DDW-2024-008502

Big Mountain Campground
Culinary Water Evaluation
Report
Date: January 22, 2020

BIG MOUNTAIN CAMPGROUND

CULINARY WATER EVALUATION REPORT

(NEW CULINARY WATER SYSTEM #UTAH12040)

INCLUDES:

WATER SYSTEM ANALYSIS
RECOMMENDED SYSTEM IMPROVEMENTS

SYSTEM OWNER ........................................................................ JAMES OCKEY

PREPARED BY:

John Iverson Project Manager

Jesse Ralphs Project Engineer

_____________________
SUNRISE ENGINEERING, INC. Jesse Ralphs, P.E.
25 EAST 500 NORTH
FILLMORE, UTAH 84631
© Copyright 2020 Sunrise Engineering, Inc.
1-22-2019
BIG MOUNTAIN CAMPGROUND CULINARY WATER SYSTEM ENGINEERING
EVALUATION REPORT
Sunrise Engineering, Inc.
Table of Contents Page i

TABLE OF CONTENTS

SECTION

1.0 BACKGROUND INFORMATION ........................................................................................ 1
FIGURE—Area Map ........................................................................................................... 2
2.0 SYSTEM REQUIREMENTS ................................................................................................. 3
2.1 Connections and ERC’s ................................................................................................. 3
2.2 Required Analyses ......................................................................................................... 4
3.0 WATER RIGHTS ANALYSIS ............................................................................................... 5
3.1 Required Water Right .................................................................................................... 5
3.2 Recommended Improvements ........................................................................................ 6
4.0 SOURCE CAPACITY ANALYSIS ....................................................................................... 7
4.1 Required Source Capacity .............................................................................................. 7
4.2 Big Mountain Campground Source ................................................................................ 7
4.3 Recommended Source Capacity Improvements .............................................................. 8
5.0 STORAGE CAPACITY ANALYSIS ..................................................................................... 9
5.1 Required Storage Capacity ............................................................................................ 9
5.2 Big Mountain Campground Storage Capacity ................................................................ 9
5.3 Potential Storage Capacity Improvements .................................................................... 10
5.3.1 Tank Replacement and Upgrade ....................................................................... 10
5.3.2 Tank Elimination .............................................................................................. 11
5.4 Recommended Improvements ...................................................................................... 11
5.4.1 Alternative 1—Tank Elimination ...................................................................... 11
5.4.2 Alternative 2—Tank Replacement .................................................................... 12
6.0 DISTRIBUTION SYSTEM ANALYSIS .............................................................................. 14
6.1 Distribution System Analysis ....................................................................................... 14
6.2 Water Meter ................................................................................................................. 15
6.3 Recommended Improvements ...................................................................................... 15
7.0 WATER TREATMENT REQUIREMENTS ....................................................................... 16
7.1 General Requirements .................................................................................................. 16
7.2 System Findings .......................................................................................................... 16
7.3 Recommended Improvements ...................................................................................... 16
8.0 SUMMARY OF RECOMMENDATIONS ........................................................................... 18
8.1 Recommended Improvements ...................................................................................... 18

APPENDIX A – SYSTEM SCHEMATIC DIAGRAM
APPENDIX B – ANALYSIS CALCULATIONS
APPENDIX C – 1.5” SUPPLY PIPELINE SOURCE CAPACITY
APPENDIX D – 4” SUPPLY PIPELINE SOURCE CAPACITY
APPENDIX E – PDD & PID FLOW CALCULATIONS EXISTING 4” FROM TANK TO PARK
APPENDIX F – PDD & PID FLOW CALCULATIONS UPGRADED 4” PIPELINE SPRING
TO PARK
APPENDIX G – PDD & PID FLOW CALCULATIONS UPGRADED 6” PIPELINE TO 4”
PIPELINE
APPENDIX H – DISINFECTION CONTACT TIME CALCULATION
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SECTION 1.0
BACKGROUND INFORMATION

Big Mountain Campground is a summer recreation vehicle campground located in Salt Creek
Canyon approximately 5 miles east of Nephi City, Juab County, Utah. The source of water to the
system is groundwater from the Upper Bradley Spring collection system head box, which also
serves Nephi City. The campground water system is a consecutive connection to the Nephi City
culinary water system through the spring head box.

The Big Mountain Campground culinary water system currently serves two full time year rou nd
residential homes. (An additional home near the campground is on a separate private well.) During
the summer operating season from May 15th to September 30th the system also serves 75 campsite
units. The units consist of 8 individual cabins without inside running water, 53 RV units, and 14
tent camping spaces with water and flush toilets available. Water for all units including the cabins
is provided through outdoor frost free hydrants.

Guests have two public restroom facilities available; one near the RV and tent camping area and
the other at the office/group area. There is also a small swimming pool at the group area, which
is kept covered when not in use to limit water lost to evaporation. Within the campground there
is an estimated total of 2.25 acres of lawn and landscape that is irrigated from the culinary system
during the season. Landscapes at the homes are irrigated from a separate field irrigation system.

In a letter dated October 16, 2019, the State of Utah Division of Drinking Water (DDW) Notified
Big Mountain Campground that the campground’s culinary water system is now classified as a
Transient Non-Community Public Drinking Water System in accordance with the State Utah Rules
for Public Drinking Water Systems (Rules), as revised. The system identification is assigned as
#UTAH12040.

The Big Mountain Campground culinary water system is currently an active unrated water system.
In order to become an approved system, Big Mountain Campground must obtain an operating
permit from the Executive Secretary for the entire system. Among other requirements for
obtaining an operating permit, Big Mountain Campground is required to submit an Engineering
Evaluation Report of the water system. As required by DDW Letter dated 10/16/19—Initial Order
for New Public Drinking Water System for Big Mountain Campground #UTAH12040, this report
will serve as the Engineering Evaluation Report for the Big Mountain Campground water system.
The report will provide detailed information of the current physical facilities, including source,
storage, distribution system, connections, water rights, and system schematics. These components
will be reviewed in accordance with the requirements of the Rules. System Analysis Calculations,
as applicable, are included in Appendices B through H. There are no pumps in the system.

Based on data reported to DDW, the estimated population for a peak operational period would be
3 guests per unit for a total of 225 guests and a current permanent population of 3 residents. An
area map showing the approximate location of the campground is included in Figure 1 on Page 2.
A schematic diagram of the system is provided in Appendix A.
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FIGURE 1
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SECTION 2.0
SYSTEM REQUIREMENTS

2.1 CONNECTIONS AND ERCS

For the purpose of this report Big Mountain Campground will be classified as a Modern
Recreational Camp. Rule R309-510-8 Storage Sizing shows in Table 510-4 under Non
Community Systems that a Modern Recreational Camp requires the equivalent of 30 gallons per
day (gpd) per person as the average day demand. Therefore, 30 gpd per person will be used as the
average day demand for water right and storage calculations in this report. Water usage for peak
day demand for source capacity calculations will be based on the requirements in Table 510-1
under Seasonal/Non Residential Use for Modern Recreational Camp, which requires 60 gpd per
person.

In this report, reference is made to Equivalent Residential Connections (ERC(s)). One ERC is
defined as the amount of culinary water required by an average residential connection for indoor
use. The Rules use 400 gpd as the year-round average indoor requirement for a residential
connection. Because an ERC relates to the amount of water required for the average residential
connection, use of this term allows other water users to be equated to a residential connection. A
residential connection is assumed to always equal 1 ERC in calculations.

As discussed in Section 1, DDW has determined the estimated population for a peak operational
period as 3 guests per unit. Since the Modern Recreational Camp requires the equivalent of 30
gpd per guest, 3 guests at 30 gpd per guest yields 90 gpd per unit. Therefore, ERCs per unit, total
campground ERCs, and total system ERCs are calculated as follows:

ERC per Unit:

90 gpd x 1 ERC = 0.225 ERC
Unit 400 gpd Unit

Campground ERCs:

75 Unit x 0.225 ERC = 17 ERC
Unit

Permanent Residential ERCs

2 Residences x 1 ERC = 2 ERC
Residence

Total ERCs

17 Campground ERCs + 2 Residential ERCs = 19 ERCs in the system.
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As shown in the calculations above the total number of ERCs in the system is 19. This value is
used in the applicable calculations for water right, storage, and source capacity in the analysis
calculations included in Appendix B. Since the campground is not anticipated to expand beyond
its current number of units, no additional ERC growth anticipated or planned.

2.2 REQUIRED ANALYSES

To determine adequacy of the Big Mountain system to serve system users in accordance with the
Rules, capacity calculations for water right, source capacity, and storage capacity are required,
and can be found in Appendix B. Water right, source capacity and storage capacity and are
discussed in Sections 3, 4, and 5 in this report. The distribution system will be analyzed to
determine if the pressures required by the Rules under peak day system demand and peak
instantaneous system demand can be maintained. This analysis is discussed in Section 6 in this
report. Finally, disinfection will be discussed in Section 7. Recommendations for improvements
to the system will be summarized in Section 8.

Calculations of required water right, source capacity and stor age capacity must consider culinary
water usage for irrigation. According to the Rules, Utah has 6 climate zones (excluding non-arable
lands), which correspond with consumptive use and annual precipitation. In the northern
mountains, outside watering requirements are quite low (Zone 1), compared with the southern part
of the state where the climate is usually very warm (Zone 6). As a result, these zones have different
outside watering requirements. Rule R309-510 provides minimum recommended requirements
for outside consumptive use for each zone.

The Big Mountain Campground is located between Fountain Green in the East and Nephi City on
the West. Nephi is in Zone 4, which is listed as moderately high for consumptive use, and Fountain
Green is in Zone 3, which is listed as moderate for consumptive use. However, the campground
is located along Salt Creek in Salt Creek Canyon. Due to its elevation and mountainous location,
the campground climate is slightly cooler during the summer than Nephi. Generally, the
campground area also receives more rainfall during the summer and snowfall during the winter
than the valley locations on either side of the mountain. Therefore, it is assumed that Big Mountain
Campground is in Zone 3 for consumptive use in the water right, source capacity and storage
calculations for this report.

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SECTION 3.0
WATER RIGHT ANALYSIS

3.1 REQUIRED WATER RIGHT

As determined by the Division of Drinking Water, the Big Mountain Campground culinary water
system #UTAH12040 is a consecutive connection to the Nephi Culinary Water system. Water
right in the Bradley Springs during the summer irrigation season is owned by Nephi Irrigation
Company and during the winter it is owned by Nephi City. Through an exchange agreement with
the irrigation company, Nephi City provides well water from the City’s wells to the irrigation
company during the irrigation season in exchange for the better tasting spring water from Bradley
Springs. The amount of water provided from the City’s well(s) to the irrigation company equals
the output of the springs to Nephi City throughout the irrigation season.

Water used by the campground comes from a 4 inch pipe connected to Nephi City’s Upper Bradley
Spring head box. Water and water right for the campground is provided through Nephi City.

Required water right is divided into two categories, indoor and outdoor. The Rules require that a
community should have adequate water right to supply 400 gallons per ERC per day for indoor
use. As noted in Section 2 above it is assumed that Big Mountain Campground is in Zone 3 for
consumptive use. The Rules require that a system have sufficient water right to cover the annual
use. The Rules provide an estimate of 1.66 ac-ft per acre for Zone 3 outdoor irrigation usage to be
used for water right calculations. Source capacity, storage, and distribution calculations also
include these assumptions. The operation period for Big Mountain Campground is from May 15
through September 30 or 138 days per year. The required water right is calculated as follows:

Campground Indoor use:

17 ERC x 400 gpd x 138 day x 1 ft3 x 1 ac-ft = 2.88 ac-ft
ERC year. 7.48 gal 43,560 ft3

Residential Indoor use:

2 ERC x 400 gpd x 365 day x 1 ft3 x 1 ac-ft = 0.9 ac-ft
ERC year. 7.48 gal 43,560 ft3

Outdoor Use:

2.25 ir.-acre x 1.66 acre-ft = 3.74 ac-ft
ir.-acre

TOTAL REQUIRED WATER RIGHT ..................................................= 7.51 ac-ft

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3.2 RECOMMENDED IMPROVEMENTS

As shown above, the required water right for seasonal campground operations and the two year
round permanent residences connected to the system is 7.51 acre feet per year. Since water and
water right used in the Big Mountain Campground culinary water system is provided from the
Upper Bradley Spring head box under long standing agreement with Nephi City, no water right
improvements are recommended at this time.

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SECTION 4.0
SOURCE CAPACITY ANALYSIS

4.1 REQUIRED SOURCE CAPACITY

In accordance with the Rules, required source capacity is separated into indoor and outdoor use.
The Rules state that the system should have an adequate water source capacity to supply a peak
demand of 800 gallons per day per connection for indoor use. The regulations also require the
source to be capable of meeting peak irrigation demands, where no secondary source of irrigation
water is available. The campground is assumed be in Zone 3 for consumptive use in accordance
with the Rules as discussed in Section 2.0. Zone 3 requires 3.39 gpm per irrigated acre during the
summer irrigation season. The two permanent homes have separate irrigation water available.

For the Big Mountain Campground system, the connections will be considered as ERCs in this
report as discussed previously. The two residential connections account for 1 ERC each, and the
75 campground connections account for 17 ERCs for a total of 19 ERCs as determined in Section
2.0. As discussed previously in this report, it is assumed that there are approximately 2.25 acres
of lawns that are watered from the culinary system during the operating season.

Based on the information above, the required source capacity rounded to the nearest whole number
is calculated as follows:

Indoor Use:

19 ERC x 800 gal x 1 day = 10.56 gpm
day-ERC 1440 min.

Outdoor Use:

2.25 Acres x 3.39 gpm = 7.63 gpm
ir. acre

TOTAL REQUIRED SOURCE CAPACITY ...............................................= 18.18 gpm*

*For discussions regarding in other sections of this report source capacity is rounded to 19 gpm.

4.2 BIG MOUNTAIN CAMPGROUND SOURCE

The source of water for Big Mountain Campground is the Upper Bradley Spring, which is the
primary spring water source for the Nephi City culinary water system. This spring provides a
reliable minimum flow of 1,200 gpm even during drought. The campground has a 4 inch supply
pipe connected at the bottom of the head box below the level of the City’s 30 inch outlet pipeline.
The 4 inch outlet pipe runs to a 4 inch gate valve, after which the pipeline is reduced to 1½ inch
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galvanized pipe. The 1½ inch pipeline runs 380 feet from the head box to an existing vertical steel
campground tank. The supply of water to the campground is limited only by the size of the pipeline
connected to the Upper Bradley Springs head box.

Google Earth ground elevation at the upper spring outlet is 5922 feet, and at the existing tank is
5876 feet. It is assumed that the tank is full and is 12 feet high, with a full tank elevation of 5888
feet. The elevation difference from the spring outlet to the top of the tank is 34 feet.

A head loss calculation spreadsheet was used to estimate the amount of water that would be
delivered to the Big Mountain Culinary system tank through the 1½ inch pipe. Based on the
elevation difference between the spring head box and the system tank when full, the calculated
source capacity amount is limited to approximately 25 gpm into the tank. A copy of the Big
Mountain Campground supply pipeline capacity calculation is included in Appendix C.

4.3 RECOMMENDED SOURCE CAPACITY IMPROVEMENTS

Since the 1 1/2” supply pipeline to the existing tank will provide approximately 25 gpm, there are
no required improvements to meet the calculated required system source capacity of 19 gpm.
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SECTION 5.0
STORAGE CAPACITY ANALYSIS

5.1 REQUIRED STORAGE CAPACITY

In accordance with the Rules, water storage capacity requirements for systems without fire
hydrants are separated into two categories, indoor use and outdoor use. The Rules require a
minimum storage capacity of 400 gallons per day per ERC for indoor culinary water use. The
regulations also require the source to be capable of meeting peak outdoor irrigation demands,
where no secondary source of irrigation water is available. The campground is assumed be in
Zone 3 for consumptive use in accordance with the Rules as discussed in Section 2.0. The 2
permanent homes have separate irrigation water available.

In Section 2.0 it was determined that there are 36 ERCs in the Big Mountain Campground system.
As also determined previously, it is assumed that there are approximately 2.25 acres of lawns that
are irrigated from the culinary system during the operating season.

Based on the information above, the required storage capacity is calculated as follows:

Indoor Use:

19 ERC x 400 gal = 7,600 gal
ERC

Outdoor Use:

2.25 Acres x 2,528 gal = 5,688 gal
Irr. acre

TOTAL REQUIRED STORAGE CAPACITY.............................................= 13,288 gal

5.2 BIG MOUNTAIN CAMPGROUND STORAGE CAPACITY

Big Mountain Campground currently has one vertical steel tank with an estimated volume of 7,500
gallons used for culinary storage. For system safety and security, the owner has installed a
gasketed shoe box lid with a locking device and a screened vent on the top of the tank. As shown
in the calculations above, Big Mountain Campground’s existing storage capacity is deficient by
an estimated 5,788 gallons from the amount required by Rules.

The campground owner understands that the 40 year old tank is undersized. The actual interior
condition of the tank is unknown, but it has not been sand blasted and painted on the inside or the
outside since it was installed. Due to its age and lack of maintenance, the tank is suspected to be
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in poor condition. The isolation valve on the outlet of the tank is broken in the open position and
if the tank is to remain in service this valve must be replaced.

The existing tank overflows at an estimated rate of up to 25 gpm during low use periods in season.
It overflows continuously during the off season. The overflow water would normally be returned
to the Nephi City system, but it is currently dumped to waste due to the condition of the tank. The
overflow from the tank cannot be returned to the Nephi system until the Big Mountain System
complies with requirements of the Rules. The continuous flow through the tank may protect the
tank by reducing or preventing ice damage during the winter.

5.3 POTENTIAL STORAGE CAPACITY IMPROVEMENTS

5.3.1 Tank Replacement and Upgrade

The existing tank does not meet the required minimum size for the demand based on 19 ERCs
connected to the system. The existing tank is suspected to be in poor condition due to its age and
history. If a tank is to be used for the system, the existing tank should be replaced with a new tank
sized to meet the system needs according to the Rules.

The existing tank is also too low in elevation. The Google Earth ground elevation at the Upper
Bradley Spring outlet is 5922 feet, and at the existing tank is 5876 feet. It is assumed that the tank
is full and is 12 feet high; Therefore, the Google Earth estimated high water elevation of the
existing tank is 5888 feet. Calculated system static pressure is 41 psi from the high water elevation
of the existing tank to the RV park isolation valve at the Google Earth estimated elevation of 5792
feet. With flow in the system the dynamic pressure will drop below 40 psi, which must be
maintained during peak day demands. (See Section 6.)

To improve system static and dynamic pressures, the tank should be relocated to the Upper Bradley
Spring site. This change, using the Google Earth estimated elevation of the Upper Bradley Spring
head box would increase the calculated static pressure to 56 psi at the RV park isolation valve.

Although steel tanks may be less expensive than concrete, steel tanks require more maintenance,
which increases the cost over the life of the tank. Concrete tanks can be custom built to the size
required, and they are essentially maintenance free. Fiberglass tanks may be less expensive, and
they require very little maintenance once they have been installed. Fiberglass tanks can also be
customized with the appropriate outlets, vents, hatches, and etc.

It is important to understand that, any new tank must be protected from freezing. The 25 gpm of
continuous flow through the tank whether into the system or overflow that protects the existing
tank may not be adequate to protect a larger tank from damage caused by ice formation. Therefore,
it is recommended that any new tank be buried below the frost level. Once the tank complies with
the Rules, the overflow from the tank can be returned to the Nephi system.

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5.3.2 Tank Elimination

The pipeline capacity calculation included in Appendix D shows that if the 1½ inch pipeline from
Upper Bradley Spring source to the tank is upgraded to 4”, the source capacity into the tank could
be increased to 269 gpm. An alternative to replacement of the tank would be to request an
Exception to the Rules from the DDW Executive Secretary and eliminate the tank entirely. This
option would require increasing the size of the pipeline between the spring outlet and the outlet
from the existing tank to the system. If the 380 feet of 1½ inch pipeline from the spring outlet at
elevation 5,922 feet to the tank site was upgraded to 4 inch and connected to the 4 inch pipeline
out of the tank, which would make a 1,480 foot long 4 inch continuous pipeline to the park
distribution system, the pipeline would provide approximately 173 gpm to the park at a pressure
of 40 psi at the park isolation valve elevation 5,792 feet, which is assumed to be the highest
elevation in the park system. The same modification would provide approximately 224 gpm to
the park at a pressure of 30 psi at the park isolation valve. (See Appendix F.)

Since the campground connection to the spring box is below the main outlet pipeline to Nephi City
and the spring produces over 1,200 gpm, even during prolonged drought conditions, the available
supply of water to the park is no longer limited by the volume of the tank. Rather the supply to
the park would be limited only by the capacity of the supply pipeline unless the spring is
compromised, or the pipeline is broken.

This alternative would require a Rules Exception approved by the Division of Drinking Water
Executive Secretary. This option is not viable if the system must be disinfected. However, if
disinfection is not required, the advantages of this option, listed below, are significant to the small
campground system.

1. Since the campground outlet from the spring box is below the City’s pipeline, the source
is inexhaustible. However, the source is not immune from contamination.
2. The volume of water available through a continuous pipeline exceeds that which is
available with the tank in the system.
3. The tank site is difficult to access for inspection during the winter months.
4. The tank would no longer be a potential contamination source in the system.
5. Based on Google Earth elevations, system pressure would be increased by about 17 psi.,
resulting in a maximum pressure in the campground of approximately 65 psi.
6. This alternative would reduce waste. The continuous 25 gpm overflow from the existing
tank that is currently wasted would be eliminated, allowing the water to be used in the
Nephi City culinary water system.

5.4 RECOMMENDED IMPROVEMENTS

5.4.1 Alternative 1—Tank Elimination

If disinfection of the source is not required, it is recommended that Big Mountain Campground
seek a Rules Exception from the Division of Drinking Water Executive Secretary to eliminate the
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existing tank from the water system. The tank would be eliminated by upgrading the 380 feet of
1½ inch galvanized pipe from Upper Bradley Spring to the site of the existing tank to a 4 inch
PVC pipeline, which would then connect to the 4 inch campground supply pipeline below the
existing tank outlet pipeline.

Note: As noted, upgrading the 1½ inch galvanized pipeline from Upper Bradley Spring to the site
of the existing tank to a 4 inch PVC pipeline will provide 224 gpm to the park at a pressure
of 30 psi at the park isolation valve. However, this section of pipeline must be upgraded
to 6” to provide the 253 gpm that is the required Peak Instantaneous Demand flow. (See
Section 6.)

This change would provide the required higher maximum flows to the system than are currently
supplied from the tank. Removal of the tank eliminates a maintenance problem and a potential
system contamination source, especially during the off season and cold winter months. It would
improve system pressures. It would reduce the amount of water currently wasted, because there
would no longer be continuous overflow. Water not needed by the campground system would
flow directly into the Nephi City system at the Upper Bradley Spring head box.

5.4.2 Alternative 2—Tank Replacement

Since there is a very high volume of water available from the spring, if disinfection is required, an
Exception to the Rules should be requested from the Executive Secretary to install a tank sized at
a minimum of 8,000 gallons. It is recommended that the new storage tank be installed at the Upper
Bradley Spring site as near as practical to the elevation Upper Bradley Springs head box. (As
discussed in Section 7, and shown in the Appendix H calculations, a 7,896 gallon tank is required
for disinfection contact time with a 6” air space at the top of the tank, which will allow space for
a float control switch. Therefore, in this case the tank would be sized based on contact time with
no credit for storage.)

If a Rules Exception is not granted, a new 13,500 gallon tank should be installed. As noted above,
the new tank be installed at the Upper Bradley Spring site as near as practical to the elevation
Upper Bradley Springs head box.

The new tank must meet all requirements of the Rules for construction and protection. It is
recommended that the new tank be an NSF-61 approved buried fiberglass tank or a concrete tank.
Burying the tank will prevent ice damage, and fiberglass or concrete construction will reduce
maintenance.

It is recommended that the new tank outlet pipeline be upgraded to 6 inch PVC. This upgraded
pipeline should run from the outlet of the new tank at Upper Bradley Springs to the existing tank
site at Lower Bradley Springs where it would be reduced and connected to the existing 4 inch
transmission line to the RV Park. With the tank at the higher elevation and with the outlet pipeline
upgrade, pressures will be improved throughout the distribution system.

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Once the operating permit has been issued and the new tank is approved for use, no normal
overflow should be allowed from the tank. This can be accomplished by controlling the inflow to
the tank with a valve that shuts when the tank is full and opens at a predetermined low level point.
Setting the tank at the elevation that matches the high water elevation in the head box is not a good
option because the level in the head box fluctuates with spring flow. A 6” emergency overflow
pipeline should be installed to protect the tank from overflowing from the vents in case of a valve
failure. No overflow should be allowed under normal operating conditions. If it occurs, overflow
should be returned to the Nephi System Lower Bradley Spring head box.

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SECTION 6.0
DISTRIBUTION SYSTEM ANALYSIS

6.1 DISTRIBUTION SYSTEM ANALYSIS

As stated in Rule R309-105-9, “Unless otherwise specifically approved by the Executive
Secretary, new public drinking water systems constructed after January 2007 shall be designed
and shall meet the following minimum water pressures at points of connection:

a) 20 psi during conditions of fire flow and fire demand experienced during peak day demand;
b) 30 psi during; peak instantaneous demand (PID); and
c) 40 psi at during peak day demand (PDD).

There are no fire hydrants in the Big Mountain Campground culinary water system; therefore,
condition a) is not applicable to this system.

Peak day demands are calculated to determine required source capacity. The existing PDD is equal
to the existing required source capacity, which for Big Mountain Campground is 18.18 gpm as
calculated in Section 4. The system must be able to provide PDD while maintaining a minimum
pressure of 40 psi. throughout the system.

Note: Since the RV park isolation valve is at the highest point in the distribution system it is
assumed in the discussions and calculations for PDD and PID in this section that the
minimum system pressure will occur at the park isolation valve. No flow or pressure tests
have been completed for this report.

The Google Earth estimated high water elevation of the existing tank is 5888 feet. Calculated
system static pressure is 41 psi from the high water elevation of the existing tank to the RV park
isolation valve at Google Earth estimated elevation of 5792 feet. If the existing tank is relocated
to the Upper Bradley Spring site, or eliminated as discussed previously, the calculated static
pressure in the system using the Google Earth estimated elevation of the Upper Bradley Spring
head box would be 56 psi at the RV park isolation valve.

The Rules require the PID for the Modern RV park to be calculated using the formula
Q = 80 + 20 N 0.5, where Q(gpm) is the total peak instantaneous demand in gpm, and N is the
maximum number of campground connections, which is assumed to be 75 for this report.
Therefore: Q(gpm) = 80 + 20 x (750.5) =
Q(gpm) = 80 +(20 x 8.7) =
Q(gpm) = 253.20 gpm

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The distribution system in the park is comprised of 4 inch PVC pipelines with services to the office
area, the two permanent residences, two public restrooms and outside frost free hydrants for the
pavilions and individual cabins and campsites. The calculations included in Appendix E show that
the flow into the distribution system is limited by the 4 inch supply pipeline to the park. Based on
the calculations in Appendix E for PID and PDD flows show that the maximum flow, while
maintaining a minimum pressure of 40 psi at the park isolation valve is 56 gpm, and the maximum
flow, while maintaining a minimum pressure of 30 psi in the system is 164 gpm coming from the
existing tank.

If the supply is piped from the higher elevation at Upper Bradley Spring and the line from the
spring to the existing tank site is upgraded from 1½ inch galvanized pipe to 4 inch PVC and the
existing tank is eliminated from the system, the calculations in Appendix F for PID and PDD flows
show that the maximum flow while maintaining a minimum pressure of 40 psi at the park isolation
valve is 173 gpm, and the maximum flow while maintaining a minimum pressure of 30 psi at the
park isolation valve is 224 gpm. The 224 gpm flow is still lower than the calculated required PID
flow of 253 gpm. Therefore, the 380 feet of 1½ inch galvanized pipe should be upgraded to 6 inch
PVC. This 380 foot section of pipe upgraded to 6” will allow the system to supply the required
PID flow without the pressure in the system falling below 30 psi.

The calculation sheets in Appendix G show the PID flows and PDD flows with the 1½” pipeline
upgraded to 6” from the Upper Bradley Spring site to the Lower Bradley Spring site and then
connected to the 4 inch transmission pipeline from Lower Bradley Spring site to the RV park
isolation valve, the revised pipeline, 6” and 4” as described, can provide a flow of 276 gpm at the
RV park isolation valve, while maintaining a minimum pressure of 30 psi at the park isolation
valve. The upgraded pipeline can provide a flow of 213 gpm at the RV park isolation valve, while
maintaining a minimum pressure of 40 psi at the park isolation valve.

6.2 WATER METER

Currently, the campground water system is not metered. A meter is required to meet certain system
reporting requirements for the DDW.

6.3 RECOMMENDED IMPROVEMENTS

Increase system pressure by moving the tank to the Upper Bradley Spring site or, if disinfection is
not required, eliminate the tank from the system and connect directly to the spring outlet. Upgrade
the 1½ inch galvanized pipe from the Upper Bradley Spring site to the site of the existing tank at
Lower Bradley Spring to 6 inch PVC and connect the upgraded pipeline to the 4 inch transmission
pipeline running from the Lower Bradley Spring site to the campground system isolation valve.
The pipeline upgrade from Upper Bradley Spring site to Lower Bradley Spring site is required
whether the existing tank is eliminated or relocated to the higher elevation at Upper Bradley
Spring. If the tank is moved to the Upper Bradley Spring site, the 1.5” pipeline from the spring
outlet isolation valve to the new tank should also be upgraded to 6”. Finally, install an accurate
water meter in the supply line to the campground system.
BIG MOUNTAIN CAMPGROUND CULINARY WATER SYSTEM
ENGINEERING EVALUATION REPORT
Sunrise Engineering, Inc. Page 16

SECTION 7.0
WATER TREATMENT REQUIREMENTS

7.1 GENERAL REQUIREMENTS

The Rules, in accordance with the National Safe Drinking Water Act, have adopted “primary”
standards for the protection of public health, and “secondary” standards related to taste and
aesthetics. It is believed that Upper Bradley Spring meets both primary and secondary standards
for water quality. The Rules recommend that all public culinary water sources be provided with
provisions for continuous disinfection.

7.2 SYSTEM FINDINGS

Initial investigative bacteria samples collected at a residential connection and at the Big Mountain
Campground office tested positive for coliform bacteria (negative for E-coli bacteria).

Note:

Nephi City has a sample point at their old chlorinator where they can collect a sample from
the springs, but all of the City’s springs feed into that pipeline, making it impossible to tell
which spring or if all springs are positive for coliform if a sample is positive. A sample of
the combined spring flows upstream of the Nephi City chlorination system taken during
the week of January 6, 2020. This combined sample was also positive for coliform bacteria.
To protect the public, the City disinfects all spring water via a gas chlorination system
before it goes into their storage tanks, and the operators maintain a chlorine residual
throughout the Nephi City culinary water system.

7.3 RECOMMENDED IMPROVEMENTS

Since Upper Bradley Spring has tested positive for coliform bacteria, operators of Big Mountain
Campground must install disinfection equipment and continuously disinfect its culinary water
system.

There are several types of chlorine disinfection equipment available, which meet the requirements
of the Rules. For small demand systems there are liquid chlorine injection systems that use a
metering pump to dose into the system. There are also tablet systems that require the source water
flow around chlorine tablets that slowly dissolve and thereby dose the system. Gas chlorination
systems are the most used systems for public drinking water. They require very little maintenance
and are very reliable. Since the operators of the Big Mountain Campground use a gas chlorination
system at the swimming pool and are familiar with gas chlorination system operation, a gas
chlorination system may make sense for the campground culinary water system.

BIG MOUNTAIN CAMPGROUND CULINARY WATER SYSTEM
ENGINEERING EVALUATION REPORT
Sunrise Engineering, Inc. Page 17
The wide swings in system demand between in season and off season use present a severe
challenge for using a demand based dosing system that would vary the dose during constantly and
wide range changing flow through the system. Due to the demand swings, an enlarged pipeline
contact chamber is not practical for use in this small system. Therefore, a storage tank is
recommended for the Big Mountain Campground culinary water disinfection system.

The chlorination system should be installed upstream of the recommended new fiberglass storage
tank. The tank should have a minimum volume of 8,000 gallons. A tank of that volume combined
with the combination 6” and 4” pipeline 1,480 feet in length will provide the required 30 minute
chlorination contact time for disinfection in accordance with the rules. (As shown in calculations
in Appendix H, a 7,896 gallon tank is required for disinfection contact time which also allows for
a 6” air space at the top of the tank. This air space is necessary for a float control switch.)

A simple way to ensure proper dosing to the system would be to use a tank as the contact chamber
and use float switches in the tank to control a solenoid operated tank supply valve and the
disinfection system. At the low level set point, the low level float switch would actuate causing
the tank supply valve to open and the disinfection system pump to start, dosing the system at a
constant rate as water flowed into the tank. At the high level set point, the high level float switch
would actuate to de-energize the pump and the solenoid controlled tank supply valve, causing the
disinfection system pump to stop and the tank supply valve to shut, which would stop dosing the
system.

Using this simple method, the disinfection strength in the system could be stabilized both during
on season demands and off season demands. The chlorination system would require electrical
power to run the system pump, safety fans, and to heat the small building housing the equipment
and control valves. Power will be available within approximately 400 feet of the new tank if it is
placed at the site of the Upper Bradley Spring head box as recommended previously.

A static mixer is recommended at the inlet to the tank to ensure the chlorine is thoroughly dispersed
in the pipeline when it enters the contact tank. If possible, it is also recommended that the tank
include internal baffles, which prevent “short circuiting” of the chlorine dosed water through the
tank, which then ensures adequate disinfection contact time before the water leaves the tank.

BIG MOUNTAIN CAMPGROUND CULINARY WATER SYSTEM
ENGINEERING EVALUATION REPORT
Sunrise Engineering, Inc. Page 18
SECTION 8.0
SUMMARY OF RECOMMENDATIONS

8.1 RECOMMENDED IMPROVEMENTS

Based on recommendations from Sections 3 through 7, improvement recommendations are
summarized in the table below.

RECOMMENDED CULINARY WATER SYSTEM IMPROVEMENTS
Description Recommendations
Water Rights Not Applicable—As stated in the letter from DDW dated 10/16/2019 to Big
Mountain Campground, Big Mountain Campground is a consecutive connection to
Nephi City. The Big Mountain Campground water right is currently included in
Nephi City’s water rights.

Source Capacity Replace the 1.5” source supply pipeline from the spring headbox isolation valve to
the tank with a 6” pipeline as discussed in Sections 4 and 5 of this report to take
advantage of available source from the spring headbox.

Storage Apply for an exception to the Rules to install a new 8,000 gallon storage tank at the
Upper Bradley Spring Site. The exception is to request to allow the system to take
advantage of the available source capacity from the Upper Bradley Spring headbox,
which exceeds the system peak instantaneous demand as determined in Section 6.0
of this report. The exception to the rules is required to allow a storage tank smaller
than the calculated required storage of 13,288 gallons as determined in Section 5.0
of this report.

An 8,000 gallon tank is recommended, because that is the minimum size that
provides the required 30 minute disinfection contact time at the system’s calculated
peak instantaneous demand flow rate discussed in Section 7 of this report. It also
allows a 6” free space at the top of the tank for level control. (See also Water
Treatment below). Install a 6 inch pipeline from the Upper Bradley Spring headbox
to supply the new tank. The recommended upgraded pipeline from the new tank to
the distribution system provides a 5 minute contact time safety factor.

Remove the existing 50 year old vertical steel tank from service.

Distribution Install a 6” outlet pipeline from the new tank at the Upper Bradley Spring site to the
lower Bradley Spring site and connect it to the existing 4 inch pipeline from Lower
Bradley Spring to the campground distribution isolation valve. This will allow the
system to provide the calculated Peak Instantaneous Demand flow of 253 gpm to the
distribution system. Without the 6” pipeline section, a 4” pipeline from the new tank
at the upper Bradley Spring all the way to the distribution system isolation valve was
calculated to provide a maximum flow of 224 gpm into the system.

BIG MOUNTAIN CAMPGROUND CULINARY WATER SYSTEM
ENGINEERING EVALUATION REPORT
Sunrise Engineering, Inc. Page 19
RECOMMENDED CULINARY WATER SYSTEM IMPROVEMENTS Continued
Description Recommendations
Water Meter Install a new 4” ultrasonic water meter at the campground distribution system
isolation valve that will read all water used in the system to facilitate completion of
required reports to DDW and DDRi. An ultrasonic meter is recommended due to its
sensitivity and accuracy over very wide flow ranges.

Water Treatment The Rules recommend that systems should have the ability to disinfect water
sources. This is a small system used primarily during a 5 month summer season.
There are wide swings in demand between summer and winter, which may allow
bacteria growth in the system during low use periods. It is recommended that a gas
chlorine disinfection system be installed at the inlet of the recommended new storage
tank.

To ensure stabilized disinfection in the system during wide demand fluctuations
from on season to off season, the tank should be used as a contact chamber with a
control valve controlling the level in the tank. Float switches in the tank would be
used to control a solenoid operated tank supply valve and a disinfection system
pump.

Assuming an 8 foot diameter by 21 foot long tank, at a low level set point 18 inches
below the top of the tank, the low level float switch would actuate causing the tank
supply valve to open and the disinfection system pump to start, dosing the system at
a constant rate as the tank fills. At the high level set point 6 inches below the top of
the tank, the high level float switch would actuate to stop the pump and shut the inlet
valve, which would stop dosing the system. The tank level control band would be
approximately 1,200 gallons.

A static mixer should be employed at the tank entrance to ensure that the chlorine is
thoroughly mixed into solution when it enters the tank. Using this simple method,
the disinfection strength in the system would be stabilized both during on season
demands and off season demands.

The chlorination system will require electrical power to be installed to the Upper
Bradley Spring site to run the system pump, safety fans, and to heat the small
building housing the equipment and control valves. Power will be available within
approximately 450 feet of the new tank if it is placed at the site of the Upper Bradley
Spring head box as recommended.

APPENDIX A

SYSTEM SCHEMATIC DIAGRAM

www.sunrise-eng.com
FILLMORE, UTAH 84631
25 EAST 500 NORTH
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ENGINEERINGBIG MOUNTAIN
CAMPGROUND
Water System
Schematic Diagram
Appendix A

APPENDIX B

ANALYSIS CALCULATIONS

WATER RIGHT, SOURCE CAPACITY, AND
STORAGE CAPACITY

APPENDIX B
Analysis Calculations
Required Water Right
Campground Indoor Use:
17 ERC x 400 gal x 138 day x
ERC day 1 year
1 ft3 x 1 ac-ft =2.88 ac-ft/year
7.48 gal 43560 ft3
Residential Year Round Indoor Use:
2 ERC x 400 gal x 365 day x
ERC day 1 year
1 ft3 x 1 ac-ft =0.90 ac-ft/year
7.48 gal 43560 ft3
Campground Outdoor Use*:
2.25 ir. acre x 1.66 ac-ft/yr =3.74 ac-ft/year
ir.-acre/yr
Total Water Right Required 7.51 ac-ft/year
* All irrigation water is applied during a 5 month operational season from May 1 to September 30 during the year.
Sunrise Engineering, Inc.
Big Mountain Campground Evaluation Report
Appendix B
Page 1 of 3
APPENDIX B
Analysis Calculations
Required Source Capacity:
Indoor Use:
19 ERC x 800 gpd x 1 day =10.56 gpm
ERC 1440 min.
Campground Outdoor Use:
2.25 acre x 3.39 gpm =7.63 gpm
irr. acre
Total Source Capacity Required 18.18 gpm
Sunrise Engineering, Inc.
Big Mountain Campground Evaluation Report
Appendix B
Page 2 of 3
APPENDIX B
Analysis Calculations
Storage Capacity:
Existing Storage Capacity Requirements:
Using the State of Utah Rules for Public Drinking Water Systems
Indoor Use:
19 ERC x 400 gal.=7,600 gal.
ERC
Outdoor Use:
2.25 acre x 2528 gal =5,688 gal.
irr. acre
Total Required Storage 13,288 gal.
Sunrise Engineering, Inc.
Big Mountain Campground Evaluation Report
Appendix B
Page 3 of 3

APPENDIX C

1.5” SUPPLY PIPELINE SOURCE CAPACITY

APPENDIX C
1.5 pipeline from Upper Bradley Spring to Existing Tank (no minimum pressure)
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Pipe ID 1.5 in Flow 25 gpm
Area of pipe 0.012 ft2 Velocity 4.5 fps 0.06 cfs
Hazen-Williams coefficient 130 Length of Pipe (Spring to Tank) 380 ft
Coeff Total Equiv.Coeff Total Equiv.
FITTING QTY Kl Length FITTING QTY Kl Length
VALVES (ft)BENDS (ft)
Gate valve (fully open)1 0.19 0.19 0.88 90o
(3/4 open)0 1 0 bend rad / pipe dia
(1/2 open)0 5.6 0 1 4 0.5 2 9.31
(1/4 open)0 17 0 2 0 0.3 0
Globe valve (fully open)2 10 20 93.06 4 0 0.25 0
Angle valve (fully open)0 5 0 6 0 0.15 0
Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
Swing check valve (fully open)0 2.5 0 45o
Lift check valve (fully open)0 12 0 bend rad / pipe dia
Ball check valve (fully open)0 5 0 1 0 0.37 0
Foot valve (fully open)0 15 0 2 0 0.22 0
Plug valve (fully open)0 0.98 0 4 0 0.19 0
6 0 0.11 0
MISCELLANEOUS 8 0 0.11 0
Tee 0 1.8 0 22.5o
Flow meter 0 1 0 bend rad / pipe dia
Enlargement - estimate 0 1 0 1 0 0.25 0
Reducer - estimate 0 0.4 0 2 0 0.15 0
4 0 0.12 0
ENTRANCE 6 0 0.08 0
Rounded 0 1 0 8 0 0.08 0
Square 0 1 0
Reentrant 0 0.4 0
TOTAL MINOR LOSS COEFFICIENT 22.19
Head loss due to minor losses 7.099 ft Head loss due to pipe 26.13 ft
Equivalent length of minor losses 103.25 ft Total Pipeline Combined Head Loss 33.23 ft
Elevation of Head Box 5922 ft
Outlet Elevation (Tank High Level)5888 ft
Static Head 34 ft
Dynamic Head Pipeline to Tank 0.77 ft Total Dyn Pressure =0.338 psig
SUPPLY PIPELINE SOURCE CAPACITY

APPENDIX D

4” SUPPLY PIPELINE SOURCE CAPACITY
APPENDIX D
SUPPLY PIPELINE SOURCE CAPACITY
4" pipeline from Upper Bradley Spring to Existing Tank (no minimum pressure)
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Pipe ID 4 in Flow 269 gpm
Area of pipe 0.087 ft2 Velocity 6.9 fps 0.60 cfs
Hazen-Williams coefficient 130 Length of Pipe (Spring to Tank) 380 ft
Coeff Total Equiv.Coeff Total Equiv.
FITTING QTY Kl Length FITTING QTY Kl Length
VALVES (ft)BENDS (ft)
Gate valve (fully open)1 0.19 0.19 2.95 90o
(3/4 open)0 1 0 bend rad / pipe dia
(1/2 open)0 5.6 0 1 1 0.5 0.5 7.77
(1/4 open)0 17 0 2 0 0.3 0
Globe valve (fully open)2 10 20 310.62 4 0 0.25 0
Angle valve (fully open)0 5 0 6 0 0.15 0
Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
Swing check valve (fully open)0 2.5 0 45o
Lift check valve (fully open)0 12 0 bend rad / pipe dia
Ball check valve (fully open)0 5 0 1 0 0.37 0
Foot valve (fully open)0 15 0 2 0 0.22 0
Plug valve (fully open)0 0.98 0 4 0 0.19 0
6 0 0.11 0
MISCELLANEOUS 8 0 0.11 0
Tee 0 1.8 0 22.5o
Flow meter 0 1 0 bend rad / pipe dia
Enlargement - estimate 0 1 0 1 0 0.25 0
Reducer - estimate 0 0.4 0 2 0 0.15 0
4 0 0.12 0
ENTRANCE 6 0 0.08 0
Rounded 0 1 0 8 0 0.08 0
Square 1 1 1 15.53
Reentrant 0 0.4 0
TOTAL MINOR LOSS COEFFICIENT 21.69
Head loss due to minor losses 15.888 ft Head loss due to pipe 17.92 ft
Equivalent length of minor losses 336.86 ft Total Pipeline Combined Head Loss 33.81 ft
Elevation of Head Box 5922 ft
Outlet Elevation (Tank High Level)5888 ft
Static Head 34 ft
Dynamic Head Pipeline to Tank 0.19 ft Total Dyn Pressure =0.083 psig

APPENDIX E

PDD FLOW AND PID FLOW CALCULATIONS

EXISTING 4” FROM TANK TO PARK

APPENDIX E
PEAK DAY DEMAND CONDITION (40 PSI MINIMUM)
Existing 4 inch pipeline from Existing Tank to Park Isolation Valve
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Pipe ID 4 in Flow 56 gpm
Area of pipe 0.087 ft2 Velocity 1.4 fps 0.12 cfs
Hazen-Williams coefficient 130 Length of Pipe (Spring to Tank) 1100 ft
Coeff Total Equiv.Coeff Total Equiv.
FITTING QTY Kl Length FITTING QTY Kl Length
VALVES (ft)BENDS (ft)
Gate valve (fully open)1 0.19 0.19 2.33 90o
(3/4 open)0 1 0 bend rad / pipe dia
(1/2 open)0 5.6 0 1 0 0.5 0
(1/4 open)0 17 0 2 0 0.3 0
Globe valve (fully open)2 10 20 245.47 4 0 0.25 0
Angle valve (fully open)0 5 0 6 0 0.15 0
Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
Swing check valve (fully open)0 2.5 0 45o
Lift check valve (fully open)0 12 0 bend rad / pipe dia
Ball check valve (fully open)0 5 0 1 0 0.37 0
Foot valve (fully open)0 15 0 2 0 0.22 0
Plug valve (fully open)0 0.98 0 4 0 0.19 0
6 0 0.11 0
MISCELLANEOUS 8 0 0.11 0
Tee 0 1.8 0 22.5o
Flow meter 0 1 0 bend rad / pipe dia
Enlargement - estimate 0 1 0 1 0 0.25 0
Reducer - estimate 0 0.4 0 2 0 0.15 0
4 0 0.12 0
ENTRANCE 6 0 0.08 0
Rounded 0 1 0 8 0 0.08 0
Square 1 1 1 12.27
Reentrant 0 0.4 0
TOTAL MINOR LOSS COEFFICIENT 21.19
Head loss due to minor losses 0.673 ft Head loss due to pipe 2.85 ft
Equivalent length of minor losses 260.07 ft Total Pipeline Combined Head Loss 3.52 ft
Elevation of Existing Tank (Full)5888 ft Minimum Pressure @ distribution system =40 psi
Elevation Park Distribution Isolation Valve 5792 ft Static elevation of 40 psi =92.4 ft
Static Head 96 ft Static Pressure =41.57
Dynamic Head Spring at Park Isolation Valve 92.48 ft Total Dyn Pressure =40.04 psig
APPENDIX E
BIG MOUNTAIN CAMPGROUND SUPPLY PIPELINE CAPACITY
PEAK INSTANTANEOUS DEMAND CONDITION (30 PSI MINIMUM)
Existing 4 inch pipeline from Existing Tank to Park Isolation Valve
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Pipe ID 4 in Flow 164 gpm
Area of pipe 0.087 ft2 Velocity 4.2 fps 0.37 cfs
Hazen-Williams coefficient 130 Length of Pipe (Spring to Tank) 1100 ft
Coeff Total Equiv.Coeff Total Equiv.
FITTING QTY Kl Length FITTING QTY Kl Length
VALVES (ft)BENDS (ft)
Gate valve (fully open)1 0.19 0.19 2.74 90o
(3/4 open)0 1 0 bend rad / pipe dia
(1/2 open)0 5.6 0 1 0 0.5 0
(1/4 open)0 17 0 2 0 0.3 0
Globe valve (fully open)2 10 20 288.40 4 0 0.25 0
Angle valve (fully open)0 5 0 6 0 0.15 0
Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
Swing check valve (fully open)0 2.5 0 45o
Lift check valve (fully open)0 12 0 bend rad / pipe dia
Ball check valve (fully open)0 5 0 1 0 0.37 0
Foot valve (fully open)0 15 0 2 0 0.22 0
Plug valve (fully open)0 0.98 0 4 0 0.19 0
6 0 0.11 0
MISCELLANEOUS 8 0 0.11 0
Tee 0 1.8 0 22.5o
Flow meter 0 1 0 bend rad / pipe dia
Enlargement - estimate 0 1 0 1 0 0.25 0
Reducer - estimate 0 0.4 0 2 0 0.15 0
4 0 0.12 0
ENTRANCE 6 0 0.08 0
Rounded 0 1 0 8 0 0.08 0
Square 1 1 1 14.42
Reentrant 0 0.4 0
TOTAL MINOR LOSS COEFFICIENT 21.19
Head loss due to minor losses 5.769 ft Head loss due to pipe 20.77 ft
Equivalent length of minor losses 305.56 ft Total Pipeline Combined Head Loss 26.54 ft
Elevation of Existing Tank (Full)5888 ft Minimum Pressure @ distribution system =30 psi
Elevation Park Distribution Isolation Valve 5792 ft Static elevation of 30 psi =69.3 ft
Static Head 96 ft Static Pressure =41.57
Dynamic Head Spring at Park Isolation Valve 69.46 ft Total Dyn Pressure =30.08 psig

APPENDIX F

PDD FLOW AND PID FLOW CALCULATIONS

UPGRADED 4” PIPELINE SPRING TO PARK

APPENDIX F
PEAK DAY DEMAND CONDITION (40 PSI MINIMUM)
4 inch pipeline Upper Bradley Spring to Park Isolation Valve
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Pipe ID 4 in Flow 173 gpm
Area of pipe 0.087 ft2 Velocity 4.4 fps 0.39 cfs
Hazen-Williams coefficient 130 Length of Pipe (Spring to Tank) 1480 ft
Coeff Total Equiv.Coeff Total Equiv.
FITTING QTY Kl Length FITTING QTY Kl Length
VALVES (ft)BENDS (ft)
Gate valve (fully open)1 0.19 0.19 2.76 90o
(3/4 open)0 1 0 bend rad / pipe dia
(1/2 open)0 5.6 0 1 0 0.5 0
(1/4 open)0 17 0 2 0 0.3 0
Globe valve (fully open)2 10 20 290.72 4 0 0.25 0
Angle valve (fully open)0 5 0 6 0 0.15 0
Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
Swing check valve (fully open)0 2.5 0 45o
Lift check valve (fully open)0 12 0 bend rad / pipe dia
Ball check valve (fully open)0 5 0 1 0 0.37 0
Foot valve (fully open)0 15 0 2 0 0.22 0
Plug valve (fully open)0 0.98 0 4 0 0.19 0
6 0 0.11 0
MISCELLANEOUS 8 0 0.11 0
Tee 0 1.8 0 22.5o
Flow meter 0 1 0 bend rad / pipe dia
Enlargement - estimate 0 1 0 1 0 0.25 0
Reducer - estimate 0 0.4 0 2 0 0.15 0
4 0 0.12 0
ENTRANCE 6 0 0.08 0
Rounded 0 1 0 8 0 0.08 0
Square 1 1 1 14.54
Reentrant 0 0.4 0
TOTAL MINOR LOSS COEFFICIENT 21.19
Head loss due to minor losses 6.420 ft Head loss due to pipe 30.85 ft
Equivalent length of minor losses 308.01 ft Total Pipeline Combined Head Loss 37.27 ft
Elevation of Head Box 5922 ft Minimum Pressure @ distribution system =40 psi
Elevation Park Distribution Isolation Valve 5792 ft Static elevation of 30 psi =92.4 ft
Static Head 130 ft Static Pressure =56.29
Dynamic Head Spring to Park Isolation Valve 92.73 ft Total Dyn Pressure =40.15 psig
APPENDIX F
PEAK INSTANTANEOUS DEMAND CONDITION (30 PSI MINIMUM)
4 inch pipeline Upper Bradley Spring to Park Isolation Valve
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Pipe ID 4 in Flow 224 gpm
Area of pipe 0.087 ft2 Velocity 5.7 fps 0.50 cfs
Hazen-Williams coefficient 130 Length of Pipe (Spring to Park) 1480 ft
Coeff Total Equiv.Coeff Total Equiv.
FITTING QTY Kl Length FITTING QTY Kl Length
VALVES (ft)BENDS (ft)
Gate valve (fully open)1 0.19 0.19 2.87 90o
(3/4 open)0 1 0 bend rad / pipe dia
(1/2 open)0 5.6 0 1 0 0.5 0
(1/4 open)0 17 0 2 0 0.3 0
Globe valve (fully open)2 10 20 302.20 4 0 0.25 0
Angle valve (fully open)0 5 0 6 0 0.15 0
Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
Swing check valve (fully open)0 2.5 0 45o
Lift check valve (fully open)0 12 0 bend rad / pipe dia
Ball check valve (fully open)0 5 0 1 0 0.37 0
Foot valve (fully open)0 15 0 2 0 0.22 0
Plug valve (fully open)0 0.98 0 4 0 0.19 0
6 0 0.11 0
MISCELLANEOUS 8 0 0.11 0
Tee 0 1.8 0 22.5o
Flow meter 0 1 0 bend rad / pipe dia
Enlargement - estimate 0 1 0 1 0 0.25 0
Reducer - estimate 0 0.4 0 2 0 0.15 0
4 0 0.12 0
ENTRANCE 6 0 0.08 0
Rounded 0 1 0 8 0 0.08 0
Square 1 1 1 15.11
Reentrant 0 0.4 0
TOTAL MINOR LOSS COEFFICIENT 21.19
Head loss due to minor losses 10.763 ft Head loss due to pipe 49.75 ft
Equivalent length of minor losses 320.18 ft Total Pipeline Combined Head Loss 60.51 ft
Elevation of Head Box 5922 ft Minimum Pressure @ distribution system =30 psi
Elevation Park Distribution Isolation Valve 5792 ft Static elevation of 30 psi =69.3 ft
Static Head 130 ft Static Pressure =56.29
Dynamic Head Spring to Park Isolation Valve 69.49 ft Total Dyn Pressure =30.09 psig

APPENDIX G

PDD FLOW AND PID FLOW CALCULATIONS

UPGRADED 6” PIPELINE TO 4” PIPELINE

APPENDIX G
PEAK INSTANTANEOUS DEMAND CONDITION (30 PSI MINIMUM) SHEET 1
Combination 6 inch and 4 inch pipeline Upper Bradley Spring site to Park Isolation Valve
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Line
1 Pipe ID 6 in Flow 276 gpm
2 Area of pipe 0.196 ft2 Velocity 3.1 fps 0.61 cfs
3
4 Hazen-Williams coefficient 130 Length of 6" Pipe (Spring to Park) 380 ft Headloss See Line 37 Below
5 Length of 4" Pipe (Spring to Park) 1100 ft Headloss fm Sh 2 See Line 38 Below
6 Total Pipeline Length 1480 ft
7
8 Coeff Total Equiv.Coeff Total Equiv.
9 FITTING QTY Kl Length FITTING QTY Kl Length
10 VALVES (ft)BENDS (ft)
11 Gate valve (fully open)1 0.19 0.19 4.21 90o
12 (3/4 open)0 1 0 bend rad / pipe dia
13 (1/2 open)0 5.6 0 1 0 0.5 0
14 (1/4 open)0 17 0 2 0 0.3 0
15 Globe valve (fully open)2 10 20 442.90 4 0 0.25 0
16 Angle valve (fully open)0 5 0 6 0 0.15 0
17 Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
18 Swing check valve (fully open)0 2.5 0 45o
19 Lift check valve (fully open)0 12 0 bend rad / pipe dia
20 Ball check valve (fully open)0 5 0 1 0 0.37 0
21 Foot valve (fully open)0 15 0 2 0 0.22 0
22 Plug valve (fully open)0 0.98 0 4 0 0.19 0
23 6 0 0.11 0
24 MISCELLANEOUS 8 0 0.11 0
25 Tee 0 1.8 0 22.5o
26 Flow meter 0 1 0 bend rad / pipe dia
27 Enlargement - estimate 0 1 0 1 0 0.25 0
28 Reducer - estimate 0 0.4 0 2 0 0.15 0
29 4 0 0.12 0
30 ENTRANCE 6 0 0.08 0
31 Rounded 0 1 0 8 0 0.08 0
32 Square 1 1 1 22.14
33 Reentrant 0 0.4 0
34
35 TOTAL MINOR LOSS COEFFICIENT 21.19
36
37 Head loss due to minor losses 3.228 ft Head loss due to 380 feet of 6" pipe 2.61 ft
38 Head loss due to 1100 feet of 4" pipe (See Sheet 2 line 37)54.55 ft
39 Equivalent length of minor losses 469.25 ft Total 6" and 4" Pipeline Combined Head Loss 60.40 ft
40
41
42
43 Elevation of Head Box 5922 ft Minimum Pressure @ distribution system =30 psi
44 Elevation Park Distribution Isolation Valve 5792 ft Static elevation of 30 psi =69.3 ft
45
46 Static Head 130 ft Static Pressure =56.29
47
48 Dynamic Head Spring to Park Isolation Valve 69.60 ft Total Dyn Pressure =30.14 psig
APPENDIX G
PEAK INSTANTANEOUS DEMAND CONDITION (30 PSI MINIMUM) SHEET 2
Combination 6 inch and 4 inch pipeline Upper Bradley Spring to Park Isolation Valve
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Line
1 Pipe ID 4 in Flow 276 gpm
2 Area of pipe 0.087 ft2 Velocity 7.0 fps 0.61 cfs
3
4 Hazen-Williams coefficient 130 Length of Pipe (Lower Bradley to Park Isolation Valve) 1100 ft
5
6 Coeff Total Equiv.Coeff Total Equiv.
7 FITTING QTY Kl Length FITTING QTY Kl Length
8 VALVES (ft)BENDS (ft)
9 Gate valve (fully open)1 0.19 0.19 2.96 90o
10 (3/4 open) 0 1 0 bend rad / pipe dia
11 (1/2 open) 0 5.6 0 1 0 0.5 0
12 (1/4 open) 0 17 0 2 0 0.3 0
13 Globe valve (fully open)0 10 0 4 0 0.25 0
14 Angle valve (fully open)0 5 0 6 0 0.15 0
15 Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
16 Swing check valve (fully open)0 2.5 0 45o
17 Lift check valve (fully open)0 12 0 bend rad / pipe dia
18 Ball check valve (fully open)0 5 0 1 0 0.37 0
19 Foot valve (fully open)0 15 0 2 0 0.22 0
20 Plug valve (fully open)0 0.98 0 4 0 0.19 0
21 6 0 0.11 0
22 MISCELLANEOUS 8 0 0.11 0
23 Tee 0 1.8 0 22.5o
24 Flow meter 0 1 0 bend rad / pipe dia
25 Enlargement - estimate 0 1 0 1 0 0.25 0
26 Reducer - estimate 0 0.4 0 2 0 0.15 0
27 4 0 0.12 0
28 ENTRANCE 6 0 0.08 0
29 Rounded 0 1 0 8 0 0.08 0
30 Square 0 1 0
31 Reentrant 0 0.4 0
32
33 TOTAL MINOR LOSS COEFFICIENT 0.19
34
35 Head loss due to minor losses 0.147 ft Head loss due to pipe 54.41 ft
36
37 Equivalent length of minor losses 2.96 ft Total Pipeline Combined Head Loss 54.55 ft
38
APPENDIX G
PEAK DAY DEMAND CONDITION (40 PSI MINIMUM) SHEET 1
Combination 6 inch and 4 inch pipeline Upper Bradley Spring site to Park Isolation Valve
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Line
1 Pipe ID 6 in Flow 213 gpm
2 Area of pipe 0.196 ft2 Velocity 2.4 fps 0.47 cfs
3
4 Hazen-Williams coefficient 130 Length of 6" Pipe (Spring to Park) 380 ft Headloss See Line 37 Below
5 Length of 4" Pipe (Spring to Park) 1100 ft Headloss fm Sh 2 See Line 38 Below
6 Total Pipeline Length 1480 ft
7
8 Coeff Total Equiv.Coeff Total Equiv.
9 FITTING QTY Kl Length FITTING QTY Kl Length
10 VALVES (ft)BENDS (ft)
11 Gate valve (fully open)1 0.19 0.19 4.05 90o
12 (3/4 open)0 1 0 bend rad / pipe dia
13 (1/2 open)0 5.6 0 1 0 0.5 0
14 (1/4 open)0 17 0 2 0 0.3 0
15 Globe valve (fully open)2 10 20 426.02 4 0 0.25 0
16 Angle valve (fully open)0 5 0 6 0 0.15 0
17 Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
18 Swing check valve (fully open)0 2.5 0 45o
19 Lift check valve (fully open)0 12 0 bend rad / pipe dia
20 Ball check valve (fully open)0 5 0 1 0 0.37 0
21 Foot valve (fully open)0 15 0 2 0 0.22 0
22 Plug valve (fully open)0 0.98 0 4 0 0.19 0
23 6 0 0.11 0
24 MISCELLANEOUS 8 0 0.11 0
25 Tee 0 1.8 0 22.5o
26 Flow meter 0 1 0 bend rad / pipe dia
27 Enlargement - estimate 0 1 0 1 0 0.25 0
28 Reducer - estimate 0 0.4 0 2 0 0.15 0
29 4 0 0.12 0
30 ENTRANCE 6 0 0.08 0
31 Rounded 0 1 0 8 0 0.08 0
32 Square 1 1 1 21.30
33 Reentrant 0 0.4 0
34
35 TOTAL MINOR LOSS COEFFICIENT 21.19
36
37 Head loss due to minor losses 1.922 ft Head loss due to 380 feet of 6" pipe 1.62 ft
38 Head loss due to 1100 feet of 4" pipe (See Sheet 2 line 37)33.78 ft
39 Equivalent length of minor losses 451.36 ft Total 6" and 4" Pipeline Combined Head Loss 37.32 ft
40
41
42
43 Elevation of Head Box 5922 ft Minimum Pressure @ distribution system =40 psi
44 Elevation Park Distribution Isolation Valve 5792 ft Static elevation of 30 psi =92.4 ft
45
46 Static Head 130 ft Static Pressure =56.29
47
48 Dynamic Head Spring to Park Isolation Valve 92.68 ft Total Dyn Pressure =40.13 psig
APPENDIX G
PEAK DAY DEMAND CONDITION (40 PSI MINIMUM) SHEET 2
Combination 6 inch and 4 inch pipeline Upper Bradley Spring to Park Isolation Valve
Minor Loss Formula hl = Kl*(V2/(2g))Head Loss Formula hf = 10.44(Lft)(Qgpm)1.85/C1.85/diain
4.8655
Enter the following information:
Line
1 Pipe ID 4 in Flow 213 gpm
2 Area of pipe 0.087 ft2 Velocity 5.4 fps 0.47 cfs
3
4 Hazen-Williams coefficient 130 Length of Pipe (Lower Bradley to Park Isolation Valve) 1100 ft
5
6 Coeff Total Equiv.Coeff Total Equiv.
7 FITTING QTY Kl Length FITTING QTY Kl Length
8 VALVES (ft)BENDS (ft)
9 Gate valve (fully open)1 0.19 0.19 2.85 90o
10 (3/4 open) 0 1 0 bend rad / pipe dia
11 (1/2 open) 0 5.6 0 1 0 0.5 0
12 (1/4 open) 0 17 0 2 0 0.3 0
13 Globe valve (fully open)0 10 0 4 0 0.25 0
14 Angle valve (fully open)0 5 0 6 0 0.15 0
15 Butterfly valve (fully open)0 0.4 0 8 0 0.15 0
16 Swing check valve (fully open)0 2.5 0 45o
17 Lift check valve (fully open)0 12 0 bend rad / pipe dia
18 Ball check valve (fully open)0 5 0 1 0 0.37 0
19 Foot valve (fully open)0 15 0 2 0 0.22 0
20 Plug valve (fully open)0 0.98 0 4 0 0.19 0
21 6 0 0.11 0
22 MISCELLANEOUS 8 0 0.11 0
23 Tee 0 1.8 0 22.5o
24 Flow meter 0 1 0 bend rad / pipe dia
25 Enlargement - estimate 0 1 0 1 0 0.25 0
26 Reducer - estimate 0 0.4 0 2 0 0.15 0
27 4 0 0.12 0
28 ENTRANCE 6 0 0.08 0
29 Rounded 0 1 0 8 0 0.08 0
30 Square 0 1 0
31 Reentrant 0 0.4 0
32
33 TOTAL MINOR LOSS COEFFICIENT 0.19
34
35 Head loss due to minor losses 0.087 ft Head loss due to pipe 33.69 ft
36
37 Equivalent length of minor losses 2.85 ft Total Pipeline Combined Head Loss 33.78 ft
38

APPENDIX H

DISINFECTION CONTACT TIME CALCULATION
APPENDIX H
CHLORINATION DISINFECTION CONTACT TIME
Assume Campground Peak Instantaneous Demand Flow - 253 gpm
Buried 8' Diameter Cylindrical Fiberglass Tank
Contact Chamber= Buried Fiberglass Tank ID =96 in
Area of pipe =50.265 ft2
Peak Instantaneous Flow =253 gpm
0.56 cfs
Velocity 0.0112 fps
0.673 ft/min
Minimum Length for 30 Minutes Contact Time =20.187 ft/30 minutes
Minimum Working Volume of Tank for 30 Minute Contact Time =7590 gal
Length of Tank 21 ft
Volume of Tank 7895.7 gal*
*The volume of tank would be reduced to allow a 6" air space at the top of the tank. This is necessary to allow space for a float switch for level
control. Therefore, tank length is increased to 21 feet.
Contact time in Tank at PID flow rate =30.00 minutes
6" pipe from tank at Upper Bradley Spring Site to Lower Bradley Spring Site
Contact Chamber Pipe ID =6 in
Area of pipe =0.196 ft2
Peak Instantaneous Flow =253 gpm
0.56 cfs
Velocity 2.8710 fps
172.26 ft/min
Length of pipeline =380.00 ft
Contact time in 6" pipeline =2.21 minutes
4" pipe from Lower Bradley Spring Site to RV Park isolation valve
Contact Chamber Pipe ID =4 in
Area of pipe =0.087 ft2
Peak Instantaneous Flow =253 gpm
0.56 cfs
Velocity 6.4598 fps
387.59 ft/min
Length of pipeline = 1100.00 ft
Contact time in 4" pipeline =2.84 minutes
TOTAL SYSTEM CONTACT TIME AT PID FLOW RATE =35.04 minutes