HomeMy WebLinkAboutResolution No. 2026-036
WASTEWATER 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
THIS DOCUMENT IS RELEASED FOR
THE PURPOSE OF INTERIM REVIEW
UNDER THE AUTHORITY OF Cullen
Carlson, P.E., TEXAS NO. 111316 ON
May 20, 2026. IT IS NOT TO BE USED
FOR CONSTRUCTION, BIDDING OR
PERMIT PURPOSES.
FREESE AND NICHOLS, INC.
TEXAS REGISTERED ENGINEERING
FIRM F- 2144
DRAFT
WASTEWATER 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: COY25242
Wastewater Master Plan City of The Colony 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 EXISTING WASTEWATER COLLECTION SYSTEM ......................................................... 2-1 2.1 Wastewater Service Area ............................................................................................................... 2-1 2.2 Wastewater Collection System .................................................................................................... 2-1 2.3 Lift Stations .......................................................................................................................................... 2-4 3.0 TEMPORARY FLOW MONITORING .................................................................................... 3-1 3.1 Dry Weather Flow Performance.................................................................................................. 3-3 3.2 Wet Weather Performance ............................................................................................................ 3-4 4.0 POPULATION AND WASTEWATER FLOW PROJECTIONS .......................................... 4-1 4.1 Historical Population ....................................................................................................................... 4-1 4.2 Existing Population .......................................................................................................................... 4-2 4.3 Future Population Projections ..................................................................................................... 4-4 4.4 Historical Wastewater Flows........................................................................................................ 4-5 4.5 Projected Wastewater Flows ........................................................................................................ 4-5 5.0 WASTEWATER MODEL DEVELOPMENT AND CALIBRATION ................................... 5-1 5.1 GIS Data Evaluation .......................................................................................................................... 5-1 5.2 Model Update ...................................................................................................................................... 5-4 5.3 Hydraulic Model Calibration ......................................................................................................... 5-6 5.4 Design Storm Selection ................................................................................................................... 5-9 6.0 HYDRAULIC ANALYSIS .......................................................................................................... 6-1 6.1 Design Criteria and Improvement Requirements ................................................................ 6-1 6.2 Existing System Hydraulic Analysis ........................................................................................... 6-4 6.3 Future Wastewater System Analysis ......................................................................................... 6-6 7.0 CAPITAL IMPROVEMENT PLAN ......................................................................................... 7-1 7.1 Short-Term Collection System Improvements ...................................................................... 7-5 7.2 Intermediate-Term Collection System Improvements ....................................................... 7-6 7.3 Development Driven Improvements ......................................................................................... 7-6
Wastewater Master Plan City of The Colony ii List of Figures Figure 2-1: Wastewater Collection System Service Area ............................................................. 2-2 Figure 2-2: Existing Wastewater Collection System .................................................................... 2-3 Figure 3-1: Temporary Flow Meter Locations ............................................................................. 3-2 Figure 3-2: Dry Weather Hydrograph .......................................................................................... 3-3 Figure 4-1: Existing Land Use ....................................................................................................... 4-3 Figure 5-1: Orphaned Node ......................................................................................................... 5-2 Figure 5-2: Orphaned Links .......................................................................................................... 5-2 Figure 5-3: Line Endpoint Error .................................................................................................... 5-3 Figure 5-4: Self Overlap Error ...................................................................................................... 5-3 Figure 5-5: Self-Intersect Error .................................................................................................... 5-4 Figure 5-6: Missing Invert Correction .......................................................................................... 5-5 Figure 5-7: Modeled Subcatchments ........................................................................................... 5-6 Figure 5-8: RTK Parameters ......................................................................................................... 5-8 Figure 5-9: RTK Component Hydrographs ................................................................................... 5-8 Figure 5-10: NOAA Atlas 14 5-year, 6-hour Design Storm ......................................................... 5-11 Figure 6-1: Surcharged State Definition Profiles ......................................................................... 6-3 Figure 6-2: Existing System Analysis ............................................................................................ 6-5 Figure 6-3: Wastewater Treatment Plant Capacity ..................................................................... 6-8 Figure 7-1: Wastewater Collection System Capital Improvement Plan ...................................... 7-4
Wastewater Master Plan City of The Colony iii List of Tables Table ES-1: Wastewater Service Area Population Projections .................................................. ES-2 Table ES-2: Projected Wastewater Flows .................................................................................. ES-2 Table ES-3: Wastewater System Capital Improvements Costs .................................................. ES-4 Table 1-1: List of Abbreviations ................................................................................................... 1-3 Table 2-1: Wastewater Line Size Summary ................................................................................. 2-4 Table 2-2: Lift Station Capacities ................................................................................................. 2-4 Table 3-1: Dry Weather Depth to Diameter Ratios ..................................................................... 3-4 Table 3-2: Wet Weather Depth to Diameter Ratios .................................................................... 3-4 Table 3-3: Peaking Factors ........................................................................................................... 3-5 Table 4-1: City of The Colony Historical Population .................................................................... 4-1 Table 4-2: City of The Colony Population Projections ................................................................. 4-4 Table 4-3: Historical Wastewater Flows ...................................................................................... 4-5 Table 4-4: Wastewater Flow Projection Design Criteria .............................................................. 4-6 Table 4-5: Projected Wastewater Flows ...................................................................................... 4-6 Table 5-1: Dry Weather Calibration Summary ............................................................................. 5-7 Table 5-2: Wet Weather Calibration Summary ........................................................................... 5-9 Table 5-3: NOAA Atlas 14 Total Cumulative Rainfall ................................................................. 5-10 Table 6-1: Improvement Triggers and Design Criteria Summary ................................................ 6-2 Table 6-2: Average Day Flow by Basin ......................................................................................... 6-7 Table 7-1: AACE Cost Classification .............................................................................................. 7-2 Table 7-2: Gravity Main Renewal Plan Unit Costs ....................................................................... 7-2 Table 7-3: Comprehensive Wastewater Collection System CIP Summary .................................. 7-3 APPENDICES Appendix A: Capital Improvement Plan Opinion of Probab le Construction Cost
Appendix B: Dry Weather Calibration Charts
Appendix C: Wet Weather Calibration Charts
Wastewater Master Plan City of The Colony ES-1 EXECUTIVE SUMMARY 1.0 INTRODUCTION Freese and Nichols, Inc. (FNI) was retained in 2025 by the City of The Colony (City) to prepare a Wastewater Master Plan Update. The update includes revised population, employment, and wastewater flow projections, an updated wastewater model, and recommended growth related capacity improvements. This report presents the analysis approach, findings, and results of the Wastewater Master Plan performed by FNI for the City. The goal of this master plan is to evaluate and analyze the system to measure existing performance, identify deficiencies, and determine improvements needed to meet projected future conditions. Historical wastewater usage was reviewed to establish trends and project flows for the system evaluation. Based on the evaluation, a 5-year, 10-year, and 25-year Capital Improvement Plan (CIP) was developed for the collection system. The recommended improvements will serve as a basis for the design, construction and financing of pipelines and facilities required to meet the City’s future system needs. The major elements of the scope of this project include: • Temporary Flow Monitoring • Wastewater Model Development and Calibration • Hydraulic Capacity Analysis, System Evaluation, and Prioritized Capacity CIP • Wastewater Master Plan Report 2.0 EXISTING WASTEWATER COLLECTION SYSTEM The City’s wastewater service area covers approximately 9 square miles. Within the service area, there are approximately 167 miles of sewer lines and 14 lift stations that are owned and operated by the City. The wastewater collection system is primarily a gravity flow system that follows the major drainage features of the service area. The wastewater lines range from 4- to 30-inches in diameter and convey an average daily wastewater flow of approximately 3.75 million gallons per day (MGD) to the Wastewater Treatment Plant (WWTP). The facility has a permitted capacity of 4.5 MGD annual average daily flow (AADF) and 7.45 MGD peak flow. 3.0 FLOW MONITORING ANALYSIS ADS Environmental Services (ADS) conducted flow monitoring in 2025. The flow monitoring data was used to examine the existing dry weather and wet weather flows, evaluate the effects of rainfall on the wastewater collection system, and provide real-world data to calibrate the hydraulic model for evaluating the capacity of the system to transport peak flows. The system was evaluated using two temporary flow
Wastewater Master Plan City of The Colony ES-2 meters and one rain gauge installed throughout the collection system for a 67-day period beginning May 9, 2025 and ending on July 15, 2025. 4.0 POPULATION AND WASTEWATER FLOWS Population and land use are important elements in the analysis of wastewater systems. Wastewater flows depend on the residential population and commercial development served by the system. An analysis of historical and projected populations, along with land use and employment, was performed as part of the concurrent Water Master Plan Update. The City of The Colony has experienced consistent population growth over the last decade. The average growth rate from 2015 through 2025 was 1.9%, and the projected annual growth rate through 2050 is 1.3%. The projected population data for each planning year for the service area is shown in Table ES-1. Table ES-1: Wastewater Service Area Population Projections Year Population Population CAGR (%) 2025 48,500 - 2030 52,600 1.6% 2035 56,800 1.5% 2050 67,600 1.2% Wastewater flows were projected for existing (2025), 2030, 2035, and 2050 conditions. The evaluation of historical data provided a basis for determining the design criteria used to project wastewater flows. Table ES-2 summarizes the wastewater flows for each planning year. Table ES-2: Projected Wastewater Flows Year Population Per Capita (gpcd) Employment Per Employee (gped) Average Day (MGD) Peak Wet Weather (MGD) Peaking Factor 2025 48,500 75 15,210 35 4.17 16.68 4 2030 52,600 75 16,025 35 4.51 18.02 4 2035 56,800 75 16,840 35 4.85 19.39 4 2050 67,600 75 20,035 35 5.77 23.08 4
Wastewater Master Plan City of The Colony ES-3 5.0 WASTEWATER MODEL DEVELOPMENT AND CALIBRATION FNI developed a hydraulic model to be used as a tool for evaluating the wastewater collection system using the InfoWorks ICM software by Autodesk. The City provided a Geographic Information System (GIS) geodatabase which was the basis for developing an updated hydraulic model of the wastewater collection system in combination with the previously developed steady state hydraulic model. The existing system model consists of approximately 3,004 links and 3,023 nodes, including 14 lift stations, and is an all-pipes model of the City’s system. The model was then calibrated for dry weather and wet weather conditions and adjustments were made to make the model match real-world conditions. The RTK (rainfall derived inflow and infiltration (RDII) volume (R), time to peak flow (T), and ratio of time until normalization of flow to time to peak (K)) hydrograph method was utilized to model the additional flows that entered the wastewater system during the observed calibration rainfall event. The RTK method utilizes three hydrographs that each contain three parameters which are modified to achieve calibration. These parameters were adjusted until the modeled wet weather flows closely matched the observed wet weather flows. 6.0 WASTEWATER SYSTEM CAPACITY ANALYSIS The next step in the Wastewater Master Plan process was to use the hydraulic wastewater model to evaluate the existing system under existing and future flows and evaluate alternatives to address modeled capacity deficiencies. The selected design storm was applied to the existing system to determine areas where the model predicted surcharging or overflows. Mapping was developed to show areas where the capacity of the system is exceeded by the flow generated upstream. Similar hydraulic analyses were conducted to identify deficiencies in the wastewater collection system and establish a CIP to reinforce the existing system and convey projected wastewater flows through the 2050 planning period. Various improvements and modifications were investigated to determine the most appropriate approach for conveying projected flows.
Wastewater Master Plan City of The Colony ES-4 7.0 COMPREHENSIVE CAPITAL IMPROVEMENT PLAN A capital improvement plan was developed for the City to address existing deficiencies in the system, as well as provide capacity for future flows in the wastewater collection system. The projects were evaluated and phased into the planning period in which they become hydraulically necessary. Capital costs were calculated for the recommended improvements. The costs include an allowance for engineering, surveying, and contingencies. Table ES-3 summarizes the cost of the wastewater system CIP by planning period. Table ES-3: Wastewater System Capital Improvements Costs Planning Period Estimated Project Cost Short-Term CIP (0 – 5 years) $ 12,872,200 Intermediate Term CIP (5 – 10 years) $ 2,456,100 Developer Driven CIP $ 3,890,100 Total $ 19,218,400 Detailed project descriptions, drivers, and estimated costs are provided in Appendix A.
Wastewater Master Plan City of The Colony 1-1 1.0 INTRODUCTION The City of The Colony (City) retained Freese and Nichols, Inc. (FNI) in 2025 to prepare a comprehensive Wastewater Master Plan Update. The goal of the study was to evaluate and analyze the collection system to measure existing system performance, identify capacity deficiencies, and determine improvements needed to address deficiencies and meet projected future conditions. As part of this study, FNI reviewed historical wastewater flows and flow monitoring data to project wastewater flows. FNI then updated the City’s hydraulic wastewater model to evaluate the system and develop a comprehensive Capital Improvement Plan (CIP) through the year 2050. The recommended improvements will serve as a basis for the design, construction, and financing of lines and facilities required to meet the City’s future system needs. 1.1 SCOPE OF WORK The scope of work consisted of the following tasks: Data Collection and Wastewater Model Update: FNI transitioned the existing ICM model from a steady state InfoSewer model to an extended period simulation (EPS) InfoWorks ICM model and updated it to reflect the latest Geographic Information System (GIS) data. Wastewater Flow Projections: FNI utilized population and land use projections for the existing (2025), 2030, 2035, and buildout conditions developed as part of the concurrent Water Master Plan Update. These projections were distributed throughout the wastewater service area based on land use from geocoded water billing data. Temporary Flow Monitoring and Flow Data Analysis: FNI identified two flow monitoring locations, which were inspected and approved by the City and ADS Environmental Services (ADS). Once flow meters were installed, data was collected for a minimum of 60 days to obtain both dry weather and wet weather flow patterns. FNI delineated flow meter basins within the City and developed diurnal patterns to characterize flow within the basins. Model Validation and Existing and Future Wastewater System Analysis: A GIS database provided by the City and as-built drawings were used to update the hydraulic model of the City’s collection system in the InfoWorks ICM software by Autodesk. The existing wastewater model was calibrated to match flow, depth, and velocity levels to the field recorded data by adjusting modeled per capita and diurnal patterns.
Wastewater Master Plan City of The Colony 1-2 This task also included the development of a design storm to apply to the collection system. The design storm was applied to the wastewater model to identify projected surcharging, overflows, and other capacity restrictions to develop the recommended capital improvements. Hydraulic modeling of the City’s existing wastewater collection system was performed to identify capacity related deficiencies under existing and projected wastewater flows. These results were used to identify capacity related infrastructure improvement recommendations. This task also included evaluating the capacity of the wastewater treatment plant. Wastewater System Capital Improvements Plan and Report: The results of the system performance analyses were used to develop a CIP. Recommendations from the performance analyses informed the development of a comprehensive, phased, and prioritized CIP. A business case and opinion of probable construction cost was developed for each recommendation. 1.2 LIST OF ABBREVIATIONS The frequently used abbreviations in this report are presented in Table 1-1.
Wastewater Master Plan City of The Colony 1-3 Table 1-1: List of Abbreviations Abbreviation Actual AACE Association for the Advancement of Cost Engineering AADF Annual Average Daily Flow ACS American Community Survey ADS ADS Environmental Services ASCE American Society of Civil Engineers CAGR Compound Annual Growth Rate CIP Capital Improvement Plan City City of The Colony d/D Ratio of Depth of Flow (d) to Pipe Diameter (D) EPA Environmental Protection Agency EPS Extended Period Simulation FNI Freese and Nichols, Inc. fps Feet per Second GIS Geographic Information System gpcd Gallons per Capita per Day gped Gallons per Employee per Day HGL Hydraulic Grade Line ID Identifier I/I Inflow and Infiltration K Ratio of Time until Normalization of Flow to Time to Peak (RTK) LF Linear Feet LS Lift Station MGD Million Gallons per Day NCTCOG North Central Texas Council of Governments NOAA National Oceanic and Atmospheric Administration OPCC Opinion of Probable Construction Cost q/Q Ratio of Flow (q) to Pipe Full Capacity (Q) R RDII Volume (RTK) RDII Rainfall Derived Inflow and Infiltration RTK RTK Hydrograph Method SSO Sanitary Sewer Overflow T Time to Peak Flow (RTK) TCEQ Texas Commission on Environmental Quality TWDB Texas Water Development Board WEF Water Environment Federation WWTP Wastewater Treatment Plant
Wastewater Master Plan City of The Colony 2-1 2.0 EXISTING WASTEWATER COLLECTION SYSTEM The wastewater service area covers approximately 9 square miles within Denton County. All of the wastewater generated within the City is conveyed to the Stewart Creek Wastewater Treatment Plant (WWTP). Between October 2020 and August 2025, the Stewart Creek WWTP treated on average 3.9 million gallons per day (MGD). 2.1 WASTEWATER SERVICE AREA Delineating the wastewater collection system service area is an important aspect for any wastewater master plan. The wastewater service area determines where and the extent to which the collection system will extend as the City continues to grow. The service area for the City is defined as everything within the City limits with the exception of Hidden Cove Park, which is a private area that is served by an on-site package plant. The service area for this Wastewater Master Plan Update is shown on Figure 2-1. 2.2 WASTEWATER COLLECTION SYSTEM The City’s existing wastewater collection system consists of approximately 167 miles of collector mains, interceptors, and force mains. Pipeline diameters range from 4- to 30-inches. Approximately 77% of the system is comprised of 8-inch and smaller wastewater lines that commonly serve subdivisions, neighborhoods, and small commercial areas throughout the City. The existing wastewater collection system is shown on Figure 2-2. Table 2-1 provides a breakdown of the linear footage by diameter of pipe. There are three major wastewater basins within the study area: the Indian Creek Basin, the Stewart Creek Basin, and the Wynnwood Peninsula Basin. The basins were delineated based on the terrain within the system and identify where flow is conveyed. Flow generated within the Wynnwood Peninsula Basin is conveyed to the Wynnwood Lift Station before being pumped to the Stewart Creek WWTP. Flow generated in the Indian Creek Basin is conveyed to the Austin Ranch Lift Station before being pumped into the Stewart Creek Basin. The Stewart Creek Wastewater Treatment Plant is located at 7500 Forrest, towards the northern end of the Stewart Creek Basin. Its annual average daily flow (AADF) of 3.75 MGD makes up 83% of the permitted capacity of 4.5 MGD AADF, and it has a peak flow of 7.45 MGD.
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FIGURE 2-1
CITY OF THE COLONY
EXISTING WASTEWATER
SERVICE AREA
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: Wednesday, April 15, 2026 3:11 PM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
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PRIVATE RD
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MARSH LNE HEBRON PKWY
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FriscoFrisco
CarrolltonCarrollton
LewisvilleLewisville
PlanoPlano
DallasDallas
Little ElmLittle Elm
HebronHebron
HackberryHackberry
21"10"18"
1
5
"12"27"30"
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!I
LEGEND
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10" and Larger
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Other City Limit
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FIGURE 2-2
CITY OF THE COLONY
EXISTING WASTEWATER SYSYTEM
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: Wednesday, April 15, 2026 3:12 PM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
BASIN
Indian Creek
Stewart Creek
Wynnwood Peninsula
Wastewater Master Plan City of The Colony 2-4 Table 2-1: Wastewater Line Size Summary Pipe Size (in) Linear Feet of Pipe (feet) Linear Miles of Pipe (miles) Percentage of Total Length <8 269,640 51.1 30.6% 8 406,479 77.0 46.2% 10 63,664 12.1 7.2% 12 38,829 7.4 4.4% 15 22,108 4.2 2.5% 16 19,439 3.7 2.2% 18 23,432 4.4 2.7% 20 11,632 2.2 1.3% 21 9,756 1.8 1.1% 24 5,708 1.1 0.6% 27 7,709 1.5 0.9% 30 2,302 0.4 0.3% Total 880,698 166.8 100% 2.3 LIFT STATIONS There are currently 14 lift stations (LS) in the wastewater collection system. These lift stations are required because of local topographic constraints or to pump flows across sewer basins. Table 2-2 provides a summary of the lift stations and their firm capacities. The lift station firm capacity is defined as the pumping capacity with the largest pump out of service. Table 2-2: Lift Station Capacities Lift Station Firm Capacity (MGD) Master Lift Station 10.0 Austin Ranch 2.7 Wynnwood 1.9 Tribute1 - Eastvale1 - Water Edge1 - Iola1 - Cottonwood1 - Stewart Creek (4 Lift Stations) 1 - B. B. Owens1 - Ridgepoint1 - 1Small lift station, generally serving a specific neighborhood
Wastewater Master Plan City of The Colony 3-1 3.0 TEMPORARY FLOW MONITORING Flow monitoring is one of the most important steps in evaluating a sanitary sewer collection system and is typically performed during the spring or fall seasons when the chances of a representative rainfall event are the greatest. The flow monitoring data is used to quantify dry weather flows, assess the effects of rainfall on the wastewater collection system, and calibrate the hydraulic wastewater model to evaluate the capacity of the system to transport peak flows. ADS conducted temporary flow monitoring at two locations within the collection system. FNI utilized the flow monitoring data to characterize dry and wet weather flows at key locations within the wastewater system for model calibration. Dry and wet weather performance data were obtained by installing two temporary flow meters and one rain gauge throughout the wastewater collection system. Figure 3-1 shows the location where each rain gauge and flow meter was installed. The official monitoring period was from May 9, 2025 to July 7, 2025 (60 days).
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Existing Capacity: 4.5 MGD
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Austin Ranch
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!I
LEGEND
!(FM Flow Meter
!(RG Rain Gauge
Vä Lift StationTXWWTPWastewater
Treatment Plant
8" and Smaller
Wastewater Line
10" and Larger
Wastewater Line
Force Main
Road
Railroad
Stream
Lake
USACE Property
Parcel
City Limit
ETJ Boundary
Other City Limit
County Boundary
FIGURE 3-1
CITY OF THE COLONY
FLOW METER LOCATIONS
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: Wednesday, April 15, 2026 3:12 PM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
BASIN
Indian Creek
Stewart Creek
Wynnwood Peninsula
Wastewater Master Plan City of The Colony 3-3 3.1 DRY WEATHER FLOW PERFORMANCE Dry weather flow conditions were characterized by evaluating the flow meter data observed during normal conditions, excluding wet weather events and the periods associated with the recovery from wet weather events. The average dry weather day pattern is identified as a diurnal curve and results from the collective daily flows of residential, commercial, institutional, and industrial users. Land uses within a particular area affects the shape of the diurnal pattern. Normalized diurnal patterns were calculated from the raw data provided by ADS, and an example weekday diurnal pattern from FM02 observed during the flow monitoring period is shown on Figure 3-2. The hydrograph illustrates typical usage with peaks during the early morning and evening with valleys during the workday and night. Typical weekend patterns tend to have later morning peaks with limited mid-day valleys. Figure 3-2: Dry Weather Hydrograph The maximum flow depth observed during dry weather and the corresponding flow depth-to-diameter (d/D) ratio observed during the study period is provided in Table 3-1. The maximum dry weather flow depth is the maximum depth of flow consistently observed during normal dry weather conditions. The measured diameters were taken from the field during the flow monitoring installation. Wastewater collection systems are designed to flow under open channel flow conditions with some additional capacity reserved for rainfall derived inflow and infiltration (RDII). As a result, the American Society of Civil Engineers (ASCE) and the Water Environment Federation (WEF) recommend that wastewater lines with diameters up to 15-inches be designed to flow with dry weather d/D ratios of 50%, and larger diameter lines be designed to flow with dry weather d/D ratios of 75%. Results from this study
Wastewater Master Plan City of The Colony 3-4 indicate zero surcharge events during dry day weather, and both of the d/D ratios are within the design criteria. Table 3-1: Dry Weather Depth to Diameter Ratios Flow Meter Pipe Diameter (in) Maximum Dry Weather Recorded Depth (in) Dry Weather d/D (%) FM-1 27 16.64 61.63% FM-2 21 4.96 23.62% 3.2 WET WEATHER PERFORMANCE Wet weather flow conditions are characterized by evaluating flow meter data observed during storm events that occurred during the study period. 3.2.1 Wet Weather Depth-to-Diameter Ratio The peak wet weather d/D ratio is used to assess wastewater pipe capacity during wet weather events. Wastewater collection systems are designed to flow under open channel flow conditions during dry weather and near full pipe capacity during wet weather. Typical recommendations for wet weather d/D ratios are less than 100%, so the pipe does not operate under surcharged conditions. The rain event used to calculate the d/D ratio occurred on June 8, 2025. The observed d/D ratios at all sites were less than 100%, and inside of the design criteria recommended by ASCE and WEF. Table 3-2 shows the observed d/D ratios for maximum depth at each flow meter location. The maximum wet weather flow depth may or may not be directly associated with the maximum wet weather flow rate, depending on the hydraulic conditions observed at a given flow meter location. Table 3-2: Wet Weather Depth to Diameter Ratios Flow Meter Pipe Diameter (in) Maximum Dry Weather Recorded Depth (in) Dry Weather d/D (%) FM-1 27 20.85 77.22% FM-2 21 5.42 25.81%
Wastewater Master Plan City of The Colony 3-5 3.2.2 Peaking Factors Peaking factors are commonly used to estimate maximum flow rates based on average flow rate estimates and play a key role in sewer design. A peaking factor is a simple ratio of the wet weather to dry weather flow recorded in the basin and does not account for basin size or additional flow meters upstream. Table 3-3 provides a summary of the observed peaking factors. Table 3-3: Peaking Factors Flow Meter Dry Weather Average Flow (MGD) Dry Weather Peak Flow (MGD) Dry Weather Peaking Factor Wet Weather Peak Flow (MGD) Wet Weather Peaking Factor FM-1 1.93 3.06 1.59 4.63 2.40 FM-2 0.60 1.24 2.07 1.34 2.23 Rainfall event recorded 6/8/2025 - 6/9/2025 totaling 1.97 in.
Wastewater Master Plan City of The Colony 4-1 4.0 POPULATION AND WASTEWATER FLOW PROJECTIONS Population and land use are important elements in the analysis of wastewater collection systems. Wastewater flows depend on the residential population and non-residential 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 data, provides the basis for projecting future wastewater flows. This analysis was conducted as part of the concurrent Water Master Plan Update, and is summarized in this chapter. 4.1 HISTORICAL POPULATION Population data from 2015 through 2024 was obtained from the American Community Survey (ACS) conducted by the United States Census Bureau. The City of The Colony has experienced steady population growth over the last decade. The average growth rate from 2015 through 2024 was 1.9%. Table 4-1 summarizes the historical citywide population data and corresponding annual growth rate from 2014 through 2024. Table 4-1: City of The Colony Historical Population Year Historical Population1 Population Growth Annual Growth 2015 39,310 580 1.5% 2016 39,810 500 1.3% 2017 41,160 1,350 3.4% 2018 42,090 930 2.3% 2019 44,370 2,280 5.4% 2020 44,534 164 0.4% 2021 45,520 986 2.2% 2022 45,900 380 0.8% 2023 46,380 480 1.0% 2024 46,787 407 0.9% Average 1.9% Maximum 5.4% Minimum 0.4% 1 Values for years between 2015 and 2024 were sourced from NCTCOG population estimates.
Wastewater Master Plan City of The Colony 4-2 4.2 EXISTING POPULATION The existing population in the City of The Colony acted as the basis for future planning and the foundation of hydraulic wastewater model calibration. For this project, the existing planning period was established as the year 2025. The project team utilized multiple sources of information to develop existing and projected populations for the City. The City provided detailed information on known developments. Other sources of population information include: o The Colony 2023 Comprehensive Plan o American Community Survey (ACS) o North Central Texas Council of Governments (NCTCOG) o City of The Colony 2025 Water Master Plan Update The City also provided a parcel shapefile that included every parcel in the City and its existing land use type. There are a total of 12 land use categories within the parcel data that was used to define the type of land use throughout the wastewater service area. Figure 4-1 is map of the existing land use. The water billing meter data was used to determine a density for single and multi-family residential parcels. Each residential parcel was assigned a density of 3 people per household to create a spatial distribution of the existing population. The existing population and non-residential flow projections were distributed on a subcatchment level to better understand the distribution throughout the service area. Based on the City’s review and input, a 2025 Wastewater Service Area population of 48,500 was calculated.
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LewisvilleLewisville
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HackberryHackberry
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FIGURE 4-1
CITY OF THE COLONY
LAND USE
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: Wednesday, April 15, 2026 3:13 PM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
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
Wastewater Master Plan City of The Colony 4-4 4.3 FUTURE POPULATION PROJECTIONS Projecting future land use is also an integral part of the master planning process. The projections serve as the basis for determining future wastewater loads that will be used to assess the hydraulic capacity of the wastewater collection system. The magnitude and distribution of the growth in population and non-residential development dictates where future infrastructure may be required. The population projections are based on the Texas Water Development Board (TWDB) 2026 Region C Water Plan, which establishes 50-year projections of population, water demand and supply, and water management strategies. For the purpose of the Water and Wastewater Master Plan Updates, it was assumed that the City would reach a buildout population of 67,600 by 2050. The projections developed as part of the Water Master Plan Update were broken down by pressure plane. In order to apply the population and non-residential projections to subcatchments for the wastewater hydraulic model while keeping the established growth rates for each sub-basin, population and employee numbers from each individual sub-basin were allocated to appropriate vacant subcatchments within them. Table 4-2 summarizes the existing and future population projections for the wastewater service area. Table 4-2: City of The Colony Population Projections Year Population Population CAGR (%) 2025 48,500 - 2030 52,600 1.6% 2035 56,800 1.5% 2050 67,600 1.2%
Wastewater Master Plan City of The Colony 4-5 4.4 HISTORICAL WASTEWATER FLOWS The City provided monthly and annual average influent flow data for the Stewart Creek WWTP from October 2020 through August 2025. The historical wastewater flow data is presented in Table 4-3. The average day flow is the average flow over the full calendar year including wet and dry weather flows. The historical per capita flows calculated based on the available WWTP flow data range from 76 to 80 gallons per capita per day (gpcd) with an average of 78 gpcd. Table 4-3: Historical Wastewater Flows Year Estimated Citywide Population1 Average Day Flow (MGD) Per Capita Flow (gpcd) 2020 44,534 3.542 79 2021 45,520 3.48 76 2022 45,900 3.53 77 2023 46,380 3.52 76 2024 46,787 3.72 80 Historical Average 78 1From NCTCOG Projections 2Flow data beginning October 2020 4.5 PROJECTED WASTEWATER FLOWS The population data in Section 4.1 was used in conjunction with temporary flow monitoring data (Section 3.0) to determine existing and future overall per capita wastewater flows in the collection system. Based on historical flow patterns, an overall average day per capita of 75 was used for existing average day residential flow projections. Flow generated from industrial use and employment was factored into the model as “Additional Foul Flow”. It was calculated based on the employment data developed as part of the concurrent Water Master Plan Update. Flow generated from employment was calculated as 60% of the assumed 60 gallons per employee per day (gped) water demand, resulting in a wastewater flow of 35 gped. Table 4-4 summarizes the design criteria for projecting wastewater flows by land use type, including people per unit, gpcd, and a wet weather peaking factor that includes an allowance for inflow and infiltration (I/I). Table 4-5 is a summary of the projected wastewater flows by planning period. A peaking factor of 4 was applied to any flow generated by new growth.
Wastewater Master Plan City of The Colony 4-6 Table 4-4: Wastewater Flow Projection Design Criteria Land Use Design Apartment • 3 persons/unit • 75 gallons per person per day (residential) • Peak wet weather factor = 4.0 Residential/Town Home/Patio Home • 3.0 persons/unit • 75 gallons per person per day (residential) • Peak wet weather factor = 4.0 Commercial/Industrial/Office • 1 person per parking space, or • 1 person per 400 SF of commercial/office building • 1 person per 1,000 SF of Industrial Building • 35 gallons per day per employee • Peak wet weather factor = 4.0 School • 20 gallons per student per day • Peak wet weather factor = 4.0 Table 4-5: Projected Wastewater Flows Year Population Per Capita (gpcd) Employment Per Employee (gped) Average Day (MGD) Peak Wet Weather (MGD) Peaking Factor 2025 48,500 75 15,210 35 4.17 16.68 4 2030 52,600 75 16,025 35 4.51 18.02 4 2035 56,800 75 16,840 35 4.85 19.39 4 2050 67,600 75 20,035 35 5.77 23.08 4
Wastewater Master Plan City of The Colony 5-1 5.0 WASTEWATER MODEL DEVELOPMENT AND CALIBRATION FNI developed an updated hydraulic wastewater model to be used as a tool for evaluating the wastewater collection system using the InfoWorks ICM software by Autodesk. The software makes use of engineering equations and mathematical algorithms to determine the flows and velocities that would occur in a collection system under a specified set of conditions. The dynamic hydraulic model is capable of evaluating the impact of wastewater flow generation on the collection system over time. This capability allows the user to model and evaluate system performance over time due to changing flow characteristics from both domestic and variable wet weather field conditions. These conditions include various infiltration and inflow flow rates throughout the system in response to varying weather and environmental conditions, allowing more accurate modeling results. 5.1 GIS DATA EVALUATION Maintaining accurate and complete GIS data provides utilities with mapping, asset management, and hydraulic modeling capabilities. Potential GIS connectivity issues include wastewater lines not broken and/or snapped at manholes. Hydraulic modeling software packages require connectivity between pipes as the programming within the modeling software has no tolerance for gaps in connectivity. A gap between lines results in flow being conveyed through a continuous section of line, potentially incorrectly representing the hydraulics of the wastewater system. For a more robust analysis of the wastewater system to be performed, asset data from GIS such as pipe diameter, material, installation year, and invert elevation are needed for all points and lines within the feature datasets. This information is imported into the model after it is populated in GIS. 5.1.1 Unique Identifier Assigning a unique identifier (ID) to individual assets is a best practice common among utilities. A unique ID is an alphanumeric or numeric identifier assigned to each of the system’s assets that does not change throughout the lifecycle of the asset. The unique ID is key to connecting databases in different software packages, such as GIS, modeling software, and work order systems to evaluate asset performance. Additionally, the unique ID can assist field operations crews to locate specific assets when called on to perform maintenance or repairs. The unique ID helps provide a one-to-one relationship between the model and the GIS and is the attribute field that links the two datasets together. Each wastewater line has
Wastewater Master Plan City of The Colony 5-2 a unique ID beginning with ‘FNI’ or ‘GM’, and is also populated with the upstream and downstream manhole ID. 5.1.2 Topology Review Topology is the arrangement for how point, line, and polygon features share geometry. Maintaining topologically accurate GIS data provides utilities with mapping, asset management, and hydraulic modeling capabilities. To complete connectivity in the model, the following relevant topology rules were utilized: • Nodes must connect to the endpoints of a line. Orphaned Nodes refer to any node in the system that is not attached to a pipeline. Figure 5-1 displays orphaned nodes in red and properly snapped nodes in green. Figure 5-1: Orphaned Node • Lines must connect to another line at both endpoints. Orphaned links refer to any pipe missing a node at one or both ends. Figure 5-2 displays two pipes missing a node at one of their endpoints; each is considered an orphaned link. Figure 5-2: Orphaned Links • Line endpoints must be covered by a node. The line endpoint error locates lines within the geodatabase that do not have a node snapped to their endpoint. For this analysis, the feature classes referred to on Figure 5-3 (provided by Esri) are the pipe endpoints and nodes.
Wastewater Master Plan City of The Colony 5-3 Figure 5-3: Line Endpoint Error Provided by Esri • Lines must not self-overlap. The self-overlap rule provides a check on pipe crossing errors. The rule locates any line that overlaps with itself. These pipes may require splitting as many pipes are broken by a node at bends. Figure 5-4 (provided by Esri) describes self-overlap errors. Figure 5-4: Self Overlap Error Provided by Esri • Lines must not self-intersect. Self-intersecting errors provide an additional check for pipe crossing continuity errors. The rule locates any line that intersects with itself. These pipes may require splitting as many pipes are broken by a node at bends. Figure 5-5 (provided by Esri) further describes self-intersect errors.
Wastewater Master Plan City of The Colony 5-4 Figure 5-5: Self-Intersect Error Provided by Esri The results of the topology analysis identified several isolated node errors where manholes were not snapped to a wastewater line. Because of this, nodes were generated as endpoints on a wastewater line without a snapped manhole or cleanout, and many of the isolated nodes that were not snapped to a wastewater line were replaced with generated nodes as an up or downstream manhole ID. Numerous pipe split candidates where a pipe was not broken at an identified manhole were identified. Each topology error was reviewed individually and adjusted to establish connectivity during the model building process. 5.2 MODEL UPDATE Per the scope, FNI developed the hydraulic model for evaluating the wastewater collection system by converting the City’s wastewater collection system hydraulic model to InfoWorks ICM software and updating it with the latest GIS data available. Inference tools in InfoWorks ICM allowed FNI to populate invert data for the wastewater lines in the system in the absence of data within GIS. Critical missing information from large diameter lines was populated from as-builts, where available. FNI was tasked with modeling the existing system which consists of approximately 3,004 links, 3,023 nodes, and 14 lift stations. The model is an all-pipes model containing all of the wastewater lines in the collection system. However, lines that did not have invert data provided were “pruned” in the InfoWorks model. Pruning accounts for the volume in the collection upstream of a given location but does not require invert data whereas the actively modeled lines do. An outfall at the influent of the headworks at the Wastewater Treatment Plant was used to represent the location where flow leaves the collection system. The hydraulic model was used to evaluate the existing system capacity and develop system improvements required to meet projected future growth conditions in the service area and address any deficiencies.
Wastewater Master Plan City of The Colony 5-5 5.2.1 Invert Interpolation The pipe profiles were analyzed on all modeled pipelines and adjusted where needed to better understand and attribute the associated lines. Pipes with missing upstream and/or downstream inverts, that were not surveyed and where as-built records were not available, were populated by interpolating between the populated lines. Figure 5-6 gives an example where select invert data was available via as-builts (yellow highlight) and other data was available from the old wastewater model (blue highlight). The lines in-between were calculated by interpolating between known points. Figure 5-6: Missing Invert Correction 5.2.2 Subcatchments The InfoWorks ICM modeling software uses subcatchments to store hydraulic loading parameters such as population, non-residential flow, topology and contributing area. Subcatchments are a critical component of the InfoWorks ICM model because they are responsible for housing key components that dictate the amount of flow that enters the collection system. Subcatchments can be defined by any polygon that represents any amount of area within the sewer service area. The existing and future system subcatchments within the model were developed by importing the GIS parcel data provided by the City. The parcels included a unique ID, existing and future land use types, and population and non-residential flow projections. Throughout the Master Plan, City Staff provided input on future developments and FNI updated the modeled land use or area of the subcatchments accordingly. Every subcatchment contains a single discharge point into a modeled node. Figure 5-7 shows an example of subcatchments (green polygons) with green arrows directing to the discharge node.
Wastewater Master Plan City of The Colony 5-6 Figure 5-7: Modeled Subcatchments 5.3 HYDRAULIC MODEL CALIBRATION Model calibration is the process of rectifying parameters within the InfoWorks ICM wastewater model until the model generates and conveys flow in a similar manner as observed during the flow monitoring period. A properly calibrated model shows that the model produces results that reflect the flow, depth and velocity data obtained during flow monitoring. 5.3.1 Model Calibration Assumptions There are aspects of the model building effort where assumptions are necessary to populate the required fields in the model database. These assumptions were based on industry standards. Prior to the calibration process, each pipe was given an assumed Manning’s roughness factor of n = 0.013 for gravity mains and a Hazen-Williams roughness factor of 100 for force mains. 5.3.2 Dry Weather Calibration The first step in model calibration is selecting a dry weather period (no rain) from the observed flow monitoring data. A dry weather flow period is defined as a period in which no response from RDII was observed. The period of June 16 through June 24, 2025, was selected for dry weather model calibration. Observed flow on this date was representative of observed flow unaffected by rainfall on preceding days. Industry standards recommend calibrating dry weather conditions so that the modeled flow is within 10% of the observed flow. Diurnal patterns for each flow meter basin were loaded into the model based on the patterns observed during the flow monitoring period. During the dry weather calibration, the per capita flow rates and
Wastewater Master Plan City of The Colony 5-7 diurnal patterns were adjusted, as necessary, until the aggregate flows in each modeled flow meter basin closely matched the observed flow meter data. Table 5-1 provides a summary of the modeled and recorded average dry weather flow at each flow meter. Appendix B provides graphs of the dry weather calibration. Table 5-1: Dry Weather Calibration Summary Flow Meter Observed Volume (MG) Modeled Volume (MG) Percent Difference FM01 13.72 13.32 3% FM02 4.28 4.31 -1% Based on the results, both meters are within the acceptable calibration standards. 5.3.3 Wet Weather Calibration Collected rainfall data was examined along with the flow monitoring data to select rainfall events of varying magnitudes and peak intensities to facilitate wet weather calibration. The date range selected for wet weather calibration was June 7 through June 12, 2025. The wet weather calibration period extended over multiple days and rain events to verify that the model captured the peak flow event and return to normal flow recorded during the flow monitoring. Industry standards recommend calibrating wet weather conditions so that the modeled flow is within 15% of the observed flow. The RTK hydrograph method was used to model the additional flows that entered the wastewater system during the observed calibration rainfall event. This method uses three hydrographs, each containing three parameters, which are modified to achieve calibration: portion of rainfall volume entering the system as RDII volume (R), the time to peak flow (T), and the ratio of time until normalization of flow to time to peak (K). The combination of the three component hydrographs forms the total response that is observed in the wastewater system. Examples of the RTK parameters and the component hydrographs are illustrated in Figures 5-8 and 5-9. R1, T1, and K1 represent the fast response associated with RDII experienced at the beginning of a storm. These values typically have the most effect on the modeled peak response. R2, T2, and K2 represent the medium response associated with a combination of RDII and some infiltration experienced toward the end of a storm. These values typically reflect the way that the system reacts as a storm begins to come to an end, and the RDII begins to slow while some of the groundwater starts seeping through cracks in the pipe. R3, T3, and K3 represent the slow response associated with infiltration experienced after a storm
Wastewater Master Plan City of The Colony 5-8 event has passed. These values reflect the way that the system reacts as a storm has come to an end and water enters the system through cracks in the wastewater lines. Figure 5-8: RTK Parameters Figure 5-9: RTK Component Hydrographs Separate RTK hydrographs were developed for each flow meter basin to account for the different land uses, soil properties, amounts of impervious cover, and condition of the wastewater lines. The RTK hydrographs were applied to each of the subcatchments in the InfoWorks ICM model. The observed rainfall hyetographs measured during the calibration rainfall events were then applied to the model. The model calculates the RDII that enters the wastewater system using the values in the RTK hydrographs and the contributing area of each node. These values were adjusted until the modeled wet weather flows closely matched the observed wet weather flows. Table 5-2 provides a summary of the maximum modeled and recorded wet weather flow at each flow meter. The dry and wet weather calibration results
Wastewater Master Plan City of The Colony 5-9 provide a high level of confidence that the model is closely matching real world conditions and suitable to use for hydraulic analyses and CIP development. Appendix C contains graphs of the wet weather calibration. Table 5-2: Wet Weather Calibration Summary Flow Meter Observed Peak Flow (MGD) Modeled Peak Flow (MGD) Percent Difference Observed Volume (MG) Modeled Volume (MG) Percent Difference FM01 4.63 4.38 5% 12.43 12.37 0% FM02 1.34 1.29 4% 3.50 3.96 -13% Based on the results, both meters are within the acceptable calibration standards. 5.4 DESIGN STORM SELECTION One of the major components of a Wastewater Master Plan is to understand how a collection system behaves during wet weather events. RDII can lead to bottlenecks in the system and even sanitary sewer overflows. To evaluate the system as a whole, a common storm event must be selected as the basis for evaluation moving forward. This is referred to as a “design storm” and establishes a level of service. Regulatory agencies, such as the Environmental Protection Agency (EPA) and the Texas Commission on Environmental Quality (TCEQ), allow regulated entities to select the design storm for evaluation of their system. A regulated entity must demonstrate that they have selected a design storm that addresses wet weather overflows for their collection system. The size of the design storm has a direct effect on the size of a CIP as larger storm events will create more RDII and may result in more capacity issues in the system. Thus, a regulated entity must select a design storm that is large enough to stress the system and show potential hydraulic limitations and overflows, yet at the same time be realistic such that the model is not over predicting the consequences based on storm events that are overly conservative. An appropriately sized design storm balances an acceptable level of risk provided through a desired level of service and the City’s budgetary capacity. The design storm selected for this analysis was developed by the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 program. The Atlas 14 program is the result of analyzing over 20 years of rain gauge and RADAR data to develop design storm depths and hyetographs that are representative of local observations. A 5-year, 6-hour design storm with a first quartile hyetograph was selected for this study. This represents a storm event where the majority of the rainfall occurred during the first quarter of the event, which is typical of north Texas rainfall events. This design storm is not so extreme that it
Wastewater Master Plan City of The Colony 5-10 overwhelms the entire collection system, but it does stress the major interceptors and areas of more observed RDII. Figure 5-10 shows the hyetograph for the 5-year, 6-hour storm event. The total depth is 3.64 inches with a peak intensity of 2.73 inches per hour. Table 5-3: NOAA Atlas 14 Total Cumulative Rainfall Duration (Hours) Return Period (Years) 2 5 10 50 2 2.18 2.70 3.13 4.18 3 2.43 3.03 3.54 4.80 6 2.90 3.64 4.27 5.89 12 3.43 4.32 5.08 7.00 24 4.01 5.05 5.94 8.19
Wastewater Master Plan City of The Colony 5-11 Figure 5-10: NOAA Atlas 14 5-year, 6-hour Design Storm
Wastewater Master Plan City of The Colony 6-1 6.0 HYDRAULIC ANALYSIS Following model calibration for both dry and wet weather storm events and development of a 5-year, 6-hour design storm, the next step in the Wastewater Master Plan process was to use the wastewater system hydraulic model to evaluate the existing system under existing and future flows and evaluate alternatives to address modeled capacity deficiencies. 6.1 DESIGN CRITERIA AND IMPROVEMENT REQUIREMENTS In evaluating the existing system, the project team analyzed the collection system by applying the 5-year, 6-hour design storm to identify locations of capacity exceedance. Improvements are recommended where the hydraulic grade line (HGL) is within three feet of the manhole rim and flow through the pipe exceeds the pipe’s full capacity. The improvement trigger of “three feet below the manhole rim” maximizes the utilization of existing system storage. Maximizing the use of existing system storage affords the collection system the ability to attenuate the effects of peak wet weather flow conditions. As a result, system improvement recommendations are optimized by requiring a reduced quantity of improved wastewater segments with smaller diameter piping. The q/Q is the ratio of modeled flow (q) over the pipe full capacity (Q) of the line. A q/Q less than 1.0 indicates a line that has available capacity. A q/Q greater than 1.0 indicates a line that is overloaded and requires an improvement project. Figure 6-1 illustrates the various surcharged state definition profiles. All future capacity improvements recommendations were made in accordance with TCEQ Chapter 217. A summary of all design criteria and improvement triggers is shown in Table 6-1. Design criteria for the size of gravity sewer lines are based on maintaining a mean velocity of not less than 2 feet per second (fps) when flowing full. New wastewater line sizes are also based on selecting the smallest diameter to convey the projected peak instantaneous flow within 90% of pipe depth (d/D ≤ 0.9), as recommended by FNI. Additionally, slopes for new lines serving undeveloped areas shall meet minimum slope requirements set by TCEQ. Lift station analysis is based on the firm capacity of the lift station. Lift station firm capacity is the pumping capacity with the largest available pump out of service. A lift station is considered to be under capacity if the projected peak flow is greater than the firm capacity. New or improved lift station firm pumping capacities are sized to convey at least 110% of projected peak buildout flows. Force mains are sized to
Wastewater Master Plan City of The Colony 6-2 meet the lift station pumping capacity at a minimum velocity of 2 fps with the smallest available pump in service and a maximum velocity of 10 fps to avoid high head loss. Table 6-1: Improvement Triggers and Design Criteria Summary Design Criteria Value Design Peak Flow Instantaneous peak flow rate during the 5-year, 6-hour Design Storm Lift Station Improvement Trigger Lift station improvements are triggered if the projected peak influent flow is greater than the lift station firm capacity Lift Station Improvement Lift station firm capacity equal to 110% of projected peak influent flow Maximum Gravity Line Full Pipe Velocity Full pipe flow not greater than 10 fps Minimum Gravity Line Full Pipe Velocity Full pipe flow not less than 2 fps Design Force Main Velocity 2 fps Manning's Friction Coefficient (n) 0.013 Maximum Dry Weather Flow to Capacity (q/Q) Ratio 1.00 Maximum Wet Weather Flow to Capacity (q/Q) Ratio Wastewater Collection Pipeline Improvement Trigger Greater than 1.00 with surcharge depth within 3-feet of manhole rim elevation Improvement Pipe Diameter Smallest common diameter to convey projected peak flow within 90% of pipe depth (d/D ≤ 0.9)
Wastewater Master Plan City of The Colony 6-3 Figure 6-1: Surcharged State Definition Profiles Full Flow Capacity, q/Q < 1.0 *q/Q < 1.0, the pipe is not surcharged. Full Flow Capacity, d/D > 1.0 but q/Q < 1.0 *d/D>1.0 but q/Q < 1.0, Hydraulic gradient is less than or equal to pipe gradient. Full Flow Capacity, q/Q > 1.0 *q/Q > 1.0, Hydraulic gradient is greater than pipe gradient.
Wastewater Master Plan City of The Colony 6-4 6.2 EXISTING SYSTEM HYDRAULIC ANALYSIS For analyzing wet weather flows, the 5-year, 6-hour design storm event from Section 5.5 was applied simultaneously across the service area to the existing collection system. The model was evaluated to determine locations of capacity issues, system surcharging, and sanitary sewer overflows (SSOs). The red lines identify potential areas of insufficient capacity in the system (q/Q ≥ 1), while blue lines identify locations where the system is surcharging due to a downstream restriction (d/D ≥ 1 but q/Q < 1). Yellow circles are manholes that are surcharged within three feet of the manhole rim, and red circles are modeled overflows. Figure 6-2 shows the existing system performance under the identified design storm conditions. The results show there are locations throughout the service area with modeled capacity restrictions. The primary areas of concern include the following: • Austin Ranch Lift Station and force main capacity. • Wynnwood Lift Station capacity.
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TXWWTP
Master
Lift Station 1
Existing Capacity: 10.0 MGD
Wynnwood
Lift Station
Existing Capacity: 1.9 MGD
Cottonwood
Lift Station
Water Edge
Lift Station
Eastvale
Lift Station
B.B. Owens
Lift Station
Iola
Lift Station
Stewart Creek WWTP
Existing Capacity: 4.5 MGD
Ridgepoint
Lift Station
Austin Ranch
Lift Station
Existing Capacity: 2.7 MGD
Tribute
Lift Station
Stewart Creek
Lift Stations
"m
"m
"m
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AACCCCMTTOLL
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CAPSTONE DROTIS DRCO L E C A S T L E C T WILT S H IR E B L V D
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FriscoFrisco
CarrolltonCarrollton
LewisvilleLewisville
PlanoPlano
DallasDallas
Little ElmLittle Elm
HebronHebron
HackberryHackberry
21"10"18"
1
5
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24"27"
12"
15
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10"10"12"10"12"10"10"12"27"18"15"15"12"1
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10
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10"
3
0
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12"10"12"10"18"10"30"12"
18"
12"
10"10"27"10"10"30"
15"12"10"18"
15"
3
0
"
12"
18"
15"
15"15"10"
10"
10"
18"30"10"12"10"
10"12"12"
10"
12"10"27"15"10"12"
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!I
LEGEND
!Manhole
Vä Lift StationTXWWTPWastewater
Treatment Plant
8" and Smaller
Wastewater Line
10" and Larger
Wastewater Line
Force Main
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
Other City Limit
County Boundary
FIGURE 6-2
CITY OF THE COLONY
EXISTING WASTEWATER
SYSTEM ANALYSIS
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: Wednesday, April 15, 2026 3:14 PM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
BASIN
Indian Creek
Stewart Creek
Wynnwood Peninsula
MODEL RESULTS
Surcharge Level <3'
from Manhole Rim
Overflow
Surcharged Due to
Downstream Restrictions
Exceeds Capacity
Wastewater Master Plan City of The Colony 6-6 6.3 FUTURE WASTEWATER SYSTEM ANALYSIS Hydraulic analyses were conducted to identify deficiencies in the wastewater system and establish a CIP to reinforce the existing system and convey projected wastewater flows through 2050. Various combinations of improvements and modifications were investigated to determine the most appropriate approach for conveying projected flows. Wastewater system improvements were developed to accommodate the anticipated growth through 2050. The following analyses, which result from modeling and/or evaluating the collection system, provide observations and recommendations which serve as the basis for the CIP recommendations. 6.3.1 Wastewater Line Capacity Analysis The existing wastewater collection system under projected 2050 peak wet weather flow conditions was evaluated to determine where additional capacity is required. The results show restrictions at both the Austin Ranch and Wynnwood Lift Stations. 6.3.2 Wastewater Treatment Plant All of the flow generated in the wastewater collection system is conveyed to the Stewart Creek WWTP. The average and peak permitted capacities were evaluated to aid in determining the timing of potential plant improvements. The basis for average annual capacity evaluation is the TCEQ “75/90” rule defined in TAC Chapter 305.126. The 75/90 rule states, “When flow measurements for a sewer treatment facility reach 75 percent of the annual average flow for three consecutive months, the permittee must initiate engineering and financial planning for expansion and/or upgrading of the wastewater treatment facilities. When the annual average flow reaches 90 percent of the permitted average daily flow for three consecutive months, the permittee shall obtain necessary authorization from the Commission to commence construction of the necessary additional treatment facilities. In the case of a wastewater treatment plant which reaches 75 percent of the permitted average flow for three consecutive months, and the planned population to be served or the quantity of waste produced is not expected to exceed the design limitations of the treatment facility, the permittee will submit an engineering report supporting this claim to apply for the requirements of this section to be waived.” The average annual permitted capacity of the WWTP was evaluated with the flow projection data from Section 4.5. Table 6-2 lists the average day flow projections by basin at each of the future planning
Wastewater Master Plan City of The Colony 6-7 periods. Figure 6-3 shows the average day flow projections through the 2050 planning period, and the application of the 75/90 rule. The Wastewater Treatment Plant expansion is currently under design. Table 6-2: Average Day Flow by Basin Year Indian Creek Basin (MGD) Stewart Creek Basin (MGD) Wynnwood Peninsula Basin (MGD) Total Average Day Flow (MGD) 2030 0.73 3.25 0.53 4.51 2035 0.88 3.44 0.53 4.85 2050 1.62 3.62 0.53 5.77
0
1
2
3
4
5
6
7
Flow (MGD)Figure 6-3
City of The Colony
Average Day Flow Projections by Basin
Stewart Creek Basin Wynnwood Peninsula Basin Indian Creek Basin Historical Flow
Permitted Capacity = 4.5 MGD
75% of Permitted Capacity = 3.38 MGD
90% of Permitted Capacity = 4.05 MGD
Permitted Capacity = 6.3 MGD
90% of Permitted Capacity = 5.67 MGD
75% of Permitted Capacity = 4.73 MGD
Projected FlowHistorical Flow
Wastewater Master Plan City of The Colony 7-1 7.0 CAPITAL IMPROVEMENT PLAN The goal of the Capital Improvement Plan is to address existing deficiencies in the system, as well as provide capacity for future flows in the wastewater collection system. Upon completion of the wastewater model that represents existing and future loading conditions, capital improvement projects were analyzed and phased into the planning period in which they become hydraulically necessary. Where existing facilities need to be upgraded, the recommended improvements are sized to carry projected 2050 flows. The CIP is separated into two categories of projects: Capacity Increase These are projects that are needed to increase the hydraulic capacity due to existing or projected capacity deficiencies. Capacity related projects are located throughout the existing wastewater collection system. Developer Driven These are projects associated with growth in portions of the system not currently served by the collection system. These projects will be triggered by future development, and were included on Figure 7-1 but not assessed for timeline. The wastewater collection system CIP was developed for the City of The Colony to deliver a high level of service that promotes residential and commercial development. The recommended improvements will provide the required capacity to meet projected wastewater flows through 2050. The recommended projects for the wastewater collection system are presented on Figure 7-1. Locations shown for interceptors and other recommended improvements were generalized for hydraulic analyses. Specific alignments and sites will be determined as part of the design process. It is recommended that these projects be constructed generally in the order listed; however, changes in development patterns may make it necessary to construct some projects sooner than anticipated. Cost estimates were developed for each improvement based on planning level data and classify as a Class 5 cost estimate defined by the Association for the Advancement of Cost Engineering (AACE), summarized in Table 7-1. The costs are provided as estimates based on recent bid tabs in 2025 dollars and are for planning and budgeting purposes only. They are not to be considered as a detailed opinion of probable construction cost. Table 7-2 shows the cost by nominal diameter utilized.
Wastewater Master Plan City of The Colony 7-2 Table 7-1: AACE Cost Classification 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% Table 7-2: Gravity Main Renewal Plan Unit Costs Nominal Diameter Base Unit Cost ($/in-LF) Unit Cost ($/LF) 6 $30 $180 8 $30 $240 10 $30 $300 12 $30 $360 14 $30 $420 16 $30 $480 18 $30 $540 20 $30 $600 24 $30 $720 30 $30 $900
Wastewater Master Plan
City of The Colony
7-3
An estimated opinion of probable construction cost (OPCC) was developed for the proposed
recommendations. The cost estimates include material costs, engineering design fee, contractor mark up,
and general contingency. Additional fees related to environmental, geotechnical, land acquisition, change
order contingency, and legal fees are not included.
Because there is not a definite timeline for the construction of recommended projects, escalation and
inflation are not factored into project costs. FNI recommends a goal year by which to have projects
completed, but they can be constructed earlier or later than the planning period limits established for this
Master Plan, and they can be completed in an order different than the one presented in Table 7-3, which
summarizes the cost estimates by project phase. Therefore, costs are presented in current US Dollars,
which establishes a common baseline for cost and allows for simple comparison of projects without
adding additional uncertainty into cost estimations. Detailed project cost estimates are included in
Appendix A and brief project descriptions are included in this section.
Table 7-3: Comprehensive Wastewater Collection System CIP Summary
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TXWWTPTXWWTP
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Master
Lift Station 1
Existing Capacity: 10.0 MGD
Wynnwood
Lift Station
Existing Capacity: 1.9 MGD
Expand Capacity to 2.5 MGD
Cottonwood
Lift Station
Water Edge
Lift Station
Eastvale
Lift Station
B.B. Owens
Lift Station
Iola
Lift Station
Stewart Creek WWTP
Existing Capacity: 4.5 MGD
Expand Capacity to 6.3 MGD
Ridgepoint
Lift Station
Austin Ranch
Lift Station
Existing Capacity: 2.7 MGD
Expand Capacity to 5.8 MGD
Tribute
Lift Station
Stewart Creek
Lift Stations
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CREEKWAY DR
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MORNINGDOVEKIOWA DR
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GLEN HILL DR
KENTWOOD LN
W PARKP K W YMYRTLE LNSI
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FRESHWATER DRSADIE ST
HARRISON DRLADY C O R N W ALL DR SILVERTAB LE D R CHOCTAWPLVICTORY DRNORTHSHORE DR
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SANCERRE LN HILTONHEADLNVANDERBILTLNCATAWBA AVEFAIRFAX
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GREENWOOD DR
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B R ID L E B LV D
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BEN T G R A S S D R
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SHAMROCK DR
HIGHGATE LNHARPER LN
L
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STONE GLEN LN
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SHADOW ROCK DRGRAND
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CAPSTONE DROTIS DRCO L E C A S T L E C T WILT S H IR E B L V D
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CHANTILLYLNLAKEBEND LNDAKOTA DROAK TREE LN
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SPRINGHOLLOWDRBACH BLVDBERKLEY LN
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ASPEN LN
SHOREHAM
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M O N T M A R T R E W A Y
SAN D P IPER LN
GUADALUPE LN
LYON CTMOUNTAINSKYRDCASTLE HILLS LNBEL
L
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H
OL
L
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L
L
L
N
TRAIL VIEW LN
CANYON TRL
CAMILLE DR
LINCOLN DR
ARMISTICE DR
K I N G S V IEW DRMIDDLE GLEN DR CRESWICK DRC
A
LYPSOLNPROSPERO LNM ID R O S E T R L
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WILLIA M S O N LNMAG
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N
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AU D UBONCTCRAWLEY DR
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ME A DFOOTRDTRAVIS ST
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W
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OD DR
TUPELO LNFLOREN C E D R
DUPO NTDRTRENT BASIN DR
ONEIDA DR GRACE LNLAKEHILL BLVD
KRUGER LN
BENWICK WAYSPLIT REIN RDYACHT CLUB DR
DARTMOOR DR
SHADOW CREST DR
MADISON ST
SIR
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JOSEPH I N E A L Y
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ALMSBURY LN
APPLEDRDANCING WATER DR
SIR
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T
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ARMINTA AVEALBANY PARKDEXTE R L N
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KENTWOOD DRARGYLE LN
R ED MAPLE DR RO UNDU P RD
ROUND TREE LN
CROWNOFGOLDDRADAMS DRCLI
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V E R A C R U Z D RLOUDOUNSPRINGSDRYARMOUTH LN
BL
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VANGUAR D D R
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COUNTRY GLEN TRL
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N
C
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AGNES CREEK DRBIG BUCKLE DRGULFBREEZELNEASTWOOD DRVICKI LNKLAMATH DR
HO
N
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OAK MOUNT DRMOHAWKDR
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REEDERDRHIGHLAND HEIGHTS L
NDEEP VALLEY T R L
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LINDALE DR
TWIN POINT DR
DEER L
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BROOKVIEW DR
CREEKMEADOW DRPARK LN
FLICKERS STSOMERVILLE DRBAINBRIDGE LN
WILSON LNCHESAPE A K EDRCANYON LAKE DRCLU BTERRACELNSIR MALORY LNLEXINGTON WAY
HARRISON CTCAVALL DRLONDON LNHICKORYCREEKDR
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BROOKH O L L O W D RMISTY OAKS LNCAPROCK LN CLEAR WATER DRAUTUMNWOOD TRLCLEARFORK TRL
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STONEGATE DR
TUMBLING RIVER DR
ORYX
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V IS T A T E R R A C E D RZURICHL
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B L A C KTREE DR
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VISTA CREST DRSTONEOAKDRDUKESAXONYDR
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FriscoFrisco
CarrolltonCarrollton
LewisvilleLewisville
PlanoPlano
DallasDallas
Little ElmLittle Elm
HebronHebron
HackberryHackberry
21"10"18"
1
5
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24"27"
12"
15
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10"10"12"10"12"10"10"12"27"18"15"15"12"1
0
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"12"30"
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15"
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"12"12"10"
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"27"1
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"15"18"
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!I
LEGEND
5-year Proposed Improvements
Vä Lift Station
Force Main
10-year Proposed Improvements
Vä Lift Station
Developer Driven
Wastewater Line
Under Construction/DesignTXWWTPWastewater Treatment Plant
Wastewater Line
Existing Wastewater System
Vä Lift StationTXWWTPWastewater
Treatment Plant
Force Main
8" and Smaller
Wastewater Line
10" and Larger
Wastewater Line
Road
Railroad
Stream
Lake
Parcel
USACE Property
City Limit
Other City Limit
County Boundary
FIGURE 7-1
CITY OF THE COLONY
WASTEWATER SYSTEM 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: Wednesday, April 15, 2026 3:15 PM
User Name: 03812
0 1,500 3,000
SCALE IN FEET
BASIN
Indian Creek
Stewart Creek
Wynnwood Peninsula
Wastewater Master Plan City of The Colony 7-5 7.1 SHORT-TERM COLLECTION SYSTEM IMPROVEMENTS The short-term CIP contains two projects which have an estimated cost of $12,872,200. Appendix A contains a detailed single sheet summary of each project highlighting drivers, location and cost. These projects were selected to be part of the short-term CIP because they address existing deficiencies identified in Section 6.0 or they are needed to meet the overall desired goals for optimizing operations, enhancing the level of service, increasing system reliability, and providing service to new growth areas. Project #1: Parallel 12” Force Main The proposed 12-inch force main begins at the Austin Ranch Lift Station, and flows parallel to the existing 12-inch force main until combining to become a single 20-inch force main at Plano Parkway. The proposed force main will convey additional flow being pumped north by the Austin Ranch Lift Station. Project #2: Austin Ranch Lift Station Expansion The Austin Ranch Lift Station will be upsized from 2.7 MGD to 5.8 MGD. Improvements include a generator, three submersible pumps and motors, bypass pumping, a pre-fabricated electrical building, and miscellaneous electrical equipment and site improvements. Expanding the Austin Ranch Lift Station will help to accommodate additional flow from projected growth in the Austin Ranch area. A longer construction time is estimated for this project due to long electrical equipment lead times. 10 2 12Timeline (months)DesignPermittingConstruction10 2 20Timeline (months)DesignPermittingConstruction
Wastewater Master Plan City of The Colony 7-6 7.2 INTERMEDIATE-TERM COLLECTION SYSTEM IMPROVEMENTS The intermediate -term CIP contains one project which has an estimated cost of $2,456,100. Appendix A contains a detailed single sheet summary of the project highlighting drivers, location and cost. This project was selected to be part of the intermediate-term CIP because it is recommended in order to meet the overall desired goals for optimizing operations, enhancing the level of service, increasing system reliability, and providing service to new growth areas. Project #3: Wynnwood Lift Station Rehabilitation The Wynnwood Lift Station will be rehabilitated in order to reach a firm capacity of 2.5 MGD. Improvements include a generator, a pump and motor, bypass pumping, and miscellaneous electrical equipment and site improvements. Rehabilitating the Wynnwood Lift Station will help to accommodate existing flow in the Wynnwood Peninsula. A longer construction time is estimated for this project due to long electrical equipment lead times. 7.3 DEVELOPMENT DRIVEN IMPROVEMENTS The developer driven CIP contains two projects which have an estimated cost of $3,890,100. Appendix A contains a detailed single sheet summary of each project highlighting drivers, location and cost. During the development of the Master Plan, several new wastewater lines were proposed that serve areas not currently included in the wastewater collection system. These include lines triggered by specific developments within the Austin Ranch area along with lines to areas that have the potential for future residential or industrial development but no current plans for such. The general alignment and sizing for these development driven lines is represented on Figure 7-1, but due to the nature of these projects they were not assessed for a recommended development timeline. 10 2 20Timeline (months)DesignPermittingConstruction
Wastewater Master Plan City of The Colony 7-7 Project #4: 10-inch Wastewater Line The proposed 10-inch wastewater line begins near the intersection of Sonoma Way and Toad Hollow Lane, and travels west until turning north at the railroad tracks. The line turns west when it nears Barton Creek Boulevard, and combines with the existing 21-inch wastewater line. The proposed wastewater line will serve new development in the Austin Ranch area. Project #5: 10- and 12-inch Wastewater Lines The proposed 10-inch wastewater line begins at the Old Oak Pond Office Lift Station and flows south, generally following Plano Parkway. The line is upsized to a 12-inch wastewater line when nearing Windhaven Parkway, and then combines with the existing 12-inch wastewater line. The proposed wastewater line will serve new development in the Austin Ranch area. 8 2 8Timeline (months)DesignPermittingConstruction8 2 6Timeline (months)DesignPermittingConstruction
APPENDIX A CAPITAL IMPROVEMENT PLAN OPINION OF PROBABLE CONSTRUCTION COST
1 Short
ITEM QUANTITY UNIT UNIT PRICE TOTAL
1 9,000 LF 280$ 2,520,000$
2 800 LF 1,200$ 960,000$
3 1,600 SY 220$ 352,000$
4 --70,000$ 70,000$
Design Permitting Construction 3,902,000$
10 2 12 30%1,170,600$
5,072,600$
15%760,900$
5,833,500$
5,833,500$
SUBTOTAL:
Estimated Project Total:
SUBTOTAL:
CONTINGENCY
SUBTOTAL:
ENG/SURVEY
Opinion of Probable Construction Cost
DESCRIPTION
12" Force Main < 8 feet deep
24" Boring and Casing
City of The Colony
Construction Project Number:Phase:
Capital Improvement Cost Estimate Date: April 2026
Project Description:Vicinity Map
The proposed 12-inch force main begins at the Austin Ranch Lift
Station, and flows parallel to the existing 12-inch force main until
combining to become a single 20-inch force main at Plano
Parkway.
Project Drivers:
The proposed force main will convey additional flow being
pumped north by the Austin Ranch Lift Station.
Project Name:Parallel 12" Force Main
Concrete Pavement Repair
Various Appurtenances
10 2 12
Timeline (months)
Design Permitting Construction
City of The Colony
Capital Improvement Cost Estimate Date: April 2026
2 Short
ITEM QUANTITY UNIT UNIT PRICE TOTAL
1 1 LS 4,708,100$ 4,708,100$
Design Permitting Construction 4,708,100$
10 2 20 30%1,412,500$
6,120,600$
15%918,100$
7,038,700$
7,038,700$
SUBTOTAL:
Estimated Project Total:
SUBTOTAL:
CONTINGENCY
SUBTOTAL:
ENG/SURVEY
Opinion of Probable Construction Cost
DESCRIPTION
Lift Station - Expansion 3.1 MGD
Project Name:Austin Ranch Lift Station Expansion
Project Description:Vicinity Map
The Austin Ranch Lift Station will be upsized from 2.7 MGD to 5.8
MGD. Improvements include a generator, three submersible
pumps and motors, bypass pumping, a pre-fabricated electrical
building, and miscellaneous electrical equipment and site
improvements.
Project Drivers:
Expanding the Austin Ranch Lift Station will help to accommodate
additional flow from projected growth in the Austin Ranch area.
Construction Project Number:Phase:
10 2 20
Timeline (months)
Design Permitting Construction
3 Intermediate
ITEM QUANTITY UNIT UNIT PRICE TOTAL
1 1 LS 1,642,800$ 1,642,800$
Design Permitting Construction 1,642,800$
10 2 20 30%492,900$
2,135,700$
15%320,400$
2,456,100$
2,456,100$
SUBTOTAL:
Estimated Project Total:
SUBTOTAL:
CONTINGENCY
SUBTOTAL:
ENG/SURVEY
Opinion of Probable Construction Cost
DESCRIPTION
Lift Station - Rehabilitation
Project Description:Vicinity Map
The Wynnwood Lift Station will be rehabilitated in order to reach a
firm capacity of 2.5 MGD. Improvements include a generator, a
pump and motor, bypass pumping, and miscellaneous electrical
equipment and site improvements.
Project Drivers:
Rehabilitating the Wynnwood Lift Station will help to
accommodate existing flow in the Wynnwood Peninsula.
Construction Project Number:Phase:
Project Name:Wynnwood Lift Station Rehabilitation
Capital Improvement Cost Estimate Date: April 2026
City of The Colony
10 2 20
Timeline (months)
Design Permitting Construction
Capital Improvement Cost Estimate Date: April 2026
City of The Colony
4 Developer Driven
ITEM QUANTITY UNIT UNIT PRICE TOTAL
1 3,600 LF 300$ 1,080,000$
2 200 LF 1,000$ 200,000$
3 8 EA 12,000$ 96,000$
Design Permitting Construction 1,376,000$
8 2 8 30%412,800$
1,788,800$
15%268,400$
2,057,200$
2,057,200$
SUBTOTAL:
Estimated Project Total:
SUBTOTAL:
CONTINGENCY
SUBTOTAL:
ENG/SURVEY
48" Diameter Manhole
Opinion of Probable Construction Cost
DESCRIPTION
10" Pipe 8- 16 feet deep
20" Boring and Casing
Project Name:10-inch Wastewater Line
Project Description:Vicinity Map
The proposed 10-inch wastewater line begins near the intersection
of Sonoma Way and Toad Hollow Lane, and travels west until
turning north at the railroad tracks. The line turns west when it
nears Barton Creek Boulevard, and combines with the existing 21-
inch wastewater line.
Project Drivers:
The proposed wastewater line will serve new development in the
Austin Ranch area.
Construction Project Number:Phase:
8 2 8
Timeline (months)
Design Permitting Construction
Capital Improvement Cost Estimate Date: April 2026
City of The Colony
5 Developer Driven
ITEM QUANTITY UNIT UNIT PRICE TOTAL
1 2,300 LF 300$ 690,000$
2 700 LF 360$ 252,000$
3 200 LF 1,000$ 200,000$
4 7 EA 12,000$ 84,000$
Design Permitting Construction 1,226,000$
8 2 6 30%367,800$
1,593,800$
15%239,100$
1,832,900$
1,832,900$
SUBTOTAL:
Estimated Project Total:
SUBTOTAL:
CONTINGENCY
SUBTOTAL:
ENG/SURVEY
20" Boring and Casing
48" Diameter Manhole
Opinion of Probable Construction Cost
DESCRIPTION
10" Pipe 8- 16 feet deep
12" Pipe 8- 16 feet deep
Project Name:10- and 12-inch Wastewater Lines
Project Description:Vicinity Map
The proposed 10-inch wastewater line begins at the Old Oak Pond
Office Lift Station and flows south, generally following Plano
Parkway. The line is upsized to a 12-inch wastewater line when
nearing Windhaven Parkway, and then combines with the existing
12-inch wastewater line.
Project Drivers:
The proposed wastewater line will serve new development in the
Austin Ranch area.
Construction Project Number:Phase:
8 2 6
Timeline (months)
Design Permitting Construction
APPENDIX B DRY WEATHER CALIBRATION CHARTS
Flow
Min (MGD)
Observed
...-6/24)!!>Existing System Flow survey
Max (MGD)
Observed
...-6/24)!!>Existing System Flow survey
Volume (US Mgal)
Observed
...-6/24)!!>Existing System Flow survey
0.942 3.062 13.722
1.039 2.577 13.315
Observed / Predicted Report Produced by 03859 (3/6/2026 3:32:23 PM) Page 1 of 2
Flow survey: >Model Group>Flow survey (10/3/2025 4:18:25 PM)
Sim: >Model Group>09-Model Runs>Dry Weather (6/16-6/24)>Existing System Flow survey (3/4/2026 10:35:37 AM)
Flow Survey Location (Obs.) FM01, Model Location (Pred.) D/S MH942.1
0.0
1.0
2.0
3.0
4.0
5.0
Flow (MGD)
6/16/2025 6/18/2025 6/20/2025 6/22/2025
Powered by
Dry Weather Calibration
Flow
Min (MGD)
Observed
...-6/24)!!>Existing System Flow survey
Max (MGD)
Observed
...-6/24)!!>Existing System Flow survey
Volume (US Mgal)
Observed
...-6/24)!!>Existing System Flow survey
0.179 1.069 4.283
0.195 0.888 4.314
Observed / Predicted Report Produced by 03859 (3/6/2026 3:32:23 PM) Page 2 of 2
Flow survey: >Model Group>Flow survey (10/3/2025 4:18:25 PM)
Sim: >Model Group>09-Model Runs>Dry Weather (6/16-6/24)>Existing System Flow survey (3/4/2026 10:35:37 AM)
Flow Survey Location (Obs.) FM02, Model Location (Pred.) D/S MH200997.1
0.00
0.50
1.00
1.50
Flow (MGD)
6/16/2025 6/18/2025 6/20/2025 6/22/2025
Powered by
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APPENDIX C WET WEATHER CALIBRATION CHARTS
Rainfall
Depth (in)
Rain
Observed
... System Rainfall event
Peak (in/hr)
Rain
Observed
... System Rainfall event
Average (in/hr)
Rain
Observed
... System Rainfall event
Flow
Min (MGD)
Rain
Observed
... System Rainfall event
Max (MGD)
Rain
Observed
... System Rainfall event
Volume (US Mgal)
Rain
Observed
... System Rainfall event
2.140 4.440 0.015
0.976 4.629 12.426
1.039 4.379 12.374
Observed / Predicted Report Produced by 03859 (3/6/2026 3:35:08 PM) Page 1 of 2
Flow survey: >Model Group>Flow survey (10/3/2025 4:18:25 PM)
Sim: >Model Group>09-Model Runs>Wet Weather (6/7-6/12)>Existing System Rainfall event (3/4/2026 10:41:46 AM)
Flow Survey Location (Obs.) FM01, Model Location (Pred.) D/S MH942.1, Rainfall Profile: 1
0.0
1.0
2.0
3.0
4.0
5.0
Rainfall intensity (in/hr)
0.0
1.0
2.0
3.0
4.0
5.0
Flow (MGD)
6/7/2025 6/9/2025 6/11/2025 6/13/2025
Powered by
Wet Weather Calibration
Rainfall
Depth (in)
Rain
Observed
... System Rainfall event
Peak (in/hr)
Rain
Observed
... System Rainfall event
Average (in/hr)
Rain
Observed
... System Rainfall event
Flow
Min (MGD)
Rain
Observed
... System Rainfall event
Max (MGD)
Rain
Observed
... System Rainfall event
Volume (US Mgal)
Rain
Observed
... System Rainfall event
2.140 4.440 0.015
0.183 1.340 3.495
0.195 1.291 3.962
Observed / Predicted Report Produced by 03859 (3/6/2026 3:35:08 PM) Page 2 of 2
Flow survey: >Model Group>Flow survey (10/3/2025 4:18:25 PM)
Sim: >Model Group>09-Model Runs>Wet Weather (6/7-6/12)>Existing System Rainfall event (3/4/2026 10:41:46 AM)
Flow Survey Location (Obs.) FM02, Model Location (Pred.) D/S MH200997.1, Rainfall Profile: 1
0.0
1.0
2.0
3.0
4.0
5.0
Rainfall intensity (in/hr)
0.00
0.50
1.00
1.50
Flow (MGD)
6/7/2025 6/9/2025 6/11/2025 6/13/2025
Powered by
Wet Weather Calibration