DWQ-2024-007996

Study Date: September 1, 2021
Last Saved: March 14, 2022

SANITARY SEWER
IMPACT FEE FACILITIES PLAN

CHAIR
MIRANDA MENZIES

TRUSTEES
JON BINGHAM
DON STEFANIK
HENRY (BUD) HUCHEL
PAM YOUNG

SYSTEM MANAGER
ROB THOMAS

Prepared by:

SIGNATURE DATE
Sanitary Sewer Impact Fee Facilities Plan Contents

R:\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\2021 WCWSID Sewer IFFP_2022-03-14.docx

968 Chambers St. #5 South Ogden, Utah 84403 Phone: [phone] [e-mail]
TABLE OF CONTENTS
Page No.
EXECUTIVE SUMMARY – ........................................................................................................................... S-1
Certification of Compliance. ...................................................................................................................... S-4
CHAPTER 1 – INTRODUCTION … ............................................................................................................... 1-1
CHAPTER 2 – EXISTING SYSTEM... ............................................................................................................ 2-1
CHAPTER 3 – FUTURE GROWTH........ ....................................................................................................... 3-1
CHAPTER 4 –COLLECTION SYSTEM HYDRAULIC MODELING .................................. ................................. 4-1
CHAPTER 5 – CAPACITY ANALYSIS................................... ......................................................................... 5-1
Evaluation Criteria and Level of Service....................... ............................................................................. 5-1
Level of Service ..................................... ................................................................................................... 5-1
Excess Capacity / Capacity Analysis .................................. ....................................................................... 5-2
CHAPTER 6 – RECOMMENDED IMPROVEMENTS................ ..................................................................... 6-1

APPENDIX
Page Content
1. SM1 - Sewer Master Plan
2. SM2 – Sewer Model Existing Sewer System - Pipes
3. SM3 - Sewer Model Existing Sewer System - Structures
4. SM4 – Injected Existing Flows
5. SM5 – Injected Future Flows
6. CP1 - Construction Projects
7. CP2 - Construction Projects
8. Thru 11. Table 1: Existing ERUs with Existing Infrastructure Model Results
12. Thru 15. Table 2: Existing ERUs with Improvements needed at Present Model Results
16. Thru 19. Table 3: Buildout ERUs with Improvements needed at Present Model Results
20. Thru 23. Table 4: Buildout ERUs with Improvements needed for Buildout Model Results
24. Project 1 Cost Estimate
25. Project 2 Cost Estimate
26. Project 3 Cost Estimate
27. Project 4 Cost Estimate
28. Project 5 Pond Cost Estimate
29. Project 5 Transmission Line and Pumping Facilities Cost Estimate
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EXECUTIVE SUMMARY
This Impact Fee Facility Plan (IFFP) is a document that considers the sanitary sewer collection needs,
limited aspects of wastewater treatment, and treated effluent disposal within the Wolf Creek Water
and Sewer Improvement District (WCWSID) boundary through buildout. The primary purpose of this
plan is to identify projects that are growth related, or in other terms, impact fee eligible. Projects
needed to address existing capacity deficiencies will also be identified. It is recommended where
improvements are needed both at present to correct deficiencies and will also need further
improvement to handle buildout conditions, that new sewer lines be constructed to buildout sizes. The
IFFP will be completed following the requirements of Section 11-36a of Utah code, including level of
service and excess capacity. The Impact Fee Analysis (IFA) will be completed in a separate document.
SYSTEM GROWTH
A hydraulic model of the existing and proposed future pipelines has been created to determine peak
flows for existing and buildout conditions. The existing condition model consists of Equivalent
Residential Units (ERUs) active at the time of the study. The buildout condition model consists of
existing and future ERUs, based on platted parcels and current development master plans within the
District boundary.
The number of existing ERUs reported by the District at the time of the study is 1,114. This consists of
1,099 domestic and 15 commercial units.
It is projected that 2,441 ERUs will be served by WCWSID at buildout. Only future development within
the existing WCWSID boundary was considered in the projected ERUs.
Peak flows were determined for each condition using existing and projected ERUs and then modeled to
determine capacity usage in pipelines. Peak flows were based on 100 gallons per capita per day, 3
persons per household and a peaking factor of 2.5. The modeled flows closely reflect realized flows and
are considered accurate.1

1 SCADA data available for the year 2020 indicates that the actual peak flow during the year (March) was 12% higher than the value
calculated for use in the model. However, it appears that the peak flow is present due to inflow and infiltration of snowmelt and
surface water (I&I). If the second highest peak (during the dry month of July when peak flows are more likely not affected by I&I),
the recorded peak flow was 12% lower than the value calculated for use in the model. The District’s efforts to reduce or eliminate
illegal discharges of roof drains, trench drains and sump drains have been met with success and it is anticipated that continued
efforts will meet with success to drastically reduce I&I to the point where the calculated peak flows as mentioned in the body of this
paragraph are substantially equal to actual peak flow rates.
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HISTORICAL DATA
Miscellaneous historical data are shown in the following table for informational reference.

Table T-1, Miscellaneous Statistics, 2010-20212
Year Domestic Commercial Total ERUs
2021 1099 15 1114
2020 1084 15 1096
2019 1062 15 1077
2018 1014 15 1029
2017 965 15 980
2016 946 13 959
2015 943 13 956
2014 938 13 951
2013 932 13 945
2012 928 13 941
2011 923 13 936
2010 918 15 933

LEVEL OF SERVICE
The collection system pipes, for both existing and future conditions, were evaluated using the depth to
diameter ratio (d/D) under the design flow conditions. Pipe capacity is determined by d/D values. Pipes
with d/D values less than the level of service value are considered to have excess capacity. Pipes found
to have d/D values at or above the level of service will be considered for replacement. The design
parameters for each ERU and the District’s desired level of service are listed in Table T-2.

Table T-2, Design Parameters and Level of Service
Description Value
Design Sewer Flow Allowance per ERU (gpd) 300
Design Flow Peaking Factor 2.5
Sewer collection system Level of Service, Maximum Acceptable Depth (d) to
Diameter (D) Ratio for Peak Flow conditions, (d/D) 0.75

2 Connection data provided by WCWSID Office Manager, October 8, 2021.
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The SCADA system is an integral part of the wastewater treatment plant’s operation. It has had a useful
life of over 10 years and its replacement is anticipated to also have a useful life of over 10 years. The
District’s SCADA equipment is a public facility eligible for application of the impact fee law.3
Treated effluent disposal is currently accomplished by either land application during the high-demand
irrigation season, or through infiltration in rapid infiltration basins adjacent to the treatment plant.
WCWSID desires to raise the level of service in the category of treated effluent disposal. The District
plans to construct a 90-AF pond near the Bridges development to collect treated effluent year-round for
the benefit of disposal through land application during the irrigation season. A pump station and
transmission line will also need to be constructed and are shown in concept on Map CP2 in the
appendix, collectively referred to as the Bridges Pond project, Project 5. The Bridges Pond project is
discussed in further detail in the District’s Secondary Water IFFP. The reader is referred to the
Secondary Water System IFFP.
Constructing the Bridges Pond will primarily benefit the secondary water system. Thus, most of the
costs (90%) of said improvements are attributed to the secondary water system and will be paid through
collection of secondary water impact fees.
RECOMMENDED SYSTEM IMPROVEMENTS
Collection System - The current WCWSID service area was divided into 4 main trunk lines and the
system was evaluated. Most of the District has a relatively steep slope and has adequate capacity. The
4 main trunk lines modeled converge at the low end of the system and eventually flow to the treatment
plant in one main line. Flows from the four trunk lines converge on the west side of Wolf Creek Drive
and continue to the treatment plant on Willow Brook Lane. The existing system at the lower end is
inadequately sized to provide the desired level of service for existing connections, requiring
improvements at present. Additional improvements are needed to accommodate buildout conditions.
The recommended projects (1 through 4) are shown in table T-3 on the following page.
The wastewater treatment plant requires a new SCADA system. The District has received bids to supply
the needed replacements. A portion of the cost of a new SCADA system will be covered by existing ERUs
through user fees and the District’s general operating funds. Future ERUs will pay for a portion through
impact fees. The recommended SCADA replacement is shown as Project 6 in table T-3 on the following
page.
Ten percent of the benefit of the Bridges Pond is attributable to the disposal portion of the sanitary
sewer system. Establishing this year-round level of service for treated effluent disposal will be new to
the District and the cost of establishing the level of service for existing ERUs on the sanitary sewer
system cannot be paid for through the collection of impact fees. The cost of providing the year-round
level of service to future ERUs, however, is impact fee eligible. The recommended Bridges Pond is
shown as Project 5 in table T-3 on the following page.
Note that sequence and timing of implementation of the recommended projects will be determined
based on sequence and location of development and other factors determined by the District.

3 Per Utah Code, 11-36a-102(17).
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Table T-3, Recommended Improvement Projects
Project Priority Description
Estimated
Total Project
Cost
Impact Fee
Eligible
Portion
1 2 Project 1 – 10” and 12” lines in Willow Brook
Lane and Bypass The Villages $324,916 $193,581
2 3 Project 2 – Upsize pipes 90 and 92 at the bottom
of The Villages $129,629 $62,374
3 4 Project 3 – 10” line in Creek View Drive and
Willow Brook Lane $962,550 100%
4 5 Project 4 – Upsize Pipe 36 crossing Wolf Creek
Drive to 12” $191,086 $107,516
5 6
Bridge Pond – Impact Fee Eligible column shows
that portion of costs attributable to benefitting
the sewer system that may be paid for through
impact fees (10% of total project cost is
attributable to benefitting the sewer system and
53.9% of that 10% is impact fee eligible)
$5,321,595 $286,834
6 1
SCADA system replacement - Portion of costs
(53.9%) attributable to future ERUs that may be
paid for through impact fees
$200,000 $107,800

CERTIFICATION of Compliance with Utah State Code (11-36a-306(1)):

To the extent the following items are addressed in the IFFP dated January 2022, Gardner
Engineering certifies that the following impact fee facilities plan:
1. Includes only the costs of public facilities that are:
a. allowed under the Impact Fees Act; and
b. actually incurred; or
c. projected to be incurred or encumbered within six years after the day on which each
impact fee is paid;
2. Does not include:
a. costs of operation and maintenance of public facilities;
b. costs for qualifying public facilities that will raise the level of service for the facilities,
through impact fees, above the level of service that is supported by existing residents;
c. an expense for overhead, unless the expense is calculated pursuant to a methodology
that is consistent with generally accepted cost accounting practices and the
methodological standards set forth by the federal Office of Management and Budget
for federal grant reimbursement; and
3. Complies in each and every relevant respect with the Impact Fees Act.
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CHAPTER 1
INTRODUCTION
Gardner Engineering has been retained by Wolf Creek Water and Sewer Improvement District (WCWSID,
District) to help prepare an Impact Fee Facilities Plan (IFFP) for the District’s sanitary sewer system. The
primary purpose of this plan is to identify projects that are growth related or impact fee eligible.
Projects needed to address existing capacity deficiencies will also be identified. It is recommended that
new sewer lines be constructed to buildout sizes. The IFFP will be completed following the
requirements of Section 11-36a of Utah code, including level of service and excess capacity. The Impact
Fee Analysis (IFA) will be included in a separate document.
Future growth within the District boundary has been estimated based on current development master
plans. Revisions to this document may be necessary if major changes to planning or development occur.

Tasks
The following are general tasks to complete the IFFP:
Task 1: Existing system mapping
Task 2: Identify future development (current master planning and platted open lots)
Task 3: Hydraulic model of main trunk lines (existing and buildout conditions)
Task 4: Identify needed improvements to serve existing and future development
Task 5: Prepare IFFP document summarizing results of model and recommended improvement.

DEFINITIONS
CFS Cubic feet per second
d/D depth of flow / Diameter of Pipe Ratio
ERU Equivalent Residential Units
GPD gallons per day
gpdpc gallons per day per capita
MGD Million gallons per day
I & I Infiltration and Inflow
IFFP Impact Fee Facilities Plan
WCWSID Wolf Creek Water and Sewer Improvement District

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CHAPTER 2
EXISTING SYSTEM
The existing WCWSID boundary was evaluated in this document. The existing collection system
mapping was completed by field survey and information provided by the District Manager. Existing
system mapping is included in the appendix as Sheet SM1. The existing system consists of primarily of
8” sewer lines with some 10” sewer lines. Much of the developed area within the District is on the
hillside and sloping towards the treatment plant. Most of the existing sewer lines have relatively steep
slopes and capacity is not an issue. In the lower areas of the system, nearer the treatment plant, the
slopes are flatter with decreased capacity. Visual representations of the existing system main trunk line
pipes and manholes included in the hydraulic model created for analysis of the system’s capacity are
included as SM2 and SM3 in the appendix (manholes are referred to as “Structures” in the model).
There are three existing sewer lift stations within the existing sanitary sewer system. Two of them serve
Phases 2 and 6 of the Eagle Ridge subdivision and the third services the Ridge Townhomes. The District
manager indicated that all lift stations operate properly.
WCWSID is currently working to identify and address inflow and infiltration (I&I) issues on the existing
system. The District will continue to repair damaged pipes and manholes and work to eliminate illegal
connections from sumps, roof drains, and foundation drains. This IFFP does not include evaluation of
I&I. The district currently can only meter sewer flows as they enter the treatment plant. Additional
metering in specific areas would be needed to complete a detailed study of I&I.
The existing WCWSID treatment plant is located at 4820 East Willow Brook Lane. The Membrane
Bioreactor sewer facility was constructed in 2008 to replace a sewer lagoon system. The plant is
designed to treat waste from 2,500 ERUs. The current plant capacity is sized to serve all planned
development within the existing WCWSID boundary. The plant site includes 2 backup storage ponds
that can be used if the plant is temporarily inoperable or flows exceed the plant’s treatment capacity.
The plant’s activities are electronically monitored and controlled through use of a Supervisory Control
and Data Acquisition (SCADA) system. The SCADA system needs to be replaced, as it has become
technologically outdated and is becoming obsolete. Additional evaluation of the treatment plant was
not within the scope of this IFFP.
Once treated to appropriate water quality, the treated effluent exits the plant for disposal. Treated
effluent is currently disposed of by either infiltration or land application. Infiltration occurs in rapid
infiltration basins located adjacent to the treatment plant. Land application occurs during periods of
high irrigation demand by pumping the treated effluent to a pond on the 9th Hole, then the treated
effluent gets re-pumped into the secondary water system. Land application occurs only during the
irrigation season. A redundant method of disposal by land application is being considered by the
District: year-round storage of treated effluent for use during the irrigation season as a supplement to
other sources of water for the secondary system. The reader is referred to the District’s Secondary
Water System IFFP for additional discussion of this method of treated effluent disposal.

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CHAPTER 3
FUTURE GROWTH
The service area was evaluated using existing and buildout conditions. The existing condition has been
evaluated using the number of existing sewer customers4, a.k.a existing Equivalent Residential Units
(ERUs). An ERU is a unit of measurement used to refer to the sanitary sewer waste of both residential
and non-residential development. The number of existing ERUs reported by the District at the time of
the study is 1,114. This consists of 1,099 residential and 15 non-residential units.
There are a number of lots within the District boundary that have been platted but are not currently
sewer customers contributing flows to the system. These platted-but-unbuilt lots are considered in the
buildout condition analysis.
There are several areas within the WCWSID boundary that have been master planned but are not yet
platted with lots. In 2014, Weber County reviewed a proposed development master plan for the Wolf
Creek Resort. Information from that master plan was used to add future, unplatted developments to
the number of platted-but-unbuilt lots5 to establish a future, “buildout” condition. It is estimated that
an additional 1,305 ERUs will be added to the WCWSID sanitary sewer system before buildout. Buildout
ERUs are summarized on Map SM5 in the appendix.
The total number of estimated ERUs that will be served by the sewer treatment plant at buildout is
2,441. The sewer treatment plant is designed to treat waste from 2,500 ERUs.
Dry weather sewer flows are flows from regular water usage from sewer customers. As mentioned in
Chapter 2, above, the effects of I&I flows were not evaluated in this study. The District recognizes that
I&I flows have a real impact on the sanitary sewer system’s operation and continues efforts to minimize
or eliminate sources of I&I. Dry weather flows were used as the contributing flows from the estimated
ERUs in both the existing and buildout modeled conditions.
State Code requires that sewer systems be designed based on an annual average daily rate of flow of
100 gallons per capita per day unless there are data to indicate otherwise. This flow rate includes some
allowance already for infiltration and inflow. The latest census data indicates an average household size
of 3 people6. The flow was modeled using a peaking factor of 2.5 to account for estimated peaks
experienced each day. The modeled peak flows closely match the realized peak flows (refer to Footnote
1 on Page S-1). Table 3-1, below, shows the diurnal curve7 from which the modeled peaking factor was
derived.

4 It is significant to note that “existing” ERUs are physical units connected to the system at present.
5 Indicated by a comparative review of the most recent publicly available aerial photography in the area and Weber County’ s plat
maps.
6 https://www.census.gov/quickfacts/webercountyutah; accessed 2022-01-10.
7 City of Saratoga Springs, Sewer Capital Facilities Plan, May 2014, Page 4-3.
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Table 3-1, Diurnal Curve Used in Modeling the Sanitary Sewer System
HYDRAULIC MODEL TIME PATTERN
HOUR RATIO OF AVERAGE
DAY FLOW
0 0.80
1 0.60
2 0.40
3 0.30
4 0.20
5 0.25
6 0.30
7 0.45
8 0.64
9 1.10
10 1.70
11 2.50
12 2.00
13 1.60
14 1.40
15 1.25
16 1.10
17 1.05
18 1.15
19 1.33
20 1.09
21 0.97
22 0.90
23 0.92
24 0.80

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CHAPTER 4
COLLECTION SYSTEM HYDRAULIC MODEL
A computer model of the WCWSID system was developed to determine peak flows from the existing and
future conditions. The modeling software used for this study was Autodesk Storm and Sanitary Analysis.
Storm and Sanitary Analysis is an extension of Autodesk Civil 3D. The existing sewer mapping has
historically been maintained in Civil 3D. Plan and profile data for the sewer system was imported into
the analysis software to evaluate sewer flow conditions. For the purposes of this study, 4 major trunk
lines were evaluated. These lines represent the main sewer flow for Wolf Creek Water and Sewer
Improvement District. The major sewer mains and manholes (referred to in the model as Structures)
included in the hydraulic model are shown in the appendix as Maps SM2 and SM3. Information on the
physical characteristics of the pipes included in the model were collected and assembled by Gardner
Engineering. Manhole rim elevations and inverts were collected by Gardner Engineering survey crew.
Please refer to the model run results on Table 1 in the Appendix for data modeled for existing
conditions.
Estimated flows for both existing and buildout conditions were added to the model based on ERUs for
each scenario. The existing system flows were added to the model at structure locations. Engineering
judgement was used to reduce the number of manholes and pipes included in the model. Where slopes
were clearly steep and the number of injecting ERUs were low, no pipes and manholes were modeled
but flows from future development were instead added to major trunk lines as applicable.

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CHAPTER 5
CAPACITY ANALYSIS
After development of the model, a capacity analysis of the system was completed. The analysis is used
to identify areas in the system where peak flows exceed the pipe capacity level of service.
LEVEL OF SERVICE
The collection system, for both existing and future conditions, were evaluated based on the following
level of service. The level of service used is listed in Table T-2. Pipes were evaluated using the depth to
diameter ratio (d/D) under the design flow conditions. Pipe capacity is determined by d/D values. Pipes
with d/D values less than the level of service value are considered to have excess capacity. Pipes found
to have d/D values at or above the level of service will be considered for replacement.
Table T-2, Level of Service
Description Value
Design Sewer Flow Allowance per ERU (gpd) 300
Design Flow Peaking Factor 2.5
Maximum Allowable Depth to Diameter Ratio for Peak Flow conditions for new
design
0.75

The SCADA system is an integral part of the treatment plant’s operation. It has had a useful life of over
10 years and its replacement is anticipated to also have a useful life of over 10 years. The District’s
SCADA equipment is a public facility eligible for application of the impact fee law.8
Treated effluent disposal is currently accomplished by either land application during the high-demand
irrigation season, or through infiltration in rapid infiltration basins adjacent to the treatment plant.
WCWSID desires to raise the level of service in the category of treated effluent disposal. The District
plans to construct a 90-AF pond near the Bridges development to collect treated effluent year-round for
the benefit of disposal through land application during the irrigation season. A pump station and
transmission line will also need to be constructed and are shown in concept on Map CP1 in the
appendix. Establishing this year-round level of service for treated effluent disposal will be new to the
District and the cost of establishing the level of service for existing users cannot be paid for or
reimbursed through the collection of sewer impact fees. The benefits, costs and impact fees related to
this method of disposal are further discussed under the heading Disposal on Page 5-6.
CAPACITY ANALYSIS
Future development cannot pay to correct existing deficiencies in public utilities through the collection
of impact fees. Existing deficiencies in the sewer collection system were identified through use of the
hydraulic model established in the previous chapter. Note that pipes modeled to carry existing peak
flows at depths of flow greater than the acceptable d/D level9 have been highlighted in Table 1 in the
Appendix. The pipes identified in Table 1 were then increased in size until existing peak flows were
carried at an acceptable d/D level. The pipes needed to correct existing deficiencies were then included

8 Per Utah Code, 11-36a-102(17).
9 Acceptable flow depth = d/D < 75%. Refer to Table T-2, above.
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in the model and the results of running the model with the existing ERU loading plus the upsized pipes is
shown in Table 2, to show that existing flow capacity deficiencies in the model were corrected with the
upsized pipes.
Future development will be required to install new facilities as needed to extend sewer collection
service to new areas. Future connections will use excess capacity in existing facilities and, in cases
where existing facilities are not adequately sized to carry flows at 75% flow depth, the facilities will need
to be upsized for buildout conditions.
Excess Capacity (CFS)10 available for utilization by future connections in existing (or upsized, as described
on the previous page) pipes was calculated as the difference between Design Flow 75% Capacity and
Peak Flow (CFS). Table 2 in the Appendix shows the Excess Capacity (CFS) available for utilization by
future connections in each analyzed Main Trunkline pipe section in terms of Equivalent ERU.
The same process of determining deficiencies in the existing system was also employed to determine
deficiencies between the improved existing system and the buildout conditions. The deficiencies are
identified in Table 3. Necessary improvements were then incorporated into the model and Table 4
presents the model run output that demonstrates that buildout flow capacity deficiencies in the model
were corrected with the upsized pipes.
Trunk Line 1
Trunk Line 1 (represented with a bold yellow line on Maps SM2-5 and CP1&2 in the Appendix) is
relatively steep and consists of large enough pipes above the point where waste from Trunk Line
2 flows into it, that there are no deficiencies under either existing or buildout conditions.
Below the intersection of Trunk Line 2, there are both existing and buildout condition
deficiencies. The existing condition deficiencies are highlighted on Table 1, shown corrected in
Table 2 in the Appendix, and described below. Buildout condition deficiencies are highlighted
on Table 3, shown corrected in Table 4 in the Appendix, and described below. Please refer to
Map SM2 in the Appendix for a representation of model pipe locations.
Existing Deficiencies:
1. After Trunk Line 3 intercepts Trunk Line 1 below The Villages, Pipes 90 and 92 are
undersized for existing flows, as can be seen in the highlighted rows of Table 1 in the
Appendix. The existing 8” pipes need to be 10” for existing conditions. As shown in
Table 2, the Excess Capacity in Pipes 90 and 92 after being upsized to correct the
existing deficiency is 437 ERUs. The calculated capacities of 10” lines, given the slopes
of Pipes 90 and 92 is 1,088 ERUs11 at the standard 75% flow depth. Based on the total
and excess capacities, approximately (437 ERUs excess capacity / 1,088 ERU capacity at
75% flow depth) 40% of the 10” line capacity would benefit future users.

2. Pipe 91 is undersized for existing ERUs, as noted on Table 1 in the Appendix. The
existing 8” pipe needs to be 10” for existing conditions. As shown in Table 2, the Excess

10 Capitalized terms in this and Chapter refer to column headings in Tables 1-4 in the Appendix.
11 The Manning equation was used to calculate the flow passed by a 10” pipe with n=0.013, at 0.40% slope and a 75% flow depth,
and the resulting flow was converted to Equivalent ERUs.
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Capacity in Pipe 91 after being upsized to correct the existing deficiency is 838 ERUs.
The calculated capacity of a 10” line, given the slope of Pipes 91 is 1,970 ERUs at the
standard 75% flow depth. Based on the total and excess capacities, approximately (838
ERUs excess capacity / 1,970 ERU capacity at 75% flow depth) 40%12 of the 10” line
capacity would benefit future users.
Buildout Deficiencies:
3. Pipes 8-10 below Trunk Line 2 along Creek View Drive need to be upsized to carry
buildout flows. One hundred percent of the capacity required in Pipes 8-10 would
benefit future connections. Pipe 93 in Willow Brook Lane, below Creek View Drive
would necessarily be upsized to prevent a reduction in pipe size as waste flows downhill.
One hundred percent of the capacity increase resulting from the Pipe 93 size increase
would be due to future users requiring the upsize of Pipes 8-10. Upsizing of Pipes 8-10
and 93 is collectively referred to as Project 3.

4. Pipes through the Villages would also need to be upsized for buildout flows, but an
alternative improvement is preferred by the District. The preferred alternative will
avoid the acute angles of pipes in the Villages: Project 1. Project 1 would divert flows
from Patio Springs and points above, as well as flows from Wolf Lodge into a new line in
Willow Brook Lane. Project 1 is visually presented on Sheet CP-1 in the Appendix and is
highlighted in the model output on Tables 2-4 in the Appendix. It is identified with
Priority 2 after the SCADA system, because the Project would address not only the
existing deficiency in Pipe 91 (Pipe 91 transmits flow from all customers into the final
manhole before entering the treatment plant and is therefore critical to the entire
District for immediate implementation), but would also redirect a significant portion of
the District’s wastewater flows around the multiple sharp angles in the pipes’ flow paths
present in The Villages development. Thus, Project 1 would correct the existing
deficiency in Pipe 91 and provide immediate operational improvements while preparing
for the buildout needs of the other pipes in the Project. The benefit of Project 1 is
shared between existing and future users, and is addressed in the calculation of project
costs, included as Page 24 in the Appendix.

5. Pipes 90-92 will need to be upsized further to meet buildout flows. Future users will
utilize all the Excess Capacity identified in 1. and 2., above, plus additional capacity will
be needed. The additional capacity provided by upsizing beyond what is needed at
present will entirely be required by future customers.

12 43% calculated value, rounded down to 40% for the convenience of matching the excess capacities of Pipes 90 and 92.
Sanitary Sewer Impact Fee Facilities Plan Chapter 5

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Trunk Line 2
Trunk Line 2 (represented with a bold blue-green line on Maps SM2-5 and CP1&2 in the
Appendix) is relatively steep and consists of large enough pipes that there are no identified
deficiencies in flow capacity.
Trunk Line 3
Trunk Line 3 (represented with a bold blue line on Maps SM2-5 and CP1&2 in the Appendix) is
relatively steep and consists of large enough pipes above the point where waste from Powder
Canyon and Moose Hollow enter the collection system (on the east side Wolf Creek Drive,
Structure 38 in the model, refer to Maps SM4 and SM5 in the Appendix), that there are no
deficiencies under either existing or buildout conditions.
Below Structure 38, there are both existing and buildout condition deficiencies. The identified
existing condition deficiency is highlighted on Table 1, shown corrected in Table 2 in the
Appendix, and described below. The identified buildout condition deficiency is highlighted on
Table 3, shown corrected in Table 4 in the Appendix, and described below. Please refer to Map
SM2 in the Appendix for a representation of model pipe locations.
Existing Deficiency:
6. Below the point where Powder Canyon and Moose Hollow enter the collection
(Structure 38), Pipe 36 in Trunk Line 3 is undersized for existing flows, as can be seen in
the highlighted row of Table 1 in the Appendix. The existing 8” pipe needs to be 10” for
existing conditions. As shown in Table 2, the Excess Capacity in Pipe 36 after being
upsized to correct the existing deficiency is 455 ERUs. The calculated capacity of a 10”
pipe, given the slope of Pipe 36 is 1,047 ERUs13 at the standard 75% flow depth. Based
on the total and excess capacities, approximately (455 ERUs excess capacity / 1,047 ERU
capacity at 75% flow depth) 40%14 of the 10” line capacity would benefit future users.

Buildout Deficiency:
7. Pipe 36 will need to be upsized further to meet buildout flows. Future users will utilize
all the Excess Capacity identified in 6., above, plus additional capacity will be needed.
The additional capacity provided by upsizing beyond what is needed at present will
entirely be required by future customers.
Trunk Line 4
Trunk Line 4 (represented with a bold green line on Maps SM2-5 and CP1&2 in the Appendix) is
relatively steep and consists of large enough pipes that there are no identified deficiencies in
flow capacity. Trunk Line 4 has adequate capacity through buildout.

13 The Manning equation was used to calculate the flow passed by a 10” pipe with n=0.013, at 0.37% slope and a 75% flow depth,
and the resulting flow was converted to Equivalent ERUs.
14 43% calculated value, rounded down to 40% for the convenience of matching the excess capacities of Pipes 90 and 92.
Sanitary Sewer Impact Fee Facilities Plan Chapter 5

Wolf Creek Water and Sewer PAGE 5-5 Ex. LOS Date: November 1, 2021
Improvement District Last Saved: March 14, 2022
Treatment
The SCADA system in the treatment plant is an integral cog in the treatment plant’s operations.
Changes in technology have made many components of the system unserviceable and therefore
obsolete.
Disposal
Treated effluent disposal is currently accomplished by either land application during the high-
demand irrigation season, or through infiltration in rapid infiltration basins adjacent to the
treatment plant. WCWSID desires to raise the level of service in the category of treated effluent
disposal. Doing so will serve two primary purposes, 1) provide a significant source of additional
water to the secondary system for use during the irrigation season, and 2) provide a year-round
redundant means of disposal.
CAPACITY ANALYSIS SUMMARY
The capacity analysis identifies the needed system improvements. Chapter 6 includes a detailed
description of the recommended projects. Below is a summary of the analysis and recommended
improvements on each trunk line modeled.
Trunk Line 1
Pipes 8 - 10, and 93, identified as Project 3 on Map CP1 in the Appendix, need to be upsized to
10” to carry buildout flows. No upsizing in these pipes is necessary for existing customers. A
detailed cost estimate for Project 3 is included as Page 26 in the Appendix.
Pipes 90 and 92 must be upsized to 10” to carry existing flows and must be upsized to 12” to
carry buildout flows. When the District upsizes Pipes 90 and 92, the installed pipes should be
the size identified for buildout conditions. Upsizing Pipes 90 and 92 is collectively referred to as
Project 2 which project is shown on Map CP1 in the Appendix. A detailed cost estimate for
Project 2 is included as Page 25 in the Appendix. The value of the 10” pipe capacity needed at
present is not impact fee eligible, so Page 25 includes both a total project cost estimate and an
impact fee eligible project cost.
Pipe 91 must be upsized to 10” to carry existing flows and must be upsized to 12” to carry
buildout flows. As an alternative to upsizing lines through The Villages, WCWSID is considering
the construction of lines in Willow Brook Lane to replace the 8” capacity in The Villages and
route all upstream flows around the acute angles present in the sewer lines through The
Villages. Upsizing Pipe 91, the installation of new lines in Willow Brook Lane, and the installation
of a pipe to divert upstream flows around The Villages are collectively referred to as Project 1,
which project is shown on Map CP1 in the Appendix. A detailed cost estimate for Project 1 is
included as Page 24 in the Appendix. The value of the new 8” lines that would redirect or
replace 8” capacity through The Villages is not impact fee eligible, nor is the value of the 10”
Pipe 91 capacity needed at present, so Page 24 includes both a total project cost estimate and
an impact fee eligible project cost.

Sanitary Sewer Impact Fee Facilities Plan Chapter 5

Wolf Creek Water and Sewer PAGE 5-6 Ex. LOS Date: November 1, 2021
Improvement District Last Saved: March 14, 2022
Trunk Line 2
Trunk Line 2 has adequate capacity through buildout.
Trunk Line 3
Pipe 36 must be upsized to 10” to carry existing flows and must be upsized to 12” to carry
buildout flows. When the District upsizes Pipe 36, the installed pipe should be the size identified
for buildout conditions. Upsizing Pipe 36 is referred to as Project 4 which project is shown on
Map CP1 in the Appendix. A detailed cost estimate for Project 4 is included as Page 27 in the
Appendix. The value of the 10” pipe capacity needed at present is not impact fee eligible, so
Page 27 includes both a total project cost estimate and an impact fee eligible project cost.
Trunk Line 4
Trunk Line 4 has adequate capacity through buildout.
Treatment
The SCADA system in the treatment plant must be replaced due to changes in technology
making the system increasingly obsolete. Replacement must be done to maintain the level of
service for future users that existing users have: an operating wastewater treatment plant.
Disposal
It is estimated that the majority (90%) of the new Bridges Pond and related pump station and
transmission line will benefit the secondary system, while approximately 10% of the projects’
benefits will be for the sanitary sewer system.

Sanitary Sewer Impact Fee Facilities Plan Chapter 6

Wolf Creek Water and Sewer PAGE 6-1 Ex. LOS Date: November 1, 2021
Improvement District Last Saved: March 14, 2022

CHAPTER 6
RECOMMENDED IMPROVEMENTS
The capacity analysis identified areas where additional capacity is needed for both existing and future
buildout conditions. To develop cost estimates, it is assumed that deficient pipes will be replaced with
the necessary upsized lines. At the time of specific project design and construction, alternative options
shall be evaluated such as parallel lines or improved alignments. The following recommended projects
are shown in the Appendix as Maps CP1 and CP2.
Project 1
Pipe 91 in Trunk Line 1 will need to be upsized to 12” to support future growth (identified as Pipe 1C on
Map CP1). It is also recommended that instead of upsizing lines through the Villages PRUD, a new 8”
line in Wolf Lodge Drive (identified as Pipe 1A) and 10” lines be installed in Willow Brook Lane (identified
as Pipes 1B) connecting pipes 93 and 91. This will bypass pipes 94-99 through the subdivision. Pipe 94
will be abandoned. Table 6-1 includes the estimated impact fee eligible costs for the proposed Project
1. A detailed project cost estimate is presented on Page 24 of the Appendix.
Table 6-1
Project 1 Description Estimated Cost
Total Cost Project 1 – Willow Brook Lane/The Villages Bypass $324,916
Project 1 – Willow Brook Lane/The Villages Bypass: Impact Fee
Eligible Costs $193,581

Project 2
The model indicates that the pipes below The Villages, running between Wolf Creek Drive and Willow
Brook Lane (Pipes 92 and 90) will surcharge under existing conditions and is undersized. This section of
pipe needs to be upsized to a 10” for existing conditions. We recommend that this pipe be upsized to a
12” to handle the anticipated flows under the future buildout condition. The cost for this project has
been divided into total project cost and impact fee eligible cost. The impact fee eligible cost is the total
project cost less the material cost for the 10” pipe that is needed for existing conditions. The table
below gives an estimated cost of this project. A detailed project cost estimate is presented on Page 25
of the Appendix.
Table 6-2
Project 2 Description Estimated Cost
Total Cost Project 2 – Upsize Pipes 92 and 90 to 12” at bottom of The Villages $129,629
Impact Fee
Eligible Project 2 – Portion of Total Cost $62,374

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Wolf Creek Water and Sewer PAGE 6-2 Ex. LOS Date: November 1, 2021
Improvement District Last Saved: March 14, 2022
Project 3
Pipes 8, 9, 10, and 93 will need to be upsized to 10” to support future growth. The pipes running in
Creek View Drive are around 20 feet deep and the upsizing of said lines is not the District’s preferred
method of increasing capacity. However, efforts to secure an off-roadway easement to allow shallower
bury depths have proven unsuccessful to date. It is assumed that these pipes will be upsized. This
project is 100% impact fee eligible. A detailed project cost estimate is presented on Page 26 of the
Appendix.
Table 6-3
Project 3 Description Estimated Cost
Project 3 – 10” line in Creek View Drive and Willow Brook Lane $962,550

Project 4
Pipe 36 on Trunk Line 3 runs under Wolf Creek Drive. The existing pipe can physically carry flows from
existing ERUs, but existing flows would be above the standard 75% flow depth for determining pipeline
capacity. Thus, Pipe has reached its capacity and a 10” pipe capacity is needed at present. A 12” pipe
capacity is needed for buildout conditions. It is recommended that this section be upsized to 12” to
handle future flows. Table 6-4 includes a summary of the estimated cost for the proposed 12” sewer
under Wolf Creek Drive. A detailed project cost estimate is presented on Page 27 of the Appendix.
Table 6-4
Project 4 Description Estimated Cost
Total Cost Project 4 – Upsize Wolf Creek Drive crossing to 12” (Pipe 36) $191,086
Impact Fee
Eligible Project 4 – Portion of Total Cost $107,516

Project 5
The Bridges Pond and associated pump station and pipeline costs have been developed in the District’s
Secondary Water System IFFP and are restated here in Table 6-5. As indicated in Chapter 5, it is
estimated that 10% of the total project costs are attributable to benefits received by the Sanitary Sewer
System, and of that 10%, 53.9%15 is impact fee eligible.
Table 6-5
Project 5 Description Estimated Cost
Total Cost Total Cost (Bridges Pond, pump facility, transmission line) $5,321,595
Portion attributable
to sewer Estimated 10% of total cost benefits sewer system $532,160
Impact Fee Eligible Portion (53.9%) of costs attributable to benefitting the sewer
system that may be paid for through impact fees $286,834

15 1,114 existing ERUs / 2,419 buildout ERUs = 46.1% of the attributable project cost is to establish the Treated Effluent Disposal
level of service to existing users and cannot be paid for through impact fees. The remaining 53.9% of the applicable project cost is
to maintain the established level of service for future users and is impact fee eligible.
Sanitary Sewer Impact Fee Facilities Plan Chapter 6

Wolf Creek Water and Sewer PAGE 6-3 Ex. LOS Date: November 1, 2021
Improvement District Last Saved: March 14, 2022
Project 6
The SCADA system in the wastewater treatment plant is becoming obsolete after 13 years of useful life
and must be replaced to maintain the level of service that is provided to existing users. It is anticipated
that the needed replacement SCADA system will likewise have a useful life of over 10 years. That
portion of the SCADA system replacement that will serve existing users is not impact fee eligible. The
table below gives an estimated cost of this project, based on bids received by District.
Table 6-6
Project 6 Description Estimated Cost
Total Cost Total Cost to replace the existing, unsupportable SCADA system $200,000
IF eligible Portion (53.9%) of costs attributable to benefitting the sewer
system that may be paid for through impact fees $107,800

---End of IFFP---

Sanitary Sewer Impact Fee Facilities Plan Appendix

Wolf Creek Water and Sewer Ex. LOS Date: November 1, 2021
Improvement District Last Saved: March 14, 2022

Appendix

Page Content
1. SM1 - Sewer Master Plan
2. SM2 – Sewer Model Existing Sewer System - Pipes
3. SM3 - Sewer Model Existing Sewer System - Structures
4. SM4 – Injected Existing Flows
5. SM5 – Injected Future Flows
6. CP1 - Construction Projects
7. CP2 - Construction Projects
8. Thru 11. Table 1: Existing ERUs with Existing Infrastructure Model Results
12. Thru 15. Table 2: Existing ERUs with Improvements needed at Present Model Results
16. Thru 19. Table 3: Buildout ERUs with Improvements needed at Present Model Results
20. Thru 23. Table 4: Buildout ERUs with Improvements needed for Buildout Model Results
24. Project 1 Cost Estimate
25. Project 2 Cost Estimate
26. Project 3 Cost Estimate
27. Project 4 Cost Estimate
28. Project 5 Pond Cost Estimate
29. Project 5 Transmission Line and Pumping Facilities Cost Estimate

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EXISTING PRESSURIZED SANITARY SEWER
EXISTING SANITARY SEWER
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FUTURE SANITARY SEWER
SEWER LINES ARE 8" PVC UNLESS OTHERWISE NOTED
PRESSURIZED SEWER LINES ARE 4" UNLESS OTHERWISE NOTED
FUTURE PRESSURIZED SANITARY SEWER
WOLF CREEK IMPROVEMENT DISTRICT
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EXISTING PRESSURIZED SANITARY SEWER
MODELED SEWER LINE 2
EXISTING SANITARY SEWER
MODELED SEWER LINE 3
MODELED SEWER LINE 4
MODELED SEWER LINE 1
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WOLF CREEK WATER AND SEWER DISTRICT BOUNDARY
·EXISTING MODELED ERU'S - 1114
10 ERUS
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35 ERUS
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58 ERUS
66 ERUS
100 ERUS
62 ERUS
207 ERUS
75 ERUS
36 ERUS
164 ERUS
38 ERUS
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WOLF CREEK WATER AND SEWER DISTRICT BOUNDARY
·EXISTING MODELED ERU'S - 1114
·TOTAL BUILD OUT ERU'S - 2441
EAGLE'S LANDING
97 ERU'S
EAGLE RIDGE 41 ERUSFUTURE ERUS 19
TOTAL ERUS 60
231 ERUS
FROM THE BRIDGES22 FUTURE ERUS
TOTAL 253 ERUS
EAGLE RIDGE/PATIO HOMES46 ERUS
PATIO SPRINGS 35 ERUS
PATIO SPRINGS
33 ERUS
FROM BRIDGES 153
HIDDEN OAKS 20
TOTAL 173 ERUS
FROM BRIDGES 31 ERUS
EDEN ESCAPE 31FUTURE EAGLE CREST 56
TOTAL 118
FAIRWAYS44 ERUS
FAIRWAY OAKS/PATIO SPRINGSWOLFCREEK
120 ERUS
PARCEL 1080 ERU'S
THE RETREAT
WOLF RIDGE PH 3&4
WOLF STAR
104 ERUS
RESORT HOTEL
257 ERUS
TIMESHARECASCADE
MOOSE HOLLOW
140 ERUS
POWDER CANYON/MOOSE HOLLOW
168 ERUS
THE RIDGE 48 ERUS
ELK HORN
TRAPPERS RIDGE
253 ERUS
HIGHLANDS
141 ERUS
WOLF CREEK VILLAGES 62 ERUS
WOLF LODGE 209 ERUS
EXISTING PRESSURIZED SANITARY SEWER
MODELED TRUNK LINE 2
EXISTING SANITARY SEWER
KEY
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MODELED TRUNK LINE 3
MODELED TRUNK LINE 4
FUTURE PRESSURIZED SANITARY SEWER
MODELED TRUNK LINE 1
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PROJECT 1
PIPE 1A - INSTALL 171 FEET OF 8" SEWER
PIPE 1B- INSTALL 780 FEET OF 10" SEWER
PIPE 1C - INSTALL 276 FEET OF 12" SEWER
·8 NEW MANHOLES
PROJECT 4
·INSTALL 268 FEET OF 12" SEWER
PROJECT 2
PROJECT4
PROJECT 3
·INSTALL 1204 FEET OF 10" SEWER
·5 NEW MANHOLES
PROJECT 2
·INSTALL 322 FEET OF 12" SEWER
PROJECT 3
EXISTING SEWER
NOTE:
PROJECT 1 - ABANDON PIPE 94 (ROUTES TRUNK
LINES 1 AND 2 TO TREATMENT PLANT)
PROJECT 6
NEW SCADA SYSTEM
PIPE 1A (8")
PIPES 1B (10")
PIPE 1C (12")
ABANDON
EXISTING PIPES
WITH PROJECT 1
ABANDON
EXISTING PIPES
WITH PROJECT 1
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PROJECT 5
90 ACRE-FT BRIDGES POND
TRANSMISSION LINE AND
PUMPING FACILITIES
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EXISTING SANITARY SEWER
PS PROJECT 5 - INSTALL NEW 6" REUSE LINE
FUTURE SANITARY SEWER
FUTURE PRESSURIZED SANITARY SEWER
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Pipe - (1) Structure - (2) Structure - (3) 315.66 5188.61 5173.74 4.7100 8.00 0.0130 0.29 2.40 0.22 2.11 1816
Pipe - (10) Structure - (11) Structure - (12) 208.64 5113.45 5112.88 0.2700 8.00 0.0130 0.38 0.57 0.56 0.19 167
Pipe - (100) Structure - (102) Structure - (103) 46.81 5171.21 5163.71 16.0200 8.00 0.0130 0.28 4.42 0.16 4.14 3569
Pipe - (101) Structure - (103) Structure - (104) 315.36 5154.97 5142.32 4.0100 8.00 0.0130 0.28 2.21 0.23 1.93 1665
Pipe - (102) Structure - (104) Structure - (105) 227.46 5142.32 5125.91 7.2100 8.00 0.0130 0.28 2.97 0.20 2.69 2315
Pipe - (103) Structure - (105) Structure - (36) 256.85 5125.91 5100.92 9.7300 8.00 0.0130 0.28 3.45 0.18 3.17 2729
Pipe - (18) Structure - (20) Structure - (21) 226.69 5133.48 5120.11 5.9000 8.00 0.0130 0.01 2.68 0.05 2.67 2304
Pipe - (19) Structure - (21) Structure - (9) 408.88 5120.11 5118.13 0.4800 8.00 0.0130 0.06 0.77 0.18 0.71 608
Pipe - (2) Structure - (3) Structure - (4) 201.49 5173.74 5165.54 4.0700 8.00 0.0130 0.29 2.23 0.23 1.94 1671
Pipe - (22) Structure - (24) Structure - (25) 237.53 5385.41 5356.94 11.9900 8.00 0.0130 0.00 3.83 0.00 3.83 3297
Pipe - (23) Structure - (25) Structure - (26) 212.78 5356.94 5324.91 15.0500 8.00 0.0130 0.00 4.29 0.00 4.29 3694
Pipe - (24) Structure - (26) Structure - (27) 339.92 5324.91 5288.09 10.8300 8.00 0.0130 0.08 3.64 0.09 3.56 3064
Pipe - (25) Structure - (27) Structure - (28) 174.20 5288.09 5271.82 9.3400 8.00 0.0130 0.09 3.38 0.11 3.29 2832
Pipe - (26) Structure - (28) Structure - (29) 446.81 5271.82 5236.43 7.9200 8.00 0.0130 0.09 3.11 0.11 3.02 2602
Pipe - (27) Structure - (29) Structure - (30) 193.84 5236.43 5225.01 5.8900 8.00 0.0130 0.09 2.68 0.12 2.59 2233
Pipe - (28) Structure - (30) Structure - (31) 343.12 5225.01 5197.31 8.0700 8.00 0.0130 0.09 3.14 0.11 3.05 2627
Pipe - (29) Structure - (31) Structure - (32) 189.59 5197.31 5187.22 5.3200 8.00 0.0130 0.09 2.55 0.12 2.46 2118
Pipe - (3) Structure - (4) Structure - (5) 301.42 5165.54 5151.61 4.6200 8.00 0.0130 0.29 2.37 0.22 2.08 1797
Pipe - (30) Structure - (32) Structure - (33) 220.14 5187.22 5163.74 10.6700 8.00 0.0130 0.09 3.61 0.10 3.52 3032
Pipe - (31) Structure - (33) Structure - (34) 259.43 5163.74 5147.39 6.3000 8.00 0.0130 0.09 2.77 0.12 2.68 2312
Pipe - (32) Structure - (34) Structure - (35) 346.66 5147.39 5120.73 7.6900 8.00 0.0130 0.33 3.06 0.21 2.73 2356
Pipe - (33) Structure - (35) Structure - (36) 374.27 5120.73 5100.92 5.2900 8.00 0.0130 0.33 2.54 0.23 2.21 1905
Pipe - (34) Structure - (36) Structure - (37) 386.25 5100.92 5091.61 2.4100 8.00 0.0130 0.61 1.72 0.39 1.11 952
Pipe - (35) Structure - (37) Structure - (38) 203.94 5091.61 5083.20 4.1200 8.00 0.0130 0.60 2.24 0.34 1.64 1415
Pipe - (36) Structure - (38) Structure - (39) 267.45 5083.20 5082.21 0.3700 8.00 0.0130 0.69 0.67 0.77 -0.02 -15
Pipe - (37) Structure - (40) Structure - (41) 251.41 5414.09 5384.20 11.8900 8.00 0.0130 0.05 3.81 0.07 3.76 3240
Pipe - (38) Structure - (41) Structure - (42) 226.84 5384.20 5363.03 9.3300 8.00 0.0130 0.05 3.37 0.08 3.32 2865
Pipe - (39) Structure - (42) Structure - (43) 272.87 5363.03 5328.06 12.8200 8.00 0.0130 0.05 3.96 0.07 3.91 3366
Pipe - (4) Structure - (5) Structure - (6) 205.89 5151.61 5145.60 2.9200 8.00 0.0130 0.29 1.89 0.25 1.60 1377
Pipe - (40) Structure - (43) Structure - (44) 167.40 5328.06 5307.72 12.1500 8.00 0.0130 0.05 3.85 0.07 3.80 3276
Pipe - (41) Structure - (44) Structure - (45) 215.57 5307.72 5278.76 13.4300 8.00 0.0130 0.05 4.05 0.07 4.00 3446
Pipe - (42) Structure - (45) Structure - (46) 317.78 5278.76 5253.08 8.0800 8.00 0.0130 0.05 3.14 0.08 3.09 2663
Pipe - (43) Structure - (46) Structure - (47) 160.91 5253.08 5250.39 1.6700 8.00 0.0130 0.05 1.43 0.12 1.38 1187
Pipe - (44) Structure - (47) Structure - (48) 199.78 5250.39 5225.19 12.6100 8.00 0.0130 0.05 3.92 0.07 3.87 3338
Pipe - (45) Structure - (48) Structure - (49) 352.90 5225.19 5195.91 8.3000 8.00 0.0130 0.05 3.18 0.08 3.13 2700
Excess
Capacity
(cfs)
Equivalent
ERU
Table 1 - Existing ERUs with Existing Infrastructure Model Results
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\01 Existing Model.xlsx 1/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Excess
Capacity
(cfs)
Equivalent
ERU
Table 1 - Existing ERUs with Existing Infrastructure Model Results
Pipe - (46) Structure - (49) Structure - (50) 154.05 5195.91 5192.88 1.9700 8.00 0.0130 0.05 1.55 0.11 1.50 1293
Pipe - (47) Structure - (50) Structure - (51) 403.04 5192.88 5190.88 0.5000 8.00 0.0130 0.25 0.78 0.36 0.53 458
Pipe - (48) Structure - (51) Structure - (52) 301.21 5190.88 5189.33 0.5100 8.00 0.0130 0.24 0.79 0.36 0.55 473
Pipe - (49) Structure - (52) Structure - (53) 369.74 5189.33 5187.54 0.4800 8.00 0.0130 0.24 0.77 0.36 0.53 453
Pipe - (5) Structure - (6) Structure - (7) 197.89 5145.60 5136.46 4.6200 8.00 0.0130 0.29 2.37 0.22 2.08 1797
Pipe - (50) Structure - (53) Structure - (54) 364.85 5187.54 5185.83 0.4700 8.00 0.0130 0.24 0.76 0.37 0.52 446
Pipe - (51) Structure - (54) Structure - (55) 171.15 5185.83 5185.15 0.4000 8.00 0.0130 0.24 0.70 0.38 0.46 395
Pipe - (52) Structure - (55) Structure - (56) 394.33 5185.15 5183.72 0.3600 8.00 0.0130 0.24 0.66 0.39 0.42 364
Pipe - (53) Structure - (56) Structure - (57) 148.03 5183.72 5182.97 0.5100 8.00 0.0130 0.28 0.79 0.39 0.51 439
Pipe - (54) Structure - (57) Structure - (102) 125.31 5182.97 5171.77 8.9400 8.00 0.0130 0.28 3.30 0.19 3.02 2605
Pipe - (55) Structure - (58) Structure - (59) 78.09 5353.65 5351.44 2.8300 8.00 0.0130 0.00 1.86 0.00 1.86 1602
Pipe - (56) Structure - (59) Structure - (60) 79.76 5351.44 5348.36 3.8600 8.00 0.0130 0.00 2.17 0.00 2.17 1871
Pipe - (57) Structure - (60) Structure - (61) 50.67 5348.36 5345.34 5.9600 8.00 0.0130 0.00 2.70 0.00 2.70 2324
Pipe - (58) Structure - (61) Structure - (62) 134.87 5345.34 5335.93 6.9800 8.00 0.0130 0.00 2.92 0.00 2.92 2515
Pipe - (59) Structure - (62) Structure - (63) 199.52 5335.93 5318.38 8.8000 8.00 0.0130 0.00 3.28 0.00 3.28 2824
Pipe - (6) Structure - (7) Structure - (8) 196.20 5136.46 5132.78 1.8800 8.00 0.0130 0.29 1.51 0.28 1.22 1056
Pipe - (60) Structure - (63) Structure - (64) 102.43 5318.38 5310.20 7.9900 8.00 0.0130 0.00 3.12 0.00 3.12 2691
Pipe - (61) Structure - (64) Structure - (65) 113.82 5310.20 5305.60 4.0400 8.00 0.0130 0.07 2.22 0.11 2.15 1853
Pipe - (62) Structure - (65) Structure - (66) 359.27 5305.60 5289.81 4.4000 8.00 0.0130 0.07 2.32 0.11 2.25 1937
Pipe - (63) Structure - (66) Structure - (67) 75.66 5289.81 5285.25 6.0300 8.00 0.0130 0.07 2.71 0.11 2.64 2278
Pipe - (64) Structure - (67) Structure - (68) 161.58 5285.25 5276.06 5.6900 8.00 0.0130 0.07 2.64 0.11 2.57 2211
Pipe - (65) Structure - (68) Structure - (69) 282.17 5276.06 5259.23 5.9600 8.00 0.0130 0.07 2.70 0.11 2.63 2264
Pipe - (66) Structure - (69) Structure - (70) 246.38 5259.23 5245.93 5.4000 8.00 0.0130 0.07 2.57 0.11 2.50 2152
Pipe - (67) Structure - (70) Structure - (71) 27.43 5245.93 5243.26 9.7400 8.00 0.0130 0.07 3.45 0.09 3.38 2911
Pipe - (68) Structure - (71) Structure - (72) 230.76 5243.26 5232.46 4.6800 8.00 0.0130 0.07 2.39 0.11 2.32 1999
Pipe - (69) Structure - (72) Structure - (73) 121.35 5232.46 5229.86 2.1400 8.00 0.0120 0.07 1.75 0.13 1.68 1449
Pipe - (7) Structure - (8) Structure - (9) 415.38 5132.78 5118.13 3.5300 8.00 0.0130 0.29 2.08 0.24 1.79 1539
Pipe - (70) Structure - (73) Structure - (74) 195.39 5229.86 5227.92 0.9900 8.00 0.0130 0.15 1.10 0.23 0.95 818
Pipe - (71) Structure - (74) Structure - (75) 137.73 5227.92 5220.42 5.4500 8.00 0.0130 0.15 2.58 0.15 2.43 2093
Pipe - (72) Structure - (75) Structure - (76) 97.58 5220.42 5216.57 3.9500 8.00 0.0130 0.15 2.20 0.17 2.05 1763
Pipe - (73) Structure - (76) Structure - (77) 316.37 5216.57 5198.54 5.7000 8.00 0.0130 0.15 2.64 0.15 2.49 2144
Pipe - (74) Structure - (77) Structure - (2) 271.52 5198.54 5188.61 3.6600 8.00 0.0130 0.15 2.11 0.17 1.96 1692
Pipe - (75) Structure - (78) Structure - (79) 269.75 5168.38 5167.51 0.3200 10.00 0.0130 0.00 1.13 0.00 1.13 977
Pipe - (76) Structure - (79) Structure - (80) 227.13 5167.51 5158.75 3.8600 10.00 0.0130 0.00 3.94 0.00 3.94 3392
Pipe - (77) Structure - (80) Structure - (81) 266.01 5158.75 5142.32 6.1800 10.00 0.0130 0.00 4.98 0.00 4.98 4291
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\01 Existing Model.xlsx 2/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Excess
Capacity
(cfs)
Equivalent
ERU
Table 1 - Existing ERUs with Existing Infrastructure Model Results
Pipe - (78) Structure - (81) Structure - (82) 171.03 5142.32 5141.53 0.4600 10.00 0.0130 0.00 1.36 0.00 1.36 1171
Pipe - (79) Structure - (82) Structure - (83) 272.69 5141.53 5140.84 0.2500 10.00 0.0130 0.00 1.00 0.00 1.00 863
Pipe - (8) Structure - (9) Structure - (10) 379.03 5118.13 5115.44 0.7100 8.00 0.0130 0.38 0.93 0.42 0.55 475
Pipe - (80) Structure - (83) Structure - (84) 398.23 5140.84 5139.85 0.2500 10.00 0.0130 0.00 1.00 0.00 1.00 863
Pipe - (81) Structure - (84) Structure - (85) 190.37 5139.85 5139.27 0.3000 10.00 0.0130 0.00 1.10 0.00 1.10 945
Pipe - (82) Structure - (85) Structure - (86) 317.93 5139.27 5138.63 0.2000 10.00 0.0130 0.00 0.90 0.00 0.90 772
Pipe - (83) Structure - (86) Structure - (87) 323.79 5138.63 5137.85 0.2400 10.00 0.0130 0.00 0.98 0.00 0.98 846
Pipe - (84) Structure - (87) Structure - (88) 402.79 5137.85 5136.84 0.2500 10.00 0.0130 0.00 1.00 0.00 1.00 863
Pipe - (85) Structure - (88) Structure - (89) 216.08 5136.84 5136.24 0.2800 10.00 0.0130 0.00 1.06 0.00 1.06 913
Pipe - (86) Structure - (89) Structure - (90) 168.63 5136.24 5135.57 0.4000 10.00 0.0130 0.01 1.27 0.07 1.26 1083
Pipe - (87) Structure - (90) Structure - (91) 272.44 5135.57 5135.23 0.1200 10.00 0.0130 0.01 0.69 0.08 0.68 589
Pipe - (88) Structure - (91) Structure - (92) 268.23 5135.23 5134.27 0.3600 10.00 0.0130 0.01 1.20 0.07 1.19 1027
Pipe - (89) Structure - (92) Structure - (20) 316.39 5134.27 5133.48 0.2500 10.00 0.0130 0.01 1.00 0.08 0.99 855
Pipe - (9) Structure - (10) Structure - (11) 382.52 5115.44 5113.45 0.5200 8.00 0.0130 0.38 0.80 0.46 0.42 359
Pipe - (90) Structure - (93) Structure - (94) 191.40 5081.69 5080.92 0.4000 8.00 0.0130 0.82 0.70 0.93 -0.12 -104
Pipe - (91) Structure - (94) Out-1Pipe - (91) 311.68 5080.62 5076.54 1.3100 8.00 0.0130 0.82 1.26 0.55 0.44 383
Pipe - (92) Structure - (39) Structure - (93) 129.91 5082.21 5081.69 0.4000 8.00 0.0130 0.82 0.70 1.00 -0.12 -104
Pipe - (93) Structure - (12) Structure - (96) 328.91 5112.88 5110.92 0.6000 8.00 0.0130 0.42 0.86 0.47 0.44 376
Pipe - (94) Structure - (96) Structure - (97) 112.47 5110.92 5110.26 0.5900 8.00 0.0130 0.42 0.85 0.47 0.43 369
Pipe - (95) Structure - (97) Structure - (98) 387.03 5110.26 5092.55 4.5800 8.00 0.0130 0.56 2.36 0.32 1.80 1555
Pipe - (96) Structure - (98) Structure - (99) 155.20 5092.55 5088.49 2.6200 8.00 0.0130 0.56 1.79 0.37 1.23 1059
Pipe - (97) Structure - (99) Structure - (100) 153.41 5088.49 5087.36 0.7400 8.00 0.0130 0.56 0.95 0.52 0.39 336
Pipe - (98) Structure - (100) Structure - (101) 79.59 5087.36 5085.05 2.9000 8.00 0.0130 0.56 1.88 0.36 1.32 1139
Pipe - (99) Structure - (101) Structure - (39) 119.36 5085.05 5082.21 2.3800 8.00 0.0130 0.56 1.70 0.37 1.14 986
Pipe - (91) Structure - (94) Out-1Pipe - (91) 311.68 5080.62 5076.54 1.3100 8.00 0.0130 1.32 1.26 0.78 -0.06 -48
Pipe - (91) Structure - (94) Out-1Pipe - (91) 311.68 5080.62 5076.54 1.3100 10.00 0.0130 1.32 2.29 0.52 0.97 838
See Table 1 Page 4 for notes concerning highlighted rows
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J31Cell:
Dan White:Note:
Pipe 36 can physically carry existing flows, but not at the design flow capacity of less than 75%, and so must be upsized to carry flows at the desired level of service.
J91Cell:
Dan White:Note:
Pipe 90: Since the upstream Pipe 92 can only pass 0.82 CFS, that's all that Pipe 90 receives in the model. The reduced flow from Pipe 92 of 0.82 CFS is still over the 75% capacity of 
Pipe 90, so it was tagged as over capacity.
J92Cell:
Dan White:Note:
Pipe 91: This pipe only receives what can pass through Pipe 92 and 90.  Pipe 91 appears to be within capacity in this table because Pipe 92 is only allowed in the model to pass its 
physical capacity of 0.82 cfs. See the two shaded Pipe 91 lines at the bottom of the table for analysis if Pipes 92 and 90 are upsized to handle existing flows 
J93Cell:
Dan White:Note:
Pipe 92: Pipe 92 can't pass all the flow coming to it.  It receives 1.32 CFS (from Pipes 99 and 36, plus an injection at structure 39) and can only pass 0.82 CFS.
J102Cell:
Dan White:Note:
Pipe 91 with 92 and 90 upsized: If Pipes 90 and 92 could pass all existing flows to pipe 91, this row of data shows that an 8" Pipe 91 would carry existing flows but not within the 
standard 75% capacity, so it needs to be upsized to a 10".  See also Table 2.
J103Cell:
Dan White:Note:
If 90 and 92 could pass all existing flows to pipe 91, it would take a 10" Pipe 91 to pass existing flows with the 75% capacity standard.
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\01 Existing Model.xlsx 4/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Pipe - (1) Structure - (2) Structure - (3) 315.66 5188.61 5173.74 4.7100 8.00 0.0130 0.29 2.40 0.22 2.11 1816
Pipe - (10) Structure - (11) Structure - (12) 208.64 5113.45 5112.88 0.2700 8.00 0.0130 0.38 0.57 0.56 0.19 167
Pipe - (100) Structure - (102) Structure - (103) 46.81 5171.21 5163.71 16.0200 8.00 0.0130 0.28 4.42 0.16 4.14 3569
Pipe - (101) Structure - (103) Structure - (104) 315.36 5154.97 5142.32 4.0100 8.00 0.0130 0.28 2.21 0.23 1.93 1665
Pipe - (102) Structure - (104) Structure - (105) 227.46 5142.32 5125.91 7.2100 8.00 0.0130 0.28 2.97 0.20 2.69 2315
Pipe - (103) Structure - (105) Structure - (36) 256.85 5125.91 5100.92 9.7300 8.00 0.0130 0.28 3.45 0.18 3.17 2729
Pipe - (18) Structure - (20) Structure - (21) 226.69 5133.48 5120.11 5.9000 8.00 0.0130 0.01 2.68 0.05 2.67 2304
Pipe - (19) Structure - (21) Structure - (9) 408.88 5120.11 5118.13 0.4800 8.00 0.0130 0.06 0.77 0.18 0.71 608
Pipe - (2) Structure - (3) Structure - (4) 201.49 5173.74 5165.54 4.0700 8.00 0.0130 0.29 2.23 0.23 1.94 1671
Pipe - (22) Structure - (24) Structure - (25) 237.53 5385.41 5356.94 11.9900 8.00 0.0130 0.00 3.83 0.00 3.83 3297
Pipe - (23) Structure - (25) Structure - (26) 212.78 5356.94 5324.91 15.0500 8.00 0.0130 0.00 4.29 0.00 4.29 3694
Pipe - (24) Structure - (26) Structure - (27) 339.92 5324.91 5288.09 10.8300 8.00 0.0130 0.08 3.64 0.09 3.56 3064
Pipe - (25) Structure - (27) Structure - (28) 174.20 5288.09 5271.82 9.3400 8.00 0.0130 0.09 3.38 0.11 3.29 2832
Pipe - (26) Structure - (28) Structure - (29) 446.81 5271.82 5236.43 7.9200 8.00 0.0130 0.09 3.11 0.11 3.02 2602
Pipe - (27) Structure - (29) Structure - (30) 193.84 5236.43 5225.01 5.8900 8.00 0.0130 0.09 2.68 0.12 2.59 2233
Pipe - (28) Structure - (30) Structure - (31) 343.12 5225.01 5197.31 8.0700 8.00 0.0130 0.09 3.14 0.11 3.05 2627
Pipe - (29) Structure - (31) Structure - (32) 189.59 5197.31 5187.22 5.3200 8.00 0.0130 0.09 2.55 0.12 2.46 2118
Pipe - (3) Structure - (4) Structure - (5) 301.42 5165.54 5151.61 4.6200 8.00 0.0130 0.29 2.37 0.22 2.08 1797
Pipe - (30) Structure - (32) Structure - (33) 220.14 5187.22 5163.74 10.6700 8.00 0.0130 0.09 3.61 0.10 3.52 3032
Pipe - (31) Structure - (33) Structure - (34) 259.43 5163.74 5147.39 6.3000 8.00 0.0130 0.09 2.77 0.12 2.68 2312
Pipe - (32) Structure - (34) Structure - (35) 346.66 5147.39 5120.73 7.6900 8.00 0.0130 0.33 3.06 0.21 2.73 2356
Pipe - (33) Structure - (35) Structure - (36) 374.27 5120.73 5100.92 5.2900 8.00 0.0130 0.33 2.54 0.23 2.21 1905
Pipe - (34) Structure - (36) Structure - (37) 386.25 5100.92 5091.61 2.4100 8.00 0.0130 0.61 1.72 0.39 1.11 952
Pipe - (35) Structure - (37) Structure - (38) 203.94 5091.61 5083.20 4.1200 8.00 0.0130 0.60 2.24 0.34 1.64 1415
Pipe - (36) Structure - (38) Structure - (39) 267.45 5083.20 5082.21 0.3700 10.000 0.0130 0.69 1.22 0.51 0.53 455
Pipe - (37) Structure - (40) Structure - (41) 251.41 5414.09 5384.20 11.8900 8.00 0.0130 0.05 3.81 0.07 3.76 3240
Pipe - (38) Structure - (41) Structure - (42) 226.84 5384.20 5363.03 9.3300 8.00 0.0130 0.05 3.37 0.08 3.32 2865
Pipe - (39) Structure - (42) Structure - (43) 272.87 5363.03 5328.06 12.8200 8.00 0.0130 0.05 3.96 0.07 3.91 3366
Pipe - (4) Structure - (5) Structure - (6) 205.89 5151.61 5145.60 2.9200 8.00 0.0130 0.29 1.89 0.25 1.60 1377
Pipe - (40) Structure - (43) Structure - (44) 167.40 5328.06 5307.72 12.1500 8.00 0.0130 0.05 3.85 0.07 3.80 3276
Pipe - (41) Structure - (44) Structure - (45) 215.57 5307.72 5278.76 13.4300 8.00 0.0130 0.05 4.05 0.07 4.00 3446
Pipe - (42) Structure - (45) Structure - (46) 317.78 5278.76 5253.08 8.0800 8.00 0.0130 0.05 3.14 0.08 3.09 2663
Pipe - (43) Structure - (46) Structure - (47) 160.91 5253.08 5250.39 1.6700 8.00 0.0130 0.05 1.43 0.12 1.38 1187
Pipe - (44) Structure - (47) Structure - (48) 199.78 5250.39 5225.19 12.6100 8.00 0.0130 0.05 3.92 0.07 3.87 3338
Pipe - (45) Structure - (48) Structure - (49) 352.90 5225.19 5195.91 8.3000 8.00 0.0130 0.05 3.18 0.08 3.13 2700
Excess
Capacity
(cfs)
Equivalent
ERU
Table 2 - Existing ERUs with Improvements needed at Present Model Results
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
02 Existing modified.xlsx 1/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Excess
Capacity
(cfs)
Equivalent
ERU
Table 2 - Existing ERUs with Improvements needed at Present Model Results
Pipe - (46) Structure - (49) Structure - (50) 154.05 5195.91 5192.88 1.9700 8.00 0.0130 0.05 1.55 0.11 1.50 1293
Pipe - (47) Structure - (50) Structure - (51) 403.04 5192.88 5190.88 0.5000 8.00 0.0130 0.25 0.78 0.36 0.53 458
Pipe - (48) Structure - (51) Structure - (52) 301.21 5190.88 5189.33 0.5100 8.00 0.0130 0.24 0.79 0.36 0.55 473
Pipe - (49) Structure - (52) Structure - (53) 369.74 5189.33 5187.54 0.4800 8.00 0.0130 0.24 0.77 0.36 0.53 453
Pipe - (5) Structure - (6) Structure - (7) 197.89 5145.60 5136.46 4.6200 8.00 0.0130 0.29 2.37 0.22 2.08 1797
Pipe - (50) Structure - (53) Structure - (54) 364.85 5187.54 5185.83 0.4700 8.00 0.0130 0.24 0.76 0.37 0.52 446
Pipe - (51) Structure - (54) Structure - (55) 171.15 5185.83 5185.15 0.4000 8.00 0.0130 0.24 0.70 0.38 0.46 395
Pipe - (52) Structure - (55) Structure - (56) 394.33 5185.15 5183.72 0.3600 8.00 0.0130 0.24 0.66 0.39 0.42 364
Pipe - (53) Structure - (56) Structure - (57) 148.03 5183.72 5182.97 0.5100 8.00 0.0130 0.28 0.79 0.39 0.51 439
Pipe - (54) Structure - (57) Structure - (102) 125.31 5182.97 5171.77 8.9400 8.00 0.0130 0.28 3.30 0.19 3.02 2605
Pipe - (55) Structure - (58) Structure - (59) 78.09 5353.65 5351.44 2.8300 8.00 0.0130 0.00 1.86 0.00 1.86 1602
Pipe - (56) Structure - (59) Structure - (60) 79.76 5351.44 5348.36 3.8600 8.00 0.0130 0.00 2.17 0.00 2.17 1871
Pipe - (57) Structure - (60) Structure - (61) 50.67 5348.36 5345.34 5.9600 8.00 0.0130 0.00 2.70 0.00 2.70 2324
Pipe - (58) Structure - (61) Structure - (62) 134.87 5345.34 5335.93 6.9800 8.00 0.0130 0.00 2.92 0.00 2.92 2515
Pipe - (59) Structure - (62) Structure - (63) 199.52 5335.93 5318.38 8.8000 8.00 0.0130 0.00 3.28 0.00 3.28 2824
Pipe - (6) Structure - (7) Structure - (8) 196.20 5136.46 5132.78 1.8800 8.00 0.0130 0.29 1.51 0.28 1.22 1056
Pipe - (60) Structure - (63) Structure - (64) 102.43 5318.38 5310.20 7.9900 8.00 0.0130 0.00 3.12 0.00 3.12 2691
Pipe - (61) Structure - (64) Structure - (65) 113.82 5310.20 5305.60 4.0400 8.00 0.0130 0.07 2.22 0.11 2.15 1853
Pipe - (62) Structure - (65) Structure - (66) 359.27 5305.60 5289.81 4.4000 8.00 0.0130 0.07 2.32 0.11 2.25 1937
Pipe - (63) Structure - (66) Structure - (67) 75.66 5289.81 5285.25 6.0300 8.00 0.0130 0.07 2.71 0.11 2.64 2278
Pipe - (64) Structure - (67) Structure - (68) 161.58 5285.25 5276.06 5.6900 8.00 0.0130 0.07 2.64 0.11 2.57 2211
Pipe - (65) Structure - (68) Structure - (69) 282.17 5276.06 5259.23 5.9600 8.00 0.0130 0.07 2.70 0.11 2.63 2264
Pipe - (66) Structure - (69) Structure - (70) 246.38 5259.23 5245.93 5.4000 8.00 0.0130 0.07 2.57 0.11 2.50 2152
Pipe - (67) Structure - (70) Structure - (71) 27.43 5245.93 5243.26 9.7400 8.00 0.0130 0.07 3.45 0.09 3.38 2911
Pipe - (68) Structure - (71) Structure - (72) 230.76 5243.26 5232.46 4.6800 8.00 0.0130 0.07 2.39 0.11 2.32 1999
Pipe - (69) Structure - (72) Structure - (73) 121.35 5232.46 5229.86 2.1400 8.00 0.0120 0.07 1.75 0.13 1.68 1449
Pipe - (7) Structure - (8) Structure - (9) 415.38 5132.78 5118.13 3.5300 8.00 0.0130 0.29 2.08 0.24 1.79 1539
Pipe - (70) Structure - (73) Structure - (74) 195.39 5229.86 5227.92 0.9900 8.00 0.0130 0.15 1.10 0.23 0.95 818
Pipe - (71) Structure - (74) Structure - (75) 137.73 5227.92 5220.42 5.4500 8.00 0.0130 0.15 2.58 0.15 2.43 2093
Pipe - (72) Structure - (75) Structure - (76) 97.58 5220.42 5216.57 3.9500 8.00 0.0130 0.15 2.20 0.17 2.05 1763
Pipe - (73) Structure - (76) Structure - (77) 316.37 5216.57 5198.54 5.7000 8.00 0.0130 0.15 2.64 0.15 2.49 2144
Pipe - (74) Structure - (77) Structure - (2) 271.52 5198.54 5188.61 3.6600 8.00 0.0130 0.15 2.11 0.17 1.96 1692
Pipe - (75) Structure - (78) Structure - (79) 269.75 5168.38 5167.51 0.3200 10.00 0.0130 0.00 1.13 0.00 1.13 977
Pipe - (76) Structure - (79) Structure - (80) 227.13 5167.51 5158.75 3.8600 10.00 0.0130 0.00 3.94 0.00 3.94 3392
Pipe - (77) Structure - (80) Structure - (81) 266.01 5158.75 5142.32 6.1800 10.00 0.0130 0.00 4.98 0.00 4.98 4291
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
02 Existing modified.xlsx 2/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Excess
Capacity
(cfs)
Equivalent
ERU
Table 2 - Existing ERUs with Improvements needed at Present Model Results
Pipe - (78) Structure - (81) Structure - (82) 171.03 5142.32 5141.53 0.4600 10.00 0.0130 0.00 1.36 0.00 1.36 1171
Pipe - (79) Structure - (82) Structure - (83) 272.69 5141.53 5140.84 0.2500 10.00 0.0130 0.00 1.00 0.00 1.00 863
Pipe - (8) Structure - (9) Structure - (10) 379.03 5118.13 5115.44 0.7100 10.00 0.0130 0.38 1.69 0.42 1.31 1127
Pipe - (80) Structure - (83) Structure - (84) 398.23 5140.84 5139.85 0.2500 10.00 0.0130 0.00 1.00 0.00 1.00 863
Pipe - (81) Structure - (84) Structure - (85) 190.37 5139.85 5139.27 0.3000 10.00 0.0130 0.00 1.10 0.00 1.10 945
Pipe - (82) Structure - (85) Structure - (86) 317.93 5139.27 5138.63 0.2000 10.00 0.0130 0.00 0.90 0.00 0.90 772
Pipe - (83) Structure - (86) Structure - (87) 323.79 5138.63 5137.85 0.2400 10.00 0.0130 0.00 0.98 0.00 0.98 846
Pipe - (84) Structure - (87) Structure - (88) 402.79 5137.85 5136.84 0.2500 10.00 0.0130 0.00 1.00 0.00 1.00 863
Pipe - (85) Structure - (88) Structure - (89) 216.08 5136.84 5136.24 0.2800 10.00 0.0130 0.00 1.06 0.00 1.06 913
Pipe - (86) Structure - (89) Structure - (90) 168.63 5136.24 5135.57 0.4000 10.00 0.0130 0.01 1.27 0.07 1.26 1083
Pipe - (87) Structure - (90) Structure - (91) 272.44 5135.57 5135.23 0.1200 10.00 0.0130 0.01 0.69 0.08 0.68 589
Pipe - (88) Structure - (91) Structure - (92) 268.23 5135.23 5134.27 0.3600 10.00 0.0130 0.01 1.20 0.07 1.19 1027
Pipe - (89) Structure - (92) Structure - (20) 316.39 5134.27 5133.48 0.2500 10.00 0.0130 0.01 1.00 0.08 0.99 855
Pipe - (9) Structure - (10) Structure - (11) 382.52 5115.44 5113.45 0.5200 8.00 0.0130 0.38 0.80 0.46 0.42 359
Pipe - (90) Structure - (93) Structure - (94) 191.40 5081.69 5080.92 0.4000 10.000 0.0130 0.76 1.27 0.75 0.51 437
Pipe - (91) Structure - (94) Out-1Pipe - (91) 311.68 5080.62 5076.54 1.3100 10.000 0.0130 1.32 2.29 0.52 0.97 838
Pipe - (92) Structure - (39) Structure - (93) 129.91 5082.21 5081.69 0.4000 10.000 0.0130 0.76 1.27 0.75 0.51 437
Pipe - (93) Structure - (12) Structure - (96) 328.91 5112.88 5110.85 0.6200 8.000 0.0130 0.42 0.87 0.47 0.45 388
Pipe - (95) Structure - (97) Structure - (98) 387.03 5110.26 5092.55 4.5800 8.000 0.0130 0.00 2.36 0.00 2.36 2038
Pipe - (96) Structure - (98) Structure - (99) 155.20 5092.55 5088.49 2.6200 8.000 0.0130 0.00 1.79 0.00 1.79 1541
Pipe - (97) Structure - (99) Structure - (100) 153.41 5088.49 5087.36 0.7400 8.000 0.0130 0.00 0.95 0.00 0.95 819
Pipe - (98) Structure - (100) Structure - (101) 79.59 5087.36 5085.05 2.9000 8.000 0.0130 0.00 1.88 0.00 1.88 1621
Pipe - (99) Structure - (101) Structure - (39) 119.36 5085.05 5082.21 2.3800 8.000 0.0130 0.00 1.70 0.00 1.70 1469
PIPE-123 SSMH8 Structure - (94) 258.91 5088.05 5080.62 2.8700 10.00 0.0130 0.56 3.39 0.26 2.83 2442
PIPE-127 SSMH14 SSMH10 198.00 5108.51 5101.00 3.7900 10.00 0.0130 0.56 3.90 0.24 3.34 2878
PIPE-128 Structure - (96) SSMH14 45.00 5110.72 5105.41 11.8000 10.00 0.0130 0.56 6.88 0.22 6.32 5447
PIPE-129 SSMH10 SSMH8 253.00 5100.90 5093.70 2.8500 10.00 0.0130 0.56 3.38 0.26 2.82 2432
NP-1 Structure - (97A) Structure - (96) 216.77 5123.68 5110.92 5.8900 8.00 0.0130 0.14 2.68 0.15 2.54 2190
Pipe - (36) Must upsize from 8.00 to  10.00 to adequately serve existing ERUs
Pipe - (90) Must upsize from 8.00 to  10.00 to adequately serve existing ERUs
Pipe - (91) Must upsize from 8.00 to  10.00 to adequately serve existing ERUs. 8" is surcharged 10" is >75% d/D.
Pipe - (92) Must upsize from 8.00 to  10.00 to adequately serve existing ERUs
Project 1 is needed to prevent the need to upsize through The Villages.
See Table 2 Page 4 for notes concerning highlighted rows
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
02 Existing modified.xlsx 3/4
H31Cell:
Dan White:Note:
Pipe 36 needs to be upsized to 10" to carry existing flows at less than the established 75% flow depth
H91Cell:
Dan White:Note:
Pipe 90 needs to be upsized to 10" to carry existing flows
J91Cell:
Dan White:Note:
Pipe 90: Note that peak flow is less than the initial "existing" scenario, because in this model run, Project 1 has been installed to take all Trunkline 1 flows and all of the Wolf 
Lodge flows
H92Cell:
Dan White:Note:
Pipe 91 needs to be 10" to carry existing flows
J92Cell:
Dan White:Note:
Pipe 91: note that this flow IS the same as the initial "existing" conditions run, even after adding Project 1 to the model, because it is the last pipe in the model and still captures 
all modeled flows, regardless of the path taken to get to it.
H93Cell:
Dan White:Note:
Pipe 92 needs to be 10" to carry existing flows
J93Cell:
Dan White:Note:
Pipe 92: Note that peak flow is less than the initial "existing" scenario, because in this model run, Project 1 has been installed to take all Trunkline 1 flows and all of the Wolf 
Lodge flows
A100Cell:
Dan White:Note:
Pipes 123, 127, 128, 129, 97A were created in the model to represent Project 1.
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
02 Existing modified.xlsx 4/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 0.75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Pipe - (1) Structure - (2) Structure - (3) 315.66 5188.61 5173.74 4.7100 8.00 0.0130 0.57 2.40 0.32 1.83 1575
Pipe - (10) Structure - (11) Structure - (12) 208.64 5113.45 5112.88 0.2700 8.00 0.0130 0.68 0.57 1.00 -0.11 -91
Pipe - (100) Structure - (102) Structure - (103) 46.81 5171.21 5163.71 16.0200 8.00 0.0130 0.51 4.42 0.22 3.91 3371
Pipe - (101) Structure - (103) Structure - (104) 315.36 5154.97 5142.32 4.0100 8.00 0.0130 0.51 2.21 0.31 1.70 1467
Pipe - (102) Structure - (104) Structure - (105) 227.46 5142.32 5125.91 7.2100 8.00 0.0130 0.51 2.97 0.27 2.46 2117
Pipe - (103) Structure - (105) Structure - (36) 256.85 5125.91 5100.92 9.7300 8.00 0.0130 0.51 3.45 0.25 2.94 2530
Pipe - (18) Structure - (20) Structure - (21) 226.69 5133.48 5120.11 5.9000 8.00 0.0130 0.37 2.68 0.24 2.31 1994
Pipe - (19) Structure - (21) Structure - (9) 408.88 5120.11 5118.13 0.4800 8.00 0.0130 0.42 0.77 0.50 0.35 298
Pipe - (2) Structure - (3) Structure - (4) 201.49 5173.74 5165.54 4.0700 8.00 0.0130 0.57 2.23 0.33 1.66 1430
Pipe - (22) Structure - (24) Structure - (25) 237.53 5385.41 5356.94 11.9900 8.00 0.0130 0.00 3.83 0.00 3.83 3297
Pipe - (23) Structure - (25) Structure - (26) 212.78 5356.94 5324.91 15.0500 8.00 0.0130 0.00 4.29 0.00 4.29 3694
Pipe - (24) Structure - (26) Structure - (27) 339.92 5324.91 5288.09 10.8300 8.00 0.0130 0.12 3.64 0.12 3.52 3030
Pipe - (25) Structure - (27) Structure - (28) 174.20 5288.09 5271.82 9.3400 8.00 0.0130 0.21 3.38 0.16 3.17 2729
Pipe - (26) Structure - (28) Structure - (29) 446.81 5271.82 5236.43 7.9200 8.00 0.0130 0.21 3.11 0.17 2.90 2498
Pipe - (27) Structure - (29) Structure - (30) 193.84 5236.43 5225.01 5.8900 8.00 0.0130 0.21 2.68 0.18 2.47 2130
Pipe - (28) Structure - (30) Structure - (31) 343.12 5225.01 5197.31 8.0700 8.00 0.0130 0.21 3.14 0.17 2.93 2524
Pipe - (29) Structure - (31) Structure - (32) 189.59 5197.31 5187.22 5.3200 8.00 0.0130 0.21 2.55 0.19 2.34 2015
Pipe - (3) Structure - (4) Structure - (5) 301.42 5165.54 5151.61 4.6200 8.00 0.0130 0.57 2.37 0.32 1.80 1555
Pipe - (30) Structure - (32) Structure - (33) 220.14 5187.22 5163.74 10.6700 8.00 0.0130 0.21 3.61 0.16 3.40 2929
Pipe - (31) Structure - (33) Structure - (34) 259.43 5163.74 5147.39 6.3000 8.00 0.0130 0.51 2.77 0.28 2.26 1950
Pipe - (32) Structure - (34) Structure - (35) 346.66 5147.39 5120.73 7.6900 8.00 0.0130 0.67 3.06 0.30 2.39 2063
Pipe - (33) Structure - (35) Structure - (36) 374.27 5120.73 5100.92 5.2900 8.00 0.0130 0.67 2.54 0.33 1.87 1612
Pipe - (34) Structure - (36) Structure - (37) 386.25 5100.92 5091.61 2.4100 8.00 0.0130 1.19 1.72 0.58 0.53 453
Pipe - (35) Structure - (37) Structure - (38) 203.94 5091.61 5083.20 4.1200 8.00 0.0130 1.19 2.24 0.49 1.05 907
Pipe - (36) Structure - (38) Structure - (39) 267.45 5083.20 5082.21 0.3700 10.00 0.0130 1.42 1.22 0.92 -0.20 -174
Pipe - (37) Structure - (40) Structure - (41) 251.41 5414.09 5384.20 11.8900 8.00 0.0130 0.17 3.81 0.14 3.64 3136
Pipe - (38) Structure - (41) Structure - (42) 226.84 5384.20 5363.03 9.3300 8.00 0.0130 0.17 3.37 0.14 3.20 2762
Pipe - (39) Structure - (42) Structure - (43) 272.87 5363.03 5328.06 12.8200 8.00 0.0130 0.17 3.96 0.13 3.79 3262
Pipe - (4) Structure - (5) Structure - (6) 205.89 5151.61 5145.60 2.9200 8.00 0.0130 0.57 1.89 0.36 1.32 1136
Pipe - (40) Structure - (43) Structure - (44) 167.40 5328.06 5307.72 12.1500 8.00 0.0130 0.17 3.85 0.14 3.68 3172
Pipe - (41) Structure - (44) Structure - (45) 215.57 5307.72 5278.76 13.4300 8.00 0.0130 0.17 4.05 0.13 3.88 3343
Pipe - (42) Structure - (45) Structure - (46) 317.78 5278.76 5253.08 8.0800 8.00 0.0130 0.17 3.14 0.15 2.97 2560
Pipe - (43) Structure - (46) Structure - (47) 160.91 5253.08 5250.39 1.6700 8.00 0.0130 0.17 1.43 0.22 1.26 1084
Pipe - (44) Structure - (47) Structure - (48) 199.78 5250.39 5225.19 12.6100 8.00 0.0130 0.17 3.92 0.13 3.75 3234
Pipe - (45) Structure - (48) Structure - (49) 352.90 5225.19 5195.91 8.3000 8.00 0.0130 0.17 3.18 0.15 3.01 2596
Excess
Capacity
(cfs)
Equivalent
ERU
Table 3 - Buildout ERUs with Improvements needed at Present Model Results
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
03 Buildout modified existing pipes.xlsx 1/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 0.75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Excess
Capacity
(cfs)
Equivalent
ERU
Table 3 - Buildout ERUs with Improvements needed at Present Model Results
Pipe - (46) Structure - (49) Structure - (50) 154.05 5195.91 5192.88 1.9700 8.00 0.0130 0.17 1.55 0.21 1.38 1190
Pipe - (47) Structure - (50) Structure - (51) 403.04 5192.88 5190.88 0.5000 8.00 0.0130 0.48 0.78 0.52 0.30 260
Pipe - (48) Structure - (51) Structure - (52) 301.21 5190.88 5189.33 0.5100 8.00 0.0130 0.47 0.79 0.52 0.32 275
Pipe - (49) Structure - (52) Structure - (53) 369.74 5189.33 5187.54 0.4800 8.00 0.0130 0.47 0.77 0.53 0.30 255
Pipe - (5) Structure - (6) Structure - (7) 197.89 5145.60 5136.46 4.6200 8.00 0.0130 0.57 2.37 0.32 1.80 1555
Pipe - (50) Structure - (53) Structure - (54) 364.85 5187.54 5185.83 0.4700 8.00 0.0130 0.47 0.76 0.54 0.29 248
Pipe - (51) Structure - (54) Structure - (55) 171.15 5185.83 5185.15 0.4000 8.00 0.0130 0.46 0.70 0.56 0.24 206
Pipe - (52) Structure - (55) Structure - (56) 394.33 5185.15 5183.72 0.3600 8.00 0.0130 0.46 0.66 0.58 0.20 175
Pipe - (53) Structure - (56) Structure - (57) 148.03 5183.72 5182.97 0.5100 8.00 0.0130 0.51 0.79 0.56 0.28 240
Pipe - (54) Structure - (57) Structure - (102) 125.31 5182.97 5171.77 8.9400 8.00 0.0130 0.51 3.30 0.26 2.79 2407
Pipe - (55) Structure - (58) Structure - (59) 78.09 5353.65 5351.44 2.8300 8.00 0.0130 0.00 1.86 0.00 1.86 1602
Pipe - (56) Structure - (59) Structure - (60) 79.76 5351.44 5348.36 3.8600 8.00 0.0130 0.00 2.17 0.00 2.17 1871
Pipe - (57) Structure - (60) Structure - (61) 50.67 5348.36 5345.34 5.9600 8.00 0.0130 0.00 2.70 0.00 2.70 2324
Pipe - (58) Structure - (61) Structure - (62) 134.87 5345.34 5335.93 6.9800 8.00 0.0130 0.00 2.92 0.00 2.92 2515
Pipe - (59) Structure - (62) Structure - (63) 199.52 5335.93 5318.38 8.8000 8.00 0.0130 0.00 3.28 0.00 3.28 2824
Pipe - (6) Structure - (7) Structure - (8) 196.20 5136.46 5132.78 1.8800 8.00 0.0130 0.57 1.51 0.40 0.94 814
Pipe - (60) Structure - (63) Structure - (64) 102.43 5318.38 5310.20 7.9900 8.00 0.0130 0.00 3.12 0.00 3.12 2691
Pipe - (61) Structure - (64) Structure - (65) 113.82 5310.20 5305.60 4.0400 8.00 0.0130 0.20 2.22 0.19 2.02 1741
Pipe - (62) Structure - (65) Structure - (66) 359.27 5305.60 5289.81 4.4000 8.00 0.0130 0.20 2.32 0.19 2.12 1825
Pipe - (63) Structure - (66) Structure - (67) 75.66 5289.81 5285.25 6.0300 8.00 0.0130 0.20 2.71 0.18 2.51 2166
Pipe - (64) Structure - (67) Structure - (68) 161.58 5285.25 5276.06 5.6900 8.00 0.0130 0.20 2.64 0.18 2.44 2099
Pipe - (65) Structure - (68) Structure - (69) 282.17 5276.06 5259.23 5.9600 8.00 0.0130 0.20 2.70 0.18 2.50 2152
Pipe - (66) Structure - (69) Structure - (70) 246.38 5259.23 5245.93 5.4000 8.00 0.0130 0.20 2.57 0.18 2.37 2040
Pipe - (67) Structure - (70) Structure - (71) 27.43 5245.93 5243.26 9.7400 8.00 0.0130 0.20 3.45 0.16 3.25 2799
Pipe - (68) Structure - (71) Structure - (72) 230.76 5243.26 5232.46 4.6800 8.00 0.0130 0.20 2.39 0.19 2.19 1887
Pipe - (69) Structure - (72) Structure - (73) 121.35 5232.46 5229.86 2.1400 8.00 0.0130 0.20 1.62 0.23 1.42 1220
Pipe - (7) Structure - (8) Structure - (9) 415.38 5132.78 5118.13 3.5300 8.00 0.0130 0.57 2.08 0.34 1.51 1298
Pipe - (70) Structure - (73) Structure - (74) 195.39 5229.86 5227.92 0.9900 8.00 0.0130 0.25 1.10 0.31 0.85 732
Pipe - (71) Structure - (74) Structure - (75) 137.73 5227.92 5220.42 5.4500 8.00 0.0130 0.25 2.58 0.20 2.33 2007
Pipe - (72) Structure - (75) Structure - (76) 97.58 5220.42 5216.57 3.9500 8.00 0.0130 0.39 2.20 0.27 1.81 1556
Pipe - (73) Structure - (76) Structure - (77) 316.37 5216.57 5198.54 5.7000 8.00 0.0130 0.39 2.64 0.25 2.25 1937
Pipe - (74) Structure - (77) Structure - (2) 271.52 5198.54 5188.61 3.6600 8.00 0.0130 0.43 2.11 0.29 1.68 1451
Pipe - (75) Structure - (78) Structure - (79) 269.75 5168.38 5167.51 0.3200 10.00 0.0130 0.31 1.13 0.33 0.82 709
Pipe - (76) Structure - (79) Structure - (80) 227.13 5167.51 5158.75 3.8600 10.00 0.0130 0.31 3.94 0.18 3.63 3124
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
03 Buildout modified existing pipes.xlsx 2/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 0.75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Excess
Capacity
(cfs)
Equivalent
ERU
Table 3 - Buildout ERUs with Improvements needed at Present Model Results
Pipe - (77) Structure - (80) Structure - (81) 266.01 5158.75 5142.32 6.1800 10.00 0.0130 0.30 4.98 0.16 4.68 4033
Pipe - (78) Structure - (81) Structure - (82) 171.03 5142.32 5141.53 0.4600 10.00 0.0130 0.30 1.36 0.30 1.06 912
Pipe - (79) Structure - (82) Structure - (83) 272.69 5141.53 5140.84 0.2500 10.00 0.0130 0.30 1.00 0.35 0.70 605
Pipe - (8) Structure - (9) Structure - (10) 379.03 5118.13 5115.44 0.7100 8.00 0.0130 1.03 0.93 0.91 -0.10 -85
Pipe - (80) Structure - (83) Structure - (84) 398.23 5140.84 5139.85 0.2500 10.00 0.0130 0.30 1.00 0.36 0.70 605
Pipe - (81) Structure - (84) Structure - (85) 190.37 5139.85 5139.27 0.3000 10.00 0.0130 0.30 1.10 0.34 0.80 687
Pipe - (82) Structure - (85) Structure - (86) 317.93 5139.27 5138.63 0.2000 10.00 0.0130 0.30 0.90 0.38 0.60 513
Pipe - (83) Structure - (86) Structure - (87) 323.79 5138.63 5137.85 0.2400 10.00 0.0130 0.30 0.98 0.36 0.68 587
Pipe - (84) Structure - (87) Structure - (88) 402.79 5137.85 5136.84 0.2500 10.00 0.0130 0.30 1.00 0.35 0.70 605
Pipe - (85) Structure - (88) Structure - (89) 216.08 5136.84 5136.24 0.2800 10.00 0.0130 0.30 1.06 0.35 0.76 655
Pipe - (86) Structure - (89) Structure - (90) 168.63 5136.24 5135.57 0.4000 10.00 0.0130 0.37 1.27 0.35 0.90 773
Pipe - (87) Structure - (90) Structure - (91) 272.44 5135.57 5135.23 0.1200 10.00 0.0130 0.37 0.69 0.42 0.32 279
Pipe - (88) Structure - (91) Structure - (92) 268.23 5135.23 5134.27 0.3600 10.00 0.0130 0.37 1.20 0.36 0.83 717
Pipe - (89) Structure - (92) Structure - (20) 316.39 5134.27 5133.48 0.2500 10.00 0.0130 0.37 1.00 0.40 0.63 544
Pipe - (9) Structure - (10) Structure - (11) 382.52 5115.44 5113.45 0.5200 8.00 0.0130 0.94 0.80 1.00 -0.14 -123
Pipe - (90) Structure - (93) Structure - (94) 191.40 5081.69 5080.92 0.4000 10.00 0.0130 0.84 1.27 0.56 0.43 368
Pipe - (91) Structure - (94) Out-1Pipe - (91) 311.68 5080.62 5076.54 1.3100 10.00 0.0130 1.32 2.29 0.60 0.97 838
Pipe - (92) Structure - (39) Structure - (93) 129.91 5082.21 5081.69 0.4000 10.00 0.0130 0.84 1.27 0.56 0.43 368
Pipe - (93) Structure - (12) Structure - (96) 328.91 5112.88 5101.85 3.3500 10.00 0.0130 0.73 3.67 0.45 2.94 2530
Pipe - (95) Structure - (97) Structure - (98) 387.03 5110.26 5092.55 4.5800 8.00 0.0130 0.00 2.36 0.00 2.36 2038
Pipe - (96) Structure - (98) Structure - (99) 155.20 5092.55 5088.49 2.6200 8.04 0.0130 0.00 1.81 0.00 1.81 1562
Pipe - (97) Structure - (99) Structure - (100) 153.41 5088.49 5087.36 0.7400 8.00 0.0130 0.00 0.95 0.00 0.95 819
Pipe - (98) Structure - (100) Structure - (101) 79.59 5087.36 5085.05 2.9000 8.00 0.0130 0.00 1.88 0.00 1.88 1621
Pipe - (99) Structure - (101) Structure - (39) 119.36 5085.05 5082.21 2.3800 8.00 0.0130 0.00 1.70 0.00 1.70 1469
PIPE-123 SSMH8 Structure - (94) 258.91 5088.05 5082.64 2.0900 10.00 0.0150 0.96 2.51 0.41 1.55 1336
PIPE-127 SSMH14 SSMH10 198.00 5108.51 5101.00 3.7900 10.00 0.0150 0.96 3.38 0.35 2.42 2085
PIPE-128 Structure - (96) SSMH14 45.00 5110.72 5108.41 5.1300 10.00 0.0150 0.97 3.93 0.32 2.96 2553
PIPE-129 SSMH10 SSMH8 253.00 5100.90 5093.70 2.8500 10.00 0.0150 0.96 2.93 0.38 1.97 1698
NP-1 SSMH-97A Structure - (96) 171.67 5123.68 5110.91 7.4400 8.00 0.0130 0.24 3.01 0.18 2.77 2390
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
03 Buildout modified existing pipes.xlsx 3/4
J8Cell:
Dan White:Note:
Pipe 10 receives 1.03 CFS at buildout and can only pass the 0.68 CFS shown here.  Pipe 10  is surcharging under buildout ERUs and must be up upsized to handle BO flows.  See 
Table 4.
H31Cell:
Dan White:Note:
Pipe 36 needs to be upsized to 10" to carry existing flows at less than the established 75% flow capacity.  10" is not sufficient for buildout flows as flow depth at the buildout 
number of ERUs exceeds the 75% flow capacity. See improvements identified in Table 4.
J79Cell:
Dan White:Note:
Pipe 8: the existing 8" is over capacity at buildout flows. See Table 4 for required improvements.
J90Cell:
Dan White:Note:
Pipe 9 does not have the capacity to pass the flow coming to it from Pipe 8.  Pipe 9 is surcharged at the 0.94 cfs shown here.  Pipe 9 should be upgraded to handle BO flows 
and is corrected on Table 4.
J91Cell:
Dan White:Note:
Pipe 90 is restricted in this model run from "seeing" all the flows that should be coming to it, because of the restriction in Pipe 36.  The undersized pipes are all corrected in 
the next run, and required improvements are identified on Table 4.
J92Cell:
Dan White:Note:
Pipe 91 is restricted in this model run from "seeing" all the flows that should be coming to it, because of the restrictions in Pipes 9 and 36.  The undersized pipes are all 
corrected in the next run, and required improvements are identified on Table 4.
J93Cell:
Dan White:Note:
Pipe 92 is restricted in this model run from "seeing" all the flows that should be coming to it, because of the restriction in Pipe 36.  The undersized pipes are all corrected in 
the next run, and required improvements are identified on Table 4.
A100Cell:
Dan White:Note:
Pipes 123, 127, 128, 129, 97A were created in the model to represent Project 1.
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
03 Buildout modified existing pipes.xlsx 4/4
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 0.75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Pipe - (1) Structure - (2) Structure - (3) 315.66 5188.61 5173.74 4.7100 8.00 0.0130 0.57 2.40 0.32 1.83 1575
Pipe - (10) Structure - (11) Structure - (12) 208.64 5113.45 5112.88 0.2700 10.00 0.0130 1.03 1.04 0.74 0.01 9
Pipe - (100) Structure - (102) Structure - (103) 46.81 5171.21 5163.71 16.0200 8.00 0.0130 0.51 4.42 0.22 3.91 3371
Pipe - (101) Structure - (103) Structure - (104) 315.36 5154.97 5142.32 4.0100 8.00 0.0130 0.51 2.21 0.31 1.70 1467
Pipe - (102) Structure - (104) Structure - (105) 227.46 5142.32 5125.91 7.2100 8.00 0.0130 0.51 2.97 0.27 2.46 2117
Pipe - (103) Structure - (105) Structure - (36) 256.85 5125.91 5100.92 9.7300 8.00 0.0130 0.51 3.45 0.25 2.94 2530
Pipe - (18) Structure - (20) Structure - (21) 226.69 5133.48 5120.11 5.9000 8.00 0.0130 0.37 2.68 0.24 2.31 1994
Pipe - (19) Structure - (21) Structure - (9) 408.88 5120.11 5118.13 0.4800 8.00 0.0130 0.42 0.77 0.50 0.35 298
Pipe - (2) Structure - (3) Structure - (4) 201.49 5173.74 5165.54 4.0700 8.00 0.0130 0.57 2.23 0.33 1.66 1430
Pipe - (22) Structure - (24) Structure - (25) 237.53 5385.41 5356.94 11.9900 8.00 0.0130 0.00 3.83 0.00 3.83 3297
Pipe - (23) Structure - (25) Structure - (26) 212.78 5356.94 5324.91 15.0500 8.00 0.0130 0.00 4.29 0.00 4.29 3694
Pipe - (24) Structure - (26) Structure - (27) 339.92 5324.91 5288.09 10.8300 8.00 0.0130 0.12 3.64 0.12 3.52 3030
Pipe - (25) Structure - (27) Structure - (28) 174.20 5288.09 5271.82 9.3400 8.00 0.0130 0.21 3.38 0.16 3.17 2729
Pipe - (26) Structure - (28) Structure - (29) 446.81 5271.82 5236.43 7.9200 8.00 0.0130 0.21 3.11 0.17 2.90 2498
Pipe - (27) Structure - (29) Structure - (30) 193.84 5236.43 5225.01 5.8900 8.00 0.0130 0.21 2.68 0.18 2.47 2130
Pipe - (28) Structure - (30) Structure - (31) 343.12 5225.01 5197.31 8.0700 8.00 0.0130 0.21 3.14 0.17 2.93 2524
Pipe - (29) Structure - (31) Structure - (32) 189.59 5197.31 5187.22 5.3200 8.00 0.0130 0.21 2.55 0.19 2.34 2015
Pipe - (3) Structure - (4) Structure - (5) 301.42 5165.54 5151.61 4.6200 8.00 0.0130 0.57 2.37 0.32 1.80 1555
Pipe - (30) Structure - (32) Structure - (33) 220.14 5187.22 5163.74 10.6700 8.00 0.0130 0.21 3.61 0.16 3.40 2929
Pipe - (31) Structure - (33) Structure - (34) 259.43 5163.74 5147.39 6.3000 8.00 0.0130 0.51 2.77 0.28 2.26 1950
Pipe - (32) Structure - (34) Structure - (35) 346.66 5147.39 5120.73 7.6900 8.00 0.0130 0.67 3.06 0.30 2.39 2063
Pipe - (33) Structure - (35) Structure - (36) 374.27 5120.73 5100.92 5.2900 8.00 0.0130 0.67 2.54 0.33 1.87 1612
Pipe - (34) Structure - (36) Structure - (37) 386.25 5100.92 5091.61 2.4100 8.00 0.0130 1.19 1.72 0.58 0.53 453
Pipe - (35) Structure - (37) Structure - (38) 203.94 5091.61 5083.20 4.1200 8.00 0.0130 1.19 2.24 0.49 1.05 907
Pipe - (36) Structure - (38) Structure - (39) 267.45 5083.20 5082.21 0.3700 12.00 0.0130 1.39 1.98 0.58 0.59 510
Pipe - (37) Structure - (40) Structure - (41) 251.41 5414.09 5384.20 11.8900 8.00 0.0130 0.17 3.81 0.14 3.64 3136
Pipe - (38) Structure - (41) Structure - (42) 226.84 5384.20 5363.03 9.3300 8.00 0.0130 0.17 3.37 0.14 3.20 2762
Pipe - (39) Structure - (42) Structure - (43) 272.87 5363.03 5328.06 12.8200 8.00 0.0130 0.17 3.96 0.13 3.79 3262
Pipe - (4) Structure - (5) Structure - (6) 205.89 5151.61 5145.60 2.9200 8.00 0.0130 0.57 1.89 0.36 1.32 1136
Pipe - (40) Structure - (43) Structure - (44) 167.40 5328.06 5307.72 12.1500 8.00 0.0130 0.17 3.85 0.14 3.68 3172
Pipe - (41) Structure - (44) Structure - (45) 215.57 5307.72 5278.76 13.4300 8.00 0.0130 0.17 4.05 0.13 3.88 3343
Pipe - (42) Structure - (45) Structure - (46) 317.78 5278.76 5253.08 8.0800 8.00 0.0130 0.17 3.14 0.15 2.97 2560
Pipe - (43) Structure - (46) Structure - (47) 160.91 5253.08 5250.39 1.6700 8.00 0.0130 0.17 1.43 0.22 1.26 1084
Pipe - (44) Structure - (47) Structure - (48) 199.78 5250.39 5225.19 12.6100 8.00 0.0130 0.17 3.92 0.13 3.75 3234
Pipe - (45) Structure - (48) Structure - (49) 352.90 5225.19 5195.91 8.3000 8.00 0.0130 0.17 3.18 0.15 3.01 2596
Excess
Capacity
(cfs)
Equivalent
ERU
Table 4 - Buildout ERUs with Improvements needed for Buildout Model Results
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
04 Buildout updated pipes.xlsx 1/3
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 0.75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Excess
Capacity
(cfs)
Equivalent
ERU
Table 4 - Buildout ERUs with Improvements needed for Buildout Model Results
Pipe - (46) Structure - (49) Structure - (50) 154.05 5195.91 5192.88 1.9700 8.00 0.0130 0.17 1.55 0.21 1.38 1190
Pipe - (47) Structure - (50) Structure - (51) 403.04 5192.88 5190.88 0.5000 8.00 0.0130 0.48 0.78 0.52 0.30 260
Pipe - (48) Structure - (51) Structure - (52) 301.21 5190.88 5189.33 0.5100 8.00 0.0130 0.47 0.79 0.52 0.32 275
Pipe - (49) Structure - (52) Structure - (53) 369.74 5189.33 5187.54 0.4800 8.00 0.0130 0.47 0.77 0.53 0.30 255
Pipe - (5) Structure - (6) Structure - (7) 197.89 5145.60 5136.46 4.6200 8.00 0.0130 0.57 2.37 0.32 1.80 1555
Pipe - (50) Structure - (53) Structure - (54) 364.85 5187.54 5185.83 0.4700 8.00 0.0130 0.47 0.76 0.54 0.29 248
Pipe - (51) Structure - (54) Structure - (55) 171.15 5185.83 5185.15 0.4000 8.00 0.0130 0.46 0.70 0.56 0.24 206
Pipe - (52) Structure - (55) Structure - (56) 394.33 5185.15 5183.72 0.3600 8.00 0.0130 0.46 0.66 0.58 0.20 175
Pipe - (53) Structure - (56) Structure - (57) 148.03 5183.72 5182.97 0.5100 8.00 0.0130 0.51 0.79 0.56 0.28 240
Pipe - (54) Structure - (57) Structure - (102) 125.31 5182.97 5171.77 8.9400 8.00 0.0130 0.51 3.30 0.26 2.79 2407
Pipe - (55) Structure - (58) Structure - (59) 78.09 5353.65 5351.44 2.8300 8.00 0.0130 0.00 1.86 0.00 1.86 1602
Pipe - (56) Structure - (59) Structure - (60) 79.76 5351.44 5348.36 3.8600 8.00 0.0130 0.00 2.17 0.00 2.17 1871
Pipe - (57) Structure - (60) Structure - (61) 50.67 5348.36 5345.34 5.9600 8.00 0.0130 0.00 2.70 0.00 2.70 2324
Pipe - (58) Structure - (61) Structure - (62) 134.87 5345.34 5335.93 6.9800 8.00 0.0130 0.00 2.92 0.00 2.92 2515
Pipe - (59) Structure - (62) Structure - (63) 199.52 5335.93 5318.38 8.8000 8.00 0.0130 0.00 3.28 0.00 3.28 2824
Pipe - (6) Structure - (7) Structure - (8) 196.20 5136.46 5132.78 1.8800 8.00 0.0130 0.57 1.51 0.40 0.94 814
Pipe - (60) Structure - (63) Structure - (64) 102.43 5318.38 5310.20 7.9900 8.00 0.0130 0.00 3.12 0.00 3.12 2691
Pipe - (61) Structure - (64) Structure - (65) 113.82 5310.20 5305.60 4.0400 8.00 0.0130 0.20 2.22 0.19 2.02 1741
Pipe - (62) Structure - (65) Structure - (66) 359.27 5305.60 5289.81 4.4000 8.00 0.0130 0.20 2.32 0.19 2.12 1825
Pipe - (63) Structure - (66) Structure - (67) 75.66 5289.81 5285.25 6.0300 8.00 0.0130 0.20 2.71 0.18 2.51 2166
Pipe - (64) Structure - (67) Structure - (68) 161.58 5285.25 5276.06 5.6900 8.00 0.0130 0.20 2.64 0.18 2.44 2099
Pipe - (65) Structure - (68) Structure - (69) 282.17 5276.06 5259.23 5.9600 8.00 0.0130 0.20 2.70 0.18 2.50 2152
Pipe - (66) Structure - (69) Structure - (70) 246.38 5259.23 5245.93 5.4000 8.00 0.0130 0.20 2.57 0.18 2.37 2040
Pipe - (67) Structure - (70) Structure - (71) 27.43 5245.93 5243.26 9.7400 8.00 0.0130 0.20 3.45 0.16 3.25 2799
Pipe - (68) Structure - (71) Structure - (72) 230.76 5243.26 5232.46 4.6800 8.00 0.0130 0.20 2.39 0.19 2.19 1887
Pipe - (69) Structure - (72) Structure - (73) 121.35 5232.46 5229.86 2.1400 8.00 0.0130 0.20 1.62 0.23 1.42 1220
Pipe - (7) Structure - (8) Structure - (9) 415.38 5132.78 5118.13 3.5300 8.00 0.0130 0.57 2.08 0.34 1.51 1298
Pipe - (70) Structure - (73) Structure - (74) 195.39 5229.86 5227.92 0.9900 8.00 0.0130 0.25 1.10 0.31 0.85 732
Pipe - (71) Structure - (74) Structure - (75) 137.73 5227.92 5220.42 5.4500 8.00 0.0130 0.25 2.58 0.20 2.33 2007
Pipe - (72) Structure - (75) Structure - (76) 97.58 5220.42 5216.57 3.9500 8.00 0.0130 0.39 2.20 0.27 1.81 1556
Pipe - (73) Structure - (76) Structure - (77) 316.37 5216.57 5198.54 5.7000 8.00 0.0130 0.39 2.64 0.25 2.25 1937
Pipe - (74) Structure - (77) Structure - (2) 271.52 5198.54 5188.61 3.6600 8.00 0.0130 0.43 2.11 0.29 1.68 1451
Pipe - (75) Structure - (78) Structure - (79) 269.75 5168.38 5167.51 0.3200 10.00 0.0130 0.31 1.13 0.33 0.82 709
Pipe - (76) Structure - (79) Structure - (80) 227.13 5167.51 5158.75 3.8600 10.00 0.0130 0.31 3.94 0.18 3.63 3124
Pipe - (77) Structure - (80) Structure - (81) 266.01 5158.75 5142.32 6.1800 10.00 0.0130 0.30 4.98 0.16 4.68 4033
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
04 Buildout updated pipes.xlsx 2/3
Element From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Manning's Peak Design Max
ID Node Node Invert Invert Slope Diameter Roughness Flow Flow Flow Depth /
Elevation Elevation or Height 0.75% Total Depth
Capacity Ratio
(ft) (ft) (ft) (%) (inches) (cfs) (cfs)
Excess
Capacity
(cfs)
Equivalent
ERU
Table 4 - Buildout ERUs with Improvements needed for Buildout Model Results
Pipe - (78) Structure - (81) Structure - (82) 171.03 5142.32 5141.53 0.4600 10.00 0.0130 0.30 1.36 0.30 1.06 912
Pipe - (79) Structure - (82) Structure - (83) 272.69 5141.53 5140.84 0.2500 10.00 0.0130 0.30 1.00 0.35 0.70 605
Pipe - (8) Structure - (9) Structure - (10) 379.03 5118.13 5115.44 0.7100 10.00 0.0130 1.03 1.69 0.53 0.66 567
Pipe - (80) Structure - (83) Structure - (84) 398.23 5140.84 5139.85 0.2500 10.00 0.0130 0.30 1.00 0.36 0.70 605
Pipe - (81) Structure - (84) Structure - (85) 190.37 5139.85 5139.27 0.3000 10.00 0.0130 0.30 1.10 0.34 0.80 687
Pipe - (82) Structure - (85) Structure - (86) 317.93 5139.27 5138.63 0.2000 10.00 0.0130 0.30 0.90 0.38 0.60 513
Pipe - (83) Structure - (86) Structure - (87) 323.79 5138.63 5137.85 0.2400 10.00 0.0130 0.30 0.98 0.36 0.68 587
Pipe - (84) Structure - (87) Structure - (88) 402.79 5137.85 5136.84 0.2500 10.00 0.0130 0.30 1.00 0.35 0.70 605
Pipe - (85) Structure - (88) Structure - (89) 216.08 5136.84 5136.24 0.2800 10.00 0.0130 0.30 1.06 0.35 0.76 655
Pipe - (86) Structure - (89) Structure - (90) 168.63 5136.24 5135.57 0.4000 10.00 0.0130 0.37 1.27 0.35 0.90 773
Pipe - (87) Structure - (90) Structure - (91) 272.44 5135.57 5135.23 0.1200 10.00 0.0130 0.37 0.69 0.42 0.32 279
Pipe - (88) Structure - (91) Structure - (92) 268.23 5135.23 5134.27 0.3600 10.00 0.0130 0.37 1.20 0.36 0.83 717
Pipe - (89) Structure - (92) Structure - (20) 316.39 5134.27 5133.48 0.2500 10.00 0.0130 0.37 1.00 0.40 0.63 544
Pipe - (9) Structure - (10) Structure - (11) 382.52 5115.44 5113.45 0.5200 10.00 0.0130 1.03 1.44 0.59 0.41 357
Pipe - (90) Structure - (93) Structure - (94) 191.40 5081.69 5080.92 0.4000 12.00 0.0130 1.46 2.06 0.59 0.60 517
Pipe - (91) Structure - (94) Out-1Pipe - (91) 311.68 5080.62 5076.54 1.3100 12.00 0.0130 2.76 3.73 0.60 0.97 835
Pipe - (92) Structure - (39) Structure - (93) 129.91 5082.21 5081.69 0.4000 12.00 0.0130 1.45 2.06 0.59 0.61 526
Pipe - (93) Structure - (12) Structure - (96) 328.91 5112.88 5101.85 3.3500 10.00 0.0130 1.06 3.67 0.57 2.61 2246
Pipe - (95) Structure - (97) Structure - (98) 387.03 5110.26 5092.55 4.5800 8.00 0.0130 0.00 2.36 0.00 2.36 2038
Pipe - (96) Structure - (98) Structure - (99) 155.20 5092.55 5088.49 2.6200 8.00 0.0130 0.00 1.79 0.00 1.79 1541
Pipe - (97) Structure - (99) Structure - (100) 153.41 5088.49 5087.36 0.7400 8.00 0.0130 0.00 0.95 0.00 0.95 819
Pipe - (98) Structure - (100) Structure - (101) 79.59 5087.36 5085.05 2.9000 8.00 0.0130 0.00 1.88 0.00 1.88 1621
Pipe - (99) Structure - (101) Structure - (39) 119.36 5085.05 5082.21 2.3800 8.00 0.0130 0.00 1.70 0.00 1.70 1469
PIPE-123 SSMH8 Structure - (94) 258.91 5088.05 5082.64 2.0900 10.00 0.0150 1.30 2.51 0.49 1.21 1043
PIPE-127 SSMH14 SSMH10 198.00 5108.51 5101.00 3.7900 10.00 0.0150 1.30 3.38 0.41 2.08 1792
PIPE-128 Structure - (96) SSMH14 45.00 5110.72 5108.41 5.1300 10.00 0.0150 1.30 3.93 0.37 2.63 2268
PIPE-129 SSMH10 SSMH8 253.00 5100.90 5093.70 2.8500 10.00 0.0150 1.30 2.93 0.44 1.63 1405
NP-1 SSMH-97A Structure - (96) 171.67 5123.68 5110.91 7.4400 8.00 0.0130 0.24 3.01 0.18 2.77 2390
Pipe - (10) Must upsize from 8.00 to  10.00 to adequately serve buildout ERUs
Pipe - (36) Must upsize from 10.00 to  12.00 to adequately serve buildout ERUs Upsize from 8" to 10" needed for existing conditions
Pipe - (8) Must upsize from 8.00 to  10.00 to adequately serve buildout ERUs
Pipe - (9) Must upsize from 8.00 to  10.00 to adequately serve buildout ERUs
Pipe - (90) Must upsize from 10.00 to  12.00 to adequately serve buildout ERUs Upsize from 8" to 10" needed for existing conditions
Pipe - (91) Must upsize from 10.00 to  12.00 to adequately serve buildout ERUs Upsize from 8" to 10" needed for existing conditions
Pipe - (92) Must upsize from 10.00 to  12.00 to adequately serve buildout ERUs Upsize from 8" to 10" needed for existing conditions
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\
04 Buildout updated pipes.xlsx 3/3
ITEM DESCRITPTION QUANTITY UNITS UNIT PRICE TOTAL
1 INSTALL NEW 8" DR 18 C900 PVC PIPE (Pipe 1A)171 LF $110.00 $18,810.00
2 INSTALL NEW 10" DR 18 C900 PVC PIPE (Pipes 1B)780 LF $130.00 $101,400.00
3 INSTALL NEW 12" DR 18 C900 PVC PIPE (Pipe 91 on
Map SM2, Pipe 1C on Map CP1)276 LF $150.00 $41,400.00
4 MANHOLE 8 EA $7,500.00 $60,000.00
5 BY PASS PUMPING 1 LS $10,000.00 $10,000.00
6 ABANDON EXISTING 8"322 LF $20.00 $6,440.00
7 CONNECT TO EXISTING MANHOLE 3 EA $1,500.00 $4,500.00
8 ROAD BASE 160 TON $25.00 $4,002.00
9 ASPHALT TRENCH PATCH 411 TON $170.00 $69,806.25
10 2" MINUS GRANULAR BACKFILL 640 TON $25.00 $16,008.00
11 Pipe Zone Back Fill 636 TON $22.00 $13,992.00
12 Traffic control 1 LS $20,000.00 $20,000.00
SUB TOTAL $246,148.25
12% ENGINEERING $29,537.79
20% CONTINGENCY $49,229.65
TOTAL ESTIMATED PROJECT COST $324,915.69
ITEM DESCRITPTION QUANTITY UNITS UNIT PRICE TOTAL
2
Pipes 1B - PIPE COST DIFFERENCE BETWEEN 8"
NEEDED AT PRESENT TO REPLACE THE 8" CAPACITY
THROUGH THE VILLAGES AND 10" NEEDED FOR
BUILDOUT: DR 18 C900 PVC PIPE
780 LF $32.50 $25,350.00
3
Pipe 1C - an upsize from 8" to 10" is needed at
present. 60% of capacity of 10" line is to remedy
existing deficiencies. 40% of 10" capacity is for future
connections, thus 40% of the cost of the 10" line
needed at present is impact fee eligible.
276 LF $52.00 $14,352.00
3
Pipe 1C - PIPE COST DIFFERENCE BETWEEN 10"
NEEDED FOR EXISTING CONDITIONS AND 12"
NEEDED FOR BUILDOUT
276 LF $37.50 $10,350.00
4 MANHOLE 8 EA $3,750.00 $30,000.00
5 BY PASS PUMPING 1 LS $5,000.00 $5,000.00
6 ABANDON EXISTING 8"322 LF $10.00 $3,220.00
7 CONNECT TO EXISTING MANHOLE 3 EA $750.00 $2,250.00
8 ROAD BASE 160 TON $12.50 $2,001.00
9 ASPHALT TRENCH PATCH 411 TON $85.00 $34,903.13
10 2" MINUS GRANULAR BACKFILL 640 TON $12.50 $8,004.00
11 Pipe Zone Back Fill 636 TON $11.00 $6,996.00
12 Traffic control 1 LS $10,000.00 $10,000.00
SUB TOTAL $152,426.13
6% ENGINEERING $18,291.14
15% CONTINGENCY $22,863.92
IMPACT FEE ELIGIBLE PORTION OF PROJECT COST $193,581.18
WOLF CREEK WATER AND SEWER IMPROVEMENT DISTRICT
COST ESTIMATE
PROJECT 1
10" and 12" LINES IN WILLOW BROOK LANE and BYPASS THE
VILLAGES
IMPACT FEE ELIGIBLE PORTION (marginal cost of pipe plus 1/2 of other costs)
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\COST ESTIMATE-2021.xlsx\PROJECT 1 24
ITEM DESCRITPTION QUANTITY UNITS UNIT PRICE TOTAL
1 INSTALL NEW 12" DR 18 C900 PVC PIPE 322 LF $150.00 $48,300.00
2 BY PASS PUMPING 1 LS $10,000.00 $10,000.00
3 ABANDON EXISTING 8"322 LF $20.00 $6,440.00
4 CONNECT TO EXISTING MANHOLE 2 EA $3,000.00 $6,000.00
5 Pipe Zone Back Fill 187 TON $22.00 $4,114.00
6 2" MINUS GRANULAR BACKFILL 934 TON $25.00 $23,350.00
SUB TOTAL $98,204.00
12% ENGINEERING $11,784.48
20% CONTINGENCY $19,640.80
TOTAL ESTIMATED PROJECT COST $129,629.28
ITEM DESCRITPTION QUANTITY UNITS UNIT PRICE TOTAL
3
An upsize from 8" to 10" is needed at present.
60% of capacity of 10" line is to remedy existing
deficiencies. 40% of 10" capacity is for future
connections, thus 40% of the cost of the 10" line
needed at present is impact fee eligible. See
Project 1 for 10" pipe cost estimate.
322 LF $52.00 $16,744.00
1
PIPE COST DIFFERENCE BETWEEN 10" NEEDED AT
PRESENT AND 12" NEEDED FOR BUILDOUT: DR 18
C900 SEWER PIPE
322 LF $37.50 $12,075.00
2 BY PASS PUMPING 1 LS $5,000.00 $5,000.00
3 ABANDON EXISTING 8"322 LF $10.00 $3,220.00
4 CONNECT TO EXISTING MANHOLE 2 EA $1,500.00 $3,000.00
5 Pipe Zone Back Fill 187 TON $11.00 $2,057.00
6 2" MINUS GRANULAR BACKFILL 934 TON $12.50 $11,675.00
SUB TOTAL $53,771.00
6% ENGINEERING $3,226.26
10% CONTINGENCY $5,377.10
IMPACT FEE ELIGIBLE PORTION OF PROJECT COST $62,374.36
IMPACT FEE ELIGIBLE PORTION (marginal cost of pipe plus 1/2 of other costs)
WOLF CREEK WATER AND SEWER IMPROVEMENT DISTRICT
COST ESTIMATE
PROJECT 2
UPSIZE PIPES 90 and 92 AT THE BOTTOM OF THE
VILLAGES
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\COST ESTIMATE-
2021.xlsx\PROJECT 2 24
ITEM DESCRITPTION QUANTITY UNITS UNIT PRICE TOTAL
1 INSTALL NEW 12" DR 18 C900 PVC PIPE 1204 LF $200.00 $240,800.00
2 5' DIAMETER MANHOLE 5 EA $8,000.00 $40,000.00
3 ABANDON EXISTING 8"1204 LF $20.00 $24,080.00
4 BY PASS PUMPING 1 LS $10,000.00 $10,000.00
5 CONNECT TO EXISTING MANHOLE 2 EA $3,000.00 $6,000.00
6 ASPHALT TRENCH PATCH 861 TON $170.00 $146,346.20
7 ROAD BASE 1514 TON $25.00 $37,850.00
8 Pipe Zone Back Fill 699 TON $22.00 $15,378.00
9 2" MINUS GRANULAR BACKFILL 7550 TON $25.00 $188,750.00
10 Traffic Control 1 LS $20,000.00 $20,000.00
SUB TOTAL $729,204.20
12% ENGINEERING $87,504.50
20% CONTINGENCY $145,840.84
TOTAL CONSTRUCTION COST $962,549.54
WOLF CREEK WATER AND SEWER IMPROVEMENT DISTRICT
COST ESTIMATE
PROJECT 3
12" LINE IN CREEK VIEW DRIVE AND WILLOW BROOK LANE
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\COST ESTIMATE-
2021.xlsx\PROJECT 3 24
ITEM DESCRITPTION QUANTITY UNITS UNIT PRICE TOTAL
1 INSTALL NEW 12" DR 18 C900 PVC PIPE 268 LF $150.00 $40,200.00
2 BY PASS PUMPING 1 LS $10,000.00 $10,000.00
3 ABANDON EXISTING 8"268 LF $20.00 $5,360.00
4 CONNECT TO EXISTING MANHOLE 2 EA $1,500.00 $3,000.00
5 ROAD BASE 41 TON $25.00 $1,025.00
6 ASPHALT TRENCH PATCH 32 TON $170.00 $5,440.00
7 24" STEEL CASING 66 LF $800.00 $52,800.00
8 2" MINUS GRANULAR BACKFILL 777 TON $25.00 $19,430.00
9 Pipe Zone Back Fill 195 TON $22.00 $4,290.00
10 Traffic control 1 LS $20,000.00 $20,000.00
SUB TOTAL $141,545.00
15% ENGINEERING $21,231.75
20% CONTINGENCY $28,309.00
TOTAL CONSTRUCTION COST $191,085.75
ITEM DESCRITPTION QUANTITY UNITS UNIT PRICE TOTAL
3
An upsize from 8" to 10" is needed at present.
60% of capacity of 10" line is to remedy existing
deficiencies. 40% of 10" capacity is for future
connections, thus 40% of the cost of the 10" line
needed at present is impact fee eligible. See
Project 1 for 10" pipe cost estimate.
268 LF $52.00 $13,936.00
3
PIPE COST DIFFERENCE BETWEEN 10" NEEDED AT
PRESENT AND 12" NEEDED FOR BUILDOUT: DR 18
C900 PVC PIPE
268 LF $37.50 $10,050.00
4 BY PASS PUMPING 1 LS $5,000.00 $5,000.00
5 ABANDON EXISTING 8" 268 LF $10.00 $2,680.00
6 CONNECT TO EXISTING MANHOLE 2 EA $750.00 $1,500.00
7 ROAD BASE 41 TON $12.50 $512.50
8 ASPHALT TRENCH PATCH 32 TON $85.00 $2,720.00
9 24" STEEL CASING 66 LF $400.00 $26,400.00
10 2" MINUS GRANULAR BACKFILL 777 TON $12.50 $9,715.00
11 Pipe Zone Back Fill 195 TON $11.00 $2,145.00
12 Traffic control 1 LS $10,000.00 $10,000.00
SUB TOTAL $84,658.50
6% ENGINEERING $10,159.02
15% CONTINGENCY $12,698.78
IMPACT FEE ELIGIBLE PORTION OF PROJECT COST $107,516.30
WOLF CREEK WATER AND SEWER IMPROVEMENT DISTRICT
COST ESTIMATE
PROJECT 4
UPSIZE PIPE (36) CROSSING WOLF CREEK DRIVE
IMPACT FEE ELIGIBLE PORTION (marginal cost of pipe plus 1/2 of other costs)
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\COST ESTIMATE-
2021.xlsx\PROJECT_4 24
Item # Items QTY Unit Unit Cost Total
1 Geotechnical 1 LS $82,500.00 $82,500.00
Site Preparation
2 Mobilization and Demobilization 1 LS $52,800.00 $52,800.00
3 Surveying 1 LS $19,800.00 $19,800.00
4 Clearing, Grubbing 51,600 SY $1.38 $70,950.00
5 Excavation and Preparation 182,040 CY $3.58 $650,793.00
6 Storm Water Pollution Prevention 1 LS $13,200.00 $13,200.00
Facility Construction
7 Pond Access Road 1,200 TON $19.80 $23,760.00
8 Pumping Facilities to pump into distribution system 1 LS $200,000.00 $200,000.00
9 Re-vegetation 1 LS $13,200.00 $13,200.00
10 Embankment (Structural Fill import) 34,392 CY $8.25 $283,734.00
11 10^-7 cm/s or better lining system 17,040 CY $16.50 $281,160.00
12 Protection Layer (Rounded Cobble 6"minus-12" deep) 11,312 CY $33.00 $373,307.73
13 Dam Face Riprap 4,525 CY $33.00 $149,323.09
14 Inlet / Outlet Control Structure 1 EA $66,000.00 $66,000.00
15 Outlet Piping and Appurtenances 1 LS $26,400.00 $26,400.00
16 12" Transmission Line 2,800 $106.70 $298,760.00
CONSTRUCTION SUBTOTAL $2,605,687.83
17 Engineering (12% of Construction Costs) 1 LS $312,682.54 $312,682.54
18 Contingencies (20% of Construction Costs) 1 LS $521,137.57 $521,137.57
$833,820.10
Pond Total $3,439,507.93
$/AC-FT $38,216.75
Wolf Creek Water and Sewer Improvement District
Preliminary Estimate of Probable Construction Cost, 90-AF Bridges Pond
Exploration
Engineering and Contingency
R:\2319 - Wolf Creek Water and Sewer\1901-Irr. Master Plan\DOCUMENTS\IFFP\Cost Estimates\IFFP 2019 - Storage Facilities - Estimates.xlsx 28
Item # Items QTY Unit Unit Cost Total
1 8" C-900 DR18 PVC waterline 7,934 LF $90.00 $714,060.00
2 8" Gate Valve 4 EA $2,500.00 $10,000.00
3 Saw Cut Asphalt (Length in oil) 4,830 LF $1.50 $7,245.00
3 4" Asphalt (avg 10'W) 1,208 TON $150.00 $181,200.00
4 Trench Backfill (avg 3'D x 5'W) 8,034 TON $19.50 $156,663.00
5 Base Course (avg 8"D x 10'W) 5,367 TON $20.00 $107,340.00
6 Sand Bedding (avg 2.25'D x 3.5'W) 4,218 TON $25.00 $105,450.00
7 300 GPM x 227' TDH duplex pumpstation 1 LS $200,000.00 $200,000.00
CONSTRUCTION SUBTOTAL $1,481,958.00
8 Engineering (12% of Construction Costs) 1 LS $177,834.96 $177,834.96
9 Contingencies (15% of Construction Costs) 1 LS $222,293.70 $222,293.70
$400,128.66
PROJECT TOTAL $1,882,086.66
90-AF Bridges Pond: $/AC-FT $20,912.07
Wolf Creek Water and Sewer Improvement District
Preliminary Estimate of Probable Construction Cost, Pump Station and Reuse Line
IDENTIFIED AS PROJECT NUMBER 5 IN SEWER IFFP
Engineering and Contingency
\\ge-server2.local.gardnerengineering\Land_desktop\2319 - Wolf Creek Water and Sewer\2103 - IFFP Updates\Sewer IFFP\Updated 2021\Reuse water line
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