HomeMy WebLinkAboutResolution No. 2026-037
WATER MASTER PLAN UPDATE
Prepared for:
City of The Colony
May 2026
Prepared by:
FREESE AND NICHOLS, INC.
12770 Merit Drive, Suite 900
Dallas, Texas 75251
214-217-2200
WATER MASTER PLAN UPDATE
Prepared for:
City of The Colony
Prepared by:
FREESE AND NICHOLS, INC.
12770 Merit Drive, Suite 900
Dallas, Texas 75251
214-217-2200
FNI Project Number: COY25178
DRAFT
THIS DOCUMENT IS RELEASED
FOR THE PURPOSE OF INTERIM
REVIEW UNDER THE AUTHORITY
OF CULLEN CARLSON, P.E., TEXAS
NO. 111316 ON May 21, 2026. IT
IS NOT TO BE USED FOR
CONSTRUCTION, BIDDING OR
PERMIT PURPOSES.
FREESE AND NICHOLS, INC.
TEXAS REGISTERED ENGINEERING
FIRM F- 2144
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i
TABLE OF CONTENTS
EXECUTIVE SUMMARY ................................................................................................................... ES-1
1.0 INTRODUCTION ....................................................................................................................... 1-1
1.1 Scope of Work ..................................................................................................................................... 1-1
1.2 List of Abbreviations ........................................................................................................................ 1-2
2.0 POPULATION AND LAND USE ............................................................................................. 2-1
2.1 Service Area ......................................................................................................................................... 2-1
2.2 Land Use ............................................................................................................................................... 2-3
2.3 Historical Population ....................................................................................................................... 2-5
2.4 Population Projections .................................................................................................................... 2-5
3.0 WATER DEMAND PROJECTIONS ........................................................................................ 3-1
3.1 Historical Water Demands ............................................................................................................ 3-1
3.2 Water Demand Projections ........................................................................................................... 3-3
4.0 EXISTING SYSTEM AND MODEL BUILD ........................................................................... 4-1
4.1 Existing Water System .................................................................................................................... 4-1
4.2 Pressure Testing ................................................................................................................................ 4-8
4.3 Water Model Update and Calibration ..................................................................................... 4-10
4.3.1 Physical Network .................................................................................................................. 4-10
4.3.2 Demand Allocation ............................................................................................................... 4-11
4.3.3 Extended Period Simulation Model Calibration ........................................................ 4-13
5.0 SYSTEM ANALYSES ................................................................................................................. 5-1
5.1 Design Criteria .................................................................................................................................... 5-1
5.2 Exsiting System Supply, Storage, and Pumping Analysis .................................................. 5-2
5.2.1 Existing Water Supply Capacity ......................................................................................... 5-2
5.2.2 Existing Storage Capacity Analysis.................................................................................... 5-3
5.2.3 Existing Pumping Capacity ................................................................................................... 5-4
5.3 Alternative 1 Future System Supply, Storage, and Pumping Analysis.......................... 5-4
5.3.1 Future Supply Capacity .......................................................................................................... 5-5
5.3.2 Future Storage Capacity ........................................................................................................ 5-7
5.3.3 Future Pumping Capacity .................................................................................................. 5-10
5.4 Alternative 2 and 3 Future System Supply, Storage, and Pumping Analysis .......... 5-13
5.4.1 Future Supply Capacity ....................................................................................................... 5-13
5.4.2 Future Storage Capacity ..................................................................................................... 5-13
5.4.3 Future Pumping Capacity .................................................................................................. 5-17
5.5 Hydraulic Modeling Analysis ..................................................................................................... 5-20
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5.5.1 Existing System Analysis .................................................................................................... 5-20
5.5.2 Alternative 1 Future System Analysis ........................................................................... 5-26
6.0 WATER SYSTEM CAPITAL IMPROVEMENT PLAN ........................................................ 6-1
6.1 Alternative 1 CIP ................................................................................................................................ 6-2
6.2 Alternative 2 CIP ................................................................................................................................ 6-4
6.3 Alternative 3 CIP ................................................................................................................................ 6-6
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LIST OF FIGURES
Figure 2-1: Water Service Area .................................................................................................................. 2-2
Figure 2-2: Future Land Use ....................................................................................................................... 2-4
Figure 2-3: Population and Employment by Pressure Plane ..................................................................... 2-7
Figure 4-1: Existing Water System Map ..................................................................................................... 4-4
Figure 4-2: Water Line Length by Diameter ............................................................................................... 4-5
Figure 4-3: Pressure Recorder Locations ................................................................................................... 4-9
Figure 4-4: The Colony InfoWater Pro Model Screenshot ....................................................................... 4-11
Figure 4-5: Geocoded Billing Meter Data ................................................................................................ 4-12
Figure 4-6: Total System Diurnal Demand Curve ..................................................................................... 4-13
Figure 4-7: The Colony Pressure Plane Pumping and Tank Elevation (June 30, 2025) ............................ 4-14
Figure 4-8: Tribute Pressure Plane Pumping and Tank Elevation (June 30, 2025) .................................. 4-15
Figure 4-9: Office Creek PS Pump On/Off Times During Calibration Period ............................................ 4-16
Figure 4-10: The Colony PP Calibration Results ....................................................................................... 4-17
Figure 4-11: Tribute PP Calibration Results ............................................................................................. 4-18
Figure 5-1: Alternative 1 TCEQ Supply Requirement ................................................................................. 5-6
Figure 5-2: Alt 1 TCEQ Required and FNI Recommended Elevated Storage (The Colony PP) ................... 5-8
Figure 5-3: Alt 1 TCEQ Required and FNI Recommended Elevated Storage (Tribute PP) ......................... 5-9
Figure 5-4: Alt 1 Pumping Recommendations (The Colony PP) ............................................................... 5-11
Figure 5-5: Alt 1 Pumping Recommendations (Tribute PP) ..................................................................... 5-12
Figure 5-6: Alt 2 and 3 TCEQ Required and FNI Recommended Elevated Storage (The Colony PP) ....... 5-15
Figure 5-7: Alt 2 and 3 TCEQ Required and FNI Recommended Elevated Storage (Southeast PP) ......... 5-16
Figure 5-8: Alt 2 and 3 Pumping Recommendations (The Colony PP) ..................................................... 5-18
Figure 5-9: Alt 2 and 3 Pumping Recommendations (Southern PP) ........................................................ 5-19
Figure 5-10: Existing System Maximum Day Minimum Pressures ........................................................... 5-21
Figure 5-11: Existing System Modeled Pumping and Tank Levels (The Colony PP) ................................. 5-22
Figure 5-12: Existing System Modeled Pumping and Tank Levels (Tribute PP) ....................................... 5-23
Figure 5-13: Existing System Maximum Day Fireflow Results ................................................................. 5-25
Figure 5-14: 2030 System Modeled Pumping and Tank Levels (The Colony Pressure Plane) ................. 5-27
Figure 5-15: 2030 System Modeled Pumping and Tank Levels (Tribute Pressure Plane) ....................... 5-28
Figure 5-16: 2030 Maximum Day Minimum Pressure ............................................................................. 5-29
Figure 5-17: 2030 Fire Flow Results ......................................................................................................... 5-30
Figure 5-18: 2035 System Modeled Pumping and Tank Levels (The Colony Pressure Plane) ................. 5-32
Figure 5-19: 2035 System Modeled Pumping and Tank Levels (Tribute Pressure Plane) ....................... 5-33
Figure 5-20: 2035 Minimum Pressure Results ......................................................................................... 5-34
Figure 5-21: 2035 Fire Flow Results ......................................................................................................... 5-35
Figure 5-22: Buildout Alt 1 System Modeled Pumping and Tank Levels (The Colony PP) ....................... 5-37
Figure 5-23: Buildout Alt 1 System Modeled Pumping and Tank Levels (Tribute PP) ............................. 5-38
Figure 5-24: Buildout Alt 1 Maximum Day Minimum Pressure Results ................................................... 5-39
Figure 5-25: Buildout Alt 1 Fire Flow Results ........................................................................................... 5-40
Figure 6-1: Alternative 1 Water System Capital Improvement Plan .......................................................... 6-3
Figure 6-2: Alternative 2 Water System Capital Improvement Plan .......................................................... 6-5
Figure 6-3: Alternative 3 CIP ...................................................................................................................... 6-8
Figure 6-4: Potential EST Locations .......................................................................................................... 6-10
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LIST OF TABLES
Table ES-1: Population Projections .......................................................................................................... ES-1
Table ES-2: Projected Water Demands .................................................................................................... ES-2
Table 1-1: List of Abbreviations ................................................................................................................. 1-2
Table 2-1: Employment Projections ........................................................................................................... 2-3
Table 2-2: Historical Population ................................................................................................................. 2-5
Table 2-3: Population Projections by Planning Period ............................................................................... 2-6
Table 3-1: Historical Usage ........................................................................................................................ 3-1
Table 3-2: Historical Water Usage ............................................................................................................. 3-2
Table 3-3: Water Demand Projections ....................................................................................................... 3-4
Table 3-4: Austin Ranch Water Demand Projections ................................................................................. 3-4
Table 4-1: Water Supply Summary ............................................................................................................ 4-1
Table 4-2: Existing System Groundwater Well Facilities ............................................................................ 4-3
Table 4-3: Summary of Pump Stations....................................................................................................... 4-6
Table 4-4: Existing System Ground Storage Tank Facilities ....................................................................... 4-7
Table 4-5: Existing Elevated Storage Tank Facilities .................................................................................. 4-7
Table 4-6: InfoWater Pro Model Existing System Statistics ..................................................................... 4-10
Table 5-1: Summary of Design Criteria ...................................................................................................... 5-2
Table 5-2: Existing TCEQ Water Supply Capacity Requirements ............................................................... 5-3
Table 5-3: Existing Elevated Storage TCEQ Requirements and FNI Recommendation .............................. 5-3
Table 5-4: TCEQ Pumping Requirement .................................................................................................... 5-4
Table 5-5: Existing Pumping Capacity TCEQ Requirements ....................................................................... 5-4
Table 5-6: Alt 1 Projected Water Service Area Water Supply Capacity Requirements ............................. 5-5
Table 5-7: Alt 1 Future Storage Capacity ................................................................................................... 5-7
Table 5-8: Alt 1 Buildout Ground Storage Recommendation .................................................................. 5-10
Table 5-9: Alt 1 Buildout TCEQ Total Storage Requirement .................................................................... 5-10
Table 5-10: Alt 1 Buildout Pumping Recommendation ........................................................................... 5-10
Table 5-11: Alt 2 and 3 Projected Water Service Area Water Supply Capacity Requirements ............... 5-13
Table 5-12: Alt 2 and 3 Future Storage Capacity ..................................................................................... 5-14
Table 5-13: Alt 2 and 3 Buildout Pumping Recommendation ................................................................. 5-17
Table 6-1: AACE Generic Cost Estimate Classification Matrix .................................................................... 6-2
Table 6-2: Alternative 1 Cost Summary ..................................................................................................... 6-2
Table 6-3: Alternative 2 Cost Summary ..................................................................................................... 6-4
Table 6-4: Alternative 3 Cost Summary ..................................................................................................... 6-7
APPENDICES
Appendix A: Pressure Recorder Data
Appendix B: Extended Period Simulation Calibration
Appendix C: Cost Estimates
Appendix D: Alternative 2 Hydraulic Model Analysis
Appendix E: Alternative 3 Hydraulic Model Analysis
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ES-1
EXECUTIVE SUMMARY
1.0 INTRODUCTION
The City of The Colony (City) is a growing community located in the Dallas-Fort Worth Metroplex. The City
provides water to a service area of approximately 10.5 square miles. The City’s overall population is
projected to grow more than 17,000 people before buildout conditions are reached. A growth of
approximately 5,000 people, is expected in the Austin Ranch area which is within city limits but is not
included in the City’s water service area. Water service is provided to portions of the Austin Ranch area
by the City of Plano. The City of The Colony’s water service area generally encompasses the city limits
excluding Austin Ranch, and represents the region in which the City maintains infrastructure and delivers
water to customers. The City’s water service area is expected to grow by approximately 13,000 people
before reaching Buildout conditions. Determining the infrastructure needed for the City to provide service
to the Austin Ranch area while accommodating growth in an efficient and cost-effective manner, is the
focus of this Water Master Plan Update. This report has been prepared to provide the City with a planning
tool to serve as a guide for 5-year, 10-year, and Buildout improvements to the water infrastructure.
2.0 POPULATION AND EMPLOYMENT
Population and land use are important elements in the analysis of water distribution systems. Water
demands depend on the residential population and commercial development served by the system and
determine the sizing and location of system infrastructure. A thorough analysis of historical and projected
populations, along with land use, provides the basis for projecting and allocating future water demands.
This Water Master Plan Update was prepared in conjunction with the City’s Wastewater Master Plan
Update to maintain unity with assumptions and methodology where possible. The spatial distribution of
the projected water demands in the system was determined from land use assumptions used concurrently
in the Wastewater Master Plan Update. The projected population for each planning period is shown in
Table ES-1.
Table ES-1: Population Projections
Year
POPULATION
The Colony
PP
Tribute
PP
Total Water Service
Population
(Colony PP + Tribute PP)
Austin Ranch
PP
Total Overall City
Population
(Colony PP+ Tribute
PP+ AR PP)
2025 39,300 5,400 44,700 3,800 48,500
2030 42,300 5,800 48,100 4,500 52,600
2035 45,600 6,100 51,700 5,100 56,800
Buildout 52,100 6,100 58,200 9,400 67,600
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3.0 DEMAND PROJECTIONS
Water demands were projected for 2025, 2030, 2035, and Buildout conditions. Historical water
production data was analyzed, and an overall average demand of 125 gpcd was determined for The Colony
PP. The overall average day demand for the Tribute PP was determined to be 166 gpcd. This overall gpcd
was used in conjunction with the population projections to calculate average day demands. Peaking
factors were then applied to the average day demand to determine the maximum day and peak hour
projected demand conditions. The peak hour demands represent the peak hour demand during the
maximum day demand condition. Table ES-2 presents the projected water demand for each planning year
for the water service area.
Table ES-2: Projected Water Demands
Year
Average Day Demand
(MGD)(1)
Maximum Day Demand
(MGD)(1)
Peak Hour Demand
(MGD)(1)
2025 5.8 12.0 23.3
2030 6.3 12.9 25.0
2035 6.7 13.7 26.7
Buildout 7.5 15.5 29.8
(1) Projected Water Demands do not include the Austin Ranch Pressure Plane, which is served by the City
of Plano.
4.0 EXISTING WATER SYSTEM AND MODEL BUILD
The City of The Colony’s water distribution system currently consists of a network of water lines, four
elevated storage tanks, seven ground storage tanks, five booster pumping stations, five groundwater
wells, and one automated control valve for filling the Tribute Ground Storage Tank. The service area is
divided into The Colony and Tribute pressure planes. The Austin Ranch pressure plane is within The
Colony’s city limits but is currently served by the City of Plano. The City primarily relies on wholesale water
suppliers to provide water to its residents supplemented by groundwater supply. Currently, the City
purchases treated surface water from Dallas Water Utilities (DWU) and the City of Plano. A hydraulic
model was updated as a tool in the evaluation of the City of The Colony’s water distribution system. The
model network was updated based on the City’s geographic information system (GIS) and design plans.
SCADA data was supplemented by temporary field pressure testing for the calibration of the model. The
calibration process involved adjusting system operation, pipeline roughness coefficient (Hazen-Williams
C-values), demand allocation, and peaking factors to match a known condition. The 24-hour period
occurring from 12:00 AM on June 30, 2025 to 12:00 AM on July 1, 2025 was selected for calibration. A
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ES-3
close correlation between modeled and observed values was achieved, creating a high degree of
confidence in the accuracy of the model.
5.0 SYSTEM ANALYSES
Hydraulic model analyses were conducted to identify deficiencies in the City of The Colony’s existing water
distribution system and to analyze the capacities of the system under projected future demand
conditions. Parameters used in evaluating the system through buildout conditions included meeting
projected demands, increasing system reliability, meeting required fire flows, and maintaining proper
residual pressures. Infrastructure for the City to serve the Austin Ranch area in buildout was included as
two alternative CIPs.
6.0 WATER SYSTEM CAPITAL IMPROVEMENTS PLAN
Three Capital Improvement Plan (CIP) alternatives were developed. Alternative 1 involves continued
service to Austin Ranch and the East 50 from the City of Plano through buildout, maintaining the existing
water service area. Alternative 2 involves bringing Austin Ranch and the East 50 into the water service
area and creating a new Southern PP and a new delivery point from DWU within the City of Carrollton.
Alternative 3 includes bringing Austin Ranch and the East 50 into the water service area and creating a
new Southern PP by adding a booster pump station at 121. While TCEQ does allow booster pump stations
without ground storage provided a minimum pressure of 35 psi is maintained throughout the system and
20 psi is maintained on the suction side, this configuration is discouraged by both TCEQ and FNI. Ground
storage provides a critical buffer during emergency conditions, and implementing a large pump station
without this buffer introduces additional operational risk to the City. Because of this, Alternative 3 is not
recommended as a viable option to serve Austin Ranch and the East 50.
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1-1
1.0 INTRODUCTION
The City of The Colony (City) is a growing community located in the Dallas-Fort Worth Metroplex. The City
provides water to a service area of approximately 10.5 square miles. The City’s overall population is
projected to grow more than 17,000 people before buildout conditions are reached. A growth of
approximately 5,000 people, is expected in the Austin Ranch area which is within city limits but is not
included in the City’s water service area. Water service is provided to portions of the Austin Ranch area
by the City of Plano. The City of The Colony’s water service area is defined in greater detail in Section 2-1,
but generally encompasses the city limits excluding Austin Ranch, and represents the region in which the
City maintains infrastructure and delivers water to customers. The City’s water service area is expected
to grow by approximately 13,000 people before reaching Buildout conditions. Determining the
infrastructure needed for the City to provide service to the Austin Ranch area while accommodating
growth in an efficient and cost-effective manner, is the focus of this Water Master Plan Update. This
report has been prepared to provide the City with a planning tool to serve as a guide for 5 -year, 10-year,
and Buildout improvements to the water infrastructure.
1.1 SCOPE OF WORK
Freese and Nichols, Inc. (FNI) was retained in 2025 by the City of The Colony to prepare a Water Master
Plan Update. The goals of the Water Master Plan Update were to evaluate the performance of the existing
water system and recommend a phased Capital Improvements Plan (CIP) through Buildout. The
recommended improvements will serve as a basis for the design, construction, and financing of facilities
required to meet The Colony’s water capacity needs. Additionally, the City’s Wastewater Master Plan has
been updated concurrently with this Water Master Plan which allowed syncing of key assumptions and
methodology, such as land use and population projections, between the two plans. The major elements
of the scope of this Water Master Plan Update project included:
• Data Collection and Water Model Update
• Land Use Update and Water Demand Projections
• Existing and Future Water System Analysis
• Water System Capital Improvements Plan and Report
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1.2 LIST OF ABBREVIATIONS
Table 1-1 provides a list of abbreviations used in this report.
Table 1-1: List of Abbreviations
Abbreviation Full Nomenclature
AACE Association for the Advancement of Cost Engineering
AD Average Day Demand
CCN Certificate of Convenience and Necessity
CIP Capital Improvements Plan
DWU Dallas Water Utilities
EPS Extended period analysis
EST Elevated Storage Tank
ETJ Extraterritorial Jurisdiction
ft/s feet per second
FNI Freese and Nichols, Inc.
GIS Geographic Information System
gpad gallons per acre per day
gpcd gallons per capita per day
gpm gallons per minute
GST Ground Storage Tank
HGL Hydraulic Grade Line
MD Maximum Day Demand
MG Million Gallons
MGD Million Gallons per Day
NCTCOG North Central Texas Council of Governments
OPCC Opinion of Probable Construction Cost
O&M Operation and Maintenance
PH Peak Hour Demand
PP Pressure Plane
PR Pressure Recorder
PRV Pressure Reducing Valve
PS Pump Station
psi pounds per square inch
SCADA Supervisory Control and Data Acquisition
TCEQ Texas Commission on Environmental Quality
TSZ Traffic Survey Zones
TWDB Texas Water Development Board
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2.0 POPULATION AND LAND USE
Population and land use are important elements in the analysis of water distribution systems. Water
demands depend on the residential population and commercial development served by the system and
determine the sizing and location of system infrastructure. A thorough analysis of historical and projected
populations, along with land use, provides the basis for projecting future water demands.
2.1 SERVICE AREA
The service area for the Colony’s water system includes an area of approximately 10.5 square miles
generally bounded by Lake Lewisville and the City of Lewisville to the west, the City of Frisco and the City
of Plano to the east, and the City of Carrollton to the south. The city is sub-divided into three different
pressure planes: Tribute PP, The Colony PP, and Austin Ranch PP. The Tribute PP encompasses the
Wynnwood Peninsula in the northern area of the city. The Colony PP is centrally located and encompasses
the majority of the city. Together, the Tribute PP and The Colony PP make up the water service area for
the City of the Colony. The Austin Ranch PP is located in the southern extents of the city limits along
Windhaven Parkway and east of the railroad tracks. Water service is currently provided to the Austin
Ranch PP by the City of Plano. The East 50 acres east of Grandscape and along Sam Rayburn Tollway and
Spring Creek Pkwy will also be served by the City of Plano. Figure 2-1 illustrates the City’s water service
area and depicts the City’s three pressure planes.
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2.2 LAND USE
A land use type was assigned to each parcel within the water service area to determine the density of
future population and employment growth throughout the City. Along with existing and future
Geographic Information System (GIS) land use data provided by the City, FNI utilized the NCTCOG
Demographic Forecast Traffic Analysis Zones (TAZs) to develop future land use. The future land use is
shown on Figure 2-2.
The future development data was used to calculate the intermediate and Buildout employment by water
pressure plane. Table 2-1 summarizes the employment by planning year for the water service area. In the
wastewater model, these land use assumptions were used to determine and allocate water demands in
the model. Demands were allocated to the model based on undeveloped areas within the overall water
service area. Specific parcels identified for future development were point loaded accordingly.
Table 2-1: Employment Projections
Year
The Colony
Employment
Tribute
Employment
Austin Ranch
Employment
Water Service
Area Total
City Wide
Total
2025 14,600 390 220 14,990 15,210
2030 15,400 390 235 15,790 16,025
2035 16,200 390 250 16,590 16,840
Buildout 19,300 410 325 19,710 20,035
(1) Total Water Service Area does not include the Austin Ranch area.
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Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_2-2)-Land_Use
Updated: Tuesday, May 12, 2026 3:54 PM
User Name: 03812
LEGEND
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
LAND USE
Low Density Residential
Medium Density Residential
Mixed Urban Development
Neighborhood Revitalization
Residential ETJ
Urban Corridor
Government
Main Street/Lake Access/Viewshed
SH 121 Corridor Development
Public/Semi Public
Parks
Vacant
FIGURE 2-2
CITY OF THE COLONY
LAND USE
Water Master Plan Update
City of The Colony
2-5
2.3 HISTORICAL POPULATION
The North Central Texas Council of Governments (NCTCOG) is an association of local governments in the
Dallas-Fort Worth metroplex established to aid with planning needs and coordination for the region. A
major component of the planning assistance NCTCOG provides is population estimates and projections
for local municipalities. Table 2-1 shows the historical NCTCOG population estimates for the City of The
Colony for each year from 2015 through 2025. According to NCTCOG population data, the 2025 population
of the City of The Colony was 47,308. Over the last ten years, the City of The Colony experienced an
average yearly population growth rate of 1.9%, resulting in a total increase of approximately 7,500 people
since 2015.
Table 2-2: Historical Population
Year Population(1) Population Growth Growth Rates
2015 39,310 580 1.50%
2016 39,810 500 1.27%
2017 41,160 1,350 3.39%
2018 42,090 930 2.26%
2019 44,370 2,280 5.42%
2020 44,534 164 0.37%
2021 45,520 986 2.21%
2022 45,900 380 0.83%
2023 46,380 480 1.05%
2024 46,787 407 0.88%
Average - - 1.9%
Maximum - - 5.4%
(1) Based on NCTCOG estimates. NCTCOG population values represent the entire city population,
including the Austin Ranch area.
2.4 POPULATION PROJECTIONS
Population projections were developed concurrently with the City’s Wastewater Master Plan Update to
maintain uniformity between the two plans. Population projections were developed using information
from several data sources including:
• The Colony 2023 Comprehensive Plan
• Land Use
• NCTCOG 2050 Demographic Forecast
Water Master Plan Update
City of The Colony
2-6
• TWDB Region C Water Plan
The 2026 Region C Water Plan projects that the City will reach an overall buildout population of 67,600
people by 2050. For the initial 5-year planning period, FNI assumed a population growth rate of 1.6%.
Population growth is expected to decrease to 1.5% annually between 2030 and 2035. Much of the growth
during the five and 10-year planning periods is expected along the Highway 121 corridor, and in the Austin
Ranch area. Population growth is expected to further decrease to 1% annually from 2035 to Buildout.
Detailed population spatial allocation was broken down by pressure plane and determined based on land
use information and NCTCOG TAZs.
Table 2-3 presents a breakdown of the population projections by planning period for each of the
pressure planes. Figure 2-3 shows population and employment distribution by pressure plane for each
planning year.
Table 2-3: Population Projections by Planning Period
Year
POPULATION
The Colony
PP
Tribute
PP
Total Water Service
Population
(Colony PP + Tribute PP)
Austin Ranch
PP
Total Overall City
Population
(Colony PP+ Tribute
PP+ AR PP)
2025 39,300 5,400 44,700 3,800 48,500
2030 42,300 5,800 48,100 4,500 52,600
2035 45,600 6,100 51,700 5,100 56,800
Buildout 52,100 6,100 58,200 9,400 67,600
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Lake Lewisville DENTON CO.DENTON CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Employment
14,600
15,400
16,200
19,300
Employment
390
390
390
410
Employment
220
235
250
325
Austin Ranch
The Colony
Tribute
Population
39,300
42,300
45,600
52,100
Population
5,400
5,800
6,100
6,100
Population
3,800
4,500
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Pressure Plane
Austin Ranch
The Colony
Tribute
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 2-3
CITY OF THE COLONY
EMPLOYMENT PROJECTION
BY PRESSURE PLANE
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Tuesday, May 12, 2026 3:55 PM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
Pressure Plane ID
2025 Employment (Total 15,210)
2030 Employment (Total 16,025)
2035 Employment (Total 16,840)
Buildout Employment (Total 20,035)
Water Master Plan Update
City of The Colony
3-1
3.0 WATER DEMAND PROJECTIONS
A water utility must be able to supply water at rates that fluctuate over time. Yearly, monthly, daily, and
hourly variations in water use occur, with higher use during dry years and in hot months. Also, water use
typically follows a diurnal pattern, being low at night and peaking in the early morning and evening. Flow
rates most important to the hydraulic design and operation of a pump station and distribution system are
average day (AD), maximum day (MD), and peak hour (PH) demands. Average day use is the total annual
water use divided by the number of days in the year. The average day demand rate is used as a basis for
estimating maximum day and peak hour demands. Maximum day demand is the maximum quantity of
water used on any one day of the year. Water supply facilities are typically designed based on the
maximum day demand. Peak hour use is the peak rate at which water is required during any one hour of
the year. Since minimum distribution pressures are usually experienced during peak hour, the sizes and
locations of distribution facilities are generally determined based on this condition.
3.1 HISTORICAL WATER DEMANDS
Reviewing historical water demands provides insight into selecting design criteria used to project future
water demands. Historical water production data was analyzed from 2020 through 2025. The City
provided daily water production data that was used in conjunction with NCTCOG population data to
calculate annual average day demand, maximum day to average day peaking factors, and per capita
consumption. Table 3-1 provides a breakdown of the historical water supply usage by source. Usage from
the City of Plano was not included in the data received for 2025. The City’s historical water usage is
summarized in Table 3-2.
Table 3-1: Historical Usage
Year
Average
Groundwater
Usage
(MGD)
Average
DWU Usage
(MGD)
Average
Plano Usage
(MGD)
Total
Average
Usage
(MGD)
%
Groundwater
Usage
% DWU
Usage
% Plano
Usage
2020 0.81 4.80 0.39 6.00 13% 80% 7%
2021 0.87 4.35 0.66 5.88 15% 74% 11%
2022 1.19 4.94 0.52 6.65 18% 74% 8%
2023 0.70 5.07 0.54 6.31 11% 80% 8%
2024 0.45 5.18 0.67 6.30 7% 82% 11%
2025 0.48 4.05 0.00 4.53 11% 89% 0%
Average 0.75 4.73 0.46 5.95 13% 80% 7%
Water Master Plan Update
City of The Colony
3-2
Table 3-2: Historical Water Usage
Year Population
The Colony
PP Average
Day
Demand
(MGD)
Tribute PP
Average
Day
Demand
(MGD)
Austin
Ranch PP
Average
Day
Demand
(MGD)
Total
Average
Day
Demand
(MGD)
Average
Day
Demand
Per Capita
(gpcd)
The Colony
PP
Maximum
Day
Demand
(MGD)
Tribute PP
Maximum
Day
Demand
(MGD)
Austin
Ranch PP
Maximum
Day
Demand
(MGD)
Total
Maximum
Day
Demand
(MGD)
Maximum
Day to
Average
Day
Peaking
Factor
2020 44,534 4.18 0.80 0.39 5.37 121 6.73 1.63 0.85 9.21 1.71
2021 45,520 3.83 0.63 0.66 5.11 112 5.34 1.41 1.42 8.17 1.60
2022 45,900 4.55 0.91 0.52 5.99 130 8.87 2.25 0.92 12.03 2.01
2023 46,380 4.73 0.91 0.54 6.17 133 7.96 2.03 1.15 11.15 1.81
2024 46,787 4.44 0.90 0.67 6.00 128 7.32 1.98 1.25 10.55 1.76
Average 4.35 0.83 0.55 5.73 125 7.24 1.86 1.12 10.22 1.78
Maximum 4.73 0.91 0.67 6.17 133 8.87 2.25 1.42 12.03 2.01
Water Master Plan Update
City of The Colony
3-3
3.2 WATER DEMAND PROJECTIONS
Water demands were projected for 2025, 2030, 2035, and Buildout conditions. The evaluation of historical
data provided a basis for determining the design criteria used to project water demands for The Colony
and Tribute service areas.
Historical water usage data indicated the maximum day to average day peaking factor ranged from 1.60
to 2.01 over the last five years, with an average value of 1.87. A peaking factor of 2.0 was selected for
future year demands in the City. The City’s overall historical average day demand ranged from 11 2 gpcd
to 133 gpcd, with an average value of 125 gpcd. The average demand of 125 gpcd was selected for future
year projections for The Colony and Austin Ranch pressure planes. A peak hour to maximum day peaking
factor of 1.8 was selected for The Colony and Austin Ranch pressures planes.
Usage data for the Tribute pressure plane was evaluated in the Tribute Groundwater Well Study in 2023
and compared to historical data. The average day per capita was determined to be 166 gpcd and is used
for future year projections for the Tribute pressure plane. A peaking factor of 2.4 and a maximum day to
peak hour peaking factor of 2.4 was selected for the Tribute pressure plane.
The design criteria and water demand projections for each pressure plane and the water service area are
shown in Table 3-3. Design criteria and water demand projections for the Austin Ranch pressure plane
are shown in Table 3-4 The base year represents existing conditions using the selected design criteria.
The base year demand does not necessarily reflect what actually occurred in 2025 but rather what could
have occurred based on historical trends. Water demand projections include Austin Ranch, though it is
assumed that Austin Ranch is served by the City of Plano until buildout, when it is shifted to The Colony.
Figure 3-2 illustrates the historical and projected water demand for the City of The Colony.
Water Master Plan Update
City of The Colony
3-4
Table 3-3: Water Demand Projections
Year Pressure
Plane Population Per Capita
(gpcd)
Average Day
Demand
(MGD)
MD:AD
PF
Maximum
Day Demand
(MGD)
PH:MD
PF
Peak Hour
Demand
(MGD)
2025
The Colony 39,300 125 4.9 2.0 9.8 1.8 17.7
Tribute 5,400 166 0.9 2.4 2.2 2.4 5.2
Serve Area
Total(1) 44,700 130 5.8 - 12.0 - 22.8
2030
The Colony 42,300 125 5.3 2.0 10.6 1.8 19.0
Tribute 5,800 166 1.0 2.4 2.3 2.4 5.5
Serve Area
Total(1) 48,100 130 6.3 - 12.9 - 24.6
2035
The Colony 45,200 125 5.7 2.0 11.3 1.8 20.3
Tribute 6,100 166 1.0 2.4 2.4 2.4 5.8
Serve Area
Total(1) 51,300 130 6.7 - 13.7 - 26.2
Buildout
The Colony 52,063 125 6.5 2.0 13.0 1.8 23.4
Tribute 6,120 166 1.0 2.4 2.4 2.4 5.9
Serve Area
Total(1) 58,183 129 7.5 - 15.5 - 29.3
(1) Projected Water Demands do not include the Austin Ranch Pressure Plane, which is served by the City of Plano.
Table 3-4: Austin Ranch Water Demand Projections
Year Pressure
Plane Population Per Capita
(gpcd)
Average Day
Demand
(MGD)
MD:AD
PF
Maximum
Day Demand
(MGD)
PH:MD
PF
Peak Hour
Demand
(MGD)
2025 Austin
Ranch 3,800 125 0.48 1.8 0.86 1.8 1.54
2030 Austin
Ranch 4,500 125 0.56 1.8 1.01 1.8 1.82
2035 Austin
Ranch 5,100 125 0.64 1.8 1.15 1.8 2.07
Buildout Austin
Ranch 9,417 125 1.18 1.8 2.12 1.8 3.81
Water Master Plan Update
City of The Colony
3-5
Figure 3-2: Historical and Projected Water Demands
Water Master Plan Update
City of The Colony
4-1
4.0 EXISTING SYSTEM AND MODEL BUILD
The purpose of this section is to document the development and calibration of the hydraulic water model.
4.1 EXISTING WATER SYSTEM
The City of The Colony’s water distribution system currently consists of a network of water lines, five
pump stations, four elevated storage tanks, seven ground storage tanks, five groundwater well sites, and
one automated control valve for filling the Tribute Ground Storage Tank. Figure 4-1 shows the existing
water distribution system for the City of The Colony.
Water Supply
The City of The Colony primarily relies on wholesale water suppliers to provide water to its residents.
Currently, the City purchases treated surface water from Dallas Water Utilities (DWU), and The City of
Plano. The existing maximum rate from DWU is 10.0 MGD (7,013 gpm) at the Office Creek Pump Station.
The City of Plano maximum supply rate is 4.0 MGD (2,778 gpm) to supply the Austin Ranch pressure plane.
Existing groundwater well capacity is approximately 9.3 MGD (6,465 gpm). Table 4-1 summarizes the
available water supply from each source. Groundwater wells are maintained to supplement supply and
buffer summer peak demands; groundwater wells are discussed in more detail in Groundwater Wells.
Table 4-1: Water Supply Summary
Source
Water Supply
(MGD) (gpm)
City GW Wells 9.3 6,465
DWU 10.0 7,013
City of Plano 4.0 2,778
Total 23.0 16,256
Pressure Planes
The distribution system is separated into two pressure planes (PPs): the Tribute PP and The Colony PP.
The Tribute PP encompasses the Wynnwood Peninsula in the northwestern portion of the service area.
The Colony PP generally encompasses the remainder of the City limits, excluding the Austin Ranch area.
The Austin Ranch area is currently served by the City of Plano and is separate from the Colony’s water
system.
Water Master Plan Update
City of The Colony
4-2
The Colony PP has a static hydraulic gradient of 735 feet, and ground elevations range from approximately
524 feet to 624 feet. The primary water supply to The Colony PP is through a 36” transmission main which
delivers water from DWU to the City’s Office Creek GST. From there, water is re-pumped out into the
distribution system. Additionally, five groundwater wells are used to supplement water supply within The
Colony PP. Each groundwater well pumps into an onsite GST(s), and from there the water is re-pumped
into the distribution system.
The Tribute PP is fed by a 24-inch transmission line which transfers water from the Colony PP along
Highway 423 (Main Street) to the Tribute GST. The Tribute Pump Station fills the Tribute EST which has an
overflow elevation of 698 feet, which sets the static hydraulic gradient. Ground elevations of the service
connections in the Tribute PP range from approximately 527 feet to 556 feet.
Groundwater Wells
The City of The Colony currently operates five groundwater wells. The groundwater is used to supplement
the purchased surface water. On average over the past five years, approximately 14% of the City’s water
supply to the Colony and Tribute PP’s has come from groundwater. The remaining 86% has been supplied
by DWU. Each of the groundwater facilities consist of a groundwater well, a ground storage tank(s), and
a pump station. At these facilities, the groundwater well fills the GST (the Office Creek GST is also filled
by the DWU wholesale supply line) that provides suction for the pump station to pump groundwater into
the distribution system. There is currently an under design well at the Tribute PS that will provide 2,200
gpm of groundwater supply and is expected to be in service in 2028. Table 4-2 provides a summary of the
groundwater well facilities.
Water Master Plan Update
City of The Colony
4-3
Table 4-2: Existing System Groundwater Well Facilities
Well Pump Station Address
Pressure
Plane
Ground Storage
Capacity
(Gallons)
Well
Capacity
(gpm)
Trinity Well #1 Clover Valley
PS #1
5033 Clover
Valley The Colony
400,000
175
Paluxy Well #2 Clover Valley
PS #1
5033 Clover
Valley The Colony 610
Trinity Well #2 Main and
Whitt PS #2 6908 Main St. The Colony 1,000,000 1,500
Trinity Well #3 North Colony
PS #3
5755 North
Colony Blvd. The Colony 1,000,000 2,000
Trinity Well #4 Office Creek
PS #4 4180 Main St. The Colony 6,000,000 2,180
TOTAL = 6,465
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm 24"12"18"14"20"16"30"12
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0 1,500 3,000
SCALE IN FEET
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_4-1)-Existing_W_System
Updated: Thursday, May 14, 2026 8:17 AM
User Name: 03812
PRESSURE PLANES
The Colony
Tribute
Austin Ranch
(Service from Plano)
LEGEND
Under Design/Construction
Groundwater Well
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 4-1
CITY OF THE COLONY
EXISTING WATER SYSYTEM
Water Master Plan Update
City of The Colony
4-5
Water Lines
The City of The Colony’s water model system consists of 201 miles of water lines, ranging in size from 1-
inch to 30-inches. Figure 4-2 illustrates the percentage of modeled water line length by diameter based
on information from the City’s Geographic Information System (GIS).
Figure 4-2: Water Line Length by Diameter
Pump Stations
The Office Creek Pump Station is supplied from DWU through a 36-inch supply line from the southwest.
The Office Creek Pump Station distributes water to the Colony Pressure Plane and has a total capacity of
24.5 MGD and a firm capacity of 15.8 MGD. The Clover Valley pump station has a total capacity of 3.3
MGD with a firm capacity of 1.4 MGD. The Main and Whitt site has two independent pump stations— one
which pumps from the 0.4 MG GST and the other which pumps from the 0.6 MG GST. The pump station
which draws from the 0.4 MG GST has a total capacity of 1.7 MGD with a firm capacity of 0.7 MGD. The
pump station which draws from the 0.6 MG GST has a total capacity of 4.0 MGD and a firm capacity of 2.0
MGD. North Colony Pump Station #3 has a total capacity of 6.0 MGD with a firm capacity of 3.0 MGD. The
Wynnwood Pump Station supplies the Tribute Pressure Plane and has a total capacity of 5.8 MGD and a
firm capacity of 4.3 MGD. Firm pumping capacity represents the pump station capacity with the largest
pump out of service. Table 4-3 provides a summary of the City’s pumping facilities in gallons per minute
(gpm) and million gallons per day (MGD).
Water Master Plan Update
City of The Colony
4-6
Table 4-3: Summary of Pump Stations
Pump Station Pump Number
Rated Capacity
(gpm)
Rated
Capacity
(MGD)
Clover Valley PS #1
1 500 0.72
2 500 0.72
3 1,300 1.87
Total Capacity 2,300 3.31
Firm Capacity 1,000 1.44
Main and Whitt PS #2
(0.4 MG GST Train)
1 700 1.01
2 500 0.72
Total Capacity 1,200 1.73
Firm Capacity 500 0.72
Main and Whitt PS #2
(0.6 MG GST Train)
1 1,400 2.02
2 1,400 2.02
Total Capacity 2,800 4.03
Firm Capacity 1,400 2.02
North Colony PS #3
1 2,100 3.02
2 2,100 3.02
Total Capacity 4,200 6.05
Firm Capacity 2,100 3.02
Office Creek PS #4
1 2,000 2.88
2 4,500 6.48
3 4,500 6.48
4 6,000 8.64
Total Capacity 17,000 24.48
Firm Capacity 11,000 15.84
Tribute PS
1 1,000 1.44
2 1,000 1.44
3 1,000 1.44
4 1,000 1.44
Total Capacity 4,000 5.76
Firm Capacity 3,000 4.32
Storage Facilities
The City currently utilizes seven ground storage tanks (GSTs) within the distribution system. Two 3.0
million gallon (MG) GSTs are located at the Office Creek Pump Station facility. The tanks are filled from
the DWU supply line and/or Trinity Well #4 and provide suction to the Office Creek Pump Station. One
0.4 MG GST is located at the Clover Valley Pump Station facility. The tank is filled by two groundwater
Water Master Plan Update
City of The Colony
4-7
wells, Trinity Well #1 and Paluxy Well #2, and provide suction to the Clover Valley Pump Station. The Main
and Whitt Pump Station facility has two GSTs: one 0.4 MG tank and one 0.6 MG tank. Both tanks are filled
with groundwater from Trinity Well #2 and provide suction to the on-site pump stations. A 1.0 MG GST is
filled by Trinity Well #3 and provides suction to Pump Station #3. The Tribute Pump Station facility has
one 1.0 MG GST which is filled from The Colony Pressure Plane through a 24” transmission main and
provides suction to the Tribute Pump Station.
Additionally, four ESTs are located throughout the distribution system. The Clover EST, Chesapeake EST,
and North Colony EST all serve The Colony Pressure Plane. The Tribute EST serves the Tribute Pressure
Plane. Table 4-4 presents a summary of the City’s existing ground storage tanks and Table 4-5 shows the
elevated storage facilities.
Table 4-4: Existing System Ground Storage Tank Facilities
Pressure Plane
Supplied Tank Name Capacity (MG)
Colony
Clover GST 0.4
Main and Whitt GST 0.4 0.6
North Colony GST 1.0
Office Creek GST 3.0 3.0
SubTotal 8.4
Tribute Tribute GST 1.0
SubTotal 1.0
Total Ground Storage 9.4
Table 4-5: Existing Elevated Storage Tank Facilities
Pressure Plane
Supplied Tank Name
Capacity
(MG)
Overflow
Elevation
(feet)
Colony
Clover EST #1 0.5 735
North Colony EST #2 0.5 735
Chesapeake EST #3 1.0 735
SubTotal 2.0
Tribute Tribute EST 1.0 698
SubTotal 1.0
Total Elevated Storage 3.0 -
Water Master Plan Update
City of The Colony
4-8
Control Valves
The City operates one automated control valve for filling the Tribute Ground Storage Tank. The valve
opens to allow water from the Colony PP to fill the Wynnwood/Tribute GST.
4.2 PRESSURE TESTING
To assist with model calibration and supplement available operational data, field pressure testing was
conducted June 4, 2025 – July 14, 2025. Twelve pressure recorders were installed throughout the
distribution system based on geographic coverage and areas of high and low elevations, with a higher
concentration of recorders in the Grandscape area. Locations of the pressure recorders are illustrated on
Figure 4-3. Minimum, maximum, and average pressures were recorded every five minutes at each
location. Pressure generally ranged from about 40 psi to 80 psi. Appendix A includes the pressure
recorder data from the field testing period.
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
PR #1
PR #2
PR #3
PR #9
PR #8
PR #7
PR #6
PR #5
PR #4
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SCALE IN FEET
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_4-3)-Pressure_Recorder_Locations
Updated: Thursday, May 14, 2026 8:18 AM
User Name: 03812
PRESSURE PLANES
The Colony
Tribute
Austin Ranch
(Service from Plano)
LEGEND
Pressure Recorder
Under Design/Construction
Groundwater Well
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 4-3
CITY OF THE COLONY
PRESSURE RECORDER LOCATIONS
Water Master Plan Update
City of The Colony
4-10
4.3 WATER MODEL UPDATE AND CALIBRATION
The hydraulic model is one of the most critical elements in the analysis of water distribution systems.
Field pressure testing was performed to assist with the calibration of the water system model. The
calibrated water system model was then used to conduct hydraulic analyses to identify deficiencies in the
City of The Colony’s existing water distribution system before analyzing projected future conditions.
4.3.1 Physical Network
The previous water model was converted from InfoWater to InfoWater Pro by Autodesk® and includes all
pipes in the distribution system. New pipes were imported into the model from the City’s updated GIS.
InfoWater Pro makes use of engineering equations and mathematical algorithms to determine the flows
and pressures that would occur in a distribution system under a specified set of conditions. In general, the
flow and hydraulic gradient patterns depend upon the magnitude of location of system supplies and
demands and on the characteristics of the water mains and other facilities in the distribution network
including pump stations, valves, and storage tanks. The head loss through each main is a function of the
flow rate and the pipeline diameter, length, and interior roughness. In general, links were given the prefix
“MP_” followed by a number ID. Links added to the model by FNI were given the prefix “FNIWL” followed
by an ID number. Initial Hazen-Williams roughness coefficients for new pipelines imported into the model
were assigned a C-value of 120. Existing C-values, ranging from 100-130, were maintained for pipes
already in the model from the previous model update. Existing C-values of over 130 were decreased to
130 to account for the age of pipes and for minor losses due to valves and turns in the pipes. Relevant
statistics for the existing water system InfoWater Pro model are summarized in Table 4-6. A screenshot
of City’s all-pipes hydraulic model in InfoWater Pro software is displayed on Figure 4-4.
Table 4-6: InfoWater Pro Model Existing System Statistics
Items Value
Number of Links 3062
Number of Nodes 2418
Number of Tanks 10
Number of Pumps 18
Pipeline Length (miles) 188.5
Range of Diameters 4 - 48
Range of Hazen-Williams C-values 100 - 130
Range of Node Elevations (feet) 532 - 623
Pressure Planes 2
Water Master Plan Update
City of The Colony
4-11
Figure 4-4: The Colony InfoWater Pro Model Screenshot
Model nodes in the distribution system were assigned an elevation based on the 2-foot ground contour
data. Elevations for facilities (tanks, pumps, and valves) were assigned using as-built drawings and
information from City staff. Multiple point pump curves were acquired from the previous hydraulic model
and added to the pumps at both pump stations. The Tribute pressure plane was modeled using a control
valve to regulate the filling of the GST and by closing the bypass piping to isolate the Tribute pressure
plane from the Colony pressure plane. The filling rate was based on SCADA data for the GST.
4.3.2 Demand Allocation
The distribution, or allocation, of water demands is a crucial step in developing a hydraulic model. The
spatial location and relative magnitude of demands significantly impact the hydraulics of a water
distribution system. In master planning, an accurate distribution of demands facilitates the development
of sound capital improvements. The City provided monthly water billing data for April 2024 to March 2025
that included the location of each meter and the associated water consumption by month. FNI used the
billing address to match each billing meter to a physical address. FNI matched 99% of the billing meter
addresses to locations throughout the City. Using a process called “geocoding”, which uses streets in the
GIS shapefiles to “match” locations of billing meter addresses, FNI spatially located demands throughout
the system. Based on location, the July 2024 usage was assigned to the closest node in the model. The
demands were then scaled to match the demand experienced during the calibration day. Figure 4-5
displays the allocation of the geocoded meters and consumption throughout the City.
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0 1,500 3,000
SCALE IN FEET
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_4-5)-Billing_Meters
Updated: Tuesday, May 12, 2026 4:00 PM
User Name: 03812
LEGEND
Consumption (Gallons per Day)
Less than 3,500
3,500 - 20,000
20,000 - 34,000
Greater than 34,000
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 4-5
CITY OF THE COLONY
BILLING METERS
Water Master Plan Update
City of The Colony
4-13
4.3.3 Extended Period Simulation Model Calibration
A model calibration was performed to verify that the hydraulic model accurately represents actual
distribution system operation. The calibration process involves adjusting system operation, pipe
roughness coefficients, demand allocation, and peaking factors to match a known condition. The 24-hour
period occurring from 12:00 AM on June 30, 2025 to 12:00 AM on July 1, 2025 was selected for calibration
because there were high demands, operations were apparently normal during this period, and all PRs
were active and recording non-zero data. This section provides a summary of the calibration process, the
adjustments made during the calibration, and the modeled results versus the actual SCADA recorded
values.
Diurnal Curves
The City provided SCADA data for the duration of the pressure testing period. The SCADA reports included
ground and elevated storage tank levels, discharge flow for system pump stations, pump on and off times,
and discharge pressures at the system pump stations. Flow and tank level data was utilized to calculate
an overall diurnal curve by examining water going into (supply) and out of (demand) the distribution
system. A diurnal curve was calculated for each pressure plane and applied to all demand nodes in the
model for the respective pressure plane. The normalized demand curve by pressure plane for June 30,
2025 is displayed on Figure 4-6.
Figure 4-6: Total System Diurnal Demand Curve
0.0
0.5
1.0
1.5
2.0
2.5
3.0
0 3 6 12 15 18 21 24Demand Mul plierTime
The Colony PP Tribute PP
Water Master Plan Update
City of The Colony
4-14
Calibration Controls and Adjustments
During the EPS calibration, adjustments were made to the model in order to match the known conditions
of June 30, 2025. In the calibration scenario, pump status was controlled based on time to match SCADA
data. In analysis scenarios, the model controls will reflect field operations with status changes based on
parameters such as tank levels, unless a certain item has a regularly specified time control (e.g. a pump is
on during a specific time every day). Figure 4-7 and Figure 4-8 summarize elevated storage tank levels
and pumping into each pressure plane during the calibration day.
Figure 4-7: The Colony Pressure Plane Pumping and Tank Elevation (June 30, 2025)
Water Master Plan Update
City of The Colony
4-15
Figure 4-8: Tribute Pressure Plane Pumping and Tank Elevation (June 30, 2025)
The pumping discharge flows provided by the City for each pump in the system allowed FNI to replicate
system operations by entering on/off times in the model. Pumps were assumed to be off at the start of
the calibration day unless specified to be turned on. Figure 4-9 shows an example of pump on and off
times at the Office Creek Pump Station in the hydraulic model.
Water Master Plan Update
City of The Colony
4-16
Figure 4-9: Office Creek PS Pump On/Off Times During Calibration Period
Modifications and Results
During the EPS calibration, adjustments were made to the model in order to match the known conditions
of June 30, 2025. The following sections summarize the EPS calibration adjustments.
A. Adjusted C-Factor Values
C-factor values were adjusted throughout the system to a maximum of 130 to match best
practices and account for aging infrastructure.
B. Minor Losses
Minor losses were added to the outlet pipes at the Tribute Pump Station to account for headloss
associated with smaller diameter piping, bends, and valving that is internal to the pump stations.
These minor loss adjustments were based on pump station record drawings and also a calibration
effort to simulate the flowrates that were provided in from SCADA.
Calibration Results
A summary of calibration results for the LPP and HPP are displayed on Figure 4-10 and Figure 4-11,
respectively. The graphs show modeled flows, pressures, and tank levels versus recorded data at pump
stations, and tanks. The modeled pressures are generally within three psi of recorder data, the tank levels
are generally within three feet of the recorded data, and the pump stations flows are generally within
0.25 MGD of the recorded data. The flow, pressure, and tank modeled results versus City recorded SCADA
Water Master Plan Update
City of The Colony
4-17
and pressure recorder data for the EPS calibration are summarized in the graphs included in Appendix B.
Figure 4-10: The Colony PP Calibration Results
Water Master Plan Update
City of The Colony
4-18
Figure 4-11: Tribute PP Calibration Results
The individual results of the EPS calibration are summarized on the graphs included in Appendix C. The
all-pipes hydraulic model is suitable for existing and future system analysis and CIP planning. An all-pipes
EPS model allows for more accurate analysis in the future including:
• Water quality
• Fire flow
• Development reviews
Water Master Plan Update
City of The Colony
5-1
5.0 SYSTEM ANALYSES
The purpose of this chapter is to document the pumping, storage, and supply analysis, and existing and
future hydraulic model analysis for the three CIP alternatives FNI developed. Alternative 1 involves
continued service to Austin Ranch and the East 50 from the City of Plano through buildout, maintaining
the existing water service area. Alternative 2 involves bringing Austin Ranch and the East 50 into the water
service area and creating a new Southern PP by establishing a new delivery point from DWU in the City of
Carrollton. Alternative 3 includes bringing Austin Ranch and the East 50 into the water service area and
creating a new Southern PP. This alternative includes the construction of a booster pump station at State
Highway 121 and Paige Road.
5.1 DESIGN CRITERIA
FNI developed and utilized design criteria to properly size and phase recommended improvements. These
criteria are typically more stringent than minimum TCEQ requirements and take into consideration
additional factors including operational flexibility, fire suppression, and energy efficiency.
FNI recommends a combination of pumping and elevated storage to meet peak hour demands with
service pumping responsible for meeting 125% of the maximum day demands and elevated storage
meeting the difference between peak hour demands and 125% of maximum day demands. The design
criteria used to analyze elevated storage tank capacity is the volume required to provide adequate
equalization storage for peak hour demands plus emergency storage for fire protection. It is typically
assumed that half of the elevated storage tank capacity is used to meet peak hourly demands in excess of
the maximum day rate (equalization volume), while the other half of the tank is used for fire protection
and emergency conditions (fire/emergency volume). For the recommended elevated storage calculation,
a fire flow requirement of 3,000 gpm for a 3-hour duration was selected. The design criteria used to
analyze ground storage tank capacity was the ability to supply 8 to 12 hours of maximum day demand.
TCEQ regulations state that under normal operating conditions, a minimum pressure of 35 psi must be
maintained at all times throughout the system. The exception to this rule is under emergency situations,
such as fire flow events, where the pressure is then permitted to drop to 20 psi until the emergency is
addressed.
A maximum water main velocity of approximately 6 feet per second (ft/s) and a maximum friction loss of
3 feet per 1,000 feet (ft/k-ft) of water main length are recommended for water transmission mains
Water Master Plan Update
City of The Colony
5-2
(diameter larger than 16 inches). A maximum water main velocity of approximately 6 ft/s and a maximum
friction loss of 7 ft/k-ft are recommended for water distribution mains (diameter 16 inches and smaller).
Table 5-1 presents a summary of the design criteria used in this hydraulic capacity analysis.
Table 5-1: Summary of Design Criteria
Element Criteria
Pumping 125% of maximum day demand
Elevated Storage Peak hourly demands in excess of the maximum day rate
and fireflow volume (3,000 gpm for 3 hours).
Ground Storage 8-12 hours of maximum day demand
Pressure (Residual) Greater than or equal to 35 psi
Pressure (Fire flow) Greater than or equal to 20 psi
Maximum Velocity 6 ft/s
Maximum Friction Loss
(diameter less than 16-inches) 7 ft/ 1,000 ft
Maximum Friction Loss
(diameter larger than 16-inches) 3 ft/ 1,000 ft
5.2 EXSITING SYSTEM SUPPLY, STORAGE, AND PUMPING ANALYSIS
This section summarizes the supply, storage, and pumping analysis. As a public water utility, the City of
The Colony must comply with the rules and regulations for public water systems set forth by TCEQ in
Chapter 290.
5.2.1 Existing Water Supply Capacity
As a public water utility, the City of The Colony must comply with the rules and regulations for public
water systems set forth by TCEQ in Chapter 290. The City is required to meet TCEQ water supply
requirements of having a firm transfer pumping capacity combined with a total groundwater pumping
capacity of 0.6 gpm per connection. Table 5-2 presents the TCEQ water supply requirements for the
existing water system.
Water Master Plan Update
City of The Colony
5-3
Table 5-2: Existing TCEQ Water Supply Capacity Requirements
Existing
Connections
Existing Water
Supply Capacity(1)
(MGD)
TCEQ Requirement
0.6 gpm/connection
(MGD)
Meets TCEQ
Requirement?
The Colony + Tribute 18,115 19.3 15.7 Yes
Austin Ranch 3,096 4.0 2.7 Yes
(1) Existing water supply capacity to the Colony and Tribute areas include 10.0 MGD from DWU, and 9.3 MGD
from groundwater. Existing water supply to the Austin Ranch area includes purchased water from the City of
Plano.
Based on the regulations, the City is currently in compliance with the minimum water supply capacity
requirement.
5.2.2 Existing Storage Capacity Analysis
The City is required to meet the TCEQ elevated storage capacity requirement of 100 gallons per
connection and the total storage capacity requirement of 200 gallons per connection. The number of
connections per pressure plane was used to calculate the TCEQ minimum required storage. TCEQ requires
over 3.7 million gallons (MG) of ground and elevated storage based on the requirement of 200 gallons per
connection. The City has over 12.4 MG of ground and elevated storage and is compliant with this
requirement.
A comparison of the City’s existing elevated storage by pressure plane with TCEQ requirements and FNI
recommended capacity is shown in Table 5-3. Based on TCEQ regulations, the City is compliant with the
elevated storage capacity requirements.
Table 5-3: Existing Elevated Storage TCEQ Requirements and FNI Recommendation
Pressure
Zone
Existing
Connections
Elevated Storage
(MG)
Meets TCEQ
Requirement?
Elevated
Storage per
Connection Existing Peak
Hour Demand
(MGD)
FNI
Design
Criteria(1) Existing Required (gallons/
connection)
The Colony 15,720 2.0 1.6 Yes 127 17.7 2.13
Tribute 2,395 1.0 0.2 Yes 418 4.9 0.95
Total 18,115 3.0 1.8 Yes 166 22.6 3.08
(1)Peaking volume plus fire volume. Peaking volume is the required volume to supply peak demand for 4 hours. Fire flow volume is
the required volume to supply 3,000 gpm for 3 hours.
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City of The Colony
5-4
5.2.3 Existing Pumping Capacity
In addition to storage and water supply requirements, the City is also required to meet the service
pumping capacity requirements presented in Table 5-4.
From, Table 5-3 The Colony has 163 gallons per connection of elevated storage; therefore, Condition 2
from Table 5-4 applies. Based on the City’s projected demands, Condition 2b is the lesser of Condition 2
and governs the City’s service pumping capacity, which requires that the City be able to meet peak hourly
demands through a combination of pumping and storage, and this aligns with the FNI design criteria. The
existing pumping capacity is shown in Table 5-5.
Table 5-4: TCEQ Pumping Requirement
Condition Pumping Capacity Requirement(1)
1. If providing at least 200
gallons per connection of
elevated storage
Two service pumps with a minimum combined capacity of 0.6 gpm
per connection at each pressure plane.
2. If providing less than 200
gallons per connection of
elevated storage
The lesser of (a) or (b):
(a) Total pumping capacity of 2.0 gpm per connection
(b) Total capacity of at least 1,000 gpm and the ability to meet peak
hourly demands with the largest pump out of service
(1)Capacity requirement from 30 TAC §290.45(b)(2)(F)
Table 5-5: Existing Pumping Capacity TCEQ Requirements
Pressure
Zone
Existing
Connections
Pumping (MGD)
Meets TCEQ
Requirement?
Pumping
per
Connection
Existing
Peak Hour
Demand
(MGD)
FNI
Design
Criteria(2)
Existing Firm
Capacity
Required Firm
Capacity(1)
The Colony 15,720 23.0 13.6 Yes 1.0 17.7 12.3
Tribute 2,395 4.3 2.1 Yes 1.3 4.7 2.7
(1)TCEQ required 0.6 gpm/connection
(2)Pumping design criteria is 125% of maximum day demand
Based on TCEQ regulations, the City is compliant with the pumping capacity requirements and meets FNI
recommended pumping capacity.
5.3 ALTERNATIVE 1 FUTURE SYSTEM SUPPLY, STORAGE, AND PUMPING ANALYSIS
This section details the supply, storage, and pumping analysis associated with CIP Alternative 1 which
includes continued service to Austin Ranch and the East 50 by the City of Plano through buildout.
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City of The Colony
5-5
5.3.1 Future Supply Capacity
Table 5-6 shows the City’s water supply capacity compared to TCEQ water supply requirements for future
planning periods. This information is presented graphically in Figure 5-1.
Table 5-6: Alt 1 Projected Water Service Area Water Supply Capacity Requirements
Year Number of
Connections(1)
TCEQ Requirement 0.6
gpm/connection
(MGD)
Water Supply Capacity
(MGD)
2030 19,365 16.7 19.3
2035 20,578 17.8 19.3
Buildout 23,780 20.6 22.2
(1) Water Service Area does not include the Austin Ranch PP.
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City of The Colony
5-6
Figure 5-1: Alternative 1 TCEQ Supply Requirement
Water Master Plan Update
City of The Colony
5-7
5.3.2 Future Storage Capacity
The City is required to meet the TCEQ total storage requirement of 200 gallons per connection and
elevated storage capacity requirement of 100 gallons per connection. Future connections were estimated
by applying the growth rate determined in Section 3.1 to the existing connections by pressure plane.
The TCEQ elevated storage requirements for each pressure plane, existing elevated storage capacities,
and the FNI elevated storage capacity recommendation through Buildout is shown on Figure 5-2 and
Figure 5-3 and in Table 5-7. One additional 1.0 MG EST is recommended in The Colony PP by 2030 to meet
TCEQ requirements and FNI recommendations. Total storage is evaluated system wide basis and the City’s
existing and planned storage is above the requirement through buildout.
If the City desires to delay the construction of an additional EST in the existing service area to allow time
for the infrastructure needed to serve Austin Ranch and the East 50 to be designed and built, an
Alternative Capacity Requirement (ACR) can be submitted to TCEQ to request a variance of the 100
gal/connection requirement.
Table 5-7: Alt 1 Future Storage Capacity
Year Connections
TCEQ
Required
Total
Storage 200
gal/con.
TCEQ
Required
Elevated
Storage 100
gal/con.
Peak
Demand(1)
Peak
Volume(2)
Fire
Volume(3)
Elevated
Storage
Design
Criteria(4)
Recommended
Elevated
Storage(5)
(MG) (MG) (MGD) (MG) (MG) (MG) (MG)
The Colony PP
2025 15,720 3.14 1.57 6.39 1.06 0.54 2.13 2.0
2030 16,920 3.38 1.69 6.87 1.15 0.54 2.29 3.0
2035 18,080 3.62 1.81 7.35 1.22 0.54 2.45 3.0
Build-Out 21,282 4.26 2.13 8.46 1.41 0.54 2.82 3.0
Tribute PP
2025 2,395 0.48 0.24 2.47 0.41 0.54 0.95 1.0
2030 2,445 0.49 0.24 2.66 0.44 0.54 0.98 1.0
2035 2,498 0.50 0.25 2.79 0.47 0.54 1.01 1.0
Build-Out 2,498 0.50 0.25 2.79 0.47 0.54 1.01 1.0
(1) Peak Demand = Peak Hour - (1.15) X Maximum Day.
(2) Peak Volume = Peak Demand for a duration of 4 hours.
(3) Fire Volume = 3,000 gpm X 3 hours.
(4) Greater of (2 X Peak Volume) or (Peak Volume + Fire Volume).
(5) Recommended storage capacities reflect existing system and phased improvements.
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City of The Colony
5-8
Figure 5-2: Alt 1 TCEQ Required and FNI Recommended Elevated Storage (The Colony PP)
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City of The Colony
5-9
Figure 5-3: Alt 1 TCEQ Required and FNI Recommended Elevated Storage (Tribute PP)
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City of The Colony
5-10
FNI recommended ground storage capacity is shown on Table 5-9. Based on existing and recommended
storage, the City is projected to meet the TCEQ total storage requirement.
Table 5-8: Alt 1 Buildout Ground Storage Recommendation
Pressure
Plane
Maximum
Day Demand
(MGD)
8 Hours of
Maximum
Day Demand
(MG)
10 Hours of
Maximum Day
Demand
(MG)
12 Hours of
Maximum
Day Demand
(MG)
Buildout CIP
Recommended
Ground Storage
(MG)
Hours of
Storage
Based on
Buildout CIP
The Colony 13.0 4.3 5.4 6.5 8.4 15.5
Tribute 2.4 0.8 1.0 1.2 1.0 9.8
Total 15.4 4.4 5.4 6.5 9.4 15.5
Table 5-9: Alt 1 Buildout TCEQ Total Storage Requirement
Pressure
Plane
Estimated Buildout
Connections
TCEQ Required 200
gal/connection
(MG)
Buildout CIP Recommended
Total Storage Capacity
(MG)
The Colony 21,282 4.3 10.4
Tribute 2,498 0.5 2.0
Total 23,780 4.8 12.4
5.3.3 Future Pumping Capacity
Table 5-10 along with Figure 5-4 and Figure 5-5 show existing pumping capacities compared to FNI
recommended pumping for the Colony PP and Tribute PP, respectively. Based on FNI’s design criteria that
firm pumping capacity be equal or greater than 125% of maximum day demand, the Colony and Tribute
PPs meet or exceed total recommended pumping capacity through Buildout. No pumping improvements
have been identified necessary to satisfy projected future conditions.
Since the City will not have 200 gallons per connection of elevated storage in the future, the TCEQ
requirement to meet peak hourly demands with the largest pump out of service is applicable. The
hydraulic model was utilized to confirm that projected peak hour demands can be met through buildout.
Table 5-10: Alt 1 Buildout Pumping Recommendation
Pressure
Plane
Projected
Connections
Pumping (MGD)
Meets TCEQ
Requirement?
Pumping
per
Connection
Buildout
Peak Hour
Demand
(MGD)
FNI Design
Criteria(1))
Proposed
Firm
Capacity
Required
Firm
Capacity
The Colony 21,282 23.0 18.4 Yes 0.8 23.4 16.3
Tribute 2,498 4.3 2.2 Yes 1.2 5.6 3.0
Total 23,780 27.3 20.5 Yes 0.8 29.0 19.3
(1) Pumping design criteria is 125% of maximum day demand
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City of The Colony
5-11
Figure 5-4: Alt 1 Pumping Recommendations (The Colony PP)
Water Master Plan Update
City of The Colony
5-12
Figure 5-5: Alt 1 Pumping Recommendations (Tribute PP)
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City of The Colony
5-13
5.4 ALTERNATIVE 2 AND 3 FUTURE SYSTEM SUPPLY, STORAGE, AND PUMPING
ANALYSIS
This section details the supply, storage, and pumping analysis associated with CIP Alternative 2 and 3
which includes bringing Austin Ranch and the East 50 to be served by The Colony and the construction of
a new Southern PP by buildout. Alternatives 2 and 3 have the same proposed The Southern PP and pump
station and elevated storage capacity recommendation. The Southern PP will be isolated along Highway
121 and is recommended to have an overflow elevation of 800 feet. The Tribute PP is unchanged in this
alternative. All pumping and storage analyses are the same as Alternative 1.
5.4.1 Future Supply Capacity
Table 5-11 shows the City’s water supply capacity compared to TCEQ water supply requirements for
future planning periods. This includes Austin Ranch being served by The Colony starting in Buildout.
Table 5-11: Alt 2 and 3 Projected Water Service Area Water Supply Capacity Requirements
Year
Number of
Connections
TCEQ Requirement 0.6
gpm/connection
(MGD)
Water Supply Capacity
(MGD)
2030 19,365 16.7 19.3
2035 20,578 17.8 19.3
Buildout 27,547(1) 23.8 26.2
(1) Water Service Area includes the Austin Ranch PP.
5.4.2 Future Storage Capacity
The City is required to meet the TCEQ total storage requirement of 200 gallons per connection and
elevated storage capacity requirement of 100 gallons per connection.. Future connections were estimated
by applying the growth rate determined in Section 3.1 to the existing connections by pressure plane.
The TCEQ elevated storage requirements for each pressure plane, existing elevated storage capacities,
and the FNI elevated storage capacity recommendation through Buildout is shown on Table 5-12 and
Figure 5-6 through Figure 5-7. One 1.5 MG EST is recommended when the Southern PP is created to meet
TCEQ requirements and FNI recommendations. Total storage is evaluated system wide basis and the City’s
existing and planned storage is above the requirement through buildout.
Water Master Plan Update
City of The Colony
5-14
Table 5-12: Alt 2 and 3 Future Storage Capacity
Year Connections
TCEQ
Required
Total
Storage 200
gal/con.
TCEQ
Required
Elevated
Storage 100
gal/con.
Peak
Demand(1)
Peak
Volume(2)
Fire
Volume(3)
Elevated
Storage
Design
Criteria(4)
Recommended
Elevated
Storage(5)
(MG) (MG) (MGD) (MG) (MG) (MG) (MG)
The Colony PP
2025 15,720 3.14 1.57 6.39 1.06 0.54 2.13 2.0
2030 16,920 3.38 1.69 6.87 1.15 0.54 2.29 2.0
2035 18,080 3.62 1.81 7.35 1.22 0.54 2.45 2.0
Build-Out 14,772 2.95 1.03 4.09 0.98 0.54 1.97 2.0
Tribute PP
2025 2,395 0.48 0.24 2.47 0.41 0.54 0.95 1.0
2030 2,445 0.49 0.24 2.66 0.44 0.54 0.98 1.0
2035 2,498 0.50 0.25 2.79 0.47 0.54 1.01 1.0
Build-Out 2,498 0.50 0.25 2.79 0.47 0.54 1.01 1.0
Southern PP
2025 - - - - - - - -
2030 - - - - - - - -
2035 - - - - - - - -
Build-Out 10,270 2.05 1.03 4.09 0.68 0.54 1.36 1.50
(1) Peak Demand = Peak Hour - (1.15) X Maximum Day.
(2) Peak Volume = Peak Demand for a duration of 4 hours.
(3) Fire Volume = 3,000 gpm X 3 hours.
(4) Greater of (2 X Peak Volume) or (Peak Volume + Fire Volume).
(5) Recommended storage capacities reflect existing system and phased improvements.
Water Master Plan Update
City of The Colony
5-15
Figure 5-6: Alt 2 and 3 TCEQ Required and FNI Recommended Elevated Storage (The Colony PP)
Water Master Plan Update
City of The Colony
5-16
Figure 5-7: Alt 2 and 3 TCEQ Required and FNI Recommended Elevated Storage (Southeast PP)
Water Master Plan Update
City of The Colony
5-17
5.4.3 Future Pumping Capacity
Table 5-13 along with Figure 5-8 through Figure 5-9 show existing pumping capacities compared to FNI
recommended pumping for the Colony PP, Tribute PP, and Southeast PP, respectively. Based on FNI’s
design criteria that firm pumping capacity be equal or greater than 125% of maximum day demand, the
Colony and Tribute PPs meet or exceed total recommended pumping capacity through Buildout. No
pumping improvements have been identified necessary to satisfy projected future conditions.
Since the City will not have 200 gallons per connection of elevated storage in the future, the TCEQ
requirement to meet peak hourly demands with the largest pump out of service is applicable. The
hydraulic model was utilized to confirm that projected peak hour demands can be met through buildout.
Table 5-13: Alt 2 and 3 Buildout Pumping Recommendation
Pressure Plane
Peak Hour
Demand
Maximum Day
Demand
FNI Recommended
Pumping Capacity
Firm Pumping
Capacity FNI Recommended
Criteria Satisfied? (MGD) (MGD) (MGD) (MGD)
The Colony
(reduced) 16.3 9.1 11.35 23.04 YES
Tribute 2.4 2.4 3.0 4.3 YES
Southern 11.3 6.3 7.86 8 YES
(1) Pumping design criteria is 125% of maximum day demand
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City of The Colony
5-18
Figure 5-8: Alt 2 and 3 Pumping Recommendations (The Colony PP)
Water Master Plan Update
City of The Colony
5-19
Figure 5-9: Alt 2 and 3 Pumping Recommendations (Southern PP)
Water Master Plan Update
City of The Colony
5-20
5.5 HYDRAULIC MODELING ANALYSIS
Hydraulic analyses were performed on the distribution system under maximum day demand conditions.
To identify existing system deficiencies and size ultimate infrastructure, 24-hour extended period
simulation (EPS) model runs were performed for maximum day demand conditions for the existing
system, 2030, 2035, and buildout scenarios. By examining the distribution system under these various
operating conditions, it is possible to determine where issues with pressures occur, if tanks are filling or
draining properly, and if the service pumping facilities are adequate to meet the required demand at
acceptable pressures.
A maximum day EPS model run evaluates the ability of the system to provide adequate supply to meet
demands while maintaining levels in storage facilities. During a maximum day EPS analysis, the peak hour
demand is also simulated through the use of diurnal patterns. Peak hour demand represents the single
hour of the year with the highest system demand. Peak hour simulations are used to assess the ability of
the distribution system to maintain minimum residual pressures. Lower demand periods throughout the
day are also simulated in EPS modeling to assess the system’s ability to replenish storage tanks.
5.5.1 Existing System Analysis
Color-coded pressure maps were prepared to illustrate the residual pressure calculated at model junctions
for the existing system EPS model run. The maps helped identify potential problem areas in the system
and were used as a tool to ensure that reasonable pressure ranges were maintained throughout the
system. Figure 5-10 shows the existing system minimum pressures under maximum day demands without
pipeline improvements. Minimum pressures shown on the maps represent the lowest value of the
pressures experienced during the 24-hour simulation, usually occurring during the peak hour demand.
Modeled pumping and storage operations for the existing system analysis without pipeline improvements
are shown on Figure 5-11 and Figure 5-12. The results show low pressures at a high point around the
Chesapeake EST. The Grandscape development also experiences pressures between 45 and 55 psi.
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm 24"12"18"14"20"16"30"12
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TKINGSBARNS AUGUSTADRPARADE DR OTIS DREREC DRL ONGVUE DR
M A VERICKWAYCHATHAM
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AVANNAH DR
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OCEAN SPRAY DR
HEARTHSTONE DRWARWICKBLVDZUMWALT CIRBUCKSKIN DR DALLAS PKWYW PLANO PKWYBROOKHILL LNTERRY STNICHOLS TRLCHALKBLUF
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G
A
L
D
R
SAGE HILL DRB LAZING STAR RDRED WOLF LNMISSION
A
V
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RAMSEY DR
JENNINGS DR
SYCAMORE DR
CARLISLEDRLULANE DRHACKBERRY CREEK PARK RD
LI
GH
T
FOOTLNDI
A
M
O
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D
P
O
I
N
T
L
N
PORTER DR
AMBER LN
MIRA VIS T A DRJUDGES WAYIPSWICH LN
S I R G A WAI N L NBALFOUR CTLARIAT TRLSTRAIT LNRUSHMOREDRH I G H C O U NTRYDRFOREFRONTAVE CI R R U S W A Y
ALTO AVE
BE R M U D A D UNES DRTIMBER TRSIENA PL
GREENSTONE TRLWINDSORPINE HILLS
D
R
FERNDALE LN
N
A
T
I
O
N
D
RNICHOLSON DRCASCAT A DR
EXCALIBURBL V D SILVERBROOKLNHOLFORDS PRAIRIE RDGROUSE TRL CROOKED STICKDRCORAL DR
CHIPPEWA TRLSAHALLEE DR
BON S A ID RFEATHERING DR
FRIO WAY
ELM LN
RIVERHILLDR
BARTONCREEK BLVDRUNYON DR
RHETT LNFALCON RIDGE DRAPACHE DRDRIVEWAY
D AM E LO R ILN
RO U N D T A B LE BLVD
OVERTON ST
NATURAL BRIDGE DR
PARAGON DRWASHBURNE DR
MADISON
D
R
CRE
E
KWAY DR
OLD NEWMAN RD
TITUS LND O W E L L I N G DR
DOOLEY DR
THOMPSON DR
W O ODRUFFD R
H A R B O R S P R IN G SDRD
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U
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D
DR
GREENOAK
DR
IOLA AVE
GREEN H O L L O W LNKIOWA DR
LITTL E M I LL
N
E
W
CASTLE
DR
MEADO W DRBR
I
A
R
T
R
E
E
L
N
HIGHWOOD TRLDARCYWHEELER DR
T O R RA N C E B L VD
ROCKWOODDRKARA CREEK RDE A S TV A L E P A R KWI
N
DJAMMER DR
LIVY LNBOURBON ST
DUNVERNY
CASTLEPINE S DR
SANTA CRISTINA
SHERRY LN
MYRTLE LNSI
RG
A
L
A
HADLNMARION DRC I M ARRONRD
STRATUS WAY
LAKESHORE BLVDBARFKNECHT LNINVERNESSTOPAZ DR
RIDGECREST TRLHEADQUARTERS DR
JOPLIN DR
SADIE ST
DURBIN DR
OVERL
A
N
D
D
R CHOCTAWPLVICTORY DRALIS T E R L N
MCAFEE DR
NORTHSHORE DRPACIFIC WAY DRCATALINA LNK
I
N
G
B
A
N
D
R
E
N
I
D
D
R
COVEDALE BLVD
CR E E K H OLLOW W A Y
BRUTUS
B
L
V
D PRIVATE RDVAN WINKLE DR
VADEN ST
ARIES AVECULVERDALE LNALTA OAKS LN
HE
A
T
H
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R
L
N
SINGER LN
VILLAGEBLVDPOOLE DR
SANCERRE LN HILTONHEADLNRED OAK TRLHIDDENCOVE
P
A
R KDRVANDERBILTLNKING MARK DRCARNEG I E D R
LAKECREST DRLAKE TRAILS DRKITE LNCHEROKEE
PATH
SP
RI
N
GCREEKPKWYPHOENIX DRLAKESHOR
EDR
GREENWOOD DR
TROUTT DR
B R ID L E B LV DBAYPORT DRBA
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L
D
RWYNDALE DRONYXDR EDGESTONEDRCHEETAH TRLMELCER ST
COUSINS TRL
PO
I
NT
E
R
DRSANDSTONE DR
ARBOR LNPROSPECT DR
BLUE GLEN DR
DUNN DR
RIDGELAKE WAY
PRAIRIE GLEN ST
O A K HURSTLNKURTH DR CALIMAR DRT
O
U
R
AINE DR
TEAL COVE LNBURKETT DRQUEEN C I R GLEN HEATHER DRS
T
A
R
DRIFT AVE
HALIF
A
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KENTSHIRE LN
BEN T G R A S S D R BARNES DRSIR
T
RISTRAM LN EDENV
A
L
L
E
Y
DRWARM IN G TONDRASHCROFT LNFAYETTE TRL
CYPRESSCOVED R MIDORA
LNSEASHORE LNBER R Y R ID G ELN
SARATOG A TRLTEXANA DRHALL RDARBOR VISTA DRBETHPA
GE
L
OOP
D
R
MIDNIGH T MOONDRAMHU
R
S
T
L
N
BAYDE VIEUX D R
C OURTLANDD R
VE R B E N A LNFIDDLERSGREENRD
MAYES PLP
I
N
EHUR
S
T
DRAUTUMN LN
SHAMROCK DR
HADDINGTONL
A
D
Y
L
ORELNBAILEY ST
ELSAAVEMARB
L
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H
I
L
L
R
D
PLUMA
S
D
R TURNBERRY DRN O R MANDY D R
L A V E R TO N DR
SNUG H A RB OR CIR
ELMSTEAD DR
TERRAC E D R SHAKESPEARE LNGRAND
H
O
L
L
O
W
D
R
WASHINGTON DR
SALISBURY CO
U
R
T LEIGHTON LNFIRST STNEWTOWNS
T
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D
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OVE
R
WOODDRPECANCHASE L N
MIDWICK DRINDIGOSKYDRWARD
D
R
HOL
LOWC
REEK
T
R
L
CAPSTONE DRC O L E C AS T L E
C
T WILT SHIRE
B
L
V
DCHANTILLYLN
LAKEBEND LNHAZELWOOD AVE
CAN
O
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W
A
Y TIFFANY DRDUVAL DREAGLE VAIL DR
Q
U
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E
LAINEDR
ALI
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L
A
B
E
A
L
E
A
V
E
SIR JUDGE DR KYSER WAYHAVERFOR D D RSUNRISE DR BERKLEY LN
IVYGREEN RD
EL CAMINO DR
ASPEN LN
SHOREHAM
CIR
ROYAL ACRES TRL
M
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L
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WINGED FOOT WAYCROWN FOREST DREXIT P
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NTE PLSILENT RIVER RDCRESTEDGEDRSANDPIPER LN
GUADALUPE LNMOUNTAINSKYRD
CASTLE HILLS LNBEL
L
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TSUTTONPLDUSTWHIRLDR
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HI
L
L
L
N
TRAIL VIEW LN
ENTR
S
R
T
S
B
F
R
O
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L
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G
A
C
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GROVE LN
CURTISS DRSPARKS DR
CAMILLE DR
LINCOLN DR
ARMISTICE DR
BIRMIN
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T
O
N
K IN G S VI EW DRC
A
LYPSO LNPROSPERO LNI
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ONALPKWYTWILIGHT DRC O T TON W O O DSPRINGSDRB
L
A
CK OAK
D
R
COLT RDFESTIVALLNPAINTER STMAG
ALI
A L
N
CANE HILL DR
HOLFORD DR
CARSON LN
TIMBER LN
S H INGLEMILLRDSOUTHMO
ORLNAU D UBONCTLORRAI N E DR
BANS
C
R
O
W
N
B
L
V
D
TRAVIS ST
CREE D
RRITTENHOUSEST
CALIBURN CT
CASTLEMERE DRPR 3411BUSH
W
OODSD
R RUNNING BAYTRIPOLI TRLFLOREN C E D R
DUPO NT DRTRENT BASIN DR
GRACE LNLAKEHILL BLVD
KRUGER LN
BENWICK WAYVISTA CR E E K D R
SPLIT REIN RDYACHT CLUB DR
TUCKER ST
DA
R
TMOOR DR
SHADOW CREST DR
MADISON ST
SI
R
LANCELOT BLVD IRISH DRSTILL
WATER TRL
DRY CANYON DR
CAMPFIRE LN
C
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A
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D
R MISTLEY PARKCLEM CASTLEDRLOMA ALTA DR
ALMSBURY LN
APPLEDRUN
I
T
E
D
L
N
DANCING WATER DR
SIR
BEDIVERE LN
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LISMORE DR
N UM
B
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R
L
A
N
D
D
R JOURNEY DRLEG IRON DR
KENTWOOD DRQUAIL CREEK DR
ROUND TREE LN
CROWNOFGOLDDRCLI
PPER CIR
SHADY POINT DRE
ME R A LDKENNSINGTON STALBRITTON DRAR
BOR CRES T DR
V E R A C R U Z D RLOUDOUNSPRINGSDRYARMOUTH LN
WARWICK L N
COUNTRY GLEN TRL
LI
N
K
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BROOKG
L
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N
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R PALAMEDESSTDAMSEL EVE DR
SAGE RIDGE DR
WA
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D
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D
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LINKS DROTTOWA RDGAGNES CREEK DRBIG BUCKLE DRCRY S T A LLAKE DR
IDLEBROOK DR
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HO
N
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MARINA POI
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SOMERVILLE DRCHESAPE A K E DRCANYON LAKE DRSIRMALORYLNLEXINGTON WAYTWIN PINES LNT
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L
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BENTLEY LN
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DA M E B RISEN DR
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SHIELDS
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DI
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STONEGATE DR
TUMBLING RIVER DR
ORYX
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W P A R K P KW YVISTA CRESTDR
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OVE RL O OKCTHARTEBEESTTRLGOLDE
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HASKELL DRSHORE CREST RDACADEMY DR
FIRESTONE DRCAPT
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N
S
C
V
N
O
R
T
H
P
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ROYAL OAKS DR
CEDAR LNCOUNTRYSIDE DRDORAL DRGENT
L
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W
I
N
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L
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BEAC
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O
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MARTINO RDCLEA R W ATER
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R BAYBERR Y LN DYNASTY LNCELEBRA
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I
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PONY AVEFAIRB A N KS CTHUNTERS CREEK
TRLMISTY SHORES LNFR
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HALTERED HORSE LNELAM CTLOCKWOOD DR
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FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron8"6"10"6"8"6"8"8"8"6"
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6"8"8"8"8"6"
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8"8"6"8"8"8"6"
6"
6"
8"6"8"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchF
u
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kMidwayBranch
0 1,500 3,000
SCALE IN FEET
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_5-14)_Ex_MD_Min_Pressures
Updated: Thursday, May 14, 2026 8:19 AM
User Name: 03812
PRESSURE PLANES
The Colony
Tribute
Austin Ranch
(Service from Plano)
MINIMUM
PRESSURES
Less than 35 psi
35 - 45 psi
45 - 55 psi
55 - 80 psi
Greater than 80 psi
LEGEND
Under Design/Construction
Groundwater Well
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 5-14
CITY OF THE COLONY
EXISTING WATER SYSTEM
MAXIMUM DAY DEMANDS
MINIMUM PRESSURES
5-10
Water Master Plan Update
City of The Colony
5-22
Figure 5-11: Existing System Modeled Pumping and Tank Levels (The Colony PP)
Water Master Plan Update
City of The Colony
5-23
Figure 5-12: Existing System Modeled Pumping and Tank Levels (Tribute PP)
Water Master Plan Update
City of The Colony
5-24
To evaluate the fire suppression capabilities of the system, a fire flow analysis was conducted under
maximum day demand conditions for the existing system. TCEQ requires a minimum residual pressure of
20 psi be maintained while delivering the fire flow demand. For this analysis, a steady-state model run
was utilized to calculate the available fire flow at each fire hydrant node in the system with a pressure of
20 psi. A fire flow map was also prepared to show the available fire flow throughout the distribution
system. The majority of the City has an available fire flow greater than 1,500 gpm. Some areas with lines
smaller than 8-inch in diameter and long dead end-end lines have less than 1,500 gpm of available fire
flow. The modeled fire flow for existing system conditions is shown on Figure 5-13.
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm 24"12"18"14"20"16"30"12
"18"12"12"12"12"24"12"12"12"12"24"12"24"12"1
6
"12"12"20"16"16"12"12"24"
12"12"1
2
"24"12"12"12"12"12"12"12"12"12"12"12"12"12"
16"12"
16"12"24"12"12"12"12"12"16"12"12"12"12"16"12"12"20"24"12"12"12"12"12"
1
2
"
12"12"12"
12"
12"18"1
2
"16"12"12"
12"
12"
12"
12"18"12"
12"
12"12"18"24"12"12"24"12"
12"
18"20"18"12"12"12"18"12"
12"
12"
12"
12
"24"12"12"12"18"24"12"12"
12"
1
2
"12"1
2
"
12"12"18"
12"
12"16
"
16"12"1
2
"12"12"12"
12"
24"18"12"
12"20"12"12"
12"
12
"12"12"20"12"20"12"12"12"12"12"12"24"
12"12"12"12"16"12"12"12"12"12"
12"24"1
2
"12"16"
12"
12"12"18"12"12"24"16"
12"12"12"12"12"12"12"12"
12"
12"
12"18"12"
12"
12"12"24"12"20"1
2
"12"12"12"
16"
12"18"18
"12"12"
12"18"12"12"12"12"12"12"12"12"1
2
"
12"12"12"12"14"
12"16"12"12"12"12"12"12"12"12"12"12"12"18"
16"12"1
2
"
12"
18"
12"
12"
24"
12"
12"12"16"
12"20"16"12"12"16"12"
12"
12"18"12"
12"
12"
16"12"18"12"
12"
12"12"12"12"12"
12"
12"12"12"24"12"12"20"18"
12"12"MAIN STFM 423N JOSEY LNPAIGE RDE HEBRON PKWY
KING RD
TEEL PKWYSTONEBROOK PKWY
SH 12
1
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DA M E B RISEN DR
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TUMBLING RIVER DR
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FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"8"
6"
6
"6"8"10"8"8"8"
6"
6"8"
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8"6"8"6"
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"
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"8"8"8"
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"
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6"
8
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Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_5-17)_Ex_MD_Avail_Fireflow
Updated: Thursday, May 14, 2026 8:20 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
AVAILABLE
FIREFLOW
Less than 1,500 gpm
1,500 - 3,000 gpm
3,000 - 4,500 gpm
Greater than 4,500 gpm
LEGEND
Under Design/Construction
Groundwater Well
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 5-17
CITY OF THE COLONY
EXISTING WATER SYSTEM
MAXIMUM DAY DEMANDS
AVAILABLE FIREFLOW
5-13
Water Master Plan Update
City of The Colony
5-26
5.5.2 Alternative 1 Future System Analysis
Hydraulic modeling analyses were performed on the distribution system under maximum day demand
conditions. Twenty-four-hour EPS model runs were performed for maximum day demand conditions for
the existing system, 2030, 2035, and buildout scenarios to identify existing and potential future system
deficiencies and size ultimate infrastructure and determine phasing, as required. By examining the
distribution system under these various operating conditions, it is possible to determine where issues with
pressures occur, if tanks are filling or draining properly, and if the service pumping facilities are adequate
to meet the required demand at acceptable pressures.
A maximum day EPS model run evaluates the ability of the system to provide adequate supply to meet
demands while maintaining levels in storage facilities. During a maximum day EPS analysis, the peak hour
demand is also simulated through the use of diurnal patterns. Peak hour demand represents the single
hour of the year with the highest system demand. Peak hour simulations are used to assess the ability of
the distribution system to maintain minimum residual pressures. Lower demand periods throughout the
day are simulated in EPS modeling as well. This is when the system’s ability to replenish storage tanks is
evaluated.
2030 Planning Period
An additional 1.0 MGD EST is recommended for the 2030 planning period to meet FNI design
requirements. Under the 2030 maximum day EPS model scenario the minimum modeled pressures
throughout the distribution system exceeded 40 psi. Under this scenario, modeled available fire flow
throughout the system was above 1,500 gpm except at the end of dead end small diameter lines. Modeled
tank levels were generally between 20 feet and 40 feet, which is consistent with current operations. The
pumping and operational results as well as maximum day minimum pressures and maximum day fire flow
results are shown on Figure 5-14 through Figure 5-17.
Water Master Plan Update
City of The Colony
5-27
Figure 5-14: 2030 System Modeled Pumping and Tank Levels (The Colony Pressure Plane)
645
655
665
6 5
685
6 5
05
15
25
35
45
0
5
10
15
20
25
30
35
0 1 2 3 4 5 6 8 10 11 12 13 14 15 16 1 18 1 20 21 22 23 24 Head ( )Total In ow (MGD)Hour
O ce Creek PS Main and Whi PS North Colony PS Clover alley PS
North Colony EST Chesapeake EST Clover alley EST
Water Master Plan Update
City of The Colony
5-28
Figure 5-15: 2030 System Modeled Pumping and Tank Levels (Tribute Pressure Plane)
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Proposed 1.0 MG EST
Overflow Elev = 735'A1-1
Tribute Well
Capacity = 2,200 gpm 24"12"18"14"20"16"30"12
"18"12"12"12"12"24"12"12"12"12"24"12"24"12"1
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"12"12"20"16"16"12"12"24"
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16"12"
16"12"24"12"12"12"12"12"16"12"12"12"12"16"12"12"20"24"12"12"12"12"12"
1
2
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12"12"12"
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18"20"18"12"12"12"18"12"
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1
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18"
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24"
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12"20"16"12"12"16"12"
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SH 12
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ATE RD
FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron8"6"10"6"8"6"8"8"8"6"
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8"6"8"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchF
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0 1,500 3,000
SCALE IN FEET
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_5-20)_2030_Alt1_MD_Min_Pressures
Updated: Thursday, May 14, 2026 8:21 AM
User Name: 03812
PRESSURE PLANES
The Colony
Tribute
Austin Ranch
(Service from Plano)
MINIMUM
PRESSURES
Less than 35 psi
35 - 45 psi
45 - 55 psi
55 - 80 psi
Greater than 80 psi
LEGEND
Proposed Improvements
Elevated Storage Tank
Under Design/Construction
Groundwater Well
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 5-20
CITY OF THE COLONY
ALTERNATIVE 1 WATER SYSTEM
2030 MAXIMUM DAY DEMANDS
MINIMUM PRESSURES
5-16
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Proposed 1.0 MG EST
Overflow Elev = 735'A1-1
Tribute Well
Capacity = 2,200 gpm 24"12"18"14"20"16"30"12
"18"12"12"12"12"24"12"12"12"12"24"12"24"12"1
6
"12"12"20"16"16"12"12"24"
12"12"1
2
"24"12"12"12"12"12"12"12"12"12"12"12"12"12"
16"12"
16"12"24"12"12"12"12"12"16"12"12"12"12"16"12"12"20"24"12"12"12"12"12"
1
2
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12"12"MAIN STFM 423N JOSEY LNPAIGE RDE HEBRON PKWY
KING RD
TEEL PKWYSTONEBROOK PKWY
SH 12
1
SAM
R
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B
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T
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ROAKS DR
PARKER RD
LEBANON RD
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NASH DR
MARSH LNMERLIN DRROSE LNKING ARTHURBLVDBAKER DR
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A
N
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WEST
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W S T O N E B R O O K P K W Y
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LEWISVILLE LAKE DA
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HIGH SHOALS DR
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S Q U I RES
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CHARLES ST
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PROVINCE DRROYAL PALM LNMCCLELLAN DRBEDFORD LN
K E N NOWA
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DR
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HEARTHSTONE DRWARWICK BLVDZUMWALT CIRBUCKSKIN DR DALLAS PKWYW PLANO PKWYBROOKHILL LNTERRY STNICHOLS TRLCHALKBLUF
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A
L
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SAGE HILL DRB LAZING STAR RDRED WOLF LNMISSION
A
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RAMSEY DR
JENNINGS DR
SYCAMORE DR
AUTUMN TRLCARLISLEDRLULANE DRHACKBERRY CREEK PARK RD
LI
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T
FOOTLNDI
A
M
O
N
D
P
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I
N
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L
N
PORTER DR
AMBER LN
MIRA VIS T A DRJUDGES WAYIPSWICH LN
S I R G A WAI N L NBALFOUR CTLARIAT TRLSTRAIT LNRUSHMOREDRH I G H C O U NTRYDRFOREFRONTAVE CI R R U S W A Y
ALTO AVE
BE R M U D A D UNES DRTIMBER TRSIENA PL
GREENSTONE TRLWINDSORPINE HILLS
D
R
FERNDALE LN
N
A
T
I
O
N
D
RNICHOLSON DRCASCAT A DR
EXCALIBURBL V D SILVERBROOKLNHOLFORDS PRAIRIE RDGROUSE TRL CROOKED STICKDRCORAL DR
CHIPPEWA TRLSAHALLEE DR
BON S A ID RFEATHERING DR
FRIO WAY
ELM LN
RIVERHILLDR
BARTON CREEK BLVDRUNYON DR
RHETT LNFALCON RIDGE DRAPACHE DRDRIVEWAY
D AM E LO R ILN
RO U N D T A B LE BLVD
OVERTON ST
NATURAL BRIDGE DR
PARAGON DRWASHBURNE DR
MADISON
D
R
CRE
E
KWAY DR
OLD NEWMAN RD
TITUS LND O W E L L I N G DR
DOOLEY DR
THOMPSON DR
W OODRUFF DR
H A R B O R S P R IN G SDRD
R
U
ID
HILLSDRGAVIN DRRIDG ELAN
D
DR
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DR
IOLA AVE
GREEN H O L L O W LNKIOWA DR
LITTL E M I LL
WESTW AY D R
N
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W
CASTLE
DR
MEADO W DRBR
I
A
R
T
R
E
E
L
N
HIGHWOOD TRLWHEELER DR
T O R RA N C E B L VD
ROCKWOODDRKARA CREEK RDE A S TV A L E P A R KWI
N
DJAMMER DR
LIVY LNBOURBON ST
DUNVERNY
CASTLEPINE S DR
SANTA CRISTINA
SHERRY LN
MYRTLE LNSI
RG
A
L
A
HADLNMARION DRC I M ARRONRD
STRATUS WAY
LAKESHORE BLVDBARFKNECHT LNINVERNESSTOPAZ DR
RIDGECREST TRLHEADQUARTERS DR
JOPLIN DR
SADIE ST
DURBIN DR
OVERL
A
N
D
D
R CHOCTAWPLVICTORY DRALIS T E R L N
MCAFEE DR
NORTHSHORE DRPACIFIC WAY DRCATALINA LNK
I
N
G
B
A
N
D
R
E
N
I
D
D
R
COVEDALE BLVD
CR E E K H OLLOW W A Y
BRUTUS
B
L
V
D PRIVATE RDVAN WINKLE DR
VADEN ST
ARIES AVECULVERDALE LNALTA OAKS LN
HE
A
T
H
E
R
L
N
SINGER LN
VILLAGEBLVDPOOLE DR
SANCERRE LN HILTONHEADLNRED OAK TRLHIDDENCOVE
P
A
R KDRVANDERBILTLNKING MARK DRCARNEG I E D R
LAKECREST DRLAKE TRAILS DRKITE LNCHEROKEE
PATH
SP
RI
N
GCREEKPKWYPHOENIX DRLAKESHOR
EDR
GREENWOOD DR
TROUTT DR
B R ID L E B LV DBAYPORT DRBA
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L
D
RWYNDALE DRONYXDR EDGESTONEDRCHEETAH TRLMELCER ST
COUSINS TRL
PO
I
NT
E
R
DRSANDSTONE DR
ARBOR LNPROSPECT DR
BLUE GLEN DR
DUNN DR
RIDGELAKE WAY
PRAIRIE GLEN ST
O A K HURSTLNKURTH DR CALIMAR DRT
O
U
R
AINE DR
TEAL COVE LNBURKETT DRQUEEN C I R GLEN HEATHER DRS
T
A
R
DRIFT AVE
HALIF
A
X
KENTSHIRE LN
BEN T G R A S S D R BARNES DRSIR
T
RISTRAM LN EDENV
A
L
L
E
Y
DRWARM IN G TONDRASHCROFT LNFAYETTE TRL
CYPRESSCOVED R MIDORA
LNSEASHORE LNBER R Y R ID G ELN
SARATOG A TRLTEXANA DRHALL RDARBOR VISTA DRBETHPA
GE
L
OOP
D
R
MIDNIGH T MOONDRAMHU
R
S
T
L
N
BAYDE VIEUX D R
C OURTLANDD R
VE R B E N A LNFIDDLERSGREENRD
MAYES PLP
I
N
EHUR
S
T
DRAUTUMN LN
SHAMROCK DR
HADDINGTONL
A
D
Y
L
ORELNBAILEY ST
ELSAAVEMARB
L
E
H
I
L
L
R
D
PLUMA
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D
R TURNBERRY DRN O R MANDY D R
L A V E R TO N DR
SNUG H A RB OR CIR
ELMSTEAD DR
TERRACE DRSHAKESPEARE LNSHADOW ROCK DRGRAND
H
O
L
L
O
W
D
R
WASHINGTON DR
SALISBURY CO
U
R
T LEIGHTON LNFIRST STNEWTOWNS
T
AM
P
ED
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D
R
OVE
R
WOODDRPECANCHASE L N
MIDWICK DRINDIGOSKYDRWARD
D
R
HOL
LOWC
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T
R
L
CAPSTONE DRC O L E C AS T L E
C
T CHANTILLYLNLAKEBEND LNHAZELWOOD AVE
CAN
O
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W
A
Y TIFFANY DRDUVAL DREAGLE VAIL DR
Q
U
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E
LAINEDR
ALI
C
E
L
A
B
E
A
L
E
A
V
E
SIR JUDGE DR KYSER WAYHAVERFOR D D RSUNRISE DR BERKLEY LN
IVYGREEN RD
EL CAMINO DR
ASPEN LN
SHOREHAM
CIR
ROYAL ACRES TRL
M
A
R
B
L
E
R
D
G
WINGED FOOT WAYCROWN FOREST DREXIT P
AI
G
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P
L
A
N
O
P
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L
IO
NRA
N
C
H
R
D
RIDGECRESTDRTAHOE TRCR
ESTPOI
NTE PLSILENT RIVER RDCRESTEDGEDRSANDPIPER LN
GUADALUPE LNMOUNTAINSKYRD
CASTLE HILLS LNBEL
L
A
C
TSUTTONPLDUSTWHIRLDR
H
OL
LOW
HI
L
L
L
N
TRAIL VIEW LN
ENTR
S
R
T
S
B
F
R
O
M
L
E
G
A
C
Y
GROVE LN
CURTISS DRSPARKS DR
CAMILLE DR
LINCOLN DR
ARMISTICE DR
BIRMIN
G
T
O
N
K IN G S VI EW DRC
A
LYPSO LNPROSPERO LNI
NTERNATI
ONALPKWYTWILIGHT DRC O T TON W O O DSPRINGSDRB
L
A
CK OAK
D
R
COLT RDFESTIVALLNPAINTER STMAG
ALI
A L
N
CANE HILL DR
HOLFORD DR
CARSON LN
TIMBER LN
S H INGLEMILLRDSOUTHMO
ORLNAU D UBONCTLORRAI N E DR
BANS
C
R
O
W
N
B
L
V
D
CREE D
RRITTENHOUSEST
CALIBURN CT
CASTLEMERE DRPR 3411BUSH
W
OODSD
R RUNNING BAYTRIPOLI TRLFLOREN C E D R
DUPO NT DRTRENT BASIN DR
GRACE LNLAKEHILL BLVD
KRUGER LN
BENWICK WAYVISTA CR E E K D R
SPLIT REIN RDYACHT CLUB DR
TUCKER ST
DA
R
TMOOR DR
SHADOW CREST DR
MADISON ST
SI
R
LANCELOT BLVD IRISH DRJOSEPHI N E ALY STILL
WATER TRL
DRY CANYON DR
CAMPFIRE LN
C
E
D
A
R
RANCH RD
RANDWICK
TRL
CARVE
R
D
R MISTLEY PARKCLEM CASTLEDRLOMA ALTA DR
ALMSBURY LN
APPLEDRUN
I
T
E
D
L
N
DANCING WATER DR
SIR
BEDIVERE LN
HOR
SESHOE
T
RL CROSS GRAINED DRALBANY PARKDEXTE R L N
CA
T
H
E
D
R
A
L
L
A
K
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D
R
LONDON
CUMBERL AN D CIR
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C
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D
R
B EACHCLUB RD
P
I
L
G
R
IM
D
R
LISMORE DR
N UM
B
E
R
L
A
N
D
D
R JOURNEY DRLEG IRON DR
KENTWOOD DRWAMPLER DR
QUAIL CREEK DR
ROUND TREE LN
CROWNOFGOLDDRCLI
PPER CIR
SHADY POINT DRE
ME R A LDKENNSINGTON STALBRITTON DRAR
BOR CRES T DR
V E R A C R U Z D RLOUDOUNSPRINGSDRYARMOUTH LN
WARWICK L N
COUNTRY GLEN TRL
LI
N
K
W
O
O
D
BROOKG
L
E
N
D
R PALAMEDES STDAMSEL EVE DR
SAGE RIDGE DR
W AT
E
R
S
ED
G
EDR
LINKS DROTTOWA RDGAGNES CREEK DRBIG BUCKLE DRCRY S T A LLAKE DR
IDLEBROOK DR
EASTWOODDRLANDMARK TRLKLAMATH DR
HO
N
O
R
D
R
Q U E E NM A R G A RETD
RBACHMAN LNENTWISTLE RDSOUTHERN HILLS DR
MOHAWK
D
R
C
ARRAWA
Y
D
R
AMESBURY
QUEEN ELIZABETH BLVD
REEDERDRJEFFERSON DR
TWIN POINT DR
DEER L
A
K
E
D
R
DAMS
E
L
S A UVAGE
L
N
COTLEY
D
R
FOUR
R
O
S
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S
D
R
LINC
O LNHILLSCTBLAKELEN DRSIRCASTOR CT ADELAIDE STBROOKVIEW DR
FLICKERS ST
MARINA POI
N
T
C
T
SOMERVILLE DRCHESAPE A K E DRCANYON LAKE DRSIRMALORYLNREARN D
RLEXINGTON WAYTWIN PINES LNT
E
L
F
O
R
D
BENTLEY LN
CAVALL DRENFIELD
D
R
HICKORYCREEK DRSIR
WADE WAY FOREST DR
LOBO LNSANTA BELLA DRWINDY CREST DRMINGO DRBROOKH O L L OW
D
RMISTY OAKS LNCLEAR WATER DRCLEARFORK TRL
HARVA
R
D
L
N
HAM
I
L
T
O
N
D
RGOOSE CREEK
RD
TWIN H A R B O R SDR
DA M E B RISEN DR
MARBURG LN
SE
V
E
N
SHIELDS
L
N
DI
S
C
O
VERY BAY DR
STONEGATE DR
TUMBLING RIVER DR
ORYX
TR
L
BONNELL STKIT KING DRTREGO CIR
ALLEGRO DR
STEEL DUST
R
D
IMPA
LA
TR
LOYSTER LNDGTASCATE DRCOTTON GIN RD
BIANCA LN
VISTA
T
E
R
R
A
C
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D
RZURICHL
N HOWELL DRWHITE ROCK DRSHADOW TRL
W P A R K P KW YVISTA CRESTDR
PEREGRINE TRL
PACK SADDLE WAY
CLARK DRCAMDEN BLUFF RD
OVE RL O OKCTHARTEBEESTTRLGOLDE
N
S
P
U
R
S
HASKELL DRSHORE CREST RDACADEMY DR
FIRESTONE DRCAPT
AI
N
S
C
V
N
O
R
T
H
P
ARKDR
ROYAL OAKS DR
CEDAR LNCOUNTRYSIDE DRDORAL DRGENT
L
E
W
I
N
D
L
N
BEAC
H
F
R
O
N
T
D
R
PLUM CREEK DRLAKE FRONT DR
MARTINO RDCLEA R W ATER
D
R
CAR
A
W
AY
STBAYBERRYLN DYNASTY LNCELEBRA
T
I
O
N
D
R
PRITCHETT DR
ST
C
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OIX DR
PONY AVEFAIRB A N KS CT
CANNON
F
A
L
L
S
D
RHUNTERS CREEK
TRLMISTY SHORES LNFR
O
S
T
E
D
H
L AMBERDALE LNGOLDEN
T
R
L
TREESE CIRHYACINTH LNYARRA LNBLUFF PTRUSTIC VILLA LNTRAIL BLUFF DRREFLECTION
BAY
DRHONEYWOOD LNCRYSTAL LN
KENWAY DRSPAN RDGARRISON DR
BURNING OAK DRTRUITT CIRTALLOW LNGREE N HILL
D
RFOSS
I
L
L
A
K
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D
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BLAISE LN
BUNK
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CRESTWOOD DRMERLIN
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L
N BRIAR CTDORSET
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HERE
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D
D
R GYPSY SHIRE LNEVENING SUN DRBUFFALO SPRINGS DRBENT HOOK DRDAMSEL CHE
R
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L
N BOB GALER DRCEDAR CREEK TRL
MERRIWEATHER LNWIMBERLY
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A
N
P
L
BLACK CASTLE DRVALLEY
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LEN
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T VERDANT VALLEY DRBEN LNBELLA V
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LN
POINT LOMA DR
HALTERED HORSE LNELAM CTLOCKWOOD DR
CANYON OAKS CIR
CARLSBAD DR
HIGH SIERRA DRFOREST BREEZE DRCHUCK WAGON TRLKILDARE DRHAFT RIVER RD
MA
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W
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POMPEII WAYCOBALT DRDRURY LN
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P
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LM
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N
T
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D MALTESE LNCARBINE TRL
HO
L
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D
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SAGEWOOD DR
SNOW OWL CT
LEGRAND DR
NAUTICAL DRCHEYENNEDRPRIVATERD
4TH ARMY DRDRIVEWAY
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PRIVATE RD
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FM 423PRIVATE RD
PRIVATE RDPRIVA T E R D
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AT
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FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"8"
6"
6
"6"8"10"8"8"8"
6"
6"8"
6"
8"6"8"6"
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6"8"6"8"
6"8"8"8"8"8"8"8"8
"
8"
8"8"8"8"6"
8"
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8
"
6"8"6"
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6"6"8"
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6"6"6"8"8"
8"
6"
8"8"8"8"
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8"8"8"
10
"
6"8"8"
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6"
6"8"8"
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8"8"8
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8"8"6"8"8
"8"
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6"
8"8"8"8"8"6"
8"8"8"6"
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6"8"8"
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10"8"8"
6
"8"6"
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8"8"10
"8"
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6"8"6"
6"8"8"
8"8"8"8"8"8"8"8"8"8"8"
8"8"6"8"6"
6"
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6"8"8"8"8"6"6"
8"
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8"8"
6"6"8"8"
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8"8"6"
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"
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"
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8"6"8"
8"6"8"8"6"
6"8"8"8"
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6"8"8"8"8"8"8"6"6"6"
8"
6"8"8"
8"8"6"8"8"
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6"6"8"8"8"8"8
"
6"
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8"8"6"6"
8
"6"8"
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6"8"8"8"8"6"
6"
10"8"8"6"6"
8"
8"8"6"
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6"
8"8"8"
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6"8"8"8"
6"8"8"6"
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8"8"8"
8"
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6"
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8"8"8"8"8"8"8"6"
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6"8"8"
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8
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6"8"6"
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6"
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8"
6"
8"
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8"8"8"8"
8"
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8"8"8"
8"
6
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6"
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Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_5-21)_2030_Alt1_MD_Avail_Fireflow
Updated: Thursday, May 14, 2026 8:21 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
AVAILABLE
FIREFLOW
Less than 1,500 gpm
1,500 - 3,000 gpm
3,000 - 4,500 gpm
Greater than 4,500 gpm
LEGEND
Proposed Improvements
Elevated Storage Tank
Under Design/Construction
Groundwater Well
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 5-21
CITY OF THE COLONY
ALTERNATIVE 1 WATER SYSTEM
2030 MAXIMUM DAY DEMANDS
AVAILABLE FIREFLOW
5-17
Water Master Plan Update
City of The Colony
5-31
2035 Planning Period
No additional improvements are recommended for the 2035 planning period to meet TCEQ requirements
or operational desires. Under the 2035 maximum day EPS model scenario the minimum modeled
pressures throughout the distribution system exceeded 40 psi. Under this scenario, modeled available fire
flow throughout the system was above 1,500 gpm except at the end of dead end small diameter lines.
Modeled tank levels were generally between 20 feet and 40 feet, which is consistent with current
operations. The pumping and operational results as well as maximum day minimum pressures and
maximum day fire flow results are shown on Figure 5-18 through Figure 5-21.
Water Master Plan Update
City of The Colony
5-32
Figure 5-18: 2035 System Modeled Pumping and Tank Levels (The Colony Pressure Plane)
Water Master Plan Update
City of The Colony
5-33
Figure 5-19: 2035 System Modeled Pumping and Tank Levels (Tribute Pressure Plane)
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Proposed 1.0 MG EST
Overflow Elev = 735'A1-1
Tribute Well
Capacity = 2,200 gpm 24"12"18"14"20"16"30"12
"18"12"12"12"12"24"12"12"12"12"24"12"24"12"1
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12"12"12"
12"
12"18"1
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12"
12"
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12"
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12"
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12"
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STONEGATE DR
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LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron8"6"10"6"8"6"8"8"8"6"
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8"6"8"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchF
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0 1,500 3,000
SCALE IN FEET
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_5-24)_2035_Alt1_MD_Min_Pressures
Updated: Thursday, May 14, 2026 8:22 AM
User Name: 03812
PRESSURE PLANES
The Colony
Tribute
Austin Ranch
(Service from Plano)
MINIMUM
PRESSURES
Less than 35 psi
35 - 45 psi
45 - 55 psi
55 - 80 psi
Greater than 80 psi
LEGEND
Proposed Improvements
Elevated Storage Tank
Under Design/Construction
Groundwater Well
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 5-24
CITY OF THE COLONY
ALTERNATIVE 1 WATER SYSTEM
2035 MAXIMUM DAY DEMANDS
MINIMUM PRESSURES
5-20
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Proposed 1.0 MG EST
Overflow Elev = 735'A1-1
Tribute Well
Capacity = 2,200 gpm 24"12"18"14"20"16"30"12
"18"12"12"12"12"24"12"12"12"12"24"12"24"12"1
6
"12"12"20"16"16"12"12"24"
12"12"1
2
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1
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12"12"MAIN STFM 423N JOSEY LNPAIGE RDE HEBRON PKWY
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SH 12
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ATE RD
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FM 423PRIVATE RD
PRIVATE RDPRIVA T E R D
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AT
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FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"8"
6"
6
"6"8"10"8"8"8"
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6"
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Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_5-25)_2035_Alt1_MD_Avail_Fireflow
Updated: Thursday, May 14, 2026 8:22 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
AVAILABLE
FIREFLOW
Less than 1,500 gpm
1,500 - 3,000 gpm
3,000 - 4,500 gpm
Greater than 4,500 gpm
LEGEND
Proposed Improvements
Elevated Storage Tank
Under Design/Construction
Groundwater Well
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 5-25
CITY OF THE COLONY
ALTERNATIVE 1 WATER SYSTEM
2035 MAXIMUM DAY DEMANDS
AVAILABLE FIREFLOW
5-21
Water Master Plan Update
City of The Colony
5-36
Buildout Planning Period
No additional improvements are recommended for the Buildout planning period to meet TCEQ
requirements or operational desires. Under the buildout maximum day EPS model scenario the minimum
modeled pressures throughout the distribution system exceeded 40 psi. Under this scenario, modeled
available fire flow throughout the system was above 1,500 gpm except at the end of dead end small
diameter lines. Modeled tank levels were generally between 20 feet and 40 feet, which is consistent with
current operations. The pumping and operational results as well as maximum day minimum pressures and
maximum day fire flow with proposed CIPs are shown on Figure 5-22 through Figure 5-25.
Water Master Plan Update
City of The Colony
5-37
Figure 5-22: Buildout Alt 1 System Modeled Pumping and Tank Levels (The Colony PP)
645
655
665
6 5
685
6 5
05
15
25
35
45
0
5
10
15
20
25
30
35
40
45
0 1 2 3 4 5 6 8 10 11 12 13 14 15 16 1 18 1 20 21 22 23 24 Head ( )Total In ow (MGD)Hour
O ce Creek PS Main and Whi PS North Colony PS
Clover alley PS North Colony EST Chesapeake EST
Clover alley EST South EST
Water Master Plan Update
City of The Colony
5-38
Figure 5-23: Buildout Alt 1 System Modeled Pumping and Tank Levels (Tribute PP)
645
655
665
6 5
685
6 5
05
1 2 3 4 5 6 8 10 11 12 13 14 15 16 1 18 1 20 21 22 23 24 25 Tank HGL ( )Total In ow (MGD)Hour
Tribute PS Tribute EST
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Proposed 1.0 MG EST
Overflow Elev = 735'A1-1
Tribute Well
Capacity = 2,200 gpm
12''24"12"18"14"20"16"30"12
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16"12"
16"12"24"12"12"12"12"12"16"12"12"12"12"16"12"12"20"24"12"12"12"12"12"
1
2
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12"12"12"
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12"12"12"12"12"12"12"12"
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12"12"24"12"20"1
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12"18"18
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12"18"12"12"12"12"12"12"12"12"1
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12"12"12"12"14"
12"16"12"12"12"12"12"12"12"12"12"12"12"18"
16"12"1
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16"12"18"12"
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12"12"12"12"12"
12"
12"12"12"24"12"12"20"18"
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LIVY LNBOURBON ST
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SADIE ST
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HO
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8"8"8"8"8"
8"
6"8"8"8"
8"8"8"6"8"8"8"8"
8"8"6"
8"
8"8"8"8"
8"8"8"8"8"
8"
6"8"6"
8"
6"
8"
8"
8"
8"6"6"8"6"
8"
6"8"8"
10"8"6"
8"
8
"
8"
8"
8"
6"8"6"8"6"8"8"
8"8"8"6"
8"
8"
8"
8"
8"
8"8"8"
8"8"8"8"6"8"
8"
6"8"8"
6"8"6"8"
6"
6"8"8"8"8"
6"
8"
8"8"8"8"8"6"
8"
6"8"8"
6"
8
"8"8"
8"
8
"
8"
8"8"8"8"8"
8"
8"
8"
8"8"8"6"8"6"
6"8"8"8"8"8"8"
8"
6"
8"8"6"
8
"8"8"8"8"
8"
6"
8"
8"
8"
6"
8"
8"
6"
6"
8"
6
"8"8"8"8"8"10"
6"8"6"8"8"8"8"8"6"8"6"
8"8"6"
8"
8"
8"
8"
8"8"8"
6"8"8"8"8"6"
8"6"8"8"8"
8"8"6"8"8"8"6"
6"
6"
8"6"8"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchF
u
r
n
e
a
ux
Cr
e
e
kMidwayBranch
LEGEND
Proposed Improvements
Elevated Storage Tank
Water Line
Under Design/Construction
Groundwater Well
Existing System
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 5-28
CITY OF THE COLONY
ALTERNATIVE 1 BUILDOUT
MAXIMUM DAY DEMANDS
MINIMUM PRESSURES
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Thursday, May 14, 2026 8:23 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
PRESSURE PLANES
The Colony
Tribute
Austin Ranch
(Service from Plano)
MINIMUM
PRESSURES
Less than 35 psi
35 - 45 psi
45 - 55 psi
55 - 80 psi
Greater than 80 psi
5-24
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Tribute Well
Capacity = 2,200 gpm
Proposed 1.0 MG EST
Overflow Elev = 735'A1-1 12''24"12"18"14"20"16"30"12
"18"12"12"12"12"24"12"12"12"12"24"12"24"12"1
6
"12"12"20"16"16"12"12"24"
12"12"1
2
"24"12"12"12"12"12"12"12"12"12"12"12"12"12"
16"12"
16"12"24"12"12"12"12"12"16"12"12"12"12"16"12"12"20"24"12"12"12"12"12"
1
2
"
12"12"12"
12"
12"18"1
2
"16"12"12"
12"
12"
12"
12"18"12"
12"
12"12"18"24"12"12"24"12"
12"
18"20"18"12"12"12"18"12"
12"
12"
12"
12
"24"12"12"12"18"24"12"12"
12"
1
2
"12"1
2
"
12"12"18"
12"
12"16
"
16"12"1
2
"12"12"12"
12"
24"18"12"
12"20"12"12"
12"
12
"12"12"20"12"20"12"12"12"12"12"12"24"
12"12"12"12"16"12"12"12"12"12"
12"24"1
2
"12"16"
12"
12"12"18"12"12"24"16"
12"12"12"12"12"12"12"12"
12"
12"
12"18"12"
12"
12"12"24"12"20"1
2
"12"12"12"
16"
12"18"18
"12"12"
12"18"12"12"12"12"12"12"12"12"1
2
"
12"12"12"12"14"
12"16"12"12"12"12"12"12"12"12"12"12"12"18"
16"12"1
2
"
12"
18"
12"
12"
24"
12"
12"12"16"
12"20"16"12"12"16"12"
12"
12"18"12"
12"
12"
16"12"18"12"
12"
12"12"12"12"12"
12"
12"12"12"24"12"12"20"18"
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FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"8"
6"
6
"6"8"10"8"8"8"
6"
6"8"
6"
8"6"8"6"
8"
6"8"6"8"
6"8"8"8"8"8"8"8"8
"
8"
8"8"8"8"6"
8"
8"8"8"
8"8"8"
8
"
6"8"6"
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6"6"8"
8"
8
"
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8
"
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8"6"8"8"8"8"
8"8"8"8
"8"8"8"
8"
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6"8"8"8"8"8"
6"6"6"8"8"
8"
6"
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8"
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8"8"8"
10
"
6"8"8"
8"
6"
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8"
8"8"6"6"8"8"
6"
6"8"8"
8"8"8"8"
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8"
6"
8"
8"
8"8"8
"
8"
8"8"6"8"8
"8"
8"6"8"
8"8"8"8"8"8"8"
8"
8"
6"
6"
6"
8"
6"
6"
8"
6"8"6"8"8"6"8"
8"
6"
8"8"8"8"8"8"8"6"
6"
8"8"8"8"8"6"
8"8"8"6"
8"8"8"8"8"
6"8"8"8"8"8"
8"
8"
6"8"8"
8"
6"
8"
8"
8"8"
8"
10"8"8"
6
"8"6"
6"
8"8"10
"8"
8"
8"
8"8"8"8"
8"
8"
6"
8"
8"
6"
8"8"8"8"8"
8"
8"
8"
6"8"
8"
6"
8"8"8"8"8"8"8"6"
6"8"6"
6"8"8"
8"8"8"8"8"8"8"8"8"8"8"
8"8"6"8"6"
6"
8"
8"
8"
6"8"8"8"8"6"6"
8"
8"
8"8"
6"6"8"8"
8"
6"
8"
8"
8"8"8"8"
8"8"8"8"
6"
8"
8"
8"
8"8"8"6"
8"8"6"
6"
8
"
8"
8
"
8"8"8"8"8"
8"
6"
6"
8"6"8"
8"6"8"8"6"
6"8"8"8"
8"
8"
6"8"8"8"8"8"8"6"6"6"
8"
6"8"8"
8"8"6"8"8"
8"
8"8"8"
8"
6"
8"8"8"8"
8"8"
6"8"8"
8"8"8"
8"
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8"8"8"8"
8"
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8"
8"8"8"8"
8"
6"8"6"8"8"6"
8"
6"
6"6"8"8"8"8"8
"
6"
8"
8"
6"
6"
8"
8"
8"8"6"6"
8
"6"8"
8"
8"
6"8"8"8"8"6"
6"
10"8"8"6"6"
8"
8"8"6"
8"
6"
8"8"8"
8"8"
6"8"8"8"
6"8"8"6"
8"
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8"8"8"6"
8"
8"8"8"
8"
6"
8"8"6"8"
8"
6"8"8
"
8"
8"
8"
8"8"8"8"8"
6"
6"8"8"8"8"8"8"8"8"8"
8"8"8"8"8"8"8"6"
6"
6"8"8"8"8"
8"
6"8"8"
8"
8"8"8"6"8"8"
8
"8"8"
6"8"6"
8"
6"
8"
8"
6"
8"
8"
8"8"8"8"
8"
6"
8"8"8"
8"
6
"6"8"
6"
6"
10"6"8"8"6"8"8"8"8"8"8"8"8"8"6"8"8"8"8"8"6"8"8"8"8"
6"
8
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6"
6"
8"
8"6"8"8"IndianCreekSte w a rt C reek
Offi
ce
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ee
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F urneauxCreekM idwayBra nch
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LEGEND
Proposed Improvements
Elevated Storage Tank
Water Line
Under Design/Construction
Groundwater Well
Existing System
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 5-29
CITY OF THE COLONY
ALTERNATIVE 1 BUILDOUT
MAXIMUM DAY DEMANDS
AVAILABLE FIREFLOW
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Thursday, May 14, 2026 8:23 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
FIREFLOW
Less than 1,500 gpm
1,500 - 3,000 gpm
3,000 - 4,500 gpm
Greater than 4,500 gpm
5-25
Water Master Plan Update
City of The Colony
6-1
6.0 WATER SYSTEM CAPITAL IMPROVEMENT PLAN
Two capital improvements plan alternatives were developed for the City’s water distribution system.
These projects address deficiencies in the existing system’s ability to meet water demands and provide
the required distribution capacity to serve the projected residential and commercial growth through the
buildout planning period.
All recommended infrastructure is sized to meet the projected buildout peak water demands. It is
recommended that these projects be constructed generally in the order listed; however, development or
renewal patterns may make it necessary to construct some projects sooner than anticipated. Locations
shown for new lines and other recommended improvements were generalized for hydraulic analyses.
Specific alignments and sites will be determined as part of the design process. All projects were developed
in accordance with TCEQ standards and followed the design criteria as outlined in Section 5.1.
Prioritization and phasing of these projects were determined by the required capacity as projected by the
hydraulic model.
Planning level cost estimates were calculated for the needed improvement. The costs are provided as
estimates based on previous similar engineering experience in 2025 dollars and include an allowance for
utility easements, engineering, surveying, and contingencies. The project cost estimates do not include an
allowance for land or right of way acquisition. These costs are for planning and budgeting purposes only
and are not to be considered as a detailed opinion of probable construction cost.
The Association for Advancement of Cost Engineering (AACE) International defines five levels or classes of
cost estimates for a project in their Recommended Practice No. 56R-08. AACE classifications are a widely
accepted guideline within the heavy civil construction industry for defining levels of design deliverable
maturity and the expected range of accuracy for associated project cost opinions. AACE classifications
range from Class 5 to Class 1 for the lowest to the highest level of the project definition. The purpose of
the AACE classifications is to improve communication among project stakeholders involved with
preparing, evaluating, and using cost opinions. The guidelines are intended to help avoid inappropriate
decisions caused by misunderstandings of cost opinions and what they are expected to represent. Table
6-1 summarizes the AACE cost estimate classifications with the corresponding expected accuracy ranges.
Notes and examples have been added for further clarification of the type of Class Estimate being provided.
Water Master Plan Update
City of The Colony
6-2
Table 6-1: AACE Generic Cost Estimate Classification Matrix
Estimate
Class
Level of Project
Definition
(as a % of completion)
* of design deliverables
End Use
Expected
Accuracy Range
* not %
contingency
Preparation Effort
(Degree of effort
relative index of 1)
Class 5 0% to 2%
Screening of feasibility
* Master Plan, Feasibility
Study
L: -20% to -30%
1 H: +30% to +50%
Class 4 1% to 15%
Concept study or feasibility
* Preliminary Engineering
Report
L: -10% to -20%
2 to 4 H: +20% to +30%
Class 3 10% to 40%
Budget authorization or
control
* 30% Design Deliverables
L: -5% to -15%
3 to 10 H: +10% to +20%
Class 2 30% to 75% Control or bid/tender
* 60% Design Deliverables
L: -5% to -10% 5 to 20 H: +5% to +15%
Class 1 65% to 100%
Check estimate or bid/tender
* 90 – 100% Design
Deliverables
L: -3% to -5%
10 to 100
H: +3% to +10%
* FNI Explanation / Example
This report documents proposed improvements and the corresponding AACE Class 5 opinion of probable
construction cost (OPCC). Per AACE, a Class 5 estimate corresponds to a maturity level of project design
deliverables between 0 and 2 percent. Based on AACE guidelines and experience on similar projects, FNI
estimates that the true project construction cost for the proposed design concept can be expected to fall
within -30 to +50 percent of the Class 5 OPCC.
6.1 ALTERNATIVE 1 CIP
The projects in CIP Alternative 1 are shown on Figure 6-1. Table 6-2 summarizes the costs for each CIP
project. Detailed and itemized descriptions of all the CIP projects and associated costs are shown in
Appendix C.
Table 6-2: Alternative 1 Cost Summary
Project
Number Project Name Cost
A1-1 New 1 MGD Elevated Storage Tank $ 8,820,500
Total $ 8,820,500
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Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Proposed 1.0 MG EST
Overflow Elev = 735'TA1-1 12''24"12"18"14"20"16"30"12
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1
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12"
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12"
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12"
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12"
18"20"18"12"12"12"18"12"
12"
12"
12"
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12"
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12"
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12"12"12"12"12"12"12"12"
12"
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12"
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12"12"12"12"14"
12"16"12"12"12"12"12"12"12"12"12"12"12"18"
16"12"1
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12"
18"
12"
12"
24"
12"
12"12"16"
12"20"16"12"12"16"12"
12"
12"18"12"
12"
12"
16"12"18"12"
12"
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12"
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LewisvilleLewisville
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Little ElmLittle Elm
HackberryHackberry
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!I
LEGEND
Proposed Improvements
(#UT Elevated Storage Tank
Water Line
Potential Elevated
Storage Tank Location
Under Design/Construction
!(W Groundwater Well
Existing System
!(W Groundwater Well
[Ú Pump Station
UT Ground Storage Tank
(#UT Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
DRAFT FIGURE 6-1
CITY OF THE COLONY
ALTERNATIVE 1 CIP
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\08_DRAFT_REPORT\DRAFT_REPORT_PRO_PROJECT\DRAFT_REPORT_PRO_PROJECT.aprx
Updated: Tuesday, May 19, 2026 3:42 PM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
PRESSURE PLANES
The Colony
Tribute
Austin Ranch
(Service from Plano)
Water Master Plan Update
City of The Colony
6-4
6.2 ALTERNATIVE 2 CIP
The Alternative 2 CIP consists of the construction of the Southern Pump Station and GST along the railroad
south of Plano Parkway. The parcel identified for the Southern PS is in the City of Carrollton but is owned
by The Colony to be used as a site for a pump station. This alternative also includes an additional delivery
point from DWU and the construction of a supply line running along the railroad to the proposed Southern
PS. Three isolation valves must be installed along Highway 121 to isolate the proposed Southern PP from
The Colony PP. A 1.5 MG EST is also needed to establish the overflow elevation for the new pressure plane.
Three pressure reducing valves (PRVs) must be installed at the intersection of Windhaven Parkway and
Plano Parkway, Windhaven Parkway and Walnut Creek Lane, and along the 12-inch line serving the
Creekside at Austin Waters. These areas are on a lower point, so pressure reduction will prevent excessive
pressures and potential pipe failures.
Model analysis was completed in the Buildout planning period for Alternative 3. The pumping and
operational results as well as maximum day minimum pressures and maximum day fire flow results are
shown in Appendix D.
The projects in CIP Alternative 2 are shown on Figure 6-2. Table 6-3 summarizes the costs for each CIP
project. Detailed and itemized descriptions of all the CIP projects and associated costs are shown in
Appendix C.
Table 6-3: Alternative 2 Cost Summary
Project
Number Project Name Cost
A2-1 Proposed 8.0 MGD Southern Pump Station and 2.5 MG Ground
Storage Tank and Pressure Zone Boundary Installation $ 65,543,100
A2-2 New 24-inch water line along Plano Parkway $ 9,029,800
A2-3 New 16-inch Water Line along Plano Parkway $ 3,169,400
A2-4 New 12- to 16-inch Water Line along Windhaven Parkway $ 1,769,400
A2-5 New 16-inch Water Line along Windhaven Parkway $ 3,169,400
A2-6 New 1.5 MG Elevated Storage Tank and 3 PRVs $ 11,573,600
A2-7 New 24-inch Supply Line along Railroad $ 9,525,600
Total $ 103,498,500
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
A2-2
Tribute Well
Capacity = 2,200 gpm
Southern PS
Capacity = 5,550 gpm
(1) - 2.5 MG GST
Proposed 1.5 MG EST
Overflow Elev = 800'
Three Pressure Reducing Valves
Three Isolation Valves
A2-4
A2-5
A2-6
A2-3
A2-1
A2-7
24''16''12''16''
24''
12''24"12"18"14"20"16"30"12"1
2
"
24"
12"
12"
12"12"16"16
"
12"16"
12"18"12"18"12"12"12"12
"24"12"18"12"12"12"
12"24"24"18"12"12"24"12"
1
2
"12"12"12"12"12"12"
16"12"12"12"12"18"12"12"20"12"12"12"
12"12"18"12"12"12"
12"12"
12"12"12"16"12"12"12"12"12"16"16"12"12"12"
12"14"12"
12"12"18"1
2
"
14"
12"12"12"18"12"12"16"12"12"12"12"12"
12"12"12"
12"
12"12"12"
1
2
"12"12"
1
2
"12"16"20"12"
24"20"24"20"
12"
12"
12"18"12"12"12"12"12"12"12"16"16"12"12"12"
12"
12"
12"12"
12"12"12"12"1
8
"12"12"12"24"12"16"12"
18"
24"
24"12"18"12"1
2
"
1
2
"12"12"12"12"
12"12"12"18"12"12"12"12"12"12"12"20"12"16"18"12"
12"
12"
12"12"12"
12"12"12"18"
12"
12"18"24"12"
12"
12"
12"12"12"18"12"12"12"12"12"24"
16"
12"
12"12"12"
12"24"12"16"18"12"
12"
12"12"12"12"
12"
12"
12"20"12"12"
12"12"12"
12"
16"24"20"16"12"
12"
12"
12"12"12"12"12"12"12"12"12"12"12"12"12"24"16"
12"12"12"12"
16"
18"MAIN STFM 423N JOSEY LNPAIGE RDE HEBRON PKWY
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SH 12
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NAUTICAL DRPRIVA
TERDPR I VA T E R D
L IL A C
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N 4TH ARMY DRSH 12
1
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DR
E H E B R O N P K W Y PR IVATE R D
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MAIN ST
PRI V A TE RD
PRIVATE RD
PRIVATERD
CHEYENNEDRPRIVATE RD
PRIVATE RDPRIV
AT
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PRIVATE RD
PA
R
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R
R
D
MIDWAY RDFriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"
8"
6"8"8"8"8"8"
8"
8"
6"
8"
8"
6"8"8"8"8"8"
6"
6"
8"
8"
6"8"8"8"
8"8"8"
8"8"8"
8"
8
"
6"
10
"
6"
6"8"8"8"8"8"8"
6"
8"
8"
6"
6"
8"
8"
8"
8"
8"
6"
6"6"8"6"6"
6"
8"8"8"8"
8"6"8"8"8"8"
8"
8"
6"8"8"6"8"6"
8"8"6"
6"8"8"8"8"
6"
8
"8"6"
8"
8"
8"
6"8"8"
6"8"6"8"6"
8"
8"
6"
8"6"6"8"8"8"
8"
6"
8"
8"
8"8"
6"
8"6"8"8"
8"
8"
8"8"8"8"
8"
8"
8"
8"8"8"
6"
8"
8"
8"
8"
8
"8"8"
8"8"8"8"
8"
8"
8"
6"8"6"
8
"
6"
6"8"8"8"8"8"
8"
8
"6"8"
8"
8"
6"
8"8"8"8"8
"
8"
6"
6"
6"
8"
8"
8"6"8"8"8"10"
8"
8"
8"
8"
8"
8"
10
"8"8"
6"8"6"
8"
6"
8"
8"
8"10"8"8"8"8"
8"
6"8"8"8
"8"8"
8"
6"8"8"8
"
8"8"8"8"6"8"8"8"8"6"8"8"6"8"6"
8"
8"6"
8"6"8"8"
8"8"6"
8"
6"
8"8"8"8"6"
8"
6"
8"
6"
8"6"8"8"8"8"
8"
8"8"8"8"8"8"8"8"
8"8"
6"8"8
"
8"8"8"6"8"8"8"
8"
6"8"6"
8"
6"
8"8"8"8"6"
8"8"8"8"8"6"
6"
6"
8"
6"8"8"8
"8"
8"6"6"6"8"8"8"8"8"6"8"
6"8"6"
8"
8
"8"8"8"8"8"8"8"
8"8"6"8"
8
"8"8"
8"8"6"8"8"6"8"8"8"8"
8"
6"8"8"8"8"6"8"8"
8"8"8"
8"
8"
8"
6"8"8"8"8"8"8"8"6"8"6"
8"8"8"8"8"6
"
8"
8"8"8"
8"
8"
8"
6"8"8"8"
6"
8"
8"
6"8"8"6"
8"
8"8"8"8"
8"8"6"8"8"8"8"
10"8"
8"
8"
6"
6"
8"8"6"
8"
8"
8"6"8"6"8"8"8"8"8"8"8"8"8"8"
6"
8"8"8"
6"
6"
8"
8"8"6"
6"
8"6"8"8"
6"
8"8"8"8"6"6"
8"
8"
8"
8
"8"
6"
6"8"6"
8"
8"8"8"8"6"8"8"8"
8"8"8"8"6"8"8"8"8"
8"
8
"8"8"8"
6"
8"
8"
8"8"8"
8"
8"8"6"
8
"
8"
6"
6"8"8"
6"8"6"8"8"
8"
8"
8"
8"
6"
6"8"
6"
8"8"8"
8"
6"
8"8"8"
6"8"6"
8"
6"
6"
8"8"8"
6"
8"
8"8"6"8"8"8"8"8"6"6"8"8"10"
8"8"6"
6"
6"8"8"
8"8"
8"
6"
8
"6"8"
6"6"8"
6"
8"6"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchMidwayBranch
F
u
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n
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a
ux
Cr
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LEGEND
Proposed Improvements
Valve
Ground Storage Tank
Elevated Storage Tank
Pump Station
Water Line
Under Design/Construction
Groundwater Well
Existing System
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 6-2
CITY OF THE COLONY
ALTERNATIVE 2 CIP
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Thursday, May 14, 2026 8:24 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
PRESSURE PLANES
Southern
The Colony
Tribute
Water Master Plan Update
City of The Colony
6-6
6.3 ALTERNATIVE 3 CIP
The Alternative 3 CIP consists of the construction of a booster pump station at the intersection of Paige
Road and State Highway 121. Three isolation valves must be installed along Highway 121 to isolate the
proposed Southern PP from The Colony PP. A 1.5 MG EST is also needed to establish the overflow
elevation for the new pressure plane. Three pressure reducing valves (PRVs) must be installed at the
intersection of Windhaven Parkway and Plano Parkway, Windhaven Parkway and Walnut Creek Lane, and
along the 12-inch line serving the Creekside at Austin Waters. These areas are on a lower point, so
pressure reduction will prevent excessive pressures and potential pipe failures.
While TCEQ does allow booster pump stations without ground storage provided a minimum pressure of
35 psi is maintained throughout the system and 20 psi is maintained on the suction side, this configuration
is discouraged by both TCEQ and FNI. The Office Creek PS is the primary water supply to the proposed
booster pump station. If an outage were to occur at Office Creek PS, the Grandscape area would lose
service, the Chesapeake EST would drain out, and nearby high points would be at risk of dropping below
the required 35 psi. Ground storage provides a critical buffer during emergency conditions, and
implementing a large pump station without this buffer introduces additional operational risk to the City.
Additionally, if a booster pump station takes suction from a source other than a storage tank, a variance
from TCEQ is required in accordance with 30 TAC §290.44(d)(2). FNI cannot guarantee that such a variance
would be granted after the booster pump station has been designed.
Model analysis was completed in the Buildout planning period for Alternative 3. The pumping and
operational results as well as maximum day minimum pressures and maximum day fire flow results are
shown in Appendix E. While model results indicated that the requirements of maintaining 35 psi system
wide and 20 psi at the PS suction is met, FNI does not recommend this alternative due to the operational
risks associated with no ground storage
The projects in CIP Alternative 3 are shown on Figure 6-3. Table 6-4 summarizes the costs for each CIP
project. Detailed and itemized descriptions of all the CIP projects and associated costs are shown in
Appendix C.
Water Master Plan Update
City of The Colony
6-7
Table 6-4: Alternative 3 Cost Summary
Project
Number Project Name Cost
A3-1 Proposed 8.0 MGD Southern Pump Station and Pressure Zone
Boundary Installation $ 61,820,600
A3-2 New 24-inch Water Line along Plano Parkway $ 3,712,500
A3-3 New 20-inch Water Line along Plano Parkway $ 3,842,200
A3-4 New 12- to 16-inch Water Line along Windhaven Parkway $ 1,769,400
A3-5 New 18-inch Water Line along Windhaven Parkway $ 3,505,800
A3-6 New 1.5 MG Elevated Storage Tank and 3 PRVs $ 11,573,600
Total $ 86,224,100
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Proposed 1.5 MG EST
Overflow Elev = 800'
Three Pressure
Reducing Valves
Three Isolation Valves
A3-4
A3-5
A3-6
A3-3
A3-1
A3-2
Alt3_CIP_Lines
Booster PS
Capacity = 5,550 gpm
20''
16''12''20''12''24"12"18"14"20"16"30"12"12"
12"
12"20"12"16"12"
12"
12"12"16"12"
12"
12"16"24"1
2
"12"24"12"12"12"
1
2
"
12"
12"16"12"1
6
"
18"
12"24"12"24"12"12"
12"12"12"12"12"16"
12"12"12"
12"24"12"24"
12"
12"
12"
1
2
"
12"
2
0
"12"12"16"12"12"
1
6
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12"12"12"16"12"12"12"
12"12"12"24"12"12"12"12"
18"
1
2
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12"
18"12"24"12"12"12"12"12"18"12"
12"12"12"12"12"12"16"
12"12"18"20"12"12"
12"20"12"24"
12"12"12"
12"12"12"18"12"
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12"12"12"12"12"18"12"12"24"
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12"12"12"12"18"12"12"12"12"
1
2
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12"12"14"16"
18"12"12"
12"12"12"20"12"12"12"
18"
16"20"12"
18"
12"12"12"
12"24"24"12"20"
16"18"12"16"
24"20"16"16"12"12"24"1
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L A V E R TO N DR
SNUG H A RB OR CIR
ELMSTEAD DR
TERRACE DRSHAKESPEARE LNSHADOW ROCK DRWASHINGTON DR
SALISBURY CO
U
R
T LEIGHTON LNFIRST STNEWTOWNS
T
AM
P
ED
E
D
R
OVE
R
WOODDRPECANCHASE L N
MIDWICK DRINDIGOSKYDRWARD
D
R
HOL
LOWC
REEK
T
R
L
CAPSTONE DRC O L E C AS T L E
C
T VILLAGESPRINGSDRCHANTILLYLNLAKEBEND LNHAZELWOOD AVE
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E
W
A
Y TIFFANY DRDUVAL DREAGLE VAIL DR
Q
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LAINEDR
ALI
C
E
L
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B
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A
L
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A
V
E
SIR JUDGE DR KYSER WAYHAVERFOR D D RSUNRISE DR BERKLEY LN
IVYGREEN RD
EL CAMINO DR
ASPEN LN
SHOREHAM
CIR
ROYAL ACRES TRL
M
A
R
B
L
E
R
D
G
WINGED FOOT WAYCROWN FOREST DRGEM DRSTAL
L
IO
NRA
N
C
H
R
D
RIDGECRESTDRTAHOE TRCR
ESTPOI
NTE PLSILENT RIVER RDCRESTEDGEDRSANDPIPER LN
GUADALUPE LNMOUNTAINSKYRD
CASTLE HILLS LNBEL
L
A
C
TSUTTONPLDUSTWHIRLDR
H
OL
LOW
HI
L
L
L
N
TRAIL VIEW LN
ENTR
S
R
T
S
B
F
R
O
M
L
E
G
A
C
Y
GROVE LN
CURTISS DRSPARKS DR
CAMILLE DR
LINCOLN DR
ARMISTICE DR
BIRMIN
G
T
O
N
K IN G S VI EW DRC
A
LYPSO LNPROSPERO LNI
NTERNATI
ONALPKWYTWILIGHT DRC O T TON W O O DSPRINGSDRB
L
A
CK OAK
D
R
COLT RDFESTIVALLNPAINTER STMAG
ALI
A L
N
CANE HILL DR
HOLFORD DR
CARSON LN
TIMBER LN
S H INGLEMILLRDSOUTHMO
ORLNAU D UBONCTLORRAI N E DR
BANS
C
R
O
W
N
B
L
V
D
TRAVIS ST
CREE D
RRITTENHOUSEST
CALIBURN CT
CASTLEMERE DRPR 3411BUSH
W
OODSD
R RUNNING BAYTRIPOLI TRLFLOREN C E D R
DUPO NT DRTRENT BASIN DR
BISCAYNE DRGRACE LNLAKEHILL BLVD
KRUGER LN
BENWICK WAYVISTA CR E E K D R
SPLIT REIN RDYACHT CLUB DR
TUCKER ST
DA
R
TMOOR DR
SHADOW CREST DR
MADISON ST
SI
R
LANCELOT BLVD IRISH DRJOSEPHI N E ALY STILL
WATER TRL
DRY CANYON DR
CAMPFIRE LN
C
E
D
A
R
RANCH RD
RANDWICK
TRL
CARVE
R
D
R MISTLEY PARKCLEM CASTLEDRLOMA ALTA DR
ALMSBURY LN
APPLEDRUN
I
T
E
D
L
N
DANCING WATER DR
SIR
BEDIVERE LN
HOR
SESHOE
T
RL CROSS GRAINED DRALBANY PARKDEXTE R L N
CA
T
H
E
D
R
A
L
L
A
K
E
D
R
LONDON
CUMBERL AN D CIR
PEA
C
E
D
R
B EACHCLUB RD
P
I
L
G
R
IM
D
R
LISMORE DR
N UM
B
E
R
L
A
N
D
D
R JOURNEY DRLEG IRON DR
KENTWOOD DRWAMPLER DR
QUAIL CREEK DR
ROUND TREE LN
CROWNOFGOLDDRCLI
PPER CIR
SHADY POINT DRE
ME R A LDKENNSINGTON STALBRITTON DRAR
BOR CRES T DR
V E R A C R U Z D RLOUDOUNSPRINGSDRYARMOUTH LN
WARWICK L N
COUNTRY GLEN TRL
LI
N
K
W
O
O
D
BROOKG
L
E
N
D
R
DAMSEL EVE DR
SAGE RIDGE DR
W AT
E
R
S
ED
G
EDR
LINKS DROTTOWA RDGAGNES CREEK DRBIG BUCKLE DRCRY S T A LLAKE DR
IDLEBROOK DR
EASTWOODDRKLAMATH DR
HO
N
O
R
D
R
Q U E E NM A R G A RETD
RBACHMAN LNENTWISTLE RDSOUTHERN HILLS DR
MOHAWK
D
R
C
ARRAWA
Y
D
R
AMESBURY
QUEEN ELIZABETH BLVD
REEDERDRJEFFERSON DR
TWIN POINT DR
DEER L
A
K
E
D
R
DAMS
E
L
S A UVAGE
L
N
COTLEY
D
R
FOUR
R
O
S
E
S
D
R
LINC
O LNHILLSCTBLAKELEN DRSIRCASTOR CT ADELAIDE STBROOKVIEW DR
FLICKERS ST
MARINA POI
N
T
C
T
SOMERVILLE DRCHESAPE A K E DRCANYON LAKE DRSIRMALORYLNREARN D
RWILLOWLN
LEXINGTON WAYTWIN PINES LNT
E
L
F
O
R
D
BENTLEY LN
CAVALL DRENFIELD
D
R
HICKORYCREEK DRSIR
WADE WAY FOREST DR
LOBO LNSANTA BELLA DRWINDY CREST DRMINGO DRBROOKH O L L OW
D
RMISTY OAKS LNCLEAR WATER DRCLEARFORK TRL
HARVA
R
D
L
N
HAM
I
L
T
O
N
D
RGOOSE CREEK
RD
TWIN H A R B O R SDR
DA M E B RISEN DR
MARBURG LN
SE
V
E
N
SHIELDS
L
N
DI
S
C
O
VERY BAY DR
STONEGATE DR
TUMBLING RIVER DR
ORYX
TR
L
BONNELL STKIT KING DRTREGO CIR
ALLEGRO DR
STEEL DUST
R
D
IMPA
LA
TR
LOYSTER LNDGTASCATE DRCOTTON GIN RD
BIANCA LN
VISTA
T
E
R
R
A
C
E
D
RZURICHL
N HOWELL DRWHITE ROCK DRSHADOW TRL
W P A R K P KW YVISTA CRESTDR
PEREGRINE TRL
PACK SADDLE WAY
CLARK DRCAMDEN BLUFF RD
OVE RL O OKCT
E
N
G
L
E
S
W
O
O
D
T
R
L HARTEBEESTTRLGOLDE
N
S
P
U
R
S
HASKELL DRSHORE CREST RDMI
L
LE
R
CI
RACADEMY DR
FIRESTONE DRCAPT
AI
N
S
C
V
N
O
R
T
H
P
ARKDR
ROYAL OAKS DR
CEDAR LNCOUNTRYSIDE DRDORAL DRGENT
L
E
W
I
N
D
L
N
BEAC
H
F
R
O
N
T
D
R
PLUM CREEK DRLAKE FRONT DR
MARTINO RDCLEA R W ATER
D
R
CAR
A
W
AY
STBAYBERRYLN DYNASTY LNCELEBRA
T
I
O
N
D
R
PRITCHETT DR
ST
C
R
OIX DR
PONY AVEFAIRB A N KS CT
CANNON
F
A
L
L
S
D
RHUNTERS CREEK
TRLMISTY SHORES LNFR
O
S
T
E
D
H
L AMBERDALE LNGOLDEN
T
R
L
TREESE CIRHYACINTH LNYARRA LNBLUFF PTRUSTIC VILLA LNTRAIL BLUFF DRREFLECTION
BAY
DRHONEYWOOD LNCRYSTAL LN
KENWAY DR
GARRISON DR
BURNING OAK DRTRUITT CIRTALLOW LNGREE N HILL
D
RFOSS
I
L
L
A
K
E
D
R
BLAISE LN
BUNK
H
O
U
S
E
R
D
CRESTWOOD DRMERLIN
S
R
O
C
K
L
N BRIAR CTDORSET
DARNELL CIR
FAY CIR
HERE
F
O
R
D
D
R GYPSY SHIRE LNEVENING SUN DRBUFFALO SPRINGS DRBENT HOOK DRDAMSEL CHE
R
R
Y
L
N BOB GALER DRCEDAR CREEK TRL
MERRIWEATHER LNWIMBERLY
WAY
R
A
G
A
N
P
L
BLACK CASTLE DRVALLEY
G
LEN
C
T VERDANT VALLEY DRBEN LNBELLA V
ISTA
LN
POINT LOMA DR
HALTERED HORSE LNELAM CTLOCKWOOD DR
CANYON OAKS CIR
CARLSBAD DR
HIGH SIERRA DRTWAIN LNFOREST BREEZE DRCHUCK WAGON TRLKILDARE DRHAFT RIVER RD
MA
R
K
S
C
I
R
LUCAN DR
GARETH
S
S
W
O
R
D
D
R YEARLING
DR
FOX
R
I
D
G
E
T
R
L
POMPEII WAYCOBALT DRPAWNEE LNDRURY LN
GARDA CIR DUPONT STWINGED FOOT DRSERAPE DRBRUSH HILL RDSAHARAH CT
P
H
I
LM
O
N
T
R
D MALTESE LNCARBINE TRL
HO
L
T
D
R
SAGEWOOD DR
SNOW OWL CT
LEGRAND DR
NAUTICAL DRCHEYENNEDRE H E B R O N P K W Y PRIVATE RDSTATE
1
2
1
H
W
Y
F
LORENCE
DRPRIV
AT
E RD LEGACY DR4TH ARMY DRELM LNL IL A C
L
N
DRIVEWAYFM 423MAIN STE SH 121 BUS PRIVATERD
PRIVA T E R D
PRIVA
TERDPRIVATE RD
P
R
I
V
ATE RD
PR I VA T E R D PRIV AT
E
RDMIDWAY RDPA
R
K
E
R
R
D
SH 12
1
PRIVATE RD
PRI V A TE RD
PRIVATE RD
PRIVATERDPR IVATE R D
MAIN ST
PRIVATE RDPINEHURST DR
PRIV
ATE R D
FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"10"8"
8"
8"
6"6"8"8"8"8"8"
6"8"8"
8"8"8"8"8"8"
8"8"
8"8"8"
8
"8"8"
6"
6"
8
"
8"8"8"8"8"
8"
8"
6
"8"8"
6"8"8"8"6"
8"
8"
8"
8"
8"
8"8"
6"8"8"6"8"8"8"8"8
"
6"
8"8"8"
6"6"8"8"8"6"
6"
6"
8
"8"
6"6"8"
8"
8"
8"
8"
6"6"8"8"8"8"8"8"8"
8"
6"
6"8"8"
6"8"8"8"
6"
8"8"6"
6"
6"8"8"
6"
8"
8"
8"8"8"6"6"8"
6"
6"
8"
8"6"8"
6"
6"
8"
8"8"8"
6"8"6"
8
"
6"6"8"
8"
8"8"8"6"8"8"
8"
6"
6"8"8"8"
6"8"
8"
6"
8"
8"8"
6"8"8"8"8"8"8"6"8"8"
8"
8"8"8"8"8"6"8"
8"
6"
8"
8"8"
8"
8"
8
"
8"8"6"8"8"6"
6"
8"8"8"8"8"8"8"8"
8"
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8
"
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6"
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8"
10
"
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6"8"8"8"8"8"8"8"6"
8"
8"
8"8"8"6"
6"
8"
8"6"8"8"8"6"
8"
8"
8"6"8"
8"
8"
6"
8"
8"8"
8"
8"
6"8"6"
6"
8"
8"
8"
8"
8"
8"8"8"
8"8"
8"6"8"8"
8"
8"8"8"8"6"8"
8"8"8"
6"
6"
8"8"8"8"
8"
8"
8"
6"
6"
6"8"8"8"8"
8"8"8"8"8"
8"
8"
6"
8"
8"
8"
8"
8"
8"
6"
8"8"8"8"8"
6"
8"
8"8"6"
8"8"8"8"6"8"
8"
8"
8"6"8"
8"8"6"6"
8"8"8"
8"
6"
8"
6"6"8"8"8"8"8"6"8"8"
8"
8"
6"
8"
8"6"6"
8"
8"8"8"8"
8"
8
"
8"
6"8"8"8
"
6"
8
"
8"8"8"
8"
8"8"8"8"6"8
"
8"8"6"8"8"
8"
8"
6"8"8"8"6"6"
8"8"6"8"6"
8"6"8"8"
8"
8"
8"8"6"
8"
8"8"8"6"
8"8"6"8"8"
6"
8"8"8"8"
8"
8"
6"8"
8"
8"8"8"
6"
6"
10"
6"8"8"8"6"
8"
6"
8"
8"8"6"
8"8"8"8"8"
6"
8"
8"8"8"6"8"6"8"8
"
8"
8"8"
8"
8"8"8"
8"
8"
10"
8"
8"
8"6"6"8"8"
8"8"8"6"6"8"6"8"8"8
"
8"8"8"8"8"8"8"
8"
8"
8"
8"
8"8"8"8"
6"
6"8"8"8"
8"8"8
"8"8"8"
8"
6"
6"
8"
8"
6"8"8"8"8"8"
8"8"6"8"8"
6"
8"
8"
8"8"8"8"6"8"8"8"6"6"
6"6"
8"8"8"8"8"8"8"8"8"
6"
6"
6"
8"
6"8"8"
6"
10"
6"6"8"
6"8"6"8"8"8"8"
8"8"6"8"8"8"6"8"8"
6"
8"
6"
6"
8"
8"
6"
8"
6"6"8"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchMidwayBranch
F
u
r
n
e
a
ux
Cr
e
e
k
LEGEND
Proposed Improvements
Valve
Elevated Storage Tank
Pump Station
Water Line
Under Design/Construction
Groundwater Well
Existing System
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 6-3
CITY OF THE COLONY
ALTERNATIVE 3 CIP
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Thursday, May 14, 2026 8:26 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
PRESSURE PLANES
Southern
The Colony
Tribute
Water Master Plan Update
City of The Colony
6-9
Figure 6-4 shows the prioritized potential locations for the proposed 1.5 MG EST for Alternative 2 and 3.
A detailed siting investigation was not included as part of this study. The candidate sites were selected
based on ground elevation, to limit the tank height to less than 200 feet, and proximity to larger water
transmission mains. This is not an exhaustive list of potential EST locations.
The analyses presented in Appendix D and Appendix E is based on the EST location shown in Figure 6-2
and Figure 6-3. Actual system performance may differ if the tank is ultimately constructed at a different
location.
(#UT
"m
DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
12''
24"12"14"16"
18"20"
12"
12"12"12"12"12"1
2
"
12
"12"12"
12"
12"12"12"12"
12"
12"12"12"12"16"12"12"20"12"16"12"12"12"
12"12"12"
12"16"12"
12"12"16"
12"12"12
"12"12"
12"14"12"20"12"
12"12"12"12"12"12"12"12"16"12"1
2
"
12"12"12"
12"12"12"12"1
2
"
12"12"
12"
12"12"16"
12"
16"
12"
12"12"12"12"
12
"
1
2
"
1
2
"12"
1
2
"
12"
12"12"12"12"12"12"12"
12"12"12"12"12"12"20"12"
12
"
12"12"12"16"12"12"12"12"
12"12"12"12
"12"1
2
"12"12"
12"
12"
12"
12"12"12"12"12"
12"
16"
12"
12"24"16"
12"12"12"20"12"12"
1
2
"12"16"
12"
16"12"12"16"12"12"16"
12"
1
2
"16"12"12"
12"
12"12"12
"16"18
"12"12"
12"12"12"16"
12
"12"12"
12"12"12"12"12"
12"
SH 12
1 PAIGE RDPL
A
N
O
P
K
W
Y
WINDHAVEN PKWY
W PARKER RD
SAM
R
A
Y
B
U
R
N
T
O
L
L
W
A
Y
PARKER RD
MARSH LNNORRI
S DR
W SPRING CREEK PKWYN JOSEY LNMCKAMY TRL
STATE 1
2
1
H
W
Y
SOUT
H
C
O L O N Y B L V D
SH 1
21
O
N
R
A
M
P
M
A
R
E
R
D DOZIER
RD
BIG
R
I
V
E
R
DR
GR A N D SCAPEBLV D
WORLEY DR
GLENV
I
E
W
L
N
STEINBECKSTTOWN AND COUNTRY BLVD
CHARLES STBRIARRIDGELN
AVERY LN
INDIA NTRLS
UDB
URY RD
AZTEC DR
PRESTONWOOD DRLACOSTADRALPHA DR
SAINTSBURY DRDAVIDSON
S
T
KNOX DR
TRINITY DRO
LD
G
ATE
R
DSAM RA
Y
B
U
R
N
T
O
L
L
W
A
Y
S
B
MIDWAY RDMYRTLE BEACH DRTITTLE DRKING S M A NOR
L
N
B E R M U D A D U NES DRWINEHART STDIAM O N D R ID G E D R
M A V ERICKWAYAUSTINWATERSWARWICK BLVDBUCKSKIN
D
R
C A RDINAL BLVD
SAGE HILL DRRED WOLF LNMILLER DRSTRAIT LNVA
Q
U
E
R
O
L
N
RIVERHILLDR
C I R R U S W AYTIMBER TRSIENA PL
CROOKEDSTICK DR
BON S AI D RBARTONCREEK BLVDRUNYON DR
COLUMBIN E W A Y
RHETT LNAPACHE DRHIGHWOOD TRLROCKWOODDR
TWIST TRLARBOR GLEN RD
CASTLEPINES D R
SANTA CRISTINA
TOPAZ DR
ALISTER
L
N
CASTLEMERE DR
PE
L
IC
A
N
B
A
Y
DRS
P
R
I
N
GCREEKPKWYWEXL
E
Y
L
N
JOSEPHINE STGRIFFIN DRDAY SPRI
NGDRWAR M I NGTONDR
EXIT S
P
RI
N
G
C
R
E
E
K
ARBOR VISTADRMOUNTAIN VALLEYDR
BAILEY ST SHADOW ROCK DRGRAND HOL L OW DRCHEYENNE DRH
OLLO
WCREEK TRL VILLAGESPRINGSDRWIL TSHIR
E
B
L
V
D
EAGLE VAIL DR
W I NGED FOOT WAY
P
RIV
AT E R D
CROWN FOREST DRMANOWARRDTAHOE TRRIV
E
R
E
D
G
E
D
R
BEL
L
A
C
T
KADIN LN GROVE LN
HAWSE DR
COLT RD
TRAVIS ST DUP O NT DRLIBERTY DRMADISON ST
JOSEPH ST
T
WIN OAKS
D
R
BRONCO BLV
DSP
E
N
CER LN
W
P
L
A
N
O
P
K
W
YSHADY POINT ALYWARWICK LN
PALAMEDES STLINKS DRROUNDS
PRINGSLNCHALK WAYVAN GOGH DR
GRIFFIN R D
DUNMOOR DRDRIVEWAY
WILLO
WLN
LEXINGTON WAY
PORTOBELLO DR
RATTLER LNAUTUMNWOOD TRLHAM
I
L
T
O
N
D
R
EMERSON
L
N
C
O
O
K
C
I
R
M ULHOUSECTBONNELL ST
SEABISCUITSTROUGE LN
SIL V E R WAY LN
G
A
TSBY WAY
ANDORA DR
HAVENRIDGE RD
VICKI
L
N
CO RRALDRTOAD HOLLOW LNMADERAA LY
BIANCA LN
B L A CKTREE
D
R
VICKI A LY
CREEKBLUFF CIR
WOODY TRLBLUE GLEN
D
R
HIGH GATERDPONY AVESH O A L
C
R EEK
CI
R
STRATFORD LN
OVE R L OOKCT
BR
E
SE
E
DR TRAIL BLUFF DRSTARDUST DR
GR E E N HILL
DRHUNTER LNPROUD KNIGHT LNMERRIWEATHER LNWIMBERLY
WAY
GRA
N
D
F
A
L
L
S
C
I
R
HEADQUARTE
R
S
D
RHILL CREEK DRELAM CTCANYON OAKS CIR
TWAIN LNSHA
K
E
S
P
E
A
R
E
S
T
VERA ST
HERMANN LN LAKE FOREST DRKILDARE DRPRINCESS CAROLI
N
E
C
T
POMPEII WAYPAWNEE LNBEE CREEK RDBRUSH HILL RDHO
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PlanoPlano
CarrolltonCarrollton
LewisvilleLewisville
FriscoFrisco
HebronHebron
6"
8"
10"
8"8"8"
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6"8"8"8"8"
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8"8"8"8"8
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8"8"8"8"6"8"8"8"8"8"
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8
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8"
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8"8"8"8"8"8"8"8"8"
8"
6"
8"8"8"
8"
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8"6"6"
8"8"8"8"8"8"
6"
8"
8"8"6"8"8"8"
6"8"8"8"8"8"
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8"8"8"8"
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8"8"
8"
8"8"8"8"8"8"8"8"
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0 1,250
SCALE IN FEET
!I
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx\(Figure_6-4)_Southern_PP_Potential_EST_Locations
Updated: Tuesday, May 12, 2026 4:36 PM
User Name: 03812
FIGURE 6-4
CITY OF THE COLONY
POTENTIAL ELEVATED STORAGE
TANK LOCATIONS
LEGEND
(#UT Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Elevated Storage Tank Location
High Priority
Medium Priority
Road
Railroad
Stream
Lake
Parcel
Pressure Planes
Southern
The Colony
City Limit
Other City Limit
County Boundary
Water Master Plan Update
City of The Colony
6-1
Appendix A:
Pressure Recorder Data
Appendix A: Field Data A1 Figure A1: Field Data - P1: 4180 Main Street Figure A2: Field Data - P2: 4925 Womack Cir
Appendix A: Field Data A2 Figure A3: Field Data – P3: 6604 Stewart Blvd Figure A4: Field Data – P4: 6801 Main St
Appendix A: Field Data A3 Figure A5: Field Data – P5: 3601 Millbank Figure A6: Field Data – P6: 5649 North Colony Blvd
Appendix A: Field Data A4 Figure A7: Field Data – P7: 6305 Lost Valley Dr Figure A8: Field Data – P8: 4371 Destination Dr
Appendix A: Field Data A5 Figure A9: Field Data – P9: 4052 Destination Dr Figure A10: Field Data – P10: 2801 Plano Pkwy
Appendix A: Field Data A6 Figure A11: Field Data – P11: 5600 Nebraska Furniture Mart Dr Figure A12: Field Data – P12: 3650 Plano Pkwy
Water Master Plan Update
City of The Colony
6-2
Appendix B:
Extended Period Simulation Calibration
Water Master Plan Update
City of The Colony
6-3
Appendix C:
Cost Estimates
Date:April 13, 2026A1-1ShortITEM
QUANTITY UNIT UNIT PRICETOTAL11LS
5,750,000$ 5,750,000$ 2500LF 300$ 150,000$ 5,900,000$
30%1,770,000$ 7,670,000$
15%1,150,500$ 8,820,500$
8,820,500$ Cost EstimateOpinion of Probable Construction CostDESCRIPTION
1.0 MG Elevated Storage Tank
12" WL & Appurtenances
City of The Colony
Project Description:Vicinity Map
This project includes a new 1.0 MG Southern Elevated Storage Tank.
This project also includes a 12-inch water line from the proposed tank
to the existing 12-inch in the parking lot south of Plano Pkwy.
Project Drivers:
This project will meet TCEQ requirements and FNI design criteria for
elevated storage
Construction Project Number:Phase:Project Name:New 1 MGD Elevated Storage TankSUBTOTAL:Estimated Project Total:SUBTOTAL:CONTINGENCYSUBTOTAL:ENG/SURVEY
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Date:April 13, 2026Cost EstimateCity of The Colony
Water Master Plan Update
City of The Colony
6-4
Appendix D:
Alternative 2 Hydraulic Modeling Analysis
Water Master Plan Update
City of The Colony D-1 APPENDIX D: ALTERNATIVE 2 FUTURE SYSTEM ANALYSIS
Buildout Planning Period
Identified CIP projects were added to the buildout maximum day EPS scenario to serve the Austin Ranch
and East 50 areas and increase pressures. Under the buildout maximum day EPS model scenario the
minimum modeled pressures throughout the distribution system exceeded 35 psi. The creation of the
Southern PP increases pressures in the new pressure plane by around 30 psi. Under this scenario, modeled
available fire flow throughout the system was above 1,500 gpm except at the end of dead end small
diameter lines. There is more available fireflow in the new Southern PP than in the buildout scenario
without the new PP. Modeled tank levels were generally between 20 feet and 40 feet, which is consistent
with current operations. The pumping and operational results as well as maximum day minimum
pressures and maximum day fire flow with proposed CIPs are shown on Figure D-1 through Figure D-5.
Water Master Plan Update City of The Colony D-2 Figure D-1: Buildout Alt 2 System Modeled Pumping and Tank Levels (The Colony PP)
Water Master Plan Update City of The Colony D-3 Figure D-2: Buildout Alt 2 System Modeled Pumping and Tank Levels (Tribute PP)
Water Master Plan Update City of The Colony D-4 Figure E-3: Buildout Alt 3 System Modeled Pumping and Tank Levels (Southeast PP)
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
A2-2
Tribute Well
Capacity = 2,200 gpm
Southern PS
Capacity = 5,550 gpm
(1) - 2.5 MG GST
Proposed 1.5 MG EST
Overflow Elev = 800'
Three Pressure Reducing Valves
Three Isolation Valves
A2-4
A2-5
A2-6
A2-3
A2-1
A2-7
24''16''12''16''
24''
12''24"12"18"14"20"16"30"12"1
2
"
24"
12"
12"
12"12"16"16
"
12"16"
12"18"12"18"12"12"12"12
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12"24"24"18"12"12"24"12"
1
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16"12"12"12"12"18"12"12"20"12"12"12"
12"12"18"12"12"12"
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12"12"12"16"12"12"12"12"12"16"16"12"12"12"
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12"12"18"1
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R RUNNING BAYTRIPOLI TRLFLOREN C E D R
DUPO NT DRTRENT BASIN DR
BISCAYNE DRGRACE LNLAKEHILL BLVD
KRUGER LN
BENWICK WAYVISTA CR E E K D R
SPLIT REIN RDYACHT CLUB DR
TUCKER ST
DA
R
TMOOR DR
SHADOW CREST DR
MADISON ST
SI
R
LANCELOT BLVD IRISH DRJOSEPHI N E ALY STILL
WATER TRL
DRY CANYON DR
CAMPFIRE LN
C
E
D
A
R
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RANDWICK
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R
D
R MISTLEY PARKCLEM CASTLEDRLOMA ALTA DR
ALMSBURY LN
APPLEDRUN
I
T
E
D
L
N
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SIR
BEDIVERE LN
HOR
SESHOE
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RL CROSS GRAINED DRALBANY PARKDEXTE R L N
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P
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LISMORE DR
N UM
B
E
R
L
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N
D
D
R JOURNEY DRLEG IRON DR
KENTWOOD DRWAMPLER DR
QUAIL CREEK DR
ROUND TREE LN
CROWNOFGOLDDRCLI
PPER CIR
SHADY POINT DRE
ME R A LDKENNSINGTON STALBRITTON DRAR
BOR CRES T DR
V E R A C R U Z D RLOUDOUNSPRINGSDRYARMOUTH LN
WARWICK L N
COUNTRY GLEN TRL
LI
N
K
W
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O
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L
E
N
D
R PALAMEDESSTDAMSEL EVE DR
SAGE RIDGE DR
W AT
E
R
S
ED
G
EDR
LINKS DROTTOWA RDGAGNES CREEK DRBIG BUCKLE DRCRY S T A LLAKE DR
IDLEBROOK DR
EASTWOODDRLANDMARK TRLKLAMATH DR
HO
N
O
R
D
R
Q U E E NM A R G A RETD
R
WYCLI FFEBACHMAN LNENTWISTLE RDSOUTHERN HILLS DR
MOHAWK
D
R
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D
R
AMESBURY
QUEEN ELIZABETH BLVD
REEDERDRJEFFERSON DR
TWIN POINT DR
DEER L
A
K
E
D
R
DAMS
E
L
S A UVAGE
L
N
COTLEY
D
R
FOUR
R
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S
D
R
LINC
O LNHILLSCTBLAKELEN DRSIRCA STOR CT ADELAIDE STBROOKVIEW DR
FLICKERS ST
MARINA POI
N
T
C
T
SOMERVILLE DRCHESAPE A K E DRCANYON LAKE DRSIRMALORYLNREARN D
RWILLOWLN
LEXINGTON WAYTWIN PINES LNT
E
L
F
O
R
D
BENTLEY LN
CAVALL DRENFIELD
D
R
HICKORYCREEK DRSIR
WADE WAY FOREST DR
LOBO LNSANTA BELLA DRWINDY CREST DRMINGO DRBROOKH O L L OW
D
RMISTY OAKS LNCLEAR WATER DRCLEARFORK TRL
HARVA
R
D
L
N
HAM
I
L
T
O
N
D
RGOOSE CREEK
RD
TWIN H A R B O R SDR
DA M E B RISEN DR
MARBURG LN
SE
V
E
N
SHIELDS
L
N
DI
S
C
O
VERY BAY DR
STONEGATE DR
TUMBLING RIVER DR
ORYX
TR
L
BONNELL STKIT KING DRTREGO CIR
ALLEGRO DR
STEEL DUST
R
D
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LA
TR
LOYSTER LNDGTASCATE DRCOTTON GIN RD
BIANCA LN
VISTA
T
E
R
R
A
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D
RZURICHL
N HOWELL DRWHITE ROCK DRSHADOW TRL
W P A R K P KW YVISTA CRESTDR
PEREGRINE TRL
PACK SADDLE WAY
CLARK DRCAMDEN BLUFF RD
OVE RL O OKCTHARTEBEESTTRLGOLDE
N
S
P
U
R
S
HASKELL DRSHORE CREST RDACADEMY DR
FIRESTONE DRCAPT
AI
N
S
C
V
N
O
R
T
H
P
ARKDR
ROYAL OAKS DR
CEDAR LNCOUNTRYSIDE DRDORAL DRGENT
L
E
W
I
N
D
L
N
BEAC
H
F
R
O
N
T
D
R
PLUM CREEK DRLAKE FRONT DR
MARTINO RDCLEA R W ATER
D
R
CAR
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AY
STBAYBERRYLN DYNASTY LNCELEBRA
T
I
O
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D
R
PRITCHETT DR
ST
C
R
OIX DR
PONY AVEFAIRB A N KS CT
CANNON
F
A
L
L
S
D
RHUNTERS CREEK
TRLMISTY SHORES LNAMBERDALE LNGOLDEN
T
R
L
TREESE CIRHYACINTH LNYARRA LNBLUFF PTRUSTIC VILLA LNTRAIL BLUFF DRREFLECTION
BAY
DRHONEYWOOD LNCRYSTAL LN
KENWAY DR
GARRISON DR
BURNING OAK DRPETTICOAT DRTRUITT CIRTALLOW LNGREE N HILL
D
RFOSS
I
L
L
A
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E
D
R
BLAISE LN
BUNK
H
O
U
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D
CRESTWOOD DRMERLIN
S
R
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K
L
N BRIAR CTDORSET
DARNELL CIR
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HERE
F
O
R
D
D
R GYPSY SHIRE LNEVENING SUN DRBUFFALO SPRINGS DRBENT HOOK DRDAMSEL CHE
R
R
Y
L
N BOB GALER DRCEDAR CREEK TRL
R
A
G
A
N
P
L
BLACK CASTLE DRVALLEY
G
LEN
C
T VERDANT VALLEY DRBEN LNBELLA V
ISTA
LN
POINT LOMA DR
HALTERED HORSE LNELAM CTLOCKWOOD DR
CANYON OAKS CIR
CARLSBAD DR
HIGH SIERRA DRFOREST BREEZE DRCHUCK WAGON TRLKILDARE DRHAFT RIVER RD
MA
R
K
S
C
I
R
LUCAN DR
GARETH
S
S
W
O
R
D
D
R YEARLING
DR
FOX
R
I
D
G
E
T
R
L
POMPEII WAYCOBALT DRPAWNEE LNDRURY LN
GARDA CIR DUPONT STWINGED FOOT DRSERAPE DRBRUSH HILL RDSAHARAH CT
P
H
I
LM
O
N
T
R
D MALTESE LNCARBINE TRL
HO
L
T
D
R
SAGEWOOD DR
SNOW OWL CT
LEGRAND DR
NAUTICAL DRPRIVA
TERDPR I VA T E R D
L IL A C
L
N 4TH ARMY DRSH 12
1
O
N
R
A
M
P
F
LORENCE
DR
E H E B R O N P K W Y PR IVATE R D
PRIV
ATE R D PRIVATERDSTATE
1
2
1
H
W
YMAIN STPINEHURST DR
LEGACY DRE SH 121 BUS PRIV AT
E
RDDRIVEWAYELM LNP
R
I
V
ATE RD
SAM
R
A
Y
B
U
R
N
T
O
L
L
W
A
Y FM 423PRIVA T E R DPRIVATE RDSH 12
1
MAIN ST
PRI V A TE RD
PRIVATE RD
PRIVATERD
CHEYENNEDRPRIVATE RD
PRIVATE RDPRIV
AT
E RD
PRIVATE RD
PA
R
K
E
R
R
D
MIDWAY RDFriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"
8"
6"8"8"8"8"8"
8"
8"
6"
8"
8"
6"8"8"8"8"8"
6"
6"
8"
8"
6"8"8"8"
8"8"8"
8"8"8"
8"
8
"
6"
10
"
6"
6"8"8"8"8"8"8"
6"
8"
8"
6"
6"
8"
8"
8"
8"
8"
6"
6"6"8"6"6"
6"
8"8"8"8"
8"6"8"8"8"8"
8"
8"
6"8"8"6"8"6"
8"8"6"
6"8"8"8"8"
6"
8
"8"6"
8"
8"
8"
6"8"8"
6"8"6"8"6"
8"
8"
6"
8"6"6"8"8"8"
8"
6"
8"
8"
8"8"
6"
8"6"8"8"
8"
8"
8"8"8"8"
8"
8"
8"
8"8"8"
6"
8"
8"
8"
8"
8
"8"8"
8"8"8"8"
8"
8"
8"
6"8"6"
8
"
6"
6"8"8"8"8"8"
8"
8
"6"8"
8"
8"
6"
8"8"8"8"8
"
8"
6"
6"
6"
8"
8"
8"6"8"8"8"10"
8"
8"
8"
8"
8"
8"
10
"8"8"
6"8"6"
8"
6"
8"
8"
8"10"8"8"8"8"
8"
6"8"8"8
"8"8"
8"
6"8"8"8
"
8"8"8"8"6"8"8"8"8"6"8"8"6"8"6"
8"
8"6"
8"6"8"8"
8"8"6"
8"
6"
8"8"8"8"6"
8"
6"
8"
6"
8"6"8"8"8"8"
8"
8"8"8"8"8"8"8"8"
8"8"
6"8"8
"
8"8"8"6"8"8"8"
8"
6"8"6"
8"
6"
8"8"8"8"6"
8"8"8"8"8"6"
6"
6"
8"
6"8"8"8
"8"
8"6"6"6"8"8"8"8"8"6"8"
6"8"6"
8"
8
"8"8"8"8"8"8"8"
8"8"6"8"
8
"8"8"
8"8"6"8"8"6"8"8"8"8"
8"
6"8"8"8"8"6"8"8"
8"8"8"
8"
8"
8"
6"8"8"8"8"8"8"8"6"8"6"
8"8"8"8"8"6
"
8"
8"8"8"
8"
8"
8"
6"8"8"8"
6"
8"
8"
6"8"8"6"
8"
8"8"8"8"
8"8"6"8"8"8"8"
10"8"
8"
8"
6"
6"
8"8"6"
8"
8"
8"6"8"6"8"8"8"8"8"8"8"8"8"8"
6"
8"8"8"
6"
6"
8"
8"8"6"
6"
8"6"8"8"
6"
8"8"8"8"6"6"
8"
8"
8"
8
"8"
6"
6"8"6"
8"
8"8"8"8"6"8"8"8"
8"8"8"8"6"8"8"8"8"
8"
8
"8"8"8"
6"
8"
8"
8"8"8"
8"
8"8"6"
8
"
8"
6"
6"8"8"
6"8"6"8"8"
8"
8"
8"
8"
6"
6"8"
6"
8"8"8"
8"
6"
8"8"8"
6"8"6"
8"
6"
6"
8"8"8"
6"
8"
8"8"6"8"8"8"8"8"6"6"8"8"10"
8"8"6"
6"
6"8"8"
8"8"
8"
6"
8
"6"8"
6"6"8"
6"
8"6"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchMidwayBranch
F
u
r
n
e
a
ux
Cr
e
e
k
LEGEND
Proposed Improvements
Valve
Ground Storage Tank
Elevated Storage Tank
Pump Station
Water Line
Under Design/Construction
Groundwater Well
Existing System
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE D-4
CITY OF THE COLONY
ALTERNATIVE 2 BUILDOUT
MAXIMUM DAY DEMANDS
MINIMUM PRESSURES
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Thursday, May 14, 2026 8:26 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
PRESSURE PLANES
Southern
The Colony
Tribute
MINIMUM
PRESSURE
Less than 35 psi
35 - 44 psi
45 - 54 psi
55 - 80 psi
Greater than 80 psi
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
A2-2
Tribute Well
Capacity = 2,200 gpm
Southern PS
Capacity = 5,550 gpm
(1) - 2.5 MG GST
Proposed 1.5 MG EST
Overflow Elev = 800'
Three Pressure Reducing Valves
Three Isolation Valves
A2-4
A2-5
A2-6
A2-3
A2-1
A2-7
24''16''12''16''
24''
12''24"12"18"14"20"16"30"12"1
2
"
24"
12"
12"
12"12"16"16
"
12"16"
12"18"12"18"12"12"12"12
"24"12"18"12"12"12"
12"24"24"18"12"12"24"12"
1
2
"12"12"12"12"12"12"
16"12"12"12"12"18"12"12"20"12"12"12"
12"12"18"12"12"12"
12"12"
12"12"12"16"12"12"12"12"12"16"16"12"12"12"
12"14"12"
12"12"18"1
2
"
14"
12"12"12"18"12"12"16"12"12"12"12"12"
12"12"12"
12"
12"12"12"
1
2
"12"12"
1
2
"12"16"20"12"
24"20"24"20"
12"
12"
12"18"12"12"12"12"12"12"12"16"16"12"12"12"
12"
12"
12"12"
12"12"12"12"1
8
"12"12"12"24"12"16"12"
18"
24"
24"12"18"12"1
2
"
1
2
"12"12"12"12"
12"12"12"18"12"12"12"12"12"12"12"20"12"16"18"12"
12"
12"
12"12"12"
12"12"12"18"
12"
12"18"24"12"
12"
12"
12"12"12"18"12"12"12"12"12"24"
16"
12"
12"12"12"
12"24"12"16"18"12"
12"
12"12"12"12"
12"
12"
12"20"12"12"
12"12"12"
12"
16"24"20"16"12"
12"
12"
12"12"12"12"12"12"12"12"12"12"12"12"12"24"16"
12"12"12"12"
16"
18"MAIN STFM 423N JOSEY LNPAIGE RDE HEBRON PKWY
KING RD
TEEL PKWYSTONEBROOK PKWY
SH 12
1
SAM
R
A
Y
B
U
R
N
T
O
L
L
W
A
Y
PARKER RD
LEBANON RD
E SH 121 BUS
NASH DR
MARSH LNMERLIN DRROSE LNKING ARTHURBLVDBAKER DR
E HILL PARK RDPL
A
N
O
P
K
W
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WEST
E
R
N
POLSER RD
RAGAN
D
R
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FOX DR
W S T O N E B R O O K P K W Y
LONE STAR RANCH PKWYTIMBER RIDGE DR
LEWISVILLE LAKE DA
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ANGEL FALLS DRWITT RDLINKS
HIGH SHOALS DR
K E Y S D R
S Q U I RES
D
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W LEBANON RD
M
A
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LAKE RIDGE RD
CHARLES ST
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LEGA
C
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B
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B
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R
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ARBOR GLEN RD
COOKIELN
RIC H M O ND
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SPURWOOD DRETHRIDGE DRROBERTS DR
LANSDOWN DR
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MA
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21
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A
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LA D Y B ANK
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CRE S T S I D E DR KATEDRSTARK RDPATRIOT DR
B
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K E N N O W A Y
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SAMPLE DRPITKIN RDMYRTLE BEACH DR
D OVER DR BROKENB
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D
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C A R DINAL BLVD
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DO
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G
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R
SAGE HILL DRB LAZING STAR RDRED WOLF LNMISSION
A
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JENNINGS DR
SYCAMORE DR
AUTUMN TRLCARLISLEDRLULANE DRHACKBERRY CREEK PARK RD
LI
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AMBER LN
MIRA VIS T A DRJUDGES WAYIPSWICH LN
S I R G A WAI N L NBALFOUR CTLARIAT TRLSTRAIT LNRUSHMOREDRH I G H C O U NTRYDRFOREFRONTAVE CI R R U S W A Y
ALTO AVE
BE R M U D A D UNES DRTIMBER TRSIENA PL
GREENSTONE TRLWINDSORPINE HILLS
D
R
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N
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EXCALIBURBL V D SILVERBROOKLNHOLFORDS PRAIRIE RDGROUSE TRL CROOKED STICKDRCORAL DR
CHIPPEWA TRLSAHALLEE DR
BON S A ID RFEATHERING DR
FRIO WAY
ELM LN
RIVERHILLDR
BARTON CREEK BLVDRUNYON DR
RHETT LNFALCON RIDGE DRAPACHE DRDRIVEWAY
D AM E LO R ILN
ROUN D T A B L E BLVD
OVERTON ST
NATURAL BRIDGE DR
PARAGON DRWASHBURNE DR
MADISON
D
R
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E
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OLD NEWMAN RD
TITUS LND O W E L L I N G DR
DOOLEY DR
THOMPSON DR
W OODRUFF DR
H A R B O R S P R IN G SDRD
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GREEN H O L L O W LNKIOWA DR
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L
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HIGHWOOD TRLWHEELER DR
T O R RA N C E B L VD
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LIVY LNBOURBON ST
DUNVERNY
CASTLEPINE S DR
SANTA CRISTINA
SHERRY LN
MYRTLE LNSI
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RIDGECREST TRLHEADQUARTERS DR
JOPLIN DR
SADIE ST
DURBIN DR
OVERL
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D
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MCAFEE DR
NORTHSHORE DRPACIFIC WAY DRCATALINA LNK
I
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A
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I
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CR E E K H OLLOW W A Y
BRUTUS
B
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VADEN ST
ARIES AVECULVERDALE LNALTA OAKS LN
HE
A
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SANCERRE LN HILTONHEADLNRED OAK TRLHIDDENCOVE
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LAKECREST DRLAKE TRAILS DRKITE LNSP
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GREENWOOD DR
TROUTT DR
B R ID L E B LV DBAYPORT DRBA
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COUSINS TRL
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DRSANDSTONE DR
ARBOR LNPROSPECT DR
BLUE GLEN DR
DUNN DR
RIDGELAKE WAY
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O
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BEN T G R A S S D R BARNES DRSIR
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CYPRESSCOVED R MIDORA
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GE
L
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D
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R
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T
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C OURTLANDD R
VE R B E N A LNFIDDLERSGREENRD
P
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N
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S
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SHAMROCK DR
HADDINGTONL
A
D
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L
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F
R
E
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MAN DR
ELSAAVEMARB
L
E
H
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L
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L A V E R TO N DR
SNUG H A RB OR CIR
ELMSTEAD DR
TERRACE DRSHAKESPEARE LNSHADOW ROCK DRWASHINGTON DR
SALISBURY CO
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D
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T
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L
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SIR JUDGE DR KYSER WAYHAVERFOR D D RSUNRISE DR BERKLEY LN
IVYGREEN RD
EL CAMINO DR
ASPEN LN
SHOREHAM
CIR
ROYAL ACRES TRL
M
A
R
B
L
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R
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G
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L
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N
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NTE PLSILENT RIVER RDCRESTEDGEDRSANDPIPER LN
GUADALUPE LNMOUNTAINSKYRD
CASTLE HILLS LNBEL
L
A
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TSUTTONPLDUSTWHIRLDR
H
OL
LOW
HI
L
L
L
N
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ENTR
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B
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CAMILLE DR
LINCOLN DR
ARMISTICE DR
BIRMIN
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T
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R
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RRITTENHOUSEST
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CALIBURN CT
CASTLEMERE DRPR 3411BUSH
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R RUNNING BAYTRIPOLI TRLFLOREN C E D R
DUPO NT DRTRENT BASIN DR
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KRUGER LN
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SI
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DRY CANYON DR
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C
E
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A
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TRL
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ALMSBURY LN
APPLEDRUN
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T
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D
L
N
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SIR
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HOR
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N UM
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KENTWOOD DRWAMPLER DR
QUAIL CREEK DR
ROUND TREE LN
CROWNOFGOLDDRCLI
PPER CIR
SHADY POINT DRE
ME R A LDKENNSINGTON STALBRITTON DRAR
BOR CRES T DR
V E R A C R U Z D RLOUDOUNSPRINGSDRYARMOUTH LN
WARWICK L N
COUNTRY GLEN TRL
LI
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SAGE RIDGE DR
W AT
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ED
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LINKS DROTTOWA RDGAGNES CREEK DRBIG BUCKLE DRCRY S T A LLAKE DR
IDLEBROOK DR
EASTWOODDRLANDMARK TRLKLAMATH DR
HO
N
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Q U E E NM A R G A RETD
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TWIN POINT DR
DEER L
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L
F
O
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D
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LOBO LNSANTA BELLA DRWINDY CREST DRMINGO DRBROOKH O L L OW
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MA
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NAUTICAL DRPRIVA
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PRIVATE RD
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MIDWAY RDFriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"
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"6"8"
6"6"8"
6"
8"6"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchMidwayBranch
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FIGURE D-5
CITY OF THE COLONY
ALTERNATIVE 2 BUILDOUT
MAXIMUM DAY DEMANDS
AVAILABLE FIREFLOW
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Thursday, May 14, 2026 8:27 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
FIRE FLOW
Less than 1,500 gpm
1,500 - 3,000 gpm
3,000 - 4,500 gpm
Greater than 4,500 gpm
LEGEND
Proposed Improvements
Valve
Ground Storage Tank
Elevated Storage Tank
Pump Station
Water Line
Under Design/Construction
Groundwater Well
Existing System
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
Water Master Plan Update
City of The Colony
6-5
Appendix E:
Alternative 3 Hydraulic Modeling Analysis
Water Master Plan Update
City of The Colony E-1 APPENDIX E: ALTERNATIVE 3 FUTURE SYSTEM ANALYSIS
Buildout Planning Period
Identified CIP projects were added to the buildout maximum day EPS scenario to serve the Austin Ranch
and East 50 areas and increase pressures. Under the buildout maximum day EPS model scenario the
minimum modeled pressures throughout the distribution system exceeded 35 psi. However, when
compared to the Alternative 2 results, this scenario has lower pressures in The Colony PP near the
proposed Booster Pump Station. The creation of the Southern PP increases pressures in the new pressure
plane by around 30 psi. Under this scenario, modeled available fire flow throughout the system was above
1,500 gpm except at the end of dead end small diameter lines. There is more available fireflow in the new
Southern PP than in the buildout scenario without the new PP. Modeled tank levels were generally
between 20 feet and 40 feet, which is consistent with current operations. The Chesapeake EST drains
more in this scenario than the Alternative 2 scenario and the other The Colony PP ESTs. The pumping and
operational results as well as maximum day minimum pressures and maximum day fire flow with
proposed CIPs are shown on Figure E-1 through Figure E-5.
Water Master Plan Update City of The Colony E-2 Figure D-1: Buildout Alt 2 System Modeled Pumping and Tank Levels (The Colony PP)
Water Master Plan Update City of The Colony E-3 Figure D-2: Buildout Alt 2 System Modeled Pumping and Tank Levels (Tribute PP)
Water Master Plan Update City of The Colony E-4 Figure E-3: Buildout Alt 3 System Modeled Pumping and Tank Levels (Southeast PP)
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Proposed 1.5 MG EST
Overflow Elev = 800'
Three Pressure
Reducing Valves
Three Isolation Valves
A3-4
A3-5
A3-6
A3-3
A3-1
A3-2
Alt3_CIP_Lines
Booster PS
Capacity = 5,550 gpm
20''
16''12''20''12''24"12"18"14"20"16"30"12"12"
12"
12"20"12"16"12"
12"
12"12"16"12"
12"
12"16"24"1
2
"12"24"12"12"12"
1
2
"
12"
12"16"12"1
6
"
18"
12"24"12"24"12"12"
12"12"12"12"12"16"
12"12"12"
12"24"12"24"
12"
12"
12"
1
2
"
12"
2
0
"12"12"16"12"12"
1
6
"
12"12"12"16"12"12"12"
12"12"12"24"12"12"12"12"
18"
1
2
"12"12"12"
12"
18"12"24"12"12"12"12"12"18"12"
12"12"12"12"12"12"16"
12"12"18"20"12"12"
12"20"12"24"
12"12"12"
12"12"12"18"12"
1
6
"12"12"18"12"12"12"16"12"16"24"12"12"12"12
"
12"
1
2
"18"12"12"
16"12"12"12"12"12"16"12"12"12"12"12"24"12"12"12"
12"
12"18"12"12"12"12"12"
12
"12"12"12"
12"
12"
12"12"12"12"12"18"12"12"24"
12"12"24"
12"12"12"12"18"12"12"12"12"
1
2
"12"12"16"
12"12"14"16"
18"12"12"
12"12"12"20"12"12"12"
18"
16"20"12"
18"
12"12"12"
12"24"24"12"20"
16"18"12"16"
24"20"16"16"12"12"24"1
2
"
12"1
2
"12"12"12"12"12"12"12"12"12"12"12"12"12"
16"
12"
12"20"18"MAIN STFM 423N JOSEY LNPAIGE RDE HEBRON PKWY
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DRIVEWAYFM 423MAIN STE SH 121 BUS PRIVATERD
PRIVA T E R D
PRIVA
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P
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ATE RD
PR I VA T E R D PRIV AT
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RDMIDWAY RDPA
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SH 12
1
PRIVATE RD
PRI V A TE RD
PRIVATE RD
PRIVATERDPR IVATE R D
MAIN ST
PRIVATE RDPINEHURST DR
PRIV
ATE R D
FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"10"8"
8"
8"
6"6"8"8"8"8"8"
6"8"8"
8"8"8"8"8"8"
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8
"8"8"
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"8"8"
6"8"8"8"6"
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6"8"8"6"8"8"8"8"8
"
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6"8"6"
8
"
6"6"8"
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6"8"8"8"
6"8"
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"
8"8"6"8"8"6"
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8"6"8"8"8"6"
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8"6"8"
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8"8"
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6"8"6"
6"
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8"8"8"
8"8"
8"6"8"8"
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8"8"8"8"6"8"
8"8"8"
6"
6"
8"8"8"8"
8"
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6"8"8"8"8"
8"8"8"8"8"
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6"6"8"8"8"8"8"6"8"8"
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8
"
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6"8"8"8
"
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8"8"8"
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8"8"8"8"6"8
"
8"8"6"8"8"
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6"8"8"8"6"6"
8"8"6"8"6"
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8"8"6"
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6"
8"8"8"8"
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6"8"
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8"8"8"
6"
6"
10"
6"8"8"8"6"
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6"
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8"8"8"6"8"6"8"8
"
8"
8"8"
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8"8"8"
8"
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10"
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8"6"6"8"8"
8"8"8"6"6"8"6"8"8"8
"
8"8"8"8"8"8"8"
8"
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8"
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8"8"8"8"
6"
6"8"8"8"
8"8"8
"8"8"8"
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6"8"8"8"8"8"
8"8"6"8"8"
6"
8"
8"
8"8"8"8"6"8"8"8"6"6"
6"6"
8"8"8"8"8"8"8"8"8"
6"
6"
6"
8"
6"8"8"
6"
10"
6"6"8"
6"8"6"8"8"8"8"
8"8"6"8"8"8"6"8"8"
6"
8"
6"
6"
8"
8"
6"
8"
6"6"8"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchMidwayBranch
F
u
r
n
e
a
ux
Cr
e
e
k
LEGEND
Proposed Improvements
Valve
Elevated Storage Tank
Pump Station
Water Line
Under Design/Construction
Groundwater Well
Existing System
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE E-4
CITY OF THE COLONY
ALTERNATIVE 3 CIP
MAXIMUM DAY DEMANDS
MINIMUM PRESSURES
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Thursday, May 14, 2026 8:27 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
PRESSURE PLANES
Tribute
The Colony
Southern
MINIMUM
PRESSURES
Less than 35 psi
35 - 45 psi
45 - 55 psi
55 - 80 psi
Greater than 80 psi
Lake Lewisville DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.DENTON CO.DENTON CO.COLLIN CO.COLLIN CO.Main and Whitt PS #2
(1) - 0.4 MG Ground Storage Tank
(1) - 0.6 MG Ground Storage Tank
(1) - 500 gpm Pump
(1) - 700 gpm Pump
(2) - 1,400 gpm Pumps
Office Creek PS #4
(2) - 3.0 MG Ground Storage Tanks
(1) - 2,000 gpm Pump
(2) - 4,500 gpm Pumps
(1) - 6,000 gpm Pump
Clover Valley PS #1
(1) - 0.4 MG Ground Storage Tank
(2) - 500 gpm Pumps
(1) - 1,300 gpm Pump
1.0 MG Chesapeake EST #3
Overflow Elev. = 735'
0.5 MG Clover EST #1
Overflow Elev. = 735'
Tribute PS
(1) - 1.0 MG Ground Storage Tank
(4) - 1,000 gpm Pumps
0.5 MG N Colony EST #2
Overflow Elev. = 735'
1.0 MG Tribute EST
Overflow Elev. = 698'
N Colony PS #3
(1) - 1.0 MG Ground Storage Tank
(2) - 2,100 gpm Pumps
Trinity Well #2
Capacity = 1,500 gpm
Paluxy Well #2
Capacity = 610 gpm
Trinity Well #4
Capacity = 2,180 gpm
Trinity Well #1
Capacity = 175 gpm
Trinity Well #3
Capacity = 2,000 gpm
DWU Water
Supply Line
Tribute Well
Capacity = 2,200 gpm
Proposed 1.5 MG EST
Overflow Elev = 800'
Three Pressure
Reducing Valves
Three Isolation Valves
A3-4
A3-5
A3-6
A3-3
A3-1
A3-2
Alt3_CIP_Lines
Booster PS
Capacity = 5,550 gpm
20''
16''12''20''12''24"12"18"14"20"16"30"12"12"
12"
12"20"12"16"12"
12"
12"12"16"12"
12"
12"16"24"1
2
"12"24"12"12"12"
1
2
"
12"
12"16"12"1
6
"
18"
12"24"12"24"12"12"
12"12"12"12"12"16"
12"12"12"
12"24"12"24"
12"
12"
12"
1
2
"
12"
2
0
"12"12"16"12"12"
1
6
"
12"12"12"16"12"12"12"
12"12"12"24"12"12"12"12"
18"
1
2
"12"12"12"
12"
18"12"24"12"12"12"12"12"18"12"
12"12"12"12"12"12"16"
12"12"18"20"12"12"
12"20"12"24"
12"12"12"
12"12"12"18"12"
1
6
"12"12"18"12"12"12"16"12"16"24"12"12"12"12
"
12"
1
2
"18"12"12"
16"12"12"12"12"12"16"12"12"12"12"12"24"12"12"12"
12"
12"18"12"12"12"12"12"
12
"12"12"12"
12"
12"
12"12"12"12"12"18"12"12"24"
12"12"24"
12"12"12"12"18"12"12"12"12"
1
2
"12"12"16"
12"12"14"16"
18"12"12"
12"12"12"20"12"12"12"
18"
16"20"12"
18"
12"12"12"
12"24"24"12"20"
16"18"12"16"
24"20"16"16"12"12"24"1
2
"
12"1
2
"12"12"12"12"12"12"12"12"12"12"12"12"12"
16"
12"
12"20"18"MAIN STFM 423N JOSEY LNPAIGE RDE HEBRON PKWY
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ALI
A L
N
CANE HILL DR
HOLFORD DR
CARSON LN
TIMBER LN
S H INGLEMILLRDSOUTHMO
ORLNAU D UBONCTLORRAI N E DR
BANS
C
R
O
W
N
B
L
V
D
TRAVIS ST
CREE D
RRITTENHOUSEST
CALIBURN CT
CASTLEMERE DRPR 3411BUSH
W
OODSD
R RUNNING BAYTRIPOLI TRLFLOREN C E D R
DUPO NT DRTRENT BASIN DR
BISCAYNE DRGRACE LNLAKEHILL BLVD
KRUGER LN
BENWICK WAYVISTA CR E E K D R
SPLIT REIN RDYACHT CLUB DR
TUCKER ST
DA
R
TMOOR DR
SHADOW CREST DR
MADISON ST
SI
R
LANCELOT BLVD IRISH DRJOSEPHI N E ALY STILL
WATER TRL
DRY CANYON DR
CAMPFIRE LN
C
E
D
A
R
RANCH RD
RANDWICK
TRL
CARVE
R
D
R MISTLEY PARKCLEM CASTLEDRLOMA ALTA DR
ALMSBURY LN
APPLEDRUN
I
T
E
D
L
N
DANCING WATER DR
SIR
BEDIVERE LN
HOR
SESHOE
T
RL CROSS GRAINED DRALBANY PARKDEXTE R L N
CA
T
H
E
D
R
A
L
L
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K
E
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R
LONDON
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PEA
C
E
D
R
B EACHCLUB RD
P
I
L
G
R
IM
D
R
LISMORE DR
N UM
B
E
R
L
A
N
D
D
R JOURNEY DRLEG IRON DR
KENTWOOD DRWAMPLER DR
QUAIL CREEK DR
ROUND TREE LN
CROWNOFGOLDDRCLI
PPER CIR
SHADY POINT DRE
ME R A LDKENNSINGTON STALBRITTON DRAR
BOR CRES T DR
V E R A C R U Z D RLOUDOUNSPRINGSDRYARMOUTH LN
WARWICK L N
COUNTRY GLEN TRL
LI
N
K
W
O
O
D
BROOKG
L
E
N
D
R
DAMSEL EVE DR
SAGE RIDGE DR
W AT
E
R
S
ED
G
EDR
LINKS DROTTOWA RDGAGNES CREEK DRBIG BUCKLE DRCRY S T A LLAKE DR
IDLEBROOK DR
EASTWOODDRKLAMATH DR
HO
N
O
R
D
R
Q U E E NM A R G A RETD
RBACHMAN LNENTWISTLE RDSOUTHERN HILLS DR
MOHAWK
D
R
C
ARRAWA
Y
D
R
AMESBURY
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REEDERDRJEFFERSON DR
TWIN POINT DR
DEER L
A
K
E
D
R
DAMS
E
L
S A UVAGE
L
N
COTLEY
D
R
FOUR
R
O
S
E
S
D
R
LINC
O LNHILLSCTBLAKELEN DRSIRCASTOR CT ADELAIDE STBROOKVIEW DR
FLICKERS ST
MARINA POI
N
T
C
T
SOMERVILLE DRCHESAPE A K E DRCANYON LAKE DRSIRMALORYLNREARN D
RWILLOWLN
LEXINGTON WAYTWIN PINES LNT
E
L
F
O
R
D
BENTLEY LN
CAVALL DRENFIELD
D
R
HICKORYCREEK DRSIR
WADE WAY FOREST DR
LOBO LNSANTA BELLA DRWINDY CREST DRMINGO DRBROOKH O L L OW
D
RMISTY OAKS LNCLEAR WATER DRCLEARFORK TRL
HARVA
R
D
L
N
HAM
I
L
T
O
N
D
RGOOSE CREEK
RD
TWIN H A R B O R SDR
DA M E B RISEN DR
MARBURG LN
SE
V
E
N
SHIELDS
L
N
DI
S
C
O
VERY BAY DR
STONEGATE DR
TUMBLING RIVER DR
ORYX
TR
L
BONNELL STKIT KING DRTREGO CIR
ALLEGRO DR
STEEL DUST
R
D
IMPA
LA
TR
LOYSTER LNDGTASCATE DRCOTTON GIN RD
BIANCA LN
VISTA
T
E
R
R
A
C
E
D
RZURICHL
N HOWELL DRWHITE ROCK DRSHADOW TRL
W P A R K P KW YVISTA CRESTDR
PEREGRINE TRL
PACK SADDLE WAY
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OVE RL O OKCT
E
N
G
L
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S
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O
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T
R
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N
S
P
U
R
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RACADEMY DR
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AI
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R
T
H
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ARKDR
ROYAL OAKS DR
CEDAR LNCOUNTRYSIDE DRDORAL DRGENT
L
E
W
I
N
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L
N
BEAC
H
F
R
O
N
T
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R
PLUM CREEK DRLAKE FRONT DR
MARTINO RDCLEA R W ATER
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R
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AY
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T
I
O
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R
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ST
C
R
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PONY AVEFAIRB A N KS CT
CANNON
F
A
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L
S
D
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TRLMISTY SHORES LNFR
O
S
T
E
D
H
L AMBERDALE LNGOLDEN
T
R
L
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BAY
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GARRISON DR
BURNING OAK DRTRUITT CIRTALLOW LNGREE N HILL
D
RFOSS
I
L
L
A
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E
D
R
BLAISE LN
BUNK
H
O
U
S
E
R
D
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O
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K
L
N BRIAR CTDORSET
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O
R
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R GYPSY SHIRE LNEVENING SUN DRBUFFALO SPRINGS DRBENT HOOK DRDAMSEL CHE
R
R
Y
L
N BOB GALER DRCEDAR CREEK TRL
MERRIWEATHER LNWIMBERLY
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R
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A
N
P
L
BLACK CASTLE DRVALLEY
G
LEN
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ISTA
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HALTERED HORSE LNELAM CTLOCKWOOD DR
CANYON OAKS CIR
CARLSBAD DR
HIGH SIERRA DRTWAIN LNFOREST BREEZE DRCHUCK WAGON TRLKILDARE DRHAFT RIVER RD
MA
R
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GARETH
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S
W
O
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R YEARLING
DR
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R
I
D
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E
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POMPEII WAYCOBALT DRPAWNEE LNDRURY LN
GARDA CIR DUPONT STWINGED FOOT DRSERAPE DRBRUSH HILL RDSAHARAH CT
P
H
I
LM
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N
T
R
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HO
L
T
D
R
SAGEWOOD DR
SNOW OWL CT
LEGRAND DR
NAUTICAL DRCHEYENNEDRE H E B R O N P K W Y PRIVATE RDSTATE
1
2
1
H
W
Y
F
LORENCE
DRPRIV
AT
E RD LEGACY DR4TH ARMY DRELM LNL IL A C
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DRIVEWAYFM 423MAIN STE SH 121 BUS PRIVATERD
PRIVA T E R D
PRIVA
TERDPRIVATE RD
P
R
I
V
ATE RD
PR I VA T E R D PRIV AT
E
RDMIDWAY RDPA
R
K
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R
D
SH 12
1
PRIVATE RD
PRI V A TE RD
PRIVATE RD
PRIVATERDPR IVATE R D
MAIN ST
PRIVATE RDPINEHURST DR
PRIV
ATE R D
FriscoFrisco
LewisvilleLewisville
CarrolltonCarrollton
PlanoPlano
Little ElmLittle Elm
HackberryHackberry
HebronHebron
8"
6"10"8"10"8"
8"
8"
6"6"8"8"8"8"8"
6"8"8"
8"8"8"8"8"8"
8"8"
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8
"8"8"
6"
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"8"8"
6"8"8"8"6"
8"
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6"8"8"6"8"8"8"8"8
"
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"8"
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6"6"8"8"8"8"8"8"8"
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8"8"8"6"6"8"
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6"8"6"
8
"
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6"8"
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"
8"8"6"8"8"6"
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6"8"8"8"8"8"8"8"6"
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8"8"8"6"
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8"6"8"8"8"6"
8"
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8"6"8"
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8"8"
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6"8"6"
6"
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8"8"8"
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8"6"8"8"
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8"8"8"8"6"8"
8"8"8"
6"
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8"8"8"8"
8"
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6"8"8"8"8"
8"8"8"8"8"
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8"8"8"8"8"
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8"6"8"
8"8"6"6"
8"8"8"
8"
6"
8"
6"6"8"8"8"8"8"6"8"8"
8"
8"
6"
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8"6"6"
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8"8"8"8"
8"
8
"
8"
6"8"8"8
"
6"
8
"
8"8"8"
8"
8"8"8"8"6"8
"
8"8"6"8"8"
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8"
6"8"8"8"6"6"
8"8"6"8"6"
8"6"8"8"
8"
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8"8"6"
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8"8"8"6"
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6"
8"8"8"8"
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6"8"
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8"8"8"
6"
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10"
6"8"8"8"6"
8"
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8"8"8"8"8"
6"
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8"8"8"6"8"6"8"8
"
8"
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8"8"8"
8"
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8"6"6"8"8"
8"8"8"6"6"8"6"8"8"8
"
8"8"8"8"8"8"8"
8"
8"
8"
8"
8"8"8"8"
6"
6"8"8"8"
8"8"8
"8"8"8"
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8"
6"8"8"8"8"8"
8"8"6"8"8"
6"
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8"8"8"8"6"8"8"8"6"6"
6"6"
8"8"8"8"8"8"8"8"8"
6"
6"
6"
8"
6"8"8"
6"
10"
6"6"8"
6"8"6"8"8"8"8"
8"8"6"8"8"8"6"8"8"
6"
8"
6"
6"
8"
8"
6"
8"
6"6"8"IndianCreekSte w a rt C reek
Mc W h orter C r e e k
F urneauxCreekM idwayBra nch
DudleyBranchMidwayBranch
F
u
r
n
e
a
ux
Cr
e
e
k
LEGEND
Proposed Improvements
Valve
Elevated Storage Tank
Pump Station
Water Line
Under Design/Construction
Groundwater Well
Existing System
Groundwater Well
Pump Station
Ground Storage Tank
Elevated Storage Tank
10" and Smaller Water Line
12" and Larger Water Line
Water Supply Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE E-5
CITY OF THE COLONY
ALTERNATIVE 3 CIP
MAXIMUM DAY DEMANDS
AVAILABLE FIREFLOW
Created By Freese and Nichols, Inc.
Job No.: COY25178
Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\Final_Report_Pro_Project\Final_Report_Pro_Project.aprx
Updated: Thursday, May 14, 2026 8:28 AM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
FIRE FLOW
Less than 1,500 gpm
1,500 - 3,000 gpm
3,000 - 4,500 gpm
Greater than 4,500 gpm