 15
4.3.1. Water Supply and Storage................................................................................. 15
5. Description and Implementation of Improvements.......................................................... 15
5.1. Recommended Improvements ................................................................................. 15
5.2. Evaluation of Costs .................................................................................................. 16
5.2.1. Capital Costs ..................................................................................................... 16
5.2.2. Funding Source for Capital Improvements......................................................... 17
5.2.1. Organizational and Staffing Requirements ........................................................ 17
5.3. Recommended Improvements at Projected Buildout Hydraulic Analysis ................. 17
5.3.1. Crystal Run Water Main Looping ....................................................................... 17
Appendix
Appendix A — Well Driller's Reports
Appendix B — Distribution System Map
Appendix C — Water Usage Data
Appendix D — Hydraulic Modeling Results
Appendix E — Monitoring and Water Quality Information
Appendix F — Sanitary Survey
Appendix G — Hydrogeologic Information
Appendix H — Water System Service Areas
Appendix I — SMR Capacity Analysis
Appendix J — Ridge Capacity Analysis
Appendix K — Cost Estimates
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SMR Water Facility Plan
1. Introduction
1.1.0verview
Schweitzer Water Company (SWC) formerly Resort Water Company (RWC) owns and
operates the Schweitzer Mountain Resort (SMR) public water system (PWS #ID1090123)
which serves portions of Schweitzer Mountain Resort in Bonner County, Idaho. This facility
plan provides an overview and investigation of the existing water supply and distribution system
and identifies the necessary improvements to ensure service to existing and projected
connections and continued compliance with Idaho Department of Environmental Quality
(IDEQ) rules.
This report is prepared in accordance with the facility plan contents as outlined in IDEQ's Idaho
Rules for Public Drinking Water Systems (IDAPA 58.01 .08) and covers the following items:
• Introduction
• Existing Facility Conditions
• Projected Future Conditions
• Recommendations for Improvements
1.2.Background
Schweitzer Mountain Resort is located approximately 7 miles north of the City of Sandpoint in
Bonner County, Idaho. The SMR water supply and distribution system currently serves an
estimated 558 equivalent residential units (ERUs), including a mix of residential, commercial
and resort facilities. An additional 45 ERUs have been committed, but not yet physically
connected to the system.
The SMR public water system currently serves Schweitzer Village and portions of the
Schweitzer Basin P.U.D. Existing water system infrastructure consists of three (3) groundwater
wells; two (2) control buildings; and 42,000-gallon, 65,000-gallon and 206,000-gallon water
storage reservoirs. A fourth well was constructed in 2022 and test pumped in 2023 with
completion of the well pumping system scheduled for 2024. In addition, the Sky House water
system is supplied by pumping from the existing 206,000-gallon reservoir, utilizing three (3)
booster stations; a 1,200-gallon storage tank and a 17,000-gallon reservoir next to the lodge.
The water system is designated by IDEQ as Non-Transient Non-Community (NTNC), meaning
the water system serves at least the same 25 non-residential individuals during 6 months of
the year. Currently the water system classifications are:
• Drinking Water Distribution — Class II
• Drinking Water Treatment— Class I
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SMR Water Facility Plan
1.3.Ownership and Operation
The existing water system was purchased by Alterra Mountain Company in August of 2023,
with ownership and operation information for the water system summarized below. The water
company name has changed but address and primary contact remains the same.
Schweitzer Water Company
165 Village Lane, Suite A
Sandpoint, ID 83864
Contact: Tom Trulock
The Responsible Charge Operator for the water system is Robert Lesniewski (DWD2-22079
and DWT2-21755). The designated backup operator for the water system is Robert Hansen
(DWD2-13440, DWT2-10694, BAT-520).
As a private water company, SWC is under the regulatory jurisdiction of the Idaho Public
Utilities Commission (IPUC). As such, the IPUC reviews and approves all rates, charges,
accounting, and reporting for the SMR water system. In accordance with IPUC requirements,
SWC (formerly RWC) files annual reports including an accounting of all revenue, expenses,
assets, and liabilities.
2. Existing Conditions
2.1.Boundaries and Planning Area
The current SWC service area covers the Schweitzer Village Area, Crystal Springs Subdivision,
Trapper's Creek Subdivision (a.k.a. Mountainside), and Crystal View Subdivision,
encompassing portions of Section 20 of Township 58 North, Range 2 West, Boise Meridian.
The existing service area is shown on the following Figure 2-1 Vicinity Map. The planning area
encompasses additional land to the east, in an area referred to as the Schweitzer Creek
Development Area in this report.
2.2.Land Use and Development
There is one (1) zoning district within the SMR service and planning area—Alpine Village.
According to Bonner County Code, Title 12 Land Use Regulations, the Alpine Village district is
established to accommodate recreational development in high elevation communities while
recognizing the unique and challenging features of mountain communities. The Alpine Village
district is intended to provide a range of housing types and uses that are accessory and
complementary to recreational and residential uses and provides for commercial and private
resorts which include a range of recreational activities.
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SMR Water Facility Plan
Development within the SMR service and planning area is subject to the development
standards defined in the Schweitzer Mountain Resort Planned Unit Development (PUD)
Resolution 96-87 adopted by the Bonner County Board of Commissioners. The PUD allows
for a full range of residential, commercial resort and recreational uses including but not limited
to:
• Residential and lodging facilities, including single-family, duplex, and multi-family
dwellings and employee housing.
• Meeting rooms and convention space.
• Facilities and services connected with the ski resort operations.
• Other recreational or athletic facilities.
• Business and professional offices.
• Retail, specialty and gift shops and galleries.
• Restaurants, taverns, bars, and lounges.
• Beverage and food stores.
• Real estate offices.
2.3.Existing Facilities
The following Figure 2-2 Overview Map shows the locations of existing wells, reservoirs,
control buildings and other major water system components. Additional information can be
found in the Water System Operation and Maintenance Manual and various Record Drawings
on file at IDEA.
2.3.1.Existing Wells
Water is supplied by groundwater wells, located uphill and to the west of the Crystal Springs
Subdivision. There are currently four (4) existing wells with capacities as follows:
• Well #4: 93 gpm (Goulds Model 6CLC-5, 15 HP Pump)
• Well #5: 98 gpm (Goulds Model 5CLC005, 5 HP Pump)
• Well #6: 71 gpm (Grundfos Model 75520-3, 2 HP Pump)
• Well #8: 74 gpm (Proposed Grundfos Model 85GS75, 7.5 HP Pump)
Construction of Well #8 was completed in 2022 with test pumping, sampling, and testing
completed during the summer of 2023. A preliminary engineering report (PER), including test
pumping analysis and laboratory testing reports, were submitted to IDEQ on September 11,
2023, and approved on October 25, 2023. Installation of the well pumping system is anticipated
for the summer of 2024. For purposes of this facility plan, Well #8 will be considered a
completed well. Driller's reports for each well can be found in Appendix A.
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©2024ARDURRA GROUP,INC.THIS INSTRUMENT IS THE PROPERTY OF ARDURRA. ANY REPRODUCTION,REUSE OR MODIFICATION OF THIS INSTRUMENT OR ITS CONTENTS WITHOUT SPECIFIC WRITTEN PERMISSION OF ARDURRA IS STRICTLY PROHIBITED
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SMR Water Facility Plan
2.3.2.Existing Reservoirs
Three (3) cast-in-place concrete tanks serve as the main reservoirs, providing operational and
fire storage for the SMR water system. These reservoirs sit at varying elevations, operating in
series, and are further described as follows:
• Reservoir #1 (Lower): Reservoir #1 has a total capacity of 42,412 gallons and is
located beneath the Lower Control Building. Static water elevation in this reservoir is
approximately 5032 feet. Except for the Crystal View Subdivision, the entire SMR
service area is "floating" on this reservoir.
• Reservoir #2 (Middle): Reservoir #2 has a total capacity of 65,390 gallons and is
located approximately 160' west and uphill from Reservoir#1. Static water elevation in
this reservoir is approximately 5062 feet. This reservoir is buried, with three (3)
manways for access. An electrically actuated butterfly valve, inside the lower control
building, controls the feed from Reservoir#2 to Reservoir#1 .
• Reservoir #3 (Upper): Reservoir #3 has a total capacity of 205,850 gallons and is
located uphill from the Upper Control Building. This is a partially buried concrete
reservoir with a static water elevation of approximately 5194 feet. A combination rate of
flow controller and solenoid shutoff valve controls flow from Reservoir #3 to Reservoir
#2, and has an adjustable flow range from 800 to 3,200 gpm. Reservoir #3 provides a
direct feed to the Crystal View Subdivision, because the subdivision is at too high an
elevation for feed from Reservoir #1 .
Two additional reservoirs serve the Sky House and are described in more detail below.
2.3.3.Existing Control Buildings
Two (2) control buildings/well houses currently serve the water system and are further
described as follows:
• Upper Control Building: The Upper Control Building is located adjacent to Well #5,
next to and below Reservoir #3. The Upper Control Building contains the electrical
service equipment and control panels for Wells #5 and #6; piping, control valves and
flow meters for all the wells; transfer piping and control valves from Reservoir #3; and
all the water treatment equipment. The building is sized to accommodate electrical and
control equipment and piping for Well #8 and one (1) additional future well. A standby
generator (15 kW) is also housed in the Upper Control Building, sized to provide
emergency power to one (1) well pump, building heating and lighting, and the water
treatment system. Construction plans for expansion and improvements to the Upper
Control Building were submitted to IDEA on March 8, 2022, with approval granted on
May 19, 2022. Construction is expected to be completed during the summer of 2024.
• Lower Control Building: The Lower Control Building is located on top of Reservoir#1
and contains the electrical service equipment and control panel for Well #4. It also
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SMR Water Facility Plan
contains the piping, control valves and appurtenances to transfer flow from Reservoir
#2 to Reservoir #1, then to distribution.
2.3.4.Existing Treatment Facilities
Water treatment takes place in the Upper Control Building and includes chemical feed and
process monitoring for both chlorination and soda ash injection. Chlorination treatment utilizes
the injection of sodium hypochlorite (12.5%) at the Reservoir #3 discharge line using an
electronic metering pump. Chlorination is not required by IDEA, but chlorine residuals are
maintained in the distribution system at the discretion of the water system operator.
In 1999, IDEQ designated the water supply as corrosive and corrosion control became a
requirement for the system. Corrosion control is accomplished through the injection of soda
ash to raise the pH of the source water. Soda ash, mixed in a 100-gallon solution tank, is
injected into the Reservoir#3 discharge line using an electronic metering pump. The pH after
treatment is maintained above 7.0.
Flow meter readings, chlorine residuals and pH measurements are taken and recorded daily
on forms kept in the Upper Control Building.
2.3.5.Existing Distribution System
The existing water distribution system consists of approximately 5.6 miles of 2-inch to 8-inch
PVC pipe. There are currently approximately 35 fire hydrants on the system and approximately
45 isolation gate valves spread throughout the system. In the central village area, there are
both domestic and dedicated fire lines. The fire lines supply the fire sprinkler systems of the
larger buildings and include appropriate backflow protection. The water system also includes
a connection into the snowmaking system for the Musical Chairs run, for supplemental supply.
This connection, at the north and of the Village Area also includes appropriate backflow
protection. Most of the existing customers on the system are not metered, however SMR has
started to require new construction to include water meters inside their buildings, and meters
have been added to some of the larger buildings in the central village area. A system map for
the existing water distribution system can be found in Appendix B.
2.3.6.Existing Pressure Zones
The current water distribution system operates within four (4) main pressure zones controlled
by six (6) main-line PRV assemblies. Locations of these PRV assemblies are noted on the
distribution system map included in Appendix B. All water customers on the SMR system are
required to have individual pressure reducing valves (PRVs) on their service lines to maintain
building pressures below 80 psi and as a redundant backup in case of main-line PRV failure.
The pressure zones are further described as follows:
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SMR Water Facility Plan
• Zone 1 — Crystal View Subdivision: The Crystal View Subdivision is fed directly from
Reservoir #3 and includes two (2) pressure zones, addressed as sub-zones to Zone 1
as follows.
o Sub Zone 1A: Pressure to Zone 1A is controlled by a pressure reducing valve
(PRV) assembly located uphill from the subdivision. This PRV assembly reduces
inlet pressure from approximately 98 psi to 55 psi, maintaining static pressure
within the upper portion of the subdivision between approximately 55 and 82 psi.
The PRV assembly includes a 6" PRV, sized to pass fire flow, and a 1" PRV in
parallel, sized to handle domestic demand.
o Sub Zone 1 B: Pressure to Zone 1 B is controlled by a PRV assembly located
near the intersection of Crystal Springs Road and Island View Road. This PRV
assembly reduces inlet pressure from approximately 82 psi to 45 psi, maintaining
static pressure within the lower portion of the subdivision between approximately
45 and 80 psi. The PRV assembly includes a 6" PRV, sized to pass fire flow, and
a 1" PRV in parallel, sized to handle domestic demand.
• Zone 2 — Upper Crystal Springs and Mountainside: Pressure Zone 2 includes the
upper Crystal Springs area and Mountainside (a.k.a. Trapper's Creek) subdivision. This
zone is pressurized directly from the Lower Reservoir #1 with static pressure ranging
from approximately 35 to 103 psi.
• Zone 3— Lower Crystal Springs and Central Village: Pressure to Zone 3 is controlled
by PRV assemblies located along the lower portion of Crystal Springs Road and along
Pinnacle Ridge Road. These PRV assemblies reduces inlet pressures from
approximately 103 psi to 60 psi, maintaining static pressure within Zone 3 between
approximately 60 and 130 psi. Each of these PRV assemblies includes an 8" PRV,
sized to pass fire flow, and a 2" PRV in parallel, sized to handle domestic demand.
• Zone 4 — Below Central Village: Pressure to Zone 4 is controlled by PRV assemblies
located below Village Lane and along the Musical Chairs Ski Run. These PRV
assemblies reduces inlet pressures from approximately 130 psi to 40 psi, maintaining
static pressure within Zone 4 between approximately 40 and 109 psi. Each of these
PRV assemblies includes an 8" PRV, sized to pass fire flow, and a 2" PRV in parallel,
sized to handle domestic demand.
2.3.7.Existing Sky House Booster System
The Sky House Lodge (a.k.a. Summit Lodge), which sits at the top of the ridge next to the top
of the Great Escape chair lift, is supplied from Reservoir #3 through a series of booster pump
stations and water tanks. These facilities are dedicated strictly to the domestic and fire sprinkler
demands for the Sky House Lodge, which sits at an elevation of almost 6,400 feet. These
facilities are further described as follows:
• Booster Station #3: Booster Station #3 is located inside the upper control building
and pumps water from Reservoir #3 to Reservoir #4. This station consists of a skid
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SMR Water Facility Plan
mount, duplex, package Grundfos BoosterPaQ system capable of delivering 5 gpm at
688' TDH, each pump.
• Reservoir #4: Reservoir #4 sits next to Booster Station #4 and receives flow from
Booster Station #3. This reservoir is a 1,200-gallon, pre-cast concrete, buried tank,
which feeds Booster Station #4.
• Booster Station #4: Booster Station #4 is located inside a small building, along the
west side of the Ridge Run, and pumps water from Reservoir#4 to Reservoir#5. This
station consists of a skid mount, duplex, package Grundfos BoosterPaQ system
capable of delivering 5 gpm at 582' TDH, each pump. The building for Booster Station
#4 also houses a 13-kW propane generator to provide emergency backup power to the
booster station.
• Reservoir #5: Reservoir#5 sits next to the Sky House Lodge and received flow from
Booster Station #4. This reservoir is a 16,900-gallon, partially buried, cast-in-place
concrete tank.
• Booster Station #5: Booster Station #5 is located inside a building, next to Reservoir
#5, and supplies the Sky House Lodge from Reservoir #5. This station consists of a
skid mount, triplex, package Grundfos BoosterPaQ system capable of delivering 98
gpm at 138' TDH, each pump. The building for Booster Station #5 also houses the
pressure tanks, which serve the Sky House, as well as a 175-kW diesel generator to
provide emergency backup power to the booster station as well as the lodge.
2.4.Existing Water System Demand
SWC currently serves 558 Equivalent Residential Units (ERUs) with another 45 ERUs
allocated, but not yet connected. Average and maximum day demands are estimated based
on mountain water usage data from 2018, which is the highest unit demand year from the 2018
through 2022 data that was analyzed. The average day demand (ADD) in 2018 equates to
117 gpd/ERU. This includes demand from snowmaking operations, which at times are
supplemented from the wells. The maximum day demand (MDD), excluding snowmaking,
occurred on January 1, 2018 when 134,517 gallons of water was used. With 448 ERUs
connected in 2018; this results in a MDD unit flow of 300 gpd/ERU. Comparing the calculated
MDD, using this methodology, to the calculated ADD shows and MDD:ADD ratio of 2.6:1, which
falls within typical published values, which range from 1.5:1 to 3.0:1. Water usage data from
2018 can be seen in Appendix C.
PHD is calculated from Equation 3-1 from the June 2020 Revision to the Washington State
Department of Health Water System Design Manual (WSDM) as outlined below. ERUMDD is
the max day demand per ERU; C and F are coefficients based on the number of ERUs available
from Table 3-1 in the WSDM; and N is the number of ERUs. Based on the current active
connections, a PHD of 251 gpm (648 gpd/ERU) is calculated.
WSDM WA DOH Equation 3-1
PHD = ("'14MDD) (C - N + F) + 18
40
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SMR Water Facility Plan
300
PHDexisting = (1440) (1.6 * 558 + 225) + 18 = 251 gpm
2.5.Existing System Hydraulic Analysis
SMR's existing water distribution system has been analyzed to verify compliance with Idaho
Rules for Public Drinking Water Systems (IDAPA58.01.08 section 552). The PHD and MDD
plus fire flow were analyzed with a steady state model using Bentley System's WaterCAD V8i
water distribution analysis and design software package. The model was built based on
available record drawing information for SMR's water distribution system and supplemental
survey of key infrastructure. Unit demands were distributed across nodes in the model to
accurately reflect dynamic system operation. Hydraulic modeling results can be found in
Appendix D.
Hydrant flow tests were conducted at various hydrants throughout the system to calibrate the
hydraulic model by varying the Hazen Williams coefficients in pipes throughout the system.
The hydrant flow tests were reasonable for all hydrants that were tested in Pressure Zone 2
with modeled results within a few psi of physical conditions. All hydrant tests below the PRV
stations had physical flows that were lower than modeled results. These reductions in physical
flows were probably due to adjustments that are needed with the PRV stations and due to the
PRVs not fully opening during hydrant testing. It is recommended to further investigate the PRV
station issues, hydrant test, make adjustments, and recalibrate the model once the snow has
melted and weather is more amenable to flow testing. The current results for the hydraulic
model have the Hazen Williams coefficients in the pipes all equal to 140. This coefficient would
be a conservative value for PVC pipe as typically PVC has a value of 150. This would have the
model producing a conservatively high amount of friction loss through the water system.
The hydraulic model was used to analyze the water system at high and low pressure. High
pressures were analyzed by looking at static pressure throughout the system. During static
pressure, the system pressure is required to be less than 100 psi, unless otherwise approved
by IDEQ on a case-by-case basis. Low pressures were analyzed by looking at the maximum
day demand plus fire flow and peak hour demand. During maximum day plus fire flow, the
system pressure is required to be greater than 20 psi. During peak hour demand, the system
pressure is normally required to be greater than 40 psi.
Static pressures in an isolated upper portion of Crystal Springs Road are lower than 40 psi.
Node J-199 has a pressure of 35 psi during static and peak hour demand. The six (6) lots along
Crystal Springs Road served between Nodes J-199 and J-264 do not meet the minimum
pressure requirement of 40 psi during peak hour demand. These are existing developed lots
that have been served at these pressures since the water system was developed, prior to the
40-psi minimum requirement. Newer lots being developed within the Crystal View Subdivision,
further up Crystal Springs Road, are served from higher pressure Zone 1, as described above,
and all meet current minimum pressure requirements.
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SMR Water Facility Plan
There are also isolated portions of the system that have high pressures greater than 100 psi,
with the highest pressures at the lower ends of the pressure zones, as described in Section
2.3.6. As described above all water customers on the SMR system are required to have
individual pressure reducing valves (PRVs) on their service lines to maintain building pressures
below 80 psi and as a redundant backup in case of main-line PRV failure. Due to the steep
terrain and large elevation changes within the service area, higher pressures in portions of the
distribution system are required for efficient system operation.
During maximum day demand plus fire flow, most of the system can meet the fire flow
requirements as described in Section 3.3.2. There are currently six (6) Hydrants along Crystal
Springs Road that are not able to deliver 2,000 gpm fire flow with a minimum residual of 20 psi
(HYD 005, HYD 010, HYD 015, HYD 020, HYD 025, and HYD 030).
2.6.Drinking Water Quality
Daily monitoring includes pH, temperature, and chlorine residual with samples taken at the Day
Lodge. Monthly monitoring for total Coliform bacteria is also required. Periodic disinfection
biproduct and lead copper monitoring are also required as well as additional monitoring of the
groundwater wells. A Monitoring Schedule Report for the SMR water system from IDEQ is
included in Appendix E. Sampling results from the past five (5) year taken from IDEQ's Public
Drinking Water Switchboard can be seen in Appendix E.
2.7.Violations
A review of IDEQ records shows no positive Total Coliform results over the previous five (5)
years. Over the past five (5) years one (1) routine chlorine monitoring, one (1) routine E. Coli
monitoring, and one (1) Lead and Copper consumer notice violation have been noted by IDEQ.
A copy of these records from IDEQ's Public Drinking Water Switchboard can be seen in
Appendix E.
2.8.Public Health and Water Quality Considerations
Protection of groundwater, as the source water for SMR, will be considered during construction
of any proposed improvements. Protection of existing water mains and other water
infrastructure from contamination during construction will also be achieved. Construction
practices including flushing, disinfection and bacteriological testing of new water mains and
facilities will be implemented in accordance with IDEQ Rules and AWWA Standards to ensure
uninterrupted compliance with SMR's water quality standards.
2.9.Cross Connection Control
All cross connections are isolated from the potable water system by approved backflow
prevention assemblies. There are approximately 50 backflow devices located throughout the
water system including on various building fire suppression systems, on the supplemental
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SMR Water Facility Plan
snowmaking line, and in the various restaurant facilities. These assemblies require annual
inspection and testing in accordance with IDAPA 58.01.08.
2.10. Sanitary Survey
The most recent sanitary survey of the SMR system was completed by the Panhandle Health
District on June 14 and 24, 2019. The Sanitary Survey found that the system was in substantial
compliance with the Idaho Rules for Public Drinking Water Systems, and all significant
deficiencies noted during the survey were corrected. A copy of the survey is included in
Appendix F.
2.11. Groundwater Hydrology
2.11.1. Crystal Springs Aquifer System
All the existing wells serving the SMR Water System draw groundwater from what is referred
to herein as the Crystal Springs Aquifer System (CSAS). The CSAS is a two-aquifer system
consisting of an unconsolidated glacial and alluvial deposit aquifer overlying a crystalline
bedrock aquifer. In 2020, John Monks, P.G. of Monks Hydro-Geoscience completed a safe
yield analysis for the CSAS. A copy of this analysis is included in Appendix G. The analysis
concludes that the CSAS has an estimated capacity of between 120 and 180 million gallons,
which is recharged every year, through precipitation. Assuming 50% of this capacity can be
captured through groundwater pumping, results in an estimated capacity of the CSAS to serve
approximately 1750 ERUs.
A vallable Capacity=(150 MG/year x 0.5)/(117gpd/ERUx 365 days/year)=1756 ERUs
A seismic refraction survey was completed for the CSAS in August of 2021 to help identify
bedrock fracture zones for locating Well #8 and additional future wells. A copy of this survey
can be seen in Appendix G. Well site approval for Well #8 and two (2) additional well locations
was granted by IDEA in a letter dated August 26, 2021, also included in Appendix G.
Additional analysis of the CSAS was completed by Tom Mullen, PG, LHG of Northwest
Groundwater Consultants in a letter report dated January 26, 2024, included in Appendix G.
2.11.2. Schweitzer Creek Development Area
Development of groundwater source capacity outside of the CSAS area is recommended
before build-out approaches the 1750 ERUs estimated as the 50% capacity of CSAS. The
Schweitzer Creek Development Area (a.k.a. Base Camp Area) has been identified as a
potential location. During September of 2023, a geophysical investigation was completed for
this area to identify potential locations for future groundwater wells outside the CSAS. Results
of this investigation are included in Appendix G. Potential target zones have been identified
in this area and test drilling of these target zones is expected to be completed in 2024.
Ard u rra 10

SMR Water Facility Plan
2.11.3. Other Drinking Water Systems
There are currently three (3) other public drinking water systems as Schweitzer as follows:
• Ridge Water System (PWS #ID1090254), owned and operated by Schweitzer Water
Company.
• Schweitzer Basin Water System (PWS #ID1090124), owned and operated by
Schweitzer Basin Water LLC (SBWC).
• The Spires Water System (PWS #1090252), owned and operated by Spires Water, LLC,
These water systems are also served by groundwater wells, none of which draw from the
CSAS. There is currently an emergency intertie between the SMR system and the SBWC
system. There is also an emergency intertie between the SBWC system and the Spires
system. A map showing boundaries for these water service areas can be found in Appendix
H.
2.12. Utility Use
The following companies provide utility services other than water at Schweitzer.
• Schweitzer Utility Company - Sewer
• Avista Utilities — Natural Gas
• Ziply Fiber— Telephone/Internet
• Northern Lights Inc. — Power
• Intermax — Fiber Optic/Internet
The SMR water system currently utilizes power and telephone service at their control buildings
and booster pump stations.
3. Future Conditions SMR Service Area
3.1.Projected Growth
Projected growth in the SMR service area is expected to be approximately 40 ERUs per year
or about 7.2% annually. This is based on growth data for the system over the last 2 years and
projected plans for development at Schweitzer. For comparison, the United States Census
Bureau shows a 21 .1% population change from 2010 to 2021 for Bonner County, which
amounts to about 1 .9% annual growth.
Ultimately, proposed upgrades and expansion will be designed to serve projected build-out of
the SMR service area. Build-out projections, broken out by development area, are summarized
in the following Table 3-1.
Ard u rra 11

SMR Water Facility Plan
Table 3-1 SMR Water Buildout Projection
Water
Description ERUs Notes
Crystal Springs Subdivision 102 From JAS Lot Density Map, 5/18/2004
Copper Ridge Condos 20 From Bonner County GIS
Crystal Run Condos 18 From Bonner County GIS
Village Area 782 From JAS Lot Density Map, 5/18/2004
Trappers Creek Subdivision 79 Trappers Creek platted density
Sky House 15 T-O Estimate, e-mail 3/15/2016
Crystal View Development 21 From Preliminary Plat
Schweitzer Creek Devlopment 400 Estimated from DW B-Base Sketch, 12/17/2021
Sky House Development 12 Estimated from DW SkyHouse Base Sketch, 12/20/2021
TOTAL 1449
The following Figure 3-1 shows location of the development areas described in Table 3-1.
3.2.Forecast of Growth and Demand (Build-out)
Assuming a growth rate of 40 ERUs per year, it will take approximately 22 years to reach build-
out to 1449 ERU's. For the purposes of this facilities plan, all related calculations will be based
on an SMR service area build-out of 1449 ERU's. An ADD unit demand of 117 gpd/ERU was
calculated based on flow data from previous years.
3.3.Water Facilities Needed for Projected Buildout
3.3.1. Water Supply and Storage
An analysis of existing and projected water system capacity considering available storage and
well sources can be found in Appendix I. This analysis shows that the existing water system
has adequate source and storage capacity to serve up to 770 ERUs with the largest producing
well (Well #5) out of service. The analysis also shows that the estimated capacity following
completion of the Well #8 pumping system will increase to approximately 1140 ERUs. For the
projected buildout of 1449 ERUs, development of an additional well or wells, totaling 65 gpm
in capacity, will be needed. These calculations assume the addition standby power capable of
running all wells, which eliminates the need for standby storage in the reservoirs and reduces
the fire storage requirements. The upgrade to standby power is anticipated to be completed
as part of the Well #8 pumping system upgrades in 2024.
3.3.2.Fire Flow Requirements
Fire flow requirements utilized in the above analysis, are based projected new construction
Type V-B of up to 23,300 SF (worst case) with a 50% reduction for automatic sprinkler systems
per current International Fire Code (IFC). This results in a required fire flow of 2,000 gpm for
a one (1) hour duration. The calculations above however assume a 2-hour duration to also
meet code requirements for Type V-B single family dwellings, up to 6,200 SF with no automatic
sprinkler systems. See IFC Appendix B, included In Appendix I. It is anticipated that future
Ard u rra 12

SKY HOUSE
�((115 ERUs) jOU_SE -
Schweitzer- FIGURE 3-1
FUTURE MEE SCHWEITZER WATER COMPANY
DEVELOPMEN
(12 ERUs) SMR DEVELOPMENT AREAS WITH PROJECTED WATER ERUs AT BUILDOUT
TOWNSHIP 58 NORTH,RANGE 02 WEST,BOIISE MERIDIAN
BONNER COUNTY,IDAHO
APRIL 2024
LEGEND
SKY HOUSE
VILLAGE AREA
Y
J
-� TRAPPERS CREEK
r
SCHWEITZER CREEK DEVELOPMENT
TRAPPERS CREEK SUBDIVISION
79 ERUs
1.
v VILLAGE AREA } CRYSTAL VIEW DEVELOPMENT
782 ERU,
CRYSTAL VIEW DEVELOPMENT
21 ERUs V / y' CRYSTAL SPRINGS SUBDIVISION
SCHWEITZER CREEK DEVELOPMENT
00i SERVICE AREA
400 ERUs SCHWEITZER BASIN WATER COMPANY
ONE'S
COPPER RIDGE C
u (20 ERUs)
SCHWEITZER BASIN WATER
G COMPANY RIDGE WATER SYSTEM
l (j`
SERVICE AREA
CRYSTAL RUN C NDOS CRYSTAL SPRINGS SUBDIVISION p ;
(18 ERUs) 102 ERUs O • PROPOSED SCHWEITZER RIDGE
DEVELOPMENT
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ARDURRA
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0 208-762-36441 WWW.ARDURRA.COM

SMR Water Facility Plan
development at Schweitzer will comply with these standards or better however, if it does not,
additional storage capacity and distribution system upgrades may need to be developed.
The last reservoir expansion project, completed in 2007, was to accommodate the fire flow
requirements for the White Pine Lodge project, which per the Schweitzer Fire District (SFD)
had a requirement of 1,875 gpm for a two (2) hour duration (see correspondence in Appendix
1). There was discussion at the time of providing additional reservoir capacity to serve the fire
flow needs of two (2) older existing condominium buildings (the Highlands and Copper Ridge
Condominiums) located within the SMR service area. Being un-sprinklered, these buildings
had a significantly higher requirement of 3,000 gpm for three (3) hours, under fire code, but
had been approved and constructed before the code was enforced at Schweitzer. During a
previous master planning and water modeling effort, conducted by James A. Sewell and
associates in 2007, it was determined that existing water main sizes in the vicinity of these
condominiums could not support fire flows this high. Thus, reservoir sizing to achieve these
flows would not be advantageous. Any future buildings of this type and size developed within
the SMR service area will be required to have automatic sprinkler systems.
3.4.Projected Buildout Hydraulic Analysis
The existing hydraulic model was updated to incorporate buildout demands for SMR's water
distribution system. Unit demands were updated based on projected ERUs and distributed
across nodes in the model. Hydraulic modeling results can be found in Appendix D.
The buildout demands for maximum day plus fire flow and peak hour demand scenarios were
analyzed for the existing system (See Section 3.2 for the projected buildout growth) to see if
the increase in demands would cause excessive pressure loss in the system.
The buildout peak hour demand has the same low-pressure issues on upper Crystal Springs
Road as existing peak hour demand (less than 40 psi). With the increase in demand, the
system does not experience low-pressure issues in any other areas.
The increased demand during buildout maximum day demand lowered the available fire flow
to the system as summarized in Appendix D. The same hydrants along Crystal Springs Road
experience fire flows below 2,000 gpm. The lowest projected available fire flow is at hydrants
HYD 015, HYD 020, and HYD 025 at 1,362 gpm at 20 psi residual. Recommendations for
improving fire flow to this area is described in Section 5.
4. Future Conditions Supplemental Service to the Ridge PWS
4.1.Projected Growth SMR Plus Ridge
The Ridge public water system (PWS #ID1090254) is a separate water system also owned and
operated by SWC. The Ridge system currently serves the Schweitzer Village Subdivision and
will eventually serve the proposed Schweitzer Ridge development to the west (see Figure 3-
1). Existing water system infrastructure consists of one (1) approved groundwater well with a
capacity of 30 gpm; a wellhouse/control building; a 201,000-gallon water storage reservoir; and
Ard u rra 13

SMR Water Facility Plan
8" PVC water mains. A second well was constructed, and test pumped in 2007, but never
brought on-line. SWC is planning to re-pump test this well in 2024. During September of 2023,
a geophysical investigation was completed in the Ridge area to identify potential locations for
future groundwater wells. Results of this investigation are included in Appendix G. Test
drilling of identified target zones is expected to take place during the summer of 2024.
As a backup plan, in case additional viable groundwater sources in the Ridge area cannot be
developed, water source capacity from the SMR system may be utilized to supplement the
Ridge system. This would require a booster pump station near SMR Reservoir #1 and
approximately 4,500 LF of piping through the Spires service area to a new reservoir above the
proposed Schweitzer Ridge development. A pipe sleeve has already been placed beneath a
roadway within the Spires to accommodate this. The preferred option is to keep the Ridge
Water System as an independent system, with development of additional groundwater sources
within or near that area. Supplementing from the SMR system would be considered a fallback
option, however with plans for additional development in the Ridge service area, having a viable
backup plan is necessary.
Capacity calculations for the Ridge system are included in Appendix J and estimate that the
existing Well #1 and reservoir have adequate capacity to serve up to 144 ERUs. Build-out
projections, broken out by development area, and including the projected buildout of the Ridge
system are summarized in the following Table 4-1. This shows a projected buildout of 1703
ERUs if supplemental service to the Ridge system is provided.
Table 4-1 SMR Plus Ridge Water Buildout Projection
Water
Description ERUs Notes
Crystal Springs Subdivision 102 From JAS Lot Density Map, 5/18/2004
Copper Ridge Condos 20 From Bonner County GIS
Crystal Run Condos 18 From Bonner County GIS
Village Area 782 From AS Lot Density Map, 5/18/2004
Trappers Creek Subdivision 79 Trappers Creek Platted Density
-Sky House 15 T-0 Estimate, e-mail 3/15/2016
-Crystal View Development 21 From Preliminary Plat
Schweitzer Creek Development 400 Estimated from DW B-Base Sketch, 12/17/2021
-Sky House Development 12 Estimated from DW Sky House Base Sketch, 12/20/2021
Schweitzer Village Subdivision 222 Schweitzer Village Platted Density Less Density Transferred to SR
Schweitzer Ridge (SR) Development 176 From DW Schweitzer Ridge Alternative 3 Refined
Deduct for Ridge Well #1 Capacity -144 See Ridge Water System Capacity Calculation
TOTAL 1703
Figure 3-1 shows approximate location of the development areas described in Table 4-1. A
separate Water System Facility Plan will be developed for the Ridge Water System addressing
water storage, fire flow and distribution system requirements internal to the Ridge water service
area.
Ard u rra 14

SMR Water Facility Plan
4.2.Forecast of Growth and Demand (Build-out) SMR Plus Ridge
There are currently 56 active connections on the Ridge water system, with another 66
connections committed but not yet connected. Assuming an estimated growth rate of 50 ERUs
per year for the combined service areas, it will take approximately 22 years to reach build-out
to 1703 ERUs.
4.3.Water Facilities Needed for Projected Buildout SMR Plus Ridge
4.3.1. Water Supply and Storage
An analysis of existing and projected water system capacity for supplemental service to the
Ridge Water System considering available storage and well sources in the SMR system can
be found in Appendix J. For the projected buildout of 1703 ERUs, development of an
additional well or wells totaling 55 gpm is needed. This would be in addition to the 65-gpm
needed for buildout of the SMR system without the Ridge.
5. Description and Implementation of Improvements
5.1.Recommended Improvements
Improvements recommended to serve projected build-out of the SMR Service Area (1449
ERUs) include the following:
• Well #8 Pumping System — Install a proposed 74 gpm, 7.5 HP pump in Well #8,
including dedicated feed piping from the well to the upper control building and above
ground mechanical piping, valves, and flow meter inside the upper control building. A
new variable frequency drive (VFD) will also be installed for operation of the well pump.
Spare dedicated piping to accommodate the proposed future wells will also be installed
to the upper control building in common trench, with stub-outs to the future well sites.
• Power System, Monitoring and Control Improvements — Upgrade the utility service
at the lower control building from a single-phase to a three-phase service. Reconfigure
the power system to power the upper building from the lower building. Remove the
existing generators at the upper and lower buildings and replace them with a new larger
generator to provide standby power to both the lower and upper buildings. The new
generator will be sized to run all the existing and proposed future well pumps.
• Crystal Run Water Main Looping — Create a new looped section of 8-inch water main,
connecting into the existing 8-inch main at the end of Chutes Lane, running behind the
Crystal Run condominiums, replacing the existing 2-inch main, and extending through
to the existing 8-inch main in Crystal Springs Road. This will improve available fire flow
as further described in Section 5.3.
• New Well #9 and Pumping System — Install a new well and pumping system to serve
projected build-out of the SMR Service Area. This well will be constructed at one of the
already approved additional well sites (see Figure 2-2), with an anticipated capacity of
65 gpm. This well will also be tied into the existing upper control building, which is
currently undergoing expansion and upgrade to accommodate additional future wells.
Ard u rra 15

SMR Water Facility Plan
Improvements recommended as a backup plan for supplemental service to the Ridge water
system, only if adequate groundwater supply within the Ridge system cannot be developed,
include the following:
• Booster Pump Station, Dedicated Feed Main and Reservoir — Install a duplex
booster pump station, with a capacity of approximately 55 gpm (each pump) to pump
from SMR Reservoir#1 ; approximately 4,500 feet of 3-inch dedicated feed main; and a
new 250,000-gallon water storage reservoir located above the proposed Ridge
development. Standby power to run the booster pump station in the event of a power
outage would also be included.
• New Well #10 and Pumping System — Install a new well and pumping system to serve
combined projected build-out of the SMR and Ridge Service Areas. The well will be
constructed at one of the already approved additional well sites (see Figure 2-2), with
an anticipated capacity of 55 gpm. This well will also be tied into the existing upper
control building, which is currently undergoing expansion and upgrade to accommodate
additional future wells.
5.2.Evaluation of Costs
5.2.1. Capital Costs
Capital costs for recommended improvements to serve projected build-out of the SMR service
area are estimated based on the most current estimating data and are summarized in the
following Table 5-1. Estimated costs include a contingency amount as well as estimated
survey and engineering costs, as a percentage. All costs represent todays costs, and should
be adjusted as appropriate with inflation depending on timing of implementation.
Table 5-1 Estimated Capital Cost of Improvements
SMR Projected Build-out Cost
Well #8 Pumping System -
Power System, Monitoring and Control -
Crystal Run Water Main Looping -
New Well #9 and Pumping System -
Total -
Based on estimated costs in Table 5-1, the resulting cost per additional connection served by
those improvements is approximately $1,587 per ERU.
Capital costs for additional improvements to supplement service for projected build-out of the
Ridge Water System service area are summarized in the following Table 5-2.
Table 5-2 Estimated Capital Cost of Additional Improvements
Supplement for Ridge Water System Build-out Cost
Booster Pump Station, Dedicated Feed Main and Reservoir -
New Well #10 and Pumping System -
Total -
Ard u rra 16

SMR Water Facility Plan
Based on estimated costs in Table 5-2, the resulting cost per additional connection served by
those improvements is approximately $11,406 per ERU.
5.2.2.Funding Source for Capital Improvements
Funding for the above capital improvements for the SMR service area (Table 5-1) will be
provided by Schweitzer Water Company. If improvements for supplemental service to the
Ridge Water System are implemented (Table 5-2), funding will come from both Schweitzer
Water Company and the development company proposing the Schweitzer Ridge Development.
Water main extensions to serve new development will be paid for by the developers.
5.2.1. Organizational and Staffing Requirements
Operational requirements do not change significantly with the proposed improvements.
Currently the water system classifications are:
• Drinking Water Distribution — Class II
• Drinking Water Treatment— Class I
These classifications do not change because of the proposed Improvements.
5.3.Recommended Improvements at Projected Buildout Hydraulic Analysis
5.3.1. Crystal Run Water Main Looping
The existing hydraulic model was updated to incorporate buildout demands and the proposed
8-inch Crystal Run Water Main Loop to SMR's water distribution system. Unit demands were
updated based on projected ERUs and distributed across nodes in the model. Hydraulic
modeling results can be found in Appendix D.
The Crystal Run Water Main Looping alternative would increase the available fire flow to the
system by creating a loop and allowing flow from Reservoir 1 to come to a hydrant from 2
directions. For this analysis, the system was evaluated under buildout maximum day demand.
One objective of the improvement would be to increase the availability to provide fire flow to
the larger un-sprinklered condos (the Highlands and Copper Ridge).
The 8-inch loop behind the Crystal Run Condominiums would increase the available fire flow
to the entire system. The modeled fire flows at all hydrants are above 2,000 gpm with this
recommended looping. HYD 020, located immediately south of the Copper Ridge condos, is
modeled to increase from 1,410 gpm to 2,264 gpm fire flow. HYD 040, located adjacent to the
Highland condos, is modeled to increase from 2,367 gpm to 2,894 gpm.
Ard u rra 17

SMR Water Facility Plan
APPENDIX A
Well Driller's Reports
Ardurra

• Page 36 May 15,2020
Form 238-7
6/07 IDAHO DEPARTMENT OF WATER RESOURCES
NEW WELL #4
WELL DRILLER'S REPORT
1.WELL TAG NO.D 00778872
�1 12.STATIC WATER LEVEL and WELL TESTS:
Drilling Permd No f{aq 1516 Depth first water encodrtered N 6 Slaht water level(ft)6
Waver not or mlacLon well a g -09 Water tempof Cold c Cold
—
2. ( ) action l hole temp.!F)
2.OWNER: Describe access port steel welded Cap
Name Resort Water Go.Inc.
Well test: Ted fttNllod:
Address village n Ste.A
t}awd—(feed rasdMarpew Teatdwason pump eater tin Ikra tip
anal a.
City Sa p01n slate zip83864 Wcd q1 fm nuln glom ❑
3.WELL LOCATION ❑ ❑ ❑
Twp 58 Nortn® or South❑ Rge. 2 East❑ or West iji Water quaUty test or comments:
Sea 114 NW T/4 SW 114 13.LITHOLOGIC LOG andfor repairs or Nbondonmerd:
Bonner
er --qq� Bore From To RemsrU.anw rlo loay w d—ripn of npaln w
co water
ON
(tit Iffl abandonment,walar temp. Y N
Y1 L«
at. 48 0 21.unty 822 u r . x
— (Des A o riv—,i'—ums) 14 ZD W t5ouldlers,U00bies and-Band x
Long, 337348ices and o.o.nr minroal ompos
Address of Well Site n o rye a prings d c fa l e x
City an pole raniie x
...�, _ . ... �. rant e
Lot 61k Sub.Name I-ractured Grantle x
4.USE:
❑Domestic �d Munrfpa' ❑Monror ❑krgatlon ❑Thermal ❑Injection
❑�r ra ur rant e x
10 147 1 190 Uranile x
8.TYPE OF WORK: 10 190 19a -Fractured uranite
❑New welt ❑ReRacement wet ®Modify existing well
❑Abandoriment ❑Other 96-92-N nl
6.ORILL METHOD:
®Air Rotary ❑Mud Rotary L Cade ❑Other
7.SEALING PROCEDURES:
"Wa IF,—,41111 To i Oua,tity flee w n i Pwaerrrra mrrodrwoaad✓o
Itsenjontle urota u 1 58 1 11350 l5s. I Temp. asing
remmle
6.CA31NGILINER:
IIFFro.M) rr To(it yr, uw—1 Gaainy Linw � aadod Waded
F +2 100 .365 -eel ® ❑ ❑
art 10 220 e ❑ ® 0 ❑
❑ ❑ ❑ ❑
❑ ❑ ❑ ❑
Was drive shoe used? ❑Y ®N Shoe Depths)
9.PERFORATIONSISCREENS:
Perforations ❑Y ®N Method
Manufactured screen ®Y ❑NType PVC Slotted
Method of installation
F..(fit To(it) Sloi Gila 4-4—i Dlwneie Va:onal Corn Gougow 9vwdid•
n^^ bred Depth rMoar rable;220
140 1 5 7/23/2018 8/14/2018
_ Da:e Started Date Corr IeteO.
PVC; ISO 14.DRILLER'S CERTIFICATION:
(/We certify that all mnimum well construct,on stardards were complied with at
the t,me the rig was removed
Length of Headplpe Length of Tailpipe Horsley Drilling 2
Packer[j Y ON Type Company Nam , Inc..e Co.No.
10.FILTERPACK: 'PrinapalDrif r In" Date 8/15/2018
Fillar Nereus From(e) Tote) Marbly pea a le) n uirwni nwinod 8/15/2018
'Driller / Date
'Operator II Date
11.FLOWING ARTESIAN: Operator I Date
Flowing Anesiam ❑Y 2 N Arles an Pressure(PSIG)
'Signature of Principal DNllar and rig operator are required,
Descibe control device

• Page 37 May 15,2020
t ra_ver. 4� iil ��99 ob
F°:�10'f' 2 10 IDAHO DEPARTMENT OF WATER RESOURCES I
OFITHEW ,, WELL DRILLER'S REPORT Ins WELL #5 -
i.WELL 191 '0� u_V �'1'0 70S 077C Gfi T!-
DRILLING PERMIT NO Yk--11-N- 2 WELL TESTS: tat
Other IOWA No. -_ Pump ❑Baiter 0Air ❑ Flowing Artesian
2. ON R• S nee lgee. Oraw.owa I r Level I Thart
d
Name
1 �.s
P
c;y_s paulDeimT StatQ�ap
Water Temp. 3 �` 8o m�pl0 temp. —
3. LOCATION OF WELL by legal description: Water ouality,cal or commend 1'
Sketch map location meat agree with written location. Depthflrst Water Encounte�Q
N 12. LITHOLOGIC'LOG: (Describe repairs or abandonment) water
bin
Twp. North L�( or South U
rt From ro gomike: Use M, Water Owttty a Toelpantun y N
w sRge. East C or West D c + -
Sec. U__1/4vd /L/q 1/4 _
Gov't Lot County ACAW T
Let Long: se" 0 r.3 f o_�km rasz
s Address of Well Site U t Stria J . 9L, k +^!
City
e
Lt. 81k._ Sub. Name --
-_` M
4. USE:
Domestic Y.MuniclpU El Monitor i—llrrlgation rye
Thermal Injection pOtbsr__ S.. 7 flrAt
r� L 5. TYPE OF WORK check all that apply (Realacement etc.) M � ,
44
New WO 7Modity O Abandonment O Other
6.DRILL METHOD y
x Air Rotary -1 COD G Mud Rotary ]Olhar _ M 1 �'�•+�_
" L w..t
7. SEALING PROCEDURES _
SFAUFLTER PACK AMOUNI METHOD }
malat"I F— to Sod.or
Pound.
Was Drive store used' l N Shce Deptnls) hyr - —
Was drive shoe seal testad? X Y_, N How?_ A IA _
8. CASINGILINER:
land]*, Frow To !..a. Ma+.6.1 Coming LWO worried Th—d.d
r ♦ I'72: % 4 9l �] —
O ❑ ❑ ❑
❑ ❑ ❑ LJ
Length of Headpipa Length of Tailpipe
9. PERFORATIONSISCREENS �L
XPerfOratiOrts Method t{,a'r' J?Ar ar IaJ R
Screens Saw Type ' Completed Depth _ �_{Measurable',
Date- Started - Gomplrttad_���1�9°I
From To Ism sh.I Nor.a.r Olae.awl Muwal coning Una
�V/ tlree x u 13. DRILLER'S CERTIFICATION
ID Me teddy that at orinwirum well construction standards were compiled win at
❑ the time no rip was removed.Company Name LLC JDIafQFm It ro. 5V
10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: )
I H ft. below ground Artesian pressure . Ib. Firm OMua 1 —Dale o1
Depth flow encountered ft. Describe access port or and
control devices: rwtti L.a�_ Deller or Opeabr Date__
/ Sqn ens 1 Am or-w
FORWARD WHITE COPY TO WATER RESOURCES

• Page 38 May 15,2020
RECEIVED l� q�
Form M7 ID 0 DEPARTMENT OF WATER RESOURCES Off,ceuseOnly
F�j 2 WQ WELL DRILLER'S REPORT Iris
0r7'7C6'7 Twp WELL #6 -
Mow6alo�W r�► a?ob _
DRILQW RMIT N0.jW,•_ft-A[• .;;L43 __ - 11. WELL TESTS: I LIL Long:
Other IDWR No ❑Pump p Baifar Air O Rowing Artesian
2. 0 NER' PMd aoM Drwd.e. Pon. Lou I Tie. -
Name A
QC_ t - -
AddmsaAQp . 3A & ■AA.�'�
CM'- SIM4_
Water Temp. CD a 1 Bonom tide temp.
3. LOCATION OF WELL by legal description: water Ocakty fast or oommenbs: C,01 djc.L
Skairh map ;ccator mist agree with wrinen location n, Depth first WaterEncounter_�LD_
12. LITHOLOGIC LOG: (Describe repairs or abandonment) worst
p Bor. emarks: Llthol
North a South LJ Ors From r. R o9Y. w.ur Ouellty It Temperature Y k
R.qe. (:Y2 East _ or West G.a C t� S -t b^a�+�•`J
n • Sec, Za 5 ay 1t4 SrJ 1/4 �It/4 "
Gov't :cl CounTy �oMM�f S r...� n��4a►�i-
Lat Long: S
Nick—
S Address of Well Sila tie 41 01ajf"thA L L46 L47 4,
Ciy " i1r1 e`tl. ltita
_t. 81k. Sub, Name M 7
N
4. USE: s`
C Domestic Municipal ❑moraor In irrigation p32—
CThermal CInjection 0Other- a3L � X
S. TYPE OF WORK check all that apply (Replacement e4c.) is I&IT CIO A cje_ x
New Wei ❑ Modify ❑ ADandorlmeri _I Other I's i 4bhsw�rPe. a�'a'
6.DRILL METHOD ai .�'-
xArr Rotary n cable - mLd Rotary Other__.._ �- �"�-
-- M_as�7nr.a
7. SEALING PROCEDURES _
ci1r,F FA;X AMV J!.1 METHOD y4►�
�.•..:.i room fo Pou
Was dive ON used+ W C N Saps Oaper(e)
Was dnve shoe seal teabaA? Ig YO N How? 4 jj
B. CASINGILINER:
Dr.wu.r Frew i To 10s.9.1 1114100 C.—I Uner Wa4.4 'r�r....a
n G ❑ J
Length o' Heaapipe Length of Tailpipe
9. PERFORATIONS/SCREENS 1( - — — --
g perforations Method ��f�a.1ar _P�
Screens Screen Type_ Completed Deptr ftAW (Measurable)
Date Starled _�_�lG �i Completed LQ-11-1iM
rrom le owl lo"I k.w..r nw+r.br Mae" Going Lawn
L 1 K 0 13. DRILLER'S CERTIFICATION
O O liWe certify that all mrrmum well construction standards were complied wiel el
O O ale lima the rig was removed.
U)mpany Name�yl,�fle�Gr�ek� I,_SL_F.nn ND..3'93
10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: ii
16 ft. below ground Artesian pressure .. Ib. hem Official ---Osla /�// -
Depth now encountered fl. Describe access port or and
control devices:-__loth C&P Driller or Operator Date
!J O Al pZ_ w a,,D FORWARD WHITE COPY TO WATER RESOURCES

Form 238-7
6/07 IDAHO DEPARTMENT OF WATER RESOURCES WELL #8
WELL DRILLER'S REPORT
1.WELL TAG NO. D 0094252
12.STATIC WATER LEVEL and WELL TESTS:
Drilling Permit No. Depth first water encountered(n)22 Static water level(ft)26
Water right or in)ection well fr 96-09610 Water temp.('F)Cold Bottom hole temp.ft)Cold
2.OWNER: Describe access port Welded Steel Cap
Name Resort Water Co Inc. Well test: Test method:
Address 165 Village Lane Suite A Drawdown reel; Discharge or Test duration Rowing
( -eld( m) (minutes Pump Bailer Air artesian
ary Sandpoint state ID zip 83864 N/A 300 qpm 240 1 ❑ ❑ Z ❑
3.WELL LOCATION: I I ❑ ❑ ❑ ❑
Twp.58 North❑x or South❑ Rge,02 East❑ or West❑x Water quality test or comments:
Sec.20 114 NW 1i4 SW 1 .LITHOLOGIC LOG and/or repairs or abandonment:
�_
From To Remarks,lithology or description of repairs or Water
D (ft) (ft) abandonment,water temp, Y N
Lat.48 21 7788N (Deg.and Decimal minutes) 16 0 10 Gravel, Boulders& Decomposed Long. 116 c37.8510W (Deg and Decimal minutes) Granite x
Address of Well Site 10 22 Decomposed Granite x site End of Crystal Springs Road 16 22 30 Gravel & Broken Granite x
City Sandpoint 16 30 50 Decomposed Granite 1151.a s..� ra. ���..k7 1. �. �r .r mo ) x
Lot. Blk. Sub.Name 16 50 58 Soft Weathered Granite&Mica x
4.USE:
12 58 90 Soft Weathered Granite&Mica x
❑Domestic 0Municipal ❑Monitor ❑Irrigation ElThermal ❑In)ection 12 90 95 Fractured Granite 200 m X
p other Commercial 12 95 100 Black,White&Orange Granite x
5.TYPE OF WORK: 10 100 152 Black White & Oran a Granite x
21 New well ❑Replacement well ❑Modify existing well 10 152 156 Fractured Granite x
❑Abandonment ❑other 10 156 172 Black, White&Orange Granite with
6.DRILL METHOD: Small Fractures x
p Air Rotary ❑Mud Rotary ❑Cable ❑Other 10 172 174 Fractured Granite 100 m x
7.SEALING PROCEDURES: 10 174 200 Black,White&Brown Granite x
Seal material From(fl) To(fi) QuantityIbs or ft' Placement method/procedure
Bentonite Chips 0 20 600 Ibs lDry Pour
Grout I 20 60 2380lbs ITrernie
8.CASING/LINER:
DD'ameter From(fl) To(ft) Gauge, Material
ominal Schedule Casing Liner Threaded W"Idnd
n
10" 1 +2 1100 .365 Steel Z ❑ ❑ 0
8" 7 200 80 PVC ❑ Z ❑ ❑
❑ ❑ ❑ ❑
❑ ❑ ❑ ❑
Was drive shoe used? ❑Y ON Shoe Depth(s)
9.PERFORATIONS/SCREENS:
Perforations ❑x Y ❑N Method Air Perforated
Manufactured screen ❑x Y ❑N Type PVC
Method of installation Set In Place
From(fi i To(ft) Slot size Numbeot Diameter Matenat Gauge or Schedule
(nominal) Completed Depth(Measurable)200'
90 100 1/41 30 10" Steel .365 Date Started:09/13/2022 Date Com leted:09/19/2022
180 200 .020 -- 8" PVC 80 14.DRILLER'S CERTIFICATION:
I/We certify that all minimum well construction standards were complied with at
Length of Headpipe Length of Tailpipe the time the rig was removed.
Packer ❑Y ❑x N Type Company Name Horsley Drilling, nc. Co. No.632
10.FILTER PACK: 'Principal Drl r ���Q L 6 Date 09/19/2022
Filter maienal From(it) To(ft) Quantity(Ibs or it') Placement method
Driller Date 09/19/2022
Pea Gravel 58 100 6 ft3
Operator II Date
11.FLOWING ARTESIAN: Operator I /6 Date 09/19/2022
Flowing Artesian? ❑Y iZ N Artesian Pressure(PSIG) Signature of Principal Driller and rig operator are required
Describe control device

SMR Water Facility Plan
APPENDIX B
Distribution System Map
Ardurra

SCHWEITZER WATER COMPANY
SCHWEITZER MOUNTAIN RESORT (SMR) DISTRIBUTION SYSTEM MAP
Color Coding Legend
4
Pipe: Diameter(in)
0
J-159 J-1 J-30 J-22J-20
J_
<= 2.0 - J-3 -1 -1 8'' •1 J-239
Trappers �-1q0
<= 3.0 Creek Village B Schweitzer
Subdivision -21 RV-4B S
J-26 J-2 1
<= 4.0 � J J-92
2
<= 6.0 J- HY 060 J-
-- J-15 .+
<= 8.0 J-
1 J- J-1 J-11
-1 Y
.. _ -1 4 D
<= 10.0
Crystal View 1-29 �
Development
<= 12.0 J-259 65 Y
PRV-1A PRV-1B YD 153 HYD ARRV-PYD 080
Other �� 1 -# J-141 J-149 -
HYD 105 HYD 077 - 5
57 H J-76 ao`' J- 3 i •HYD 101H'r'D 103 7p,H J- 2 H 2
° OR 6' 1` HYD 099
J-102 I-101 J-1 , ; J-256 �� ob 50
Res 3 4 Res 1 J- YD 02 J-?58 °� -27 -41`
J-25 W267 `
J-146 J-163 HYD 104 =J. 1 2
s 2 J-145
YD HYD
J-161
J-250
J- 5
7
HYD 005 PR _ 9
..- J-8 J-2 YD 3
HY -�81
J-1 1
HY 010
Crystal Springs ; J-180 J-70 � ARDURRA
Subdivision J 1 7950 N.MEADOWLARK WAY,SUITE A
COEUR D'ALENE,IDAHO 83815
208-762-3644 1 WWW.ARDURRA.COM

SMR Water Facility Plan
APPENDIX C
Water Usage Data
Ardurra

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan. 1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
SODA ASH LOWER RESERVOIR LODGE LODGE BUILDING WATER
CL2 INJECTED TOTAL WATER WATER WATER USED IN
DATE RES PH ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS
1
1
1

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
RES ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
RES ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
RES ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS
m m1
1 1

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS
1 1

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
RES ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan.1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
LOWER RESERVOIR LODGE LODGE BUILDING WATER
INJECTED TOTAL WATER WATER WATER USED IN
RES ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS
1

MOUNTAIN UTILITY COMPANY-SCHWEITZER MOUNTAIN RESORT
FLOW DATA ANALYSIS PWS#1090123
FRONT SIDE-WATER
New Calendar Year Jan. 1,2018 thru Dec.31,2018
SELKIRK LAKEVIEW MILL TOTAL
SODA ASH LOWER RESERVOIR LODGE LODGE BUILDING WATER
CL2 INJECTED TOTAL WATER WATER WATER USED IN
DATE RES PH ALK GALLONS METER GALLONS USED USED USED VILLAGE COMMENTS

What was the total ammount pumped this year?: -
What was the total amount pumped during peak month?:
What was the total amount pumped on the peak day?: This includes snowmaking
Total pumped on peak day without snowmaking
Connections = 448 ERUs
ADD = 117.4 gpd/ERU
MDD = 300.3 gpd/ERU

SMR Water Facility Plan
APPENDIX D
Hydraulic Modeling Results
Ardurra

Schweitzer Water Model Results
Existing System Static Pressure, Res 1 HGL=5032'
Results View
14
o
4.aa..ate..... J J 22,o
A 'w I
• - ° 26 21 RV--
a.o • 20 J t 1-92
• _ n0 J- HY 0601
°A • timer J-2 1
• 100
• _ J-I' J-II
1ao J-20 Y 4 D
12 J 259 65 0 Y
VD 153 HYD
otter HVD 105 - 5
HY 101103-2) J 76 H
2
f`
J 01 J-I 0 -256
195
R=s 3 LJ �{ Ras I J-4i�D 102 -256 _27 41
J-163 J R
J 250
4 J^5
PR 0
J2
HY P81
J-I I
HY 010
Scenario Summary
ID 657
Label Existing-No Demand
Notes
Active Topology Base Active Topology
User Data Extensions Base User Data Extensions
Physical Existing
Demand No Demand
Initial Settings Base Initial Settings
Operational Base Operational
Age Base Age
Constituent Base Constituent
Trace Base Trace
Fire Flow Base Fire Flow
Energy Cost Base Energy Cost
Pressure Dependent Demand Base Pressure Dependent Demand
Transient Base Transient
Failure History Base Failure History
SCADA Base SCADA
Steady State/EPS Solver Calculation Base Calculation Options
Options
Transient Solver Calculation Options Base Calculation Options
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing System Static Pressure, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
J-4 4,682.76 0 4,932.52 108
J-8 4,670.39 0 4,932.52 113
3-11 4,676.52 0 4,932.52 111
3-12 4,668.20 0 4,932.52 114
3-14 4,709.63 0 4,932.52 96
3-18 4,685.71 0 4,932.52 107
3-19 4,687.57 0 4,932.52 106
3-20 4,661.90 0 4,932.52 117
3-21 4,711.50 0 4,932.52 96
3-22 4,664.09 0 4,932.52 116
3-24 5,164.04 0 5,172.36 4
3-25 5,175.00 0 5,182.52 3
3-26 4,827.35 0 5,032.00 89
3-27 4,828.36 0 5,032.00 88
3-28 4,844.36 0 5,032.00 81
3-29 4,853.30 0 5,032.00 77
3-30 4,795.25 0 5,032.00 102
3-31 4,806.75 0 5,032.00 97
3-32 4,709.51 0 4,932.52 96
3-33 5,037.92 0 5,032.00 -3
3-40 4,742.19 0 4,932.52 82
3-41 4,749.78 0 4,932.52 79
3-42 4,816.40 0 5,032.00 93
3-43 4,807.43 0 5,032.00 97
3-66 4,726.95 0 4,932.52 89
3-67 4,745.07 0 4,932.52 81
3-68 4,766.65 0 4,932.52 72
3-69 4,768.08 0 4,932.52 71
3-70 4,939.34 0 5,032.00 40
3-71 4,920.42 0 5,032.00 48
3-76 4,853.98 0 5,032.00 77
3-77 4,851.43 0 5,032.00 78
3-83 4,890.85 0 5,032.00 61
3-88 4,517.59 0 4,724.51 90
3-89 4,574.95 0 4,724.51 65
3-91 4,507.60 0 4,724.51 94
3-92 4,574.81 0 4,724.51 65
3-99 4,687.67 0 4,932.52 106
3-100 4,686.06 0 4,932.52 107
3-101 5,163.86 0 5,185.00 9
3-102 5,175.00 0 5,185.00 4
3-107 4,594.68 0 4,724.51 56
3-111 4,521.43 0 4,724.51 88
3-112 4,500.20 0 4,724.51 97
3-117 4,869.06 0 5,032.00 70
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 2 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing System Static Pressure, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-118 4,868.95 0 5,032.00 71
3-119 4,709.04 0 4,932.52 97
3-120 4,708.60 0 4,932.52 97
3-124 4,825.34 0 5,032.00 89
3-127 4,716.44 0 4,932.52 93
3-128 4,717.25 0 4,932.52 93
3-135 4,478.45 0 4,724.51 106
3-139 4,661.00 0 4,932.52 117
3-140 4,656.13 0 4,932.52 120
3-141 4,647.97 0 4,932.52 123
3-142 4,643.81 0 4,932.52 125
3-145 5,050.00 0 5,052.63 1
3-146 5,040.70 0 5,035.28 -2
3-147 4,540.50 0 4,724.51 80
3-148 4,539.23 0 4,724.51 80
3-149 4,631.07 0 4,932.52 130
3-150 4,677.88 0 4,932.52 110
3-151 4,691.61 0 4,932.52 104
3-152 4,820.98 0 5,032.00 91
3-153 4,704.79 0 4,932.52 99
3-154 4,711.45 0 4,932.52 96
3-155 4,686.50 0 4,932.52 106
3-156 4,709.98 0 4,932.52 96
3-157 4,734.69 0 4,932.52 86
3-158 4,666.52 0 4,932.52 115
3-159 4,842.99 0 5,032.00 82
3-160 5,163.25 0 5,185.00 9
3-161 5,050.00 0 5,060.91 5
3-162 4,789.51 0 5,032.00 105
3-163 5,040.70 0 5,032.00 -4
3-174 4,710.18 0 4,932.52 96
3-180 4,913.83 0 5,032.00 51
3-181 4,912.75 0 5,032.00 52
3-184 4,785.13 0 5,032.00 107
3-188 4,925.22 0 5,032.00 46
3-190 4,853.42 0 5,032.00 77
3-191 4,718.99 0 4,932.52 92
3-192 4,614.57 0 4,724.51 48
3-195 4,516.19 0 4,724.51 90
3-199 4,951.22 0 5,032.00 35
3-201 4,880.34 0 5,032.00 66
3-205 4,767.66 0 4,932.52 71
3-207 4,593.28 0 4,724.51 57
3-212 4,737.46 0 4,932.52 84
3-213 4,709.95 0 4,932.52 96
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 3 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing System Static Pressure, Res 1 HGL=5032'
Junction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-215 4,521.53 0 4,724.51 88
3-222 4,554.17 0 4,724.51 74
3-226 4,710.49 0 4,932.52 96
3-227 4,550.24 0 4,724.51 75
3-228 4,556.48 0 4,724.51 73
3-239 4,637.11 0 4,932.52 128
3-240 4,637.11 0 4,724.51 38
3-242 4,632.06 0 4,932.52 130
3-243 4,632.06 0 4,724.51 40
3-244 4,795.25 0 5,032.00 102
3-245 4,795.25 0 4,932.52 59
3-246 4,795.25 0 4,932.52 59
3-247 4,828.22 0 5,032.00 88
3-250 4,808.65 0 5,032.00 97
3-251 4,844.19 0 5,032.00 81
3-253 4,707.45 0 4,932.52 97
3-256 4,975.14 0 5,089.67 50
3-257 4,913.41 0 5,089.67 76
3-258 4,945.63 0 5,089.67 62
3-259 4,868.89 0 5,011.80 62
3-260 5,154.35 0 5,185.00 13
3-261 4,954.20 0 5,089.67 59
3-264 4,964.31 0 5,032.00 29
3-265 4,875.94 0 5,032.00 68
3-266 4,753.61 0 4,932.52 77
3-267 5,152.66 0 5,167.15 6
3-270 4,812.35 0 5,032.00 95
3-271 1 4,814.27 1 0 1 5,032.00 1 94
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 4 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing System Static Pressure, Res 1 HGL=5032'
PRV Table - Time: 0.00 hours
Label Elevation Diameter Minor Loss Hydraulic Pressure Flow
(ft) (Valve) Coefficient Grade Setting Setting (Initial) (gpm)
(in) (Local) (Initial) (psi)
(ft)
PRV-1A 4,974.10 6.0 0.000 5,089.63 50 0
PRV-113 4,907.79 6.0 0.000 5,011.76 45 0
PRV-3A 4,793.84 8.0 0.000 4,932.47 60 0
PRV-313 4,793.84 8.0 0.000 4,932.47 60 0
PRV-4A 4,632.06 8.0 0.000 4,724.48 40 0
PRV-413 4,637.11 8.0 0.000 4,722.60 37 0
Pressure Hydraulic Pressure(To) Hydraulic Headloss
(From) Grade(From) (psi) Grade(To) (ft)
(psi) (ft) (ft)
91 5,185.00 50 5,089.67 95.33
79 5,089.67 45 5,011.80 77.87
103 5,032.00 60 4,932.52 99.48
103 5,032.00 60 4,932.52 0.00
130 4,932.52 40 4,724.51 208.01
128 4,932.52 38 4,724.51 0.00
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 5 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Average Day Demand, Res 1 HGL=5032'
Results View
J.aa..a�..... J 159 J-22J-20
A v-I
a
,o • - ° 21 RV--
a.o • 20 J t 1-92
• eo J- - HY O60 15
bo • <_ eo
• 00 J
• timer
_ J-I' J-II
= iuo J-29 - Y 4 D
12 J 259 65 0 Y
VD 153 HYD
otter HVD 105 J 3 7 5
HY 101103-27
J 76 H
2
f`
J 3 L 1J 01 J-1 -2"050
R=s �{ Ras D 102 -250 _2J -01
J-163
1®
J 250
J 0
HY &1
II
HY 010
Scenario Summary
ID 711
Label Existing ADD- No PRV Losses
Notes
Active Topology Base Active Topology
User Data Extensions Base User Data Extensions
Physical Existing
Demand ADD
Initial Settings Base Initial Settings
Operational Base Operational
Age Base Age
Constituent Base Constituent
Trace Base Trace
Fire Flow Base Fire Flow
Energy Cost Base Energy Cost
Pressure Dependent Demand Base Pressure Dependent Demand
Transient Base Transient
Failure History Base Failure History
SCADA Base SCADA
Steady State/EPS Solver Calculation Base Calculation Options
Options
Transient Solver Calculation Options Base Calculation Options
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 6 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Average Day Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
J-4 4,682.76 0 4,932.51 108
J-8 4,670.39 0 4,932.51 113
3-11 4,676.52 0 4,932.51 111
3-12 4,668.20 0 4,932.51 114
3-14 4,709.63 0 4,932.51 96
3-18 4,685.71 0 4,932.51 107
3-19 4,687.57 3 4,932.51 106
3-20 4,661.90 0 4,932.51 117
3-21 4,711.50 0 4,932.51 96
3-22 4,664.09 0 4,932.51 116
3-24 5,164.04 0 5,172.36 4
3-25 5,175.00 0 5,182.52 3
3-26 4,827.35 0 5,031.97 89
3-27 4,828.36 0 5,031.97 88
3-28 4,844.36 0 5,031.97 81
3-29 4,853.30 0 5,031.97 77
3-30 4,795.25 0 5,031.97 102
3-31 4,806.75 0 5,031.97 97
3-32 4,709.51 0 4,932.51 96
3-33 5,037.92 0 5,032.00 -3
3-40 4,742.19 1 4,932.51 82
3-41 4,749.78 1 4,932.50 79
3-42 4,816.40 0 5,031.97 93
3-43 4,807.43 1 5,031.94 97
3-66 4,726.95 0 4,932.52 89
3-67 4,745.07 0 4,932.52 81
3-68 4,766.65 1 4,932.52 72
3-69 4,768.08 0 4,932.52 71
3-70 4,939.34 0 5,031.98 40
3-71 4,920.42 0 5,031.98 48
3-76 4,853.98 2 5,031.98 77
3-77 4,851.43 0 5,031.98 78
3-83 4,890.85 0 5,031.98 61
3-88 4,517.59 0 4,724.51 90
3-89 4,574.95 1 4,724.51 65
3-91 4,507.60 0 4,724.51 94
3-92 4,574.81 0 4,724.51 65
3-99 4,687.67 0 4,932.51 106
3-100 4,686.06 0 4,932.51 107
3-101 5,163.86 0 5,185.00 9
3-102 5,175.00 0 5,185.00 4
3-107 4,594.68 0 4,724.51 56
3-111 4,521.43 1 4,724.51 88
3-112 4,500.20 0 4,724.51 97
3-117 4,869.06 0 5,031.98 70
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 7 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Average Day Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-118 4,868.95 0 5,031.98 71
3-119 4,709.04 0 4,932.51 97
3-120 4,708.60 0 4,932.51 97
3-124 4,825.34 0 5,031.97 89
3-127 4,716.44 0 4,932.52 93
3-128 4,717.25 0 4,932.52 93
3-135 4,478.45 3 4,724.51 106
3-139 4,661.00 0 4,932.51 117
3-140 4,656.13 0 4,932.51 120
3-141 4,647.97 0 4,932.51 123
3-142 4,643.81 0 4,932.51 125
3-145 5,050.00 0 5,052.63 1
3-146 5,040.70 0 5,035.28 -2
3-147 4,540.50 1 4,724.51 80
3-148 4,539.23 0 4,724.51 80
3-149 4,631.07 0 4,932.51 130
3-150 4,677.88 0 4,932.52 110
3-151 4,691.61 0 4,932.52 104
3-152 4,820.98 0 5,031.97 91
3-153 4,704.79 0 4,932.52 99
3-154 4,711.45 0 4,932.51 96
3-155 4,686.50 7 4,932.51 106
3-156 4,709.98 6 4,932.51 96
3-157 4,734.69 1 4,932.52 86
3-158 4,666.52 0 4,932.51 115
3-159 4,842.99 0 5,031.97 82
3-160 5,163.25 0 5,185.00 9
3-161 5,050.00 0 5,060.91 5
3-162 4,789.51 1 5,031.97 105
3-163 5,040.70 0 5,032.00 -4
3-174 4,710.18 0 4,932.51 96
3-180 4,913.83 0 5,031.98 51
3-181 4,912.75 0 5,031.98 52
3-184 4,785.13 2 5,031.97 107
3-188 4,925.22 0 5,031.99 46
3-190 4,853.42 0 5,031.98 77
3-191 4,718.99 0 4,932.52 92
3-192 4,614.57 0 4,724.51 48
3-195 4,516.19 0 4,724.51 90
3-199 4,951.22 0 5,031.99 35
3-201 4,880.34 0 5,031.98 66
3-205 4,767.66 0 4,932.52 71
3-207 4,593.28 0 4,724.51 57
3-212 4,737.46 0 4,932.52 84
3-213 4,709.95 0 4,932.52 96
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 8 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Average Day Demand, Res 1 HGL=5032'
Junction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-215 4,521.53 0 4,724.51 88
3-222 4,554.17 0 4,724.51 74
3-226 4,710.49 7 4,932.51 96
3-227 4,550.24 0 4,724.51 75
3-228 4,556.48 1 4,724.51 73
3-239 4,637.11 0 4,932.51 128
3-240 4,637.11 0 4,724.51 38
3-242 4,632.06 0 4,932.51 130
3-243 4,632.06 0 4,724.51 40
3-244 4,795.25 0 5,031.97 102
3-245 4,795.25 0 4,932.52 59
3-246 4,795.25 0 4,932.52 59
3-247 4,828.22 0 5,031.97 88
3-250 4,808.65 0 5,031.97 97
3-251 4,844.19 0 5,031.97 81
3-253 4,707.45 0 4,932.51 97
3-256 4,975.14 0 5,089.67 50
3-257 4,913.41 0 5,089.67 76
3-258 4,945.63 0 5,089.67 62
3-259 4,868.89 0 5,011.80 62
3-260 5,154.35 0 5,185.00 13
3-261 4,954.20 0 5,089.67 59
3-264 4,964.31 0 5,031.99 29
3-265 4,875.94 0 5,031.97 68
3-266 4,753.61 0 4,932.52 77
3-267 5,152.66 0 5,167.15 6
3-270 4,812.35 0 5,031.97 95
3-271 1 4,814.271 0 1 5,031.97 1 94
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 9 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Average Day Demand, Res 1 HGL=5032'
PRV Table - Time: 0.00 hours
Label Elevation Diameter Minor Loss Hydraulic Pressure Flow
(ft) (Valve) Coefficient Grade Setting Setting (Initial) (gpm)
(in) (Local) (Initial) (psi)
(ft)
PRV-1A 4,974.10 6.0 0.000 5,089.63 50 0
PRV-113 4,907.79 6.0 0.000 5,011.76 45 0
PRV-3A 4,793.84 8.0 0.000 4,932.47 60 14
PRV-313 4,793.84 8.0 0.000 4,932.47 60 21
PRV-4A 4,632.06 8.0 0.000 4,724.48 40 7
PRV-413 4,637.11 8.0 0.000 4,722.60 37 0
Pressure Hydraulic Pressure(To) Hydraulic Headloss
(From) Grade(From) (psi) Grade(To) (ft)
(psi) (ft) (ft)
91 5,185.00 50 5,089.67 95.33
79 5,089.67 45 5,011.80 77.87
103 5,031.97 60 4,932.52 99.45
103 5,031.97 60 4,932.52 99.45
130 4,932.51 40 4,724.51 208.00
128 4,932.51 38 4,724.51 0.00
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 10 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Maximum Day Demand, Res 1 HGL=5032'
Results View
J.aa..ate..... J 159 J-22J-20
A v-I
a
• - ° 21 RV--
a.o • 20 J t 1-92
• _ d0 J- HV O60 15
°A • timer J-2 1
• _ J-I' J-II
1ao J-20 Y 4 D
12 J 2 9 65 0 V
VD 153 HVD
otter HVD 105 7 5
103-2) J 76 H
2
f`
J 01 J-1 0 -256
R=s 3 LJ �{ Ras I j 4�i D 102 -256 _27 4
4 J_163 J
J 250
J^5
0
HV &1
J-I I
HY 010
Scenario Summary
ID 713
Label Existing MDD+FF
Notes
Active Topology Base Active Topology
User Data Extensions Base User Data Extensions
Physical Existing
Demand MDD
Initial Settings Base Initial Settings
Operational Base Operational
Age Base Age
Constituent Base Constituent
Trace Base Trace
Fire Flow Base Fire Flow
Energy Cost Base Energy Cost
Pressure Dependent Demand Base Pressure Dependent Demand
Transient Base Transient
Failure History Base Failure History
SCADA Base SCADA
Steady State/EPS Solver Calculation Fire Flow Calculation
Options
Transient Solver Calculation Options Base Calculation Options
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 11 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Maximum Day Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
J-4 4,682.76 0 4,932.48 108
J-8 4,670.39 0 4,932.48 113
3-11 4,676.52 0 4,932.48 111
3-12 4,668.20 0 4,932.48 114
3-14 4,709.63 0 4,932.48 96
3-18 4,685.71 0 4,932.48 107
3-19 4,687.57 7 4,932.48 106
3-20 4,661.90 0 4,932.48 117
3-21 4,711.50 0 4,932.48 96
3-22 4,664.09 0 4,932.48 116
3-24 5,164.04 0 5,172.36 4
3-25 5,175.00 0 5,182.52 3
3-26 4,827.35 0 5,031.83 88
3-27 4,828.36 0 5,031.84 88
3-28 4,844.36 0 5,031.84 81
3-29 4,853.30 0 5,031.84 77
3-30 4,795.25 0 5,031.83 102
3-31 4,806.75 0 5,031.83 97
3-32 4,709.51 0 4,932.48 96
3-33 5,037.92 0 5,031.99 -3
3-40 4,742.19 3 4,932.44 82
3-41 4,749.78 3 4,932.40 79
3-42 4,816.40 0 5,031.88 93
3-43 4,807.43 4 5,031.70 97
3-66 4,726.95 0 4,932.49 89
3-67 4,745.07 0 4,932.49 81
3-68 4,766.65 2 4,932.51 72
3-69 4,768.08 1 4,932.51 71
3-70 4,939.34 0 5,031.92 40
3-71 4,920.42 0 5,031.92 48
3-76 4,853.98 4 5,031.88 77
3-77 4,851.43 0 5,031.89 78
3-83 4,890.85 0 5,031.92 61
3-88 4,517.59 0 4,724.51 90
3-89 4,574.95 2 4,724.51 65
3-91 4,507.60 0 4,724.51 94
3-92 4,574.81 0 4,724.51 65
3-99 4,687.67 0 4,932.48 106
3-100 4,686.06 0 4,932.48 107
3-101 5,163.86 0 5,185.00 9
3-102 5,175.00 0 5,185.00 4
3-107 4,594.68 1 4,724.51 56
3-111 4,521.43 2 4,724.51 88
3-112 4,500.20 0 4,724.51 97
3-117 4,869.06 0 5,031.90 70
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 12 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Maximum Day Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-118 4,868.95 1 5,031.90 71
3-119 4,709.04 0 4,932.48 97
3-120 4,708.60 0 4,932.48 97
3-124 4,825.34 0 5,031.84 89
3-127 4,716.44 0 4,932.49 93
3-128 4,717.25 0 4,932.49 93
3-135 4,478.45 7 4,724.51 106
3-139 4,661.00 0 4,932.48 117
3-140 4,656.13 0 4,932.48 120
3-141 4,647.97 0 4,932.48 123
3-142 4,643.81 0 4,932.48 125
3-145 5,050.00 0 5,052.63 1
3-146 5,040.70 0 5,035.28 -2
3-147 4,540.50 2 4,724.51 80
3-148 4,539.23 0 4,724.51 80
3-149 4,631.07 0 4,932.48 130
3-150 4,677.88 0 4,932.49 110
3-151 4,691.61 0 4,932.49 104
3-152 4,820.98 1 5,031.84 91
3-153 4,704.79 0 4,932.49 99
3-154 4,711.45 0 4,932.47 96
3-155 4,686.50 19 4,932.47 106
3-156 4,709.98 16 4,932.47 96
3-157 4,734.69 3 4,932.49 86
3-158 4,666.52 0 4,932.48 115
3-159 4,842.99 1 5,031.83 82
3-160 5,163.25 0 5,185.00 9
3-161 5,050.00 0 5,060.91 5
3-162 4,789.51 2 5,031.83 105
3-163 5,040.70 0 5,031.98 -4
3-174 4,710.18 0 4,932.48 96
3-180 4,913.83 0 5,031.92 51
3-181 4,912.75 0 5,031.92 52
3-184 4,785.13 5 5,031.83 107
3-188 4,925.22 1 5,031.93 46
3-190 4,853.42 1 5,031.89 77
3-191 4,718.99 0 4,932.49 92
3-192 4,614.57 0 4,724.51 48
3-195 4,516.19 0 4,724.51 90
3-199 4,951.22 1 5,031.95 35
3-201 4,880.34 0 5,031.91 66
3-205 4,767.66 0 4,932.51 71
3-207 4,593.28 0 4,724.51 57
3-212 4,737.46 1 4,932.50 84
3-213 4,709.95 0 4,932.49 96
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 13 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Maximum Day Demand, Res 1 HGL=5032'
Junction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-215 4,521.53 0 4,724.51 88
3-222 4,554.17 0 4,724.51 74
3-226 4,710.49 17 4,932.48 96
3-227 4,550.24 0 4,724.51 75
3-228 4,556.48 3 4,724.51 73
3-239 4,637.11 0 4,932.48 128
3-240 4,637.11 0 4,724.51 38
3-242 4,632.06 1 4,932.48 130
3-243 4,632.06 0 4,724.51 40
3-244 4,795.25 0 5,031.87 102
3-245 4,795.25 0 4,932.52 59
3-246 4,795.25 0 4,932.52 59
3-247 4,828.22 0 5,031.83 88
3-250 4,808.65 1 5,031.87 97
3-251 4,844.19 0 5,031.83 81
3-253 4,707.45 0 4,932.48 97
3-256 4,975.14 0 5,089.67 50
3-257 4,913.41 0 5,089.67 76
3-258 4,945.63 0 5,089.67 62
3-259 4,868.89 0 5,011.80 62
3-260 5,154.35 0 5,185.00 13
3-261 4,954.20 0 5,089.67 59
3-264 4,964.31 0 5,031.96 29
3-265 4,875.94 0 5,031.84 67
3-266 4,753.61 0 4,932.51 77
3-267 5,152.66 0 5,167.15 6
3-270 4,812.35 0 5,031.87 95
3-271 1 4,814.271 0 1 5,031.88 1 94
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 14 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Maximum Day Demand, Res 1 HGL=5032'
PRV Table - Time: 0.00 hours
Label Elevation Diameter Minor Loss Hydraulic Pressure Flow
(ft) (Valve) Coefficient Grade Setting Setting (Initial) (gpm)
(in) (Local) (Initial) (psi)
(ft)
PRV-1A 4,974.10 6.0 0.000 5,089.63 50 0
PRV-113 4,907.79 6.0 0.000 5,011.76 45 0
PRV-3A 4,793.84 8.0 0.000 4,932.47 60 32
PRV-313 4,793.84 8.0 0.000 4,932.47 60 58
PRV-4A 4,632.06 8.0 0.000 4,724.48 40 19
PRV-413 4,637.11 8.0 0.000 4,722.60 37 0
Pressure Hydraulic Pressure(To) Hydraulic Headloss
(From) Grade(From) (psi) Grade(To) (ft)
(psi) (ft) (ft)
91 5,185.00 50 5,089.67 95.33
79 5,089.67 45 5,011.80 77.87
103 5,031.87 60 4,932.52 99.34
103 5,031.83 60 4,932.52 99.31
130 4,932.48 40 4,724.51 207.96
128 4,932.48 38 4,724.51 0.00
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 15 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Maximum Day Demand, Res 1 HGL=5032'
Fire Flow Results Table - Time: 0.00 hours
Label Satisfies Fire Fire Flow Fire Flow Pressure Pressure Pressure Junction w/
Flow (Needed) (Available) (Calculated (Calculated (Calculated Minimum
Constraints? (gpm) (gpm) Residual) System Residual @ Pressure
(psi) Lower Limit) Total Flow (System)
(psi) Needed)
(psi)
HYD 005 False 2,000 1,627 20 20 13 3-264
HYD 010 False 2,000 1,543 25 20 13 3-70
HYD 015 False 2,000 1,410 43 20 24 3-70
HYD 020 False 2,000 1,410 49 20 26 3-70
HYD 025 False 2,000 1,410 61 20 31 3-70
HYD 030 False 2,000 1,774 66 20 64 3-70
HYD 035 True 2,000 2,066 71 20 71 3-70
HYD 040 True 2,000 2,367 74 20 80 3-70
HYD 045 True 2,000 2,431 61 20 70 3-70
HYD 054 True 2,000 2,317 35 20 50 3-265
HYD 056 True 2,000 2,317 39 20 49 3-265
HYD 058 True 2,000 2,317 36 20 46 3-265
HYD 059 True 2,000 2,225 20 23 29 3-265
HYD 060 True 2,000 3,048 20 24 63 3-264
HYD 065 True 2,000 2,431 67 20 78 3-70
HYD 070 True 2,000 3,320 26 20 77 3-265
HYD 072 True 2,000 3,184 20 22 75 3-265
HYD 075 True 2,000 3,171 20 23 78 3-265
HYD 077 True 2,000 2,752 94 20 110 3-70
HYD 080 True 2,000 3,283 36 20 42 3-70
HYD 082 True 2,000 3,374 39 20 50 3-70
HYD 085 True 2,000 3,406 46 20 57 3-70
HYD 088 True 2,000 3,390 42 20 61 3-70
HYD 090 True 2,000 3,394 61 20 79 3-70
HYD 092 True 2,000 3,398 55 20 76 3-70
HYD 095 True 2,000 3,399 54 20 79 3-70
HYD 099 True 2,000 3,398 72 20 92 3-70
HYD 101 True 2,000 2,565 26 20 53 HYD 102
HYD 102 True 2,000 2,281 20 24 35 3-256
HYD 103 True 2,000 2,565 28 20 60 HYD 102
HYD 104 True 2,000 2,260 20 25 36 3-258
HYD 105 True 2,000 2,565 37 20 51 HYD 102
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 16 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Peak Hour Demand, Res 1 HGL=5032'
Results View
J.aa..a�..... J 159 J-22J-20
A v-I
a
,o • - ° 21 RV-4R
a.o • 20 J t 1-92
• eo J- - HY O60 15
bo • <_ eo
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J-I' J-II
= iuo J-29 Y D
12 J 259 65 0 Y
VD 153 HYD
otter HVD 105 J 3 7 5
HY 101103-27
J 76 H
2
f`
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R=s �{ Ras D 102 -250 _2J -01
J-163
1®
J 250
J 0
HY &1
II
HY 010
Scenario Summary
ID 714
Label Existing PHD
Notes
Active Topology Base Active Topology
User Data Extensions Base User Data Extensions
Physical Existing
Demand PHD
Initial Settings Base Initial Settings
Operational Base Operational
Age Base Age
Constituent Base Constituent
Trace Base Trace
Fire Flow Base Fire Flow
Energy Cost Base Energy Cost
Pressure Dependent Demand Base Pressure Dependent Demand
Transient Base Transient
Failure History Base Failure History
SCADA Base SCADA
Steady State/EPS Solver Calculation Base Calculation Options
Options
Transient Solver Calculation Options Base Calculation Options
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 17 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Peak Hour Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
J-4 4,682.76 0 4,932.34 108
J-8 4,670.39 0 4,932.34 113
3-11 4,676.52 0 4,932.34 111
3-12 4,668.20 0 4,932.34 114
3-14 4,709.63 0 4,932.34 96
3-18 4,685.71 0 4,932.34 107
3-19 4,687.57 15 4,932.33 106
3-20 4,661.90 0 4,932.34 117
3-21 4,711.50 0 4,932.33 96
3-22 4,664.09 0 4,932.34 116
3-24 5,164.04 0 5,172.36 4
3-25 5,175.00 0 5,182.52 3
3-26 4,827.35 0 5,031.29 88
3-27 4,828.36 0 5,031.29 88
3-28 4,844.36 0 5,031.30 81
3-29 4,853.30 0 5,031.30 77
3-30 4,795.25 0 5,031.27 102
3-31 4,806.75 0 5,031.28 97
3-32 4,709.51 0 4,932.36 96
3-33 5,037.92 0 5,031.96 -3
3-40 4,742.19 6 4,932.18 82
3-41 4,749.78 6 4,932.01 79
3-42 4,816.40 1 5,031.50 93
3-43 4,807.43 8 5,030.77 97
3-66 4,726.95 0 4,932.40 89
3-67 4,745.07 0 4,932.39 81
3-68 4,766.65 4 4,932.49 72
3-69 4,768.08 2 4,932.48 71
3-70 4,939.34 0 5,031.66 40
3-71 4,920.42 0 5,031.66 48
3-76 4,853.98 9 5,031.51 77
3-77 4,851.43 0 5,031.54 78
3-83 4,890.85 1 5,031.66 61
3-88 4,517.59 0 4,724.48 90
3-89 4,574.95 5 4,724.48 65
3-91 4,507.60 0 4,724.48 94
3-92 4,574.81 0 4,724.48 65
3-99 4,687.67 0 4,932.34 106
3-100 4,686.06 0 4,932.34 107
3-101 5,163.86 0 5,185.00 9
3-102 5,175.00 0 5,185.00 4
3-107 4,594.68 3 4,724.49 56
3-111 4,521.43 4 4,724.48 88
3-112 4,500.20 0 4,724.48 97
3-117 4,869.06 0 5,031.60 70
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 18 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Peak Hour Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-118 4,868.95 1 5,031.60 70
3-119 4,709.04 0 4,932.34 97
3-120 4,708.60 0 4,932.34 97
3-124 4,825.34 0 5,031.29 89
3-127 4,716.44 0 4,932.38 93
3-128 4,717.25 0 4,932.38 93
3-135 4,478.45 16 4,724.48 106
3-139 4,661.00 0 4,932.34 117
3-140 4,656.13 0 4,932.34 120
3-141 4,647.97 0 4,932.35 123
3-142 4,643.81 0 4,932.36 125
3-145 5,050.00 0 5,052.63 1
3-146 5,040.70 0 5,035.28 -2
3-147 4,540.50 4 4,724.48 80
3-148 4,539.23 0 4,724.48 80
3-149 4,631.07 0 4,932.36 130
3-150 4,677.88 0 4,932.37 110
3-151 4,691.61 0 4,932.37 104
3-152 4,820.98 2 5,031.29 91
3-153 4,704.79 0 4,932.38 98
3-154 4,711.45 0 4,932.33 96
3-155 4,686.50 41 4,932.30 106
3-156 4,709.98 34 4,932.32 96
3-157 4,734.69 7 4,932.38 86
3-158 4,666.52 0 4,932.34 115
3-159 4,842.99 3 5,031.29 81
3-160 5,163.25 0 5,185.00 9
3-161 5,050.00 0 5,060.91 5
3-162 4,789.51 5 5,031.27 105
3-163 5,040.70 0 5,031.93 -4
3-174 4,710.18 0 4,932.33 96
3-180 4,913.83 0 5,031.66 51
3-181 4,912.75 0 5,031.66 51
3-184 4,785.13 10 5,031.27 106
3-188 4,925.22 2 5,031.71 46
3-190 4,853.42 2 5,031.55 77
3-191 4,718.99 0 4,932.38 92
3-192 4,614.57 0 4,724.50 48
3-195 4,516.19 0 4,724.48 90
3-199 4,951.22 0 5,031.80 35
3-201 4,880.34 0 5,031.64 65
3-205 4,767.66 0 4,932.49 71
3-207 4,593.28 0 4,724.49 57
3-212 4,737.46 2 4,932.44 84
3-213 4,709.95 0 4,932.39 96
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 19 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Peak Hour Demand, Res 1 HGL=5032'
Junction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-215 4,521.53 0 4,724.48 88
3-222 4,554.17 0 4,724.48 74
3-226 4,710.49 36 4,932.33 96
3-227 4,550.24 0 4,724.48 75
3-228 4,556.48 7 4,724.48 73
3-239 4,637.11 0 4,932.34 128
3-240 4,637.11 0 4,724.48 38
3-242 4,632.06 2 4,932.34 130
3-243 4,632.06 0 4,724.51 40
3-244 4,795.25 1 5,031.46 102
3-245 4,795.25 0 4,932.52 59
3-246 4,795.25 0 4,932.52 59
3-247 4,828.22 0 5,031.29 88
3-250 4,808.65 3 5,031.48 96
3-251 4,844.19 0 5,031.29 81
3-253 4,707.45 0 4,932.33 97
3-256 4,975.14 0 5,089.67 50
3-257 4,913.41 0 5,089.67 76
3-258 4,945.63 0 5,089.67 62
3-259 4,868.89 0 5,011.80 62
3-260 5,154.35 0 5,185.00 13
3-261 4,954.20 0 5,089.67 59
3-264 4,964.31 0 5,031.86 29
3-265 4,875.94 0 5,031.31 67
3-266 4,753.61 0 4,932.50 77
3-267 5,152.66 0 5,167.15 6
3-270 4,812.35 0 5,031.48 95
3-271 1 4,814.271 0 1 5,031.49 1 94
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 20 of 43
06787 USA [phone]

Schweitzer Water Model Results
Existing Peak Hour Demand, Res 1 HGL=5032'
PRV Table - Time: 0.00 hours
Label Elevation Diameter Minor Loss Hydraulic Pressure Flow
(ft) (Valve) Coefficient Grade Setting Setting (Initial) (gpm)
(in) (Local) (Initial) (psi)
(ft)
PRV-1A 4,974.10 6.0 0.000 5,089.63 50 0
PRV-113 4,907.79 6.0 0.000 5,011.76 45 0
PRV-3A 4,793.84 8.0 0.000 4,932.47 60 69
PRV-313 4,793.84 8.0 0.000 4,932.47 60 128
PRV-4A 4,632.06 8.0 0.000 4,724.48 40 41
PRV-413 4,637.11 8.0 0.000 4,722.60 37 0
Pressure Hydraulic Pressure(To) Hydraulic Headloss
(From) Grade(From) (psi) Grade(To) (ft)
(psi) (ft) (ft)
91 5,185.00 50 5,089.67 95.33
79 5,089.67 45 5,011.80 77.87
103 5,031.46 60 4,932.52 98.93
103 5,031.27 60 4,932.52 98.75
130 4,932.34 40 4,724.51 207.82
128 4,932.34 38 4,724.48 0.00
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 21 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand, Res 1 HGL=5032'
Results View
.aa..ate.laai J 159 J-22J20
A v-I
a
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aA • 20 J t 1-92
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15
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• J-I' J-II
J-20 Y D
12 J 2 9 65 0 V
VD 153 HVD
otter ,HVD 105 - 5
103 2 J-76 ,H -
2
f`
1iJ-101 J-1 0 -25650
R=325111" Ras J-{'1YD 132 -253 _27 -0I
J-lea
J 250
2 J 5
0
HV &I
J-I I
HY 010
Scenario Summary
ID 724
Label Buildout MDD+FF
Notes
Active Topology Base Active Topology
User Data Extensions Base User Data Extensions
Physical Existing
Demand Buildout MDD
Initial Settings Base Initial Settings
Operational Base Operational
Age Base Age
Constituent Base Constituent
Trace Base Trace
Fire Flow Base Fire Flow
Energy Cost Base Energy Cost
Pressure Dependent Demand Base Pressure Dependent Demand
Transient Base Transient
Failure History Base Failure History
SCADA Base SCADA
Steady State/EPS Solver Calculation Fire Flow Calculation
Options
Transient Solver Calculation Options Base Calculation Options
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 22 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
J-4 4,682.76 0 4,932.39 108
J-8 4,670.39 0 4,932.39 113
3-11 4,676.52 0 4,932.39 111
3-12 4,668.20 0 4,932.39 114
3-14 4,709.63 0 4,932.39 96
3-18 4,685.71 0 4,932.39 107
3-19 4,687.57 7 4,932.39 106
3-20 4,661.90 0 4,932.39 117
3-21 4,711.50 0 4,932.39 96
3-22 4,664.09 0 4,932.39 116
3-24 5,164.04 0 5,172.36 4
3-25 5,175.00 0 5,182.52 3
3-26 4,827.35 0 5,031.55 88
3-27 4,828.36 0 5,031.55 88
3-28 4,844.36 0 5,031.55 81
3-29 4,853.30 0 5,031.55 77
3-30 4,795.25 0 5,031.53 102
3-31 4,806.75 0 5,031.54 97
3-32 4,709.51 0 4,932.42 96
3-33 5,037.92 0 5,031.97 -3
3-40 4,742.19 3 4,932.33 82
3-41 4,749.78 3 4,932.29 79
3-42 4,816.40 0 5,031.55 93
3-43 4,807.43 4 5,031.38 97
3-66 4,726.95 0 4,932.39 89
3-67 4,745.07 0 4,932.38 81
3-68 4,766.65 3 4,932.48 72
3-69 4,768.08 2 4,932.48 71
3-70 4,939.34 0 5,031.69 40
3-71 4,920.42 2 5,031.69 48
3-76 4,853.98 4 5,031.59 77
3-77 4,851.43 0 5,031.60 78
3-83 4,890.85 2 5,031.70 61
3-88 4,517.59 0 4,724.49 90
3-89 4,574.95 4 4,724.49 65
3-91 4,507.60 0 4,724.49 94
3-92 4,574.81 0 4,724.49 65
3-99 4,687.67 0 4,932.37 106
3-100 4,686.06 0 4,932.37 107
3-101 5,163.86 0 5,185.00 9
3-102 5,175.00 0 5,185.00 4
3-107 4,594.68 3 4,724.50 56
3-111 4,521.43 2 4,724.49 88
3-112 4,500.20 3 4,724.49 97
3-117 4,869.06 0 5,031.65 70
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 23 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-118 4,868.95 2 5,031.65 70
3-119 4,709.04 0 4,932.39 97
3-120 4,708.60 0 4,932.39 97
3-124 4,825.34 0 5,031.55 89
3-127 4,716.44 0 4,932.35 93
3-128 4,717.25 0 4,932.35 93
3-135 4,478.45 7 4,724.49 106
3-139 4,661.00 0 4,932.34 117
3-140 4,656.13 0 4,932.34 120
3-141 4,647.97 16 4,932.34 123
3-142 4,643.81 0 4,932.34 125
3-145 5,050.00 0 5,052.63 1
3-146 5,040.70 0 5,035.28 -2
3-147 4,540.50 2 4,724.49 80
3-148 4,539.23 0 4,724.49 80
3-149 4,631.07 5 4,932.34 130
3-150 4,677.88 12 4,932.35 110
3-151 4,691.61 0 4,932.35 104
3-152 4,820.98 1 5,031.55 91
3-153 4,704.79 11 4,932.35 98
3-154 4,711.45 0 4,932.41 96
3-155 4,686.50 15 4,932.41 106
3-156 4,709.98 16 4,932.41 96
3-157 4,734.69 3 4,932.35 86
3-158 4,666.52 0 4,932.37 115
3-159 4,842.99 2 5,031.55 82
3-160 5,163.25 0 5,185.00 9
3-161 5,050.00 0 5,060.91 5
3-162 4,789.51 3 5,031.53 105
3-163 5,040.70 0 5,031.94 -4
3-174 4,710.18 0 4,932.39 96
3-180 4,913.83 0 5,031.69 51
3-181 4,912.75 0 5,031.69 51
3-184 4,785.13 11 5,031.53 107
3-188 4,925.22 2 5,031.74 46
3-190 4,853.42 1 5,031.60 77
3-191 4,718.99 21 4,932.35 92
3-192 4,614.57 2 4,724.51 48
3-195 4,516.19 2 4,724.49 90
3-199 4,951.22 1 5,031.82 35
3-201 4,880.34 0 5,031.67 65
3-205 4,767.66 0 4,932.48 71
3-207 4,593.28 0 4,724.50 57
3-212 4,737.46 1 4,932.42 84
3-213 4,709.95 0 4,932.36 96
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 24 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand, Res 1 HGL=5032'
Junction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-215 4,521.53 2 4,724.49 88
3-222 4,554.17 0 4,724.50 74
3-226 4,710.49 17 4,932.39 96
3-227 4,550.24 0 4,724.50 75
3-228 4,556.48 3 4,724.50 73
3-239 4,637.11 5 4,932.37 128
3-240 4,637.11 0 4,724.49 38
3-242 4,632.06 1 4,932.34 130
3-243 4,632.06 0 4,724.51 40
3-244 4,795.25 0 5,031.51 102
3-245 4,795.25 0 4,932.52 59
3-246 4,795.25 0 4,932.52 59
3-247 4,828.22 0 5,031.55 88
3-250 4,808.65 1 5,031.53 96
3-251 4,844.19 0 5,031.55 81
3-253 4,707.45 0 4,932.39 97
3-256 4,975.14 1 5,089.67 50
3-257 4,913.41 0 5,089.67 76
3-258 4,945.63 2 5,089.67 62
3-259 4,868.89 1 5,011.80 62
3-260 5,154.35 0 5,185.00 13
3-261 4,954.20 0 5,089.67 59
3-264 4,964.31 0 5,031.88 29
3-265 4,875.94 0 5,031.56 67
3-266 4,753.61 0 4,932.50 77
3-267 5,152.66 0 5,167.15 6
3-270 4,812.35 0 5,031.55 95
3-271 1 4,814.27 1 0 5,031.55 1 94
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 25 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand, Res 1 HGL=5032'
PRV Table - Time: 0.00 hours
Label Elevation Diameter Minor Loss Hydraulic Pressure Flow
(ft) (Valve) Coefficient Grade Setting Setting (Initial) (gpm)
(in) (Local) (Initial) (psi)
(ft)
PRV-1A 4,974.10 6.0 0.000 5,089.63 50 4
PRV-113 4,907.79 6.0 0.000 5,011.76 45 1
PRV-3A 4,793.84 8.0 0.000 4,932.47 60 73
PRV-313 4,793.84 8.0 0.000 4,932.47 60 99
PRV-4A 4,632.06 8.0 0.000 4,724.48 40 33
PRV-413 4,637.11 8.0 0.000 4,722.60 37 0
Pressure Hydraulic Pressure(To) Hydraulic Headloss
(From) Grade(From) (psi) Grade(To) (ft)
(psi) (ft) (ft)
91 5,185.00 50 5,089.67 95.33
79 5,089.67 45 5,011.80 77.87
103 5,031.51 60 4,932.52 98.99
103 5,031.53 60 4,932.52 99.01
130 4,932.34 40 4,724.51 207.83
128 4,932.37 38 4,724.49 0.00
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 26 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand, Res 1 HGL=5032'
Fire Flow Results Table - Time: 0.00 hours
Label Satisfies Fire Fire Flow Fire Flow Pressure Pressure Pressure Junction w/
Flow (Needed) (Available) (Calculated (Calculated (Calculated Minimum
Constraints? (gpm) (gpm) Residual) System Residual @ Pressure
(psi) Lower Limit) Total Flow (System)
(psi) Needed)
(psi)
HYD 005 False 2,000 1,579 20 20 12 3-264
HYD 010 False 2,000 1,494 25 20 12 3-70
HYD 015 False 2,000 1,361 43 20 22 3-70
HYD 020 False 2,000 1,362 49 20 26 3-70
HYD 025 False 2,000 1,362 61 20 31 3-70
HYD 030 False 2,000 1,713 66 20 63 3-70
HYD 035 False 2,000 1,996 71 20 71 3-70
HYD 040 True 2,000 2,286 74 20 79 3-70
HYD 045 True 2,000 2,347 62 20 69 3-70
HYD 054 True 2,000 2,307 35 20 48 3-265
HYD 056 True 2,000 2,307 39 20 47 3-265
HYD 058 True 2,000 2,307 36 20 45 3-265
HYD 059 True 2,000 2,218 20 23 27 3-265
HYD 060 True 2,000 3,026 20 24 62 3-264
HYD 065 True 2,000 2,347 68 20 77 3-70
HYD 070 True 2,000 3,264 27 20 77 3-265
HYD 072 True 2,000 3,164 20 22 75 3-265
HYD 075 True 2,000 3,151 20 22 78 3-265
HYD 077 True 2,000 2,648 95 20 109 3-70
HYD 080 True 2,000 3,158 37 20 42 3-70
HYD 082 True 2,000 3,269 40 20 50 3-70
HYD 085 True 2,000 3,296 47 20 57 3-70
HYD 088 True 2,000 3,280 44 20 61 3-70
HYD 090 True 2,000 3,284 63 20 79 3-70
HYD 092 True 2,000 3,288 57 20 76 3-70
HYD 095 True 2,000 3,290 56 20 79 3-70
HYD 099 True 2,000 3,289 74 20 92 3-70
HYD 101 True 2,000 2,561 26 20 53 HYD 102
HYD 102 True 2,000 2,277 20 24 35 3-256
HYD 103 True 2,000 2,561 28 20 60 HYD 102
HYD 104 True 2,000 2,257 20 25 36 3-258
HYD 105 True 2,000 2,561 37 20 51 HYD 102
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 27 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand, Res 1 HGL=5032'
Results View
J.aa..ate.laai J 159 J-22J2o
A v-I
a
,o • - ° 21 RV-4R
aA • 20 J t 1-92
• eo J- - HV O60 15
bo • <_ eo
• 00 J
• timer
J-I' J-II
= iuo J-29 Y D
12 J 259 65 o Y
VD 153 HYD
otter HVD 105 J 3 7 5
103-27
J 76 H
2
f`
J 1iJ-101 J-1 0 -25650
R=3 Ras I J-4'11 102 -250 _27 -0I
J-lea J
250
J 0
HYI
J-I I
HY olo
Scenario Summary
ID 726
Label Buildout PHD
Notes
Active Topology Base Active Topology
User Data Extensions Base User Data Extensions
Physical Existing
Demand Buildout PHD
Initial Settings Base Initial Settings
Operational Base Operational
Age Base Age
Constituent Base Constituent
Trace Base Trace
Fire Flow Base Fire Flow
Energy Cost Base Energy Cost
Pressure Dependent Demand Base Pressure Dependent Demand
Transient Base Transient
Failure History Base Failure History
SCADA Base SCADA
Steady State/EPS Solver Calculation Base Calculation Options
Options
Transient Solver Calculation Options Base Calculation Options
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 28 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
J-4 4,682.76 0 4,931.97 108
J-8 4,670.39 0 4,931.97 113
3-11 4,676.52 0 4,931.97 111
3-12 4,668.20 0 4,931.97 114
3-14 4,709.63 0 4,931.97 96
3-18 4,685.71 0 4,931.97 107
3-19 4,687.57 15 4,931.97 106
3-20 4,661.90 0 4,931.97 117
3-21 4,711.50 0 4,931.96 95
3-22 4,664.09 0 4,931.97 116
3-24 5,164.04 0 5,172.36 4
3-25 5,175.00 0 5,182.52 3
3-26 4,827.35 0 5,030.07 88
3-27 4,828.36 0 5,030.07 87
3-28 4,844.36 0 5,030.09 80
3-29 4,853.30 0 5,030.09 76
3-30 4,795.25 0 5,030.01 102
3-31 4,806.75 0 5,030.03 97
3-32 4,709.51 0 4,932.09 96
3-33 5,037.92 0 5,031.87 -3
3-40 4,742.19 6 4,931.72 82
3-41 4,749.78 6 4,931.55 79
3-42 4,816.40 1 5,030.11 92
3-43 4,807.43 8 5,029.38 96
3-66 4,726.95 0 4,931.95 89
3-67 4,745.07 0 4,931.93 81
3-68 4,766.65 5 4,932.35 72
3-69 4,768.08 5 4,932.34 71
3-70 4,939.34 0 5,030.71 40
3-71 4,920.42 5 5,030.70 48
3-76 4,853.98 9 5,030.27 76
3-77 4,851.43 0 5,030.31 77
3-83 4,890.85 4 5,030.73 61
3-88 4,517.59 0 4,724.43 89
3-89 4,574.95 9 4,724.43 65
3-91 4,507.60 0 4,724.43 94
3-92 4,574.81 0 4,724.43 65
3-99 4,687.67 0 4,931.89 106
3-100 4,686.06 0 4,931.89 106
3-101 5,163.86 0 5,185.00 9
3-102 5,175.00 0 5,185.00 4
3-107 4,594.68 7 4,724.46 56
3-111 4,521.43 4 4,724.43 88
3-112 4,500.20 7 4,724.43 97
3-117 4,869.06 0 5,030.51 70
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 29 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-118 4,868.95 4 5,030.51 70
3-119 4,709.04 0 4,931.97 96
3-120 4,708.60 0 4,931.97 97
3-124 4,825.34 0 5,030.07 89
3-127 4,716.44 0 4,931.78 93
3-128 4,717.25 0 4,931.78 93
3-135 4,478.45 16 4,724.43 106
3-139 4,661.00 0 4,931.77 117
3-140 4,656.13 0 4,931.77 119
3-141 4,647.97 34 4,931.77 123
3-142 4,643.81 0 4,931.77 125
3-145 5,050.00 0 5,052.63 1
3-146 5,040.70 0 5,035.28 -2
3-147 4,540.50 4 4,724.43 80
3-148 4,539.23 0 4,724.43 80
3-149 4,631.07 11 4,931.77 130
3-150 4,677.88 26 4,931.78 110
3-151 4,691.61 0 4,931.78 104
3-152 4,820.98 2 5,030.07 90
3-153 4,704.79 24 4,931.79 98
3-154 4,711.45 0 4,932.06 95
3-155 4,686.50 33 4,932.05 106
3-156 4,709.98 34 4,932.06 96
3-157 4,734.69 7 4,931.78 85
3-158 4,666.52 0 4,931.90 115
3-159 4,842.99 5 5,030.07 81
3-160 5,163.25 0 5,185.00 9
3-161 5,050.00 0 5,060.91 5
3-162 4,789.51 5 5,030.02 104
3-163 5,040.70 0 5,031.77 -4
3-174 4,710.18 0 4,931.96 96
3-180 4,913.83 0 5,030.72 51
3-181 4,912.75 0 5,030.72 51
3-184 4,785.13 24 5,030.02 106
3-188 4,925.22 4 5,030.89 46
3-190 4,853.42 2 5,030.33 77
3-191 4,718.99 45 4,931.78 92
3-192 4,614.57 4 4,724.49 48
3-195 4,516.19 4 4,724.43 90
3-199 4,951.22 3 5,031.24 35
3-201 4,880.34 0 5,030.63 65
3-205 4,767.66 0 4,932.35 71
3-207 4,593.28 0 4,724.45 57
3-212 4,737.46 2 4,932.10 84
3-213 4,709.95 0 4,931.84 96
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 30 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand, Res 1 HGL=5032'
Junction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-215 4,521.53 4 4,724.43 88
3-222 4,554.17 0 4,724.44 74
3-226 4,710.49 36 4,931.96 96
3-227 4,550.24 0 4,724.44 75
3-228 4,556.48 7 4,724.44 73
3-239 4,637.11 10 4,931.90 128
3-240 4,637.11 0 4,724.43 38
3-242 4,632.06 2 4,931.76 130
3-243 4,632.06 0 4,724.51 40
3-244 4,795.25 1 5,029.94 102
3-245 4,795.25 0 4,932.52 59
3-246 4,795.25 0 4,932.51 59
3-247 4,828.22 0 5,030.07 87
3-250 4,808.65 3 5,030.04 96
3-251 4,844.19 0 5,030.07 80
3-253 4,707.45 0 4,931.96 97
3-256 4,975.14 1 5,089.67 50
3-257 4,913.41 0 5,089.67 76
3-258 4,945.63 4 5,089.67 62
3-259 4,868.89 3 5,011.80 62
3-260 5,154.35 0 5,185.00 13
3-261 4,954.20 0 5,089.67 59
3-264 4,964.31 0 5,031.48 29
3-265 4,875.94 0 5,030.12 67
3-266 4,753.61 0 4,932.46 77
3-267 5,152.66 0 5,167.15 6
3-270 4,812.35 0 5,030.10 94
3-271 1 4,814.271 0 1 5,030.11 1 93
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 31 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand, Res 1 HGL=5032'
PRV Table - Time: 0.00 hours
Label Elevation Diameter Minor Loss Hydraulic Pressure Flow
(ft) (Valve) Coefficient Grade Setting Setting (Initial) (gpm)
(in) (Local) (Initial) (psi)
(ft)
PRV-1A 4,974.10 6.0 0.000 5,089.63 50 9
PRV-113 4,907.79 6.0 0.000 5,011.76 45 3
PRV-3A 4,793.84 8.0 0.000 4,932.47 60 159
PRV-313 4,793.84 8.0 0.000 4,932.47 60 217
PRV-4A 4,632.06 8.0 0.000 4,724.48 40 73
PRV-413 4,637.11 8.0 0.000 4,722.60 37 0
Pressure Hydraulic Pressure(To) Hydraulic Headloss
(From) Grade(From) (psi) Grade(To) (ft)
(psi) (ft) (ft)
91 5,185.00 50 5,089.67 95.33
79 5,089.67 45 5,011.80 77.87
102 5,029.94 60 4,932.52 97.42
102 5,030.00 60 4,932.52 97.48
130 4,931.76 40 4,724.51 207.25
128 4,931.90 38 4,724.43 0.00
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 32 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand-Crystal Run Loop, Res 1 HGL=5032'
Results View
.aa..ate.laai J 159 J-22J20
A
a
,o • - ° 21 RV-4R
a.o • 20 J t 1-92
• eo J- - HV O60
15
°V°o • ooe 2 J_
• J-I' J-II
J-20 Y D
12 J 2 9 65 0 V
VD 153 HVD
otter ,HVD 105 - 5
103 2 J-76 ,H -
2
J-tot J-I 0
R=325111" Ras J-{'1YD 132 -253 _27 -0I
J-lea
J 2s0
° Jos
0
HV &I
J-I I
HY 010
Scenario Summary
ID 769
Label Buildout MDD+FF-Crystal Run
Notes
Active Topology Crystal Run Loop
User Data Extensions Base User Data Extensions
Physical Crystal Run Loop
Demand Buildout MDD
Initial Settings Base Initial Settings
Operational Base Operational
Age Base Age
Constituent Base Constituent
Trace Base Trace
Fire Flow Base Fire Flow
Energy Cost Base Energy Cost
Pressure Dependent Demand Base Pressure Dependent Demand
Transient Base Transient
Failure History Base Failure History
SCADA Base SCADA
Steady State/EPS Solver Calculation Fire Flow Calculation
Options
Transient Solver Calculation Options Base Calculation Options
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 33 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand-Crystal Run Loop, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
J-4 4,682.76 0 4,932.39 108
J-8 4,670.39 0 4,932.39 113
3-11 4,676.52 0 4,932.39 111
3-12 4,668.20 0 4,932.39 114
3-14 4,709.63 0 4,932.39 96
3-18 4,685.71 0 4,932.39 107
3-19 4,687.57 7 4,932.39 106
3-20 4,661.90 0 4,932.39 117
3-21 4,711.50 0 4,932.39 96
3-22 4,664.09 0 4,932.39 116
3-24 5,164.04 0 5,172.36 4
3-25 5,175.00 0 5,182.52 3
3-26 4,827.35 0 5,031.55 88
3-27 4,828.36 0 5,031.55 88
3-28 4,844.36 0 5,031.56 81
3-29 4,853.30 0 5,031.56 77
3-30 4,795.25 0 5,031.54 102
3-31 4,806.75 0 5,031.54 97
3-32 4,709.51 0 4,932.42 96
3-33 5,037.92 0 5,031.97 -3
3-40 4,742.19 3 4,932.33 82
3-41 4,749.78 3 4,932.29 79
3-42 4,816.40 0 5,031.54 93
3-43 4,807.43 4 5,031.54 97
3-66 4,726.95 0 4,932.39 89
3-67 4,745.07 0 4,932.38 81
3-68 4,766.65 3 4,932.48 72
3-69 4,768.08 2 4,932.48 71
3-70 4,939.34 0 5,031.69 40
3-71 4,920.42 2 5,031.69 48
3-76 4,853.98 4 5,031.58 77
3-77 4,851.43 0 5,031.59 78
3-83 4,890.85 2 5,031.69 61
3-88 4,517.59 0 4,724.49 90
3-89 4,574.95 4 4,724.49 65
3-91 4,507.60 0 4,724.49 94
3-92 4,574.81 0 4,724.49 65
3-99 4,687.67 0 4,932.37 106
3-100 4,686.06 0 4,932.37 107
3-101 5,163.86 0 5,185.00 9
3-102 5,175.00 0 5,185.00 4
3-107 4,594.68 3 4,724.50 56
3-111 4,521.43 2 4,724.49 88
3-112 4,500.20 3 4,724.49 97
3-117 4,869.06 0 5,031.64 70
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 34 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand-Crystal Run Loop, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-118 4,868.95 2 5,031.64 70
3-119 4,709.04 0 4,932.39 97
3-120 4,708.60 0 4,932.39 97
3-124 4,825.34 0 5,031.55 89
3-127 4,716.44 0 4,932.35 93
3-128 4,717.25 0 4,932.35 93
3-135 4,478.45 7 4,724.49 106
3-139 4,661.00 0 4,932.34 117
3-140 4,656.13 0 4,932.34 120
3-141 4,647.97 16 4,932.34 123
3-142 4,643.81 0 4,932.34 125
3-145 5,050.00 0 5,052.63 1
3-146 5,040.70 0 5,035.28 -2
3-147 4,540.50 2 4,724.49 80
3-148 4,539.23 0 4,724.49 80
3-149 4,631.07 5 4,932.34 130
3-150 4,677.88 12 4,932.35 110
3-151 4,691.61 0 4,932.35 104
3-152 4,820.98 1 5,031.55 91
3-153 4,704.79 11 4,932.35 98
3-154 4,711.45 0 4,932.41 96
3-155 4,686.50 15 4,932.41 106
3-156 4,709.98 16 4,932.41 96
3-157 4,734.69 3 4,932.35 86
3-158 4,666.52 0 4,932.37 115
3-159 4,842.99 2 5,031.55 82
3-160 5,163.25 0 5,185.00 9
3-161 5,050.00 0 5,060.91 5
3-162 4,789.51 3 5,031.54 105
3-163 5,040.70 0 5,031.94 -4
3-174 4,710.18 0 4,932.39 96
3-180 4,913.83 0 5,031.69 51
3-181 4,912.75 0 5,031.69 51
3-184 4,785.13 11 5,031.54 107
3-188 4,925.22 2 5,031.73 46
3-190 4,853.42 1 5,031.59 77
3-191 4,718.99 21 4,932.35 92
3-192 4,614.57 2 4,724.51 48
3-195 4,516.19 2 4,724.49 90
3-199 4,951.22 1 5,031.82 35
3-201 4,880.34 0 5,031.67 65
3-205 4,767.66 0 4,932.48 71
3-207 4,593.28 0 4,724.50 57
3-212 4,737.46 1 4,932.42 84
3-213 4,709.95 0 4,932.36 96
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 35 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand-Crystal Run Loop, Res 1 HGL=5032'
Junction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-215 4,521.53 2 4,724.49 88
3-222 4,554.17 0 4,724.50 74
3-226 4,710.49 17 4,932.39 96
3-227 4,550.24 0 4,724.50 75
3-228 4,556.48 3 4,724.50 73
3-239 4,637.11 5 4,932.37 128
3-240 4,637.11 0 4,724.49 38
3-242 4,632.06 1 4,932.34 130
3-243 4,632.06 0 4,724.51 40
3-244 4,795.25 0 5,031.50 102
3-245 4,795.25 0 4,932.52 59
3-246 4,795.25 0 4,932.52 59
3-247 4,828.22 0 5,031.55 88
3-250 4,808.65 1 5,031.53 96
3-251 4,844.19 0 5,031.55 81
3-253 4,707.45 0 4,932.39 97
3-256 4,975.14 1 5,089.67 50
3-257 4,913.41 0 5,089.67 76
3-258 4,945.63 2 5,089.67 62
3-259 4,868.89 1 5,011.80 62
3-260 5,154.35 0 5,185.00 13
3-261 4,954.20 0 5,089.67 59
3-264 4,964.31 0 5,031.87 29
3-265 4,875.94 0 5,031.56 67
3-266 4,753.61 0 4,932.50 77
3-267 5,152.66 0 5,167.15 6
3-270 4,812.35 0 5,031.54 95
3-271 1 4,814.27 1 0 5,031.54 1 94
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 36 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand-Crystal Run Loop, Res 1 HGL=5032'
PRV Table - Time: 0.00 hours
Label Elevation Diameter Minor Loss Hydraulic Pressure Flow
(ft) (Valve) Coefficient Grade Setting Setting (Initial) (gpm)
(in) (Local) (Initial) (psi)
(ft)
PRV-1A 4,974.10 6.0 0.000 5,089.63 50 4
PRV-113 4,907.79 6.0 0.000 5,011.76 45 1
PRV-3A 4,793.84 8.0 0.000 4,932.47 60 73
PRV-313 4,793.84 8.0 0.000 4,932.47 60 99
PRV-4A 4,632.06 8.0 0.000 4,724.48 40 33
PRV-413 4,637.11 8.0 0.000 4,722.60 37 0
Pressure Hydraulic Pressure(To) Hydraulic Headloss
(From) Grade(From) (psi) Grade(To) (ft)
(psi) (ft) (ft)
91 5,185.00 50 5,089.67 95.33
79 5,089.67 45 5,011.80 77.87
103 5,031.50 60 4,932.52 98.98
103 5,031.54 60 4,932.52 99.02
130 4,932.34 40 4,724.51 207.83
128 4,932.37 38 4,724.49 0.00
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 37 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Maximum Day Demand-Crystal Run Loop, Res 1 HGL=5032'
Fire Flow Results Table - Time: 0.00 hours
Label Satisfies Fire Fire Flow Fire Flow Pressure Pressure Pressure Junction w/
Flow (Needed) (Available) (Calculated (Calculated (Calculated Minimum
Constraints? (gpm) (gpm) Residual) System Residual @ Pressure
(psi) Lower Limit) Total Flow (System)
(psi) Needed)
(psi)
HYD 005 True 2,000 2,070 20 20 21 3-264
HYD 010 True 2,000 2,226 24 20 28 3-70
HYD 015 True 2,000 2,115 43 20 45 3-70
HYD 020 True 2,000 2,264 49 20 55 3-70
HYD 025 True 2,000 2,389 57 20 68 3-70
HYD 030 True 2,000 2,661 59 20 64 3-70
HYD 035 True 2,000 2,802 60 20 71 3-70
HYD 040 True 2,000 2,894 63 20 79 3-70
HYD 045 True 2,000 2,908 48 20 69 3-70
HYD 054 True 2,000 3,085 56 20 83 3-70
HYD 056 True 2,000 3,399 37 20 68 3-265
HYD 058 True 2,000 3,400 33 20 66 3-265
HYD 059 True 2,000 2,830 20 24 48 3-264
HYD 060 True 2,000 3,048 21 20 62 3-70
HYD 065 True 2,000 2,908 52 20 77 3-70
HYD 070 True 2,000 3,048 42 20 77 3-70
HYD 072 True 2,000 3,048 30 20 75 3-70
HYD 075 True 2,000 3,048 30 20 78 3-70
HYD 077 True 2,000 2,955 88 20 109 3-70
HYD 080 True 2,000 2,976 38 20 42 3-70
HYD 082 True 2,000 2,981 42 20 50 3-70
HYD 085 True 2,000 2,986 50 20 57 3-70
HYD 088 True 2,000 2,983 49 20 61 3-70
HYD 090 True 2,000 2,984 67 20 79 3-70
HYD 092 True 2,000 2,984 62 20 76 3-70
HYD 095 True 2,000 2,985 62 20 79 3-70
HYD 099 True 2,000 2,985 79 20 92 3-70
HYD 101 True 2,000 2,561 26 20 53 HYD 102
HYD 102 True 2,000 2,277 20 24 35 3-256
HYD 103 True 2,000 2,561 28 20 60 HYD 102
HYD 104 True 2,000 2,257 20 25 36 3-258
HYD 105 True 2,000 2,561 37 20 51 HYD 102
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 38 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand-Crystal Run Loop, Res 1 HGL=5032'
Results View
.aa..ate.laai J 159 J-22J20
A
a
,o • - ° 21 RV-4R
a.o • 20 J t 1-92
• eo J- - HV O60
15
°V°o • ooe 2 J_
• J-I' J-II
J-20 Y D
12 J 2 9 65 0 V
VD 153 HVD
otter ,HVD 105 - 5
103 2 J-76 ,H -
2
J-tot J-I 0
R=325111" Ras J-{'1YD 132 -253 _27 -0I
J-lea
J 2s0
° Jos
0
HV &I
J-I I
HY 010
Scenario Summary
ID 770
Label Buildout PHD-Crystal Run
Notes
Active Topology Crystal Run Loop
User Data Extensions Base User Data Extensions
Physical Crystal Run Loop
Demand Buildout PHD
Initial Settings Base Initial Settings
Operational Base Operational
Age Base Age
Constituent Base Constituent
Trace Base Trace
Fire Flow Base Fire Flow
Energy Cost Base Energy Cost
Pressure Dependent Demand Base Pressure Dependent Demand
Transient Base Transient
Failure History Base Failure History
SCADA Base SCADA
Steady State/EPS Solver Calculation Base Calculation Options
Options
Transient Solver Calculation Options Base Calculation Options
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 39 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand-Crystal Run Loop, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
J-4 4,682.76 0 4,931.97 108
J-8 4,670.39 0 4,931.97 113
3-11 4,676.52 0 4,931.97 111
3-12 4,668.20 0 4,931.97 114
3-14 4,709.63 0 4,931.97 96
3-18 4,685.71 0 4,931.97 107
3-19 4,687.57 15 4,931.97 106
3-20 4,661.90 0 4,931.97 117
3-21 4,711.50 0 4,931.96 95
3-22 4,664.09 0 4,931.97 116
3-24 5,164.04 0 5,172.36 4
3-25 5,175.00 0 5,182.52 3
3-26 4,827.35 0 5,030.11 88
3-27 4,828.36 0 5,030.11 87
3-28 4,844.36 0 5,030.13 80
3-29 4,853.30 0 5,030.13 77
3-30 4,795.25 0 5,030.05 102
3-31 4,806.75 0 5,030.07 97
3-32 4,709.51 0 4,932.09 96
3-33 5,037.92 0 5,031.87 -3
3-40 4,742.19 6 4,931.72 82
3-41 4,749.78 6 4,931.55 79
3-42 4,816.40 1 5,030.06 92
3-43 4,807.43 8 5,030.06 96
3-66 4,726.95 0 4,931.95 89
3-67 4,745.07 0 4,931.93 81
3-68 4,766.65 5 4,932.35 72
3-69 4,768.08 5 4,932.34 71
3-70 4,939.34 0 5,030.68 40
3-71 4,920.42 5 5,030.67 48
3-76 4,853.98 9 5,030.23 76
3-77 4,851.43 0 5,030.27 77
3-83 4,890.85 4 5,030.70 61
3-88 4,517.59 0 4,724.43 89
3-89 4,574.95 9 4,724.43 65
3-91 4,507.60 0 4,724.43 94
3-92 4,574.81 0 4,724.43 65
3-99 4,687.67 0 4,931.89 106
3-100 4,686.06 0 4,931.89 106
3-101 5,163.86 0 5,185.00 9
3-102 5,175.00 0 5,185.00 4
3-107 4,594.68 7 4,724.46 56
3-111 4,521.43 4 4,724.43 88
3-112 4,500.20 7 4,724.43 97
3-117 4,869.06 0 5,030.48 70
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 40 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand-Crystal Run Loop, Res 1 HGL=5032'
]unction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-118 4,868.95 4 5,030.48 70
3-119 4,709.04 0 4,931.97 96
3-120 4,708.60 0 4,931.97 97
3-124 4,825.34 0 5,030.11 89
3-127 4,716.44 0 4,931.78 93
3-128 4,717.25 0 4,931.78 93
3-135 4,478.45 16 4,724.43 106
3-139 4,661.00 0 4,931.77 117
3-140 4,656.13 0 4,931.77 119
3-141 4,647.97 34 4,931.77 123
3-142 4,643.81 0 4,931.77 125
3-145 5,050.00 0 5,052.63 1
3-146 5,040.70 0 5,035.28 -2
3-147 4,540.50 4 4,724.43 80
3-148 4,539.23 0 4,724.43 80
3-149 4,631.07 11 4,931.77 130
3-150 4,677.88 26 4,931.78 110
3-151 4,691.61 0 4,931.78 104
3-152 4,820.98 2 5,030.11 90
3-153 4,704.79 24 4,931.79 98
3-154 4,711.45 0 4,932.06 95
3-155 4,686.50 33 4,932.05 106
3-156 4,709.98 34 4,932.06 96
3-157 4,734.69 7 4,931.78 85
3-158 4,666.52 0 4,931.90 115
3-159 4,842.99 5 5,030.11 81
3-160 5,163.25 0 5,185.00 9
3-161 5,050.00 0 5,060.91 5
3-162 4,789.51 5 5,030.06 104
3-163 5,040.70 0 5,031.77 -4
3-174 4,710.18 0 4,931.96 96
3-180 4,913.83 0 5,030.69 51
3-181 4,912.75 0 5,030.69 51
3-184 4,785.13 24 5,030.06 106
3-188 4,925.22 4 5,030.87 46
3-190 4,853.42 2 5,030.29 77
3-191 4,718.99 45 4,931.78 92
3-192 4,614.57 4 4,724.49 48
3-195 4,516.19 4 4,724.43 90
3-199 4,951.22 3 5,031.23 35
3-201 4,880.34 0 5,030.60 65
3-205 4,767.66 0 4,932.35 71
3-207 4,593.28 0 4,724.45 57
3-212 4,737.46 2 4,932.10 84
3-213 4,709.95 0 4,931.84 96
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 41 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand-Crystal Run Loop, Res 1 HGL=5032'
Junction Table -Time: 0.00 hours
Label Elevation Demand Hydraulic Pressure
(ft) (gpm) Grade (psi)
(ft)
3-215 4,521.53 4 4,724.43 88
3-222 4,554.17 0 4,724.44 74
3-226 4,710.49 36 4,931.96 96
3-227 4,550.24 0 4,724.44 75
3-228 4,556.48 7 4,724.44 73
3-239 4,637.11 10 4,931.90 128
3-240 4,637.11 0 4,724.43 38
3-242 4,632.06 2 4,931.76 130
3-243 4,632.06 0 4,724.51 40
3-244 4,795.25 1 5,029.90 102
3-245 4,795.25 0 4,932.52 59
3-246 4,795.25 0 4,932.51 59
3-247 4,828.22 0 5,030.11 87
3-250 4,808.65 3 5,030.00 96
3-251 4,844.19 0 5,030.11 80
3-253 4,707.45 0 4,931.96 97
3-256 4,975.14 1 5,089.67 50
3-257 4,913.41 0 5,089.67 76
3-258 4,945.63 4 5,089.67 62
3-259 4,868.89 3 5,011.80 62
3-260 5,154.35 0 5,185.00 13
3-261 4,954.20 0 5,089.67 59
3-264 4,964.31 0 5,031.47 29
3-265 4,875.94 0 5,030.15 67
3-266 4,753.61 0 4,932.46 77
3-267 5,152.66 0 5,167.15 6
3-270 4,812.35 0 5,030.06 94
3-271 1 4,814.27 1 0 1 5,030.06 1 93
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 42 of 43
06787 USA [phone]

Schweitzer Water Model Results
Buildout Peak Hour Demand-Crystal Run Loop, Res 1 HGL=5032'
PRV Table - Time: 0.00 hours
Label Elevation Diameter Minor Loss Hydraulic Pressure Flow
(ft) (Valve) Coefficient Grade Setting Setting (Initial) (gpm)
(in) (Local) (Initial) (psi)
(ft)
PRV-1A 4,974.10 6.0 0.000 5,089.63 50 9
PRV-113 4,907.79 6.0 0.000 5,011.76 45 3
PRV-3A 4,793.84 8.0 0.000 4,932.47 60 159
PRV-313 4,793.84 8.0 0.000 4,932.47 60 217
PRV-4A 4,632.06 8.0 0.000 4,724.48 40 73
PRV-413 4,637.11 8.0 0.000 4,722.60 37 0
Pressure Hydraulic Pressure(To) Hydraulic Headloss
(From) Grade(From) (psi) Grade(To) (ft)
(psi) (ft) (ft)
91 5,185.00 50 5,089.67 95.33
79 5,089.67 45 5,011.80 77.87
102 5,029.89 60 4,932.52 97.37
102 5,030.04 60 4,932.52 97.52
130 4,931.76 40 4,724.51 207.25
128 4,931.90 38 4,724.43 0.00
Bentley Systems,Inc. Haestad Methods Solution WaterCAD
SMR Water Model.wtg Center [10.04.00.107]
4/16/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 43 of 43
06787 USA [phone]

SMR Water Facility Plan
APPENDIX E
Monitoring and Water Quality Information
Ardurra

DEQ Public Drinking Water System
Monitoring Schedule Report
Print Date: November 16, 2023
ID1090123 - SCHWEITZER MOUNTAIN RESORT
Nontransient Noncommunity water system serving 3301 people and 449 connections.
Regulated by: COEUR D ALENE REGIONAL OFFICE
The following schedules include monitoring periods between 1-1-2023 and 12-31-2031
Schedules for Distribution System(s)
Code Group/Analyte Name Monitoring Frequency Season Begin Date Season End Date Satisfied
3100 COLIFORM(TCR) 4 per MN 1/1 12/31 mm"
DBP2 DBP2-STAGE 2 2 per YR collected in 2023 taken 7/1 through 9/30 7/1 9/30 YES
1 set TTHM/HAA5-VEHICLE MAINTENANCE SHOP
(DBP2A)
1 set TTHM/HAA5-GLADES CONDO UNIT 3A(DBP213)
DBP2 DBP2-STAGE 2 2 per Y'R collected in 2029 taken 7j1 through 9/3U 7/1 9/30 FUTURE
1 set TTHM/HAA5-VEHICLE MAINTENANCE SHOP
(DBP2A)
1 set TTH14/HAA5-GLADES CONDO UNIT 3A(DBP2B)
DBP2 DBP2-STAGE 2 2 per YR collected in 2025 taken 7/1 through 9/30 7/1 9/30 FUTURE
I set TTHM/HAA5-VEHICLE MAINTENANCE SHOP
(DBP2A)
1 set TTHM/HAA5-GLADES CONDO UNIT 3A(DBP26)
DBP2 DBP2-STAGE 2 2 per YR collected to 2026 taken 7/1 through 9/30 7/1 9/30 FUTURE
I set TTHM/HAA5-VEHICLE MAINTENANCE SHOP
(DBP2A)
1 set TTHM/HAA5-GLADES CONDO UNIT 3A(DBP2B)
DBP2 DBP2 STAGE 2 Z per YR collected to 2031 taken 7/1 through 9/30 9/30 FUTURE
1 set TTHM/HAA5-VEHICLE MAINTENANCE SHOP
(DBP2A)
1 set TTHM/HAA5-GLADES CONDO UNIT 3A(DBP26)
Schedules for Distribution Systems(s) Lead and Copper
Code Group/Analyte Name Monitoring Frequency Season Begin Date Season End Date Satisfied
P8CU LCR-LEAD COPPER 10 per 3Y collected in 2024 taken 6/1 through 9/30 61, 9/30 FUTURE
PBCU LCR-LEAD COPPER 10 per 3Y collected to 2027 taken 6/1 through 9130 6/1 9130 ;FUTURE
PBCU LCR-LEAD COPPER 10 per 3Y collected in 2030 taken 6/1 through 9/30 6/1 9/30 YFUTURE
N, ;Consumer notice of lead tap results, regardless of lead level, is required within 30 days after receiving results.For templates and more information,please visit:
http://www.deq.idaho.gov/water-qual ity/dri nking-water/pws-monitoring-reporting/public-notifications
Schedules for tag#: ID1090123TM
Please Label Sampling Point/Location as: "MANIFOLD-WELLS 4 &5& 6-
Code Group/Analyte Name Monitoring Frequency Season Begin Date Season End Date Satisfied
2T103 NxTRg7E 1 per YR due between 01/01/2023 and 12/31/2023 n/a fV8 YES y
ZN03 NITRATE 1 per YR due between 01/01/2024 and 12/31/2024 n/a n/a FUTURE
ZN03 NITRATE 1 per YR due between 01/01/2025 and 12/31/2025 n/a n/a 'FUTURE
ZN03 NITRATE 1 per YR due between 01/01/2026 and 12/31i2026 n/a n/a `FUTURE
ZARS ARSENIC(1005) 1 per 9Y due between 01/01/2020 and 12/31/2028 n/a n/a NO
ZIOC IOCS-PHASE 2 AND 5 I per 9Y due between 01/01/1020 and 12/31/2028 n/a n/a NO
ZN02 NITRITE 1 per 9Y due between 01/01/2020 and 12/31/2028 n/a n/a YES
VOCS VOCS-GROUP 1 per 6Y due between 01/01/2023 and 12/31/2028 n/a n/a NO
�NO3 NITRATE 1 per YR due between 01/01/2031 and 12/31/2031 n/a n/a 'FUTURE
Date Printed Thursday November 16 2023 Page t a1 2

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Lab EPA ID No.: ID00912 Lab Sample#: 260151 Laboratory Name
Date Received: 09/20/2023 Date Reported by Lab: 10/18/23 Accurate Testing Labs, LLC
7950 Meadowlark Way
Compliance or Replacement Sample: Compliance Coeur d'Alene, ID 83815
Phone [phone] Fax[phone]
Date Collected 09/20/2023 Time Collected: 10:09 Web site:www.accuratetesting.com
E-mail: [e-mail]
Sample Type: Distribution
PWS No.: 1090123 RE PWS Name: Schweitzer Mtn Utility Company
Sample Location: Glades Condo Unit 3A Lab Order No.: 2023090520
Collector: Rich Glover Phone: [phone]
Public Drinking Water System DISINFECTION BYPRODUCT (DBP) ANALYSIS REPORT:
FRDS Contaminant Results ug/L Method: MCL' MDL* Analysis Analyst:
Date
2454 Dibromoacetic Acid ND SM6251 B 1.0 10/08/23 ANA
2450 Monochloroacetic Acid ND SM6251 B 2.0 10/08/23 ANA
2451 Dichloroacetic Acid ND SM6251B 1.0 10/08/23 ANA
2452 Trichloroacetic Acid ND SM6251B 1.0 10/08/23 ANA
2453 Monobromoacetic Acid ND SM6251B 1.0 10/08/23 ANA
2456 Total Haloacetic acids ND SM 6251 B 60 1.0 10/08/23 ANA
ND=Not detected within sensitivity of instrument
MDL=Method detection limit
MCL-Maximum Contaminant Level
Comments: Sub Lab:Anatek
Schweitzer Mtn Utility Company
165 Village Lane#A 10/18/23
Sandpoint ID 83864-6219
Laboratory Supervisor, Digitally signed by: Walter Mueller

Accurate Testing Labs, LLC Certificate of Analysis
7950 Meadowlark Way
Coeur d'Alene.ID 83815
Phone[phone] Fax[phone]
www,accuratetesting.com Order No.: 2023090520
[e-mail]
Page: 1 of 1
Schweitzer Mtn Utility Company Project: TTHM Report PWS #1090123
165 Villaqe Lane#A
Sandpoint , ID 83864-6219 Date Received: 09/20/2023 14:06
Sample: 1 Matrix: Drinking Water
Location: Glades Condo Unit 3A D/T Collected: 09/20/2023 10:28
Sample Type: Distribution Collected by: Rich Glover
Analyte Result Unit Method PQL Analysis Date Analyst
Total Trihalomethanes 2.24 ug/L EPA 524.3 0.5 09/27/23 ANA
Chloroform 1.73 ug/L EPA 524.3 0.5 09/27/23 ANA
Bromoform ND ug/L EPA 524.3 0.5 09/27/23 ANA
Bromodichloromethane 0.510 ug/L EPA 524.3 0.5 09/27/23 ANA
Dibromochloromethane ND ug/L EPA 524.3 0.5 09/27/23 ANA
If the RESULT is 'ND' (Not Detected) or'Absent', that means the concentration is less than the PQL (Practical Quantitation
Limit for this method).
Comments:
Sub Lab: Anatek
MCL TTHM is 80 ug/L
Laboratory Supervisor, Digitally signed by: Walter Mueller Date: 10/18/23

Lab EPA ID No.: ID00912 Lab Sample#: 260153 Laboratory Name:
Date Received: 09/20/2023 Date Reported by Lab: 10/18/23 Accurate Testing Labs, LLC
7950 Meadowlark Way
Compliance or Replacement Sample: Compliance Coeur d'Alene, ID 83815
Phone[phone] Fax[phone]
Date Collected: 09/20/2023 Time Collected: 10:09 Web site:www.accuratetesting.com
Sample Type: Distribution E-mail: [e-mail]
PWS No.: 1090123 RE PWS Name: Schweitzer Mtn Utility Company
Sample Location: Vehicle Maintenance Shop Lab Order No.: 2023090521
Collector: Rich Glover Phone: [phone]
Public Drinking Water System DISINFECTION BYPRODUCT (DBP) ANALYSIS REPORT:
FRDS Contaminant Results ug/L Method: MCL" MDL; Analysis Analyst:
Date
2454 Dibromoacetic Acid ND SM6251 B 1.0 10/08/23 ANA
2450 Monochloroacetic Acid ND SM6251B 2.0 10/08/23 ANA
2451 Dichloroacetic Acid ND SM6251B 1.0 10/08/23 ANA
2452 Trichloroacetic Acid ND SM6251 B 1.0 10/08/23 ANA
2453 Monobromoacetic Acid ND SM6251B 1.0 10/08/23 ANA
2456 Total Haloacetic acids ND SM 6251B 60 1.0 10/08/23 ANA
ND=Not detected within sensitivity of instrument
MDL=Method detection limit
MCL-Maximum Contaminant Level
Comments: Sub Lab:Anatek
i
Schweitzer Mtn Utility Company
165 Village Lane#A 10/18/23
Sandpoint ID 83864-6219
Laboratory Supervisor. Digitally signed by: Walter Mueller

Accurate Testing Labs, LLC Certificate of Analysis
7950 Meadowlark Way
Coeur d'Alene.ID 83815
Phone[phone] Fax[phone]
www.accuratetesting.com Order NO.: 2023090521
[e-mail]
Page: 1 of 1
Schweitzer Mtn Utility Company Project: TTHM Report PWS #1090123
165 Villaqe Lane#A
Sandpoint , ID 83864-6219 Date Received: 09/20/2023 14:06
Sample: 1 Matrix: Drinking Water
Location: Vehicle Maintenance Shop D/T Collected: 09/20/2023 10:59
Sample Type: Distribution Collected by: Rich Glover
Analyte Result Unit Method PQL Analysis Date Analyst
Total Trihalomethanes 0.810 ug/L EPA 524.3 0.5 09/27/23 ANA
Chloroform 0.810 ug/L EPA 524.3 0.5 09/27/23 ANA
Bromoform ND ug/L EPA 524.3 0.5 09/27/23 ANA
Bromodichloromethane ND ug/L I EPA 524.3 10.5 09/27/23 ANA
Dibromochloromethane ND ug/L I EPA 524.3 0.5 09/27/23 ANA
If the RESULT is 'ND' (Not Detected)or'Absent', that means the concentration is less than the PQL (Practical Quantitation
Limit for this method).
Comments:
Sub Lab: Anatek
MCL for TTHM is 80 ug/L
Laboratory Supervisor, Digitally signed by: Walter Mueller Date: 10/18/23

Lab EPA ID No: ID00912 Supervisor: Walter Mueller Laboratory Name:
Date Received: 09/14/2021 Date Reported: 09/23/2021 Accurate Testing Labs, LLC
7950 Meadowlark Way
Sample Purpose: Compliance Coeur d'Alene, ID 83815
Sample Type: Distribution Phone [phone]
Fax [phone]
PWS No: 1090123 RE PWS Name: Schweitzer Mtn Resort Web site: www.accuratetesting.com
County: Bonner E-mail: [e-mail]
Order Number: 2021090285
INORGANIC CHEMICALS(IOC's) REPORT FOR LEAD & COPPER
Copper Lead
Action Level (AL): 1.3 mg/L 0.015 mg/1
Test Method: EPA 200.7 EPA 200.9
Analyst: WM WM
Lab Sample # Date Collected Sampling Location Copper mg/L Lead mg/L
232671 09/14/2021 Selkirk Lodge Room # 307 ND ND
232672 09/14/2021 Pinnacle Ridge Condo # 11 0.011 ND
232673 09/14/2021 Copper Ridge Condo # 201 ND ND
232674 09/14/2021 Day Lodge First Aid Sink ND ND
232675 09/14/2021 Crystal Run Condo # 12 0.011 ND
232676 09/14/2021 Glades Condo Unit # 2A 0.011 ND
232677 09/14/2021 745 Crystal Springs Rd ND ND
232678 09/14/2021 Cabins Condo Unit # 7 0.010 ND
232679 09/14/2021 Lazier Building Bsmt Mens Room ND ND
232680 09/14/2021 Mill Building Kitchenette ND ND
Mountain Utility Company 17
165 Village Lane#A wt0 l .�CQ
Sandpoint ID 83864-6219 j 09/23/21
Laboratory Supervisor, Digitally signed by: Walter

Lab EPA ID No.: ID00912 Lab Sample#: 259659 Laboratory Name:
Date Received: 09/12/2023 Date Reported by Lab: 10/16/23 Accurate Testing Labs, LLC
7950 Meadowlark Way
Compliance or Replacement Sample: Compliance Coeur d'Alene, ID 83815
Date Collected: 09/11/2023 Time Collected: 16:34 Phone [phone]
Fax [phone]
Sample Type: Plant Tap Web site: www.accuratetesting.com
PWS No.: 1090123 RE PWS Name: Schweitzer Mtn Utility Company E-mail: [e-mail]
Sampling Location: Upper Res Manifold Wells 4,5,6 Tag#
Lab Order No.: 2023090262 5
Collector: Rich Glover Phone: [phone]
Public Drinking Water System INORGANIC CHEMICAL (IOC) ANALYSIS REPORT:
Phase II Phase V
FRDS Analytes Results MCL* MDL* Method Analysis Analyst FRDS Analytes Results MCL* MDL* Method Analysis Analist
Date Date
1010 Barium 1036 Nickel
1015 Cadmium 1074 Antimony
1020 Chromium 1075 Beryllium
1035 Mercury 1085 Thallium
1038 NO2/NO3 Other IOCs
1040 Nitrate-N 0.145 10.0 0.024 EPA 300.0 09/12/2.3 WM 1005 Arsenic
1041 Nitrite-N 1025 Fluoride
1045 Selenium 1052 Sodium
1024 Cyanide
Secondary IOCs (optional)
1002 Aluminum 1055 Sulfate
1003 Ammonia 1095 Zinc
1016 Calcium 1905 Color
1017 Chloride 1915 Hardness
1022 Copper 1920 Odor
1027 Hyd.sulfide 1925 pH
1028 Iron 1926 conductivity
1031 Magnesium 1927 Alkalinity
1032 Manganese 1930 Diss.Solids
1042 Postassium 1997 Lanalier Inca
1049 Silica Si02 2905 Surfactants
1050 Silver 1030 Lead
'Reported in mg/L unless otherwise noted,units differ for secondary MCLs depending on contaminant
ND=Not detected within sensitivity of instrument
Empty=No analysis performed for this contaminant
MDL=Method detection limit
MCL-Maximum Contaminant Level
Comments:
tp P 10/16/23
Schweitzer Mtn Utility Company Laboratory Supervisor
165 Village Lane#A Walter Mueller
Sandpoint , ID 83864-6219

Drinking Water Branch
Coliform/Alicrobial Sample Results
Water System No. : 01090123 Federal Type: N`'TNC
Water System Name: SCIM EITZER MOUNTAIN RESORT State Type: NTNC
Principal County Served : BON-INTER Primary Source : GW
Status: A Activity Date: 01-23-1991
This list displays results of all microbial analytes(TSAANLYT.TYPE_CODE=MOR)for the last 2 years by default. Sample/Results will be displayed regardless if the
sample result is or is not associated to a monitoring period.If you need to search for a specific date range,use the following date fields(you can also pick a date from the
pop-up calendar next to the field)and click on Search.
Sample Collection Date From I I ® To
Lab Sample Collection Date& Sample Presence/ Analyte
Period
Type No. Time Sampling ' , Monitoring Monitoring Period Laboratory
Location
Code
Begin Date End Date
Indicator
RT 251723 02-01-2023 1 GENERIC A 3100 COLIFORIvi(TCR) 02-01-2023 02-28-2023 ACCURATE TESTING
SAMPLING PT LABS
RT 251724 02-01-2023 1 GENERIC A 3100 COLIFORMM(TCR) 02-01-2023 02-28-2023 ACCURATE TESTING
SAMPLING PT LABS
RT 251725 02-01-2023 1 GENERIC A 3100 COLIFORM, (TCR) 02-01-2023 02-28-2023 ACCURATE TESTING
SAMPLING PT LABS
RT 251726 02-01-2023 1 GENERIC A 3100 COLIFORM(TCR) 02-01-2023 02-28-2023 ACCURATE TESTING
SAMPLING PT I LABS
RT 193476 05-22-2018 i GENERIC A 3100 COLIFORMM(TCR) 05-01-2018 05-31-2018 ACCURATE TESTING
SAMPLING PT LABS
Total Number of Records Fetched = 5

Drinking Water Branch
Lead and Copper Sample Summary Results
Water System No. : ID1090123 Federal Type: NTNC
Water System Name: SCHWEITZERMOUNTAINRESORT State Type: NTNC
Principal County Served: BOATNER Primary Source: GW
Status: A Activity Date: 01-23-1991
This list displays Lead and Copper Sample Summary Results for the last 2 years by default.If you need to search for a specific date range,use the following date fields(you
can also pick a date from the pop-up calendar next to the field)and click on Search.
Monitoring Period Begin Date From ® To FM
Data Monitoring Period Begin Monitoring Period Number of Water System Facility State Date Summary
Quality Date End Date SamplesMeasure - Asgn
II , Analyte
, ,
A 01-01-2019 12-31-2021 10 0.011000000 ID1090123DS 09-23-2021 Copper
A 01-01-2019 1 12-31-2021 10 OE-9 ID1090123DS 09-23-2021 Lead
Total Number of Records Fetched = 2

Drinking Water Branch
Chem/Rad Samples
Water System No. : ID1090123 Federal Type
Water System Name : SCHWEITZERMOUNT AINRESORT State Type : 'NTNC
Principal County Served : BONNER Primary Source : GW
Status : A Activity Date : 01-23-1991
This list displays sample/results of all non-microbial analytes(TSAANLYT.TYPE_CODE Q MOR)for the last 2 years by default.If you need to search for a specific
date range.use the following date fields(you can also pick a date from the pop-up calendar next to the field)and click on Search.
Sample Collection Date From To I z
Sampling
i Sample Collection 1 ii Sample Location
D2601 S 1 RT 09-20-0023 DBP2B GLADES CONDO UNIT 3A Point
ACCURATE TESTING LABS
D2601 RT 09-20-2023 DBP2A VEHICLE MAINTENANCE SHOP ACCURATE TESTING LABS
\?�96�9 RT 09-11-2023 EP7 J�IANIFOLD ACCURATE TESTING LABS
\?�060G RT 12-20-2022 EP7 MANIFOLD ACCURATE TESTING LABS
D247330 RT 09-26-2022 DBP2B GLADES CONDO UNIT 3A ACCURATE TESTING LABS
N2021090_184 RT 09-13-0021 EP7 MANIFOLD ACCURATE TESTING LABS
\231S68 RT 08-23-2021 EP7 MANIFOLD ACCURATE TESTING LABS
D231634 RT 08-16-0021 DBP2B GLADES CONDO UNIT 3A ACCURATE TESTING LABS
D231636 RT 08-16-0021 DBP2A VEHICLE MAINTENANCE SHOP ACCURATE TESTING LABS
I220802 RT 09-21-0020 EP7 MANIFOLD ACCURATE TESTING LABS
D220S44 RT 09-21-1020 DBP2A VEHICLE MAINTENANCE SHOP ACCURATE TESTING LABS
D220S4S RT 09-21-2020 DBP213 GLADES CONDO UNIT 3A ACCURATE TESTING LABS
D207603 RT 08-20-2019 DBP2A VEHICLE MAINTENANCE SHOP ACCURATE TESTING LABS

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type : NTNC
Water System Name: SCHWEITZER MOUNTAIN RESORT State Type : NTNC
Principal County Served: BONN-ER Primary Source : GR%
Status: A Activity Date: 01-23-1991
Lab Sample No. : D260151 Collection Date: 09-20-2023
This list displays sainpleiresults of all non-microbial analytes(TSAANLYT.TYPE_CODE<--MOR)associated to the selected sample.Results for Microbial Analytes
are not included.
Less
I I 1 I '
I I 1 1 I i l l 1 1 1 I ' 1 1
AnalyteCode Analyte NameMethod Code 1Reporting Period End
Indicator Begin � '
Date
2456 OTAL HALOACETIC ACIDS(HAAS) null Y MDL OE-9 01-01-2023 12-31-2023
29-0 -524.3 N OE-9 224 i;G L 01-01-2023 12-31-2023
Total Number of Records Fetched = 2

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type: NTN-C
Water System Name : SCMVEITZER MOLNITAIN RESORT State Type : NT\C
Principal County Served : BONNER Primary Source : GR'
Status: A Activity Date: 01-23-1991
Lab Sample No. : D260153 Collection Date: 09-20-2023
This list displays sample,results of all non-microbial analvtes(TSAANTLYT.TYPE_CODE<>MOR)associated to the selected sample.Results for NIicrobialAmahytes
are not included.
Less than Concentration -
Period Monitoring
Analyte Code Analyte Name od CodePeriod End
Begin1
ate
2456 OTAL HALOACETIC ACIDS(HAA5) null Y MDL OE-9 01-01-2023 12-31-2023
2950 TIILM 524.3 N OE-9 _810 UGL 01-01-2023 12-31-2023
Total Number of Records Fetched = 2

Drinking Water Branch
C'hem/Rad Sanmle Results
Water System No. : ID1090123 Federal Type : NTNC
Water System Name : SCHWEITZER VIOL'NTAL1 RESORT State Type : NTNC
Principal County Served : BO\TER Primary Source : GW
Status : A Activity Date : 01-23-1991
Lab Sample No. : N259659 Collection Date : 09-11-2023
This list displays sample results of all non-microbial analytes(TSAANLYT.TYPE_CODE<>MOR)associated to the selected sample.Results for Microbial Analytes
are not included.
IndicatorLess than Concentration Monitoring Monitoring
Analyte Code Analvte Name Method Code Level Type Reporting Level Period End
Perp
Begin Date
Date
1040 NITRATE 1 300.0 1 N I I OE-9 .145 MG1L OI-01-2023 12-31-2023
Total Number of Records Fetched = 1

Drinking Water Branch
C hem/Rad Sample Results
Water System No. : 1131090123 Federal Type : \TIC
Water System Name : SCHa'EITZBRMOUNTAIN RESORT State Type : NTNC
Principal County Served : BON'NER Primary Source : GW
Status : A Activity Date : 01-23-1991
Lab Sample No. : N250606 Collection Date : 12-20-2022
This list displays sample/results of all non-microbial analytes(TSAANLYT.TYPE_CODE Q MOR)associated to the selected sample.Results for Microbial Analytes
are not included.
Analyte Code Analyte Name Method Code 1ndicator LevelType Reporting Level level Be-in Date Period End
Less than Concentration Monitoring Period Monitoring
1040 NTRATE 300.0 N I OE-9 _150 MG.'L 01-01-2022 12-31-2022
Total Number of Records Fetched = 1

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type: \T\C
Water System Name: SCHWEITZER MOLN,'TAI\RESORT State Type : NT\C
Principal County Served : BON-NER Primary Source: GR'
Status : A Activity Date: 01-23-1991
Lab Sample No. : D247330 Collection Date: 09-26-2022
This list displays sampleresults of all non-microbial analytes(TSAANLYT.TYPE_CODE-_ MOR)associated to the selected sample.Results for vlicrobial Analytes
are not included.
Less h: Period Monitoring
• � � � -
level Begin Date Period End
Date
2456 TOTAL HALOACETIC ACIDS(HAAS) 6251B N OE-9 1.51 CGZ 01-01-2022 12-31-210212
2950 ITTIE4 524.3 1N OE-9 1 10.03 UGL 1 01-01-2022 1 12-31-2022
Total Number of Records Fetched = 2

Drinking Water Branch
C'hem/Rad Sample Results
Water System No. : DD1090123 Federal Type: NTNC
Water System Name : SCMVEITZER vIOL-NTALN RESORT State Type : NTNC
Principal County Served : BON%ER Primary Source: Gw
Status: A Activity Date: 01-23-1991
Lab Sample No. : N2021090284 Collection Date : 09-13-2021
This list displays sannple'results of all non-uucrobial analytes(TSAANTLY T.TYPE_CODE NIOR)associated to the selected sample.Results for Xficrobial Analytes
are not included.
Less than Concentration Monitoring Period MonitoringAnallyte Code Analyte Name Method Code Indicator Level Type Reporting Level level Begin Date Period End
D. .
1038 NITRATE-N-ITRITE null Y MDL OE-9 0
1040 NITRATE null Y MDL OE-9 01-01-2021 12-31-2021
1041 NITRITE null Y -MDL OE-9 01-01-2020 12-31-2028
Total Number of Records Fetched = 3

Drinking Water Branch
C hein/Rad Sample Results
Water System No. : ID1090123 Federal Type : NTNC
Water System Name : SCHWEITZERMOUI TALN RESORT State Type : NTNC
Principal County Served : BON—N-ER Primary Source : GW
Status : A Activity Date : 01-23-1991
Lab Sample No. : N2311,368 Collection Date : 08-23-20_11
This list displays sample results of all non-microbial analytes(TSAANLYT.TYPE_CODE NIOR)associated to the selected sample.Results for vlicrobialAnalytes
are not included.
Less thin Concentration on �d
Monitoring
Xnalyte Code Analyte Name Method Code - Period End
Indicator - level BeginDate
Date
1040 TRATE 300.0 N OE-9 .121 VIG.'L O1-01-2021 12-31-2021
Total Number of Records Fetched = 1

Drinking Water Branch
Chein/Rad Sample Results
Water System No. : ID1090123 Federal Type : NTNC
Water System Name : SCHWEITZERMOL1i1TAL\RESORT State Type : NTNC
Principal County Served : BOXNER Primary Source : GW
Status : A Activity Date : 01-23-1991
Lab Sample No. : D216?4 Collection Date : 08-16-2021
This list displays sample/results of all non-microbial analyzes(TSAANLYT.TYPE_CODE MOR)associated to the selected sample.Results for Microbial Analytes
are not included.
Reporting4ethod Code Less than Concentration nitoring Period Monitoring
Analyte Code A-nalYte Name LevelType L Level Period End s�: i i Begin Date Date
2456 ITOTAL HALUACETICACIDS(HAA5) null Y MDL OE-9 1 01-01-2021 12-31-2021
2950 ITTHNI 24. 11\ MDL OE-9 _630 tiGL 01-01-2021 12-31-0-11
Total Number of Records Fetched = 2

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type: NTNC
Water System Name: SCHWEITZER MOL-NTAIN RESORT State Type : NTNC
Principal County Served : BONNER Primary Source: GW
Status : A Activity Date: 01-23-1991
Lab Sample No. : D231636 Collection Date : 08-16-2021
This list displays sample.,Iresults of all non-microbial analytes(TSAANLY T.TYPE_CODE< MOR)associated to the selected sample.Results for Microbial Analytes
are not included.
Less thin Concentration
od Period Monitoring
-4,nalyte Code Amalyte Name Method Monitoring
Indicator
level Begin Date Period End
Date
2456 FOTAL HALOACETIC ACIDS(HAA5) null Y MDL OE-9 01-01-2021 1 1731-2021
29-0 i-Lm 524.3 N OE-9 -810 tiGL 01-01-2021 12-31-2021
Total Number of Records Fetched =2

Drinking Water Branch
Cheni/Rad ~ample Results
Water System No. : ID1090123 Federal Type : NTNC
Water System Name : SCHWEITZERMOUNTAIN RESORT State Type : NTNC
Principal County Served : BONTNER Primary Source : GW
Status : A Activity Date : 01-23-1991
Lab Sample No.: I220802 Collection Date : 09-21-2020
This list displays samplz,results of all non-microbial analytes(TSAANLYT.TYPE_CODE<>MOR)associated to the selected sample.Results for MicrobialAnalytes
are not included.
Less than Concentration Monitoring Period Monitoring
knalyte Code Analyte Name Method Code Indicator LevelType Reporting Level level Begin Date Period End
1040 TRATE 300.0 N OE-9 .142 MG.'L 01-01-2020 12-31 2020
Total Number of Records Fetched = 1

Drinking Water Branch
C hem/Rad Sample Results
Water System No. : ID1090123 Federal Type : NT\C
Water System Name : SCHWEITZERMOUNTALNRESORT State Type : NTNC
Principal County Served : BO'\N-ER Primary Source : GW
Status : A Activity Date : 01-23-1991
Lab Sample No. : D220944 Collection Date : 09-21-2020
This list displays sample results of all non-microbial analytes(TSAANTYT.TZTE_C'ODE MOR)associated to the selected sample. Results for Microbial Analytes
are not included.
Less than Concentration Monitoring Period Monitoring
Analyte Code Analyte Name Method Code LevelType Reportin Level Period End
1ndicator - level Begin Date
Date
2456 FOTAL HALOACETIC ACIDS(HAAS) null Y MDL OE-9 01-01-2020 12-31-2020
2950 RTFM 524.2 1N OE-9 1 2.44 UG,'L 1 01-01-2020 1 12-31-2020
Total Number of Records Fetched = 2

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type : '\TNC
Water System Name : SCHW'EITZERMOLNTALN RESORT State Type : NTNC
Principal County Served : BONA'ER Primary Source : GW
Status : A Activity Date : 01-23-1991
Lab Sample No. : D22084� Collection Date : 09-21-2020
This list displays sample/results of all non-microbial analytes(TSAANLYT.TYPE_CODE<-MOR)associated to the selected sample. Results for Microbial Analytes
are not included.
Less than Concentration Monitoring Period Monitoring
Ana4rte Code Analyte Name Method Code Indicator Leve[Type Reporting Level level Begin Date Period End
Date
2456 OTAL HALOACETIC ACIDS(HAA5) 6251B N OE-9 1.38 UG:L 01-01-2020 1 12-31-2020
2950 ITTHNI 524.2 N IOE-9 4.86 UG,L 01-01-2020 12-31-2020
Total Number of Records Fetched = 2

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type: NTNC
Water System Name: SCHWEITZER V OU TArN RESORT State Type : NTNC
Principal County Served : BONNER Primary Source: GW
Status : A Activity Date : 01-23-1991
Lab Sample No.: D207603 Collection Date: 08-20-2019
This list displays sample'results of all non-microbial analytes(TSAANLYT.TYPE_CODE<--NIOR)associated to the selected sample.Results for vlicrobialAnalytes
are not included.
Less
I I 1 1 '
I I 1 1 I 1 1 1 1 1 I ' 11 1
• nallyte Code AmalyteName 1 11 1 Code 1 ReportingPeriod End
Indicator Begin 1
I Date
2456 ITOTAL HALOACETIC ACIDS(HAA5) null Y MDL OE-9 01-01-2019 12-31-2019
2950 rTILM 1 524.2 1N OE-9 1 137 L;GL 1 01-01-2019 1 12-31-2019
Total Number of Records Fetched = 2

Drinking Water Branch
C he111/Rad Sample Results
Water System No. : ID1090123 Federal Type
Water System Name : SCHWEITZER MOCNTALN RESORT State Type : NTNC
Principal County Served : BON-N-ER Primary Source: Gla'
Status : A Activity Date : 01-23-1991
Lab Sample No. : D207604 Collection Date : 08-20-2019
This list displays sample results of all non-microbial analytes(TSAANLl T.TITE_CODE <>MOR)associated to the selected sample.Results for NlicrobialAnalytes
are not included.
BeginLess than Concentration Monitoring Period Monitoring
Analyte Code Analyte Name Method Code Indicator Level Type Reporting Level level
Period End
ate
2456 OTAL HALOACETIC ACIDS(HAAS) null Y MDL OE-9 01-01-2019 12-31-2019
2950 524.2 N OE-9 2.58 tiGL 01-01-2019 12-31-2019
Total Number of Records Fetched = 2

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID10901-11 Federal Type : NTNC
Water System Name : SCHWEITZERMOL"NfAL\RESORT State Type : NTN'C
Principal County Served : BON-N-ER Primary Source : GW
Status : A Activity Date : 01-23-1991
Lab Sample No. : N206924 Collection Date : 08-05-2019
This list displays sample results of all non-inicrobial analytes 1TSAANLYT.T iTE_CODE<>MORI associated to the selected swuple.Results for Microbial Analytes
are not included.
Less than ncentration Monitoring Period Monitoring
Analyte Code Analyte Name Method Code 1ndicator Level Type Reporting Leve level Begin Date Period End
Mir- Date
1040 FITRATE 300.0 N OE-9 102 MG:'L 1 0l-01-2019 12-31-2019
Total Number of Records Fetched = 1

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type : NTNC
Water System Name: SCHWEITZER vIOLTTTAIN RESORT State Type: NTNC
Principal County Served : BON-N-ER Primary Source: GW
Status : A Activity Date: 01-23-1991
Lab Sample No. : N197284 Collection Date: 09-11-2018
This list displays sample4esults of all non-microbial analytes(TSAANLY.TYPE_CODE.- >MOR)associated to the selected sample. Results for-\Ecrobial Analytes
are not included.
Less thin Concentration Mon Period Monitoring
,'�nalyte Code Anal�rte Name Method od -
level Begin Date Period End
Date
1040 TRATE 300.0 N OE-9 .16 MG L 01-01-2018 12-31-2018
Total Number of Records Fetched = 1

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type: NTNC
Water System Name : SCHWEITZER VIOLNTA1N RESORT State Type : NTNC
Principal County Served : BONTER Primary Source: GW
Status: A Activity Date: 01-23-1991
Lab Sample No. : D197308 Collection Date: 09-10-2018
This list displays sample/results of all non-microbial analytes(TSAANTLYT.TYPE_CODE = MOR)associated to the selected sample. Results for_N icrobial Analytes
are not included.
Less than Concentration MonitoringPeriod Monitoring
Analyte Code Analyte Name Method
Indicator level Begin Date Period End
Date
2456 OTAL HALOACETIC ACIDS(HAA5) null Y \IDL OE-9 1 01-01-2018 12-31-2018
2950 TfLM 524.2 N OE-9 1.19 liG'L 01-01-2018 12-31-2018
Total Number of Records Fetched = 2

Drinking Water Branch
Chem/Rad Sample Results
Water System No. : ID1090123 Federal Type: NTNC
Water System Name: SCHW'EITZER M7 OL-NTAI\RESORT State Type : NTNC
Principal County Served : BON-NER Primary Source: GW
Status: A Activity Date: 01-23-1991
Lab Sample No. : D197309 Collection Date: 09-10-2018
This list displays sample'results of all non-microbial analytes(TSAANLYT.TYPE_CODE<=>MOR)associated to the selected sample.Results for Microbial Analytes
are not included.
Less than Concentration Period Monitoring
Anallyte Code Amalyte Name Method odIndicator Monitoring
level Begin Date Period End
2456 OTAL HALOACETIC ACIDS(HAA5) null Y VIDL OE-9 01-01-2018 12-31-2018
2930 524.2 N OE-9 _51 tiG-L 01-01-2018 12-31-2018
Total Number of Records Fetched = 2

Drinking Water Branch
Violation Detail
Water System No. : ID1090123 Federal Type : NTNC
Water System Name : SCHWEITZER MOUNTAIN RESORT State Type : NTNC
Principal County Served : BON-NER Primary Source: GX
Status : A Activity Date : 01-23-1991
Violation No.: 2023-7725 Determination Date: 05-10-2023
`iolation T}pe: 2? Violation Name: MONITORING.ROUTINE
(DBP),MAJOR
Violation Category: MON Status: V
Anahte Code: 0999 Analte Name: CHLORINE
Compliance Period Begin 02-01-2023 Compliance Period End 02 28 2023
Date: Date:
Violation Period Begin Date:01-01-2023 Violation Period End 03-31-2023
Date:
Rater Svstem Facility-State Water System Facility
Asgn ID: ID1090123DS Name: DISTRIBUTION SYSTEM
Analysis Result
Enforcement Action(s).
Enforcement Action No. Action Type Name Status Date
2023-336017 SIE ST PUBLIC MOTIF REQUESTED T 05-13-2023
2023-336016 SIA ST VIOLATION'REMINDER NOTICE T 05-10-2023

Drinking Water Branch
Violation Detail
Water System No. : ID1090123 Federal Type : NTNC
Water System Name : SCHATEITZER MOUNTAIN RESORT State Type : NTNC
Principal County Served : BONN-ER Primary Source: GW
Status : A Activity Date : 01-23-1991
Violation No.: 2022-7723 Determination Date: 09-08-2022
Violation Type: 3A Violation Name: MO\ITORING,ROUTI\E,
MAJOR(RTCR)
Violation Category: MON Status: V
Anal-te Code: 3014 Analte Name: E.COLI
Compliance Period Begin 07-01-2022 Compliance Period End07-31-2022
Date: Date:
Violation Period Begin Date:07-01-2022 Violation Period End 07-31-2022
Date:
Water System Facility-State null Rater System Facility null
Asgn ID: Name:
Analysis Result:
Enf01'Cenient Adioll( )
ActionEnforcement Action No.
2022-336015 SIE ST PUBLIC\OTIF REQUESTED T 09-11-2022
2022-336014 SIA ST VIOLATION;REMINDER NOTICE T 09-08-2022

Drinking Water Branch
Violation Detail
Water System No. : ID1090123 Federal Type : NTNiC
Water System Name : SCMVEITZER MOLNTAIN RESORT State Type: NTNC
Principal County Served : BONINER Primary Source : GIV
Status : A Activity Date : 01-23-1991
Violation No.: 2022-77221 Determination Date: 05-09-2022
Violation Type: 66 Violation Name: LEAD CONSUMER NOTICE
(LCR)
Violation Category: RPT Status: V
Anal to Code: 5000 Anah'te Name: LEAD&COPPER RULE
Compliance Period Begin 12-30-2021 Compliance Period End05-17-2022
Date: Date:
Violation Period Begin Date:12-30-2021 Violation Period End 05-17-2022
Date:
Water System Facitit•State null Water SA stem Facility null
Asgn ID: Name:
Anah•sis Result
Enforcellient ACtion(s)
Enforcement Action No. Action Type Name Status Date
2022-336013 SOX ST COMPLIANCE ACHIEVED T 05-17-2022
2022-336012 SIE ST PUBLIC NOTIF REQUESTED T 05-12-2022
2022-336011 SIA ST VIOLATION,REMI-.NTDER NOTICE T 05-09-2022

SMR Water Facility Plan
APPENDIX F
Sanitary Survey
Ardurra

Panhandle Health District EnvironmentalHe alth
Healthy People in Healthy Communities 8500 N Atlas Road
Public Health Hayden,Idaho 83835
Prevent. Promote. Protect. Phone:[phone]
Pa-ha-dk gulth District Fax:[phone]
www.phdl Jdaho.gov
July 11, 2019
Schweitzer Mountain Resort
Tom Trulock
Subject: Sanitary Survey of PWS #1090123, Schweitzer Mountain Resort
Dear Tom:
Thank you for the opportunity to complete the sanitary survey on the Schweitzer Mountain Resort
Water System on June 14 and June 24, 2019. Attached, you will find the drinking water supply
report and survey photos for your records.
If ou have an uestions or comments regarding this survey,please do not hesitate to contact me
at
Sincerely,
Jamie Barton
Sr. Environmental Health Specialist
c: Anna Moody, DEQ Drinking Water Supervisor
Scott McNee, Engineer Project Manager
Bob Lesniewski, Designated Operator,

Panhandle Health District
Drinking Water Supply Report
System: Schweitzer Mountain Resort PWS#: ID1090123
Date of Survey: June 14 and 24, 2019 County: Bonner
Source: Groundwater Connections: 448
Water System Type: Non-Transient Non-Community
System Representative Present at Survey: Tom Trulock and Bob Lesniewski
Surveyed by: Jamie Barton and Kelsey Blair, PHD
Schweitzer Mountain Resort Water System and Area Overview
Booster Station `• ,
y H..
1
pond
Booster
Station#4
and STO#
CAq
a
_ Villa2e area
�•
7 i O1sterStation
Well 44�
The Schweitzer Mountain Resort (Resort) water system is classified as a non-transient, non-
community public drinking water system located on Schweitzer Mountain in Bonner County,
Page 1 of 7

Idaho. The water system consists of three drilled wells, storage capacity, treatment facilities, and
distribution mains serving the Resort and portions of the Schweitzer Basin P.U.D. The system
serves approximately 448 connections.
System Changes
The last sanitary survey was completed June 26,2013 and since that time significant changes have
been completed or proposed by the water system including additional water system components
to accommodate the Sky House Restaurant at the top of the mountain and reconstruction of well
#4. The Resort is currently in the process of adding two main line pressure reducing valve (PRV)
vaults and preparing for a water main extension for the proposed new Thompson Lodge.
T-O engineering has submitted to the Idaho Department of Environmental Quality (DEQ)
preliminary engineering reports (PER) and plans and specifications (P&S) for each of the
significant changes.
Summit Lodge(currently Sky House Restaurant): P&S for a water main extension including three
new booster pump stations, two new water storage reservoirs, water transmission lines, and two
pressure tanks were submitted May 19, 2016 and approved by DEQ on June 21, 2016. Record
drawings were submitted to DEQ January 30, 2018.
Well#4 Reconstruction: To allow for a larger pump and greater production, the Resort proposed
to reconstruct well #4. DEQ performed a well site evaluation for the reconstructed well and
granted site approval July 10, 2017. P&S were submitted September 27, 2018 and again with
revisions October 2, 2018. DEQ approved P&S October 24, 2018 and accepted record drawings
on December 21, 2018.
PRV Vaults: Portions of the water system above the existing PRV assemblies operate at high
pressures over 100 psi. Additional PRV assemblies are proposed above the existing PRVs to
reduce pressures upstream. These stations are proposed on opposite ends of the looped system.
Individual PRVs are required for all connections at the Resort and many in these areas currently
rely on individual PRVs for protection. The new PRVs will provide redundant protection in the
event an individual PRV should fail. P&S were submitted August 16, 2018 and received DEQ
approval on September 11, 2018.
Water Main Extension for Thompson Lodge: On June 17, 2019, DEQ approved the P&S for the
Thompson Lodge water main extension which was submitted May 7, 2019. The project includes
a main line extension to the new Lodge as well as relocating existing water mains and valves in a
new buried valve vault, improving accessibility for operation and maintenance. Once the
Thompson Lodge is complete, the total number of connections will be at 578.
Source
The water system utilizes three wells as its sources of water; well #4, well #5, and well #6. All
three wells are located southwest of the day lodge. Previous sources of water; spring #1, spring
#2,and well#3 are all listed as inactive and no longer in use.Idaho Department of Water Resources
well driller's reports are on file with the DEQ.
Page 2 of 7

Remote transducers are provided for all three wells. The wells pump simultaneously and discharge
to the treatment building and 200,000-gallon reservoir. Each discharge line includes a smooth-
nose sample tap, flow meter, flow to waste capability, and the ability to individually isolate if
necessary.
DEQ completed a Source Water Assessment (SWA) on well #4 and well #5 on May 23, 2002.
The potential contaminant information was updated August 16, 2016. The SWA for well #6 was
completed May 9, 2013 and the potential contaminant information updated November 1, 2016.
Full reports may be viewed at: http://www2.deq.idaho.gov/water/swaOnline/Search
A Ground Water Under Direct Influence of Surface Water (GWUDI) evaluation was performed
by DEQ for well#4 and well#5. Both sources were determined to be groundwater sources. Well
#6 has not been evaluated. Microscopic particulate analyses (MPA) were used to aid in the
groundwater determination for well#4. DEQ determined well#5 did not need further evaluation.
Well #4 (DEQ tag# E0005162) was originally a 6-inch cased well drilled October 6, 1992 by
Bartholomew Drilling to a total depth of 157 feet. The static water level was reported at 8 feet
below the surface and the discharge rate tested at 60 gallons per minute (gpm).
Reconstruction of well #4 was completed August 14, 2018 by Horsley Drilling to a completed
depth of 220 feet. The original casing was removed, and the well was re-drilled with a 10-inch
casing to 100 feet and 8-inch PVC liner to 220 feet. A 58-foot bentonite surface seal was
constructed around the casing. The static water level was reported at 6 feet below the surface and
the discharge yield at 150+gallons per minute. Current production was reported as 93 gallons per
minute, utilizing a 15-horsepower submersible pump. Well #4 has experienced artesian flow in
the past; therefore, a low-pressure mechanical packer is installed in the 10-inch casing to keep
water from flowing out the well cap if artesian conditions return.
The well is located outside with the casing extending two feet above the ground surface and is
properly sealed and vented. An air relief valve is located in a box adjacent to the well.
Well#5 (DEQ tag#E0005398)is an 8-inch cased well drilled October 17, 1999 by Kettle Drilling
Inc. According to the driller's report the well was drilled to a total depth of 174 feet and
constructed with a 54-foot cement grout surface seal. The casing extends 172 feet below the
surface and includes perforations from 32 to 100 feet. The static water level was reported at four
feet below ground and the discharge rate tested at 160 gpm over 7.5 hours. To date, well#5 is the
largest producer at approximately 98 gpm.
The well is located outside about 30 feet south of the treatment building. The casing extends over
two feet above ground and is fitted with a watertight, vented well cap. The surrounding area is
primarily wooded with a nearby depression where standing water could accumulate. A breach on
the downhill side of the depression should be made to not allow water to pool within 50 feet of the
well.
Well#6 (DEQ tag#E0009235) is an 8-inch cased well drilled October 17, 1999 by Kettle Drilling
Inc. According to the driller's report the well was drilled to a total depth of 135 feet and
Page 3 of 7

constructed with a 52-foot cement grout surface seal. The casing extends 112 feet below the
surface and includes perforations from 83 to 112 feet. The static water level was reported at 35
feet below ground and the discharge rate tested at 200 gpm. Currently well#6 is offline but when
in use produces approximately 71 gpm.
The well is located about 450 feet uphill and northwest of the treatment building. A concrete slab
is poured around the well casing. The casing extends at least 18 inches above the concrete and is
fitted with a watertight vented well cap. An air relief valve is located in a box adjacent to the well.
Treatment Facilities
Treatment takes place within the treatment building, just below the 200,000-gallon reservoir,
which includes equipment for controls, chemical feed, process monitoring, and transfer pumping.
The building has a locking door; and adequate light, heat, ventilation, and floor drainage. A
generator is housed in a small room add-on to the treatment building and automatically exercises
every Wednesday.
Chlorination has been provided since the 1970's when the original source of water was being
drawn from the creek. Other past sources included springs and a surface water influenced well
which required chlorination with contact time. To date, since all wells are groundwater,
distribution chlorine residuals are maintained at the discretion of the water system and disinfection
with contact time is not a DEQ requirement.
Chlorination treatment includes the injection of sodium hypochlorite (HASA Mult-chlor, 12.5%
concentration) for the purpose of controlling the distribution system chlorine residuals. Sodium
hypochlorite is diluted in a 35-gallon solution tank at a ratio of four cups to 5 gallons of water and
injected in the combined discharge line via an LMI electronic metering pump which is equipped
with a flow sensing automatic shutoff. The pump settings are adjusted as needed with the seasonal
changes of use on the system. The solution tank is vented to the outside and an air gap is provided
on the solution tank fill line.
In 1999, DEQ determined the Resort water to be corrosive and corrosion control became a
requirement. This is accomplished by the injection of soda ash to raise the pH of the well water.
Soda ash is mixed in a 100-gallon solution tank at a ratio of 16 cups to 10 gallons of water,
equipped with a mixer that runs on a timer, and an LMI electronic metering pump injects the
solution in the combined discharge line just after injection of the sodium hypochlorite solution.
The pH measured after treatment is maintained above 7.0.
Flow meter readings, chlorine residuals and pH measurements are recorded daily on forms kept in
the treatment building. Monthly operating reports are submitted to DEQ each month.
Storage Facilities
Storage capacity is comprised of three reservoirs totaling near 300,000 gallons of storage for the
Resort with two additional storage facilities for the Sky House restaurant.
STO3: STO3 is a partially below ground concrete reservoir and is the largest reservoir built in
2006, totaling 200,000 gallons. Level transducers in the reservoir call for water from the three
Page 4 of 7

wells. The reservoir roof is in good repair with no signs of cracks or deterioration. An access
hatch and vent are provided on both ends of the reservoir. The hatches are provided with locking
and watertight lids and each vent is properly downturned and screened. The overflow discharges
out the south end of the reservoir to a rocky drainage and is provided with a clamped-on 24-mesh
screen.
STO2: Water from STO3 flows to STO2 which is a 60,000-gallon concrete below ground reservoir
built in 1999 with three chambers. Each chamber is equipped with a 3-foot round concrete riser
and 2-foot square locking and watertight metal access hatch. A properly downturned and screened
vent, and an overflow are provided. The overflow includes a 24-mesh screen, bolted on with a
steel frame. The screen is showing signs of wear. At the time of the survey, the electrical conduit
entering the north access was detached,providing an entry point for possible contamination. This
was quickly corrected by the operator and photo documentation was submitted to PHD.
STO1: STO1 is the lowest reservoir and receives water from STO2 before discharging to
distribution. STO1 is a 45,000-gallon concrete below ground reservoir built in 1991. The access
hatch is housed within the original treatment control building and is provided with a locking and
gasketed lid.
The Resort utilized the services of Aquadrone Marine Services to inspect and clean ST01, STO2,
and STO3 in the fall of 2018. All facilities were reported to be in good condition. The screens on
each of the reservoir overflows should be inspected regularly. Signs of wear was noted and in the
event of an overflow, screens can dislodge or collect debris.
STO4: STO4 is a 1,200 gallon partially buried concrete booster tank,used in the transfer of water
to the Sky House restaurant. A watertight access hatch and properly screened vent are provided.
The overflow and drain combine and discharge to a rocky trench below. A level transmitter is
installed in the tank.
STO5: Water is pumped from STO4 to STO5; a 17,000 gallon partially buried, baffled concrete
reservoir located just below the Sky House restaurant. The reservoir was constructed in 2016 and
includes an access hatch and vent on each end of the reservoir. The hatches are provided with
locking and watertight lids and each vent is properly downturned and screened. The overflow
discharges out the north end of the reservoir to a rocky drainage.
At the time of the survey, no screen was observed on the overflow for both STO4 and STO5;
however, the operator had screens installed the same day and submitted photo documentation.
Pumps and Controls Facilities
The entire water system consists of four control buildings (three of which include booster pumps)
and two underground vaults. The control buildings/booster stations are numbered to coincide with
each of the storage facilities. All buildings have a locking door; and adequate light, heat,
ventilation, and floor drainage.
Page 5 of 7

Control Building #1: The control building sits atop STOI and houses the reservoir access, flow
meter, backup treatment units, and spare parts and tools. A valve vault is included on the north
side of the building and includes bypass valves and valves for transfer of water.
No control building or booster station is associated with STO2; however, a valve vault is included
just south of STO2 and houses bypass valves and valves for the transfer of water between storage
reservoirs.
Booster Station#3: This building is also the treatment building and houses two booster pumps for
the purpose of beginning the transfer of water from STO3 to the Sky House. The pumps are 3-
horsepower Grundfos booster pumps set to alternate with a pumping rate of 5 gpm each. A 2-inch
McCrometer flow meter is included on the transfer discharge line with the readout adjacent to the
booster pump control panel. Additional booster stations and water storage are included in the
transfer and at the summit. Telemetry control is included in this building.
Booster Station #4: This building sits just downhill of STO4 and houses two additional 3-
horsepower Grundfos booster pumps to continue the transfer of water to the Sky House. The
pumps are set to alternate and deliver water at a rate of 5 gpm. Also included in the building are
a sample tap,air relief valve,McCrometer Ultra Mag flow meter,and telemetry and pump controls.
A propane generator is in an adjacent room, set to automatically exercise every Wednesday.
Booster Station #5: This building is at the summit just below the Sky House and STO5 and
includes three 7.5-horsepower Grundfos booster pumps. The pumps are set to alternate based on
demand to deliver 98 gpm to the Sky House. A leaky seal was noted on one of the booster pumps
and is scheduled to be repaired. Also included in the building are two Well-X-Trol 119-gallon
pressure tanks,pressure relief valve,and a sample tap. A propane generator is in an adjacent room,
set to automatically exercise every Wednesday.
A 2-inch Seametrics flow meter is included where the water line enters the Sky House building.
In addition, two isolation valves are provided in a vault just before water is transferred to the Sky
House; one for fire and one for domestic.
Distribution
The system currently serves 448 metered connections with most of the system looped. The
distribution lines consist of 4-inch to 12-inch PVC pipe, and include fire hydrants within the
system. All valves are exercised regularly, and main lines flushed annually. Dead-end lines are
flushed once a year and receive enough use during peak season to keep stagnant water from
becoming an issue. All flushing is accomplished through fire hydrants or end of line blow-offs.
Two main line PRV assemblies are provided in the distribution system to reduce pressure in the
system. Because the system reports pressures in excess of 100 psi above the existing PRVs, the
Resort has proposed to install two additional main line PRV assemblies to reduce pressures
upstream of the existing PRVs.
A cross connection control program and by laws related to its enforcement has been developed as
required by the Rules (IDAPA 58.01.08.552.06). The water system must ensure that cross
Page 6 of 7

connections do not exist or are isolated from the potable water system by an approved backflow
prevention assembly.
It was reported that an intertie through valves with Schweitzer Basin still exists but has never been
used. This intertie should be located, and the valves exercised to ensure functionality of the
intertie.
Over 50 backflow devices are located throughout the water system. Some of the areas where
backflow devices are included are on fire suppression systems, on the supplemental snow making
line in a vault at the top of chair two, and on lines within the restaurants.
Monitoring Requirements
Monitoring schedules may be viewed at any time through the Public Water System Switchboard:
http://www.deq.idaho.gov/water-quality/drinkin -w�ateLpws-switchboard.aspx. It is important to
note that monitoring schedules may be changed or modified by DEQ as required. Before sampling,
water system operators are advised to review the monitoring schedule.
Financial & Managerial Capacity
The water system is regulated by the Idaho Public Utilities Commission.
The water system appears to be current with drinking water program fees paid to DEQ.
The water system is owned by Resort Water Company with Tom Trulock listed as the
administrative contact for the system. Bob Lesniewski is the designated operator for the water
system and holds Drinking Water Distribution Class II and Drinking Water Treatment Class II
Licenses(DWD2-22079 and DWT2-21755). Bob Hansen with Water Systems Management is the
designated backup operator (DWD2-13440 and DWT2-10694). Ed Huckaby performs annual
backflow assembly testing throughout the water system and is a certified backflow assembly tester
(BAT-922).
An operation and maintenance manual has been produced and is being maintained as changes
occur to the water system.
Compliance
The Schweitzer Mountain Resort water system was found to be in substantial compliance with the
Idaho Rules for Public Drinking Water Systems, IDAPA 58.01.08. The significant deficiencies
noted during the survey have been corrected. Below is a list of additional requirements to address
when time and equipment allow.
1. The depression located near well#5 should be breached on the downhill side to not allow
water to pool within 50 feet of the well.
2. Locate intertie with Schweitzer Basin and exercise valves to ensure functionality.
July 11, 2019
Jamie Barton, Sr. Environmental Health Specialist Date
Page 7 of 7

Photographic Documentation
Name of Facility: Schweitzer Mountain Resort
Inspector(s): Jamie Barton, Panhandle Health District
Inspection Date: Monday, June 24, 2019
Purpose of Inspection: Sanitary Survey
•
Publish Date: Thursday, 11 July 2019

Idaho Department of Environmental Quality
Photographic Documentation for Schweitzer Mountain Resort
Table of Photographs:
Photograph 1: Well #4 with air relief in adjacent box............................................................................................... 4
Photograph 2: Air relief adjacent to Well #4............................................................................................................. 4
Photograph 3: Well #5 and treatment building ........................................................................................................ 4
Photograph 4: Well #5 DEQ tag E0005398................................................................................................................ 4
Photograph5: Well #5............................................................................................................................................... 5
Photograph 6: Well #6 with remote transducer....................................................................................................... 5
Photograph7: Well #6............................................................................................................................................... 5
Photograph8:Treatment building............................................................................................................................ 5
Photograph 9:Treatment building and Booster Station#3...................................................................................... 6
Photograph 10: Well discharge lines......................................................................................................................... 6
Photograph 11: Smooth nose source taps................................................................................................................ 6
Photograph 12: Combined source tap and sodium hypochlorite injection .............................................................. 6
Photograph 13: Solution tanks in treatment building............................................................................................... 7
Photograph 14: Electronic metering pumps for treatment ...................................................................................... 7
Photograph 15: Sodium hypochlorite and soda ash injection points ....................................................................... 7
Photograph 16: Stored chemicals for treatment ...................................................................................................... 7
Photograph 17: Daily records kept in Treatment building........................................................................................ 8
Photograph 18: Well pump information and contorls.............................................................................................. 8
Photograph 19: Heat and ventilation in treatment building..................................................................................... 8
Photograph 20: Booster pumps in Booster Station#3 for the Sky House ................................................................ 8
Photograph 21: Booster pump control and flow meter readout for line to Sky House............................................ 8
Photograph 22: Flow meter on line to Sky House..................................................................................................... 8
Photograph 23: Flow to waste line for the wells....................................................................................................... 9
Photograph 24: Generator for Treatment building................................................................................................... 9
Photograph 25: Depression near well #5.................................................................................................................. 9
Photograph26: STO3................................................................................................................................................. 9
Photograph 27: STO3 vent screen........................................................................................................................... 10
Photograph 28: STO3 north end access .................................................................................................................. 10
Photograph 29: Looking in STO3 access.................................................................................................................. 10
Photograph30: Valves for STO3.............................................................................................................................. 10
Photograph31: STO3 overflow............................................................................................................................... 11
Photograph 32: Screen on STO3 overflow with hose clamp................................................................................... 11
Photograph 33: Well #4 and STO2 .......................................................................................................................... 11
Photograph34: STO2 vent ...................................................................................................................................... 11
Photograph 35: STO2 vent screen........................................................................................................................... 11
Photograph 36: STO2 north access ......................................................................................................................... 11
Photograph 37: STO2 -disconnected conduit to north access............................................................................... 12
Photograph38: STO2 overflow............................................................................................................................... 12
Photograph39: STO2 overflow............................................................................................................................... 12
Photograph 40: STO2 overflow screen.................................................................................................................... 12
Photograph 41: Valve vault near STO2.................................................................................................................... 12
Photograph 42: Control building#1 over STO1....................................................................................................... 12
Photograph 43: Discharge line from STO2 to STO1................................................................................................. 13
Photograph44: STO1 access................................................................................................................................... 13
2

Idaho Department of Environmental Quality
Photographic Documentation for Schweitzer Mountain Resort
Photograph 45: Looking in STO1 access.................................................................................................................. 13
Photograph 46: Floor drain in control building#1.................................................................................................. 13
Photograph 47: Disconnected spring in Control Building#1 .................................................................................. 13
Photograph 48: Spare parts in Control Building#1................................................................................................. 13
Photograph 49: Booster Station #4......................................................................................................................... 14
Photograph 50: Generator for Booster#4.............................................................................................................. 14
Photograph 51: Booster Station #4 booster pumps and flow meter...................................................................... 14
Photograph 52: Booster pumps in Booster Station#4............................................................................................ 14
Photograph 53: Booster#4 telemetry controls....................................................................................................... 14
Photograph 54: Booster#4 control panel............................................................................................................... 14
Photograph 55: STO4 above Booster Station #4..................................................................................................... 15
Photograph 56: 1200 gallon tank access and vent.................................................................................................. 15
Photograph 57: STO4 overflow without screen...................................................................................................... 15
Photograph 58: Booster Station #5......................................................................................................................... 15
Photograph 59: Booster pumps in Booster Station #5............................................................................................ 15
Photograph 60: Booster pumps in Booster Station#5............................................................................................ 15
Photograph 61: Control valve and pressure tanks in Booster Station#5 ............................................................... 16
Photograph 62: Pressure gauge and sample tap at Booster Station #5.................................................................. 16
Photograph 63: Booster#5 telemetry and pump controls..................................................................................... 16
Photograph 64: Generator for Sky House............................................................................................................... 16
Photograph 65: 17,000 gallon reservoir for the Sky House .................................................................................... 16
Photograph 66: STOS access and vent.................................................................................................................... 16
Photograph 67: STOS overflow without screen...................................................................................................... 17
Photograph68: STOS overflow............................................................................................................................... 17
Photograph 69: Culvert collecting STO5 overflow and Booster Station #5 floor drain discharge.......................... 17
Photograph 70: Sky House Restaurant.................................................................................................................... 17
Photograph 71: Isolation valves in vault for Sky House .......................................................................................... 17
Photograph 72: Flow meter for the Sky House....................................................................................................... 17
Photograph73: Snow making pond ........................................................................................................................ 18
Photograph 74: Reconnected conduit for STO2 (photo submitted by Tom Trulock)...................................................18
Photograph 75: Screen installed on STO4 overflow (photo submitted by Bob Lesniewski) ......................................18
Photograph 76: Screen installed on STO5 overflow (photo submitted by Bob Lesniewski).......................................18
3

Idaho Department of Environmental Quality
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Photo ra hic Documentation for Schweitzer Mountain Resort
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Photo ra hic Documentation for Schweitzer Mountain Resort
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Photo ra hic Documentation for Schweitzer Mountain Resort
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Photo ra hic Documentation for Schweitzer Mountain Resort
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Photographic Documentation for Schweitzer Mountain Resort
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Photo ra hic Documentation for Schweitzer Mountain Resort
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Photo ra hic Documentation for Schweitzer Mountain Resort
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Idaho Department of Environmental Quality
Photo ra hic Documentation for Schweitzer Mountain Resort
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Photo ra hic Documentation for Schweitzer Mountain Resort
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Photo ra hic Documentation for Schweitzer Mountain Resort
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Idaho Department of Environmental Quality
Photographic Documentation for Schweitzer Mountain Resort
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SMR Water Facility Plan
APPENDIX G
Hydrogeologic Information
Ardurra

• Page 1 May 15,2020
May 15,202o MONKS
HYDRO-GEOSCIENCE
Tom Trulock,Director �Hjdrogeological Consulting
Resort Water Company P.O.Box 362,Sandpoint,ID 83864
165 Village Lane, Suite A
Sandpoint,ID 83864
RE: Safe Yield Analysis of the Crystal Springs Aquifer System, Schweitzer Mountain Resort,Bonner
County,Idaho
Dear Tom:
Monks Hydro-Geoscience(Monks)is pleased to present this report to Resort Water Company in
support of water supply development and management at Schweitzer Mountain Resort. Resort Water
Company(Schweitzer)operates a public water supply system(PWS)at Schweitzer Mountain Resort.
Three wells provide water for all of Schweitzer's front-side facilities in Schweitzer Basin and for the
Sky House summit restaurant/lodge. The Front Side Wells(Well#4,Well#5,and Well#6)withdraw
water from a small aquifer system located in the Crystal Run area of Schweitzer Basin,which I refer
to as the Crystal Springs Aquifer System(CSAS).
Throughout this report I use the term"water year".The water year runs from October 1st through
September 30t'of the following year,as opposed to the calendar year. The primary sources of data
used for this evaluation were:
1. Water level data from Schweitzer's wells for the 2012-2013 through 2019-2020 water years;
2. Well production data from Idaho Public Utility Commission(IPUC)reports for 2013—2019;
3. SNOTEL precipitation and weather data from the Schweitzer Basin SNOTEL Site at Stiles
Saddle;
4. Various technical reports on ground water exploration,well drilling, and construction at
Schweitzer Basin.
5. Evapotranspiration data from the Terraclimate high-resolution global dataset of monthly
climate and climatic water balance.

• Page 2 May 15,2020
Executive Summary
Hydrogeologic conditions that favor development of relatively large capacity(60— 100 gpm)wells are
found in very limited areas at Schweitzer Mountain Resort.
1. The watershed that feeds the CSAS receives between 110,000,000—360,000,000 gallons/year
of net recharge from precipitation;
2. The CSAS has an estimated storage capacity of approximately 120,000,000 - 180,000,000
gallons;
3. Schweitzer's annual withdrawal from the CSAS has ranged between 16,000,000 22,000,000
gallons/year;
4. Schweitzer's annual withdrawals from the CSAS are not having a negative impact on water
resources,and additional capacity exists for future water development from the CSAS;
5. Hydrogeologic conditions similar to those found at the CSAS are likely to be found in the north
watershed at the base of Stiles/Headwall ski runs, and in the Colburn Lake basin area in the
Colburn Basin side of the resort.
History of Water Resource Development at Schweitzer Basin
The original water source for Schweitzer Basin was ground water that discharges at Crystal Springs,a
ground water discharge area located about 400 feet south of Well#4,near the bottom of Crystal Ski
Tun. The springs served as Schweitzer's water source from the resort's opening in 1962 until the early
1990's. In 1989,Bronson Water Wells drilled three wells at Schweitzer,none of which produced
enough water to develop as a PWS.
Riley and Ralston(1992)conducted a hydrogeologic assessment of Schweitzer Basin and prepared a
report on the drilling and testing of Well#4. They describe two developed springs: an Upper Spring at
an elevation of 5100', and a Lower Spring. The Upper Spring is still connected to the PWS at the
Lower Reservoir. Gerold Ward,of Schweitzer,told them that the upper spring discharged vertically
from fractured bedrock they encountered after excavating about 20'. The Upper Spring flows by
gravity to the Lower Reservoir. Well#4 was drilled October 5-6, 1992, about 400' north of the Upper
Spring that produced an estimated 60 gallons per minute(gpm)from fractured bedrock at 130'-155'
below ground surface(bgs).

• Page 3 May 15,2020
1
Schweitzer ;
Jy
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Figure 1. Map showing the location of Crystal Springs Aquifer System and
the middle fork sub-watershed of Schweitzer Creek.

• Page 4 May 15,2020
In 1997,Harbor Properties commissioned a hydrogeologic study of Schweitzer Basin to assess
whether the water resources were available to support large-scale development of the resort.Monks
Hydro-Geoscience partnered with Pyrite Hydrochem (John Riley,Ph. D.)and Aquila Geosciences,
Inc. (Kent Johnson,Ph. D.,P.G.)to conduct additional hydrogeologic assessment, focusing on
understanding structural geology and the locations and orientations of fractured rock/fault zones. The
1997 work suggested that narrow,near-vertical,north-south trending fracture zones were the preferred
targets for water resource development.
In 1999,an extensive ground water exploration program was undertaken to locate and test drill
fracture zones,with the primary focus on the Crystal Springs area where water system infrastructure
already was in place. Aquila Geosciences,Inc. conducted seismic-refraction geophysical surveys that
identified three potential fracture zones,including the one which Well 94 was drilled into.An
exploration drilling program was undertaken to determine if the other two fracture zones identified
using geophysics were good targets for well drilling and to test other areas on the mountain. The test
drilling utilized angled, directional drilling, and identified the well locations where Wells#5 and#6
are located.
In 2008 Schweitzer Mountain Operations constructed a snowmaking system. Initially,the plan was to
supply the snowmaking reservoir at Stiles Saddle with ground water from a well in the vicinity of
Stiles Saddle.An initial hydrogeologic survey of the Stiles Saddle site suggested that it was unlikely
that a well,or wells,capable of providing the volume of water needed for snowmaking could be
drilled at or near Stiles Saddle.Instead,we expanded the work done in 1999 in the Crystal Run area to
the north,looking for northward extensions of fracture zones previously identified and drilled o, or
new ones.
We conducted additional seismic refraction surveys, drilled angled, directional test wells on seismic
anomalies, and then drilled Well#7 into a productive fracture zone on the north side of Midway run.
Initially Well#7 was drilled to a depth of 200'.We intercepted a fracture zone at 115— 119 feet that
was producing in excess of 100 gpm. A 150 gpm pump was installed in the well and it was test
pumped at 150 gpm. The well was unable to sustain 150 gpm without drawing the water level down to
the pump. The well was then deepened to 400' and the pump was reinstalled.Well#7 has been
operated by Mountain Operations since 2008 to pump water to the reservoir at Stiles Saddle.

• Page 5 May 15,2020
In 2014 Schweitzer began work on development of a water supply for the for the Sky House. A
hydrogeologic investigation was conducted along Gypsy ski run,utilizing the same methods used
successfully at the Crystal Springs area.North-south trending fracture zones were interpreted from
aerial photographs,and then confirmed using geophysical methods.We test drilled two of the fracture
zones,and test pumped the more productive of the two test wells. The test pumping results indicated
that the ridge-top fracture zones,while permeable enough to supply sufficient water on a short-term,
seasonal basis,were not likely to have sufficient storage capacity to supply the water needs of the Sky
House on a long-term basis.
In the summer of 2017,two angle-test wells were drilled to test the easternmost seismic anomalies that
had been identified during the 1999 geophysical surveys. The test drilling did not identify productive
fracture zones,but it did reveal that the unconsolidated deposits in the Well 94 area were much thicker
than previously thought.
In 2018 Well#4 was reconstructed to allow for installation of a larger pump. The old pump,PVC
liner,and 6-inch surface casing was pulled, and the well was reconstructed.Re-drilling Well#4
revealed that the Well Driller's Report for the original Well 94 was not accurate. The original Well
Report said that decomposed granite was at a depth of 25 feet. Re-drilling the well revealed that
granitic bedrock is at a depth of 65 feet, and that some portion of the production from the old well was
coming from unconsolidated deposits of sand/gravel,not fractured granite. The re-built Well#4
cased-out the productive sand/gravel.Well#4 was drilled deeper,to a depth of 220', and intercepted
another water-producing fractured bedrock zone at 190' - 198' bgs..
Crystal Springs Aquifer System Hydrogeology
Upper Schweitzer Creek/Schweitrer Basin Watersheds
The three small watersheds that make up Schweitzer Basin are shown in Figure 2 on the following
page. The north watershed is in the Headwall/Stiles area and flows past the base of the Great Escape
Quad chairlift. The middle watershed is in the Face/South Bowl/Midway area and flows down Crystal
Run and under the road where it enters the Gateway Parking Lot.Ridge Run separates the north and
middle watersheds. The south watershed drains an area outside of the ski area boundary to the south of
Schweitzer Village. Most of the South Fork watershed is developed for housing.

• Page 6 May 15,2020
Watershed characteristics for the Schweitzer Basin sub-watersheds are summarized in Table 1 below.
Table 1.Upper Schweitzer Creek watersheds physical characteristics from USGS Streamstats.
Area Mean Elev Mean Mean Annual % Max Elevation Min Elevation
Watershed z Slope slopes>
(miles) (ft asl) "�o Precip(inch) 30% (ft asl) (ft asl)
North 0.92 5240 37 49.9 74 6390 4210
Middle 0.63 5340 37 50.4 60 6390 4250
South 0.45 4790 32 44.8 64 5790 3920
CSAS Aquifer System Characteristics
The CSAS is a two-aquifer system: 1)an unconsolidated glacial and alluvial deposits aquifer that acts
as a saturated"sponge"and natural ground water reservoir,and which overlies 2)a crystalline
bedrock aquifer in discrete,narrow fracture zones within the underlying granitic bedrock. The bedrock
aquifer,where it is un-fractured and un-weathered,is nearly impermeable.Within the crystalline
bedrock are weathered zones at the bedrock surface, and fractured rock zones that extend to depth,
that are permeable and capable of storing and transmitting water.
Fractured bedrock is permeable,but fractured bedrock rock has limited capacity to store water. One
cubic-foot of unconsolidated deposits with porosity ranging from 15%to 50%contains 1.4 to 3.7
gallons of water,while one cubic-foot of granite with a one-millimeter wide crack crossing it holds
just 0.03 gallons of water.Hydraulic conductivity in granitic bedrock covers a wider range,from 1 x
10-9 ft/day to 100 ft/day(Trainor, 1988).
The unconsolidated deposits portion of the CSAS covers about 43 acres,and ranges in elevation from
approximately 5040' to 5300'. The CSAS is within the middle watershed of Schweitzer Creek,which
has an area of about 245 acres above 5040'. The unconsolidated deposits aquifer sits on an east-
sloping hillside with an average slope of about 25%.
The unconsolidated deposits consist of glacial till that formed beneath the glacier,proglacial and/or
supraglacial deposits formed from flowing water adjacent to or on top of the glacier,and some recent
alluvial deposits along streams.In the unconsolidated deposits,ground water occurs in and moves
through the pore spaces within the sediments. Glacial till deposits tend to be poorly-sorted and,
relative to pro/supra glacial deposits,lower hydraulic conductivity. The hydraulic conductivity of
glacial deposits covers a wide range,from 0.00003 ft/day to 300 ft/day(Fetter, 1988).

• Page 7 May 15,2020
41 . -
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Figure 2. Upper Schweitzer Creek watersheds and Crystal Springs Aquifer area.
The unconsolidated glacial and alluvial deposits vary in thickness from zero feet where bedrock is
exposed,to nearly 100' at the east boundary,where wells 2016-TW-1 and 2016-TW-2 were drilled.
At Well#4 weathered bedrock was about 65' below ground surface. At test well SW-99-7,drilled to
test the fracture zone that Well#6 is drilled into,the unconsolidated deposits were 25' thick. At Well
#7(Snow-making)the unconsolidated deposits were 31' thick.
The CSAS is bounded on the north, south and west sides by the contact between the unconsolidated
deposits and granitic bedrock. The aquifer continues to the east and down-slope,but down-slope
portions of the aquifer below the elevation of the bottom of Well#4 are not likely to contribute water
to the existing well system. Well#4 is located near the eastern,open boundary of the CSAS,and Well
#7(Snowmaking well)is apparently outside the north boundary.Bedrock rising in elevation forms the
northern edge of the boundary,and bedrock exposures near the entrance to the Stomping Ground
Terrain Park and along upper Crystal Run define the western boundary. The southern boundary of the
CSAS is the steep bedrock of the South Ridge.

• Page 8 May 15,2020
Schweitzer's production wells are all cased through the unconsolidated deposits, and are drilled into
fracture zones near the bedrock surface. The fracture zones are highly permeable,and are
hydrologically connected to the overlying"sponge"of saturated glacial deposits. This"sponge"of
saturated glacial deposits acts as a storage reservoir and is the source of most of the water produced
from the aquifer system.
I estimated groundwater storage volume in the unconsolidated deposits aquifer by calculating aquifer
area(ft)for seven elevation zones,with saturated thickness ranging from 1 foot at the upper boundary
of the aquifer,to 70 feet just east of Well#4(elevation 5040 feet asl). Using a porosity value of 35%,
the volume of water stored in the deposit's ranges from 100,000,000 gallons to 120,000,000 gallons.
These estimates assume a rectangular aquifer saturated zone. The bedrock topography is likely more
complex,with ridges and valleys that would reduce the storage capacity of the aquifer.
The volume of water moving through the unconsolidated deposits aquifer can be estimated using the
Darcy Equation: Q=KIA,where Q is discharge(ft3/day),K is hydraulic conductivity(ft/day),I is
hydraulic gradient(ft/ft),and A is the cross-sectional area(ft)of the saturated zone normal to the
direction of flow.
The wide range of hydraulic properties of the unconsolidated deposits,and the heterogeneous nature
of their distribution,makes it difficult to accurately estimate the volume of water moving through the
CSAS. If the unconsolidated deposits aquifer is 1700' wide,has a saturated thickness of 45',has an
average hydraulic conductivity of 0.3 ft/day,and a hydraulic gradient of 0.25 ft/ft,the volume of water
moving through the aquifer is approximately 2,100,000 gal/year.
In reality,there are probably areas where the hydraulic conductivity of the unconsolidated deposits is
much higher than surrounding deposits. The coarse-grained sand/gravel deposits we drilled through
during reconstruction of Well 94 likely concentrate ground water flow,resulting in Crystal Springs,
and affecting development of the topography of the area.A 400-foot wide,20-foot thick zone of
coarse-grained sand/gravel with a hydraulic conductivity of 20 feet day and a steep 0.25 ft/ft hydraulic
gradient would allow 14,600,000 gal/year to move through just the high hydraulic conductivity zone.

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• Page 10 May 15,2020
From Poc 526254.214.5356M-757 To Pm 527917.460.3356922.307
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Figure 4.Basin profiles and geologic cross sections through Schweitzer Basin.
Aquifer Recharge
Precipitation and snowpack data from the NRCS SNOTEL site at Stiles Saddle were analyzed to
estimate annual recharge to the CSAS and the annual variability in recharge. The SNOTEL data
covers the time period from October 1, 1981 through the present. Evapotranspiration was estimated

• Page 11 May 15,2020
using data from Terraclimate. Terraclimate is a dataset of monthly climate and climatic water balance
for global terrestrial surfaces from 1958-2018. The Terraclimate data have a monthly temporal
resolution and a—4-km(1/24th degree)spatial resolution, and cover the period from 1958-2018.
Precipitation and evapotranspiration both at Schweitzer Basin vary considerably,both seasonally and
annually. On a seasonal basis,most of the precipitation falls between October and May,much of it as
snow. Precipitation varies with elevation,with higher elevations receiving more precipitation.For
recharge calculations,I assumed that the precipitation at 5000' is 60%of what is received at the
SNOTEL site at approximately 6000'.
Table 2. Schweitzer SNOTEL precipitation and Terraclimate Evapotranspiration statistics for
period of record 1981 to present).
Measurement MAX(year) MIN(year) Average
Accumulated Annual Precipitation(inch): 78.6 1998-1999 31.4 2000—2001 56.1
#of Days with Precipitation 112(1981- 1982) 186 2009—2010) 147.5
Maximum Daily Precipitation(inch): 4.7 2006—2007 1.2 1999—2000 2.5
Actual Annual Evapotranspiration(inch): 23.5 2003-2004 15.9 2011-2012 19.7
The volume of water recharged to the CSAS is dependent on precipitation,and thus varies over the
same kind of range as does precipitation. The form in which precipitation falls affects the timing of
recharge to the aquifer.Precipitation that falls as snow is not available for recharge until the snow
pack melts in the spring.Precipitation that falls as rain recharges the aquifer more rapidly. In a
"normal"year the aquifer is recharged twice: a Fall recharge event from precipitation that falls as rain
during October and November,and a Spring recharge event when the winter's accumulated snowpack
melts. During the winter months,when most precipitation falls as snow and temperatures are below
freezing,very little recharge occurs.
Atmospheric River(AKA"Pineapple Express")events,when they occur,contribute a significant
percentage of annual recharge. I filtered the Precipitation Increment data for days with 2"or more
precipitation in a day to identify the atmospheric river events. There have been twelve atmospheric
river events that meet the 2"or more criteria that are summarized in Table 3.

• Page 12 May 15,2020
Table 3.Atmospheric River Events at Schweitzer: 2002 to date.
Water Year %of Water
Event Inches of Cumulative
Dates: precipitation Inches of Year Comment:
Precipitation
precipitation
December 10—16,2002 7.5 51.5 14.6%
March 26—April 1,2005 5.2 41.6 12.5%
November 3—10,2006 11.3 54.2 21%
December 2-3,2007 7.3 55.3 13.2%
November 21-23,2011 8.3 68.2 12% Cold one:45"of new snow!
March 28—31,2012 7.5 68.2 11% Cold one:38"of new snow!
November 15-23,2012 8.1 72 11.25%
September 28-30,2013 5.7 72 8% Two events in water year: 19.25%
March 2-9,2014 6.5 47.6 13.7% Rain on snow event
February 4-9,2015 6.5 43.3 15% Rain on snow event
December 7-13,2015 7.3 58.3 12.5% Rain on snow event
October 13-20,2016 8.8 67.5 13% Record setting October precipitation
When atmospheric river events occur on bare ground,the capacity of the soil to absorb the rainfall is
exceeded and much of the precipitation is lost as runoff.When atmospheric river events occur as rain-
on-snow events the snowpack acts to slow the rate at which the precipitation reaches the ground
surface and reduce the amount of precipitation lost to runoff. Graphs showing daily precipitation
increment, cumulative precipitation,and snow-water equivalent for water years 2012—2013 through
2018-2019 are shown in Figures 6, 6-A and 6-B.
There are two components to CSAS recharge: 1)direct recharge from precipitation/snowmelt that
occurs directly above the CSAS; and 2)indirect recharge from precipitation/snow melt within the rest
of the South Bowl Watershed that infiltrates and then flows across the mostly impermeable bedrock to
the CSAS. The indirect recharge area is much larger than the aquifer area.
Total estimated annual net recharge from precipitation that falls within the South Bowl Watershed
ranges from approximately 359,000,000 gal/year to approximately 113,000,000 gal/year and averages
approximately 243,000,000 gal/year. Most of the annual recharge occurs in the spring,when the
winter snowpack melts. The snowpack typically melts over about a 6-week time period between late
April and early June. The rapid recharge released by the melting of the snowpack quickly recharges
the aquifer and overwhelms the capacity of the ground to absorb it.Much of the winter's snowpack
leaves the mountain as runoff during May and June.

• Page 13 May 15,2020
Schweitzer SNOTEL Daily and Cumulative Precip and SWE:Oct.1,2012-April 8,2020
s 6o
4.5 72
4 I 64
3.5 56
s 9 48
c
o � Y
,0 2.5 40 a
n
> a'
c 2 32
E
1s 24
3
1 16
05 8
o Y Li o
10/1/2012 10/1/2013 10/1/2014 30/1/2015 9/30/2016 9/30/2017 9130/2018 9/30/2019 9/29/2020
—Deity incrdnem(nch) —CuMNWPrecipl,Mh) — Snow Wand Epu Wajn)
Figure 5.Schweitzer SNOTEL Site daily precipitation increment,cumulative precipitation.and snow water equivalent.
Aquifer Withdrawals
Surface Water Runoff
Water leaves the CSAS as discharge to surface water, as evapotranspiration from the plant
community,and as discharge from Schweitzer's wells. Most of the discharge from the CSAS leaves
as discharge to surface water.During peak snowmelt days in May and June, surface water flow begins
above Crystal Springs.By mid-July most of the snow has melted and surface flow begins at Crystal
Springs. Surface flow at the spring diminishes over the mid-summer months into fall. Stream flow
data,available from a USGS-operated stream gage on Sand Creek that covers a five-year period from
October 1, 1988 through September 30, 1993,is shown in Figure 6. Stream flow closely mimics
recharge,with peak flows occurring in May as the mountain snowpack melts.A new year's
atmospheric river event in January 1990 caused a spike in stream flow.

• Page 14 May 15,2020
USGS Site #12392660 Sand Creek Discharge(cfs):1988-1993
aao
.Atmospheric River Event-7"precip in a week
700
600
500
m400 .
L
N
0 300
200
100
0
10/1/1988 3/30/1989 9/26/1989 3/25/1990 9/21/1990 3/20/1991 9/16/1991 3/14/1992 9/10/1992 3/9/1993 9/5/1993 3/4/1994
Date
Figure 6.Sand Creek hydrograph 1988 through 1994.
Evapotranspiration
Evapotranspiration is the process by which water is transferred from the land to the atmosphere by
evaporation from the soil and other surfaces and by transpiration from plants. Evapotranspiration was
estimated using data from Terraclimate. Terraclimate is a dataset of monthly climate and climatic
water balance for global terrestrial surfaces from 1958-2018. The Terraclimate data have a monthly
temporal resolution and a—4-km(1/24th degree) spatial resolution,and cover the period from 1958-
2018.Evapotranspiration is distributed seasonally,with peak evapotranspiration occurring during the
summer months,and none between November and February.Annual evapotranspiration has ranged
from 23.54 inches to 15.91 inches. The average yearly evapotranspiration is 19.6 inches. The
evapotranspiration data is calculated for a cell size of 4 km,or about 2.5 miles.Most of the recharge
area for CSAS is at higher elevation than the average of the cell size,and is less forested than a 4 km
cell.I arbitrarily used of the average Terraclimate evapotranspiration values to compensate for
higher elevation and less dense forest in the aquifer recharge area.
Pumping
Production hydrographs for Schweitzer's wells for the water years 2013-2014 through 2017-2018 are
shown in Figure 7.Well production data was compiled from IPUC Annual Reports. Annual
production has ranged from 15,890,600 gallons in water-year 2013-2014 to 20,148,500 gallons in
water-year 2014-2015.Peak production occurs when the system is used for snowmaking,usually in
the week prior to Thanksgiving if air temperatures are suitable for snowmaking, or as soon as

• Page 15 May 15,2020
temperatures are suitable for snowmaking. Water use is also high during holiday periods, in particular
the Christmas-New Year holiday.Water use also increases during other holiday weekends and
during spring break.
Table 3.Monthly water production from Schweitzer wells,water years 2013-2014 through 2017-2018(in thousands
of gallons).
Water Year: Oct Nov Dec Jan Feb Mar Apr May Jun Jul AugSep
2013-2014 729.7 1421.1 2135.6 1850.0 1466.8 1358.8 907.1 797.6 879.9 1617.3 1533.0 1193.7
2014-2015 1013.0 2550.6 2517.4 2022.7 1962.6 1834.6 791.3 925.4 1205.4 1991.8 2134.6 1199.1
2015-2016 911.0 1913.4 1964.6 1853.0 1780.2 1307.6 1012.1 1027.4 1325.8 1781.7 1922.7 1392.5
2016-2017 1204.9 1058.5 2939.3 2037.1 1982.8 1745.9 1302.3 1199.7 1463.4 2102.4 2526.8 1868.2
2017-2018 1411.4 2054.2 2493.2 1638.2 1465.6 1433.3 1 935.0 1 791.1 1153.6 1739.3 2083.3 1134.6
2018-2019 1481.8 2171.6 1521.3 1839.4 1623.6 1512.3 838.9 1071.7 934.9 1 1532.1 1752.0 1187.8
2019-2020 1 820.2 1 1110.1 1 2690.4
Aquifer Water Levels
Automatic water level measurements at Schweitzer's production wells began in October 2011,when
Solinst Levelogger pressure transducer/data loggers were installed in in Wells#4,#5 and#6. During
the first year of use water level data collection was sporadic.By 2012 data was being collected on a
regular basis at all three wells.Hydrographs for all three wells for water years 2012-2013 through
2019-2020 are shown in Figures 8, 9, and 10.
Well"
Well#4 produces water from two fracture zones, one at 130- 145 feet bgs,and one at 190- 198 feet
bgs.At Well#4 Levelogger Serial#1045069 began recording data on October 20,2011 and was in
service through August 28,2014.A new Levelogger(Serial#2038532)began recording data on
November 18,2014 and was in use until Well#4 was reconstructed in 2018. The two transducers do
not appear to have been installed at the same depth in the well. The replacement Levelogger appears
to have been installed about 25' deeper than the original one was. Levelogger#2104079 was installed
in Well#4 after it was reconstructed in 2018.
Hydrographs for Well#4 for water years 2012-2013 through 2017-2018 are shown in Figure 8.
Measuring depth to water at Well#4 is complicated by the presence of the artesian seal.Depth to
water at new Well#4,before installation of the artesian seal,was 11.4'bet on August 17,2018. The
assumed casing top elevation at Well#4 is 5094' asl.

• Page 16 May 15, 2020
2013-2014 Water Year Well Production 2015-2016 Water Year Well Production 2017-2018 Water Year Well Production
120.000 10.000.000 120,000 10.000,000 120,000 30,000.000
Well#4 total:3,512,400 gal. Well 04 total:4,118,90O al.
Well##total:6,967,400 gal. 9,000,000 g Well 84 total: , , 00 gal. c 00O DDO
Well p6 total:5,410,800 al. Well 85 total:7,943,500 gal. 9,WD,WO Well 85 total:8,41818,900 gal.
100000 g 100000 Well 06 total:6,092,50O gal. 100,000 Well p6 total:6,557,100 gal,
Total.,15,890,600 gallons S.OW.OW Total:18,154,9OO gallons g,000,Opp 8.000.000
g Total:18,331,800 gallons
7.000.000 7,000.000 7.000.000
80,000 80,000 80.000
6,OW,OW 6,000,0W 5,000.000 e
0 o c o
u 60.W0 5,000.000 = 60,000 - 5,000.000 u 60,O00 S,OW,WO
4,000,000 u
4,000,ODO E :.OW,000
40.000 40,000 u 40,000 J
3,000.000 3,O00,000 3,000.000
1,0W.OW 2.000,000 ..OW.000
20,OW 20.000 '�„{t 20.O00
I'WD'000 1,000.000 i3OW,ODO
0 — _ __ -. - - .- 0 0 0 p
Oct-13 Nor13 DK-13 Jat 24 F4b-14 Mar-14 Apr-14 May-14 JwR14 JUF14 Aug-14 Sep-14 Ott-15 NwIS Dec-15 Jarrl6 FM.16 Mm-16 Apr-16 May-15 Jun16 JUF16 Aug-16 Sep-16 Oct-17 No 17 Dm-17 Jan18 Feb-18 Mar-18 Apr-18 May-I8 1un28 JUF18 Aul-18 Sep-18 Oct-18
Date pate Date
—Wei 84 Da,y Galons —Wei 85 Daly Ga4ons —Wei 86 Da,y Gabon —Wei 94 Daly Gaions —Wei 45 Daly Gaiorss —Wei#6 Da0v Gaiorss —Wei 84 Da,y Galan —Wei 05 D&y Galon s —Wei 0 Daty Gaiorss
—Wei 84 CumWaWe Galbns—Wel 85 CumWeti Galbrts—Wei 46 Cumuratry Gmbns —Wei 84CumWeuve Galbra—Wea 85 Cvnutmw GaiDm—Wei 86 CumWmne Gallon —Wet 84 Cumulmne Gallons—Wel 85 CunuiatNe Galbra—Wei 86 Cumulatne Gmbns
2014-2015 Water Year Well Production 2016-2017 Water Year Well Production 2018-2019 Water Year Well Production
120,000 10,000.000 120.OW 10,000,000 90,DDD 10.000.000
Well84 total:4,564,0O0 gal.
Well#5 total:8.725,200 gal. 9,000.000 Well 45 total:9,268,200 gal. 9,000,000 Well#5 total:8,215,50O gal. 9,D00.001)
Well a5 total:9,268,200 gal. 8o,W0 WellaS total:8,215,50O al.
100O00 Well n6 total:6,959,3O0 gal. 100000 Well 86 total:7,334,700 gal. Well 86 total:1,447,9O0 g
Total:2O,148,50O gallons 8,000.000 Total:21,431,3OO gallons 8,000,000 gal.
8,0W,OW
9 70,000 Total:13,154,800 gallons
7,OW,OW 7,DW,OW 7,WO,W0
BO,OW � - BO,WO 60 WO
6,000,O00 a 6,000,000 0 6,OW,000 o
° 0 50.000
tqj 60,W0 5,000,000 = tj 60,000 5.000000 > `y 5,0 0,0W
a
0 / 75 4D.000j
4.O00,O00 4.000.DOO Q 4.000,000 E 0
u u u
40.000 40,W0 ` 30,000
3.WO,OW fl1i 3.WO.WO 3.O00.O00
2. O.W 20,W0 O :000 WO 20.O00 2W,0 0,0
20.W0 r ' n W i .4 vL �,A.fW,�.,,1
1,000,000 1 :.000,000 20,000 1.000,O00
0 .. .. 0 0 0 O - .. _mil— _ _ _ 0
Oct-14 Nor14 Dec-14 Jen-15 Fib-15 Mar-15 Apr-15 MWIS Jun-15 AA-15 Aut-15 W15 Ott-16 No-l6 Dec-16 Jm 17 Fen-17 Marl] Apr-17 May-17 Ju 17 A*17 -g-17 W17 Oct-Is Nor18 Dec-Is lan-19 Fel�-19 Mar-19 Apr-19 Mw19 Jun19 lul-19 Au8-19 W19
Date Oat. Date
—Wei 84 Daly Galoess —Wei a5 Dmy Gaions —Wei 06 Dmy Gaions —Wei S4 Da,y Gaiorts —Wei AS Da,y Galorss —Wei 06 Da,y Galons —Wet 84 Da,y Galons —Wet 85 Dary Gabon —Wei 46 Daty Gallons
—Wei 84 Cunuletme Galbm—Wei85 Cumulm ne Galbm—Wei 46 Cumulative Galbm —Wei a4 Cum Am ne Gallom—Wes 85 CumWmne Gallons—Wei 86 CumWmme Galbns —Wei 84 Cumulatne Gallons—Wei 85 CumuWa Gallons—Wet 86 Cumulatne Gallons
WermunWatrve l,mlons—Wes. Ivnvatne Wams—was at Lo Watne w,ans
Figure 7. Well production graphs for water years 2013-2014 through 2018-2019.

• Page 17 May 15,2020
At Well#4 a"typical"water-year starts with water levels at or near their seasonal low. Fall rains
recharge the aquifer and cause an abrupt rise in water levels.Water levels then slowly decline until the
spring snowmelt recharge event begins in March.Water levels rise, sometimes abruptly, and then
begin to slowly decline.As the recharge event ends, and water use at the resort increases for summer
use,the rate at which water levels decline increases,and then flattens again in the fall when water use
declines.
Based on IPUC report data,discharge at the"old"Well#4 was approximately 50 gpm. Each
pumping cycle caused about twenty-two(22)feet of drawdown,and drawdown was the same
regardless of the length of the pumping cycle. Longer duration pumping cycles during snow-making
did not have a measurable effect on water levels. "New"Well#4 is currently discharging at
approximately 72 gpm, and each pumping cycle causes about thirty-two(32)feet of drawdown.
The hydrographs for Well#4 differ from those for Wells#5 and#6. At both"old"Well#4 and the re-
built"new"Well#4,water level measurements tend to be either at the"static"level or at the
"pumping"level,with few recorded measurements in between. This indicates that drawdown and
recovery at Well#4 both happen fairly rapidly,and few in-between water levels are captured.
well#5
Well 45 produces water from buried talus and from multiple fracture zones in bedrock.At Well#5
Levelogger Serial#1045085 recorded data between October 21,2011 and March 28,2019.
Levelogger Serial#2104088 was installed in Well#5 on May 13,2019.Hydrographs for Well#5 for
water years 2012-2013 through 2018-2019 are shown in Figure 9. Depth to water at Well 45 was
measured on August 15,2019 at 54,00 feet bet. The estimated casing top elevation at Well#5 is 5174'
asl.A"typical"water-year at Well#5 is similar to what is observed at Well#4,with water levels at or
near seasonal lows at the start of the water years, and then seasonal rises from fall rains and spring
snowmelt. Well#5 does not respond quite as abruptly to seasonal recharge events as Well#4 does.
Based on the IPUC report data,discharge at Well#5 has ranged from 82 gpm(2018-2019 Water
Year)to 97 gpm(2014—2017 Water Years). Well#5 is drawn down about thirty-one(31)feet during

• Page 18 May 15,2020
each pumping cycle, slightly more than was"old"Well 94.At Well#5 the aquifer responds
differently than at Well#4. Prolonged pumping cycles during snowmaking cause Well#5 to be drawn
down more than regular, shorter duration pumping cycles.Water level data from Well#5 is more
evenly distributed across the range between"static"water level and"pumping"levels.Drawdown and
recovery at Well#5 occur more slowly than they do at Well 94, so more of the in-between water level
data is recorded.
Well#6
Well#6 produces water from multiple fracture zones. Hydrographs for Well#6 for water years 2012-
2013 through 2019-2020 are shown in Figures 10 and 10-B. Depth to water at Well#6 was measured
at 63.81 feet bet on August 15, 2019. The estimated casing top elevation at Well #6 is 5280' asl. A
"typical"water-year at Well #6 is similar in some ways to what we observe at Wells #4 and#5. The
seasonal range of water levels at Well #6 are larger than those observed at Wells 94 and#5, and the
drawdown per pumping cycle is smaller.
Based on the IPUC report data,discharge at Well#6 has ranged from 56 gpm(2018-2019 Water
Year)to 76 gpm(2014—2017 Water Years).Well#6 is drawn down about six(6)feet during normal
pumping cycles,considerably less draw down than is observed at Wells 94 and#5. Like at Well#5,
longer duration pumping during snowmaking cause Well#6 to be drawn down more than during
normal,shorter duration pumping cycles.
During the fall 2018 and 2019 snowmaking seasons,Well#6 was drawn down below the level of the
Levelogger,apparently causing increased turbidity.Well#6 has been shut down during much of the
last two(2018/2019 and 2019/2020)ski seasons(Figure 10-B). During the 2018/2019 season,Well#6
was shut down in late November,and during the 2019/2020 season the well operated until late
December.Water levels at Well#6 have responded quite differently post-snowmaking the last two
years. In 2018,water levels recovered from pumping,then steadily declined until the end of March
2019. In December 2019,water levels again recovered from pumping,then leveled off,then rose
steadily.

• Page 19 May 15, 2020
Water Year 2012-2013: Well #4 Water Levels Water Year 2015-2016: Well #4 Water Levels
5125 _ 5125
N 1
�A A
F
5100 E:
c 5100
'4 =`� U
W 5075 017 .v t t g = S! 5075ev
. '
POW
5050 - 5050 r
6J V
m
5025 5025 —
1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-Jul 27-Aug 26-Sep 1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 29-Mar 28-Apr 28-May 27-Jun 27-Jul 26-Aug 25-Sep
Well#4 WTE(ft):
5125
Water Year 2013-2014: Well #4 Water Levels Water Year 2016-2017: Well #4 Water Levels
.—. 5125
x
5100 c 5100
5075 -1 = i _ ,., •� Jrs W 5075es
Y��` •`f' �_ ;
5050 5050
v
m
5025 3: 5025
1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-Jul 27-Aug 26-Sep 1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-Jul 27-Aug 26-Sep
TEMPERATURE WTE(ft):
Water Year 2014-2015: Well #4 Water Levels Water Year 2017-2018: Well #4 Water Levels
_ 5125 _ 5125
N N
A A
5100 ? c 5100
Q mow,
ia 2
.2 5075 .9 5075 -t
i,T
a s
5050 7 5050
m m
5025 B: 5025
1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-Jul 27-Aug 26-Sep 1-Oct 31-Ott 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-Jul 27-Aug 26-Sep
WTE(ft): WTE(ft):
Figure 8. 1 lydrographs for Well #4.

• Page 20 May 15, 2020
Water Year 2012 - 2013: Well #5 Water Levels Water Year 2015 - 2016: Well #5 Water Levels
5175 5175 40
5150
Q 5150 .;v,./ 30 3
�r g 5125
W 5I25 W L I 20
e
0
5100 2 5075 10 x
5075 5050 1 0
1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-Jul 27-Aug 26-Sep 1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 29-Mar 28-Apr 28-May 27-Jun 27-Jul 26-Aug 25-Sep
WaterTabie Eievation(ft asl) •Water Table Elevation(ft asi)
Water Year 2013 - 2014: Well #5 Water Levels Water Year 2016 - 2017: Well #5 Water Levels
5175 5175 - 40
Q 5150 5150 30
5125
ww
W 5I25 `' "' 20
T
• r �' ' 5100
5100 Z ' f ` } 10
— �1 5075
5075 , T7 7 T 5050 L0
1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-Jul 27-Aug 26-Sep 1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-Niav 28-Jun 28-Jul 27-Aug 26-Sep
WaterTabie Eievation(ft asi) Water Table Elevation(ft asi)
Water Year 2014 - 2015: Well #5 Water Levels Water Year 2017 - 2018: Well #5 Water Levels
5175 40 5175 40
Wahl5 �
5150 ' 30 3 Q 5150 30
° g5125 _ E
w5125 j` - 20 '�' .+ k ' ; 20
L.
5100
td 1 4: e HYr
t 5100 10 = 5075 10
5075 0 5050 0
1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-1ul 27-Aug 26-Sep 1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28-Jul 27-Aug 26-Sep
Water Table Elevation(ftasl) Water Table Elevation(ftasl)
Figure 9. Hydrographs from Well#5.

• Page 21 May 15, 2020
Water Year 2012 - 2013: Well #6 Water Levels Water Year 2015 - 2016: Well #6
527`.
5255 5255
° 5235 is
Ip 5235
d d
w w
5215 6 5215
v
J J
W W
3 5195 3 5195
5175 5175
10/1/12 10/31/12 11/30/12 12/30/12 1/29/13 2/28/13 3/30/13 4/29/13 5/29113 6/28/13 7/28/13 8/27/13 9/26/13 10/1115 10/31/15 11/30/15 12/30/15 1/29/16 2/28/16 3/29/16 4/28/16 5/28/16 6/27116 7/27/16 8/26/16 9/25/16
Date Date
Water Year 2013 - 2014: Well #6 Water Levels Water Year 2016-2017: Well #6
5275 5275
5255 5255
C
5235 ° 5235
m m
v v
w w
6 5215 z 5215
v
`m v
3 5195 5195
5175 5175
10/1113 10/31/13 11/30/13 12/30/13 1/29/14 2/28/14 3/30/14 4/29/14 5/29114 6/28/14 7/28/14 8/27114 9/26/14 10/1/16 10/31/16 11/30/16 12/30/16 1/29/17 2/28/17 3/30/17 4/29/17 5/29/17 6/29/17 7/28/17 8/27/17 9/26/17
Date Date
Water Year 2014 - 2015: Well #6 Water Levels Water Year 2017 - 2018: Well #6 Water Levels
5275 5275
5255 5255
c
° 5235 ° 5235
m
u u
w w
5215 v 5215
> >
u w
J
6l 61
3 5195 3 5195
5175 5175
10/1/14 10/31/14 11/30/14 12/30/14 1/29/15 2/28/15 3/30/15 4/29115 5/29/15 6/28/15 7/28115 9/27/15 9/26/15 10/1/17 10/31/17 11/30/17 12/30/17 1/29/18 2/28/18 3/30/18 4/29/18 5/29/18 6/28/18 7/28/18 8/27118 9/26/18
Date Date
Figure 10. Hydrographs for Well#6,2013-2014 duough 2017-2018.

• Page 22 May 15,2020
Water Year 2019-2020: Well #4 Water Levels
5125
u
A
x
slao -
.s?
.9 5075
5050
G
R: 5025
1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 29-Mar 28-Apr 28-May 27-Jun 27-Jul 26-Aug 25-Sep
WTE(ft):
Figure 8-13.Water Year 2019-2020 hydrograph for Well#4-
Water Year 2018 - 2019: Well #5 Water Levels
5175
x
5150
.2
« r �
5125
a 5100
m
5075
5050
1-Oct 31-W 30-Nov 30-Dec 29-Jan 28-Feb 30-Mar 29-Apr 29-May 28-Jun 28&-Jul 27-Aug 2&Sep
Water Table Elevation(ftasi)
Water Year 2019 - 2020: Well #5 Water Levels
5-75
a
5150
.a
5125
W
5100 -
A
5075 -
5050
1-Oct 31-Oct 30-Nov 30-Dec 29-Jan 28-Feb 29-Mar 28-Apr 28-May 27-Jun 27-Jul 26-Aug 25-Sep
Water Table Elevation(ft asl)
Figure 9-13. Water Years 2018-2019 and 2019-2020 hydrographs for Well 45.

• Page 23 May 15,2020
Water Year 2018 - 2019: Well #6 Water Levels
5�1 7 5
5255
w
c
r 5235
M
v
w OIL
d 5215
a
v
J
61
5195
5175
10/1/18 10/31/18 11/30/18 12/30/18 1/29/19 2/28/19 3/30/19 4/29/19 5/29/19 6/28/19 7/28/19 8/27/19 9/26/19
Date
Water Year 2019 - 2020: Well #6 Water Levels
5275
5255
Y
C
5235
m
d
w
5215
vVPPF
J
6l
y ra 5195
5175
10/1/19 10/31/19 11/30/19 12/30/19 1129120 2/28/20 3/29/20 4/29/20 5/28/20 6/27120 7/27120 8/26/20 9/25/20
Date
Figure 10-13. Water Years 2018-2019 and 2019-2020 hydrographs for Well 46.
The difference in water level response between the 2018-2019 and 2019-2020 seasons is due to
differences in precipitation, both form and amount. In 2018/2019, 20.6 inches of precipitation was
recorded at the SNOTEL site between 12/1/2018 and 3/31/2019. In 2019/2020, 26.5 inches of
precipitation was recorded over the same time period. In 2018/2019,nearly all of the precipitation fell
as snow.During the 2019/2020 season,there were two"Atmospheric River"events with several inches
of precipitation falling as rain-on-snow. This relatively small difference in recharge had a profound
effect on water levels.

• Page 24 May 15,2020
Well#7 Snowmaking
Well #7 produces water from a fracture zone at 115 — 119 feet bgs. Some additional production may
come from a deeper fracture at 276—277 feet bgs.The well was originally drilled to a depth of 200 feet,
and then was deepened to 400' after the initial pumping test attempt at 150-gpm drew the well down to
the level of the pump after only a few hours of pumping.
Continuous water level monitoring at Well #7 (Snowmaking) with a Solinst Levelogger began in
August 2019.Depth to water was measured at 104.8 feet bct on August 15,2019.The assumed casing-
top elevation at Well#7 is 5355' asl. A hydrograph showing water level data for Well#7 is shown in
Figure 11.Well#7 is used to provide water for Mountain Operation's snowmaking system. The well is
not metered,and there is some uncertainty about the pump that is installed in the well,but it is believed
to be equipped with a 150-gpm pump.The well discharges water to the snowmaking pump house,which
is just west of and up-hill from the well, from where it is pumped either to snow-making guns or the
snow-making reservoir at Stiles Saddle.Well#7 is drawn down rapidly during each pumping cycle,and
water levels recover slowly. Well #7 responds rapidly to recharge events. Effects from the December
21,2019 rain event appear to be masked by drawdown and recovery cycles.The January 31,2020 rain-
on-snow event caused water levels at Well #7 to rise about two feet over about two weeks, while at
Well#6 water levels rose about 3.3 feet, over about 4 weeks,following the same rain-on-snow event.
Schweitzer Well#7 Snowmaking Water Levels:2019-2020 Water Year
5295
5270
m 52-5
r
5220
5195
5170
10/1/2019 10/31/2019 11/30/2019 12/30/2019 1/29/2020 2/29/2020 3/29/2020 4/28/2020 5/28/2020 6/27/2020 7/271M0 8/26/2020 9125/2020
D.WT m<
Figure 11.Hydrograph for Well#7 Snowmaking.

• Page 25 May 15,2020
Barometric Efficiency at Wells #6 and #7
Water level monitoring of Wells#6 and#7 for prolonged periods with both wells shut down has allowed
them to be piezometers for measuring water levels and has allowed us to gather some insight into how
the CSAS works and the location of its northern boundary. The degree to which water levels in a well
fluctuate with changes in barometric pressure is referred to as barometric efficiency. In an unconfined
aquifer,the water table occurs where atmospheric pressure and water pressure are equal.When changes
in atmospheric pressure occur, they act both on the water surface in the well and in the aquifer, and
changes in atmospheric pressure don't cause changes in water level. In a well completed in a confined
aquifer, changes in atmospheric pressure act on the water surface in the well, but to a lesser extent in
the aquifer.
Water levels and barometric pressure at Wells#6 and#7 during March 2020 are shown in Figure 12 on
the following page.Well#6 exhibits a high degree of barometric efficiency,while Well#7 exhibits very
little, but some, response to changing atmospheric pressure. The difference responses at the wells
suggests that hydrologic conditions at the two wells differ significantly. One explanation for the
difference response is that at Well#7 there is not a saturated layer of low permeability glacial deposits
overlying bedrock at Well#7 like there is at the other three wells. Well#7 appears to be drilled into a
permeable fracture that is not hydrologically connected to a larger reservoir of water in saturated glacial
sediments. That would also explain the slow recovery at Well#7 from pumping cycles.
Well#6 does behave like a confined aquifer well. The fracture that Well #6 is drilled into appears to
have saturated,low permeability glacial sediments overlying it.At the well head for#6,the water level
is below the elevation of the glacial deposits/bedrock contact, which suggests that the glacial deposits
at the wellhead for Well#6 aren't saturated,yet the well behaves like a confined aquifer well.A possible
explanation for that is that the fracture Well#6 is drilled into extend to the south, to where the glacial
deposits are saturated.

• Page 26 May 15,2020
Schweitzer Well#6 Water Level and Barometric Pressure March 2-30,2020
5227 a ;9
O
I
5225 a 27
1/2/2020 3/9/2020 31I6/2020 .._:'2�20 9/30/2020
T Weer LNe% - 880m r
Schweitzer Well#7 Water Level and Barometric Pressure March 2-30,2020
5272 3
0
x
5272.3 :e
� E
5270 3
3/2/20000 3/9/200 00 3116/200:00 260-.00 3/30/20000
-WaerLNe6 -fia0mera rh M2C
Figure 12. Water levels and barometric pressure at Wells#6 and#7 illustrating different water level responses.
Safe Yield Analysis
Safe Yield is the volume of ground water that can be removed annually from a ground water system
without producing an undesirable result.Any water removed beyond the safe yield is an overdraft.
For the purposes of this analysis,I will define the undesirable result as lowering of the water level in
wells to the point that the wells are not capable of meeting instantaneous water demand during the six-
week period from Mid-November(when snow-making usually occurs)through the Christmas/New
Year's holiday period.
Most methods for estimating safe yield are graphical, and involve plotting changes in water levels in
the aquifer against pumping withdrawals. The graphical method is applicable in aquifers where
changes in water level are more a function of pumping and withdrawals than they are a function of

• Page 27 May 15,2020
seasonal changes. These kinds of conditions typically exist in valley-fill aquifers comprised of
homogenous,unconsolidated deposits of silt, sand, and gravel that cover large areas.
At Schweitzer,the mountain-side, steep-gradient aquifer is at the very headwaters of Schweitzer
creek,at the beginning of a complex flow path,moving between ground water and surface water,that
starts as rain and snow and ends in Lake Pend Oreille. Seasonal variations in water levels at
Schweitzer are larger than water level changes induced by pumping. Hydrologic conditions also vary
widely across the CSAS.The hydrogeologic conditions at Wells#6 and#7 differ significantly from
those at Wells#4 and#5,and the wells behave differently.
I attempted to determine a safe yield using a method described in USGS Professional Paper 417-E
"Natural Water Loss and Recoverable Water in Mountain Basins of Southern California"(Crippen,
1965). The method is based on measurements of precipitation, and estimates of evapotranspiration,
recoverable water,and soil/geologic material water retention factors. The range of uncertainty in basin
parameters for Schweitzer Basin,and the small size of the basin,made use of the Crippen method
unreliable.
The hydrologic principles discussed in Crippen(1965)are applicable at Schweitzer,and we do have
data for precipitation and estimates of evapotranspiration and recoverable water.At Schweitzer,the
soil/geologic material water retention factors vary considerably. Water retention in steep,rocky areas
with little vegetation differs considerably from water retention in areas covered by unconsolidated
glacial deposits,which differ considerably from fractured bedrock.
My analysis of water level,precipitation,and discharge data shows that:
1. Estimated annual net recharge(precipitation minus evapotranspiration)to the CSAS ranges
from 113,430,000 to 359,195,000 gallons and averages 242,941,000 gallons.
2. Estimated storage volume of the saturated unconsolidated deposits portion of the CSAS
ranges from approximately 140,000,000- 180,000,000 gallons.
3. Annual total water production from Schweitzer's wells has ranged from 15,890,600 gallons
(2013-2014)to 21,431,300 gallons(2016-2017).
I constructed"static"water level hydrographs for Schweitzer's production wells for the eight years of
water level data we have. Those hydrographs are shown in Figure 12 on the following page. I found
the highest water level during a 24-hour period using the MAX spreadsheet function, and then filtered

• Page 28 May 15,2020
the data to remove of the other measurements. There are some gaps in the data, and there is some
uncertainty in the accuracy of the water level measurements caused by not knowing the depth that
transducers were installed when they were changed or moved during well maintenance,but the
hydrographs illustrate that water levels in the aquifer are relatively stable.
The water level data indicates that the small aquifer is recharged to its maximum storage capacity
during the spring recharge event every year. The volume of water contained in the snowpack greatly
exceeds the capacity of the aquifer to absorb it,and most of it flows down Schweitzer Creek during
the spring runoff.Peak water demand at the resort occurs in November and December,primarily for
snowmaking, and Wells#5 and#6 are drawn down to their lowest seasonal levels. The additional
stress on the aquifer from pumping for snowmaking does not seem to have an effect on water levels at
Well#4.
All four wells respond fairly rapidly to recharge events. "Atmospheric River"or"Pineapple Express"
events contribute a significant amount of recharge to the aquifer when they occur. The differences in
how the wells respond to recharge events is likely the result of differences in storage capacity in
different locations.At Wells#6 and#7 there is little or,in the case of#7,possibly no saturated glacial
deposits overlying the fracture zones the wells are drilled into.At Wells#4 and#5 the saturated
unconsolidated deposits area thicker, and the additional storage capacity dampens the water level
response to recharge events.

• Page 29 May 15,2020
Water Years 2011-2019:Well#4 Water Levels and Daily Precipitation
5m _ 5
S020 4
a
4960-• - - Li
1
4940 0
OC-11 Apr-12 Oct-12 Apr-13 Oct-13 Apr-14 Oct-14 Apr-15 Oct-15 Avo-16 Oct-16 Apr-17 Oct-17 Apr-18 Oct-18 Apr-19 Oct-19
We1144 —Precipitation
Water Years 2011 -2019: Well#5 Water Levels and Daily Precipitation
S190 5
S170 4
150
S130 ?
a
S11t1 1
Sm - 0
Oct-it Apr-12 Oct-12 Apr13 Oct-13 Apr-14 00-14 Apr15 OR-15 Ap+16 Oct-16 Apr-17 Oct-17 Apr18 Oct-18 Apr19 Oct-19
Well4S —Prwp2aton
Water Years 2011 -2019: Well#6 Water Levels and Daily Precipitation
5280 5
S260
•Y 5240 - __ __ 1 3
r
� r $
5220 2 =
5200 1
5160 0
Oct-11 Apr-12 O¢-12 Apr-13 Oct-13 Apr-14 Oct-14 Apc4S Oct-15 Apr-16 Oct-16 Apr-17 Oct-17 Apr-18 OQ-18 Apr-19 Oct-19
WeI146 —Precipitation
Figure 12.Schweitzer production well hydrographs and daily SNOTEL precipitation 2011 -2019.

• Page 30 May 15,2020
Conclusions and Recommendations
Schweitzer's annual ground water withdrawals from the CSAS are not having a significant impact on
water levels in the aquifer,and additional capacity for water development from the CSAS exists.Water
supply development in the CSAS should focus on the area south of Wells#4 and#5 and in the general
are of the already developed spring.
Hydrogeologic conditions similar to those found at the CSAS are found in very limited areas at
Schweitzer Mountain Resort. On the front side, favorable hydrogeologic conditions most likely occur
are in the north watershed at the base of Stiles/Headwall ski runs. On the Colburn Basin side of the
mountain favorable hydrogeologic conditions likely exist in the Colbum Lake basin area, and along
stream channels at lower elevations.
If additional water supply needs to be developed during the 2020 construction season, our options are
(from easiest to most difficult): 1)adjust the motor controller at Well#4 to increase discharge;2)deepen
Well#6; 3)connect Well#7 to the PWS;4)drill a new well in the vicinity of Wells#4 and#5.
Well #4 is only using about 32 feet of the approximately 130 feet of available drawdown during each
pumping cycle. Additional capacity is available at Well #4 by adjusting parameters on the motor
controller.
Well 46 is relatively shallow at 135 feet.Difficult rock conditions were encountered while drilling Well
#6,and drilling stopped at 135 feet because: 1) some of the carbide buttons had broken off the drill bit,
and 2) the well was already producing an estimated 200 gpm. Deepening Well#6 would increase the
amount of drawdown available in the well, and could potentially increase discharge if additional
fractured rock is encountered.
Well #7 was constructed to PWS well construction standards with the thought that, if necessary,
someday it could be used as a PWS well. The production capabilities of the well are unknown. The
pump that is currently installed in the well greatly exceeds the long-term production capacity of the
well.Well#7 may be capable of producing water at a lower pumping rate(40-60 gpm)on a long-term
basis.

• Page 31 May 15,2020
Drilling a new well in the vicinity of Well 94 and the developed spring has the greatest potential to
increase water supply. There are two potential targets in the area around Well #4 and the spring: 1)
fractured bedrock, and 2) coarse-grained glacial/alluvial sediments similar to those that were drilled
through during reconstruction of Well#4.
If fractured bedrock is the target,two options are to: 1) drill on a known, already drilled fracture zone.
We have a couple of locations where we've either already drilled a vertical test hole into a fracture we
found with geophysics. The already-drilled sites, however, are in groomed ski runs where wellheads
would interfere with winter grooming operations. I recommend conducting a geophysical survey to try
to locate a fracture in the wooded area outside of the groomed runs.Potential new well sites are shown
in Figure 13 below,along with 1999 test wells,geophysics lines,and 1999's interpretation of the data.
LIFT - Now
'
A-V
{� ................... ✓' TEST DRILLED IN 2016 r
., 1 Terrain Park Sites ,, 't4W-99:1• -•••r% WITHOUT SUCCESS , '�
W.99-9 I r
bit
%. ::'`
Crystal Springs Sites
J,
Figure 13. Potential well drilling sites in the Terrain Park and Crystal Springs area.

• Page 32 May 15,2020
The test wells drilled in 2016 targeted the easternmost fracture zone that Well #4 is drilled into. The
seismic anomalies that we test drilled in 2016 apparently were not fracture zones. The seismic anomaly
and bedrock fracture zone at Well #4 may extend to the south to Crystal Springs. A hydrologic
connection exists between Well#4 and Crystal Springs.Test pumping old Well#4 lowered water levels
at Crystal Spring. The nature of the hydrologic connection is unknown. The hydrologic connection
between old Well 94 and Crystal Spring could have existed in the unconsolidated deposits, or in the
bedrock fracture.
Monks recommends that water long-term water level monitoring continue in all of Schweitzer's
production wells.Monks also recommends that a 24-hour stable drawdown pumping test be
conducted at Well#7 to determine its production capacity,and that the well be metered to measure
how much water it is producing. Monks also recommends that the calibration of the totalizing water
meters be checked
Monks also recommends that Schweitzer consider additional water resource monitoring to address
unknowns. Currently,we have and continue to collect good data on water levels and water production
at the four water supply wells.Water levels in the four production wells are mostly a measurement of
water levels in the rock fractures the well is drilled into,which is some combination of the water level
in the bedrock fractures,mixed with the water level in the saturated glacial deposits.At Well#4,with
casing driven into bedrock and a good surface seal,we are measuring water levels in the bedrock
fractures.
At Well#5,the temporary surface casing, and the surface seal,go down to a large boulder sitting on
talus,which we thought was bedrock. We then drilled the rest of the way through the boulder and into
saturated talus,then into bedrock with fractures. Water levels measured at Well#5 are a mixture of the
water level in the talus,and the water levels in the fractures.
At Wells#6 and#7,the water level is below the elevation of the bedrock—glacial deposits contact,
suggesting that there is no saturated glacial deposits"sponge"near the wells for them to draw from.
Well#6 does seem to be connected to a fairly good reservoir,but that reservoir may be some distance
from the well,connected by rock fractures. Well#7 does not appear to be connected to much of a
reservoir,but I think we are over-pumping the well so much that subtleties in drawdown and pumping
response are lost.

• Page 33 May 15,2020
It would be helpful to have a set of shallow monitoring wells that are screened in the saturated glacial
deposits"sponge"that is the reservoir Schweitzer draws water from. It would be useful to know how
much drawdown is happening in the"sponge"when we pump, and where that drawdown is occurring
relative to the production wells.For instance,it would be useful to know if pumping Well#6 causes
drawdown in the"sponge" 100 yards to the south,where the"sponge"may be.
Monitoring surface water discharge at selected points,primarily at culverts,would also be useful data
for understanding how the hydrologic system at Schweitzer Basin works. Once the snowpack has
melted,flow in Schweitzer Creek is mostly ground water that discharges to the creek. Currently,
Schweitzer utilizes its geography and water resources to support recreation. The combination of large
relief(head)and large amounts of water creates the potential for energy generation.What is lacking at
Schweitzer Basin is storage capacity: reservoirs. The CSAS acts as a reservoir, storing sufficient water
to allow year-round withdrawals. The key to water resource development at Schweitzer is identifying
where other natural reservoirs occur. Fracture zones in bedrock we can find, and have found,from the
ridgetops near the Skyhouse to the valley bottom at Crystal Springs. It is the unconsolidated glacial
deposits aquifer"sponge"that acts as a storage reservoir and feeds the fractured bedrock that is
difficult to find.
If you have any questions,give me a call at .I look forward to continuing to work with
you on developing water resources at Schweitzer Mountain Resort.
Sincerely,
John Monks,P.G.
Hydrogeologist
References Cited:
Abatzoglou,J.T., S.Z.Dobrowski, S.A.Parks,K.C.Hegewisch,2018,Terraclimate,a high-resolution
global dataset of monthly climate and climatic water balance.
ILftp://www.climatologylab.orWterraclimate.htrnl
ab.orWterraclimate.html
Fetter, C. W., 1988, Applied Hydrogeology, Second Edition, Macmillan Publishing Company, New
York,New York, 592 p.
Trainer, F. W., 1987, Hydrogeology of the plutonic and metamorphic rocks,in Back,W.,Rosenshein,
J. S., and Seaber, P. R., eds., Hydrogeology: Boulder, Colorado, Geological Society of America,
The Geology of North America,v. 0-2.

• Page 34 May 15,2020
WELL DRILLER'S REPORTS

• Page 35 May 15,2020
^ /y-;� STATE OF IDAHO USE TYPEWRITER OR
4-sq,-r + 76-a's DEPART ENT OF WATER RESOURCES BALLPOINT PEN
well 1 WELL DRILLER'S REPORT µ�
State law requires that this report be filed with the Director.Department of Water OLD WELL#4
within 30 days after the completion or ebandonment of the well.
1.WELL OWNER 7. WATER LEVEL
Name Rorreatinn ❑ iliti .s rrdripany
Static water lave) feet below lend surface.
Address P_ O_ Box 1921 Sand nin ID 83 64 Flowing? [)Yes M No G.P.M.flow _
Drilling Permit No. 96-92-N-212 Artesian closed-in pressure p.s.i
Controlled by: ❑Valve O Cap ❑Plug
Water Right Permit No.— _ Temperature OF. Quality
rhea;&@*aesian a remaerwvre i,,, Derow.
2. NATURE OF WORK S. WELL TEST DATA
k New well Deepened 12 Replacement O Pump Q Bailer Air C7 Other
L Well diameter increase
r Abandoned(describe abandonment procedures such as Diseharoe GAM. Pumping Level Noun P.mpd
materials,plug depths,etc.in lithologrc logl `fin 157
3. PROPOSED USE
7 Domestic U Irrigation ❑ Test lX Mun,ripal B. LITHOLOGIC LOG 08 197
U Industrial 7 Stock C Waste Disposal or Inlecuon Bove p th Water
I Other __. _ (specify typal Materiel
-- Olson.IF To Yes No
CQbJ21Qa
4.METHOD DRILLED grave1 Mbd)1 91
3 Rotary f-1 Air U Hydraulic L Reverse rotary boss
Cable L7 Dug U Other .rnalp oil gxwni♦•_p__
5.WELL CONSTRUCTION s
Casing schedule: Q Steel ❑ Concrete 1D Other 4"D.y.C.
Thickness Diameter From To
_.025 inches 6 _ inches t _2 feet 45 feet
__ inches Inches —feet feet —
SLQ.bLs­40 inches 4 inches -8 feet 157 feet
inches Inches feet feet
Was casing drive shoo used? W Yin O No
Was a packer or seal used? U Yin 3 No
Perforated? Ei Yes U No akil saw
How perforated? O Factory ❑Knife U Torch U Gun
Sire of perforation IXg Inches by 7 inches
Numbs From To
60 perforations 97 feet 157 flan
perforations feet feat
_ perforations '—T-fart feat
Well screen installed? 0 Yes No
Manufacturer's name -
Type ----- Model No. --
Diameter _Slot size _Set from __ feetto feet -� --
Diameter_ Slot site_Set from _feet to _feat
Gravel packed? O Yes O No ❑Size of gravel __ RT♦f�pQ--- -
Placed from feet to _feet
Surloce seal dep-=—Material used In or 3 Cement g al: rout t _ -
Sentomte O Puddlingclay U —
Sealing procedure und: (7 Slurry pit ❑ Temp.surface caring -
3 Overbore to seal depth ^
Method of joining easing: O Threaded 3 Welded ❑Solvent Ctm ----
Wald - -
U Cemented between strata
Describe access port 1L2" pipe plug f0.
Work started finished 10-6-92
S. LOCATION OF WELL 1L DRICLXitS CERTisakk 1ON
Sketch map location fagot agree with written location. IAVe certify that all minimum well construction standards were
N compiled with at the time the rig was removed,
t r r Subdivision Name -CryatA 1
Firm Name B3Lhhn,l OI11eJ,L— Firm No. -JQ52
r Sp rim a SUbdiviaion
W E - --.-�--_ _ _ Drilling
Address .W- 13712 r.;nci,iln-- Date
Lot No. _ Block No. _ SPok WA 0
Signed by(FQ�rsia-y
s T
County _Zctsndry - -
, NrI L
AIL- �w X _ 1/4Sea 2_0 .T._5.8_ s rt R ? w E
USE ADDITIONAL SHEETS IF NECESSARY - FORWARD THE WHITE COPY TO THE DEPARTMENT

• Page 36 May 15,2020
Form 238-7
6/07 IDAHO DEPARTMENT OF WATER RESOURCES
NEW WELL #4
WELL DRILLER'S REPORT
1.WELL TAG NO.D 00778872
�1 12.STATIC WATER LEVEL and WELL TESTS:
Drilling Permd No f{aq 1516 Depth first water encodrtered N 6 Slaht water level(ft)6
Waver not or mlacLon well a g -09 Water tempof Cold c Cold
—
2. ( ) action l hole temp.!F)
2.OWNER: Describe access port steel welded Cap
Name Resort Water Go.Inc.
Well test: Ted fttNllod:
Address village n Ste.A
t}awd—(feed rasdMarpew Teatdwason pump eater tin Ikra tip
anal a.
City Sa p01n slate zip83864 Wcd q1 fm nuln glom ❑
3.WELL LOCATION ❑ ❑ ❑
Twp 58 Nortn® or South❑ Rge. 2 East❑ or West iji Water quaUty test or comments:
Sea 114 NW T/4 SW 114 13.LITHOLOGIC LOG andfor repairs or Nbondonmerd:
Bonner
er --qq� Bore From To RemsrU.anw rlo loay w d—ripn of npaln w
co water
ON
(tit Iffl abandonment,walar temp. Y N
Y1 L«
at. 48 0 21.unty 822 u r . x
— (Des A o riv—,i'—ums) 14 ZD W t5ouldlers,U00bies and-Band x
Long, 337348ices and o.o.nr minroal ompos
Address of Well Site n o rye a prings d c fa l e x
City an pole raniie x
...�, _ . ... �. rant e
Lot 61k Sub.Name I-ractured Grantle x
4.USE:
❑Domestic �d Munrfpa' ❑Monror ❑krgatlon ❑Thermal ❑Injection
❑�r ra ur rant e x
10 147 1 190 Uranile x
8.TYPE OF WORK: 10 190 19a -Fractured uranite
❑New welt ❑ReRacement wet ®Modify existing well
❑Abandoriment ❑Other 96-92-N nl
6.ORILL METHOD:
®Air Rotary ❑Mud Rotary L Cade ❑Other
7.SEALING PROCEDURES:
"Wa IF,—,41111 To i Oua,tity flee w n i Pwaerrrra mrrodrwoaad✓o
Itsenjontle urota u 1 58 1 11350 l5s. I Temp. asing
remmle
6.CA31NGILINER:
IIFFro.M) rr To(it yr, uw—1 Gaainy Linw � aadod Waded
F +2 100 .365 -eel ® ❑ ❑
art 10 220 e ❑ ® 0 ❑
❑ ❑ ❑ ❑
❑ ❑ ❑ ❑
Was drive shoe used? ❑Y ®N Shoe Depths)
9.PERFORATIONSISCREENS:
Perforations ❑Y ®N Method
Manufactured screen ®Y ❑NType PVC Slotted
Method of installation
F..(fit To(it) Sloi Gila 4-4—i Dlwneie Va:onal Corn Gougow 9vwdid•
n^^ bred Depth rMoar rable;220
140 1 5 7/23/2018 8/14/2018
_ Da:e Started Date Corr IeteO.
PVC; ISO 14.DRILLER'S CERTIFICATION:
(/We certify that all mnimum well construct,on stardards were complied with at
the t,me the rig was removed
Length of Headplpe Length of Tailpipe Horsley Drilling 2
Packer[j Y ON Type Company Nam , Inc..e Co.No.
10.FILTERPACK: 'PrinapalDrif r In" Date 8/15/2018
Fillar Nereus From(e) Tote) Marbly pea a le) n uirwni nwinod 8/15/2018
'Driller / Date
'Operator II Date
11.FLOWING ARTESIAN: Operator I Date
Flowing Anesiam ❑Y 2 N Arles an Pressure(PSIG)
'Signature of Principal DNllar and rig operator are required,
Descibe control device

• Page 37 May 15,2020
t ra_ver. 4� iil ��99 ob
F°:�10'f' 2 10 IDAHO DEPARTMENT OF WATER RESOURCES I
OFITHEW ,, WELL DRILLER'S REPORT Ins WELL #5 -
i.WELL 191 '0� u_V �'1'0 70S 077C Gfi T!-
DRILLING PERMIT NO Yk--11-N- 2 WELL TESTS: tat
Other IOWA No. -_ Pump ❑Baiter 0Air ❑ Flowing Artesian
2. ON R• S nee lgee. Oraw.owa I r Level I Thart
d
Name
1 �.s
P
c;y_s paulDeimT StatQ�ap
Water Temp. 3 �` 8o m�pl0 temp. —
3. LOCATION OF WELL by legal description: Water ouality,cal or commend 1'
Sketch map location meat agree with written location. Depthflrst Water Encounte�Q
N 12. LITHOLOGIC'LOG: (Describe repairs or abandonment) water
bin
Twp. North L�( or South U
rt From ro gomike: Use M, Water Owttty a Toelpantun y N
w sRge. East C or West D c + -
Sec. U__1/4vd /L/q 1/4 _
Gov't Lot County ACAW T
Let Long: se" 0 r.3 f o_�km rasz
s Address of Well Site U t Stria J . 9L, k +^!
City
e
Lt. 81k._ Sub. Name --
-_` M
4. USE:
Domestic Y.MuniclpU El Monitor i—llrrlgation rye
Thermal Injection pOtbsr__ S.. 7 flrAt
r� L 5. TYPE OF WORK check all that apply (Realacement etc.) M � ,
44
New WO 7Modity O Abandonment O Other
6.DRILL METHOD y
x Air Rotary -1 COD G Mud Rotary ]Olhar _ M 1 �'�•+�_
" L w..t
7. SEALING PROCEDURES _
SFAUFLTER PACK AMOUNI METHOD }
malat"I F— to Sod.or
Pound.
Was Drive store used' l N Shce Deptnls) hyr - —
Was drive shoe seal testad? X Y_, N How?_ A IA _
8. CASINGILINER:
land]*, Frow To !..a. Ma+.6.1 Coming LWO worried Th—d.d
r ♦ I'72: % 4 9l �] —
O ❑ ❑ ❑
❑ ❑ ❑ LJ
Length of Headpipa Length of Tailpipe
9. PERFORATIONSISCREENS �L
XPerfOratiOrts Method t{,a'r' J?Ar ar IaJ R
Screens Saw Type ' Completed Depth _ �_{Measurable',
Date- Started - Gomplrttad_���1�9°I
From To Ism sh.I Nor.a.r Olae.awl Muwal coning Una
�V/ tlree x u 13. DRILLER'S CERTIFICATION
ID Me teddy that at orinwirum well construction standards were compiled win at
❑ the time no rip was removed.Company Name LLC JDIafQFm It ro. 5V
10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: )
I H ft. below ground Artesian pressure . Ib. Firm OMua 1 —Dale o1
Depth flow encountered ft. Describe access port or and
control devices: rwtti L.a�_ Deller or Opeabr Date__
/ Sqn ens 1 Am or-w
FORWARD WHITE COPY TO WATER RESOURCES

• Page 38 May 15,2020
RECEIVED l� q�
Form M7 ID 0 DEPARTMENT OF WATER RESOURCES Off,ceuseOnly
F�j 2 WQ WELL DRILLER'S REPORT Iris
0r7'7C6'7 Twp WELL #6 -
Mow6alo�W r�► a?ob _
DRILQW RMIT N0.jW,•_ft-A[• .;;L43 __ - 11. WELL TESTS: I LIL Long:
Other IDWR No ❑Pump p Baifar Air O Rowing Artesian
2. 0 NER' PMd aoM Drwd.e. Pon. Lou I Tie. -
Name A
QC_ t - -
AddmsaAQp . 3A & ■AA.�'�
CM'- SIM4_
Water Temp. CD a 1 Bonom tide temp.
3. LOCATION OF WELL by legal description: water Ocakty fast or oommenbs: C,01 djc.L
Skairh map ;ccator mist agree with wrinen location n, Depth first WaterEncounter_�LD_
12. LITHOLOGIC LOG: (Describe repairs or abandonment) worst
p Bor. emarks: Llthol
North a South LJ Ors From r. R o9Y. w.ur Ouellty It Temperature Y k
R.qe. (:Y2 East _ or West G.a C t� S -t b^a�+�•`J
n • Sec, Za 5 ay 1t4 SrJ 1/4 �It/4 "
Gov't :cl CounTy �oMM�f S r...� n��4a►�i-
Lat Long: S
Nick—
S Address of Well Sila tie 41 01ajf"thA L L46 L47 4,
Ciy " i1r1 e`tl. ltita
_t. 81k. Sub, Name M 7
N
4. USE: s`
C Domestic Municipal ❑moraor In irrigation p32—
CThermal CInjection 0Other- a3L � X
S. TYPE OF WORK check all that apply (Replacement e4c.) is I&IT CIO A cje_ x
New Wei ❑ Modify ❑ ADandorlmeri _I Other I's i 4bhsw�rPe. a�'a'
6.DRILL METHOD ai .�'-
xArr Rotary n cable - mLd Rotary Other__.._ �- �"�-
-- M_as�7nr.a
7. SEALING PROCEDURES _
ci1r,F FA;X AMV J!.1 METHOD y4►�
�.•..:.i room fo Pou
Was dive ON used+ W C N Saps Oaper(e)
Was dnve shoe seal teabaA? Ig YO N How? 4 jj
B. CASINGILINER:
Dr.wu.r Frew i To 10s.9.1 1114100 C.—I Uner Wa4.4 'r�r....a
n G ❑ J
Length o' Heaapipe Length of Tailpipe
9. PERFORATIONS/SCREENS 1( - — — --
g perforations Method ��f�a.1ar _P�
Screens Screen Type_ Completed Deptr ftAW (Measurable)
Date Starled _�_�lG �i Completed LQ-11-1iM
rrom le owl lo"I k.w..r nw+r.br Mae" Going Lawn
L 1 K 0 13. DRILLER'S CERTIFICATION
O O liWe certify that all mrrmum well construction standards were complied wiel el
O O ale lima the rig was removed.
U)mpany Name�yl,�fle�Gr�ek� I,_SL_F.nn ND..3'93
10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: ii
16 ft. below ground Artesian pressure .. Ib. hem Official ---Osla /�// -
Depth now encountered fl. Describe access port or and
control devices:-__loth C&P Driller or Operator Date
!J O Al pZ_ w a,,D FORWARD WHITE COPY TO WATER RESOURCES

• Page 39 May 15,2020
Form 238-7 IDAHO DEPARTMENT OF WATER RESOURCES
6/07 WELL DRILLER'S REPORT WELL #7 SNOWMAKING
1.WELL TAG NO.D 0055467 12.STATIC WATER LEVEL and WELL TESTS:
Oni6ng Permit No. Depth r6st water encountered(2) 115' Static water level(ft) 42'
Water right or injection well k Water temp.(°F) 48 Bottom Foie temp.(°F)
Z OWNER Describe aceom port
Name Schweitzer Mountain Resort Well test: Test method:
Address 10000 Schweitzer Mtn,Road t1ee1) o'Sawlieor 70661dduralbn Pump aarix ArWain
city Sandpoint State ID zip 83864 240 nu ❑ El ® 1-13.WELL LOCATION:
Twp. 58 North®or South❑ Rge. 2 East❑or West E
Sec 20 im SW 1µ NW uA
towel 40wea 160MW Water Quality test oreomments: Good
Gov't cot County Bonner 13.LITHOLOGIC LOG and/or repairs or abandonment:
Lac ° (Deg.and Decimal mfiules) Bore
Long. ° (Deg.and Decimal minutes) Dia. From To Remarks,lithology a description of repairs or Water
Address of well site 112 mile up from lodge 1 R ark&clay
watarrem . Y N
citySandpoint 12 0 31 Bmken rock&cla x
12 31 60 Granite decom ossed x
LOL Blk. Sub.Name a 60 94 Granite decom ossed x
4.USE: 8 5 Granite, reen w (te x
❑Domestic❑1Aunicipal❑Monlior❑.rwwn ❑'hernial❑Injedlarl 81 115 119 Granite green&white-frac 0 200 gpm x
E Other Snow making machino Granite roan&white x
6 2 0 76 ranfte grow&white x
5.TYPE OF WORK check all that apply (Replacement eta) 6 276 277 Granite reen&white-frac @ 200 gpm x
E New Wet ❑Replacement well ❑Modty existing well 6 2771 400 Granite,grow&whlte x
❑Abandonment ❑Other
6.DRILL METHOD:
E AIrRotary ❑Mud Rotary ❑Cable ❑Other
7.SEALING PROCEDURES
Sea!troE it
Fan To Ouzrb M a 1'1e0an O melhodlorecrduro
Bentonite SI 0 60 27 sacks Overbore
S.CASINGILINER:
pameter Fran To Gagai
arinal Schedub _NUcrial Casing /leer R oadcd Y.Med
IDWFUNoM
8" +1 60 .334 Steel ® ❑ ❑
6. 40 200 0.25 1 Steel ® ❑ ❑
❑ ❑ ❑ ❑
Was drive shoe used? NY UN Shoe Depth(s) 60'
9.PERFORATIONSISCREENS:
Perforations ❑Y ❑N Metnod Pneumatic Perforator(spur style)
ManutaGured screed ❑Y E N Type
Method of installaton NIA
From(1) To M) Siot sae Numberm �i'na Malarial Gouge of Sd1e0u!e
80 195 118 6 6. Steel azso
Completed (Measurable) 400'
t_ergth of Headpipe NIA Length of Tailpipe NIA Date: Starred 10.22-08 Compleled_11.19.08
Packer❑Y E N Type 14.DRILLQt'S CERTIFICATION
Me certify that all minimum well construction standards were complied with at
10.FILTER PACK:
RIB Mata.al Fran fl To Quantity hb Pacemenlmtlhal the tIlI18 the rig was removed
Company Name IntepquntV0rjIIing co.No. 513
Pnnppal DNler Date--t;7—2 4_r2 9
11,FLOWING ARTESIAN: 'Driller Dace S'z�
Flowing Artwian? ❑Y E N Aresian P-essure TSIG)NIA
Describe control device NIA 'Operator I' Da'F
Operator I Dare
Sgnature of Prliapal Driller and rig oaerator are reGiired.
OU--) Form provided by Forme On•A•Dlek•[phone]•w",FMmSOnAUsk.com

• Page 40 May 15,2020
Form 238-7 STATE OF IDAHO R
epee DEPARTMENT OF WATER RESOURCES WELL #3
WELL DRILLER'S RFPORT
State few tagwka than this upon be filed whh the Dkator,Dprtment of Water Resources
within 39 days after the elatepletion or&banrtostIs s t of the well.
1.WELL OWNER 7. WATER LEVEL
Nome S•Cf"LC 1 2Cf ffJffhtjr1fdLl t1 _R�Sa�- - Static water level "f�_ feet below lend surface
Flowing? 0 Yes L;<. G.P.M.flow
Address P _ Ta0 Artesian closed-In pressure p.&I. -- -- -- -
�jt/ytPpi n ' j Controlled by: O Valve 0 Cap 0 Plug
Owner's Permit No.J% Rq-N-11b_ __ -_. - Temperature OF. Quality _
Derrr.aa ur,vn a rrnaerarwre ronaa be/aw.
2 NATURE OF WORK 8- WELL TEST DATA //
!!New well L;Deepened Replacement J Pump O Bailer ID Air O Other
C.Well diameter increase
C Abandoned(deecribe abandonment procedures such as Disati G.P.M. Pumdn9 L—I Hours Purnpeo
materiels.plug depths,etc.In lithologic log)
3.PROPOSED USE / —
.1 Domestic C Irrigation t/Test ❑ Municipal 9. LITHOLOGIC LOG
_L Indusitial L Stock U Waste Disposal or Injection t sore D th Water
Other -- (specify type) DHm.Fmm To Material Y No
4.M/
IGETHOD DRILLED - -
Rotary U Air 1 Hydraulic U Reverse rotary
U Cable -1 Dug J Other
5.WELL CONSTRUCTION
Casing schedule: I/Ste•I 0 Concrete L Other -
Tnickne', Diamoter From To --
?SQ inches - (Z_ inches t _�- Net feet - - --
inches __ inches feet feet -
_ Inches inches feet - -_feet --
_- Inches _ inches feet feet
Was casing drive shoe used? Yes ❑ No —
Was a packer or seal used? U Yes L o
Perforated? 71 Yoe 20 --- --
Howporfornted? 7 Factory Li Knife L Torch L Gun --
Size of perforation _ inches by Inches --
NorM•r From To
perforations feet -
_—Perforations - fM _ _. feet -
___ perforations feat feet Well screen Installed? 7 Yas No
Marwfaetursr's name
Two — Model No.__ _
Diameter--Slot file _Set from fast to _feet --gr
Diameter_Skit Nz•_ t from _feet to _het --
Grovel Pecked? O Ve �No 0 Site of gravel .Ry
Placedfrom _ het to feet
Surface,,�I depth_W_Material used n seal: 0 Cars int grout --
IY B•ntonKe ❑Puddling clay, 0 —
Sealing Procedure sised: ❑Slurry pit 0 Temp.surfaesraNng -- - -
O Qvwbore to w1 depth
Method of joining pNng: ❑Threaded IDIWelded ❑Solvent -- - --
Weld - _ --
❑Cemented between strata
Describe access on" _ La -L.k 10.
Work started�Z�1 finished
6.LOCATION OF WELL 1. DRILLERS CERTIFICATION
Sketch map location must agree with written location. ' E rD st
I/We certify that all minimum well conruction sure
N 1UN 21 1991 complied with at the time the rig was removed.
r Subdivision N • _ Firm Name
r r
_+-- ".-- Address XLS .Data L�
r r lot ! —
S Signed by(Firm Official)� a
t:OWtly and
�� N� (Operator)
UE-% S L%SIC.AD_T.S-R- S C R."2_ W --
M ADDITIDIIAL STEM IF NECESSARY - FORWARD THE WHITE COPY TO THE DEPARTMENT

tIA4
August 6, 2021
Monks Hydro-Geoscience
Mr. John Monks
PO Box 32
Sandpoint, ID 8384
RE: Report on seismic refraction profiling to help understand subsurface conditions, Schweitzer Mountain,
Ponderay, Idaho.
Dear John:
Terramar Instruments LLC (Terramar) is pleased to present this report on the results of a seismic refraction survey
conducted at your Schweitzer Mountain project site located northwest of Ponderay, Idaho, see Figure 1. The purpose of
the refraction survey is to help you determine the thickness of unconsolidated sediments above the bedrock surface, as
well as to help locate potential fracture zones within the shallow bedrock. Fracture zones can sometimes be detected in
the bedrock because they often have lower seismic velocity values relative to the surrounding un-fractured bedrock.
SEISMIC REFRACTION SURVEY- FIELD PROCEDURES AND DATA PROCESSING
Figure 2 shows the location of the two refractions lines. These line are a roughly parallel and separated by just a few
hundred feet. The lines were surveyed using a Geometrics GEODE 24-channel engineering seismograph with 4.5hz
geophones spaced 10 feet apart. This setup leads to a spread length of 230 feet. Both seismic refraction lines consist of
two individual spreads, resulting in a nominal line length of 460 feet. Seven shot locations were collected for each spread
using a 20-lb sledgehammer as the shot source.
An AtlasLink GPS was used to determine coordinates for each of the lines. These coordinates are believed to be accurate
to around 3 feet. Elevation data for the endpoints and breaks in the slope of the ground surface were also recorded.
Elevation data from the GPS is much less reliable than coordinates, but it is suitable to use to construct a profile of the
ground surface to use during data processing. Data were processed using Seislmager 2D software, commercially available
from Geometrics, Inc. Elevation data were incorporated into this process to account for the topography changes during
processing. The following table contains the coordinates measured for the endpoints of the two lines, in the Idaho West
State Plane (feet) coordinate system.
TABLE 1. Coordinates of Seismic Refraction Lines.
Idaho West State Plane Start point X Start point Y End point X End point Y
(feet)
Line 1 2,410,338 W 2,442,824 N 2,410,761 W 2,442,817 N
Line 2 2,410,349 W 2,442,607 N 2,410,767 W 2,442,648 N
Typical seismic velocity values for competent bedrock range from --8,000 to 15,000 feet/second. The unconsolidated
material overlying competent bedrock likely consists of a range of materials from unsaturated glacial sediments to saturated,
weathered bedrock. Because unconsolidated zones can be composed of such a wide variety of materials, the range of
seismic velocity values representing unconsolidated zones can also vary wildly, and nearly always less than the—8,000 feet
per second value from competent bedrock. Tables detailing seismic velocity values for earth materials are common and
easily found in geophysical literature.
Terramar Instruments 4920 E.23rtl Street,Suite B Indianapolis,IN 46218 www.terramarinstruments.com

t�m
4Af.
SEISMIC REFRACTION SURVEY- RESULTS
The refraction velocity models for each line are presented in Figure 3. The cross-sections are oriented roughly west to east,
with the beginning of the lines being the highest in elevation, continuing downslope for 460 feet. There are two main units
interpreted in these models. The upper unit is a layer called out as unconsolidated material. This unit consists of both
unconsolidated sediments as well as the upper zone of bedrock that is weathered. The lower unit is interpreted as
competent bedrock, where no groundwater exists except within fractures. The threshold value marking the transition from
unconsolidated material to competent bedrock is interpreted as 8,300 feet/second. Well#4, located at the midpoint of Line
1, reportedly has approximately 45 feet of unconsolidated material above a competent bedrock surface. It is understood
that interpreting bedrock depth during drilling at this site is difficult because large boulders ten-plus feet thick mimic the true
bedrock surface. Ultimately, lithologic data from drilling might necessitate altering this interpreted threshold velocity. There
is a dashed line on each seismic velocity model indicating the contour level for 8,300 feet/second, and delineating the
character of the overlying materials.
The most notable feature in the seismic velocity models is the wedge-shaped nature of the unconsolidated materials. The
seismic lines start where bedrock is near the surface and continue downslope where the thickness of unconsolidated
materials increases until it encounters a ridge of bedrock that rises nearly to the ground surface at a line distance near 350
feet. On Line 2, soft, muddy ground was encountered at a line distance of 350 feet that is believed to be an active seep or
spring.
The downslope edge of this wedge-shaped unit could be bounded by a fault that crosses both seismic lines. The interpreted
bedrock velocity contour rises sharply towards the ground surface. However, it is possible this character could also be
created by differential weathering of the bedrock and that no fault is present. Additional geologic mapping and drilling may
be necessary to show conclusively the cause.
LIMITATIONS OF GEOPHYSICAL METHODS
Terramar will provide services in a manner consistent with that level of care and skill ordinarily exercised by other members
of the engineering geophysics community currently practicing under similar conditions subject to the time limits,and financial
and physical constraints applicable to the services. The seismic velocity models contained herein are intended for use by
you in project planning and management. Data derived from geophysical surveys is useful for supplementing and
augmenting observations made by direct sampling and observation techniques such as geologic mapping, aerial photo
interpretation, and drilling or trenching. Seismic refraction profiling is a remote sensing method that may not successfully
detect and delineate all stratigraphic layers and features of concern.
CLOSURE
Thank you for the opportunity to work with you with on this project. If you have any questions please call or email.
Sincerely,
Matthew A. Benson
Terramar Instruments, LLC
Terramar Instruments 4920 E.23rtl Street,Suite B Indianapolis,IN 46218 www.terramarinstruments.com

J I, -
2445000 - ,
24
771
2440000
\ V,
war
2435000
Z
a- 2430000
Cu
2425000
` f v } n
•4
1
2420000
\_
.R
2405000 2410000 2415000 2420000 2425000 2430000 2435000
NOTES State Plane Easting (feet)
1.The field surey was performed July25 and 26,2021. LEGEND FIGURE 1SUrVe Area
2.Seismic refraction profiles collected on 2 lines. Y
3.The purpose of the survey was to assist subsurface characterization. O Geophysics Study Area Schweitzer Mountain
Sandpoint, Idaho

2443500
n •
2443000
0)
c
Li e 1
L
0
Z'
W
n in 2
a) 2442500
M
CO
2442000
2409000 2409500 2410000 2410500 2411000 2411500
State Plane Easting (feet)
NOTES
1.The field surey was performed July25 and 26,2021. LEGEND FIGURE 2
2.Seismic refraction profiles collected on 2 lines. Line Location Map
3.The purpose of the survey was to assist subsurface characterization. ` Approximate Location of Schweitzer Mountain
Geophysical Survey Lines
Sandpoint, Idaho

WEST LINE 1 EAST
Interpreted Fault
Interpreted Fault well #4
5050 I Interpreted Fault 5050
a I I A---Interpreted Fault
I
unconsolidated I c.E
4 o material I .4 0
5000 I I— — 5000
w
I competent
4950 I I I O I bedrock 4950
I
0 50 100 150 200 250 300 350 400 450
5100 LINE 2 5100
WEST EAST
Interpreted Fault
5050 At &/Interpreted Fault 5050
0 o I unconsolidated Seep O o
(13 material COi
w 5000 I _ — 5000 w
I ompetent
I bedrock
I I
I � I
4950 1 1 1 1 1 1 711 4950
0 50 100 150 200 250 300 I 350 400 450
DISTANCE (feet)
NOTES
Seismic Refraction Velocity (feet/sec) FIGURE 2
1.The field surey was performed July25 and 26,2021. o 0 0 0 0 0 0 0 0 0 0 0 o Seismic Refraction Lines
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2.Seismic refraction profiles collected on 2 lines. M N LO COv r- o M COM co M N o 0
r- r- M LO LO 'IT M N N � M Schweitzer Mountain
3. Elevation data collected with GPS and is only an approximation. I
4.The purpose of the survey was to assist subsurface characterization. bedrock unconsolidated materialOL
Sandpoint, Idaho

STATE OF I DAHO
K7DEPARTMENT OF
ENVIRONMENTAL QUALITY
2110 Ironwood Parkway,Coeur d'Alene,ID 83814 Brad Little,Governor
[phone] Jess Byrne,Director
August 26, 2021
Tom Trulock
Schweitzer Mountain Resort
165 Village Lane, Suite A
Sandpoint, ID 83864
Subject: Schweitzer Mountain Resort—Well #8—Well Site Evaluation — DEQ Approval
Dear Tom:
On August 25, 2021, the Department of Environmental Quality (DEQ) met with Tom Trulock, Scott McNee,
P.E., and John Monks, P.G. to evaluate three (3) proposed well sites for the Schweitzer Mountain Resort
water system. The proposed well sites are located on property owned by Schweitzer Mountain Properties,
LLC in Township 58N, Range 2W, Section 20. The proposed location appears to meet all setback
requirements as identified in the Idaho Rules for Public Drinking Water Systems (Rules) Section 900.01
Table 1—Minimum Distances from a Public Water System Well. This letter is to confirm that DEQ has
reviewed and has approved the proposed well sites in accordance with the Rules.
The following requirements must be met for the well site to be approved for a public drinking water source:
Preliminary Engineering Report—A preliminary engineering report (PER) must be prepared and include
sufficient detail to demonstrate that the proposed project meets the applicable criteria per IDAPA
8.01.08.503.
Design & Construction - Construction plans and specifications for the well(s) designed in accordance with
the Rules must be approved by our office prior to drilling. Sections 510.03, 511, and 513 of the Rules are
specific to well construction. Plans must be prepared by an Idaho licensed Professional Engineer. Well
drilling must be completed in accordance with the approved plans and specifications. In addition, there
may be other applicable rules and laws administered by the Idaho Department of Water Resources.
Pump Testing Plan -A pump testing plan must be prepared in accordance with IDAPA 58.01.08.510.06 and
submitted to DEQ for review and approval prior to or concurrent with the well construction plan and
specification approval. DEQ Guidance for pump testing can be reviewed at the following web address:
https://www2.deg.idaho.gov/admin/LEIA/api/document/download/4798
If there are any questions about the pump testing plan requirements or procedures, please contact Gary
Stevens at_or by email at

Mr.Trulock
August 26,2021
Page 2
Setbacks:
Please observe the following setbacks and restrictions, as per Section 510.02 of the Rules, the well must be
located in excess of:
• 1,000 feet from biosolids land application sites
• Required distance for reclamation and reuse of municipal and industrial wastewater sites as per
IDAPA58.01.17
• 500 feet from municipal or industrial wastewater plant
• 100 feet from all septic tanks
• 100 feet from all individual home disposal fields
• 100 feet from all individual home seepage pits
• 100 feet from all privies
• 100 feet from all pressure sewer lines
• 100 feet from all standard subsurface disposal drainfields
• 150-300 feet from all large soil absorption systems
• 50 feet from all gravity wastewater/sewer lines
• 50 feet from all livestock
• 50 feet from canals, streams, rivers, ditches, lakes, and ponds
• 50 feet from storm water facilities disposing storm water originating off well lot
• 50 feet from all tanks used to store non-potable substances
• 50 feet from all potential sources of contamination
Control of Site:
Public drinking water wells must be sited on a well lot owned or controlled by the water system. If the well
lot is not owned in fee simple, the property must be controlled by a lease or easement. The well lot must
extend a minimum of 50 feet in all directions from the well. All other requirements for well lots as noted in
Section 512 of the Rules must be adhered to as well.
Completion of the Well:
Upon completion of the well drilling: record drawings, test pumping data, and initial source monitoring
must be submitted to DEQ for review prior to utilizing the source. Information submitted must meet the
requirements of Sections 510.05 & 510.06 of the Rules and Idaho Code 39-118. Record drawings must be
prepared by an Idaho licensed Professional Engineer and submitted to our office within thirty (30) days of
completion of construction. For additional information and guidance on test pumping, please refer to the
Guidance for New Source Water Testing Procedures for Public Drinking Water Systems. That guidance is
available online at:
https://www2.deg.idaho.gov/admin/LEIA/api/document/download/4798
As the project is proposed for a community system, the following monitoring results will need to be
provided upon completion of the wells:
• Total coliform • Iron
• Inorganic contaminants • Manganese
• Organic contaminants • Corrosivity (as alkalinity)
• Radionuclide contaminants

Mr.Trulock
August 26,2021
Page 3
If the potential exists for the proposed well to be under the direct influence of surface water, at least two
microscopic particulate analyses will be required. This is often most easily conducted during the 24 hour
pump test.
If you have any questions or comments on this matter, please contact me at or by email at
Sincerely,
Emma Wooldridge, EIT
Water Quality Engineer
Ec: Katy Baker-Casile, P.E., Interim Regional En ineerin Mana er,
Anna Moody, Regional DW Supervisor,
Adam Frederick, Department of Water Resources,
Tianna Drew, Drinking Water Compliance Officer,
Scott McNee, T-O Engineers,
John Monks, P.G., Monks Hydro-Geoscience,
EDMS: ID1090123 : 2021AGD5256 (P&S 47663)

Northwest Groundwater
Consultants, LLC
January 26, 2024 Project No. 01216-01
Mr. Tom Trulock
Schweitzer Water Company
165 Village Lane, Suite A
Sandpoint, ID 83864
Subject: Schweitzer Basin Hydrogeologic Assessment, Bonner County, Idaho
Dear Tom:
Northwest Groundwater Consultants, LLC (NWGC) was retained by Schweitzer Water
Company (SWC) to prepare this hydrogeologic assessment for the Schweitzer Basin
(Schweitzer) located in Bonner County, Idaho (Figure 1). The purpose of this hydrogeologic
assessment is to support water supply development and management that existing and new
wells will provide sufficient water for the current and future demands associated with the
resort's expansion and growth.
BACKGROUND
Schweitzer Water Company operates the Schweitzer Mountain Resort (SMR) public water
supply system (PWS). Currently, three wells provide water for Schweitzer's front-side
facilities in Schweitzer Basin and for the Sky House summit restaurant/lodge. The wells
(Well #4, Well #5, and Well #6) withdraw water from the Crystal Springs Aquifer System
(CSAS) located in the Crystal Run area of Schweitzer Basin (Figure 2). A new well (Well #8)
was recently constructed and will provide additional source water to the system once it is
connected. This well is also completed in the CSAS. SMR is also developing areas in the
lower portion of the Schweitzer Basin. This area is referred herein as the Base Camp area.
(aka Mid-Mountain area).
Previous Investigations
NWGC completed a review and assessment of previously prepared investigation reports
related to the geologic and hydrogeologic conditions in the Schweitzer Basin. These
sources of information used for this assessment include the following documents:
• Geophysical Investigation, Schweitzer Basin (HGI, 2023).
• Schweitzer Well No. 8 Pump Testing (NWGC, 2023).
Northwest Groundwater Consultants, LLC
PO Box 2951 • Coeur d'Alene • Idaho • 83816
208-755-1094

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• Report on seismic refraction profiling to help understand subsurface conditions,
Schweitzer Mountain (Terramar, 2021).
• 2019-2020 Water Year Summary (Monks, 2021).
• Safe Yield Analysis of the Crystal Springs Aquifer System, Schweitzer Mountain
Resort (Monks, 2020).
• Schweitzer Basin Hydrogeologic Assessment: Ground Water Exploration — 1997
(Riley and others, 2000).
• Schweitzer Basin Hydrogeologic Assessment and Drilling Report— Phase 1 (Riley
and Ralston, 1992).
• Results of Seismic Refraction and Electrical Resistivity Surveys performed at the
Schweitzer Mountain Ski Resort (Aquila, 1999).
HISTORY OF WATER RESOUCE DEVELOPMENT
Monks (2020) presents a history of water resource development in the Schweitzer Basin. A
synopsis of this history is presented below. From 1962 to the early 1990's, the original water
source for Schweitzer Basin was springs (Crystal Springs) located approximately 400 feet
south of Well #4, near the lower portion of Crystal ski run. A hydrogeologic assessment
(Riley and Ralston, 1992) described two springs, an Upper Spring at an elevation of 5,100
feet, and a Lower Spring. Based on this investigation, Well #4 was drilled in October 1992,
approximately 400 feet north of the Upper Spring that produced an estimated 60 gallons per
minute (gpm) from fractured bedrock at 130 to 155 feet below ground surface (ft bgs).
In 1997, Riley and others (2000) hydrogeologic study of the Schweitzer Basin assessed
whether groundwater resources were available to support large-scale development of the
resort. This study focused on understanding the structural geology and the locations and
orientations of fractured rock/fault zones. The study suggested that narrow, near-vertical,
north-south trending fracture zones were the preferred targets for groundwater resource
development.
Aquila (1999) conducted an extensive groundwater exploration program to locate and test
drill fracture zones, primarily in the CSAS. Seismic-refraction geophysical surveys identified
three potential fracture zones, including the one Well #4 was completed in. Test drilling of
the two other fracture zones identified the locations that Well #5 and #6 were ultimately
located.
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 2 of 10 January 26,2024

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In order to support snowmaking activities, the Aquila (1999) investigation was expanded on
with additional seismic investigations focusing on the north area of the CSAS. The
additional investigations identified a fracture zone on the north side of Midway run. Well #7
was ultimately completed in 2008 to a total depth of 400 feet in this location and fitted with a
150-gpm pump.
Well #4 was reconstructed in 2018 for the installation of a larger pump. Well #4 was
deepened to a total depth of 220 feet, intercepting a fracture zone from 190 to 198 feet bgs.
In 2021, a seismic refraction survey was conducted in the area of Well #4 (Terramar, 2021).
The seismic survey identified faults/fracture zones near Well #4 and to the south. Well #8
was located approximately 265 feet south of Well #4 and drilled in 2022 to a total depth of
200 feet bgs. Pump testing of the well in 2023 confirmed a sustainable yield of 74 gpm
(NWGC, 2023).
In support of future development further down the Schweitzer Basin east of the Fall Line
parking lot, an electrical resistivity survey was conducted in the recently cleared Base Camp
area along the north side of Schweitzer Creek (HGI, 2023). The Survey identified two
potential fracture zones along two survey lines that trend northwest-southeast. Test drilling
in these potential target zones is expected to be conducted in the summer of 2024.
SITE AND VICINITY CONDITIONS
The Schweitzer Basin (the "Site") is approximately 7 miles northwest of Sandpoint, Idaho
and is primarily located in Sections 19 and 20 of Township 58 North, Range 2 West, Boise
Meridian in Bonner County (see Figure 1).
Physical Setting
Schweitzer Basin is located in the Selkirk Mountains approximately 7 miles northwest of
Sandpoint, Idaho. The Selkirk Mountains are located on the west side of the Purcell Trench,
north of the Pend Oreille River Valley, and east of the Priest Lake Basin. The Selkirk
Mountains near Schweitzer range from 2,100 feet above sea level (asl) to 6,400 feet asl at
the top of Schweitzer Peak.
Schweitzer Basin lies in the headwaters of Schweitzer Creek (Figure 2). The Schweitzer
Creek watershed above 4,800 feet asl has an area of approximately 765 acres (Pyrite and
others, 2000). Precipitation data collected by the Natural Resources Conservation Service
(NRCS) at the Schweitzer SNOTEL site at Stiles Saddle reported approximately 53.1 inches
per year based on the 30-year period from 1991 to 2020 (NRCS, 2024).
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 3 of 10 January 26,2024

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Geology
Information for the Site is provided by the Geologic Map of the Sandpoint 30' x 60' Minute
Quadrangle, Idaho and Montana, and the Idaho Part of the Chewelah 30' x 60' Quadrangle
(Lewis and others, 2020) (Figure 3). The geology of the area containing the Schweitzer
Basin consists of Mesoproterozoic-age metasedimentary rocks of the Priest River Complex
comprising the ridges on the east side of the Schweitzer Basin and the east side of the
Selkirk Mountains. These rocks occur in the Schweitzer Basin in small, discontinuous
outcrops of foliated schist and gneiss, probably as inclusions within the younger intrusive
rocks of the Kanisku Batholith (Riley and others, 2000).
Much of the Schweitzer Basin is bounded to the north and south by intrusive rocks of the
Kanisku Batholith. These rocks consist of fine- to coarse-grained granodiorite and quartz
monzanite (Riley and others, 2000). Pegmatite, diorite and dacite occur as dikes within the
granodiorite and quartz monzonite. These late Cretaceous to early Tertiary rocks are
fractured, and outcrops are relatively fresh to moderately weathered (Riley and others,
2000).
Pleistocene-age glacial deposits occur throughout most of the Schweitzer Basin. These
deposits form a mantle on the intrusive rocks covering most of the basin. Deposits consist
of loess, glacial till, glacial lake sediments, and fluvial deposits from rivers and streams that
flowed over or along the edge of glaciers (Riley and others, 2000).
Hydrogeo%gy
The Schweitzer Basin consists of three watersheds (Figure 2). The CSAS is located in the
middle watershed and is comprised of a two-aquifer system: 1) an unconsolidated glacial
and alluvial deposits aquifer that acts as a saturated "sponge" and natural groundwater
reservoir, and which overlies 2) a crystalline bedrock aquifer in discrete, narrow fracture
zones within the underlying granitic bedrock (Monks, 2020). The bedrock aquifer, where it is
unfractured and unweathered, is nearly impermeable. Within the crystalline bedrock are
weathered zones at the bedrock surface, and fracture zones that extend to depth. These
features are both permeable and capable of storing and transmitting groundwater.
Although fractured bedrock is permeable, it has a limited capacity to store groundwater.
Further, the hydraulic conductivity of granitic bedrock can range from 1x10-9 to 100 feet per
day (ft/day) (Trainor, 1988).
The unconsolidated deposits portion of the CSAS covers approximately 43 acres and
ranges in elevation from approximately 5,040 to 5,300 feet. The area of the middle
watershed containing the CSAS and higher (i.e., above 5,040 feet) is approximately 245
acres (Monks, 2020). The unconsolidated deposits consist of glacial till that formed beneath
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 4 of 10 January 26,2024

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the glacier, proglacial and/or supraglacial deposits formed from flowing water adjacent to or
on top of the glacier, and some recent alluvial deposits along streams. Groundwater occurs
in and moves through the pore spaces of these sediments. Glacial till deposits tend to be
poorly-sorted and, relative to pro/supra glacial deposits lower hydraulic conductivity.
Hydraulic conductivity of glacial deposits can range from 0.00003 to 300 ft/day (Fetter,
1988).
The CSAS is bounded on the north, south, and west sides by the contact between the
unconsolidated deposits and granitic bedrock. The aquifer continues to the east and down-
slope. However, the down-slope portions of the aquifer below the elevation of the bottom of
Well #4 are not likely to contribute water to the existing well system.
Thicknesses of the unconsolidated deposits varies over the CSAS from zero feet where
bedrock outcrops to 100 feet to the east (Monks, 2020). Unconsolidated deposits were
approximately 31 feet thick at Well #7, 25 feet thick at Well #6, 80 feet thick at Well #5, 65
feet thick at Well #4, and 10 feet thick at Well #8. Locations of these wells are presented in
Figure 4.
Hydrogeology
Schweitzer's production wells are all cased through the unconsolidated deposits and
completed in fracture zones near the bedrock surface. The fracture zones are highly
permeable and are hydrologically connected to the overlying saturated glacial deposits.
Completion details for Wells #4, #5, #6, and #7 are presented in Monks (2020). Further,
Monks (2020) presents details on watershed hydrology, CSAS aquifer system
characteristics, aquifer recharge, aquifer withdrawals, aquifer safe yield analysis as
applicable to Wells #4, #5, #6, and #7. The following sections summarize the findings
related to the drilling and pump testing of Well #8 originally presented in NWGC (2023).
Well#8
Well #8 was drilled to a total depth of 200 ft bgs. The well was cased with 10-inch steel
casing to 100 ft bgs and 8-inch PVC casing to 200 feet. The 10-inch casing isolates gravel,
boulders and decomposed/weathered granite down to 90 ft bgs. Water is produced from
fracture zones at 90 to 95 ft bgs (200 gpm'), 152 to 174 ft bgs (100 gpm'). The 10-inch
casing is perforated from 90 to 100 ft bgs and an 8-inch PVC screen is set from 180 to 200
ft bgs.
Flow rates at the time of drilling.
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 5 of 10 January 26,2024

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Well #8 pump testing was performed in October 2022 and in June 2023 (NWGC, 2023).
The 2022 testing was terminated early due to winter weather. During this period, a step-
drawdown test was performed followed by approximately 49 hours of continuous pumping
at decreasing discharge rates (Figure 6). Stable drawdown was not achieved during this
period. In 2023, Well #8 was pump tested during the period from June 28 to June 30 (Figure
7). At the time of pump testing, the initial SWL was measured at 10.10 feet below top of
casing (ft bTOC). Well #8 was continuously pumped for 2,940 minutes (49 hours). The initial
pumping rate of approximately 91 gpm resulted in approximately 13.6 feet of drawdown that
did not stabilize following 1,478 minutes (24.6 hours). In addition, responses to Well #4
could be seen in the drawdown data for Well No. 8.
Following the first 24.6 hours of pumping, the pumping rate was then reduced to
approximately 74 gpm and Well No. 4 was taken offline. This discharge rate was held for
approximately 1462 minutes (24.4 hours) at relatively stable drawdown that only varied
between 9.02 to 9.91 feet (Figure 6).
Observation Well#4
Nearby Well #4 was used as an observation well during pump testing of Well #8. This well
is located approximately 265 feet north of Well #8. Well #4 is completed in fractured granite
to a total depth of 220 feet. The well intercepts water-bearing fracture zones at 130 to 140 ft
bgs, 145 to 147 ft bgs, and 190 to 198 ft bgs (assume an "aquifer" thickness of 20 feet).
Groundwater was encountered at 6 ft bgs. Ground surface elevation at the well head is
approximately 5,089 feet.
SWC routinely monitors its water supply wells including Well #4 using a Solinst° data
logger. During both pump tests, the data logger deployed in Well #4 was set to record water
levels every minute.
During the 2022 pump testing, the plot of the drawdown in Well #4 resulting from the
pumping of Well #8 shows that water levels are superimposed onto the water levels due to
the cycling of Well #4 (Figure 8). During the 2023 pump testing, the downloaded data file for
Well #4 at the beginning of pump testing Well #8 was found to be corrupted. Thus, these
data were unusable for any observation well drawdown analysis.
Aquifer Test Analysis
Estimate of transmissivity was evaluated using the initial drawdown data collected during
the 2022 step-drawdown test using the Eden-Hazel method (1973). The Eden-Hazel
method is based on Jacob's (Cooper and Jacob, 1946) approximation of the Theis (1935)
equation. For the October 2022 step-drawdown test, transmissivity at Well #8 is estimated
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 6 of 10 January 26,2024

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to 2,289 ft2/day (17,122 gpd/ft). Details of the analysis of aquifer test data are presented in
NWGC (2023).
The initial discharge rate from Well #8 during the 2022 pump testing was approximately 208
gpm. Early data were not affected by Well #4 coming online and observed drawdown in
Well #4 was only a result of drawdown due to the pumping of Well #8. These data were
used using the Jacob-Cooper (1946) method. Analysis of these data estimate transmissivity
and storativity at 1,958 ft2/day (14,643 gpd/ft) and 5.66 x 10-5, respectively (NWGC, 2023).
Projected Groundwater Supplies
The 2023 pump testing of Well #8 demonstrates that the well can sustain approximately
73.9 gpm. for 24 hours. At this flow, a total of 106,416 gallons can be pumped in a 24-hour
period.
Projection of long-term-drawdown uses the Jacob modification to the Theis nonequilibrium
well equation (Cooper and Jacob, 1946; Theis, 1935). Average values of transmissivity
(15,884 gpd/ft) and a storativity (5.66 x 10-5) as referenced above were used in the
drawdown projection.
Assuming that Well #8 would be operated continuously for 24 hours per day, 365 days per
year at the average discharge rate of 73.9 gpm, the projected drawdown in the well was
estimated at approximately 22.3 feet (NWGC, 2023). With available drawdown in Well No. 8
at approximately 158 feet, 145.7 feet of head is still available above the pump intake.
Schweitzer Production Wells
As previously mentioned, SWC monitors water levels in Wells #4, #5, #6, #7 and #8. The
following sections discuss water levels in each well during select pumping periods where
two or more wells were operating simultaneously.
Wells#4 and#S Pumping
Wells #4 and #5 were operated simultaneously and water levels were recorded in these
wells and in Wells #6, #7, and #8 during the period from July 6 to 9, 2023 (Figure 9).
Comparison of water levels during this period show the following:
• Well #4: Water levels consistently drawdown about 35 feet and recover relatively
quick.
• Well #5: Water level drawdown and recovery are similar to Well #4, although
drawdowns vary from approximately 14 to 31 feet and recovery is somewhat slower.
• Well #6: Water levels declined approximately 0.5 foot over the 3-day period.
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 7 of 10 January 26,2024

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• Well #7: The well cycled three times with up to 100 feet of drawdown; water levels
recovered to approximately the same static water level, thus indicating little or no
influence from the pumping of Wells #4 and #5.
• Well #8: Water levels responded to the pumping of Well #4, and possibly Well #5;
recovered water levels show an overall decline of approximately 1.6 feet during the
3-day period.
Well#6 Redevelopment
Well #6 was redeveloped on October 20, 2023. Following redevelopment, up to 160 gpm of
discharge was measured. Pump and appurtenances were reinstalled following
redevelopment.
Wells#4, #5, #6, and#7 Pumping
Wells #4 and #5, #6, and #7 were operated simultaneously and water levels were recorded
in these wells during the period from November 12 to 19, 2023 (Figure 10). During this
period, substantial precipitation was recorded.
• Well #4: Water levels consistently drawdown about 35 feet and recover relatively
quick. Recent precipitation contributes to overall increase of approximately 1.8 feet
in static water levels
• Well #5: Water level drawdown and recovery are similar to Well #4, although
drawdowns vary from approximately 7 to 24 feet and recovery is somewhat slower.
Static water levels increase approximately 4.1 feet over the 7-day period.
• Well #6: Water level drawdown varies from 1.5 to 5 feet and static water levels
increase approximately 3.8 feet over the 7-day period.
• Well #7: The well cycled six times with up to 110 feet of drawdown; water levels
recovered to approximately the same static water level, thus indicating little or no
influence from the pumping of Wells #4, #5, and #6.
• Well #8: No data was provided.
Wells#4, #5, and#6 Pumping with Snow Gun Operation
The following compares water levels while operating wells #4, #5, and #6 during the period
from November 26 to 30, 2023 (Figure 11). During this period, three snow guns were
operated starting on November 27 at noon. Well #6 was also shut off at this time.
Comparison of water levels during this period show the following.
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 8 of 10 January 26,2024

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• Well #4: Water levels consistently drawdown about 33 feet and recover relatively
quick. Static water levels decline approximately 2 feet with operation of snow guns.
• Well #5: Similar to water levels in Well #4. Water level drawdowns vary from
approximately 8 to 20 feet prior to snow gun operation and from 5 to 15 during snow
gun operation. Static water levels decline approximately 12 feet with operation of
snow guns.
• Well #6: Well is shut off at same time snow gun operation begins. Water levels show
steady increase of approximately 13 feet in recovery.
• Well #7: No data was provided.
• Well #8: water levels show general decline of approximately 2 feet coincident with
snow gun operation.
CONCLUSIONS AND RECOMMENDATIONS
Based on the information gathered to date, it appears that the CSAS continues to provide
sufficient groundwater resources for ongoing development at Schweitzer. Recent pump
testing of Well #8 demonstrates this well can adequately provide additional source water to
the PWS. Further, water levels in Schweitzer Basin wells appear to respond to the
simultaneous operation of two or more wells. Although drawdown in these wells is
measureable, it appears that sufficient available drawdown remains in each of the wells. In
addition, most of the wells appear to recover in short periods of time to original static water
levels or near these water levels.
NWGC recommends continued monitoring of water levels in the Schweitzer Basin wells,
including Well #8 following its connection to the PWS.
For the Base Camp area, test drilling is expected to be conducted in the summer of 2024.
Test drilling will focus on two target zones identified by recent geophysical survey.
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 9 of 10 January 26,2024

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If you have any questions, or wish to discuss any items further, please do not hesitate to
contact me at
Sincerely,
ti
1/26/2024
OF
Thomas F. Mullen, PG
Principal Hydrogeologist
Attachments:
Limitations
References
Figures
Itr-01216-01-Schweitzer Mountain Hydrogeologic Assessment 10 of 10 January 26,2024

LIMITATIONS
The opinions and recommendations presented in this report are based upon the scope of
services, information obtained through the performance of the services, and the schedule
as agreed upon by NWGC and the party for whom this report was originally prepared. This
report is an instrument of professional service and was prepared in accordance with the
generally accepted standards and level of skill and care under similar conditions and
circumstances established by the environmental consulting industry. No representation,
warranty, or guarantee, express or implied, is intended or given. To the extent that NWGC
relied upon any information prepared by other parties not under contract to NWGC, NWGC
makes no representation as to the accuracy or completeness of such information. This
report is expressly for the sole and exclusive use of the party for whom this report was
originally prepared for a particular purpose. Only the party for whom this report was
originally prepared and/or other specifically named parties have the right to make use of
and rely upon this report. Reuse of this report or any portion thereof for other than its
intended purpose, or if modified, or if used by third parties, shall be at the user's sole risk.
Results of any investigations or testing and any findings presented in this report apply solely
to conditions existing at the time when NWGC investigative work was performed. It must be
recognized that any such investigative or testing activities are inherently limited and do not
represent a conclusive or complete characterization. Conditions in other parts of the project
site may vary from those at the locations where data was collected. NWGC's ability to
interpret investigation results is related to the availability of the data and the extent of the
investigation activities. As such, 100 percent confidence in site investigation conclusions
cannot reasonably be achieved.
NWGC, therefore, does not provide any guarantees, certifications, or warranties regarding
any conclusions regarding subsurface conditions of any such property. Furthermore,
nothing contained in this document shall relieve any other party of its responsibility to abide
by contract documents and applicable laws, codes, regulations, or standards.

REFERENCES
Aquila Geosciences (Aquila), 1999, Results of Seismic Refraction and Electrical Resistivity
Surveys performed at the Schweitzer Mountain Ski Resort, Bonner County, Idaho, July
28.
Fetter, C.W., 1988, Applied Hydrogeology, Second Edition, Macmillan Publishing Company,
New York, 592 p.
HGI HydroGeophysics (HGI), 2023, Geophysical Investigation, Schweitzer Basin, Idaho,
October.
Lewis, R.S., Burmester, R.F., Breckenridge, R.M., McFaddan, M.D., and Phillips, W.M.,
2020, Geologic Map of the Sandpoint 30' x 60' Minute Quadrangle, Idaho and
Montana, and the Idaho Part of the Chewelah 30' x 60' Quadrangle: Idaho Geologic
Survey DWM-189, scale 1:100,000.
Monks, 2020, Safe Yield Analysis of the Crystal Springs Aquifer System, Schweitzer
Mountain Resort, Bonner County, Idaho: letter report to Tom Trulock, Resort Water
Company, May 15.
Monks Hydro-Geoscience (Monks), 2021, 2019-2020 Water Year Summary: memo to Tom
Trulock, January 15.
NWGC, 2023, Schweitzer Well No. 8 Pump Testing, Bonner County, Idaho: letter report to
Tom Trulock, Resort Water Company, August 23.
Razack M. and D. Huntley, 1991. Assessing Transmissivity from Specific Capacity in a
Large and Heterogeneous Alluvial Aquifer: Ground Water, Vol. 29, No. 6, 1991, pp.
856-861.
Riley, J.A., and Ralston, D.R., 1992, Schweitzer Basin Hydrogeologic Assessment and
Drilling Report— Phase 1, November.
Riley, J.A., Monks, J.I., and Johnson, K.R., 2000, Schweitzer Basin Hydrogeologic
Assessment: Ground Water Exploration — 1997, August 17.
Terramar Instruments LLC (Terramar), 2021, Report on seismic refraction profiling to help
understand subsurface conditions, Schweitzer Mountain, Ponderay, Idaho, August 6.
Trainor, F.W., 1987, Hydrogeology of the plutonic and metamorphic rocks, in Black, W.,
Rosenshein, J.S., and Seaber, P.R., eds., Hydrogeology: Boulder, Colorado,
Geological Society of America, The Geology of North America, v. 0-2.
U.S. Department of Agriculture (USDA) — Natural Resource Conservation Service (NRCS)
Web Soil Survey: https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx
U.S. Department of Commerce, National Oceanic and Atmospheric Administration (NOAA),
1973. NOAA Atlas 2, Precipitation-Frequency Atlas of the Western United States,
Volume V, Idaho.

Western Regional Climate Center (WRCC), 2019. St. Maries, Idaho, (108062) NCDC 1981-
2010 Monthly Normals: https://wrcc.dri.edu/cqi-bin/cliMAIN.pl?id8062

FIGURES

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Sources:USGS 7.5-minute Mount Casey,Colburn,Happy Fork Gap and Sandpoint,Idaho Quadrangles,1996;Monks,2020.

The information included on this graphic representation was compiled from a variety of sources and is subject to change without notice.NWGC makes no representations or warranties,
express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.This document is not intended for use as a land survey product nor is it designed or
C:\Users\tfmul\One Drive\NWGWC\Protects\01216-01 January 11 2024 intended as a construction design document.The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.
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01216-01 JANUARY 2024 RESORT WATER COMPANY 2
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Sources:USGS 7.5-minute Mount Casey,Colburn,Happy Fork Gap and Sandpoint,Idaho Quadrangles,1996;Monks,2020.

The information included on this graphic representation was compiled from a variety of sources and is subject to change without notice.NWGC makes no representations or warranties,
express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.This document is not intended for use as a land survey product nor is it designed or
C:\Users\tfmul\OneDrive\NWGWC\Projects\01216-01 January 11 2024 intended as a construction design document.The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.
GLACIAL AND FLOOD-RELATED DEPOSITS
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Source:Geologic Map of the Sandpoint 30'x 60'Quadrangle,Idaho and Montana,and the Idaho Part of the Chewelah 30'x60'Quadrangle(Reed and others,2020).

The information included on this graphic representation was compiled from a variety of sources and is subject to change without notice.NWGC makes no representations or warranties,
express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.This document is not intended for use as a land survey product nor is it designed or
C:\Users\tfmul\OneDrive\NWGWC\Pro'ects\01216-01 JanuArv,11 2024 ntended asa construction design document.Theuseormisuseoftheinformationcontainedonthis empbiLmoyesentationisatthesoleriskofthe a usin ormisusin the information-?V-11
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01216-01 JANUARY 2024 RESORT WATER COMPANY 4
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The information included on this graphic representation was compiled from a variety of sources and is subject to change without notice.NWGC makes no representations or warranties,
express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.This document is not intended for use as a land survey product nor is it designed or
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Schweitzer Well No. 8
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20 250
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Drawdown Discharge Time,t(min)
Northwest Groundwater FIGURE
Consultants, LLC SCHWEITZER WELL NO. 8 2022 PUMP TESTING
--- -
HYDROGEOLOGIC ASSESSMENT REPORT
01216-01 JANUARY 2024 SCHWEITZER Mountain
RESORT WATER COMPANY
BONNER COUNTY, IDAHO

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express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.This document is not intended for use as a land survey product nor is it designed or
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Schweitzer Well No. 8
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—0--Drawdown Discharge Time,t(min)
® Northwest Groundwater FIGURE
Consultants, LLC SCHWEITZER WELL NO. 8 2023 PUMP TESTING
HYDROGEOLOGIC ASSESSMENT REPORT
01216-01 JANUARY 2024 SCHWEITZER MOUNTAIN
RESORT WATER COMPANY 7
BONNER COUNTY, IDAHO

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Observation Well No. 4
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Date-Time
® Northwest Groundwater FIGURE
Consultants, LLC SCHWEITZER WELL NO. 4 WATER LEVELS
HYDROGEOLOGIC ASSESSMENT REPORT
01216-01 JANUARY 2024 SCHWEITZER MOUNTAIN
RESORT WATER COMPANY 8
BONNER COUNTY, IDAHO

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Water Level s-as I y 6-9, 2023
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+Wel I#4 Wel I#5 VVel I#6 +Well#7 +Well#8
Northwest Groundwater SCHWEITZER WELL WATER LEVELS FIGURE
Consultants, LLC PUMPING WELLS 4 AND 5
HYDROGEOLOGIC ASSESSMENT REPORT
01216-01 JANUARY 2024 SCHWEITZER MOUNTAIN9
RESORT WATER COMPANY
BONNER COUNTY, IDAHO

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Water Levels-November 12-19, 2023
140
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+Wel I#4 +Well#5 +Wel 1#f6 +Well#7
Northwest Groundwater SCHWEITZER WELL WATER LEVELS FIGURE
T Consultants, LLC PUMPING WELLS 4, 5, 6 and 7
HYDROGEOLOGIC ASSESSMENT REPORT 0
01216-01 JANUARY 2024 SCHWEITZER MOUNTAIN
RESORT WATER COMPANY
BONNER COUNTY, IDAHO

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Water Levels-November 12-19, 2023
200
180
Noon 11 27 2023:
160 Snow guns n; Well #6
off ine
140
120
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Wel I#4 +Wel I#5 +Wel I#6 +Wel I#8
® Northwest Groundwater SCHWEITZER WELL WATER LEVELS FIGURE
Consultants, LLC DURING SNOW MAKING
HYDROGEOLOGIC ASSESSMENT REPORT 11
01216-01 JANUARY 2024 SCHWEITZER MOUNTAIN
RESORT WATER COMPANY
BONNER COUNTY, IDAHO

RPT-2023-032
GEOPHYSICAL INVESTIGATION
SCHWEITZER BASIN, IDAHO
A! W7,/'OGEOPHYSICS
1806 Terminal Drive,Richland,Washington 99354 USA
Date Published
October 2023
Prepared for Mountain Utility Company
J

®m Geophysical Investigation Schweitzer Basin RPT-2023-045
*A&VoEOPH�r =
TABLE OF CONTENTS
1.0 INTRODUCTION...............................................................................................................3
1.1 PROJECT DESCRIPTION......................................................................................3
1.2 SITE LOCATION....................................................................................................3
1.3 OBJECTIVE OF INVESTIGATION......................................................................3
2.0 GEOPHYSICAL THEORY.................................................................................................5
2.1 P-WAVE SEISMIC REFRACTION.......................................................................5
2.2 ELECTRICAL RESISTIVITY................................................................................6
3.0 METHODOLOGY ..............................................................................................................7
3.1 SURVEY AREA AND LOGISTICS.......................................................................7
3.1.1 Seismic Data Acquisition.............................................................................8
3.1.2 Electrical Resistivity Data Acquisition........................................................8
3.1.3 GP ..............................................................................................................9
3.2 QUALITY CONTROL............................................................................................9
3.3 DATA PROCESSING.............................................................................................9
3.3.1 Seismic Refraction Data Processing............................................................9
3.3.2 Seismic Refraction Modeling ....................................................................10
3.3.3 Electrical Resistivity Processing................................................................12
3.3.4 2D Resistivity Inversion ............................................................................12
4.0 RESULTS ..........................................................................................................................13
4.1 LINE I ...................................................................................................................13
4.2 LINE 2 ...................................................................................................................13
4.3 LINE 3 ...................................................................................................................14
4.4 LINE 4 ...................................................................................................................14
5.0 CONCLUSIONS................................................................................................................17
6.0 REFERENCES ..................................................................................................................18
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oe0�+rsics
1.0 INTRODUCTION
1.1 PROJECT DESCRIPTION
In August 2023, hydroGEOPHYSICS, Inc. (HGI), under contract to Mountain Utility Company,
performed a geophysical survey to investigate geologic and structural features, including faults
and fracture zones, to assist with optimizing the locations of groundwater extraction wells. The
geophysical investigation consisted of a seismic refraction and electrical resistivity survey to
characterize subsurface conditions.
1.2 SITE LOCATION
The survey area is located approximately seven miles northwest of Sandpoint, Idaho. Figure I
displays the geophysical survey line layout.
1.3 OBJECTIVE OF INVESTIGATION
The objectives of the geophysical investigation include:
• Characterize subsurface conditions in the Ridge Subdivision and Mid-Mountain areas.
• Identify possible faults and fracture zones in these areas.
A total of two survey lines of seismic refraction and two survey lines of electrical resistivity data
were collected. The P-wave refraction method is well suited to determining depth to bedrock and
bedrock structure and thickness of sediments based on the contrast in seismic velocity between
unconsolidated sediments and bedrock materials. Due to the dependence of seismic velocity on
the elasticity and density of the material through which the energy is passing, seismic refraction
surveys provide a measure of material strengths and can consequently be used as an aid in assessing
rippability and rock quality.
Electrical geophysical methods are particularly well suited to these investigations,with changes in
subsurface electrical properties being most influenced by lithology and soil stratigraphy, as well
as moisture content. These methods essentially provide two-dimensional (21)) cross-sectional
information, which allows for a continuous and high-resolution evaluation of the subsurface
materials and variations in moisture content.
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A�WMGEOWYSICS
Figure 1. Survey Coverage Map.
5,357,100
5,357,000
5,356,900
.t
5,356,800
5,356,700
5,356,600
N
d
E 5,356,500 !
N r
j 5,356,400 f� �►
.ti.
C7
z +
z 5,356,300
z
5,356,200
5,356,100
A �
5,356,000
t�
5,355,900
5,355,800
5,355,700 -
527,700 527,800 527,900 528,000 528,100 528,200 528,300 528,400 528,500 528,600 528,700 528,800 528,900 529,000 529,100 529,200 529,300 529,400 529,500
EASTING(UTMM,meters)
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2.0 GEOPHYSICAL THEORY
2.1 P-WAVE SEISMIC REFRACTION
The P-wave seismic refraction method is based on the measurement of the travel time of seismic
compressional waves refracted at the interfaces between subsurface layers of different velocity.
Figure 2 displays an example of the seismic refraction method. Seismic energy is provided by a
source ('shot') located on the surface. For shallow applications, the shot normally comprises a
hammer and plate, weight drop, or small explosive charge (blank shotgun cartridge). Energy
radiates out from the shot point, either traveling directly through the upper layer(direct arrivals),
or traveling down to and then laterally along higher velocity layers (refracted arrivals) before
returning to the surface. The refracted energy is detected on the surface using a linear array (or
spread) of geophones spaced at regular intervals. Beyond a certain distance from the shot point,
known as the cross-over distance, the refracted signal is observed as a first-arrival signal at the
geophones (arriving before the direct arrival). Observation of the travel times of the direct and
refracted signals provides information on the depth profile of the refractor.
Figure 2. Ray Path Travel for Seismic Refraction Surveying.
Shot Point Geophones
Direct Ra
Shot
Ray `NQ
C'ritic Overburden
al y e ratted Ray
Bedrock
.1
Data are recorded on a seismograph and later downloaded to a computer for analysis of the first-
arrival times to the geophones from each shot position. Travel-time versus distance graphs are
then constructed and velocities calculated for the overburden and refractor layers through analysis
of the direct arrival and T-minus graph gradients. Depth profiles for each refractor are produced
by an analytical procedure based on consideration of shot and receiver geometry and the measured
travel-times and calculated velocities. The final output comprises a depth profile of the refractor
layer and a velocity model of the subsurface.
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The primary applications of seismic refraction are for determining depth to bedrock and bedrock
structure. Due to the dependence of seismic velocity on the elasticity and density of the material
through which the energy is passing, seismic refraction surveys provide a measure of material
strengths and can consequently be used as an aid in assessing rippability and rock quality. The
technique has been successfully applied to mapping depth to base of backfilled quarries, depth of
landfills, thickness of overburden, voids, and the topography of groundwater.
2.2 ELECTRICAL RESISTIVITY
Electrical resistivity is a volumetric property that describes the resistance of electrical current flow
within a medium(Rucker et al., 2011; Telford et al., 1990). Direct electrical current is propagated
in rocks and minerals by electronic or electrolytic means. Electronic conduction occurs in minerals
where free electrons are available, such as the electrical current flow through metal. Electrolytic
conduction, on the other hand,relies on the dissociation of ionic species within a pore space. With
electrolytic conduction,the movement of electrons varies with the mobility, concentration, and the
degree of dissociation of the ions. Mechanistically, the resistivity method uses electric current(I)
that is transmitted into the earth through one pair of electrodes (transmitting dipole) that are in
contact with the soil. The resultant voltage potential (V) is then measured across another pair of
electrodes (receiving dipole).
Figure 3. Possible Arrays for use in Electrical Resistivity Characterization.
dipole-dipole Schlumberger pole-pole
V=Voltage
�v� 1 I=Current
1 =Point electrode
41 I
�i� — =Wire connection
between electrodes
00=Wire connection to an
infinite remote electrode
Numerous electrodes can be deployed along a transect(which may be anywhere from feet to miles
in length), or within a grid. Figure 3 shows examples of electrode layouts for surveying. The
figure shows transects with a variety of array types (dipole-dipole, Schlumberger, pole-pole). A
complete set of measurements occurs when each electrode (or adjacent electrode pair) passes
current, while all other adjacent electrode pairs are utilized for voltage measurements. Modern
equipment automatically switches the transmitting and receiving electrode pairs through a single
multi-core cable connection. Rucker et al. (2009b) describe in more detail the methodology for
efficiently conducting an electrical resistivity survey.
The modern application of the resistivity method uses numerical modeling and inversion theory to
estimate the electrical resistivity distribution of the subsurface given the known quantities of
electrical current, measured voltage, and electrode positions. A common resistivity inverse
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�rnoEowi
method incorporated in commercially available codes is the regularized least squares optimization
method(Sasaki, 1989; Loke, et al., 2003). The objective function within the optimization aims to
minimize the difference between measured and modeled potentials (subject to certain constraints,
such as the type and degree of spatial smoothing or regularization) and the optimization is
conducted iteratively due to the nonlinear nature of the model that describes the potential
distribution. The relationship between the subsurface resistivity (p) and the measured voltage is
given by the following equation (from Dey and Morrison, 1979):
-v p(x1Y,Z)vV(x,y,z)1=(U)s(x-xs)s(Y—YS)s(Z-ZS) (1)
J
where I is the current applied over an elemental volume U specified at a point(xs, ys, zs)by the
Dirac delta function.
Equation 1 is solved many times over the volume of the earth by iteratively updating the resistivity
model values using either the L2-norm smoothness-constrained least squares method, which aims
to minimize the square of the misfit between the measured and modeled data (de Groot-Hedlin&
Constable, 1990; Ellis & Oldenburg, 1994):
(J,T J,+.1,,WT W)Or, =J,T g,—A,WT Wr_, (2)
or the Li-norm that minimizes the sum of the absolute value of the misfit:
(J,TRdJ,+AWTR,,,W)Ar =J,TRag,—AWTR Wr_, (3)
where g is the data misfit vector containing the difference between the measured and modeled
data, J is the Jacobian matrix of partial derivatives, W is a roughness filter, Rd and Rm are the
weighting matrices to equate model misfit and model roughness, Ori is the change in model
parameters for the id' iteration, ri is the model parameters for the previous iteration, and Xi = the
damping factor.
3.0 METHODOLOGY
3.1 SURVEY AREA AND LOGISTICS
The multi-method geophysical survey was conducted between August 24 and 27, 2023. Figure 1
displays a detailed overview of the coverage for this geophysical survey.
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em Geophysical Investigation Schweitzer Basin RPT-2023-045
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3.1.1 Seismic Data Acquisition
Two lines of seismic P-wave refraction data were acquired, with survey parameters as detailed in
Table 1. Two Geode Ultra-Light Exploration 24-Channel Seismographs (Geometrics, Inc., San
Jose, California) were used for the seismic P-wave refraction surveying, providing a total of 48-
channels. 14-Hz geophone placement was every 20 feet along the lines. Shot point spacing was
typically 120 feet, located at the midpoint of geophone positions along the spread, with off-end
shots at between 40 and 140 feet beyond the first and last geophones along each survey spread,
where accessible.
Table 1. Seismic Refraction Survey Details.
Direction
Line Start X Start Y End X End Y Geophone Line
Name of Collection (UTM m) (UTM m) (UTM m) (UTM m) Spacing Length
Southeast 20 feet 1,440
Li3ne to 528683.731 5356009.072 528362.01 5356213.299 (-6
feet
Northwest meters) (-439
meters)
Northwest 20 feet 1,440
Li4ne to 527963.104 5356196.595 528201.132 5355901.937 (-6
feet
Southeast meters) (-439
meters)
The seismic source was a 16-pound sledgehammer. The Geodes were controlled from a laptop in
order to view each shot to ensure acceptable data quality, and record and process the data.
Additional shots with the source forming a new "stack" of data were added until the desired data
quality was achieved. The shot record (seismogram) was also saved to the computer and stored
for subsequent processing. A real-time noise monitor showing all geophones was carefully
scrutinized during shots to ensure that noise levels were at a minimum for each shot. This included
watching for breaks in wind noise, traffic, and other sources of noise. Construction noise was an
issue due to the survey line proximity to active construction, particularly on survey line 3.
However, data quality was sufficient to image the bedrock layer of interest.
3.1.2 Electrical Resistivity Data Acquisition
Two lines of electrical resistivity data were collected using an approximately 20 feet (-6 meter)
electrode spacing, with survey parameters as detailed in Table 2, using a SuperstingTM R8
multichannel electrical resistivity system (Advanced Geosciences, Inc. [AGI], Texas) and
associated cables, electrodes, and battery power supply. The SuperstingTM R8 meter is commonly
used in surface geophysical projects and has proven itself to be reliable for long-term, continuous
acquisition. The stainless steel electrodes were laid out along lines with a constant electrode
spacing. Multi-electrode systems allow for automatic switching through preprogrammed
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combinations of four electrode measurements. A modified Wenner electrode configuration, the
Alt-3 Wenner array(Cubbage et al., 2017), was used for acquisition of data along the lines.
Table 2. Electrical Resistivity Survey Details.
Line Direction Start X Start Y End X End Y Geophone Line
Name of Collection (UTM m) (UTM m) (UTM m) (UTM m) Spacing Length
Northwest 666
Line 1 to 528715.011 5356988.286 529241.533 5356645.822 6 meters meters
Southeast
(-20 feet) (-2,185
feet)
Northwest 666
Line 2 to 528644.773 5356908.395 529159.939 5356559.142 6 meters meters
Southeast (-20 feet) (-2,185
feet)
3.1.3 GPS
Positional data were acquired via a Leica survey grade RTK GPS (real time kinematic global
positioning system) using a Viva GS16 GNSS antenna coupled with a CS20 data logger. This
system is capable of sub-centimeter accuracy and repeatability for ground control points. The HGI
field crew recorded the location and elevation of electrodes and geophones for use in the
subsequent modeling. These data were incorporated into the final data models and maps.
3.2 QUALITY CONTROL
Data were given a preliminary assessment for quality control(QC)in the field to assure quality of
data before progressing the surveys. Following onsite QC, all data were transferred to the HGI
server for storage and detailed data processing and analysis. Data quality was inspected and
checked for consistency, and data files were saved to designated folders on the server. Records of
survey configuration,location, equipment used,environmental conditions,proximal infrastructure
or other obstacles, and any other useful information were recorded during data acquisition and
were saved to the HGI server.
3.3 DATA PROCESSING
3.3.1 Seismic Refraction Data Processing
Data processing for the seismic refraction method consisted primarily of accounting for energy
source and geophone locations, making adjustments for topographic changes along the geophone
array profiles, and determining the first arrival times at the geophones. The final step was to
determine subsurface acoustic properties using two different processing methods: refraction
analysis, and tomographic inversion. The software incorporated all of the features necessary for
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accurate representation of subsurface properties, including the first break pick, inversion, and
plotting.
Input Data: The geometry was created to define the relationship between the field file and channel
numbers, and the source and receiver station numbers. Records marked in the Observer's logs as
needing to be omitted were edited from the data. At this stage and within the software, edits and
corrections were made to account for any errors made in the field.
First Arrival Selection: The first step for data processing was to pick the time for first arrival of
energy at the geophone from each of the shot records, also known as first break picking. Each
geophone had a separate first break pick for each shot. The first break picking was conducted
interactively within the SeisImager's software called Pickwin.
Figure 4 displays an example shot record. The x-axis is time in milliseconds and the y-axis is
distance between geophones. The first break picks of energy arriving at the geophones are
annotated as red marks below. There is an automatic picking option that is used initially in the
software and then each trace in each shot record is manually reviewed and adjusted. In the
example,there are two distinct velocity slopes in arrivals representing the two layers as illustrated.
The first slope, which is much steeper, indicates a slower velocity alluvium layer. The other layer
is the refracted energy as it returns from a second and higher velocity layer. The second higher
velocity layer may be either a more consolidated alluvium or weathered bedrock.
3.3.2 Seismic Refraction Modeling
Layer Assignment: Once the first breaks were assigned for all of the seismic lines,the next step in
the process was layer assignment, where the user chose the slopes that best fit the two-layer or
three-layer model. Figure 5 displays an example of layer assignments chosen using SeisImager's
software called Plotrefa. The x-axis now shows distance and the y-axis shows the time in
milliseconds. The red circles represent a Layer 1 and the green circles represent a Layer 2.
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! /?)GEOPHYSICS
Figure 4. Example Shot Record Showing First Break Picks(Note this is a general example
and not from the project discussed in this report).
Source=1840 Oft Time(ms)
0 20 40 60 80 100 120 140 160 180 200 220
1000
1050
1100
1150
1200
1250
1300 Layer 2
1350
1400 - - --� --
1450
15oo
1550 -
0 1600 Layer 1
1650
1700
1750
1800
1850
1900
Refraction Analysis: Upon completion of the first break picks and the layer assignments, the
refraction analysis was completed using the SeisImager software. Refraction analysis was
completed for both lines using the time-term inversion modeling assuming a two or three-layer
model. An initial model was used for geometry verification. The refraction program compared
the predicted pick times with the actual pick times producing numerous statistical displays used
for finding and correcting shot/patch position errors. A two or three-layer depth model was created
using algorithms based on the generalized reciprocal method. This method assumes that layer
velocity is constant and that the layer extends throughout the modeled section. For flat-layered
geology this method is reliable and accurate, but tends to poorly represent variable horizontal
velocity material and complex topographic changes within the layer.
Figure 5. Example of Layer Assignments (Note this is a general example and not from the
project discussed in this report).
1l)C
0
1000 1t00 1200 1700 1100 1500 two 1700 1000 1900 2000 2100 2200 2000 2400 2500
Distance(ft)
Tomographic Inversion: Tomographic velocity inversion was completed using the SeisImager
software. This method starts with an initial velocity model (generated manually or by the above
mentioned time-term inversion and iteratively traces rays through the numerical model) with the
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goal of minimizing the root-mean squared(RMS)error between the observed and calculated travel
times. Tomographic inversion is generally best suited for situations where velocity contrasts are
known to be more gradational than discrete. In cases where strong horizontal velocity variations
are known to exist, and in extreme topography,processing can lead to erroneous results with time-
term least squares and delay-time inversion, depending on the severity of variations. Thus,
tomographic inversion was chosen for the profiles here. The final output of the inversion modeling
is a profile (X and Z dimensions) of acoustic velocity beneath each geophone spread. Generally,
tomographic inversion requires a larger quantity and higher quality of data to produce viable
results.
3.3.3 Electrical Resistivity Processing
Data removal was performed based on degree of noise/other erroneous data. During data removal,
those data that appeared to be extremely noisy and fell outside the normal range of accepted
conditions were manually removed within an initial Excel spreadsheet analysis. Examples of
conditions that would cause data to be removed include, negative or very low voltages, high-
calculated apparent resistivity, extremely low current, and high repeat measurement error. No
resistivity data values were manipulated or changed,such as with smoothing routines or box filters;
noisy data were only removed from the general population. The final edited datasets were
formatted for input into the 2D inverse modeling software.
3.3.4 2D Resistivity Inversion
RES2DINVx64 software (Geotomo, Inc.) was used for inverting individual lines in two
dimensions. RES2DINV is a commercial resistivity inversion software package available to the
public from www.geotomosoft.com. The inversion process followed a set of stages that utilized
consistent inversion parameters to maintain consistency between each model. Inversion
parameters were chosen to maximize the likelihood of convergence. Inversion parameter choices
included the starting model, the inversion routine (robust or smooth), the constraint defining the
value of smoothing and various routine halting criteria that automatically determined when an
inversion was complete. Convergence of the inversion was judged whether the model achieved
an absolute error of less than 5%within three to five iterations. If convergence was not achieved
during the first inversion run, a filter run was initiated using a filtered dataset based on high error
for measured versus modeled data, not to exceed 10% data removal per filter run.
The inverted data were output from RES2DINV into an .XYZ data file and were then gridded
and color contoured in Surfer (Golden Software, Inc.).
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®m Geophysical Investigation Schweitzer Basin RPT-2023-045
�no
4.0 RESULTS
The inverse model results for the electrical resistivity survey lines are presented as two-
dimensional (2D)profiles in Figure 6. The inverse model results for the seismic refraction survey
lines are presented as 2D profiles in Figure 7. For the electrical resistivity profiles, low resistivity
(higher conductivity) values are represented by cool hues (purple/blue) while high resistivity
regions are represented by warm hues (orange/red). For the seismic refraction profiles, low P-
wave velocity subsurface regions are represented by cool hues (purple/blue) while high P-wave
velocity regions are represented by warm hues (orange/red).
4.1 LINE 1
The model results for Line 1 are the upper profile presented in Figure 6. The profile is located in
the northern mid-mountain area, with data collection trending in a northwest to southeast
orientation.
Generally, the electrical resistivity model results display a three-layer model, with a near-surface
more resistive layer that is between approximately 0 and 70 feet in thickness. This layer is mostly
present in two areas, from 0 to approximately 650 feet, and from approximately 1,700 to 2,100
feet along the profile. This layer is likely unsaturated, and could be either bedrock outcrops or
loose sands and gravels. Beneath the near-surface layer is a more conductive layer that is between
50 and 150 feet in thickness. The increase in conductivity could be caused by increased moisture
content or weathered bedrock. Beneath the more conductive layer is a more resistive layer that
extends to the base of the model. This layer is likely hard granite. A break in the more resistive
layer from approximately 1,100 to 1,400 feet along the line could be caused by increased moisture
content or weathered bedrock, and has been called out as a possible fault or fracture zone.
4.2 LINE 2
The model results for Line 2 are the lower profile presented in Figure 6. The profile is located to
the south of survey Line 1,with data collection trending in a northwest to southeast orientation.
Generally, the electrical resistivity model results display a three-layer model similar to Line 1,
with a near-surface more resistive layer, that is between approximately 0 and 50 feet in thickness.
This layer is not as resistive as in Line 1, which may be related to higher moisture content or the
presence of more fine-grained sediments (clay, silt)than Line 1. Beneath the near-surface layer is
a more conductive layer that is between 50 and 200 feet in thickness. The increase in conductivity
could be caused by increased moisture content or weathered bedrock. Beneath the more
conductive layer is a more resistive layer that extends to the base of the model. This layer is likely
hard granite. A reduction in resistivity of the lower more resistive layer and a drop in elevation of
the more conductive layer, from approximately 1,900 feet to the end of the line could be caused
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elm Geophysical Investigation Schweitzer Basin RPT-2023-045
ne�Cs
by increased moisture content or weathered bedrock, and has been called out as a possible fault or
fracture zone.
4.3 LINE 3
The model results for Line 3 are the upper profile presented in Figure 7. The profile is located in
the eastern part of the Ridge Subdivision area, with data collection trending in a southeast to
northwest orientation.
Generally, the seismic refraction profile displays a two-layer model with a near-surface low P-
wave velocity layer overlying a higher P-wave velocity layer that extends to the imaging depth of
the model results (which was a maximum of approximately 125 feet along this profile). We have
interpreted the interface between these two layers to be associated with the 8,000 feet per second
(ft/sec) contour, which is highlighted by the black dashed line, based on the sharp gradient in P-
wave velocity at this contour. The depth to the interface between these two layers shows some
variability across the profile, ranging between approximately 15 to 50 feet below ground surface
(bgs). Higher modeled velocities (green colors) can be seen extending up closer to the surface
along the southeastern end of the line,which may indicate weathered bedrock or boulders.
4.4 LINE 4
The model results for Line 4 are the lower profile presented in Figure 7. The profile is located to
the west of survey Line 3, with data collection trending in a northwest to southeast orientation.
Generally, the seismic refraction profile displays a two-layer model with a near-surface low P-
wave velocity layer overlying a higher P-wave velocity layer that extends to the imaging depth of
the model results (which was a maximum of approximately 150 feet along this profile). We have
interpreted the interface between these two layers to be associated with the 8,000 ft/sec contour,
which is highlighted by the black dashed line, based on the sharp gradient in P-wave velocity at
this contour. The depth to the interface between these two layers shows some variability across
the profile, ranging between approximately 30 to 75 feet bgs. Higher modeled velocities (green
colors) can be seen extending up closer to the surface between approximately 200 and 750 feet
along the line, which may indicate weathered bedrock or boulders. A drop in elevation of the
interpreted top of bedrock combined with a reduction of the bedrock velocity between
approximately 900 and 1,250 feet along the line has been interpreted as a possible fault or fracture
zone.
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®m Geophysical Investigation Schweitzer Basin RPT-2023-045
Al VGEOPHYSICS
Figure 6. Electrical Resistivity model results for Lines 1 and 2.
NORTHWEST SOUTHEAST
4300
v
4200-
4100
z
0
a 4000
3900
3900 UNE i —
0 100 200 300 400 500 600 700 800 900 11100 1100 1200 1300 1400 1500 1600 1700 1800 19oO 2000 2100
DISTANCE(feet)
POSSIBLE FAULT/FRACTURE ZONES
4200- -
x 4100
z
O 4000 -
a
3900
3800 UNE 2
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 17M 1800 1900 20DO 2100
r`�'� '•J"+ DISTANCE(feet)
•�v
Resistivity(ohm-meters)
Nor
0 8 8 S 8 8 o S
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0
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® Geophysical Investigation Schweitzer Basin RPT-2023-045
Z1sXI/OGEOPNYSICS
Figure 7. Seismic Refraction model results for Lines 3 and 4.
NORTHWEST SOUTHEAST
4600-
4550
v
O4500 - _ _ — — — - —
a � �
W
4
W 4450
LINE 3
4"
24W 2350 1300 1250 1200 1150 1100 1050 1000 950 900 850 800 750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0
DISTANCE(feet)
4900
POSSIBLE FAULT/FRACTURE ZONE
4850
4800
w
O 4750 `
Q
W 4700
4650
LINE 4
4600
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100 1150 1200 1250 1300 1350 1400
DISTANCE(feet)
r
P-Wave Velocity(feet/second)
O O O O O O O O O O ~ N ~ A In
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®m Geophysical Investigation Schweitzer Basin RPT-2023-045
oEowirs�cs
5.0 CONCLUSIONS
A total of two survey lines of electrical resistivity data were collected to characterize the subsurface
in the Mid-Mountain Area, and two survey lines of seismic refraction data were collected to
characterize the subsurface in the Ridge Subdivision area. The objectives of the geophysical
investigation include:
• Characterize subsurface conditions in the Ridge Subdivision and Mid-Mountain areas.
• Identify possible faults and fracture zones in these areas.
In summary:
• Varying regions of higher and lower conductivities have been identified in the Mid-
Mountain area that may correlate to changes in moisture content or material change. The
profiles show areas of reduced resistivity in the bedrock, which may indicate the presence
of fault or fracture zones.
• Thickness of sediments and possible weathered rock or boulders were identified along the
profiles in the Ridge Subdivision area. One area of reduced bedrock velocity was identified
as a possible fault or fracture zone.
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®m Geophysical Investigation Schweitzer Basin RPT-2023-045
�o
6.0 REFERENCES
Cubbage, B., G.E. Noonan, and D.F. Rucker, 2017. A Modified Wenner Array for Efficient use
of 8-Channel Resistivity Meters. Pure and Applied Geophysics. (in press)
Dey, A., and H.F. Morrison, 1979, Resistivity modeling for arbitrarily shaped three-dimensional
structures: Geophysics, 44, 753-780.
Ellis, R.G., and D.W. Oldenburg, 1994, Applied geophysical inversion: Geophysical Journal
International, 116, 5-11.
Loke, M.H., I. Acworth, and T. Dahlin, 2003, A comparison of smooth and blocky inversion
methods in 2D electrical imaging surveys: Exploration Geophysics, 34, 182-187.
Rucker,D.F.,Levitt,M.T.,Greenwood,W.J.,2009. Three-dimensional electrical resistivity model
of a nuclear waste disposal site. Journal of Applied Geophysics 69, 150-164.
Rucker, D.F., G.E. Noonan, and W.J. Greenwood, 2011. Electrical resistivity in support of
geologic mapping along the Panama Canal. Engineering Geology 117(1-2):121-133.
Sasaki,Y., 1989,Two-dimensional joint inversion of magnetotelluric and dipole-dipole resistivity
data: Geophysics, 54, 254-262.
Telford, W. M., Geldart, L. P., and Sherriff, R. E., 1990, Applied Geophysics (2nd Edition),
Cambridge University Press.
www.haiworld.com 18 October 2023
1806 Terminal Drive,Richland,Washington 99354 USA tel: [phone]

SMR Water Facility Plan
APPENDIX H
Water System Service Areas
Ardurra

EXHIBIT 1
WATER SERVICE AREAS
TOWNSHIP 58 NORTH,RANGE 2 WEST,BOISE MERIDIAN
BONNER COUNTY,IDAHO
AUGUST 2023
Schweitzer
LEGEND
SCHWEITZER WATER COMPANY,
SCHWEITZER WATER SYSTEM
SCHWEITZER WATER COMPANY,RIDGE
WATER SYSTEM
SCHWEITZER BASIN WATER COMPANY
SPIRES WATER COMPANY
der
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8
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0 400 800 1600 2400
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ARDURRA
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SMR Water Facility Plan
APPENDIX I
SMR Capacity Analysis
Ardurra

Husky Water Company -Schweitzer Mountain Resort
Water System Capacity Analysis
Existing Wells with Well #5 Out of Service
9/7/2023
Total Storage
Reservoir#1 = 42,412 gal.
Reservoir#2 = 65,390 gal.
Reservoir#3 = 205,850 gal.
Total Storage= 313,652 gal.
Operational Storage
Reservoir#1 = 10,603 gal.
Reservoir#2 = 8,174 gal.
Reservoir#3 = 15,503 gal.
Total OS = 34,280 gal.
Source Capacity= 164 gpm = 236,160 gpd Well #4 = 93 gpm 93
Fire Flow= 1875 gpm Well#5 = 0 gpm 98
Fire Duration = 2 hours Well #6 = 71 gpm 71
Capacity= s OS = Operational Storage
ES = Equalization Storage
ADD = 90,090 gal. SS = Standby Storage
ADD = 117 gpd/ERU FS = Fire Storage
ADD =Average Day Demand
MDD = 231,000 gal. MDD = Maximum Day Demand
MDD = 300 gpd/ERU QS = Source Capacity
PHD = 322 gpm
Description ADD MDD ES* OS SS FS —6TOTAL
Schweitzer 1 90,090 231,000 23,700 34,280 30,030 225,000
* Equalization Storage ES = (PHD-Qs)x150 minutes for Call-on-Demand source pump operation.
Ardurra Page 1 of 3

Schweitzer Water Company
SMR Water System Capacity Analysis
Additional Well #8 with Well #5 Out of Service
9/7/2023
Total Storage
Reservoir#1 = 42,412 gal.
Reservoir#2 = 65,390 gal.
Reservoir#3 = 205,850 gal.
Total Storage= 313,652 gal.
Operational Storage
Reservoir#1 = 10,603 gal.
Reservoir#2 = 8,174 gal.
Reservoir#3 = 15,503 gal.
Total OS = 34,280 gal.
Well#4 = 93 gpm 93
Source Capacity= 238 gpm = 342,720 gpd Well #5 = 0 gpm 98
Fire Flow= 2000 gpm** Well #6 = 71 gpm 71
Fire Duration = 2 hours** Well #8 = 74 gpm 74
Capacity= s OS = Operational Storage
ES = Equalization Storage
ADD = 133,380 gal. SS = Standby Storage
ADD = 117 gpd/ERU FS = Fire Storage
ADD =Average Day Demand
MDD = 342,000 gal. MDD = Maximum Day Demand
MDD = 300 gpd/ERU QS = Source Capacity
PHD = 445 gpm
Description ADD I MDD I ES* I OS I SS*** I FS I TOTAL
Schweitzer 1 133,380 1 342,000 1 31,050 1 34,280 44,460 211,440 1 276,770
* Equalization Storage ES = (PHD-Qs)x150 minutes for Call-on-Demand source pump operation.
**Fire flow based on projected construction Type V-B, up to 23,300 SF, with 50% reduction for automatic sprinkler system.
*** Proposed additional Standby power to run all wells eliminates the need for SS, reduces FS.
Ardurra Page 2 of 3

Schweitzer Water Company
SMR Water System Capacity Analysis
Requirement for Projected Buildout
Meets Projected Fire Flow for Future Development
1/22/2024
Total Storage
Reservoir#1 = 42,412 gal.
Reservoir#2 = 65,390 gal.
Reservoir#3 = 205,850 gal.
Reservoir#4 = 0 gal.
Total Storage= 313,652 gal.
Operational Storage
Reservoir#1 = 10,603 gal.
Reservoir#2 = 8,174gal.
Reservoir#3 = 15,503 gal.
Reservoir#4 = 0 gal.
Total OS = 34,280 gal.
Well#4 = 93 gpm 93
Source Capacity= 303 gpm = 436,320 gpd Well #5 = 0 gpm 98
Fire Flow= 2000 gpm** Well#6 = 71 gpm 71
Fire Duration = 2 hours** Well#8 = 74 gpm 74
Well#9 = 65 gpm 65
OS = Operational Storage
ES = Equalization Storage
ADD = 169,533 gal. SS = Standby Storage
ADD = 117 gpd/ERU FS = Fire Storage
ADD =Average Day Demand
MDD = 434,700 gal. MDD = Maximum Day Demand
MDD = 300 gpd/ERU QS = Source Capacity
PHD = 549 gpm
Description ADD I MDD I ES* I OS I SS*** I FS TOTAL
Schweitzer 1 169,533 1 434,700 1 36,900 1 34,280 1 56,511 203,640 1274,820
* Equalization Storage ES = (PHD-Qs)x150 minutes for Call-on-Demand source pump operation.
**Fire flow based on projected construction Type V-B, up to 23,300 SF, with 50% reduction for automatic sprinkler system.
*** Proposed additional Standby power to run all wells eliminates the need for SS, reduces FS.
Ardurra Page 3 of 3

APPENDIX B
FIRE-FLOW REQUIREMENTS FOR BUILDINGS
The provisions contained in this appendix are not mandatory unless specifically referenced in
the adopting ordinance or legislation of the jurisdiction.
User note:
About this appendix:Appendix 8 provides a tool for the use of jurisdictions in establishing a policy for determining fire-flow requirements in
accordance with Section 507.3. The determination of required fire flow is not an exact science,but having some level of information provides
a consistent way of choosing the appropriate fire flow for buildings throughout a jurisdiction. The primary tool used in this appendix is a table
that presents fire flow based on construction type and building area based on the correlation of the Insurance Services Office(ISO)method
and the construction types used in the International Building Code°.
SECTION B101 SECTION B104
GENERAL FIRE-FLOW CALCULATION AREA
B101.1 Scope. The procedure for determining fire-flow B104.1 General. The fire flow calculation area shall be the
requirements for buildings or portions of buildings hereafter total floor area of all floor levels within the exterior walls,
constructed shall be in accordance with this appendix. This and under the horizontal projections of the roof of a building,
appendix does not apply to structures other than buildings. except as modified in Section B 104.3.
B104.2 Area separation.Portions of buildings that are sepa-
rated by fire walls without openings, constructed in accor-
SECTION B102 dance with the International Building Code, are allowed to be
DEFINITIONS considered as separatefireflow calculation areas.
B102.1 Definitions.For the purpose of this appendix,certain B104.3 Type IA and Type IB construction. The fire flow
terms are defined as follows: calculation area of buildings constructed of Type IA and
Type IB construction shall be the area of the three largest suc-
FIRE FLOW. The flow rate of a water supply, measured at cessive floors.
20 pounds per square inch(psi) (138 kPa) residual pressure, Exception: Fire flow calculation area for open parking
that is available for fire fighting. garages shall be determined by the area of the largest floor.
FIRE-FLOW CALCULATION AREA. The floor area, in
square feet(m),used to determine the required fire flow. SECTION B105
FIRE-FLOW REQUIREMENTS FOR BUILDINGS
SECTION B103 B105.1 One-and two-family dwellings,Group R-3 and R-4
MODIFICATIONS buildings and townhouses.The minimum fire-low and flow
duration requirements for one- and two-family dwellings,
B103.1 Decreases. The fire code official is authorized to Group R-3 and R-4 buildings and townhouses shall be as
reduce the fire-low requirements for isolated buildings or a specified in Tables B105.1(1)and B105.1(2).
group of buildings in rural areas or small communities where B105.2 Buildings other than one- and two-family dwell-
the development of full fire flow requirements is impractical. ings, Group R-3 and R-4 buildings and townhouses. The
B103.2 Increases. The fire code official is authorized to minimum fire flow and flow duration for buildings other than
increase the fire flow requirements where conditions indicate one-and two-family dwellings,Group R-3 and R-4 buildings
an unusual susceptibility to group fires or conflagrations.An and townhouses shall be as specified in Tables B 105.2 and
increase shall be not more than twice that required for the B105.1(2).
building under consideration. B105.3 Water supply for buildings equipped with an auto-
matic sprinkler system. For buildings equipped with an
B103.3 Areas without water supply systems. For informa- approved automatic sprinkler system, the water supply shall
tion regarding water supplies for fire-fighting purposes in be capable of providing the greater of:
rural and suburban areas in which adequate and reliable water
supply systems do not exist, the fire code official is autho- 1. The automatic sprinkler system demand,including hose
rized to utilize NFPA 1142 or the International Wildland- stream allowance.
Urban Interface Code. 2. The required fire flow.
2018 INTERNATIONAL FIRE CODE° 521
Copyright m 2017 ICC.ALL RIGHTS RESERVED.Accessed by Eric Fitch on May 15,2018 7:58:06 AM pursuant to License Agreement with ICC.No further reproduction or
distribution authorized.ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE
AGREEMENT,AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

APPENDIX B
TABLE B105.1(1)
REQUIRED FIRE FLOW FOR ONE-AND TWO-FAMILY DWELLINGS,GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES
FIRE-FLOW CALCULATION AREA AUTOMATIC SPRINKLER SYSTEM MINIMUM FIRE FLOW FLOW DURATION
(square feet) (Design Standard) (gallons per minute) (hours)
0 3,600 No automatic sprinkler system 1,000 1
3,601 and greater No automatic sprinkler system Value in Table Duration in Table B105.1(2)
at the required fire-flow rate
0-3,600 Section 903.3.1.3 of the International Fire Code or 500 '/
Section P2904 of the International Residential Code Z
3,601 and greater Section 903.3.1.3 of the International Fire Code or '/z value in Table 1
Section P2904 of the International Residential Code B105.1(2)
For SI: 1 square foot=0.0929 m2, 1 gallon per minute=3.785 L/m.
TABLE B105.1(2)
REFERENCE TABLE FOR TABLES B105.1(1)AND B105.2
FIRE-FLOW CALCULATION AREA(square feet) FIRE FLOW FLOW DURATION
Type IA and IBa Type IIA and IIIAa Type IV and V-A' Type 1113 and IIIBa Type V-Ba (gallons per minute)" (hours)
0-22,700 0-12,700 0-8,200 0-5,900 0-3,600 1,500
22,701-30,200 12,701-17,000 8,201-10,900 5,901-7,900 3,601-4,800 1,750
30,201-38,700 17,001-21,800 10,901-12,900 7,901-9,800 -
2
38,701-48,300 21,801-24,200 12,901-17,400 9,801-12,600 6,201-7,700 2,250
48,301-59,000 24,201-33,200 17,401-21,300 12,601-15,400 7,701-9,400 2,500
59,001-70,900 33,201-39,700 21,301-25,500 15,401-18,400 9,401-11,300 2,750
70,901-83,700 39,701-47,100 25,501-30,100 18,401-21,800 11,301-13,400 3,000
83,701-97,700 47,101-54,900 30,101-35,200 21,801-25,900 13,401-15,600 3,250
3
97,701-112,700 54,901-63,400 35,201-40,600 25,901-29,300 15,601-18,000 3,500
112,701-128,700 63,401-72,400 40,601-46,400 29,301-33,500 18,001-20,600 3,750
128,701-145,900 72,401-82,100 46,401-52,500 33,501-37,900 20,601-23,300 4,000
145,901-164,200 82,101-92,400 52,501-59,100 37,901-42,700 23,301-26,300 4,250
164,201-183,400 92,401-103,100 59,101-66,000 42,701-47,700 26,301-29,300 4,500
183,401-203,700 103,101-114,600 66,001-73,300 47,701-53,000 29,301-32,600 4,750
203,701-225,200 114,601-126,700 73,301-81,100 53,001-58,600 32,601-36,000 5,000
225,201-247,700 126,701-139,400 81,101-89,200 58,601-65,400 36,001-39,600 5,250
247,701-271,200 139,401-152,600 89,201-97,700 65,401-70,600 39,601-43,400 5,500
271,201-295,900 152,601-166,500 97,701-106,500 70,601-77,000 43,401-47,400 5,750
295,901-Greater 166,501-Greater 106,501-115,800 77,001-83,700 47,401-51,500 6,000 4
115,801-125,500 83,701-90,600 51,501-55,700 6,250
125,501-135,500 90,601-97,900 55,701-60,200 6,500
135,501-145,800 97,901-106,800 60,201-64,800 6,750
145,801-156,700 106,801-113,200 64,801-69,600 7,000
156,701-167,900 113,201-121,300 69,601-74,600 7,250
167,901-179,400 121,301-129,600 74,601-79,800 7,500
179,401-191,400 129,601-138,300 79,801-85,100 7,750
191,401-Greater 138,301-Greater 85,101-Greater 8,000
For SI: 1 square foot=0.0929 mZ,1 gallon per minute=3.785 L/m,1 pound per square inch=6.895 kPa.
a. Types of construction are based on the International Building Code.
b. Measured at 20 psi residual pressure.
522 2018 INTERNATIONAL FIRE CODE®
r reproduction or
distribution authorized.ANY UNAUTHORIZEDL RIGHTS RESERVED.Accessed by Eric Fitch on May 15,2018 7:58:06 AM pursuant
UTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT ANo License Agreement with ICC.No D THE LICENSE
AGREEMENT,AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

APPENDIX B
TABLE B105.2
REQUIRED FIRE FLOW FOR BUILDINGS OTHER THAN ONE-AND
TWO-FAMILY DWELLINGS,GROUP R-3 AND R-4 BUILDINGS AND TOWNHOUSES
AUTOMATIC SPRINKLER SYSTEM MINIMUM FIRE FLOW FLOW DURATION
(Design Standard) (gallons per minute) (hours)
No automatic sprinkler system Value in Table B105.1(2) Duration in Table B105.1(2)
Section 903.3.1.1 of the International Fire Code 25%of the value in Table B 105.1(2)a Duration in Table B 105.1(2)at the reduced flow rate
Section 903.3.1.2 of the International Fire Code 25%of the value in Table B 105.1(2)b Duration in Table B 105.1(2)at the reduced flow rate
For SI: 1 gallon per minute=3.785 L/m.
a. The reduced fire flow shall be not less than 1,000 gallons per minute.
b. The reduced fire flow shall be not less than 1,500 gallons per minute.
SECTION B106
REFERENCED STANDARDS
ICC IBC-18 International Building Code B104.2
ICC IWUIC-18 International Wildland- B103.3
Urban Interface Code
ICC IRC-18 International Residential Table
Code B105.1(1)
NFPA 1142-17 Standard on Water Supplies B 103.3
for Suburban and Rural Fire
Fighting
2018 INTERNATIONAL FIRE CODE® 523
Copyright m 2017 ICC.ALL RIGHTS RESERVED.Accessed by Eric Fitch on May 15,2018 7:58:06 AM pursuant to License Agreement with ICC.No further reproduction or
distribution authorized.ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE
AGREEMENT,AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

Schweitzer Fire District
900 Schweitzer Mtn.Rd.Sandpoint,ID. 83864
208-265-4741
Re: Review of White Pine Lodge,Project Number: 19921200
Requirements for fire protection have been adopted from the 1997 Uniform hire Code. All Uniform Fire
Code requirements shall be adhered to,including the following:
l. An approved automatic sprinkler system shall be installed throughout the building. (UFC,Article 10)
2. A Class I standpipe system shall be installed. (UFC,Article 10)
3. An approved manual and automatic fire alarm system shall be provided. (UFC,Article 10)
4. Fire flow required for this structure is 1,875gpm for a duration of 2 hours.This will require a water
storage capacity of 201,000 gallons. Included is a 75%reduction for an approved automatic sprinkler
system and a 200gpm storage recovery. (UFC,Appendix 11I-A) Flow requirements can be met by the
installation of an additional 60,000-gal.reservoir by 9/l/01. The additional 31,000 gallons can either be
met by an additional reservoir or by automatic storage recovery.
5. The primary or a secondary fire enunciator panel shall be installed at the buildings front desk available to 24hr
personnel.
6. The installation of additional retard chambers or other systems are required to help reduce the
reoccurrence of"water hammers"in risers. Thereby preventing the flow of water into dry systems,
creating false alarms and potential damage to sprinkler systems.
7. Although it is not required, it is highly advisable to install carbon monoxide detectors in susceptible
areas.
8. The natural gas meter location must be approved before installation.
9. The placement of this and future structures in this area must allow for proper width,radius and an all
weather driving surface for apparatus access.(UFC,Article 9)
10. The installation,testing and flushing of dedicated fire sprinkler service mains and sprinkler systems,must
be inspected and signed off by the fire district.
11. Plans and specifications for fire alarm and fire extinguishing systems shall be submitted to the fire -
district for review and approval prior to installation. (UFC,Article 10)
12. Roof access must be available for year round use, including heavy snowfall.
Please feel free to contact me with any questions you may have,
Respectfully,
Spencer Newton
Fire Chief
Approval as a result of an inspection shall not be construed to be an approval of a violation of the provisions of the
Uniform Fire Code or of other ordinances of this jurisdiction. Inspections presuming to give authority to violate or
cancel the provisions of the Uniform Fire Code or of other ordinances of this jurisdiction shall not be valid.
I 'd e8513 wit dp_5 =2i 50 tr2 qa3

SMR Water Facility Plan
APPENDIX J
Ridge Capacity Analysis
Ardurra

Resort Water Company -Schweitzer
Ridge Water System Capacity Analysis
Existing Well #1
11/6/2023
Total Storage
Reservoir#1 = 201,272 gal.
Reservoir#2 = 0 gal.
Total Storage= 201,272 gal.
Operational Storage
Reservoir#1 = 9,090 gal.
Reservoir#2 = 0 gal.
Total OS = 9,090 gal.
"Source Capacity = 30 gpm = 43,200 gpd Well #1 = 30 gpm
Fire Flow= 1500 gpm
Fire Duration = 2 hours
i Capacity= s ** OS = Operational Storage
ES = Equalization Storage
ADD = 16,848 gal. SS = Standby Storage
ADD = 117 gpd/ERU FS = Fire Storage
ADD =Average Day Demand
MDD = 43,200 gal. MDD = Maximum Day Demand
MDD = 300 gpd/ERU QS = Source Capacity
PHD = 94 gpm
Descriptionj ADD I MDD ES* I OS SS FS TOTAL
Schweitzer 1 16,848 1 43,200 9,600 1 9,090 5,616 176,400
* Equalization Storage ES = (PHD-Qs)x150 minutes for Call-on-Demand source pump operation.
** Note: Per DEQ Rules, only a single source is required as long as the system remains a Transient Non-Community Public Water System,
which means it does not regularly serve more than 25 of the same persons over six (6) months out of the year.
Ardurra Page 1 of 1

Schweitzer Water Company
SMR Water System Capacity Analysis
Requirement for Projected SMR Buildout Plus Additional for the Ridge.
Meets Projected Fire Flow for Future Development
1/22/2024
Total Storage
Reservoir#1 = 42,412 gal.
Reservoir#2 = 65,390 gal.
Reservoir#3 = 205,850 gal.
Reservoir#4 = 0 gal.
Total Storage= 313,652 gal.
Operational Storage
Reservoir#1 = 10,603 gal.
Reservoir#2 = 8,174 gal.
Reservoir#3 = 15,503 gal.
Reservoir#4 = 0 gal.
Total OS= 34,280 gal.
Well#4 = 93 gpm 93
Source Capacity= 358 gpm = 515,520 gpd Well#5 = 0 gpm 98
Fire Flow= 2000 gpm** Well#6 = 71 gpm 71
Fire Duration = 2 hours** Well#8 = 74 gpm 74
Well#9 = 65 gpm 65
Well#10 = 55 gpm 55
- OS =Operational Storage
ES = Equalization Storage
ADD = 199,251 gal. SS = Standby Storage
ADD = 117 gpd/ERU FS = Fire Storage
ADD =Average Day Demand
MDD = 510,900 gal. MDD = Maximum Day Demand
MDD = 300 gpd/ERU QS = Source Capacity
PHD = 648 gpm
Description ADD I MDD I ES* I OS I SS*** FS TOTAL
Schweitzer 1 199,251 1 510,900 1 43,500 1 34,280 1 66,417 197,040
* Equalization Storage ES = (PHD-Qs)xl50 minutes for Call-on-Demand source pump operation.
**Fire flow based on projected construction Type V-B, up to 23,300 SF, with 50% reduction for automatic sprinkler system.
*** Proposed additional Standby power to run all wells eliminates the need for SS, reduces FS.
Ardurra Page 1 of 1

SMR Water Facility Plan
APPENDIX K
Cost Estimates
Ardurra

SCHWEITZER MOUNTAIN RESORT WATER SYSTEM
Well#8 Pumping System and Electrical/Control Improvements
Engineer's Preliminary Opinion of Cost
April 30,2024
Item Description Quantity Units Unit Price Amount
Mobilization (10%) 1 LS
Well Pumping System
Submersible Pump 1 EA
Pump Control Panel and Accessories 1 EA
Steel Column Pipe 170 LF
Well Cap 1 EA
Submersible Cable 800 LF
Pressure Transducer 1 EA
Check Valve 1 EA
Air/Vacuum Valve Assembly 1 EA
Wellhouse Mechanical Piping
3"Gate Valve 1 EA
3"Check Valve 1 EA
Combination Air Valve Assembly 1 EA
Flow Meter 1 EA
Misc. Pipe and Fittings 1 LS
Dedicated Feed Main
3"HDPE Water Pipe(including spares for future wells) 1,020 LF
Trenching and Backfill 720 LF
Imported Pipe Bedding 720 LF
Additional for Rock Excavation,Trench* 150 LF
3"Fittings with Thrust Blocking 12 EA.
Erosion Control Measures 1 LS
Subtotal Construction Costs
Contingency(251/6)
Engineering and Surveying (20%)
Total Cost
*Assumed 20%of total trench length;could vary significantly.
Ardurra Page 1 of 6

SCHWEITZER MOUNTAIN RESORT WATER SYSTEM
Power System, Monitoring and Control Improvements
Engineer's Preliminary Opinion of Cost
April 30,2024
Item Description Quantity Units Unit Price Amount
Mobilization (10%) 1 LS
Power System, Monitoring and Control*
Upper Reservoir Building 1 LS
Building Interconnection 1 LS
Well and Lower Reservoir Building' 1 LS
Generator and Generator Building 1 LS
Subtotal Construction Costs
Contingency(25%)
Engineering and Surveying (20%)
Total Cost
*See Electrical Construction Cost Estimates prepared by Grady Weisz,dated 4/18/24.
Ardurra Page 2 of 6

SCHWEITZER MOUNTAIN RESORT WATER SYSTEM
Crystal Run Loop
Engineer's Preliminary Opinion of Cost
March 29,2024
Item Description Quantity Units Unit Price Amount
Mobilization (10%) 1 LS
Water Main Looping
Clearing and Grubbing 0.5 AC
Exploratory Digging 10.0 HR.
8" PVC Water Main 720 LF
Trenching and Backfill 720 LF
Imported Pipe Bedding 720 LF
Additional for Rock Excavation, Trench* 150 LF
8" Gate Valve 2 EA.
8" Fitting with Thrust Blocking 6 EA.
Fire Hydrant Assembly 1 EA.
Connect to Existing Water Mains 2 EA.
Reconnect Building Service Lines 4 EA.
Cut and Patch Existing Pavement 70 SY
Revegetation 0.5 AC
Erosion Control Measures 1 LS
Subtotal Construction Costs
Contingency(25%)
Engineering and Surveying (20%)
Total Cost
*Assumed 20%of total trench length; could vary significantly.
Ardurra Page 3 of 6

SCHWEITZER MOUNTAIN RESORT WATER SYSTEM
New Well#9 and Pumping System
Engineer's Preliminary Opinion of Cost
April 30,2024
Item Description Quantity Units Unit Price Amount
Mobilization (10%) 1 LS
Well Construction
Drilling and Temporary Casing for Surface Seal 60 VF
Bentonite Surface Seal 1 LS
10"Steel Casing 60 VF
Well Drilling 140 VF
8"PVC Liner 160 VF
8"PVC Screen 20 VF
Permitting 1 LS
Pump Testing 1 LS
Laboratory Fees for Water Testing 1 LS
Well Acces Development and Erosion Control 1 LS
Well Pumping System
Submersible Pump 1 EA
Pump Control Panel and Accessories 1 EA
Steel Column Pipe 170 LF
Well Cap 1 EA
Submersible Cable 800 LF
Pressure Transducer 1 EA
Check Valve 1 EA
Air/Vacuum Valve Assembly 1 EA
Wellhouse Mechanical Piping
3"Gate Valve 1 EA
3"Check Valve 1 EA
Combination Air Valve Assembly 1 EA
Flow Meter 1 EA
Misc. Pipe and Fittings 1 LS
Dedicated Feed Main
3"HDPE Water Pipe 110 LF
Trenching and Backfill 110 LF
Imported Pipe Bedding 110 LF
Additional for Rock Excavation,Trench* 20 LF
3"Fittings with Thrust Blocking 2 EA.
3"Conduit and Wire in Common Trench (Power) 110 LF
2"Conduit and Cable in Common Trench (Control) 110 EA
Erosion Control Measures 1 LS
Subtotal Construction Costs
Contingency(25%)
Hydrogeologist
Engineering and Surveying (20%)
Total Cost
*Assumed 20%of total trench length;could vary significantly.
Ardurra Page 4 of 6

SCHWEITZER MOUNTAIN RESORT WATER SYSTEM
SMR to Ridge Transmission and Storage
Engineer's Preliminary Opinion of Cost
April 30,2024
Item Description Quantity Units Unit Price Amount
Mobilization (10%) 1 LS
Booster Pump Station
Duplex Package Booster System(7.5 HP) 1 LS
Electrical/Control 1 LS
Telemetry Control System 1 LS
Booster Building 1 LS
HVAC/Plumbing 1 LS
Building Lighting and Receptacles 1 LS
Pipe, Fittings and Valves 1 LS
Standby Generator 1 LS
Site Work and Erosion Control 1 LS
Water Reservoir
Cast in Place Water Storage Tank(250,000 gal.) 1 LS
Inlet, Outlet and Overflow Piping 1 LS
Roof Hatches and Vents 1 LS
Subdrain System 1 LS
Site Work and Erosion Control 1 LS
Dedicated Feed Main
3"HDPE Water Pipe 4,500 LF
Trenching and Backfill 4,500 LF
Imported Pipe Bedding 4,500 LF
Additional for Rock Excavation,Trench* 900 LF
3"Gate Valve 10 EA.
3"Elbows 10 EA.
Pipe Anchors 10 EA.
CAV Assembly 2 EA.
Control Conduit and Wire(same trench) 4,500 LF
Revegetation 4 AC
Erosion Control Measures 1 LS
Subtotal Construction Costs
Contingency(30%)
Engineering and Surveying (20%)
Total Cost
*Assumed 20%of total trench length;could vary significantly.
**Does not include cost for distribution within the Ridge or Schweitzer Village Developments.
Ardurra Page 5 of 6

SCHWEITZER MOUNTAIN RESORT WATER SYSTEM
New Well#10 and Pumping System
Engineer's Preliminary Opinion of Cost
April 30,2024
Item Description Quantity Units Unit Price Amount
Mobilization (10%) 1 LS
Well Construction
Drilling and Temporary Casing for Surface Seal 60 VF
Bentonite Surface Seal 1 LS
10"Steel Casing 60 VF
Well Drilling 140 VF
8"PVC Liner 160 VF
8"PVC Screen 20 VF
Permitting 1 LS
Pump Testing 1 LS
Laboratory Fees for Water Testing 1 LS
Well Acces Development and Erosion Control 1 LS
Well Pumping System
Submersible Pump 1 EA
Pump Control Panel and Accessories 1 EA
Steel Column Pipe 170 LF
Well Cap 1 EA
Submersible Cable 800 LF
Pressure Transducer 1 EA
Check Valve 1 EA
Air/Vacuum Valve Assembly 1 EA
Wellhouse Mechanical Piping
3"Gate Valve 1 EA
3"Check Valve 1 EA
Combination Air Valve Assembly 1 EA
Flow Meter 1 EA
Misc. Pipe and Fittings 1 LS
Dedicated Feed Main
3"HDPE Water Pipe 200 LF
Trenching and Backfill 200 LF
Imported Pipe Bedding 200 LF
Additional for Rock Excavation,Trench* 40 LF
3"Fittings with Thrust Blocking 2 EA.
3"Conduit and Wire in Common Trench (Power) 200 LF
2"Conduit and Cable in Common Trench (Control) 200 EA
Erosion Control Measures 1 LS
Subtotal Construction Costs
Contingency(25%)
Hydrogeologist
Engineering and Surveying (20%)
Total Cost
*Assumed 20%of total trench length;could vary significantly.
Ardurra Page 6 of 6

ELECTRICAL CONSTRUCTION COST ESTIMATE
CLIENT: Ardurra CONTACT: S. MCNee P.E. DATE: 4/18/2024
PROJECT# ESTIMATOR: Weisz
PROJECT: Schweitzer Well 8 PHASE: Planning
FILE NAME:
QUANTITY MATERIAL LABOR
TOTALS NO. UNIT PER PER TOTAL
UNITS MEAS. UNIT TOTAL UNIT TOTAL COST
UPPER RESERVOIR BUILDING
BUILDING INTERCONNECTION
WELL AND LOWER RESERVOIR BUILDING
GENERATOR AND GENERATOR BUILDING
TOTAL
Schweitzer Well 8 and Standby Power Upgrades-Revision A Sheet 1 of 5 ESF 170-04

ELECTRICAL CONSTRUCTION COST ESTIMATE
CLIENT: Ardurra CONTACT: S. MCNee P.E. DATE: 4/18/2024
PROJECT# ESTIMATOR: Weisz
PROJECT: Schweitzer Well 8 PHASE: Planning
FILE NAME:
QUANTITY MATERIAL LABOR
UPPER RESERVOIR BUILDING NO. UNIT PER PER TOTAL
UNITS MEAS. UNIT TOTAL UNIT TOTAL COST
ELECTRICAL DEMOLITION 32 HR
120/208 V,225A,42 CIRCUIT PANELBOARD 1 EA
SPD 220V,2.OKVA 1 EA
BOOSTERPAQ CONNECTION
3/4"PVC 30 LF
6 AWG 60 LF
10 AWG EGC 30 LF
WELL PUMP 5 CONNECTION
3/4"PVC 30 LF
10 AWG 60 LF
10 AWG EGC 30 LF
WELL PUMP 6 CONNECTION
3/4"PVC 30 LF
12 AWG 60 LF
12 AWG EGC 30 LF
WELL PUMP 3 CONNECTION
3/4"PVC 30 LF
12 AWG 60 LF
12 AWG EGC 30 LF
FIBER OPTIC SWITCH 1 EA
PROGRAMMING 40 HR
FIBER PATCH PANEL 1 EA
CONNECTIONS 4 EA
ALL COSTS PER IRS MEANS 2024
SUBTOTALS
SHIPPING
MISCELLANEOUS (15%)
CONTRACTOR OVERHEAD (15%) & PROFIT (10%) (26.5%)
TOTAL
Schweitzer Well 8 and Standby Power Upgrades-Revision A Sheet 2 of 5 ESF 170-04

ELECTRICAL CONSTRUCTION COST ESTIMATE
CLIENT: Ardurra CONTACT: S. MCNee P.E. DATE: 4/18/2024
PROJECT# ESTIMATOR: Weisz
PROJECT: Schweitzer Well 8 PHASE: Planning
FILE NAME:
QUANTITY MATERIAL LABOR
BUILDINGS INTERCONNECTION NO. UNIT PER PER TOTAL
UNITS MEAS. UNIT TOTAL UNIT TOTAL COST
200 AMP FEEDER(160 AMP LOAD WITH 3%VOLTAGE DROP)
3"PVC 200 LF 12.6
350 KCMILL 6400 LF 11
2/0 AWG EGC 1600 LF 4.35
HANDHOLE 2'X 2'X 3' 1 EA 890
TRENCHING 100 LF
FIBER OPTIC CABLE
2"PVC 100 LF 9
4 STRAND MULTI-MODE 800 LF 1.05
ALL COSTS PER IRS MEANS 2024
SUBTOTALS
SHIPPING
MISCELLANEOUS (15%)
CONTRACTOR OVERHEAD (15%) & PROFIT (10%) (26.5%)
TOTAL
Schweitzer Well 8 and Standby Power Upgrades-Revision A Sheet 3 of 5 ESF 170-04

ELECTRICAL CONSTRUCTION COST ESTIMATE
CLIENT: Ardurra CONTACT: S. MCNee P.E. DATE: 4/18/2024
PROJECT# ESTIMATOR: Weisz
PROJECT: Schweitzer Well 8 PHASE: Planning
FILE NAME:
QUANTITY MATERIAL LABOR
WELL AND LOWER RESERVOIR BUILDING NO. UNIT PER PER TOTAL
UNITS MEAS. UNIT TOTAL UNIT TOTAL COST
DEMOLITION 16 HR
METER SOCKET 1 EA 285
CT ENCLOSURE 36"X 30"X 10" 1 EA 460
400A ENCLOSED CIRCUIT BREAKER 1 EA 4225
400A PANELBOARD 1 EA 5700
SPD 220V,2.OKVA 1 EA 2,325
3"PVC 60 LF 12.6
500 KCMILL 600 LF 12.5
3/0 AWG EGC 150 LF 5.35
1"PVC 600 LF 3.69
LEVEL TRANSMITTER 1 EA 2000
STP 600 LF 0.181
10 HP VFD 1 EA 4525
TCI SINEWAVE FILTER MSD002213300 1 EA 2512
2"PVC 600 LF 9
3 AWG 2400 LF 2.03
30 AMP DISCONNECT SWITCH 1 EA 1025
30 AMP DISCONNECT SWITCH SUPPORT 1 EA 200
TRENCHING 600 LF
HANDHOLE 2'X 2'X 3' 1 EA 890
PROGRAMMING 40 HR
FIBER OPTIC SWITCH 1 EA 500
FIBER PATCH PANEL 1 EA 440
CONNECTIONS 4 EA 35
ALL COSTS PER IRS MEANS 2024
SUBTOTALS
SHIPPING
MISCELLANEOUS (15%)
CONTRACTOR OVERHEAD (15%) & PROFIT (10%) (26.5%)
TOTAL
Schweitzer Well 8 and Standby Power Upgrades-Revision A Sheet 4 of 5 ESF 1 70-04

ELECTRICAL CONSTRUCTION COST ESTIMATE
CLIENT: Ardurra CONTACT: S. MCNee P.E. DATE: 4/18/2024
PROJECT# ESTIMATOR: Weisz
PROJECT: Schweitzer Well 8 PHASE: Planning
FILE NAME:
QUANTITY MATERIAL LABOR
GENERATOR AND GENERATOR BUILDING NO. UNIT PER PER TOTAL
UNITS MEAS. UNIT TOTAL UNIT TOTAL COST
STANDBY GENERATOR AND ATS 1 EA 64700
4'SURFACE LED STRIP LIGHT 3 EA 325
WALL PACK(OVER DOOR) 1 EA 760
RECEPTACLES 6 EA 38.5
LIGHT SWITCH 2 EA 4.54
DEVICE BOXES 12 LF 30
3/4"PVC 500 LF 2.2
12 AWG 2000 LF 0.235
BUILDING HEAT DETECTOR 1 EA 223
DOOR INTRUSION SWITCH 1 EA 183
3/4"PVC 200 LF 2.2
14 AWG 600 LF 0.164
SLAB REBAR GROUND CONNECTION 4 EA 153
#2 GROUND RING 100 LF 1.75
GENERATOR FEEDER
3"PVC 50 LF 12.6
3"FLEX 10 LF 10.6
350 KCMILL 600 LF 11
2/0 AWG EGC 150 LF 4.35
GENERATOR AND ATS MONITORING
2"FLEX 10 LF 5.1
3/4"PVC 100 LF 2.2
14 AWG 6000 LF 0.164
BUILDING HVAC NOT INCLUDED
NATURAL GAS FUEL INSTALLATION
NOTINCLUDED
ALL COSTS PER IRS MEANS 2024
SUBTOTALS
SHIPPING
MISCELLANEOUS (15%)
CONTRACTOR OVERHEAD (15%) & PROFIT (10%) (26.5%)
TOTAL
Schweitzer Well 8 and Standby Power Upgrades-Revision A Sheet 5 of 5 ESF 170-04