HomeMy WebLinkAboutWater and Wastewater Capital Improvement Plan and Risk Based Assessment Report
WATER AND WASTEWATER CAPITAL
IMPROVEMENT PLAN AND RISK BASED
ASSESSMENT REPORT
Prepared for:
City of Stephenville
September 2020
Prepared by:
F REESE AND N ICHOLS, I NC.
4055 International Plaza, Suite 200
Fort Worth, Texas 76109
817-735-7300
WATER AND WASTEWATER CAPITAL
IMPROVEMENT PLAN AND RISK BASED
ASSESSMENT REPORT
Prepared for:
City of Stephenville
9/22/2020
9/22/2020
9/22/2020
Prepared by:
F REESE AND N ICHOLS, I NC.
4055 International Plaza, Suite 200
Fort Worth, Texas 76109
817-735-7300
FNI Project Number: STE18552
Water and Wastewater CIP and RBA Report
City of Stephenville
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 LAND USE ASSUMPTIONS ......................................................................................................2-1
2.1 Population and Non-Residential Acreage.................................................................................... 2-1
2.2 TSU Demographics ...................................................................................................................... 2-4
3.0 EXISTING WATER DISTRIBUTION SYSTEM ...............................................................................3-1
4.0 WATER DEMANDS ................................................................................................................4-1
4.1 Historical Water Demands........................................................................................................... 4-1
4.2 Projected Water Demand ............................................................................................................ 4-3
5.0 WATER MODEL DEVELOPMENT AND CALIBRATION ................................................................5-1
5.1 Model Development .................................................................................................................... 5-1
5.2 Hydraulic Model Calibration ........................................................................................................ 5-1
6.0 WATER SYSTEM CAPACITY ANALYSIS .....................................................................................6-1
6.1 Existing Water System Hydraulic Analysis ................................................................................... 6-1
6.2 Pumping and Storage Evaluation ................................................................................................ 6-7
6.3 Future Water System Hydraulic Analysis .................................................................................. 6-12
7.0 WATER SYSTEM CAPITAL IMPROVEMENT PLAN .....................................................................7-1
7.1 Short-Term Capital Improvement Plan ....................................................................................... 7-4
7.2 Long-Term Capital Improvement Plan ........................................................................................ 7-5
7.3 Comprehensive Plan Capital Improvement Plan ......................................................................... 7-7
8.0 EXISTING WASTEWATER COLLECTION SYSTEM .......................................................................8-1
9.0 WASTEWATER FLOWS ...........................................................................................................9-1
9.1 Historical Wastewater Flows ....................................................................................................... 9-1
9.2 Projected Wastewater Flows....................................................................................................... 9-4
10.0 WASTEWATER MODEL DEVELOPMENT AND VERIFICATION ..................................................10-1
10.1 Model Development .................................................................................................................. 10-1
10.2 Network Development .............................................................................................................. 10-1
10.3 Hydraulic Model Verification ..................................................................................................... 10-2
11.0 WASTEWATER SYSTEM CAPACITY ANALYSIS ........................................................................11-1
11.1 Existing Wastewater System Hydraulic Analysis ....................................................................... 11-1
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Water and Wastewater CIP and RBA Report
City of Stephenville
11.2 Wastewater Treatment Capacity Evaluation............................................................................. 11-4
11.3 Future Wastewater System Hydraulic Analysis ......................................................................... 11-4
12.0 WASTEWATER SYSTEM CAPACITY CAPITAL IMPROVEMENT PLAN ........................................12-1
12.1 Short-Term Capital Improvement Plan ..................................................................................... 12-4
12.2 Long-Term Capital Improvement Plan ...................................................................................... 12-5
12.3 Comprehensive Plan Capital Improvement Plan ....................................................................... 12-6
13.0 WATER SYSTEM RISK BASED ASSESSMENT ...........................................................................13-1
13.1 Water System Condition Assessment ....................................................................................... 13-2
13.2 Water System Criticality Assessment ........................................................................................ 13-5
13.3 Water System Normalized Risk Score ....................................................................................... 13-9
14.0 WASTEWATER SYSTEM RISK BASED ASSESSMENT ................................................................14-1
14.1 Wastewater System Condition Assessment .............................................................................. 14-1
14.2 Wastewater System Criticality Assessment .............................................................................. 14-6
14.3 Wastewater System Normalized Risk Score .............................................................................. 14-9
List
Figure ES-1 6-inch and Smaller Water Lines ...................................................................................... ES-3
Figure ES-2 Water Line Normalized Risk Score Distribution ............................................................. ES-9
Figure ES-3 Wastewater Line Normalized Risk Score Distribution .................................................. ES-10
Figure 2-1 Population and Non-Residential Acreage Projections by CBG ............................................. 2-3
Figure 2-2 Historical and Projected Population and TSU Demographics .............................................. 2-6
Figure 3-1 Existing Water Distribution System ...................................................................................... 3-3
Figure 4-1 Water Demand Projections .................................................................................................. 4-5
Figure 5-1 Pressure Recorder Locations ................................................................................................ 5-4
Figure 5-2 Calibration Day Diurnal Demand Pattern ............................................................................. 5-5
Figure 6-1 Available Fire Flow ............................................................................................................... 6-3
Figure 6-2 Maximum Day Minimum Pressures ..................................................................................... 6-4
Figure 6-3 Maximum Day Pressure Differentials................................................................................... 6-5
Figure 6-4 Maximum Day Headloss/Velocity Design Criteria................................................................ 6-6
Figure 6-5 Total Storage Requirement .................................................................................................. 6-9
Figure 6-6 Elevated Storage Requirement .......................................................................................... 6-10
Figure 6-7 Firm Pumping Capacity Requirement ................................................................................ 6-11
Figure 6-8 2039 Elevated Storage HGL ................................................................................................ 6-13
Figure 7-1 Water Capacity CIP ............................................................................................................... 7-3
Figure 8-1 Existing Wastewater Collection System ............................................................................... 8-2
Figure 9-1 Historical Wastewater Rate of Return Summary ................................................................. 9-3
Figure 9-2 Wastewater Flow Projections .............................................................................................. 9-7
Figure 11-1 Surcharged State Definition Profiles .............................................................................. 11-2
Figure 11-2 Existing Peak Wet Weather q/Q Analysis ....................................................................... 11-3
Figure 11-3 WWTP Expansion Planning ............................................................................................. 11-6
Figure 12-1 Wastewater Capacity CIP................................................................................................ 12-3
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Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 13-1 Water Line Material Distribution .................................................................................... 13-3
Figure 13-2 Water Line Age Distribution ........................................................................................... 13-3
Figure 13-3 Water Line Work Order Data Distribution ...................................................................... 13-4
Figure 13-4 Water Line LOF Score Distribution ................................................................................. 13-5
Figure 13-5 Water Line Access Issues Distribution ............................................................................ 13-6
Figure 13-6 Water Line Customers Served Distribution .................................................................... 13-7
Figure 13-7 Water Line Resiliency Distribution ................................................................................. 13-7
Figure 13-8 Water Line COF Score Distribution ................................................................................. 13-8
Figure 13-9 Water Line Normalized Risk Score Distribution ............................................................. 13-9
Figure 13-10 Water Line Normalized Risk Scores .............................................................................. 13-11
Figure 14-1 Wastewater Line Material Distribution .......................................................................... 14-3
Figure 14-2 Wastewater Line Age Distribution.................................................................................. 14-3
Figure 14-3 Wastewater Line Work Order Data Distribution ............................................................ 14-4
Figure 14-4 Wastewater Line Field Evaluation Assessment Rehabilitation Distribution .................. 14-4
Figure 14-5 Wastewater Line LOF Score Distribution ........................................................................ 14-5
Figure 14-6 Wastewater Line Access Issues Distribution .................................................................. 14-7
Figure 14-7 Wastewater Line Customers Served Distribution .......................................................... 14-7
Figure 14-8 Wastewater Line Environmental SSO Issues Distribution .............................................. 14-8
Figure 14-9 Wastewater Line COF Score Distribution ....................................................................... 14-9
Figure 14-10 Wastewater Line Normalized Risk Score Distribution .................................................. 14-10
Figure 14-11 Wastewater Line Normalized Risk Scores .................................................................... 14-11
List
Table ES-1 Population and Non-Residential Acreage Projections ....................................................... ES-4
Table ES-2 TSU Demographics Projections .......................................................................................... ES-4
Table ES-3 System Wide Water Demand Projections .......................................................................... ES-5
Table ES-4 Water Capacity CIP Cost Summary .................................................................................... ES-6
Table ES-5 System Wide Wastewater Flow Projections ...................................................................... ES-7
Table ES-6 Wastewater Capacity CIP Cost Summary ........................................................................... ES-8
Table ES-7 Water Line Normalized Risk Scoring Results ...................................................................... ES-8
Table ES-8 Wastewater Line Normalized Risk Scoring Results ............................................................ ES-9
Table 1-1 List of Abbreviations ............................................................................................................. 1-3
Table 2-1 Historical Population ............................................................................................................ 2-1
Table 2-2 Population and Non-Residential Acreage Projections ......................................................... 2-2
Table 2-3 Historical TSU Demographics ............................................................................................... 2-4
Table 2-4 TSU Enrollment Projections ................................................................................................. 2-4
Table 2-5 TSU Demographics Projections ............................................................................................ 2-5
Table 3-1 Existing Elevated Storage Facilities ...................................................................................... 3-1
Table 3-2 Existing Ground Storage Facilities ........................................................................................ 3-2
Table 3-3 Existing Distribution Pumping Facilities ............................................................................... 3-2
Table 4-1 Historical Water Usage ......................................................................................................... 4-2
Table 4-2 2018 Residential and Non-Residential Water Usage ........................................................... 4-2
Table 4-3 Water Demand Design Criteria ............................................................................................ 4-3
Table 4-4 City Water Demand Projections ........................................................................................... 4-3
Table 4-5 TSU Water Demand Projections ........................................................................................... 4-3
Table 4-6 System Wide Water Demand Projections ............................................................................ 4-4
Table 4-7 Water Demand Projections by Pressure Plane .................................................................... 4-4
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Water and Wastewater CIP and RBA Report
City of Stephenville
Table 5-1 Water Model Calibration Pressure Recorder Summary ....................................................... 5-3
Table 5-2 Water Model Calibration EST Summary ............................................................................... 5-3
Table 6-1 TCEQ Service Pumping Requirements .................................................................................. 6-7
Table 6-2 FNI Pumping and Storage Design Criteria ............................................................................ 6-8
Table 7-1 Water Capacity CIP Cost Summary ...................................................................................... 7-1
Table 9-1 Historical Wastewater Flows ................................................................................................ 9-2
Table 9-2 2018 Residential and Non-Residential Wastewater Flows .................................................. 9-2
Table 9-3 Wastewater Flow Design Criteria ......................................................................................... 9-4
Table 9-4 City Wastewater Flow Projections ....................................................................................... 9-4
Table 9-5 TSU Wastewater Flow Projections ....................................................................................... 9-4
Table 9-6 System Wide Wastewater Flow Projections ........................................................................ 9-5
Table 9-7 Wastewater Flow Projections by Sewer Basin ..................................................................... 9-5
Table 12-1 Wastewater Capacity CIP Cost Summary ........................................................................... 12-1
Table 13-1 Water Line Condition Assessment Parameters .................................................................. 13-2
Table 13-2 Water Line LOF Score Range and Results ........................................................................... 13-4
Table 13-3 Water Line Criticality Assessment Parameters .................................................................. 13-6
Table 13-4 Water Line COF Score Range and Results .......................................................................... 13-8
Table 13-5 Water Line Normalized Risk Scoring Results ...................................................................... 13-9
Table 14-1 Wastewater Line Condition Assessment Parameters ........................................................ 14-2
Table 14-2 Wastewater Line LOF Score Range and Results ................................................................. 14-5
Table 14-3 Wastewater Line Criticality Assessment Parameters ......................................................... 14-6
Table 14-4 Wastewater Line COF Score Range and Results ................................................................ 14-8
Table 14-5 Wastewater Line Normalized Risk Scoring Results ............................................................ 14-9
APPENDICES
Appendix A: Land Use/TSU Demographics Information
Appendix B: TCEQ Existing Water System Schematic
Appendix C: Water Model Calibration Results
Appendix D: Water CIP Opinion of Probable Costs
Appendix E: Manhole Inspection Guidelines/Recommended Fields
Appendix F: Wastewater CIP Opinion of Probable Costs
Appendix G: Water RBA Analysis Mapping
Appendix H: Wastewater RBA Analysis Mapping
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Water and Wastewater CIP and RBA Report
City of Stephenville
EXECUTIVESUMMARY
INTRODUCTION
This report presents the analysis approach, findings and results of the Water and Wastewater Capital
Improvement Plan (CIP) and Risk Based Assessment (RBA) performed by Freese and Nichols, Inc. (FNI) for
the City of Stephenville (City). The goal of the CIP study was to evaluate and analyze the water distribution
and wastewater collection systems to measure existing (2019) system performance, identify deficiencies,
and determine improvements needed to address deficiencies and meet projected future conditions
through the year 2039. The recommended improvements will serve as a basis for the design, construction,
and financing of lines and facilities required to meet Stephenville The goal of the
RBA study was to calculate a condition, criticality, and overall risk score for each water and wastewater
line. The major elements of the scope of this project include:
Land Use Assumptions, Water Demands, and Wastewater Flow Projections
Water and Wastewater Hydraulic Model Development
Water and Wastewater System Performance Analysis
Water and Wastewater System Capital Improvement Plan
Water and Wastewater System Risk-Based Assessment
The results of the RBA study are used to identify water and wastewater lines that have a poor condition
and high criticality and might necessitate a replacement. As infrastructure ages, it is important to replace
water and wastewater lines as they approach their expected useful life. The following are key factors to
consider with respect to the need to replace aging infrastructure:
s is 44 years.
Some pipe materials that were used historically are no longer commonly used as an
industry standard.
o P.V.C. generally has a longer expected useful life than older materials such as
clay, cast iron, and ductile iron.
Approximately 64.2 percent of the wastewater system is 6-inch or smaller diameter pipe.
o At minimum slope, a 6-inch wastewater line has the capacity to convey approximately
178 gpm or 0.26 MGD. Utilizing the design criteria described in this report, a typical
Executive Summary ES-1
Water and Wastewater CIP and RBA Report
City of Stephenville
residential connection produces approximately 0.85 gpm of peak wet weather flow. A 6-
inch wastewater line can serve approximately 200 residential units at minimum slope.
Approximately 63.4 percent of water system is 6-inch or smaller diameter pipe.
o A map showing the 6-inch and smaller water lines throughout the distribution system is
presented in Figure ES-1. Areas with small water lines (less than 6-inches) can be
underserved due to insufficient fire protection.
Executive Summary ES-2
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Water and Wastewater CIP and RBA Report
City of Stephenville
Population, non-residential acreage, and Tarleton State University (TSU) demographics are important
elements in the analysis of water and wastewater systems. Water demands and wastewater flowsdepend
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 City
demographics, along with land use, provides the basis for projecting future water demands and
wastewater flows. Table ES-1 provides the population and non-residential projections by planning year.
Table ES-2 provides the TSU enrollment and on-campus occupancy projections by planning year.
Table ES-1 Population and Non-Residential Acreage Projections
Growth Non-Residential
Year Rate Population Acreage
2019 22,948 2,156
2024 26,603 2,499
3.00%
2029 30,840 2,897
2039 41,446 3,893
Table ES-2 TSU Demographics Projections
On-Campus
Occupancy Ratio On-Campus
Year Enrollment (%) Occupancy
2019 13,367 30% 4,010
2024 13,706 40% 5,482
2029 13,912 45% 6,260
2039 14,283 50% 7,142
The
distribution system includes two elevated storage tanks, five ground storage tanks, and five pump
stations. The City is divided into two pressure planes, the High Pressure Plane (HPP) and the Low Pressure
Plane (LPP), with a total of approximately 131 miles of water lines ranging in diameter from 0.5 inch to 24
inches. There are five pressure reducing valves separating the HPP and LPP, allowing for backflow into the
LPP. The City also owns and operates five groundwater well fields and is a wholesale water supply
customer of the Upper Leon River Municipal Water District.
Executive Summary ES-4
Water and Wastewater CIP and RBA Report
City of Stephenville
A water utility must be able to supply water at rates that fluctuate over a wide range. Yearly, monthly,
daily and hourly variations in water use occur, with higher use during dry years and in hot months. Rates
most important to the hydraulic design and operation of a distribution system are average day, maximum
day, and peak hour. Average day use is calculated as the total annual water use divided by the number of
days in the year. The average day rate is used as a basis for estimating maximum day and peak hour
demands. Maximum day demand is the maximum quantity of water used on any one day of the year.
Pumping facilities are typically designed based on the maximum day rate. Peak hour use is the peak rate
at which water is required during any one hour of the year. Since minimum distribution pressures are
usually experienced during peak hour, the sizes and locations of distribution facilities are generally
determined based on this condition. Table ES-3 summarizes the total system-wide projected water
demands.
Table ES-3 System Wide Water Demand Projections
Total Overall Average
Average Day Water Per Maximum Peak Hour
Planning Demand Capita Usage Day Demand Demand
Year Population (MGD) (gpcd) (MGD) (MGD)
2019 22,948 3.04 132 5.47 9.57
2024 26,603 3.60 135 6.48 11.34
2029 30,840 4.16 135 7.49 13.11
2039 41,446 5.49 132 9.88 17.29
FNI developed a hydraulic model to be used as a tool for evaluating the water distribution system using
the LƓŅƚğƷĻƩ software by LƓƓƚǝǤǩĻ. LƓŅƚğƷĻƩ combines a relational database with geographic analysis
to provide a single environment that integrates asset planning with hydraulic modeling. The software
makes use of engineering equations and mathematical algorithms to determine the flows and pressures
that would occur in a distribution system under a specified set of conditions. Field pressure monitoring
was conducted August 14 through August 26, 2018 to gather information representative of maximum
demand conditions. System pressure was monitored simultaneously at 10 locations across the City at five-
minute intervals. FNI selected August 24, 2018 as the calibration day, which represents a relatively high
demand and had no irregularities to the system. All of the modeled system pressures were matched such
that 94 percent of modeled pressures were within 5 pounds per square inch of the observed pressures
and 100 percent of modeled EST levels were within 3 feet of observed levels.
Executive Summary ES-5
Water and Wastewater CIP and RBA Report
City of Stephenville
As a public water utility, the City of Stephenville must comply with the rules and regulations for public
water systems set forth by the Texas Commission on Environmental Quality (TCEQ) in Chapter 290.
Following model calibration, the water system hydraulic model was used to evaluate the existing system
under existing and future demands and evaluate alternatives to address modeled capacity deficiencies.
The goal of the capacity CIP is to address existing deficiencies in the system, as well as provide capacity
for future demands in the water distribution system. Upon completion of the water model that represents
existing and future loading conditions, CIP alternatives 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 meet projected 2039 demands. Table ES-4 summarizes the cost
of the water system capacity CIP by planning period.
Table ES-4 Water Capacity CIP Cost Summary
Planning Period Cost
Short-Term $ 21,604,400
Long-Term $ 13,621,400
Comprehensive Plan $ 20,698,100
Total $ 55,923,900
The 7,921 acres within Erath County. Within the
service area, there are approximately 115 miles of sewer gravity lines and force mains that are owned,
maintained, and operated by the City of Stephenville. The wastewater lines range from 4 to 30inches in
diameter and convey an annual average wastewater flow of approximately 2.26 MGD
wastewater treatment plant (WWTP).
A wastewater utility must be able to convey wastewater flows that fluctuate due to the effects of rainfall
on the wastewater collection system. Average day flow is the total annual wastewater production divided
by the number of days in the year. Treatment facilities are typically designed based on the averageday
flow. Peak wet weather flow is the peak rate at which wastewater is contributed to the collection system
during any one hour of the year. Since the highest flow rates are experienced during peak wet weather
Executive Summary ES-6
Water and Wastewater CIP and RBA Report
City of Stephenville
flows, the sizes and locations of collection system facilities are generally determined based on this
condition. To determine locations where future wastewater system improvements are necessary, existing
and future wastewater load projections were developed using historical flow data and existing and future
population projections. Table ES-5 summarizes the total system wide projected wastewater flows.
Table ES-5 System Wide Wastewater Flow Projections
Total Overall Average Peak Wet
Average Day Wastewater Per Weather
Planning Flow Capita Flow Flow
Year Population (MGD) (gpcd) (MGD)
2019 22,948 2.29 100 8.02
2024 26,603 2.71 102 9.49
2029 30,840 3.13 101 10.96
2039 41,446 4.12 99 14.42
FNI developed a hydraulic model to be used as a tool for evaluating the wastewater collection system
using the LƓŅƚ{ĻǞĻƩ software by LƓƓƚǝǤǩĻ. LƓŅƚ{ĻǞĻƩ combines a relational database with geographic
analysis to provide a single environment that integrates asset planning with hydraulic modeling. The
software makes use of engineering equations and mathematical algorithms to determine the flows and
depths that would occur in a collection system under a specified set of conditions. The model was then
verified using the metered WWTP flows to create a close correlation between simulated and recorded
data.
The wastewater system hydraulic model was used to evaluate the existing system under existing flows
and future flows and evaluate alternatives to address modeled capacity deficiencies. The model was
evaluated to determine locations of capacity issues, system surcharging, and sanitary sewer overflows.
WASTEWAT
The goal of the capacity CIP 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, CIP alternatives were analyzed and phased into the
planning period in which they become hydraulically necessary. Where existing facilities need to be
Executive Summary ES-7
Water and Wastewater CIP and RBA Report
City of Stephenville
upgraded, the recommended improvements are sized to carry projected 2039 flows. Table ES-6
summarizes the cost of the wastewater system capacity CIP by planning period.
Table ES-6 Wastewater Capacity CIP Cost Summary
Planning Period Cost
Short-Term $ 20,486,200
Long-Term $ 51,168,500
Comprehensive Plan $ 30,528,400
Total $ 102,183,100
FNI developed an RBA program for the Cwater distribution system. The goal of the RBA program is to
water lines through effective rehabilitation
and renewal. FNI conducted a desktop RBA to assign condition and criticality scores to each water line.
The water line RBA results are summarized in Table ES-7 and displayed on Figure ES-2.
Table ES-7 Water Line Normalized Risk Scoring Results
Normalized Risk Length % of
Grade Risk Score Range (mi) System
Very Low 0.0 10.0 13.59 10.4%
Low 10.1 30.0 65.28 49.9%
Medium 30.1 50.0 37.25 28.4%
High 50.1 70.0 10.93 8.4%
Very High 70.1 - 100.0 3.72 2.9%
Total 130.77 100.0%
Executive Summary ES-8
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure ES-2 Water Line Normalized Risk Score Distribution
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Very LowLowMediumHighVery High
% of
28.4%2.9%
8.4%
10.4%49.9%
System
Category
FNI developed an RBA program for the C collection system. The goal of the RBA program
wastewater lines through effective
rehabilitation and renewal. FNI conducted a desktop RBA to assign condition and criticality scores to each
wastewater line. The wastewater line RBA results are summarized in Table ES-8 and displayed on Figure
ES-3.
Table ES-8 Wastewater Line Normalized Risk Scoring Results
Normalized Risk Length % of
Grade Risk Score Range (mi) System
Very Low 0.0 10.0 32.6 28.3%
Low 10.1 30.0 63.14 54.8%
Medium 30.1 50.0 14.47 12.6%
High 50.1 70.0 3.18 2.8%
Very High 70.1 - 100.0 1.64 1.5%
Total 115.03 100.0%
Executive Summary ES-9
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure ES-3 Wastewater Line Normalized Risk Score Distribution
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Very LowLowMediumHighVery High
% of
12.6%1.5%
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28.3%54.8%
System
Category
Executive Summary ES-10
Water and Wastewater CIP and RBA Report
City of Stephenville
1.0 INTRODUCTION
The City of Stephenville (City) retained Freese and Nichols, Inc. (FNI) to prepare a comprehensive Water
and Wastewater Capital Improvement Plan (CIP) and Risk Based Assessment (RBA) Report. The goal of the
CIP study was to evaluate and analyze the water distribution and wastewater collection system to
measure existing (2019) system performance, identify deficiencies, and determine improvements needed
to address deficiencies and meet projected future conditions through the year 2039. The recommended
improvements will serve as a basis for the design, construction, and financing of lines and facilities
required to meet the Ci future system needs. The goal of the RBA study was to calculate a condition,
criticality, and overall risk score for each water and wastewater line.
1.1
The scope of work consisted of the following tasks:
Land Use Assumptions, Water Demands, and Wastewater Flow Projections: FNI developed Land Use
Assumptions (population, non-residential acreage, Tarleton State University (TSU) enrollment, and TSU
on-campus occupancy), water demand projections, and wastewater flow projections for the existing
(2019), 2024, 2029, and 2039 planning years. These projections were distributed throughout the water
and wastewater service area based on the existing and future land use.
Water and Wastewater Hydraulic Model Development: A geographic information system (GIS)database
provided by the City, as-built drawings, Sanitary Sewer Evaluation Study (SSES) data, and City survey data
were used to build hydraulic models of the water distribution system and wastewater collection
system. These models served as the foundation for existing and future system analyses.
The water model was calibrated to match observed pressure, flow, and level data using the following:
10 pressure recorders located across the City from August 14 through August 26, 2018
Supervisory Control and Data Acquisition (SCADA) recorded elevated storage tank levels and
pump discharge flows
Adjusting roughness coefficients, diurnal curves, and pump and valve controls
The wastewater model was verified using metered wastewater treatment plant (WWTP) flows to create
a close correlation between simulated and recorded data.
Introduction 1-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Water and Wastewater System Performance Analysis: Hydraulic analyses
distribution system and wastewater collection system were performed to identify capacity and regulatory
related deficiencies under existing and projected water demands and wastewater flows. These results
were used to identify capacity related infrastructure improvement recommendations.
Water and Wastewater System Capital Improvement Plan: The results of the performance analysis were
used to develop water and wastewater systems capacity related CIP. A business case and opinion of
probable construction cost was developed for each recommendation.
Water and Wastewater System Risk-Based Assessment: A desktop RBA water distribution
system and wastewater collection system was performed to identify lines that are candidates for a
renewal program. Available information, such as line age, material, diameter, and proximity to water
1.2
The frequently used abbreviations in this report are presented in the Table 1-1.
Introduction 1-2
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 1-1 List of Abbreviations
Abbreviation Actual
CBG Census Block Group
CIP Capital Improvement Plan
COF Consequence of Failure
EPA Environmental Protection Agency
EST Elevated Storage Tank
ETJ Extra-Territorial Jurisdiction
FNI Freese and Nichols, Inc.
ft Feet
GIS Geographic Information System
gpad Gallons per Acre per Day
gpcd Gallons per Capita per Day
gpm Gallons per Minute
gpsd Gallons per Student per Day
GST Ground Storage Tank
HGL Hydraulic Grade Line
HPP High Pressure Plane
LOF Likelihood of Failure
LPP Low Pressure Plane
MG Million Gallons
MGD Million Gallons per Day
NCTCOG North Central Texas Council of Governments
PRV Pressure Reducing Valve
psi Pounds per Square Inch
q/Q Ratio of Flow (q) to Pipe Full Capacity (Q)
RBA Risk Based Assessment
SCADA Supervisory Control and Data Acquisition
SSES Sanitary Sewer Evaluation Study
SSO Sanitary Sewer Overflow
TCEQ Texas Commission on Environmental Quality
THECB Texas Higher Education Coordination Board
TSU Tarleton State University
WWTP Wastewater Treatment Plant
Introduction 1-3
Water and Wastewater CIP and RBA Report
City of Stephenville
2.0
Population, non-residential acreage, and TSU demographics are important elements in the analysis of the
water and wastewater systems. Water demands and 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 City demographics, along with
land use, provides the basis for projecting future water demands and wastewater flows.
2.1 POPULATIONNON-
Historical population data from 2008 to 2018 was evaluated for this study and is shown in Table 2-1. The
historical populations shown in Table 2-1 include the North Central Texas Council of Governments
stst
(NCTCOG) estimates as of January 1 of each year and the U.S. Census estimates as of July 1 of each year.
The average growth rates since 2008 are 3.47 percent (NCTCOG) and 2.82 percent (U.S. Census).
Table 2-1 Historical Population
NCTCOG U.S. Census
Year Population Growth Rate Population Growth Rate
2008 17,250 -- -- --
2009 17,950 4.06% -- --
1
2010 17,123 -- 17,123 --
2011 17,480 2.08% 17,932 4.72%
2012 18,290 4.63% 18,254 1.80%
2013 19,320 5.63% 18,740 2.66%
2014 19,410 0.47% 19,632 4.76%
2015 19,560 0.77% 20,090 2.33%
2016 21,640 10.63% 20,373 1.41%
2017 21,950 1.43% 20,797 2.08%
2018 22,280 1.50% -- --
Average 3.47% -- 2.82%
Max 10.63% -- 4.76%
1
Adjusted to match U.S. Census
City staff proextra-territorial jurisdiction (ETJ) and a utility
billing database which included monthly water usage and meter address for every water account in 2018
in editable tabular electronic format. FNI created an s
showing location and usage by assigning a spatial location to each meter through a process called
geocoding. Parcels with a non-residential land use and an active billing meter associated with the same
Land Use Assumptions 2-1
Water and Wastewater CIP and RBA Report
City of Stephenville
address were assumed to be already developed. The acreage of these parcels, minus the acreage within
the 100-year floodplain, was used to estimate the 2018 non-residential acreage of 2,093 acres.
FNI and City staff reviewed the historical population growth rates and information on several planned
developments to establish the population and non-residential projections and an average annual growth
rate of 3.0 percent. Table 2-2 provides the population and non-residential projections by planning year.
Table 2-2 Population and Non-Residential Acreage Projections
Growth Non-Residential
Year Rate Population Acreage
2019 22,948 2,156
2024 26,603 2,499
3.00%
2029 30,840 2,897
2039 41,446 3,893
Projections serve as the basis for determining future water demands and wastewater flows that are used
in the hydraulic models to analyze system deficiencies. The magnitude and distribution of the growth in
population and non-residential development dictates where future infrastructure is required. It is
important to note that projecting future population is challenging, especially for relatively small
geographic areas, because it can be difficult to predict the rate and location of development.
Existing and future population and non-residential acreage projections were developed for each Census
Block Group (CBG) A CBG is a geographical unit used by the U.S. Census Bureau to
collect and tabulate decennial census data. CBGs are formed by streets, roads, railroads, streams, and
other bodies of water, other visible physical and cultural features, and the legal boundaries shown on
Census Bureau maps.
FNI adjusted the existing population for each CBG to match the City-wide existing population by
comparing the number of residential billing meters within each CBG to the City-wide average people per
meter of 3.4. Spatial distribution of the existing non-residential acreage was determined from land use
data provided in the City. FNI utilized the future land use plan and information on several planned
developments to spatially distribute future population and non-residential projections.
Figure 2-1 shows the population and non-residential acreage projections by planning year for each CBG.
Appendix A includes land use information provided by the City.
Land Use Assumptions 2-2
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Water and Wastewater CIP and RBA Report
City of Stephenville
2.2
FNI received historical TSU demographics data from 2008 to 2018 from Texas A&M University Public
Records Support and the TSU /ğƒƦǒƭ 5ĻǝĻƌƚƦƒĻƓƷ tƌğƓ (March 2015) from City staff. Table 2-3 includes
historical TSU enrollment and on-campus occupancy as of the fall semester of each year.
Table 2-3 Historical TSU Demographics
TSU On- On-Campus
TSU Enrollment Campus Occupancy
Year Enrollment Growth Rate Occupancy Ratio
2008 9,634 -- 1,599 16.60%
2009 8,598 -10.75% 1,541 17.92%
2010 9,340 8.63% 1,792 19.19%
2011 9,893 5.92% 2,513 25.40%
2012 10,279 3.90% 2,741 26.67%
2013 10,937 6.40% 3,142 28.73%
2014 11,681 6.80% 3,617 30.96%
2015 12,333 5.58% 3,818 30.96%
2016 13,052 5.83% 3,801 29.12%
2017 13,019 -0.25% 3,662 28.13%
2018 13,115 0.74% 3,596 27.42%
Average 3.28% -- 25.55%
Max 8.63% -- 30.96%
Source: Texas A&M University Public Records Support
The average enrollment growth rate since 2008 is 3.28 percent but has decreased significantly since 2016.
The Texas Higher Education Coordination Board (THECB) provided enrollment projections through 2030,
shown in Table 2-4. FNI assumed a linear growth pattern utilizing the historical TSU enrollment data and
the THECB projections to determine TSU enrollment projections for this study planning years.
Table 2-4 TSU Enrollment Projections
Year Enrollment Growth Rate
2019 13,367 --
2020 13,466 0.74%
2025 13,767 0.44%
2030 13,949 0.26%
Source: Texas Higher Education Coordination Board
The average on-campus occupancy ratio since 2008 is 25.55 percent, with a maximum on-campus
occupancy ratio of 30.96 percent in 2014-2015. The TSU /ğƒƦǒƭ 5ĻǝĻƌƚƦƒĻƓƷ tƌğƓ (March 2015)
indicated that TSU intends to prioritize maintaining a high level of on-campus housing and will increase
Land Use Assumptions 2-4
Water and Wastewater CIP and RBA Report
City of Stephenville
its on-campus housing ratio to 50 percent. FNI assumed an existing (2019) on-campus occupancy ratio of
30 percent and increased it to 50 percent by 2039.
Table 2-5 provides the TSU enrollment and on-campus occupancy projections by planning year.
Table 2-5 TSU Demographics Projections
On-Campus
Occupancy Ratio On-Campus
Year Enrollment (%) Occupancy
2019 13,367 30% 4,010
2024 13,706 40% 5,482
2029 13,912 45% 6,260
2039 14,283 50% 7,142
The historical and projected population and TSU demographics are summarized on Figure 2-2. Appendix
A includes historical and projected TSU information provided by Texas A&M University Public Records
Support, THECB, and the City.
Land Use Assumptions 2-5
2040
2039
2039
41,446
2039
7,142
14,283
2035
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2030
2029
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Year
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2019
PROJECTED
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2019
2020
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and TSU Demographics
2 Historical and Projected Population
-
2018
2018
3,596
2018
2015
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Figure 2
HISTORICAL
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People
Water and Wastewater CIP and RBA Report
City of Stephenville
3.0
The City water service area covers approximately 7,600 acres within Erath County. The existing water
distribution system includes two elevated storage tanks (ESTs), five ground storage tanks (GSTs), and five
pump stations. The City is divided into two pressure planes, the High Pressure Plane (HPP) and the Low
Pressure Plane (LPP), with a total of 131 miles of water lines ranging in diameter from 0.5 inch to 24 inches.
There are five pressure reducing valves (PRVs) separating the HPP and LPP, allowing for backflow into the
LPP. The City also owns and operates five groundwater well fields and is a wholesale water supply
customer of the Upper Leon River Municipal Water District. The existing water distribution system,
including facilities and pressure plane boundaries, is shown in Figure 3-1. A schematic detailing the
existing water distribution system obtained from the Texas Commission on Environmental Quality (TCEQ)
is included in Appendix B.
Table 3-1
Table 3-1 Existing Elevated Storage Facilities
Overflow Sidewater
Pressure Elevation Depth Diameter Capacity
Plane Facility (ft) (ft) (ft) (MG)
HPP Highway 377 EST 1,535 40 56 0.75
High Pressure Plane Total 0.75
Garfield EST 40 46 0.50
LPP 1,450
1
Highway 377 GST 40 60 0.50
Low Pressure Plane Total 1.0
Total Elevated Storage 1.75
1
Highway 377 GST serves as elevated storage for the LPP and ground storage for the
HPP. Total capacity is 1.0 MG. Estimated capacity is split between each pressure plane.
Table 3-2 presents the existing ground storage facilities. Table 3-3
distribution pumping facilities.
Existing Water Distribution System 3-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 3-2 Existing Ground Storage Facilities
Pressure Sidewater Depth Diameter Capacity
Plane Facility (ft) (ft) (MG)
1
Highway 377 GST 40 60 0.50
2
HPP Garfield GST 32 69 0.37
2
South Lillian GST 32 60 0.50
High Pressure Plane Total 1.37
2
Garfield GST 40 60 0.38
2
South Lillian GST 32 60 0.50
LPP
Paddock GST 15 92 0.75
Airport GST 15 110 1.00
Low Pressure Plane Total 2.63
Total Ground Storage 4.00
1
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capacity is 1.0 MG. Estimated capacity is split between each pressure plane.
2
GST serves both the HPP and the LPP. Estimated capacity is split between each pressure plane.
Table 3-3 Existing Distribution Pumping Facilities
Pressure No. of Firm Capacity Total Capacity
Plane Pump Station Pumps (gpm) (gpm)
Highway 377 2 500 1,000
HPP Garfield High 2 1,000 2,000
South Lillian High 3 3,200 4,800
High Pressure Plane Total 4,700 7,800
Paddock 1 -- 700
Garfield Low 2 1,000 2,000
LPP
Airport 2 800 2,300
South Lillian Low 2 1,200 2,400
Low Pressure Plane Total 3,000 7,400
Total Pumping Capacity 7,700 15,200
Existing Water Distribution System 3-2
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Water and Wastewater CIP and RBA Report
City of Stephenville
4.0 S
A water utility must be able to supply water at rates that fluctuate over a wide range. Yearly, monthly,
daily, and hourly variations in water use occur, with higher use during dry years and in hot months. Rates
most important to the hydraulic design and operation of a distribution system are average day, maximum
day, and peak hour. Average day use is the total annual water use divided by the number of days in the
year. The average day rate is used as a basis for estimating maximum day and peak hour demands.
Maximum day demand is the maximum quantity of water used on any one day of the year. Pumping
facilities are typically designed based on the maximum day rate. Peak hour use is the peak rate at which
water is required during any one hour of the year. Since minimum distribution pressures are usually
experienced during peak hour, the sizes and locations of distribution facilities are generally determined
based on this condition.
4.1 DEMANDS
The City provided historical average daily and maximum daily pumping volumes from 2008 to 2018.
Historical average day usage, maximum day usage, maximum day peaking factors, and overall per capita
usage are summarized in Table 4-1. The pumping volumes did not provide a breakdown of residential and
non-residential usage, which is an important step in accurately allocating demands. The water sold
information from data provided by the City was utilized to determine a residential/non-residential split of
65 percent/35 percent. This split was used to approximate historical residential and non-residential usage.
The approximate 2018 residential and non-residential per capita usage are summarized in Table 4-2.
TSU on-campus occupancy projections were utilized for developing TSU specific water demands.
marily residential. TSU also
operates private groundwater wells that are utilized for irrigation.
Water Demands 4-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 4-1 Historical Water Usage
Overall Average
Average Day Water Per Capita Maximum Maximum Day
Usage Usage Day Usage to Average Day
1
Year Population (MGD) (gpcd) (MGD) Peaking Factor
2008 17,250 2.08 121 3.85 1.85
2009 17,950 1.97 110 3.66 1.86
2010 17,123 1.97 115 3.67 1.86
2011 17,480 2.42 138 4.77 1.97
2012 18,290 2.16 118 3.94 1.82
2013 19,320 2.04 106 3.75 1.84
2014 19,410 1.97 101 3.22 1.63
2015 19,560 1.95 100 3.51 1.80
2016 21,640 2.00 92 3.87 1.94
2017 21,950 1.94 88 2.99 1.54
2
2018 22,280 2.21 99 3.70 1.67
Average 2.06 108 3.72 1.80
Max 2.42 138 4.77 1.97
1
Source: North Central Texas Council of Governments (NCTCOG).
2
Usage data available through September 2018.
Table 4-2 2018 Residential and Non-Residential Water Usage
City City Residential City Non-City Non-
Residential Average Water City Non-Residential Residential
Average Day Per Capita Residential Average Day Average Water
121
Usage Usage Acreage Usage Per Capita Usage
Year Population (MGD) (gpcd) (Acres) (MGD) (gpad)
2018 22,280 1.44 65 2,093 0.77 368
1
Historical water sold information (from NRMSIR-Water19) showed a residential/non-residential split of 65%/35%, which
was used to approximate residential and non-residential usage.
2
Non-residential acreage determined utilizing existing land-use information and billing meter data.
Water Demands 4-2
Water and Wastewater CIP and RBA Report
City of Stephenville
4.2
The evaluation of the historical data in Tables 4-1 and 4-2 provided a basis for determining the design
criteria used to project water demands. When determining water demand design criteria, it is necessary
to look at dry years and hot months when water usage is generally high. 2011 is the current drought on
record and corresponds to highest overall water per capita usage of 138 gpcd. The average overall water
per capita usage from 2008 to 2018 was 108 gpcd. FNI determined that an overall water per capita usage
of approximately 130 gpcd should be maintained after implementing a residential and non-residential
water per capita usage. An overall maximum day to peak hour peaking factor of 1.75 was utilized based
on prior modeling experience and is in-line with other similar sized cities in the Metroplex. Table 4-3
summarizes the design criteria used to project water demands. Tables 4-4, 4-5, and 4-6 summarize the
City specific, TSU specific, and total system wide projected water demands, respectively. Table 4-7
summarizes the total system wide projected water demands by pressure plane.
Table 4-3 Water Demand Design Criteria
Residential Maximum Peak Hour
Average Water Non-Residential Day to to
Per Capita Average Water Average Day Maximum
Usage Per Acre Usage Peaking Day Peaking
(gpcd) (gpad) Factor Factor
85 350 1.80 1.75
Table 4-4 City Water Demand Projections
City Residential Non-City Non-Total City
Average Day Residential Residential Average Average Day
Planning Demand Acreage Day Demand Demand
Year Population (MGD) (acres) (MGD) (MGD)
2019 22,948 1.95 2,156 0.75 2.70
2024 26,603 2.26 2,499 0.87 3.13
2029 30,840 2.62 2,897 1.01 3.63
2039 41,446 3.52 3,893 1.36 4.88
Table 4-5 TSU Water Demand Projections
TSU Residential
Average Day
Planning On-Campus Demand
Year Occupancy (MGD)
2019 4,010 0.34
2024 5,482 0.47
2029 6,260 0.53
2039 7,142 0.61
Water Demands 4-3
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 4-6 System Wide Water Demand Projections
Total Overall Average
Average Day Water Per Maximum Peak Hour
Planning Demand Capita Usage Day Demand Demand
Year Population (MGD) (gpcd) (MGD) (MGD)
2019 22,948 3.04 132 5.47 9.57
2024 26,603 3.60 135 6.48 11.34
2029 30,840 4.16 135 7.49 13.11
2039 41,446 5.49 132 9.88 17.29
Table 4-7 Water Demand Projections by Pressure Plane
City of Stephenville TSU
Maximum
Non-Residential Average Day Day Peak Hour
Pressure Acreage On-Campus Demand Demand Demand
Plane Population (acres) Occupancy (MGD) (MGD) (MGD)
Existing (2019)
Low 16,981 1,704 0 2.03 3.65 6.38
High 5,967 452 4,010 1.01 1.82 3.19
Total 22,948 2,156 4,010 3.04 5.47 9.57
2024
Low 19,581 1,971 0 2.35 4.23 7.40
High 7,022 528 5,482 1.25 2.25 3.94
Total 26,603 2,499 5,482 3.60 6.48 11.34
2029
Low 22,367 2,281 0 2.69 4.84 8.47
High 8,473 616 6,260 1.47 2.65 4.64
Total 30,840 2,897 6,260 4.16 7.49 13.11
2039
Low 28,813 3,041 0 3.51 6.32 11.06
High 12,633 852 7,142 1.98 3.56 6.23
Total 41,446 3,893 7,142 5.49 9.88 17.29
The historical and projected water demands are summarized on Figure 4-1.
Water Demands 4-4
2040
Day
Day
2039
2039
Demand
Demand
5.49 MGD
9.88 MGD
Average
Maximum
2035
Day
Day
2029
Demand
2029 4.16 MGD
Average
Demand
7.49 MGD
Maximum
2030
Historical Maximum Day Water UsageProjected Maximum Day Water Demand
Day
Day
2024
Demand
2024
3.60 MGD
Average
Demand
6.48 MGD
2025
Maximum
Day
Day
Year
2019
2019
Demand
5.47 MGD
Demand
PROJECTED
3.04 MGD
2020
Average
Maximum
1 Historical and Projected Water Demand Summary
-
2015
Figure 4
HISTORICAL
2.21 MGD
3.70 MGD
Historical Average Day Water UsageProjected Average Day Water Demand
2018 Average Day Usage
2010
2018 Maximum Day Usage
2005
9.008.007.006.005.004.003.002.001.000.00
10.00
Water Demand (MGD)
Water and Wastewater CIP and RBA Report
City of Stephenville
5.0 CALIBRATION
FNI developed a hydraulic model to be used as a tool for evaluating the water distribution system using
the LƓŅƚğƷĻƩ software by LƓƓƚǝǤǩĻ. LƓŅƚğƷĻƩ combines a relational database with geographic analysis
to provide a single environment that integrates asset planning with hydraulic modeling. The software
makes use of engineering equations and mathematical algorithms to determine the flows and pressures
that would occur in a distribution system under a specified set of conditions.
5.1 DEVELOPMENT
The City provided geographic information system (GIS) data, which was the basis for constructing the
hydraulic model of the water distribution system. The existing system model includes all 6-inch and larger
water lines and other critical water lines in . After the lines were imported into the model,
tanks, pumps and valves were created based on information provided by City staff. A Hazen-Williams
roughness coefficient of 120 was initially assigned to each line. The hydraulic model was utilized to
evaluate the existing system capacity and develop system improvements required to meet projected
future growth conditions in the City and address any deficiencies.
The GIS data provided by the City contained spatial and attribute information for the lines and nodes
within the distribution system. FNI assigned a unique identifier to each line and node to link the model to
the GIS data. Attributes imported to the lines in the model included diameter and material.
The City provided a utility billing database which included monthly water usage and meter address for
eve
water customers showing location and usage by assigning a spatial location to each meter through a
process called geocoding. The 6,492 geocoded billing meters were used to allocate the water demands to
the modeled nodes based on proximity. Once demands were allocated to the model nodes, they were
scaled to match the demands of the selected calibration day.
5.2
Field pressure monitoring was conducted August 14 through August 26, 2018, to gather information
representative of maximum demand conditions. System pressure was monitored simultaneously at 10
locations across the City at five-minute intervals. The locations of the pressure monitoring sites are
illustrated on Figure 5-1.
Water Model Development and Calibration 5-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Observed tank levels and pump station flows in the distribution system were supplied by the City for the
calibration time period in the form of Supervisory Control and Data Acquisition (SCADA) data. Data
recorded every hour was used as the baseline for calibrating the model. FNI selected Friday, August 24,
2018 as the calibration day, which represents a relatively high demand and had no irregularities to the
system. Figure 5-2 shows the diurnal demand pattern from the selected calibration day. During
calibration, time-based controls were used on the pumps and valves because a known condition was
trying to be matched from the SCADA data. The SCADA values are an instantaneous reading at a given
time and do not account for changes in between data points; therefore, adjustments to the settings at
the pumps and valves were necessary to account for fluctuations between calibration points.During
calibration, C-factors, pump curves and status, and demand distribution were adjusted to better represent
the conditions within the system.
All of the modeled system pressures were matched such that 94 percent of modeled pressures were
within 5 pounds per square inch (psi) of the observed pressures and 100 percent of modeled EST levels
were within 3 feet of observed levels. A summary of the calibration results is presented in Tables 5-1 and
5-2. When calibrating EST levels and pressures, it is important to match not only the values of the data
but also the shape of the curves. The results demonstrate a strong correlation between recorded and
modeled values, and the model is calibrated within industry standards, providing confidence in the
accuracy of the model. Appendix C contains graphs of each of the individual pressure recorder, tank level,
and pump station discharge readings for the selected calibration day.
Water Model Development and Calibration 5-2
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 5-1 Water Model Calibration Pressure Recorder Summary
Within Within Within
Pressure 10 PSI 5 PSI 3 PSI
Recorder Pressure Plane (%) (%) (%)
PR #L1 Low 96% 96% 84%
PR #L2 Low 100% 92% 64%
PR #L3 Low 100% 92% 80%
PR #L4 Low 96% 96% 68%
PR #L5 Low 96% 96% 80%
PR #L6 Low 96% 96% 72%
PR #H1 High 100% 100% 80%
PR #H2 High 100% 92% 80%
PR #H3 High 100% 96% 80%
PR #H4 High 100% 88% 76%
Total Average 98% 94% 76%
LPP Average 97% 95% 75%
HPP Average 100% 94% 79%
Table 5-2 Water Model Calibration EST Summary
Within 5 Feet Within 3 Feet
Storage Tank Pressure Plane (%) (%)
Garfield EST Low 100% 100%
377 GST Low/High 100% 100%
377 EST High 100% 100%
Average 100% 100%
Water Model Development and Calibration 5-3
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Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 5-2 Calibration Day Diurnal Demand Pattern
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Water Model Development and Calibration 5-5
Water and Wastewater CIP and RBA Report
City of Stephenville
6.0 WMANALYSIS
6.1 WATERANALYSIS
As a public water utility, the City must comply with the rules and regulations for public water systems set
forth by the TCEQ in Chapter 290. Following model calibration, the water system hydraulic model was
used to evaluate the existing system under existing and future demands and evaluate alternatives to
address modeled capacity deficiencies.
6.1.1
TCEQ requires a minimum residual pressure of 20 psi be maintained while delivering a fire flow demand.
To evaluate the fire suppression capabilities of the system, a fire flow analysis was conducted under
maximum day demand conditions. A steady-state model run was utilized to simulate the available fire
flow at each fire hydrant node in the system to a minimum residual pressure of 20 psi, as allowed by TCEQ
in chapter §290.44(d). The minimum desired conditions for fire flow in the City are 1,000 gpm of available
flow at each hydrant. Areas with small water lines (less than 6 inches) and dead-end lines showed to have
low available fire flows. A fire flow map showing the available fire flow throughout the distribution system
is presented on Figure 6-1.
6.1.2
The existing water distribution system was analyzed under maximum day and peak hour demand
conditions. A 24-hour extended period simulation was performed for the maximum day scenario which
includes the peak hour demand condition. By examining the water system under maximum day and peak
hour demands, it is possible to determine where low and high pressure issues occur, if tanks are filling or
draining properly, and if the pumping facilities are adequate to meet the required demands. As specified
in Subchapter D of Chapter 290, water transmission lines shall be sized to maintain a minimum of 35 psi
throughout the system under normal operating conditions.
A color-coded pressure map was prepared to illustrate the pressures calculated at model junctions. The
map helped identify potential problem areas in the system and was used as a tool to determine if
reasonable pressure ranges were maintained throughout the system. Figure 6-2 shows the modeled
minimum pressures that occurred during the 24-hour maximum day simulation, typically occurring during
Water System Capacity Analysis 6-1
Water and Wastewater CIP and RBA Report
City of Stephenville
the peak hour demand. Figure 6-3 shows the modeled pressure differentials that occurred during the 24-
hour maximum day simulation.
Figure 6-2 shows that modeled pressures below 40 psi occur in the western portion of the City near
Summit Avenue and around the Highway 377 pump station. This area is at a relatively high elevation and
is on a smaller diameter line. Figure 6-3 shows that modeled pressures in the HPP generally experience
larger pressure differentials than the rest of the City. These high pressure differentials can be attributed
to higher head pumps and the five PRVs bleeding water into the LPP.
In addition to documenting minimum pressures under these demands, FNI also evaluated the existing
system water lines based on a maximum friction loss of 7 feet per 1,000 feet of pipeline length and a
maximum velocity of 7 feet per second for 12-inch and smaller diameter water lines, and a maximum
friction loss of 5 feet per 1,000 feet of pipeline length and a maximum velocity of 5 feet per second for
greater than 12-inch diameter water lines. By examining these criteria, FNI was able to determine the
areas which are stressed under higher demands. Areas experiencing headloss or velocities greater than
the design criteria will typically have older water lines with tuberculation or other factors which increase
pipe roughness or are pushing more water through the water line than it was originally designed to handle
and can be the cause of pressure issues in the distribution system. Figure 6-4 highlights the areas which
exceed the design headloss and velocity criteria under existing system conditions.
Water System Capacity Analysis 6-2
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Water and Wastewater CIP and RBA Report
City of Stephenville
6.2
In order to properly plan and provide water service for future planning periods, it is necessary to know
how much water is needed for storage and distribution. The graphs in Figures 6-5 through 6-7 show
required versus proposed total storage, elevated storage, and pumping capacity
distribution system. The vertical bars represent the water demand for the planning period, and the
horizontal red line is the capacity in the system at the given time. The capacity changes over time with the
proposed expansion or decommissioning of facilities in order to meet the design criteria. This analysis was
bleed from the HPP to the LPP.
According to /9v 5ƩźƓƉźƓŭ ğƷĻƩ ğƷĭŷ information, the City had 8,394 service connections 2017. A
people per connection of 2.61 was calculated utilizing the 2017 population of 21,950. City staff indicated
that TCEQ has not included individual TSU on-campus housing connections in the past but will most likely
include them in the future. FNI utilized the on-campus occupancy projections and utilized the 2.61 people
per connection to include TSU on-campus housing connections.
The City is required to meet the TCEQ minimum elevated storage capacity requirement of 100 gallons per
connection, and the total storage (elevated and ground) requirement of 200 gallons per connection. The
TCEQ requirements for pumping capacity are summarized in Table 6-1. The amount of elevated storage
affects the minimum required TCEQ pumping capacity. Elevated storage capacity equal to or greater than
200 gallons per connection decreases the amount of required pumping to 0.6 gpm per connection.
Table 6-1 TCEQ Service Pumping Requirements
Condition Service Pumping Capacity Requirement*
> 200 gallons per connection Two service pumps with a minimum combined capacity of 0.6 gpm
of elevated storage per connection at each pressure plane
The lesser of (a) or (b):
< 200 gallons per connection (a) Total pumping capacity of 2.0 gpm per connection
of elevated storage
(b) Total capacity of at least 1,000 gpm and the ability to meet peak
hourly demands with the largest pump out of service
*Capacity requirement from TAC §290.45(b)(2)(F)
against criteria developed by FNI to provide a high level of service for operational needs. These criteria
are typically more stringent than TCEQ requirements and take into consideration many additional factors
including operational flexibility, fire protection, emergency reserve, and energy efficiency.
Water System Capacity Analysis 6-7
Water and Wastewater CIP and RBA Report
City of Stephenville
The design criteria for the required total storage tank capacity is providing adequate storage for maximum
day demands for 12 hours. The design criteria used to determine the required elevated storage tank
capacity is providing adequate storage for the greater of twice the peaking volume (40 percent of peak
hour demands for 4 hours) or the peaking volume plus fire volume (2,000 gpm of fire flow for 4hours).
The design criteria used to determine the required firm pumping capacity is meeting 125 percent of the
maximum day demands. Table 6-2 summarizes the recommended pumping and storage design criteria.
Table 6-2 FNI Pumping and Storage Design Criteria
Facility FNI Design Criteria
Total Storage Maximum day demands for 12 hours
Greater of twice the peaking volume (40% of peak
Elevated Storage hour demands for 4 hours) or the peaking volume
plus fire volume (2,000 gpm of fire flow for 4 hours)
Pumping 125% of maximum day demands
Figures 6-5 through 6-7 show the recommended storage and pumping needs for the City. To meet TCEQ
requirements and the design criteria for elevated and total storage based on City and TSU projections, FNI
recommends the construction of a 0.75 MG EST in both the LPP and the HPP by 2024 and 2029,
respectively. The City plans to abandon the Paddock Pump Station since it has structural concerns. The
City is designing a 1.0 MG GST and adding redundant pumps at the Airport Pump Station to replace the
Paddock Pump Station. FNI does not recommend any additional pumping improvements as the City meets
the pumping criteria of a total capacity of at least 1,000 gpm and the ability to meet peak hourly demands
with the largest pump out of service.
Water System Capacity Analysis 6-8
Ѝ͵ВЍ
2039
Ќ͵АЋ
Total Storage Capacity
Proposed HPP EST: 0.75 MGAirport GST #2: 1.00 MGProposed LPP EST: 0.75 MGHighway 377 EST: 0.75 MGHighway 377 GST: 1.00 MGGarfield EST: 0.50 MGGarfield GST: 0.75 MGSouth Lillian GST:
1.00 MGAirport GST: 1.00 MG ЋЉЋВ ƚƷğƌ ў А͵ЋЎ aD
Ќ͵АЎ
2029
Ћ͵БЍ
Max Day for 12 Hours
Ќ͵ЋЍ
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Proposed LPP EST: 0.75 MGAirport GST #2: 1.00 MGAbandon Paddock GST Highway 377 EST: 0.75 MGHighway 377 GST: 1.00 MGGarfield EST: 0.50 MGGarfield GST: 0.75 MGSouth Lillian GST: 1.00
MGAirport GST: 1.00 MG ЋЉЋЍ ƚƷğƌ ў Џ͵АЎ aD
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TCEQ Criteria = 200 gal/con
2019
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Highway 377 EST: 0.75 MGHighway 377 GST: 1.00 MGGarfield EST: 0.50 MGGarfield GST: 0.75 MGSouth Lillian GST: 1.00 MGPaddock GST 0.75 MGAirport GST: 1.00 MG 9ǣźƭƷźƓŭ ƚƷğƌ ў Ў͵АЎ aD
8.007.006.005.004.003.002.001.000.00
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Elevated Storage Capacity
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Proposed High PP EST: 0.75 MGProposed Low PP EST: 0.75 MGGarfield EST: 0.50 MGHighway 377 EST: 0.75 MGHighway 377 GST*: 0.50 MG ЋЉЋВ ƚƷğƌ ў Ќ͵ЋЎ aD
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TCEQ Optional Criteria = 200 gal/con
Proposed Low PP EST: 0.75 MGGarfield EST: 0.50 MGHighway 377 EST: 0.75 MGHighway 377 GST*: 0.50 MG ЋЉЋЍ ƚƷğƌ ў Ћ͵ЎЉ aD
is utilized as elevated storage and half as ground storage for the Highway 377 GST.
greater of twice the peaking volume or the
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Optional Criteria
Garfield EST: 0.50 MGHighway 377 EST: 0.75 MGHighway 377 GST*: 0.50 MG 9ǣźƭƷźƓŭ ƚƷğƌ ў Њ͵АЎ aD
FNIpeaking volume plus fire volume. Peaking volume is the required volume to supply 40% of peak hour demands for 4 hours. Fire flow volume is the required volume to supply 2,000 gpm
for 4 hours.
TCEQ Storage Criteria = 100 gal/con
4.504.003.503.002.502.001.501.000.500.00
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*Assuming half of the Highway 377 GST capacity
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Pumping Capacity
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125% of Max Day Demand
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Airport Expansion: 4,100 gpmAbandon Paddock PSGarfield High PZ: 2,000 gpmGarfield Low PZ: 2,000 gpmHighway 377: 1,000 gpmSouth Lillian High PZ*: 3,200 gpmSouth Lillian Low PZ: 2,400
gpm ЋЉЋЍ ƚƷğƌ ў ЊЍͲАЉЉ ŭƦƒЋЉЋЍ ƚƷğƌ ў ЋЊ͵ЊА aD5
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2019
TCEQ Pumping Criteria = 0.6 gpm/con
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Garfield High PZ: 2,000 gpmGarfield Low PZ: 2,000 gpmPaddock: 700 gpmAirport: 2,300 gpmHighway 377: 1,000 gpmSouth Lillian High PZ*: 3,200 gpmSouth Lillian Low PZ: 2,400 gpm 9ǣźƭƷźƓŭ
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largest pump out of service.
5.000.00
25.0020.0015.0010.00
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*Assuming
Water and Wastewater CIP and RBA Report
City of Stephenville
6.3 WATERANALYSIS
Hydraulic analyses were conducted to identify deficiencies in the Citywater distribution system under
future demands and to establish a CIP to reinforce the existing system and meet projected water demands
through 2039. Various combinations of improvements and modifications were investigated to determine
the most appropriate approach for meeting projected demands.
Parameters used in developing the CIP included increasing system reliability, simplifying system
operations, meeting required fire flows, and maintaining adequate residual pressures. Modeling of the
future system indicated continued low pressures in the western portion of the HPP. FNI recommends
looping additional lines and a new EST in the HPP in order to mitigate these issues.
The water distribution system was evaluated under projected maximum day demand conditions to
determine which additional transmission lines are needed, and when they should be in service. The
hydraulic analyses discussed in Section 6.1 were conducted for each future demand scenario with the
recommended CIP in service to confirm that required fire flows and adequate residual pressures are
maintained. Figure 6-8 shows the -hour period
under 2039 maximum day demands.
Water system improvements were developed to accommodate the anticipated growth through 2039.
Challenges facing the water system include meeting storage and pumping requirements and extending
service to areas of growth in the southern and western portions of the City where little or no infrastructure
currently exists. The basis for the CIP recommendations is discussed further in Section 7.0.
Water System Capacity Analysis 6-12
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Water and Wastewater CIP and RBA Report
City of Stephenville
7.0
The goal of the capacity CIP is to address existing deficiencies in the system and provide capacity for future
demands in the water distribution system. Upon completion of the water model that represents existing
and future loading conditions, CIP alternatives 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 meet projected 2039 demands.
The recommended projects for the water system capacity CIP are presented on Figure 7-1. Locations
shown for new lines and other recommended improvements were generalized for hydraulic analyses.
Specific alignments and sites will be determined as part of the design process. It is assumed that the
proposed improvements are considered replacement water lines, unless otherwise stated. Capital costs
were calculated for the recommended improvements. The costs are in 2020 dollars and include an
allowance for engineering, surveying, and contingencies. Table 7-1 summarizes the cost of the water
system capacity CIP by planning period for the City. Detailed project descriptions are included in the
following sections, and Appendix D contains a detailed cost description of each individual project.
Table 7-1 Water Capacity CIP Cost Summary
Project Project Name Cost
Short-Term Projects (Phase: 2024)
1 16-inch Frey Street Water Line Extension $ 1,320,500
2 12-inch Washington Street Water Line Replacement $ 1,705,600
3 16-inch Frey Street Water Line Replacement $ 2,227,000
4 12-inch Lockhart Road Water Line Extension $ 3,076,200
5 12-inch Diana Lane Water Line Extension $ 3,188,700
6 12-inch Washington Street Water Line Extension $ 1,899,400
7 Proposed Low Pressure Plane Elevated Storage Tank $ 3,449,900
8 Paddock Pump Station Decommission $ 4,612,100
A AWIA Risk and Resilience Assessment $ 100,000
B Water Rate Study $ 25,000
Short-Term Total $ 21,604,400
Water System Capital Improvement Plan 7-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 7-1 Water Capacity CIP Cost Summary - Continued
Project Project Name Cost
Long-Term Projects (Phase: 2029)
9 8-inch Paddock Avenue Water Line Replacement $ 1,397,100
10
8-inch Frey Street Water Line Replacement $ 1,425,700
11
8-inch Ollie Avenue Water Line Replacement Phase 1 $ 1,033,400
12 12-inch C.R. 386 Water Line Extension $ 2,680,400
13
8-inch Washington Street Water Line Replacement $ 1,435,200
14
8-inch Ollie Avenue Water Line Replacement Phase 2 $ 966,500
15
8-inch Overhill Drive Water Line Replacement $ 574,100
12-inch Pecan Hill Drive Water Line Extension and
16 $ 4,109,000
Proposed High Pressure Plane Elevated Storage Tank
Long-Term Total $ 13,621,400
Comprehensive Plan Projects (Phase: 2039)
17 8-inch F.M. 8 Water Line Extension $ 2,595,400
18
8-inch F.M. 914 Water Line Extension $ 1,550,100
19
12-inch Peach Orchard Road Water Line Extension $ 2,941,600
20
12-inch Highway 281 North Water Line Extension $ 3,093,000
21
12-inch Highway 281 South Water Line Extension $ 2,863,300
22
8-inch C.R. 387 Water Line Extension $ 1,090,800
23
12-inch C.R. 517 Water Line Extension $ 2,016,600
24
8-inch S.H. 108 Water Line Extension $ 4,547,300
Comprehensive Plan Total
$ 20,698,100
CIP Total
$ 55,923,900
Water System Capital Improvement Plan 7-2
8
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Water and Wastewater CIP and RBA Report
City of Stephenville
7.1 SHORT-
The following projects were selected to be part of the short-term CIP because they address existing
deficiencies identified in Section 6.1 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: 16-inch Frey Street Water Line Extension
This project consists of a 16-inch water line extending from the existing 16-inch water line near the
Highway 377 Elevated Storage Tank to the existing 16-inch water line along West Frey Street. This project
will provide additional distribution capacity to serve existing customers and future growth.
Project #2: 12-inch Washington Street Water Line Replacement
This project consists of upsizing the existing 6-inch water line from the intersection of South Loop and
Dale Avenue to the existing 14-inch water line on Washington Street to a 12-inch water line. This project
will provide additional distribution capacity from the HPP to the LPP to serve existing customers and future
growth.
Project #3: 16-inch Frey Street Water Line Replacement
This project consists of upsizing the existing 12-inch water line from the intersection of Dale Ave and Frey
Street to the Garfield Pump Station to a 16-inch water line. This project will provide additional distribution
capacity from the Garfield Pump Station to serve existing customers and future growth.
Project #4: 12-inch Lockhart Road Water Line Extension
This project consists of a new 12-inch water line extending from the existing 16-inch water line near
Lockhart to the existing 16-inch water line near Cedar Street. This project will extend water service to
future development in the Low Pressure Plane. Specific timing of improvements are subject to change
based on how development occurs. This project falls within a census block that has a low and moderate
income percentage of greater than 51 percent. This project might be eligible for Community Development
Block Grant funding.
Project #5: 12-inch Diana Lane Water Line Extension
This project consists of a new 12-inch water line extending from the existing 12-inch water line along
Forest Lane to the proposed 8-inch water line along F.M. 8. This project will provide additional distribution
capacity to the western portion of the High Pressure Plane to serve existing customers and future growth.
Water System Capital Improvement Plan 7-4
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #6: 12-inch Washington Street Water Line Extension
This project consists of a new 12-inch water line extending from the intersection of Virginia Avenue and
Washington Street to the existing 16-inch water line along Morgan Mill Road. This project will provide
additional distribution capacity to the eastern portion of the Low Pressure Plane to serve existing
customers and future growth.
Project #7: Proposed Low Pressure Plane Elevated Storage Tank
This project consists of a new 0.75 MG Elevated Storage Tank near the intersection of Lingleville Road and
Morgan Mill Road. This project will provide additional elevated storage capacity to meet TCEQ storage
requirements.
Project #8: Paddock Pump Station Decommission
This project consists of decommissioning the Paddock Pump Station and Ground Storage Tankand
replacing the storage with the Airport 1 MG Elevated Storage Tank. City Staff indicated the Paddock Pump
Station is older and has structural concerns. This project will simplify water systems operations.
Project A: AWIA Risk and Resilience Assessment
This project consists of the implementation of an America's Water Infrastructure Act Risk and Resiliency
Study. This project will bring the City into compliance with the EPA)
ment must be
completed by June 30, 2021. An Emergency Response Plan must be completed six months later by
December 30, 2021.
Project B: Water Rate Study
This project consists of the implementation of a Water Rate Study. This project will provide the City with
a Water Rate Study in order to set water billing rates that will enable the City to fund projects
appropriately.
7.2 LONG-
The following projects were selected to be part of the long-term CIP because 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.
Water System Capital Improvement Plan 7-5
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #9: 8-inch Paddock Avenue Water Line Replacement
This project consists of the replacement of the existing 6-inch water lines along Paddock Avenue from
Lingleville Road to Vanderbilt Street with an 8-inch water line. This project will provide additional fire flow
and distribution capacity to serve existing customers and future growth. This project falls within a census
block that has a low and moderate income percentage of greater than 51 percent. This project might be
eligible for Community Development Block Grant funding.
Project #10: 8-inch Frey Street Water Line Replacement
This project consists of the replacement of the existing 4/6-inch water lines along Frey Street from the
intersection of Frey Street and Neblett Avenue to Belknap Avenue with an 8-inch water line. This project
will provide additional fire flow and distribution capacity to serve existing customers and future growth.
This project falls within a census block that has a low and moderate income percentage of greater than
51 percent. This project might be eligible for Community Development Block Grant funding.
Project #11: 8-inch Ollie Avenue Water Line Replacement Phase 1
This project consists of the replacement of the existing 2/6-inch water lines along Ollie Avenue from the
intersection of Prairie Wind Boulevard and Lingleville Road to Jones Street with an 8-inch water line. This
project will provide additional fire flow and distribution capacity to serve existing customers and future
growth. This project falls within a census block that has a low and moderate income percentage of greater
than 51 percent. This project might be eligible for Community Development Block Grant funding.
Project #12: 12-inch C.R. 386 Water Line Extension
This project consists of a new 12-inch water line from the existing 12-inch water line along County Road
387 to the existing 12-inch water lines along Forest Lane. This project will extend water service to future
development in the High Pressure Plane. Specific timing of improvements are subject to change based on
how development occurs.
Project #13: 8-inch Washington Street Water Line Replacement
This project consists of the replacement of the existing 4/6-inch water lines along Washington Street from
Lillian Avenue to Paddock Avenue with an 8-inch water line. This project will provide additional fire flow
and distribution capacity to serve existing customers and future growth. This project falls within a census
block that has a low and moderate income percentage of greater than 51 percent. This project might be
eligible for Community Development Block Grant funding.
Water System Capital Improvement Plan 7-6
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #14: 8-inch Ollie Avenue Water Line Replacement Phase 2
This project consists of the replacement of the existing 4/6-inch water lines along Ollie Avenue from Swan
Street to Sloan Street with an 8-inch water line. This project will provide additional fire flow and
distribution capacity to serve existing customers and future growth. This project falls within a census block
that has a low and moderate income percentage of greater than 51 percent. This project might be eligible
for Community Development Block Grant funding.
Project #15: 8-inch Overhill Drive Water Line Replacement
This project consists of the replacement of the existing 6-inch water line along Overhill Drive from Dale
Avenue to Lydia Avenue with an 8-inch water line. This project will provide additional fire flow and
distribution capacity to serve existing customers and future growth.
Project #16: 12-inch Pecan Hill Drive Water Line Extension and Proposed High Pressure Plane Elevated
Storage Tank
This project consists of a new 12-inch water line along Pecan Hill Drive from the proposed 12-inch water
line along Diana Lane to the existing 8-inch water line along Summit Avenue, as well as a new Elevated
Storage Tank near the intersection of Pecan Hill Drive and Darren Drive. This project will extend water
service to incorporate the future Elevated Storage Tank in the High Pressure Plane and provide additional
storage capacity to meet TCEQ storage requirements. Specific timing of improvements are subject to
change based on how development occurs.
7.3 NCAPITA
The following projects were selected to be part of the comprehensive plan CIP because they are outside
of the city limits and will require annexation to provide service to new growth areas.
Project #17: 8-inch F.M. 8 Water Line Extension
This project consists of a new 8-inch water line extending from the intersection of Dale Avenue and
Lingleville Road to the proposed 12-inch water line on Forest Lane. This project will extend water service
to future development in the High Pressure Plane. Specific timing of improvements are subject to change
based on how development occurs.
Water System Capital Improvement Plan 7-7
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #18: 8-inch F.M. 914 Water Line Extension
This project consists of a new 8-inch water line extending from the existing 12-inch water line along
Alexander Road to the proposed 12-inch water line along County Road 256. This project will extend water
service to future development in the Low Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs. This project falls within a census block that has a low and
moderate income percentage of greater than 51 percent. This project might be eligible for Community
Development Block Grant funding.
Project #19: 12-inch Peach Orchard Road Water Line Extension
This project consists of a new 12-inch water line extending from the existing 12-inch water line along
County Road 257 to the proposed 12-inch water line near County Road 498. This project also includes a
new Pressure Reducing Valve to transfer water from the High Pressure Plane to the Low Pressure Plane.
This project will extend water service to future development in the High Pressure Plane. Specific timing of
improvements are subject to change based on how development occurs. This project falls within a census
block that has a low and moderate income percentage of greater than 51 percent. This project might be
eligible for Community Development Block Grant funding.
Project #20: 12-inch Highway 281 North Water Line Extension
This project consists of a new 12-inch water line extending from the existing 16-inch water line along
Morgan Mill Road to the existing 12-inch water line along Washington Street. This project will extend
water service to future development in the Low Pressure Plane. Specific timing of improvements are
subject to change based on how development occurs.
Project #21: 12-inch Highway 281 South Water Line Extension
This project consists of a new 12-inch water line from the existing 24-inch water line near the intersection
of Glen Rose Road and East Road to the existing 16-inch water line near Alexander Road. This project will
extend water service to future development in the Low Pressure Plane. Specific timing of improvements
are subject to change based on how development occurs.
Project #22: 8-inch C.R. 387 Water Line Extension
This project consists of a new 8-inch water line from the proposed 12-inch water line along County Road
386 to the existing 12-inch water line along County Road 387. This project will extend water service to
future development in the High Pressure Plane. Specific timing of improvements are subject to change
based on how development occurs.
Water System Capital Improvement Plan 7-8
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #23: 12-inch C.R. 517 Water Line Extension
This project consists of a new 12-inch water line from the proposed 12-inch water line near Diana Lane to
the proposed 12-inch water line along County Road 386. This project will extend water service to future
development in the HPP. Specific timing of improvements are subject to change based on how
development occurs.
Project #24: 8-inch S.H. 108 Water Line Extension
This project consists of a new 8-inch water line from the existing 8-inch water line near the intersection
of Dale Avenue and West Lingleville Road to the existing 16-inch water line near the intersection of East
Lingleville Road and Graham Avenue. This project will extend water service to future development in the
Low Pressure Plane. Specific timing of improvements are subject to change based on how development
occurs.
Water System Capital Improvement Plan 7-9
Water and Wastewater CIP and RBA Report
City of Stephenville
8.0
The Citywastewater service area covers approximately 7,921 acres within Erath County. Within the
service area, there are approximately 115 miles of sewer gravity lines and force mains that are owned,
maintained, and operated by the City. The wastewater lines range from 4 to 30 inches in diameter and
convey an annual average wastewater flow of approximately 2.26 MGD to the water
treatment plant (WWTP). The City currently owns and maintains one WWTP in the southeast corner of
n existing permitted average day capacity of 3.0 MGD. The Ci
system consists of 12 sewer basins. The sewer basins include the 1, 2, 3, 4, 5E, 5W, 6E, 6W, 7, 8, 9, and 10
basins.
The wastewater collection system is primarily a gravity flow system that follows the major drainage
features of the service area. There are currently two lift stations in the wastewater collection system. The
Influent Lift Station pumps wastewater flow at the end of the collection system into the WWTP. The City
Park Lift Station serves the Riverside Street area and will likely be decommissioned when the Eastside
Relief Interceptor is installed. The existing wastewater collection system is shown on Figure 8-1.
Existing Wastewater Collection System 8-1
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Water and Wastewater CIP and RBA Report
City of Stephenville
9.0 W
A wastewater utility must be able to convey wastewater flows that fluctuate due to the effects of rainfall
on the wastewater collection system. Average day flow is the total annual wastewater production divided
by the number of days in the year. Treatment facilities are typically designed based on the averageday
flow. Peak wet weather flow is the peak rate at which wastewater is contributed to the collection system
during any one hour of the year. Since the highest flow rates are experienced during peak wet weather
flows, the sizes and locations of collection system facilities are generally determined based on this
condition. To determine locations where future wastewater system improvements are necessary, existing
and future wastewater load projections were developed using historical flow data and existing and future
population projections.
9.1
The City provided historical average daily and maximum daily treated flow rates to the WWTP from 2008
to 2018. Historical average day flows, peak day flows, peak day peaking factors, and overall per capita
flows are summarized in Table 9-1. The water sold information from data provided by the City was utilized
to determine a residential/non-residential split of 65 percent/35 percent. This split was used to
approximate historical residential and non-residential flows. The approximate 2018 residential and non-
residential per capita flows are summarized in Table 9-2.
TSU on-campus occupancy projections were utilized for developing TSU specific wastewater flows. Figure
9-1 shows the comparison of the historical wastewater flows to the historical water demands,
summarizing the yearly return rate. The average return rate from 2008 to 2018 was 71 percent.
Wastewater Model Development and Calibration 9-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 9-1 Historical Wastewater Flows
Overall Average Peak Day to
Daily Average Wastewater Per Peak Day Daily Average
3
Flow Capita Flow Flow Peaking Rainfall
1
Year Population (MGD) (gpcd) (MGD) Factor (in)
2008 17,250 1.52 88 3.90 2.57 22.91
2009 17,950 1.55 86 4.41 2.85 38.96
2010 17,123 1.38 81 3.52 2.55 34.65
2011 17,480 1.42 81 3.45 2.43 22.43
2012 18,290 1.44 79 4.49 3.12 18.45
2013 19,320 1.46 76 3.16 2.16 18.45
2014 19,410 1.36 70 2.74 2.01 29.55
2015 19,560 1.95 100 7.11 3.65 52.37
2016 21,640 1.51 70 9.35 6.19 34.74
2017 21,950 1.27 58 4.43 3.49 29.15
2
2018 22,280 1.22 55 6.67 5.47 23.16
Average 1.46 77 4.84 3.32 29.53
Max 1.95 100 9.35 6.19 52.37
1
Source: North Central Texas Council of Governments (NCTCOG).
2
Flow data available through September 2018.
3
2008-2017 rainfall data from City. 2018 rainfall totals utilize data from City and US Climate Data.
Table 9-2 2018 Residential and Non-Residential Wastewater Flows
Residential Residential Average Non-Non-Residential Non-Residential
Average Day Wastewater Per Residential Average Day Average Wastewater
121
Flow Capita Flow Acreage Flow Per Capita Flow
Year Population (MGD) (gpcd) (Acres) (MGD) (gpad)
2018 22,280 0.79 35 2,060 0.43 209
1
Historical water sold information (from NRMSIR-Water19) showed a residential/non-residential split of 65%/35%, which was
used to approximate residential and non-residential usage.
2
Non-residential acreage determined utilizing existing land-use information and billing meter data.
Wastewater Model Development and Calibration 9-2
Rainfall (in)
120100806040200
2018
55%
2017
65%
Rainfall
2016
76%
2015
100%
2014
69%
% value indicates wastewater flow return rate
Year
Average Day Wastewater Flow
2013
72%
2012
67%
1 Historical Wastewater Return Rate Summary
-
2011
59%
Figure 9
2010
Average Day Water Demand
70%
2009
Average Return Rate = 71%
79%
year
-
2008
10
73%
3.002.502.001.501.000.500.00
)DGM( wolF retawetsaW / dnameD retaW
Water and Wastewater CIP and RBA Report
City of Stephenville
9.2
The evaluation of historical data in Tables 9-1 and 9-2 provided a basis for determining the design criteria
used to project wastewater flows. When determining wastewater flow design criteria, it is necessary to
look at wet years when rainfall derived infiltration is generally high. 2015 was the wettest year in the last
10 years and corresponds to highest overall wastewater per capita flow of 100 gpcd. The average overall
wastewater per capita flow from 2008 to 2018 was 77 gpcd. FNI determined that an overall wastewater
per capita flow of approximately 100 gpcd should be maintained after implementing a City/TSU residential
and non-residential wastewater per capita flow.
Table 9-3 summarizes the design criteria used to project wastewater flows. Tables 9-4, 9-5, and 9-6
summarize the City specific, TSU specific, and total system wide projected wastewater flows, respectively.
Table 9-7 summarizes the total system wide projected wastewater flows by sewer basin.
Table 9-3 Wastewater Flow Design Criteria
Residential Average Non-Residential Peak Wet
Wastewater Per Capita Average Wastewater Weather to
Flow Per Acre Flow Average Daily
(gpcd) (gpad) Peaking Factor
65 250 3.50
Table 9-4 City Wastewater Flow Projections
City Non-Total City
City Residential Non-Residential Residential Average Day
Planning Average Day Flow Acreage Average Day Flow Demand
Year Population (MGD) (acres) (MGD) (MGD)
2019 22,948 1.49 2,156 0.54 2.03
2024 26,603 1.73 2,499 0.62 2.35
2029 30,840 2.00 2,897 0.72 2.72
2039 41,446 2.69 3,893 0.97 3.66
Table 9-5 TSU Wastewater Flow Projections
On- TSU Residential
Planning Campus Average Day Flow
Year Occupancy (MGD)
2019 4,010 0.26
2024 5,482 0.36
2029 6,260 0.41
2039 7,142 0.46
Wastewater Model Development and Calibration 9-4
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 9-6 System Wide Wastewater Flow Projections
Total Overall Average Peak Wet
Average Day Wastewater Per Weather
Planning Flow Capita Flow Flow
Year Population (MGD) (gpcd) (MGD)
2019 22,948 2.29 100 8.02
2024 26,603 2.71 102 9.49
2029 30,840 3.13 101 10.96
2039 41,446 4.12 99 14.42
Table 9-7 Wastewater Flow Projections by Sewer Basin
City of Stephenville TSU
Total Peak Wet
Non-Residential Average Weather
Sewer Acreage On-Campus Day Flow Flow
Basin Population (acres) Occupancy (MGD) (MGD)
2019
1 1,126 367 0 0.16 0.56
2 545 172 0 0.08 0.28
3 244 60 0 0.04 0.14
4 3,498 79 0 0.25 0.87
5E 2,759 353 0 0.27 0.94
5W 1,709 18 0 0.11 0.39
6E 2,050 59 0 0.14 0.49
6W 3,337 52 4,010 0.49 1.72
7 2,884 300 0 0.27 0.95
8 1,871 402 0 0.22 0.77
9 1,714 120 0 0.14 0.49
10 1,211 174 0 0.12 0.42
Total 22,948 2,156 4,010 2.29 8.02
2024
1 1,287 418 0 0.18 0.63
2 627 202 0 0.09 0.31
3 282 70 0 0.04 0.14
4 4,188 92 0 0.29 1.01
5E 3,055 404 0 0.29 1.02
5W 1,807 20 0 0.13 0.46
6E 2,164 64 0 0.16 0.56
6W 3,475 58 5,482 0.60 2.10
7 3,384 343 0 0.31 1.09
8 2,718 477 0 0.30 1.05
9 1,878 145 0 0.16 0.56
10 1,738 206 0 0.16 0.56
Total 26,603 2,499 5,482 2.71 9.49
Wastewater Model Development and Calibration 9-5
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 9-7 Wastewater Flow Projections by Sewer Basin - Continued
City of Stephenville TSU
Total Peak Wet
Non-Residential Average Weather
Sewer Acreage On-Campus Day Flow Flow
Basin Population (acres) Occupancy (MGD) (MGD)
2029
1 1,473 457 0 0.21 0.73
2 731 237 0 0.11 0.38
3 331 82 0 0.05 0.17
4 4,998 121 0 0.35 1.22
5E 3,390 442 0 0.33 1.15
5W 1,896 25 0 0.13 0.46
6E 2,320 78 0 0.17 0.60
6W 3,601 70 6,260 0.66 2.31
7 3,836 408 0 0.35 1.23
8 3,892 560 0 0.39 1.37
9 2,070 163 0 0.17 0.60
10 2,302 254 0 0.21 0.74
Total 30,840 2,897 6,260 3.13 10.96
2039
1 1,621 559 0 0.25 0.87
2 859 321 0 0.14 0.49
3 388 110 0 0.06 0.21
4 8,257 203 0 0.58 2.03
5E 4,157 544 0 0.40 1.40
5W 2,138 30 0 0.15 0.52
6E 2,468 94 0 0.18 0.63
6W 3,756 84 7,142 0.72 2.52
7 4,266 601 0 0.43 1.51
8 7,348 785 0 0.67 2.35
9 2,275 202 0 0.20 0.70
10 3,913 360 0 0.34 1.19
Total 41,446 3,893 7,142 4.12 14.42
The historical and projected wastewater flows are summarized on Figure 9-2.
Wastewater Model Development and Calibration 9-6
2040
Day Flow
2039 Peak
14.42 MGD
Day Flow
4.12 MGD
2039 Average
2035
Day Flow
3.13 MGD
Day Flow
2029 Peak
10.96 MGD
2029 Average
2030
Historical Peak Day Wastewater FlowProjected Peak Day Wastewater Flow
Day Flow
2.71 MGD
Day Flow
Wastewater Flow Summary 9.49 MGD
2024 Peak
2025
2024 Average
Year
PROJECTED
Day Flow
2.29 MGD
2020
Day Flow
8.02 MGD
2019 Peak
2019 Average
Historical and Projected
2
-
2015
Figure 9
HISTORICAL
6.67 MGD
1.22 MGD
2010
Historical Average Day Wastewater FlowProjected Average Day Wastewater Flow
2018 Peak Day Flow
2018 Average Day Flow
2005
8.006.004.002.000.00
16.0014.0012.0010.00
Wastewater Flow (MGD)
Water and Wastewater CIP and RBA Report
City of Stephenville
10.0 VERIFICATION
FNI developed a hydraulic model to be used as a tool for evaluating the wastewater collection system
using the LƓŅƚ{ĻǞĻƩ software by LƓƓƚǝǤǩĻ. LƓŅƚ{ĻǞĻƩ combines a relational database with geographic
analysis to provide a single environment that integrates asset planning with hydraulic modeling. The
software makes use of engineering equations and mathematical algorithms to determine the flows and
depths that would occur in a collection system under a specified set of conditions.
10.1 DEVELOPMENT
The City provided GIS data which was the basis for constructing the hydraulic model of the wastewater
collection system. Field inspection and surveying were used to collect critical data not available in GIS or
as-built drawings and verify data at manholes. The existing system model includes all 10-inch and larger
wastewater lines and other critical wastewater lines in . Manholes and wastewater lines
were imported into the model using the GIS and field inspection data provided by City staff. A
roughness factor of n = 0.013 was initially assigned to each wastewater line. The hydraulic model was
used to evaluate the existing system capacity and develop system improvements required to meet
projected future growth conditions in the City and address any deficiencies.
10.2
The GIS data provided by the City contained spatial and attribute information for the wastewater lines
and manholes within the collection system. FNI assigned a unique identifier to each wastewater line and
manhole to link the model to the GIS data. Attributes imported to the wastewater lines in the model
include diameter, material, and manhole depth.
The GIS data provided did not contain inverts for all the wastewater lines and required a significant effort
to populate. The City has conducted sanitary sewer evaluation studies (SSES) on eight sewer basins and
provided FNI with the field inspection data. The field inspection data included manhole depths gathered
during the SSES inspections. The wastewater lines were attributed with invert information by transferring
the depth attribute from the manhole to the line using the connectivity established in the model. When
these depths were imported into the model however, the wastewater inverts did not align with the
connectivity of the collection system.
Wastewater Model Development and Calibration 10-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Approximately 300 manholes did not have any depth information available. FNI worked with City staff to
perform field inspections on the most important manholes for modeling purposes. A field collector app
was developed utilizing ArcGIS Online, which City staff used to populate information during each manhole
inspection. Appendix E includes the guidelines and recommended fields to be gathered during each
manhole inspection. FNI utilized the field inspection data where possible and interpolated the remaining
wastewater line inverts.
10.3 HYDVERIFICATION
The geocoded billing meter data was used to allocate the wastewater flows to the modeled manholes
based on proximity. The billing meter data was scaled to match the projected peak wet weather
wastewater flow. The model was then verified using the metered WWTP flows to create a close
correlation between simulated and recorded data.
Wastewater Model Development and Calibration 10-2
Water and Wastewater CIP and RBA Report
City of Stephenville
11.0
11.1 ANALYSIS
Following model verification, the wastewater system hydraulic model was used to evaluate the existing
system under existing and future flows and evaluate alternatives to address modeled capacity
deficiencies.
11.1.1
The q/Q of each modeled wastewater line was evaluated to identify areas of limited capacity. 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. Figure 11-1
illustrates the various surcharged state definition profiles.
11.1.2
The model was evaluated to determine locations of capacity issues, system surcharging, and sanitary
sewer overflows (SSOs). The currently under design/construction Eastside Relief Interceptor (orange on
Figure 8-1) was assumed to be in service for this analysis. Figure 11-2 shows the existing system
performance under peak wet weather flows. The red circles are modeled overflows and red lines identify
potential areas of insufficient capacity in the system (q/Q 1). The results show there are locations
throughout the City with projected capacity restrictions. The primary area of concern includes the15-inch
wastewater interceptor along the North Bosque River. City staff confirmed the 15-inch wastewater
interceptor experiences issues during wet weather events. The level of surcharging in this area is a concern
with the projected growth in the service area. Due to the projected growth, short-term capacity
improvements are recommended in this area.
Wastewater System Capacity Analysis 11-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 11-1 Surcharged State Definition Profiles
Full Flow Capacity, q/Q < 1.0
*q/Q < 1.0, the pipe is not surcharged.
Full Flow Capacity, 1.0 < q/Q < 2.0
*1.0 < q/Q < 2.0, Hydraulic gradient is less than or equal to pipe gradient.
Full Flow Capacity, q/Q > 2.0
*q/Q > 2.0, Hydraulic gradient is greater than pipe gradient.
Wastewater System Capacity Analysis 11-2
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Water and Wastewater CIP and RBA Report
City of Stephenville
11.2 WEVALUATION
A major component of a wastewater system is a treatment plant. There is currently one WWTP that is
owned and maintained by the City and is operated by Jacobs, an independent contract operator. The
capacity of the WWTP versus projected flows was evaluated to determine the timing of required capacity
improvements.
The basis for the capacity evaluation is the TCEQ 75/90 rule as described further in TCEQ §305.126. If the
average daily flow to the WWTP exceeds 75 percent of the permitted capacity for three consecutive
months, the utility must begin planning improvements to the WWTP. The utility should be constructing
improvements to the WWTP when average daily flows reach 90 percent of the permitted capacity for
three consecutive months.
Figure 11-3 shows the projected average day wastewater flows to the WWTP, from Section 9.2, compared
to the capacity of the WWTP and the timing of recommended expansions. City staff provided historical
WWTP flow information for 2019 and 2020, which is shown on Figure 11-3. 2019 was a wet year, which
resulted in a higher average day flow than 2020. Based on the projected wastewater flows, the WWTP is
projected to exceed 90 percent of capacity in 2024 and 100 percent of capacity in 2028. Based on these
projections, an expansion to a permitted capacity of 6.0 MGD is recommended by 2028.
11.3 ANALYSIS
Hydraulic analyses were conducted to identify deficiencies in the wastewater system and establish
a capital improvement plan to reinforce the existing system and convey projected wastewater flows
through 2039. Various combinations of improvements and modifications were investigated to determine
the most appropriate approach for conveying projected flows.
The wastewater collection system was evaluated under projected peak wet weather flow conditions to
determine which additional interceptors are needed, and when they should be in service. The hydraulic
analyses discussed in Section 11.1 were conducted for each future flow scenario with the recommended
CIP in service to confirm that there is sufficient capacity in the collection system.
Wastewater system improvements were developed to accommodate the anticipated growth through
2039. Challenges facing the wastewater system include planning around the major drainage features of
the service area and extending service to areas of growth in the southern and western portions of
Wastewater System Capacity Analysis 11-4
Water and Wastewater CIP and RBA Report
City of Stephenville
Stephenville where little or no infrastructure currently exists. The basis for the CIP recommendations are
discussed further in Section 12.0.
Wastewater System Capacity Analysis 11-5
ЋЉЌВ
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WWTP Capacity
ЋЉЌЏ
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90% Permitted Capacity
ЋЉЌЊ
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75% Permitted Capacity
ЋЉЋЏ
3 Wastewater Treatment Plant Expansion Planning
-
ЋЉЋЎ
ЋЉЋЍ
Figure 11
Capacity = 6.00 MGD
ЋЉЋЌ
Proposed WWTP Expansion
ЋЉЋЋ
ЋЉЋЊ
Average Day Flow to WWTP
ЋЉЋЉ
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АЎі /ğƦğĭźƷǤ ў Ћ͵ЋЎ aD5
9ǣźƭƷźƓŭ ğƭƷĻǞğƷĻƩ ƩĻğƷƒĻƓƷ /ğƦğĭźƷǤ ў Ќ͵ЉЉ aD5
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Average Day Flow (MGD)
Water and Wastewater CIP and RBA Report
City of Stephenville
12.0 CAP
The goal of the capacity CIP 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, CIP alternatives 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 2039 flows.
The recommended projects for the wastewater system capacity CIP are presented on Figure 12-1.
Locations shown for new 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
assumed that the proposed improvements are considered replacement wastewater lines, unless
otherwise stated. Capital costs were calculated for the recommended improvements. The costs are in
2019 dollars and include an allowance for engineering, surveying, and contingencies. Table 12-1
summarizes the cost of the wastewater system capacity CIP by planning period. Appendix F contains a
detailed cost description of each individual project.
Table 12-1 Wastewater Capacity CIP Cost Summary
Project Project Name Cost
Short-Term Projects (Phase: 2024)
1 12/15-inch Bellaire Street Wastewater Line Replacement $ 1,882,300
2 8/12-inch Cedar Street Wastewater Line Extension $ 1,010,700
3 24-inch Bosque River Wastewater Line Replacement $ 12,283,000
4 8-inch Bluebonnet Street Wastewater Line Replacement $ 435,100
5 15/21-inch Washington Street Wastewater Line Replacement $ 4,775,100
A
Wastewater Rate Study $ 25,000
B
EPA CMOM Plan Update $ 75,000
Short-Term Total $ 20,486,200
Long-Term Projects (Phase: 2029)
6
15-inch Lingleville Road Wastewater Line Replacement $ 1,838,900
15-inch Prairie Wind Boulevard Wastewater Line
7
Replacement $ 3,779,400
8
Wastewater Treatment Plant Expansion $ 44,850,000
9
Basin 9 SSES $ 456,700
10
Basin 1 SSES $ 243,500
Long-Term Total $ 51,168,500
Wastewater System Capacity Capital Improvement Plan 12-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 12-1 Wastewater Capacity CIP Cost Summary - Continued
Project Project Name Cost
Comprehensive Plan Projects (Phase: 2039)
11 12/15-inch Basin 4 Wastewater Line Extension $ 4,570,300
12 12/15-inch C.R. 386 Wastewater Line Extension $ 4,268,300
13 12-inch F.M. 914 Wastewater Line Extension $ 2,157,300
14 8/12/15-inch FWWR Railroad Wastewater Line Improvements $ 5,370,100
15 8-inch C.R. 436 Wastewater Line Extension $ 819,300
16 8-inch Basin 4 Wastewater Line Extension $ 1,806,000
17 8/12/15/18-inch East Road Wastewater Line Improvements $ 3,972,300
18 8/12/15-inch US 377 Wastewater Line Improvements $ 4,546,300
19 8/12-inch East Fork Dry Branch Wastewater Line Extension $ 3,018,500
Comprehensive Plan Total
$ 30,528,400
CIP Total
$ 102,183,100
Wastewater System Capacity Capital Improvement Plan 12-2
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Water and Wastewater CIP and RBA Report
City of Stephenville
12.1 SHORT-PLAN
The following projects were selected to be part of the short-term CIP because they address existing
deficiencies identified in Section 11.1 or provide service to new growth areas.
Project #1: 12/15-inch Bellaire Street Wastewater Line Replacement
This project consists of replacing the existing 10/12-inch wastewater line from the FWWR Railroad to West
Washington Street with a 12/15-inch wastewater line. This project will provide additional conveyance
capacity to serve existing customers and future growth. This project falls within a census block that has a
low and moderate income percentage of greater than 51 percent. This project might be eligible for
Community Development Block Grant funding.
Project #2: 8/12-inch Cedar Street Wastewater Line Extension
This project consists of a new 8/12-inch wastewater line extending to the southwest corner of Basin 10
from the existing 24-inch wastewater line along West Cedar Street. This project will extend wastewater
service to future development in Basin 10. Specific timing of improvements are subject to change based
on how development occurs. This project falls within a census block that has a low and moderate income
percentage of greater than 51 percent. This project might be eligible for Community Development Block
Grant funding.
Project #3: 24-inch Bosque River Wastewater Line Replacement
This project consists of replacing the existing 12/15-inch wastewater lines from the under design 30-inch
Eastside wastewater line to Prairie Wind Boulevard with a 24-inch wastewater line. City staff and hydraulic
model results indicate the existing wastewater line experiences surcharging during peak wet weather
events. This project will provide additional conveyance capacity to serve existing customers and future
growth.
Project #4: 8-inch Bluebonnet Street Wastewater Line Replacement
This project includes the replacement of the existing 6-inch wastewater line from the intersection of
Oakwood Drive and Bluebonnet Street to the existing 10-inch wastewater line along Inglewood Drive with
an 8-inch wastewater line. This project will provide additional conveyance capacity to serve existing
customers and future growth.
Wastewater System Capacity Capital Improvement Plan 12-4
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #5: 15/21-inch Washington Street Wastewater Line Replacement
This project consists of the replacement of the existing 12-inch wastewater lines along Northwest Loop
and Washington Street from the existing 12-inch wastewater line along U.S. 377 to the existing 21-inch
wastewater line near the FWWR Railroad with a 15/21-inch wastewater line. This project will provide
additional conveyance capacity to serve existing customers and future growth. This project falls within a
census block that has a low and moderate income percentage of greater than 51 percent. This project
might be eligible for Community Development Block Grant funding.
Project A: Wastewater Rate Study
This project consists of the implementation of a Wastewater Rate Study. This project will provide the City
with a Wastewater Rate Study in order to set wastewater billing rates that will enable the City to fund
projects appropriately.
Project B: EPA CMOM Plan Update
This project consists of updating the City's EPA Capacity, Maintenance, Operations, and Management
Plan. This project will provide the City with a current and up-to-date CMOM Plan.
12.2 LONG-PLAN
The following projects were selected to be part of the intermediate-term CIP because they address
projected future deficiencies or provide service to new growth areas.
Project #6: 15-inch Lingleville Road Wastewater Line Replacement
This project also includes the replacement of the existing 12-inch wastewater line from Lingleville Road
to the proposed 15/24-inch wastewater lines near Prairie Wind Boulevard with a 15-inch wastewater line.
This project will provide additional conveyance capacity to serve existing customers and future growth.
Project #7: 15-inch Prairie Wind Boulevard Wastewater Line Replacement
This project consists of the replacement of the existing 6/8-inch wastewater lines along Prairie Wind
Boulevard from the proposed 24-inch wastewater line along Prairie Wind Boulevard to the proposed 15-
inch wastewater line near the intersection of Prairie Wind Boulevard and Byron Nelson Street. This project
will provide additional conveyance capacity to serve existing customers and future growth.
Project #8: Wastewater Treatment Plant Expansion
This project consists of a 3.0 MGD treatment capacity expansion of the existing Wastewater Treatment
Plant near County Road 454. The proposed improvements will provide capacity to treat projected flows.
Wastewater System Capacity Capital Improvement Plan 12-5
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #9: Basin 9 SSES
This project calls for a Sanitary Sewer Evaluation Study, or SSES, for Basin 9. The area for this study is
roughly defined as: 42nd Street/40th Street/38th Street to the north, Southeast Drive to the east, FWWR
Railroad to the south, and Pecan Hill Drive to the west. The purpose of the SSES study is to reduce sources
of infiltration and inflow (I/I) into the City's collection system. The results of the flow monitoring study
indicated this portion of the collection system showed high I/I. Activities for the SSES study include
manhole inspections, CCTV of pipelines, micro-metering areas, smoke testing, and dye water testing.
Project #10: Basin 1 SSES
This project calls for a Sanitary Sewer Evaluation Study, or SSES, for Basin 1. The area for this study is
roughly defined as: Lingleville Road to the north, Morgan Mill Road and undeveloped land to the east,
Washington Street to the south, and College Farm Road and Dry Branch to the west. The purpose of the
SSES study is to reduce sources of infiltration and inflow (I/I) into the City's collection system. The results
of the flow monitoring study indicated this portion of the collection system showed high I/I. Activities for
the SSES study include manhole inspections, CCTV of pipelines, micro-metering areas, smoke testing, and
dye water testing.
12.3 PLAN
The following projects were selected to be part of the comprehensive plan CIP because they are outside
of the city limits and will require annexation to provide service to new growth areas.
Project #11: 12/15-inch Basin 4 Wastewater Line Extension
This project consists of a new 12/15-inch wastewater line extending from the proposed 15-inch
wastewater line near the intersection of Prairie Wind Boulevard and Byron Nelson Street to the proposed
8-inch wastewater line near Private Road 1020. This project will extend wastewater service to future
development in Basins 4 and 8. Specific timing of improvements are subject to change based on how
development occurs.
Wastewater System Capacity Capital Improvement Plan 12-6
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #12: 12/15-inch C.R. 386 Wastewater Line Extension
This project consists of a new 12/15-inch wastewater line extending from County Road 386 and continuing
across Basin 8 to the proposed 15-inch wastewater line along U.S. 377. This project will extend wastewater
service to future development in Basin 8. Specific timing of improvements are subject to change based on
how development occurs.
Project #13: 12-inch F.M. 914 Wastewater Line Extension
This project consists of a new 12-inch wastewater line extending from County Road 256 to the existing
27-inch wastewater line near the intersection of Logan Lane and F.M. 914. This project will extend
wastewater service to future development in Basin 10. Specific timing of improvements are subject to
change based on how development occurs. This project falls within a census block that has a low and
moderate income percentage of greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Project #14: 8/12/15-inch FWWR Railroad Wastewater Line Improvements
This project consists of the replacement of the existing 12-inch wastewater line from the existing 12-inch
wastewater line near Bosque Lane to the proposed 21-inch wastewater line near Lockhart Road with a
15-inch wastewater line. This project also includes a new 8-inch wastewater line from County Road 257
to the proposed 12-inch wastewater line near the FWWR Railroad. This project also includes a new 8-inch
wastewater line from County Road 498 to the proposed 12-inch wastewater line near the FWWR Railroad.
These 8-inch lines continue as a new 12-inch wastewater line to the proposed 15-inch wastewater line
near Bosque Lane. This project will extend wastewater service to future development in Basin 8. Specific
timing of improvements are subject to change based on how development occurs. This project falls within
a census block that has a low and moderate income percentage of greater than 51 percent. This project
might be eligible for Community Development Block Grant funding.
Project #15: 8-inch C.R. 436 Wastewater Line Extension
This project consists of a new 8-inch wastewater line from County Road 436 to the under
design/construction 48-inch wastewater line near the southeast border of Basin 7. This project will extend
wastewater service to future development in Basin 7. Specific timing of improvements are subject to
change based on how development occurs. This project falls within a census block that has a low and
moderate income percentage of greater than 51 percent. This project might be eligible for Community
Development Block Grant funding.
Wastewater System Capacity Capital Improvement Plan 12-7
Water and Wastewater CIP and RBA Report
City of Stephenville
Project #16: 8-inch Basin 4 Wastewater Line Extension
This project consists of a new 8-inch wastewater line extending from the proposed 12-inch wastewater
line near Private Road 1020 to County Road 386. This project will extend wastewater service to future
development in Basins 4 and 8. Specific timing of improvements are subject to change based on how
development occurs.
Project #17: 8/12/15/18-inch East Road Wastewater Line Improvements
This project consists of a new 8-inch wastewater line from County Road 177 to the proposed 12-inch
wastewater line on Morgan Mill Road. This project also includes replacing the existing 8/12-inch
wastewater lines from the intersection of Morgan Mill Road and Sunburst to Washington Street with a
12/15/18-inch wastewater line. This project will extend wastewater service to future development in
Basin 1. Specific timing of improvements are subject to change based on how development occurs.
Project #18: 8/12/15-inch US 377 Wastewater Line Improvements
This project includes replacing the existing 8-inch wastewater line from Byron Street to the intersection
of Minter Avenue and Crow Street with a 12/15-inch wastewater line. This project also consists of a new
8-inch wastewater line from F.M. 205 to the proposed 12-inch wastewater line near Byron Street.This
project will extend wastewater service to future development in Basin 2. Specific timing of improvements
are subject to change based on how development occurs. This project falls within a census block that has
a low and moderate income percentage of greater than 51 percent. This project might be eligible for
Community Development Block Grant funding.
Project #19: 8/12-inch East Fork Dry Branch Wastewater Line Extension
This project includes replacing the existing 8-inch wastewater line from Byron Street to Morgan Mill Road
with a 12-inch wastewater line. This project also consists of a new 8-inch wastewater line from the East
Fork Dry Branch to the proposed 12-inch wastewater line on the eastern border of Basin 1. This project
will extend wastewater service to future development in Basin 1. Specific timing of improvements are
subject to change based on how development occurs.
Wastewater System Capacity Capital Improvement Plan 12-8
Water and Wastewater CIP and RBA Report
City of Stephenville
13.0
FNI developed an RBA program for the Cwater distribution system. The goal of the RBA program is to
water lines through effective rehabilitation
and renewal.
An asset condition is represented by the likelihood of failure (LOF). Condition parameters and scoring
are based on a combination of physical and operational data, which are used to develop an estimate of
the assumed condition of each line.
consequence of failure (COF) of an asset through loss of service, damage, regulatory impact, and/or public
impact. Accordingly, social, environmental, and economic parameters should all be used to judge the
consequence of asset failure.
Proactive asset rehabilitation and renewal planning requires an understanding of the current and
expected future condition of system assets as those assets age and deteriorate over time. Categorizing
lines according to their probability of failure (a function of the asset condition) and the potential
consequence of failure (a function of the size, type of asset, and location in the system) form the basis of
a risk-based prioritization of asset renewal needs. Thus, asset condition assessment, consequence of
failure assessment, and overall risk rating all serve a critical purpose in rehabilitation and inspection
program prioritization efforts and overall asset management planning.
FNI conducted a desktop RBA to assign condition and criticality scores to each water line.
Water System Risk Based Assessment 13-1
Water and Wastewater CIP and RBA Report
City of Stephenville
13.1
13.1.1
The conditwater lines was assessed based on their material, age, and available work order
data. At this time, the City does not maintain electronic work order records tied to the asset ID, so work
order data was geocoded and assigned to the nearest water line based on the associated address.The
condition parameters used for this study include:
Material: Based on supplied GIS data
Age: Calculated based on install date approximated by City staff
Work Order History: Based on the number of work orders associated with closest water line in
proximity
Weighting, criteria, and scoring for each parameter used in the water line condition assessment is
presented in Table 13-1. A series of charts summarizing the water line condition assessment were
developed for each parameter. Appendix G contains a series of maps showing the distribution of scores
for each parameter throughout the distribution system. The higher the score, the higher the likelihood of
failure of the asset.
Table 13-1 Water Line Condition Assessment Parameters
Parameter Weighting Criteria Score
Cast Iron (C.I.) 10
Material 25% Ductile Iron (D.I.) 6
P.V.C. 1
Older than 50 years 10
41 50 years 8
Age 25% 31 40 years 6
21 30 years 4
0 20 years 2
Greater than 5 Work Orders 10
3 5 Work Orders 7
Work Order Data 50%
1 2 Work Orders 4
No Work Orders 1
Water line material score by length is summarized in Figure 13-1. Water line age score by length is
summarized in Figure 13-2. Water line work order data score by length is summarized in Figure 13-3.
Most of the distribution system is made of cast iron as shown on Figure 13-1. This material has historically
been the material of choice for the City and is the primary material within the older parts of the City. As
the City has expanded to the west in recent decades, the material choice has transitioned to plastics.
Water System Risk Based Assessment 13-2
Water and Wastewater CIP and RBA Report
City of Stephenville
Similarly, most of the distribution system is older than 50 years old as shown on Figure 13-2. This primarily
represents the eastern part of the Citywest is apparent in increasingly
younger water lines in those areas. A majority of the distribution system does not have associated work
orders, as shown on Figure 13-3.
Figure 13-1 Water Line Material Distribution
94.08
100
90
80
e
p
i
70
P
f
60
o
e
g
50
a
e
l
i
40
M
r
24.15
30
a
e
n
20
i
12.54
L
10
0
P.V.CDuctile IronCast Iron
% of System
9.6%
18.5% 71.9%
Category
Figure 13-2 Water Line Age Distribution
70
58.17
60
e
p
i
50
P
f
o
e
40
g
a
e
l
29.31
i
30
M
r
a
20.06
e17.87
20
n
i
L
10
5.36
0
0 20 years21 30 years31 40 years 41 50 years> 50 years
% of
44.5%
13.7%4.1%15.3%22.4%
System
Category
Water System Risk Based Assessment 13-3
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 13-3 Water Line Work Order Data Distribution
75.51
80
70
e
60
p
i
P
f
50
o
e
g
38.49
a
40
e
l
i
M
30
r
a
e
n
20
i
12.98
L
10
3.79
0
No Work Orders1 2 Work Orders3 5 Work Orders> 5 Work Orders
% of
2.9%
10.0%
57.7%29.4%
System
Category
13.1.2 W
Water line condition scores were calculated for each segment by totaling the weighted individual scores
for each parameter to develop a LOF score. The water line condition scores were then grouped into
ranges, and qualitative descriptions of Very Good to Very Poor condition were assigned. The
definitions for each scoring range are presented in Table 13-2. Results of the water line condition
assessment are presented in Figure 13-4.
Based on the weightings and scores, approximately 58.9 percent of the distribution system is estimated
to be in poor or very poor condition. These scores are primarily seen within the eastern portion of the
City, similar to the age and material distribution.
Table 13-2 Water Line LOF Score Range and Results
Length % of
Total LOF Score LOF Score Range (mi) System
Very Good 0.0 - 2.0 16.66 12.7%
Good 2.1 3.5 13.75 10.5%
Fair 3.6 - 5.0 23.38 17.9%
Poor 5.1 6.5 42.72 32.7%
Very Poor 6.6 - 10.0 34.26 26.2%
Total 130.77 100.0%
Water System Risk Based Assessment 13-4
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 13-4 Water Line LOF Score Distribution
42.72
45
40
34.26
35
e
p
i
P
30
f
o
23.38
e
25
g
a
e
l
i
20
16.66
M
13.75
r
15
a
e
n
i
L
10
5
0
Very GoodGoodFairPoorVery Poor
% of
26.2%
12.7%10.5%17.9%32.7%
System
Category
13.2
13.2.1
water lines was assessed based on accessibility, customers served, and pipe
resiliency. The criticality parameters used for this study include:
Access Issues: Highway, railway, arterial road crossing, and water body crossings based on GIS
data
Customers Served: Based on the water line diameter
Resiliency: Based on water line redundancy (i.e. looped vs. dead-end mains)
Weighting, criteria, and scoring for each parameter used in the water line criticality assessment are
presented in Table 13-3. A series of charts summarizing the water line criticality assessment were
developed for each parameter. Appendix G contains a series of maps showing the distribution of scores
for each parameter throughout the distribution system. The higher the score, the higher the consequence
of failure of the asset.
Water System Risk Based Assessment 13-5
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 13-3 Water Line Criticality Assessment Parameters
Parameter Weight Category Score
River/Stream/Railroad 10
Interstate/State Highway 7
Access Issues 45%
Major Collector/Arterial Road 4
No Crossing 1
Greater than or equal 20-inches 10
12-inches 18-inches 5
Customers Served
35%
(Diameter)
8-inches 10-inches 3
Less than 8-inches 1
Non-Redundant Pipe 7
Resiliency 20%
Redundant Pipe 3
Water line accessibility score by length is presented in Figure 13-5. Water line population served score by
length is presented in Figure 13-6. Water line resiliency score by length is presented in Figure 13-7. Unlike
condition, the criticality of a line rarely changes, as it is based on proximity to certain features or linesize.
As shown graphically on Figure 13-5, the spatial analysis shows that most of the distributionsystem is
located in minor streets which are not expected to represent significant access issues. However, there are
long stretches of water lines that are in close proximity to water bodies or railroads. Figure 13-6 shows
that a majority of the distribution system is composed of 6-inch and smaller lines.
Figure 13-5 Water Line Access Issues Distribution
90
80.55
80
70
e
p
i
60
P
f
o
50
e
g
a
e
40
l
i
M
30
r
a
17.84
e
16.72
15.66
20
n
i
L
10
0
No CrossingMajor Collector /Interstate / StateRiver / Stream /
% of
Arterial RoadHighwayRailroad
12.8%
System
61.6% 12.0%
13.6%
Category
Water System Risk Based Assessment 13-6
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 13-6 Water Line Customers Served Distribution
90
82.98
80
70
e
p
i
P
60
f
o
e
50
g
a
e
l
i
40
M
30.59
r
a
30
e
n
i
L15.73
20
10
1.47
0
<= 6"8" 10"12" 18">= 20"
% of
23.4%
12.0%1.2%
63.4%
System
Category
Figure 13-7 Water Line Resiliency Distribution
120
105.46
100
e
p
i
P
80
f
o
e
g
a
60
e
l
i
M
r
40
a
e
25.31
n
i
L
20
0
Redundant PipeNon-Redundant Pipe
80.6%19.4%
% of System
Category
Water System Risk Based Assessment 13-7
Water and Wastewater CIP and RBA Report
City of Stephenville
13.2.2
Water line criticality scores were calculated for each line segment by totaling the weighted individual
scores for each parameter to develop a total COF score. The water line criticality scores were then grouped
into ranges, and descriptive scores of Negligible Impact to Extreme Impact were assigned. The
definitions for each scoring range are presented in Table 13-4. Results of the water line criticality
assessment are presented in Figure 13-8.
Based on the weightings and scores, approximately 18.1 percent of the distribution system is estimated
to have a high or extreme impact of failure. The areas indicating high and extreme consequence of failure
are the large diameter lines which are primarily located near major roads or water bodies.
Table 13-4 Water Line COF Score Range and Results
Length % of
Total COF Score COF Score Range (mi) System
Negligible Impact 0.0 - 2.0 5.78 4.4%
Low Impact 2.1 3.5 65.14 49.8%
Medium Impact 3.6 - 5.0 36.23 27.7%
High Impact 5.1 6.5 11.97 9.2%
Extreme Impact 6.6 - 10.0 11.65 8.9%
Total 130.77 100.0%
Figure 13-8 Water Line COF Score Distribution
70
65.14
60
e
p
i
50
P
f
o
e
36.23
40
g
a
e
l
i
30
M
r
a
e
20
n
i
L
11.97
11.65
105.78
0
Negligible ImpactLow ImpactMedium ImpactHigh ImpactExtreme Impact
% of
8.9%
4.4%49.8%27.7%9.2%
System
Category
Water System Risk Based Assessment 13-8
Water and Wastewater CIP and RBA Report
City of Stephenville
13.3 NORMALIZED
A total risk score was assigned to each water line by multiplying the total condition (LOF) and criticality
(COF) scores. A normalized risk score was assigned to each water line by scaling up the risk scores so that
the maximum risk score equals 100. The result is a maximum normalized risk score of 100 with higher
scores representing water lines in very poor quality and of extreme criticality. The water line normalized
risk scores were then grouped into ranges, and descriptive scores of Very Low to Very Highwere
assigned. The water line RBA results are summarized in Table 13-5 and displayed on Figure 13-9.
Table 13-5 Water Line Normalized Risk Scoring Results
Normalized Risk Length % of
Grade Risk Score Range (mi) System
Very Low 0.0 10.0 13.59 10.4%
Low 10.1 30.0 65.28 49.9%
Medium 30.1 50.0 37.25 28.4%
High 50.1 70.0 10.93 8.4%
Very High 70.1 - 100.0 3.72 2.9%
Total 130.77 100.0%
Figure 13-9 Water Line Normalized Risk Score Distribution
90
80
65.28
e
70
p
i
P
60
f
o
e
50
g
a
e
37.25
l
i
40
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30
a
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n
i
20
L
13.59
10.93
10
3.72
0
Very LowLowMediumHighVery High
% of
28.4%2.9%
8.4%
10.4%49.9%
System
Category
The results of the risk assessment show 60.3 percent of the water lines to have a risk grade of very low or
low. Conversely, 11.3 percent of the water lines are scored with a risk grade of high or very high. Industry
Water System Risk Based Assessment 13-9
Water and Wastewater CIP and RBA Report
City of Stephenville
best practices and organizations typically recommend a utility replace 1 2 percent a year of their existing
system in order to maintain and improve distribution system performance and reduce line breaks, fire
flow issues, and low pressures. The water line RBA results are shown on Figure 13-10. Appendix G contains
a series of maps showing the distribution of scores for each parameter throughout the distribution
system.
Water System Risk Based Assessment 13-10
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Water and Wastewater CIP and RBA Report
City of Stephenville
14.0
FNI developed an RBA program for the C collection system. The goal of the RBA program
wastewater lines through effective
rehabilitation and renewal. FNI conducted a desktop RBA to assign condition and criticality scores to each
wastewater line.
14.1 WASTE
14.1.1
wastewater lines was assessed based on their material, age, available work
order data, and field evaluation assessment information. At this time, the City does not maintain
electronic work order records tied to the asset ID, so work order data was geocoded and assigned to the
nearest wastewater line based on the associated address. The condition parameters used for this study
include:
Material: Based on supplied GIS data
Age: Calculated based on install date approximated by City staff
Work Order History: Based on the number of work orders associated with closest wastewater
line in proximity
Field Evaluation Assessment: Based on the recommende
previous SSES studies
The field evaluation assessment recommended rehabilitation actions required a visual inspection of the
wastewater line, which supersedes the desktop scoring. Wastewater line material, age, and work order
history information was only used when no SSES rehabilitation recommendation was available. Weighting,
criteria and scoring for each parameter used in the wastewater lines condition assessment is presented
in Table 14-1. A series of charts summarizing the wastewater line condition assessment were developed
for each parameter. The higher the score, the higher the likelihood of failure of the asset. Appendix H
contains a series of maps showing the distribution of scores for each parameter throughout the collection
system. The higher the score, the higher the likelihood of failure of the asset.
Wastewater System Risk Based Assessment 14-1
Water and Wastewater CIP and RBA Report
City of Stephenville
Table 14-1 Wastewater Line Condition Assessment Parameters
Parameter Weight Category Score
Cast Iron (C.I.) 10
Material 25% Clay 6
P.V.C. 1
n
o
i
Older than 50 years 10
:
t
g
a
nt
ii
41 50 years 8
l
r
i
o
b
c
a
Age 25% 31 40 years 6
S
h
e
p
21 30 years 4
R
o
t
S
k
E
s
0 20 years 2
S
e
S
D
Greater than 5 Work Orders/Cleaned Once per Month 10
o
N
3 5 Work Orders/Cleaned Once per 8 Weeks 7
Work
50%
Order Data
1 2 Work Orders 4
No Work Orders 1
:p
Replace 10
g
o
t
n
i
k
r
s
Pipe Burst 10
o
e
c
g
Field
D
S
n
Point Repair 10
i
s
r
n
e Evaluation 100%
o
o
d
i
cInstall Liner 10
t
e
S
Assessment
c
s
r
e
Cleaning 4
e
p
s
p
n
u
INone 1
S
Wastewater line material score by length is summarized in Figure 14-1. Wastewater line age score by
length is summarized in Figure 14-2. Wastewater line work order data score by length is summarized in
Figure 14-3. Wastewater line field evaluation assessment rehabilitation score by length is summarized in
Figure 14-4.
Most of the collection system is made of vitrified clay as shown on Figure 14-1. This material has
historically been the material of choice for the City. As the City has expanded to the west in recent
decades, the material choice has transitioned to plastics. Similarly, most of the collection system is older
than 50 years old as shown on Figure 14-2. This primarily represents the eastern part of the City. The
continued expansion west is apparent in increasingly younger wastewater lines in those areas. A majority
of the collection system does not have associated work orders or field assessment rehabilitations, as
shown on Figures 14-3 and 14-4, respectively.
Wastewater System Risk Based Assessment 14-2
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 14-1 Wastewater Line Material Distribution
80
75.02
70
e
60
p
i
P
f
50
o
e
39.84
g
a
40
e
l
i
M
30
r
a
e
n
i
20
L
10
0.17
0
P.V.CClayCast Iron
0.1%
34.6%65.3%
% of System
Category
Figure 14-2 Wastewater Line Age Distribution
60
48.32
50
e
p
i
P
40
f
o
e
g
a
30
e
25.44
l
i
M
19.35
r
a
20
e
n12.91
i
L
9.01
10
0
0 20 years21 30 years31 40 years 41 50 years> 50 years
% of
42.0%
11.2%7.8%16.8%22.2%
System
Category
Wastewater System Risk Based Assessment 14-3
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 14-3 Wastewater Line Work Order Data Distribution
94.2
100
90
80
e
p
i
70
P
f
o
60
e
g
a
50
e
l
i
M
40
r
a
e
30
n
i
L
20
11.92
5.09
10
3.82
0
No Work Orders1 2 Work Orders3 5 Work Orders> 5 Work Orders
% of
3.3%
4.4%
81.9%10.4%
System
Category
Figure 14-4 Wastewater Line Field Evaluation Assessment Rehabilitation Distribution
100
93.43
90
80
e
p
i
70
P
f
o
60
e
g
a
50
e
l
i
M
40
r
a
e
30
n
i
L
20
6.55
6.09
5.48
10
1.61
1.13
0.74
0
NoneCleaningInstall LinerPoint RepairPipe BurstReplaceNo Score
% of
81.2%
5.3%4.8%1.4%
1.0%
0.6%5.7%
System
Category
Wastewater System Risk Based Assessment 14-4
Water and Wastewater CIP and RBA Report
City of Stephenville
14.1.2
Wastewater line condition scores were calculated for each segment by totaling the weighted individual
scores for each parameter to develop a LOF score. The wastewater line condition scores were then
grouped into ranges, and qualitative descriptions of Very Good to Very Poor condition were assigned.
The definitions for each scoring range are presented in Table 14-2. Results of the wastewater line
condition assessment are presented in Figure 14-5.
Based on the weightings and scores, approximately 19.8 percent of the collection system is estimated to
be in poor or very poor condition. These scores are primarily seen within Basins 6E, 6W, and 9, similar to
the age and material distribution.
Table 14-2 Wastewater Line LOF Score Range and Results
Length % of
Total LOF Score LOF Score Range (mi) System
Very Good 0.0 - 2.0 24.97 21.7%
Good 2.1 3.5 27.5 23.9%
Fair 3.6 - 5.0 39.87 34.6%
Poor 5.1 6.5 6.18 5.4%
Very Poor 6.6 - 10.0 16.51 14.4%
Total 115.03 100.0%
Figure 14-5 Wastewater Line LOF Score Distribution
45
39.87
40
35
e
p
i
P
3027.5
f
o
24.97
e
25
g
a
e
l
i
20
16.51
M
r
a
15
e
n
i
L
10
6.18
5
0
Very GoodGoodFairPoorVery Poor
% of
14.4%
21.7%23.9%34.6%5.4%
System
Category
Wastewater System Risk Based Assessment 14-5
Water and Wastewater CIP and RBA Report
City of Stephenville
14.2
14.2.1
wastewater lines was assessed based on accessibility, customers served, and
potential environmental concerns.
Access Issues: Highway, railway, arterial road crossing, and water body crossings based on GIS
data
Customers Served: Based on the wastewater line diameter
Potential Environmental Issues: Based on proximity to documented historical Sanitary Sewer
Overflows (SSO) from 2006-2018
Weighting, criteria, and scoring for each parameter used in the wastewater line criticality assessment are
presented in Table 14-3. A series of charts summarizing the wastewater line criticality assessment were
developed for each parameter. Appendix H contains a series of maps showing the distribution of scores
for each parameter throughout the collection system. The higher the score, the higher the consequence
of failure of the asset.
Table 14-3 Wastewater Line Criticality Assessment Parameters
Parameter Weight Category Score
River/Stream/Railroad 10
Interstate/State Highway 7
Access Issues 45%
Major Collector/Arterial Road 4
No Crossing 1
Greater than or equal 20-inches 10
12-inches 18-inches 5
Customers Served
35%
(Diameter)
8-inches 10-inches 3
Less than 8-inches 1
Greater than 5 SSOs 10
Environmental
20% 1 5 SSOs 7
SSO Issues
No SSOs 1
Wastewater line accessibility score by length is presented in Figure 14-6. Wastewater line upstream
population served score by length is presented in Figure 14-7. Wastewater line potential environmental
issues score by length is presented in Figure 14-8. Unlike condition, the criticality of a line rarely changes,
as it is based on proximity to certain features or line size.
Wastewater System Risk Based Assessment 14-6
Water and Wastewater CIP and RBA Report
City of Stephenville
As shown graphically on Figure 14-6, the spatial analysis shows that most of the collection system is
located in minor streets which are not expected to represent significant access issues. Figure 14-7 shows
that a majority of the collection system is composed of 6-inch and smaller lines. Figure 14-8 shows that a
majority of the collection system has not experienced a SSO from 2006-2018.
Figure 14-6 Wastewater Line Access Issues Distribution
80
68.59
70
e
60
p
i
P
f
50
o
e
g
40
a
e
l
i
M
30
22.61
r
a
e
20
n
i
12.58
11.25
L
10
0
No CrossingMajor Collector /Interstate / StateRiver / Stream /
Arterial RoadHighwayRailroad
% of
10.9%
19.7%9.8%
59.6%
System
Category
Figure 14-7 Wastewater Line Customers Served Distribution
80
73.82
70
e
60
p
i
P
f
50
o
e
g
a
40
e
l
i
M
30
r
a
21.98
e
n
i
20
L
11.9
7.33
10
0
<= 6"8" 10"12" 18">= 20"
% of
6.4%
10.3%
64.2%19.1%
System
Category
Wastewater System Risk Based Assessment 14-7
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 14-8 Wastewater Line Environmental SSO Issues Distribution
120
100.48
100
e
p
i
P
80
f
o
e
g
a
60
e
l
i
M
r
a
40
e
n
i
L
14.05
20
0.5
0
No SSOs1 5 SSOsGreater than 5 SSOs
% of
12.2%
87.4%0.4%
System
Category
14.2.2
Wastewater line criticality scores were calculated for each line segment by totaling the weighted
individual scores for each parameter to develop a total COF score. The wastewater line criticalityscores
were then grouped into ranges, and descriptive scores of Negligible Impact to Extreme Impact were
assigned. The definitions for each scoring range are presented in Table 14-4. Results of the wastewater
line criticality assessment are presented in Figure 14-9.
Based on the weightings and scores, approximately 14.3 percent of the collection system is estimated to
have a high or extreme impact of failure. The areas indicating high and extreme consequence of failure
are the large diameter interceptors which are primarily located near major roads or water bodies.
Table 14-4 Wastewater Line COF Score Range and Results
Length % of
Total COF Score COF Score Range (mi) System
Negligible Impact 0.0 - 2.0 14.07 12.2%
Low Impact 2.1 3.5 63.56 55.2%
Medium Impact 3.6 - 5.0 21.05 18.3%
High Impact 5.1 6.5 11.34 9.9%
Extreme Impact 6.6 - 10.0 5.01 4.4%
Total 130.77 100.0%
Wastewater System Risk Based Assessment 14-8
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 14-9 Wastewater Line COF Score Distribution
70
63.56
60
e
p
i
50
P
f
o
e
40
g
a
e
l
i
30
M
r
21.05
a
e
20
n
i14.07
L
11.34
10
5.01
0
Negligible ImpactLow ImpactMedium ImpactHigh ImpactExtreme Impact
% of
4.4%
12.2%55.2%18.3%9.9%
System
Category
14.3 NORMALIZEDRISKSCORE
A total risk score was assigned to each wastewater line by multiplying the total condition (LOF) and
criticality (COF) scores. A normalized risk score was assigned to each water main by scaling up the risk
scores so that the maximum risk score equals 100. The result is a maximum normalized risk score of 100
with higher scores representing wastewater lines in very poor quality and of extreme criticality. The
wastewater line total risk scores were then grouped into ranges, and descriptive scores of Very Low to
Very High were assigned. The wastewater line RBA results are summarized in Table 14-5 and displayed
on Figure 14-10.
Table 14-5 Wastewater Line Normalized Risk Scoring Results
Normalized Risk Length % of
Grade Risk Score Range (mi) System
Very Low 0.0 10.0 32.6 28.3%
Low 10.1 30.0 63.14 54.8%
Medium 30.1 50.0 14.47 12.6%
High 50.1 70.0 3.18 2.8%
Very High 70.1 - 100.0 1.64 1.5%
Total 115.03 100.0%
Wastewater System Risk Based Assessment 14-9
Water and Wastewater CIP and RBA Report
City of Stephenville
Figure 14-10 Wastewater Line Normalized Risk Score Distribution
90
80
e
70
63.14
p
i
P
60
f
o
e
50
g
a
e
l
i
40
32.6
M
r
30
a
e
n
i
14.47
20
L
10
3.18
1.64
0
Very LowLowMediumHighVery High
% of
12.6%1.5%
2.8%
28.3%54.8%
System
Category
The results of the risk assessment show 83.1 percent of the wastewater lines to have a risk grade of very
low or low. Conversely, 4.3 percent of the wastewater lines are scored with a risk grade of high or very
high. Industry best practices and organizations typically recommend a utility replace 1 2 percent per
year of their existing system in order to maintain and improve collection system performance and reduce
blockages, stoppages, or SSOs. Future inspections of the collection system will enable the City to further
evaluate the need for system renewal and serve as a decision-making tool. The wastewater main RBA
results are shown on Figure 14-11. Appendix H contains a series of maps showing the distribution of
scores for each parameter throughout the collection system.
Wastewater System Risk Based Assessment 14-10
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Water and Wastewater CIP and RBA Report
City of Stephenville
INFORMATION
Tarleton State University
Student Headcount
Fall 2008 to 2018
20082009201020112012
9,6348,5989,3409,89310,279
20132014201520162017
10,93711,68112,33313,05213,019
2018
13,115
Note: Total Enrollments from Certified THECB Data
Campus, Student Type, Major, Concetration & Minor breakdown from
Uncertified Banner Data
Page 1 of 1
Run Date: Jan 16, 2019
Report: WF0001
On Campus Occupancy Totals
1,408
Spring 2008
1,599
Fall 2008
1,494
Spring 2009
1,541
Fall 2009
1,456
Spring 2010
1,792
Fall 2010
1,615
Spring 2011
2,513
Fall 2011
2,284
Spring 2012
2,741
Fall 2012
2,451
Spring 2013
3,142
Fall 2013
2,862
Spring 2014
3,617
Fall 2014
3,228
Spring 2015
3,818
Fall 2015
3,522
Spring 2016
3,801
Fall 2016
3,461
Spring 2017
3,662
Fall 2017
3,259
Spring 2018
3,596
Fall 2018
Strategic Planning and Funding
Strategic Planning and Funding
Enrollment Forecast
2017-2030
Texas Institutions of Higher Education
January 2017
605
7,8867,9569,4778,0021,5091,5443,684
2030
22,82112,56715,19817,19812,14515,80612,98639,83810,78050,61911,01010,39724,46075,07913,94914,33518,57547,42134,11043,887
216,522339,920175,962
593
7,7027,7219,1178,0231,5341,6173,473
2025
22,02012,22014,66116,52111,71615,18412,44938,47210,53849,01010,70010,01523,86672,87613,76713,84217,66245,26832,56142,680
208,950327,784169,255
582
7,4167,4458,5407,5351,4941,5909,6593,228
2020
20,81311,68813,68015,52711,13914,35111,66037,15410,16847,32210,09422,83870,15913,46613,07716,40642,08429,07739,947
196,887309,069157,284
554
7,3717,3968,4267,3909,9621,4851,5769,5943,179
2019
20,60211,59013,44915,33811,04714,19411,51736,83010,08546,91522,61769,53213,36712,90116,12841,44628,32839,278
194,527305,335154,626
504
7,3087,3418,3157,2289,8311,4761,5659,5283,133
2018
20,39211,48613,20615,15710,95614,04811,37736,54310,01346,55622,40068,95613,28412,72615,86140,84027,62638,685
192,041301,707152,155
438
7,2577,2948,2197,0829,9599,7271,4901,5459,4733,091
2017
20,21911,39612,96714,99810,88513,92911,26436,35446,31322,23568,54813,21712,56115,61540,27626,99738,152
189,838298,537149,909
.
249
7,2027,2488,1817,0729,9029,5291,4831,5259,4593,026
2016
20,09611,38512,72114,85110,83213,76211,22836,22546,12721,99668,12313,06312,38515,51839,71426,79137,934
Prelim
188,279295,521148,431
7
0
6,2027,2219,4287,9857,4169,4829,5761,3431,4279,3652,488
2015
18,85711,47712,19214,98513,59110,77035,54645,02821,71166,73912,33312,30215,14637,00824,55437,175
Actual
181,887287,340141,006
0
N/A
6,7199,8076,5736,9227,8391,5831,2089,3402,084
2010
16,86111,15415,21310,79115,03510,49731,58739,42611,54010,15324,48463,91010,28014,00832,97517,12836,067
Actual
175,854273,046121,882
Fort Bend
-
Fair
-
CyKingwood Montgomery North Harris Tomball University Park
Dallas
------
-
ollege
Commerce
C
-
Central CampusNorth CampusSouth Campus
---
echnical
T
CollegeCollegeCollege
College System
r College System
Year Colleges SubtotalYear Colleges Subtotal
tate
--
tar College System
S
Coast Regional Totals
TwoTwo
University SubtotalUniversity Subtotal
exas
Strategic Planning and Funding
Institution Name Lee CollegeLone Star College SystemLone SLone StaLone Star Lone Star College SystemLone Star College SystemSan JacintoSan JacintoSan JacintoTWharton County Junior College
Gulf High Plains Region Texas Tech UniversityWest Texas A&M University Amarillo CollegeClarendon CollegeFrank Phillips CollegeSouth Plains College High Plains Regional Totals
Metroplex Region Tarleton State UniversityTexas A&M UniversityTexas Woman's UniversityThe University of Texas at ArlingtonThe University of Texas at DallasUniversity of North TexasUniversity
of North Texas
Water and Wastewater CIP and RBA Report
City of Stephenville
B
SCHEMATIC
wells)*
(two wells)*
town Well Field (five
-
Chlorination
In
EPG
Downtown Well Field
PWS ID# 0720002
City of Stephenville
ChlorinationChlorination
Investigator: Gregory Nagel
(1) @ 0.75 MG
Investigation Date: 6/14/2017
Ground Storage Tank
EP 01
Garfield Pump Station
PUBLIC WATER SYSTEM DIAGRAM
Paddock Pump StationPaddock Pump Station
(1) @ 0.5 MG
each
Pumps
Service
Ground Storage Tank
(2) @ 1000 GPM
Pumps
Service
(2) @ 1000 GPM each
Pump
Service
0.5 MG0.5 MG
(1) @ 800 GPM
EP 03
TEXAS COMMISSION ON ENVIRONMENTAL QUALITY
information on individual well
* Please see the attached document for
6,715
1,679
Connections
Connections
Low Zone Pressure Plane
High Zone Pressure Plane
EP 02
each
eachPumps
Service
Pumps
Service
0.75 MG
PumpsPumps
Service Service
(1) @ 900 GPM
(1) @ 1800 GPM
(3) @ 1600 GPM
(2) @ 1200 GPM
Chlorination
EP 04
EPG
Pumps
Service
Airport Pump Station
Field (nine wells)*
Ground Storage Tank
Airport/Hwy 67 Well
(2) @ 500 GPM each
(1) @ 1 MG
EPG
(1) @ 1 MG
Ground Storage Tank
Chlorination
Ground Storage Tank
(1) @ 1 MG South Lillian Pump StationSouth Lillian Pump Station
EPG
Hwy 377 Pump Station
(1) @ 0.5 MG
wells)*
Ground Storage TankGround Storage Tank
Dublin Transfer Station
Transfer pumps
914 Well Field (eight
Alexander Ridge/ FM
(3) @ 300 GPM each
Field (six wells)*
Bowman Ridge Well
Water District
PWS ID# 0470015
Purchase Rate = 1154 GPM
PURCHASE WATER SOURCE
Upper Leon River Municipal
Water and Wastewater CIP and RBA Report
City of Stephenville
C
City of Stephenville
Pressure and Level Calibration Summary
August 24, 2018
Table C-1
Pressure Calibration Summary
Within 10 PSIWithin 5 PSIWithin 3 PSI
Pressure RecorderPressure Plane(%)(%)(%)
tw ϔ\[Њ\[ƚǞВЏіВЏіБЍі
tw ϔ\[Ћ\[ƚǞЊЉЉіВЋіЏЍі
tw ϔ\[Ќ\[ƚǞЊЉЉіВЋіБЉі
tw ϔ\[Ѝ\[ƚǞВЏіВЏіЏБі
tw ϔ\[Ў\[ƚǞВЏіВЏіБЉі
tw ϔ\[Џ\[ƚǞВЏіВЏіАЋі
tw ϔIЊIźŭŷЊЉЉіЊЉЉіБЉі
tw ϔIЋIźŭŷЊЉЉіВЋіБЉі
tw ϔIЌIźŭŷЊЉЉіВЏіБЉі
tw ϔIЍIźŭŷЊЉЉіББіАЏі
Total Average98%94%76%
Low Pressure Plane Average97%95%75%
High Pressure Plane Average100%94%79%
Table C-2
Storage Tank Level Calibration Summary
Within 5 FeetWithin 3 FeetWithin 1 Feet
Storage TankPressure Plane(%)(%)(%)
DğƩŅźĻƌķ 9{\[ƚǞЊЉЉіЊЉЉіЊЉЉі
ЌАА D{\[ƚǞΉIźŭŷЊЉЉіЊЉЉіЌЋі
ЌАА 9{IźŭŷЊЉЉіЊЉЉіЎЏі
Average100%100%63%
Paddock GST (Low)
August 24
Garfield GST (High/Low)
1
-
Calibration Day:
August 26, 2018
Friday,
-
Date
Figure C
GST Level Summary
Lillian GST (High/Low)
August 14, 2018
Airport GST (Low)
50
3025201510
Tank Elevation (ft) (From SCADA)
377 GST (High/Low)
August 24
2
-
Calibration Day:
August 26, 2018
Friday,
-
Date
Garfield EST (Low)
Figure C
EST Level Summary
August 14, 2018
377 EST (High)
50
40353025201510
Tank Elevation (ft) (From SCADA)
Garfield PS1 (Low)
August 24
3
-
Calibration Day:
August 26, 2018
Friday,
-
Date
Lillian LP (Low)
Figure C
August 14, 2018
Low PP Pump Station Flow Summary
Airport PS (Low)
0
500
2,5002,0001,5001,000
Pump Station Flow (gpm) (From SCADA)
377 PS (High)
Garfield PS2 (High)
August 24
4
-
Calibration Day:
August 26, 2018
Friday,
-
Date
Figure C
Lillian HPB (High)
August 14, 2018
High PP Pump Station Flow Summary
Lillian HP (High)
0
500
3,0002,5002,0001,5001,000
Pump Station Flow (gpm) (From SCADA)
Calculated Usage (MGD)
76543210
24
23
22
21
20
19
18
17
16
15
14
13
5
12
-
Time
Friday, August 24
11
10
Figure C
Diurnal Curve
August 24, 2018
9
8
7
6
5
4
3
2
1
0
2.01.81.61.41.21.00.80.60.40.20.0
Peaking Factor
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
6
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
В
Б
Pressure Recorder #L1 (Low PZ)
South 3rd Street and West Cage Street.
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
7
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
110 Omaha Street
В
Б
Pressure Recorder #L2 (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
8
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
122 Ben Hogan
August 24, 2018
В
Б
Pressure Recorder #L3 (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
9
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
В
670 West Lingleville Road
Б
Pressure Recorder #L4 (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
10
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
В
211 East McNeil Street
Б
Pressure Recorder #L5 (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
11
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
841 Sun Down Drive
В
Б
Pressure Recorder #L6 (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
12
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
В
Northwest Loop and West Fwy Б
Pressure Recorder #H1 (High PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
13
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
В
410 North Charlotte Avenue
Б
Pressure Recorder #H2 (High PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
14
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
В
640 Bluebonnet Street
Б
Pressure Recorder #H3 (High PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
15
-
ЊЋ
Time
ЊЊ
Figure C
ЊЉ
August 24, 2018
В
1399 North Rose Drive
Б
Pressure Recorder #H4 (High PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
ВЉБЉАЉЏЉЎЉЍЉЌЉЋЉЊЉ
ЊЍЉЊЌЉЊЋЉЊЊЉЊЉЉ
Pressure (PSI)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
16
-
ЊЋ
Time
ЊЊ
Figure C
August 24, 2018
ЊЉ
В
Б
0.50 MG Garfield EST Level (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
ЎЉ
ЍЎЍЉЌЎЌЉЋЎЋЉЊЎЊЉ
Level (Feet)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
17
-
ЊЌ
ЊЋ
Time
Figure C
ЊЊ
August 24, 2018
ЊЉ
В
Б
1.00 MG Highway 377 GST Level (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
ЎЉ
ЍЎЍЉЌЎЌЉЋЎЋЉЊЎЊЉ
Level (Feet)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
18
-
ЊЌ
ЊЋ
Time
Figure C
ЊЊ
August 24, 2018
ЊЉ
В
Б
0.75 MG Highway 377 EST Level (High PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
ЎЉ
ЍЎЍЉЌЎЌЉЋЎЋЉЊЎЊЉ
Level (Feet)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
ЊЌ
19
-
ЊЋ
Time
ЊЊ
Figure C
August 24, 2018
ЊЉ
В
Б
Airport Pump Station Flow (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
БЉЉЏЉЉЍЉЉЋЉЉ
ЋͲЉЉЉЊͲБЉЉЊͲЏЉЉЊͲЍЉЉЊͲЋЉЉЊͲЉЉЉ
Flow (gpm)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
20
ЊЌ
-
ЊЋ
Time
ЊЊ
Figure C
August 24, 2018
ЊЉ
В
Б
Lillian #1 Pump Station Flow (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
БЉЉЏЉЉЍЉЉЋЉЉ
ЋͲЉЉЉЊͲБЉЉЊͲЏЉЉЊͲЍЉЉЊͲЋЉЉЊͲЉЉЉ
Flow (gpm)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
21
-
ЊЌ
ЊЋ
Time
Figure C
ЊЊ
August 24, 2018
ЊЉ
В
Б
Garfield #1 Pump Station Flow (Low PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
БЉЉЏЉЉЍЉЉЋЉЉ
ЋͲЉЉЉЊͲБЉЉЊͲЏЉЉЊͲЍЉЉЊͲЋЉЉЊͲЉЉЉ
Flow (gpm)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
22
-
ЊЌ
ЊЋ
Time
Figure C
ЊЊ
August 24, 2018
ЊЉ
В
Б
Garfield #2 Pump Station Flow (High PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
БЉЉЏЉЉЍЉЉЋЉЉ
ЋͲЉЉЉЊͲБЉЉЊͲЏЉЉЊͲЍЉЉЊͲЋЉЉЊͲЉЉЉ
Flow (gpm)
ЋЍ
ЋЌ
wĻĭƚƩķĻķaƚķĻƌĻķ
ЋЋ
ЋЊ
ЋЉ
ЊВ
ЊБ
ЊА
ЊЏ
ЊЎ
ЊЍ
23
-
ЊЌ
ЊЋ
Time
Figure C
ЊЊ
August 24, 2018
ЊЉ
В
Б
Highway 377 Pump Station Flow (High PZ)
А
Џ
Ў
Ѝ
Ќ
Ћ
Њ
Љ
Љ
БЉЉЏЉЉЍЉЉЋЉЉ
ЋͲЉЉЉЊͲБЉЉЊͲЏЉЉЊͲЍЉЉЊͲЋЉЉЊͲЉЉЉ
Flow (gpm)
Water and Wastewater CIP and RBA Report
City of Stephenville
D
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
12024
Project Name:16-inch Frey Street Water Line Extension
Project Description:Vicinity Map
This project consists of a 16-inch water line extending from the
existing 16-inch water line near the Highway 377 Elevated Storage
Tank to the existing 16-inch water line along West Frey Street.
Project Drivers:
This project will provide additional distribution capacity to serve
existing customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 16" WL & Appurtenances4,600LF$ 192 $ 883,200
SUBTOTAL:
$ 883,200
CONTINGENCY30%$ 265,000
SUBTOTAL:
$ 1,148,200
ENG/SURVEY15%$ 172,300
SUBTOTAL:
$ 1,320,500
Estimated Project Total:$ 1,320,500
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
22024
Project Name:12-inch Washington Street Water Line Replacement
Project Description:Vicinity Map
This project consists of upsizing the existing 6-inch water line from
the intersection of South Loop and Dale Avenue to the existing 14-
inch water line on Washington Street to a 12-inch water line.
Project Drivers:
This project will provide additional distribution capacity from the
High Pressure Plane to the Low Pressure Plane to serve existing
customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 12" WL & Appurtenances4,600LF$ 168 $ 772,800
2Asphalt Pavement Repair4,600LF$ 80$ 368,000
SUBTOTAL:
$ 1,140,800
CONTINGENCY30%$ 342,300
SUBTOTAL:
$ 1,483,100
ENG/SURVEY15%$ 222,500
SUBTOTAL:
$ 1,705,600
Estimated Project Total:$ 1,705,600
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
32024
Project Name:16-inch Frey Street Water Line Replacement
Project Description:Vicinity Map
This project consists of upsizing the existing 12-inch water line from
the intersection of Dale Ave and Frey Street to the Garfield Pump
Station to a 16-inch water line.
Project Drivers:
This project will provide additional distribution capacity from the
Garfield Pump Station to serve existing customers and future
growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 16" WL & Appurtenances4,900LF$ 224 $ 1,097,600
2Asphalt Pavement Repair4,900LF$ 80$ 392,000
SUBTOTAL:$ 1,489,600
CONTINGENCY30%$ 446,900
SUBTOTAL:$ 1,936,500
ENG/SURVEY15%$ 290,500
SUBTOTAL:$ 2,227,000
Estimated Project Total:$ 2,227,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
42024
Project Name:12-inch Lockhart Road Water Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch water line extending from
the existing 16-inch water line near Lockhart to the existing 16-inch
water line near Cedar Street.
Project Drivers:
This project will extend water service to future development in the
Low Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs. This project falls within
a census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 12" WL & Appurtenances12,400LF$ 144 $ 1,785,600
220" Boring and Casing100LF$ 400 $ 40,000
3Asphalt Pavement Repair2,900LF$ 80$ 232,000
SUBTOTAL:
$ 2,057,600
CONTINGENCY30%$ 617,300
SUBTOTAL:
$ 2,674,900
ENG/SURVEY15%$ 401,300
SUBTOTAL:
$ 3,076,200
Estimated Project Total:$ 3,076,200
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
52024
Project Name:12-inch Diana Lane Water Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch water line extending from
the existing 12-inch water line along Forest Lane to the proposed 8-
inch water line along F.M. 8.
Project Drivers:
This project will provide additional distribution capacity to the
western portion of the High Pressure Plane to serve existing
customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 12" WL & Appurtenances8,600LF$ 168 $ 1,444,800
2Asphalt Pavement Repair8,600LF$ 80$ 688,000
SUBTOTAL:$ 2,132,800
CONTINGENCY30%$ 639,900
SUBTOTAL:$ 2,772,700
ENG/SURVEY15%$ 416,000
SUBTOTAL:$ 3,188,700
Estimated Project Total:$ 3,188,700
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
62024
Project Name:12-inch Washington Street Water Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch water line extending from
the intersection of Virginia Avenue and Washington Street to the
existing 16-inch water line along Morgan Mill Road.
Project Drivers:
This project will provide additional distribution capacity to the
eastern portion of the Low Pressure Plane to serve existing
customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 12" WL & Appurtenances4,800LF$ 168 $ 806,400
220" Boring and Casing200LF$ 400 $ 80,000
3Asphalt Pavement Repair4,800LF$ 80$ 384,000
SUBTOTAL:
$ 1,270,400
CONTINGENCY30%$ 381,200
SUBTOTAL:
$ 1,651,600
ENG/SURVEY15%$ 247,800
SUBTOTAL:
$ 1,899,400
Estimated Project Total:$ 1,899,400
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
72024
Project Name:Proposed Low Pressure Plane Elevated Storage Tank
Project Description:Vicinity Map
This project consists of a new 0.75 MG Elevated Storage Tank near
the intersection of Lingleville Road and Morgan Mill Road.
Project Drivers:
This project will provide additional elevated storage capacity to
meet TCEQ storage requirements.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
10.75 MG Elevated Storage Tank1LS$ 2,250,000 $ 2,250,000
2Rural 16" WL & Appurtenances300LF$ 192 $ 57,600
SUBTOTAL:
$ 2,307,600
CONTINGENCY30%$ 692,300
SUBTOTAL:
$ 2,999,900
ENG/SURVEY15%$ 450,000
SUBTOTAL:
$ 3,449,900
Estimated Project Total:$ 3,449,900
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
82024
Project Name:Paddock Pump Station Decommission
Project Description:Vicinity Map
This project consists of decommissioning the Paddock Pump
Station and Ground Storage Tank and replacing the storage with
the Airport 1 MG Elevated Storage Tank.
Project Drivers:
City Staff indicated the Paddock Pump Station is older and has
structural concerns. This project will simplify water systems
operations.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Decommission Pump Station1LS$ 60,000$ 60,000
2Decommission Ground Storage Tank1LS$ 25,000$ 25,000
31.0 MG Elevated Storage Tank1LS$ 3,000,000 $ 3,000,000
SUBTOTAL:$ 3,085,000
CONTINGENCY30%$ 925,500
SUBTOTAL:$ 4,010,500
ENG/SURVEY15%$ 601,600
SUBTOTAL:$ 4,612,100
Estimated Project Total:$ 4,612,100
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
A2024
Project Name:AWIA Risk and Resilience Assessment
Project Description:Vicinity Map
This project consists of the implementation of an America's Water
Infrastructure Act Risk and Resilience Assessment.
Project Drivers:
This project will bring the City into compliance with the EPA's AWIA
law. For utility's serving 3,301 to 49,999 people, the Risk and
Resilience Assessment must be completed by June 30, 2021. An
Emergency Response Plan must be completed six months later by
December 30, 2021.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1AWIA Risk and Resilience Assessment1LS$ 100,000$ 100,000
SUBTOTAL:
$ 100,000
CONTINGENCY0%$ -
SUBTOTAL:
$ 100,000
ENG/SURVEY0%$ -
SUBTOTAL:
$ 100,000
Estimated Project Total:$ 100,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
B2024
Project Name:Water Rate Study
Project Description:Vicinity Map
This project consists of the implementation of a Water Rate Study.
Project Drivers:
This project will provide the City with a Water Rate Study in order
to set water billing rates that will enable the City to fund projects
appropriately.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Water Rate Study1LS$ 25,000$ 25,000
SUBTOTAL:$ 25,000
CONTINGENCY0%$ -
SUBTOTAL:$ 25,000
ENG/SURVEY0%$ -
SUBTOTAL:$ 25,000
Estimated Project Total:$ 25,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
92029
Project Name:8-inch Paddock Avenue Water Line Replacement
Project Description:Vicinity Map
This project consists of the replacement of the existing 6-inch
water lines along Paddock Avenue from Lingleville Road to
Vanderbilt Street with an 8-inch water line.
Project Drivers:
This project will provide additional fire flow and distribution
capacity to serve existing customers and future growth. This
project falls within a census block that has a low and moderate
income percentage of greater than 51%. This project might be
eligible for Community Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 8" WL & Appurtenances4,700LF$ 112 $ 526,400
216" Boring and Casing100LF$ 320 $ 32,000
3Asphalt Pavement Repair4,700LF$ 80$ 376,000
SUBTOTAL:
$ 934,400
CONTINGENCY30%$ 280,400
SUBTOTAL:
$ 1,214,800
ENG/SURVEY15%$ 182,300
SUBTOTAL:
$ 1,397,100
Estimated Project Total:$ 1,397,100
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
102029
Project Name:8-inch Frey Street Water Line Replacement
Project Description:Vicinity Map
This project consists of the replacement of the existing 4/6-inch
water lines along Frey Street from the intersection of Frey Street
and Neblett Avenue to Belknap Avenue with an 8-inch water line.
Project Drivers:
This project will provide additional fire flow and distribution
capacity to serve existing customers and future growth. This
project falls within a census block that has a low and moderate
income percentage of greater than 51%. This project might be
eligible for Community Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 8" WL & Appurtenances4,800LF$ 112 $ 537,600
216" Boring and Casing100LF$ 320 $ 32,000
3Asphalt Pavement Repair4,800LF$ 80$ 384,000
SUBTOTAL:$ 953,600
CONTINGENCY30%$ 286,100
SUBTOTAL:$ 1,239,700
ENG/SURVEY15%$ 186,000
SUBTOTAL:$ 1,425,700
Estimated Project Total:$ 1,425,700
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
112029
Project Name:8-inch Ollie Avenue Water Line Replacement Phase 1
Project Description:Vicinity Map
This project consists of the replacement of the existing 2/6-inch
water lines along Ollie Avenue from the intersection of Prairie Wind
Boulevard and Lingleville Road to Jones Street with an 8-inch water
line.
Project Drivers:
This project will provide additional fire flow and distribution
capacity to serve existing customers and future growth. This
project falls within a census block that has a low and moderate
income percentage of greater than 51%. This project might be
eligible for Community Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 8" WL & Appurtenances3,600LF$ 112 $ 403,200
2Asphalt Pavement Repair3,600LF$ 80$ 288,000
SUBTOTAL:$ 691,200
CONTINGENCY30%$ 207,400
SUBTOTAL:$ 898,600
ENG/SURVEY15%$ 134,800
SUBTOTAL:$ 1,033,400
Estimated Project Total:$ 1,033,400
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
122029
Project Name:12-inch C.R. 386 Water Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch water line from the existing
12-inch water line along County Road 387 to the existing 12-inch
water lines along Forest Lane.
Project Drivers:
This project will extend water service to future development in the
High Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 12" WL & Appurtenances10,700LF$ 144 $ 1,540,800
220" Boring and Casing50LF$ 400 $ 20,000
3Asphalt Pavement Repair2,900LF$ 80$ 232,000
SUBTOTAL:
$ 1,792,800
CONTINGENCY30%$ 537,900
SUBTOTAL:
$ 2,330,700
ENG/SURVEY15%$ 349,700
SUBTOTAL:
$ 2,680,400
Estimated Project Total:$ 2,680,400
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
132029
Project Name:8-inch Washington Street Water Line Replacement
Project Description:Vicinity Map
This project consists of the replacement of the existing 4/6-inch
water lines along Washington Street from Lillian Avenue to
Paddock Avenue with an 8-inch water line.
Project Drivers:
This project will provide additional fire flow and distribution
capacity to serve existing customers and future growth. This
project falls within a census block that has a low and moderate
income percentage of greater than 51%. This project might be
eligible for Community Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 8" WL & Appurtenances4,500LF$ 112 $ 504,000
216" Boring and Casing300LF$ 320 $ 96,000
3Asphalt Pavement Repair4,500LF$ 80$ 360,000
SUBTOTAL:$ 960,000
CONTINGENCY30%$ 288,000
SUBTOTAL:$ 1,248,000
ENG/SURVEY15%$ 187,200
SUBTOTAL:$ 1,435,200
Estimated Project Total:$ 1,435,200
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
142029
Project Name:8-inch Ollie Avenue Water Line Replacement Phase 2
Project Description:Vicinity Map
This project consists of the replacement of the existing 4/6-inch
water lines along Ollie Avenue from Swan Street to Sloan Street
with an 8-inch water line.
Project Drivers:
This project will provide additional fire flow and distribution
capacity to serve existing customers and future growth. This
project falls within a census block that has a low and moderate
income percentage of greater than 51%. This project might be
eligible for Community Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 8" WL & Appurtenances3,200LF$ 112 $ 358,400
216" Boring and Casing100LF$ 320 $ 32,000
3Asphalt Pavement Repair3,200LF$ 80$ 256,000
SUBTOTAL:$ 646,400
CONTINGENCY30%$ 194,000
SUBTOTAL:$ 840,400
ENG/SURVEY15%$ 126,100
SUBTOTAL:$ 966,500
Estimated Project Total:$ 966,500
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
152029
Project Name:8-inch Overhill Drive Water Line Replacement
Project Description:Vicinity Map
This project consists of the replacement of the existing 6-inch
water line along Overhill Drive from Dale Avenue to Lydia Avenue
with an 8-inch water line.
Project Drivers:
This project will provide additional fire flow and distribution
capacity to serve existing customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 8" WL & Appurtenances2,000LF$ 112 $ 224,000
2Asphalt Pavement Repair2,000LF$ 80$ 160,000
SUBTOTAL:
$ 384,000
CONTINGENCY30%$ 115,200
SUBTOTAL:
$ 499,200
ENG/SURVEY15%$ 74,900
SUBTOTAL:
$ 574,100
Estimated Project Total:$ 574,100
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
162029
Project Name:12-inch Pecan Hill Drive Water Line Extension and Proposed High Pressure Plane Elevated Storage Tank
Project Description:Vicinity Map
This project consists of a new 12-inch water line along Pecan Hill
Drive from the proposed 12-inch water line along Diana Lane to the
existing 8-inch water line along Summit Avenue, as well as a new
Elevated Storage Tank near the intersection of Pecan Hill Drive and
Darren Drive.
Project Drivers:
This project will extend water service to incorporate the future
Elevated Storage Tank in the High Pressure Plane and provide
additional storage capacity to meet TCEQ storage requirements.
Specific timing of improvements are subject to change based on
how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Urban 12" WL & Appurtenances2,300LF$ 168 $ 386,400
2Asphalt Pavement Repair1,400LF$ 80$ 112,000
30.75 MG Elevated Storage Tank1LS$ 2,250,000 $ 2,250,000
SUBTOTAL:$ 2,748,400
CONTINGENCY30%$ 824,600
SUBTOTAL:$ 3,573,000
ENG/SURVEY15%$ 536,000
SUBTOTAL:$ 4,109,000
Estimated Project Total:$ 4,109,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
172039
Project Name:8-inch F.M. 8 Water Line Extension
Project Description:Vicinity Map
This project consists of a new 8-inch water line extending from the
intersection of Dale Avenue and Lingleville Road to the proposed
12-inch water line on Forest Lane.
Project Drivers:
This project will extend water service to future development in the
High Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 8" WL & Appurtenances12,000LF$ 96$ 1,152,000
216" Boring and Casing150LF$ 320 $ 48,000
3Asphalt Pavement Repair6,700LF$ 80$ 536,000
SUBTOTAL:$ 1,736,000
CONTINGENCY30%$ 520,800
SUBTOTAL:$ 2,256,800
ENG/SURVEY15%$ 338,600
SUBTOTAL:$ 2,595,400
Estimated Project Total:$ 2,595,400
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
182039
Project Name:8-inch F.M. 914 Water Line Extension
Project Description:Vicinity Map
This project consists of a new 8-inch water line extending from the
existing 12-inch water line along Alexander Road to the proposed
12-inch water line along County Road 256.
Project Drivers:
This project will extend water service to future development in the
Low Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs. This project falls within
a census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 8" WL & Appurtenances9,300LF$ 96$ 892,800
216" Boring and Casing100LF$ 320 $ 32,000
3Asphalt Pavement Repair1,400LF$ 80$ 112,000
SUBTOTAL:
$ 1,036,800
CONTINGENCY30%$ 311,100
SUBTOTAL:
$ 1,347,900
ENG/SURVEY15%$ 202,200
SUBTOTAL:
$ 1,550,100
Estimated Project Total:$ 1,550,100
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
192039
Project Name:12-inch Peach Orchard Road Water Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch water line extending from
the existing 12-inch water line along County Road 257 to the
proposed 12-inch water line near County Road 498. This project
also includes a new Pressure Reducing Valve to transfer water from
the High Pressure Plane to the Low Pressure Plane.
Project Drivers:
This project will extend water service to future development in the
High Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs. This project falls within
a census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 12" WL & Appurtenances12,900LF$ 144 $ 1,857,600
220" Boring and Casing150LF$ 400 $ 60,000
3Pressure Reducing Valve & Valve Vault1LS$ 50,000$ 50,000
SUBTOTAL:$ 1,967,600
CONTINGENCY30%$ 590,300
SUBTOTAL:$ 2,557,900
ENG/SURVEY15%$ 383,700
SUBTOTAL:$ 2,941,600
Estimated Project Total:$ 2,941,600
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
202039
Project Name:12-inch Highway 281 North Water Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch water line extending from
the existing 16-inch water line along Morgan Mill Road to the
existing 12-inch water line along Washington Street.
Project Drivers:
This project will extend water service to future development in the
Low Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 12" WL & Appurtenances11,700LF$ 144 $ 1,684,800
220" Boring and Casing200LF$ 400 $ 80,000
3Asphalt Pavement Repair3,800LF$ 80$ 304,000
SUBTOTAL:
$ 2,068,800
CONTINGENCY30%$ 620,700
SUBTOTAL:
$ 2,689,500
ENG/SURVEY15%$ 403,500
SUBTOTAL:
$ 3,093,000
Estimated Project Total:$ 3,093,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
212039
Project Name:12-inch Highway 281 South Water Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch water line from the existing
24-inch water line near the intersection of Glen Rose Road and East
Road to the existing 16-inch water line near Alexander Road.
Project Drivers:
This project will extend water service to future development in the
Low Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 12" WL & Appurtenances11,300LF$ 144 $ 1,627,200
220" Boring and Casing200LF$ 400 $ 80,000
3Asphalt Pavement Repair2,600LF$ 80$ 208,000
SUBTOTAL:
$ 1,915,200
CONTINGENCY30%$ 574,600
SUBTOTAL:
$ 2,489,800
ENG/SURVEY15%$ 373,500
SUBTOTAL:
$ 2,863,300
Estimated Project Total:$ 2,863,300
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
222039
Project Name:8-inch C.R. 387 Water Line Extension
Project Description:Vicinity Map
This project consists of a new 8-inch water line from the proposed
12-inch water line along County Road 386 to the existing 12-inch
water line along County Road 387.
Project Drivers:
This project will extend water service to future development in the
High Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 8" WL & Appurtenances7,100LF$ 96$ 681,600
216" Boring and Casing150LF$ 320 $ 48,000
SUBTOTAL:$ 729,600
CONTINGENCY30%$ 218,900
SUBTOTAL:$ 948,500
ENG/SURVEY15%$ 142,300
SUBTOTAL:$ 1,090,800
Estimated Project Total:$ 1,090,800
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
232039
Project Name:12-inch C.R. 517 Water Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch water line from the proposed
12-inch water line near Diana Lane to the proposed 12-inch water
line along County Road 386.
Project Drivers:
This project will extend water service to future development in the
High Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 12" WL & Appurtenances7,700LF$ 144 $ 1,108,800
220" Boring and Casing100LF$ 400 $ 40,000
3Asphalt Pavement Repair2,500LF$ 80$ 200,000
SUBTOTAL:$ 1,348,800
CONTINGENCY30%$ 404,700
SUBTOTAL:$ 1,753,500
ENG/SURVEY15%$ 263,100
SUBTOTAL:$ 2,016,600
Estimated Project Total:$ 2,016,600
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
242039
Project Name:8-inch S.H. 108 Water Line Extension
Project Description:Vicinity Map
This project consists of a new 8-inch water line from the existing 8-
inch water line near the intersection of Dale Avenue and West
Lingleville Road to the existing 16-inch water line near the
intersection of East Lingleville Road and Graham Avenue.
Project Drivers:
This project will extend water service to future development in the
Low Pressure Plane. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Rural 8" WL & Appurtenances23,600LF$ 96$ 2,265,600
216" Boring and Casing300LF$ 320 $ 96,000
3Asphalt Pavement Repair8,500LF$ 80$ 680,000
SUBTOTAL:$ 3,041,600
CONTINGENCY30%$ 912,500
SUBTOTAL:$ 3,954,100
ENG/SURVEY15%$ 593,200
SUBTOTAL:$ 4,547,300
Estimated Project Total:$ 4,547,300
Comments:
Water and Wastewater CIP and RBA Report
City of Stephenville
E
Wastewater and Stormwater Manhole Inspections
ArcGIS Collector Guidelines
Pre-Inspection Checklist
Apple
Android
1. Install ArcGIS Collector on Tablet or Smartphone
2. Download Stephenville Master Utility Map to the App
Instructions to follow
3. Identify which manholes to be inspected.
4. Bring a whiteboard and marker
Field Data Collection
1. Locate desired manhole.
Incoming Incoming
Pipe (2) Pipe (3)
2. Take a picture of the general surrounding with the manhole in view.
3. Write manhole ID on whiteboard, place next to manhole at the north
position for pictures.
If feature does not have a manhole ID, assign ID sequentially
d
r
starting with UMH_001.
a
Manhole
e
o
e
c
r
b
North a
e
e
l
4. Take a picture of the lid with the whiteboard in view.
t
H
i
P
h
6oclock
W
5. Remove manhole cover.
6. Orient pictures so that the 6 o
7. Take a picture looking into manhole.
8. Measure and record inverts for all incoming and outgoing pipes.
Outgoing
Stormwater manholes only: measure and record diameters for all
Pipe (1)
incoming and outgoing pipe.
9. Take a picture of the invert measurement readings.
10. Rename pictures with the manhole ID and short description of picture.
ie: 145205MH_IN3 would describe a picture for manhole ID
145205MH for the third incoming pipe.
11. Reinstall manhole cover.
Water and Wastewater CIP and RBA Report
City of Stephenville
F
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
12024
Project Name:12/15-inch Bellaire Street Wastewater Line Replacement
Project Description:Vicinity Map
This project of replacing the existing 10/12-inch wastewater line
from the FWWR Railroad to West Washington Street with a 12/15-
inch wastewater line.
Project Drivers:
This project will provide additional conveyance capacity to serve
existing customers and future growth. This project falls within a
census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
112" Pipe 8- 16 feet deep1,400LF$ 240 $ 336,000
215" Pipe 8- 16 feet deep800LF$ 300 $ 240,000
348" Diameter Manhole5EA$ 15,000$ 75,000
460" Diameter Manhole 4EA$ 20,000$ 80,000
520" Boring and Casing800LF$ 400 $ 320,000
626" Boring and Casing400LF$ 520 $ 208,000
SUBTOTAL:
$ 1,259,000
CONTINGENCY30%$ 377,700
SUBTOTAL:
$ 1,636,700
ENG/SURVEY15%$ 245,600
SUBTOTAL:
$ 1,882,300
Estimated Project Total:$ 1,882,300
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
22024
Project Name:8/12-inch Cedar Street Wastewater Line Extension
Project Description:Vicinity Map
This project consists of a new 8/12-inch wastewater line extending
to the southwest corner of Basin 10 from the existing 24-inch
wastewater line along West Cedar Street.
Project Drivers:
This project will extend wastewater service to future development
in Basin 10. Specific timing of improvements are subject to change
based on how development occurs. This project falls within a
census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
18" Pipe 8- 16 feet deep1,300LF$ 160 $ 208,000
212" Pipe 8- 16 feet deep1,300LF$ 240 $ 312,000
348" Diameter Manhole8EA$ 15,000$ 120,000
416" Boring and Casing100LF$ 320 $ 32,000
5Asphalt Pavement Repair50LF$ 80$ 4,000
SUBTOTAL:
$ 676,000
CONTINGENCY30%$ 202,800
SUBTOTAL:
$ 878,800
ENG/SURVEY15%$ 131,900
SUBTOTAL:
$ 1,010,700
Estimated Project Total:$ 1,010,700
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
32024
Project Name:24-inch Bosque River Wastewater Line Replacement
Project Description:Vicinity Map
This project consists of replacing the existing 12/15-inch
wastewater lines from the under design 30-inch Eastside
wastewater line to Prairie Wind Boulevard with a 24-inch
wastewater line.
Project Drivers:
City staff and hydraulic model results indicate the existing
wastewater line experiences surcharging during peak wet weather
events. This project will provide additional conveyance capacity to
serve existing customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
124" Pipe 8- 16 feet deep15,200LF$ 480 $ 7,296,000
260" Diameter Manhole 38EA$ 20,000$ 760,000
336" Boring and Casing200LF$ 720 $ 144,000
4Asphalt Pavement Repair200LF$ 80$ 16,000
SUBTOTAL:
$ 8,216,000
CONTINGENCY30%$ 2,464,800
SUBTOTAL:
$ 10,680,800
ENG/SURVEY15%$ 1,602,200
SUBTOTAL:
$ 12,283,000
Estimated Project Total:$ 12,283,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
42024
Project Name:8-inch Bluebonnet Street Wastewater Line Replacement
Project Description:Vicinity Map
This project includes the replacement of the existing 6-inch
wastewater line from the intersection of Oakwood Drive and
Bluebonnet Street to the existing 10-inch wastewater line along
Inglewood Drive with an 8-inch wastewater line.
Project Drivers:
This project will provide additional conveyance capacity to serve
existing customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
18" Pipe 8- 16 feet deep900LF$ 160 $ 144,000
248" Diameter Manhole5EA$ 15,000$ 75,000
3Asphalt Pavement Repair900LF$ 80$ 72,000
SUBTOTAL:
$ 291,000
CONTINGENCY30%$ 87,300
SUBTOTAL:
$ 378,300
ENG/SURVEY15%$ 56,800
SUBTOTAL:
$ 435,100
Estimated Project Total:$ 435,100
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
52024
Project Name:15/21-inch Washington Street Wastewater Line Replacement
Project Description:Vicinity Map
This project consists of the replacement of the existing 12-inch
wastewater lines along Northwest Loop and Washington Street
from the existing 12-inch wastewater line along U.S. 377 to the
existing 21-inch wastewater line near the FWWR Railroad with a
15/21-inch wastewater line.
Project Drivers:
This project will provide additional conveyance capacity to serve
existing customers and future growth. This project falls within a
census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
115" Pipe 8- 16 feet deep2,600LF$ 300 $ 780,000
221" Pipe 8- 16 feet deep4,300LF$ 420 $ 1,806,000
360" Diameter Manhole 19EA$ 20,000$ 380,000
426" Boring and Casing150LF$ 520 $ 78,000
5Concrete Pavement Repair1,500LF$ 100 $ 150,000
SUBTOTAL:$ 3,194,000
CONTINGENCY30%$ 958,200
SUBTOTAL:$ 4,152,200
ENG/SURVEY15%$ 622,900
SUBTOTAL:$ 4,775,100
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
A2024
Project Name:Wastewater Rate Study
Project Description:Vicinity Map
This project consists of the implementation of a Wastewater Rate
Study.
Project Drivers:
This project will provide the City with a Wastewater Rate Study in
order to set wastewater billing rates that will enable the City to
fund projects appropriately.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Wastewater Rate Study1LS$ 25,000$ 25,000
SUBTOTAL:
$ 25,000
CONTINGENCY0%$ -
SUBTOTAL:
$ 25,000
ENG/SURVEY0%$ -
SUBTOTAL:
$ 25,000
Estimated Project Total:$ 25,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
B2024
Project Name:EPA CMOM Plan Update
Project Description:Vicinity Map
This project consists of updating the City's EPA Capacity,
Maintenance, Operations, and Management Plan.
Project Drivers:
This project will provide the City with a current and up-to-date
CMOM Plan.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1EPA CMOM Plan Update1LS$ 75,000$ 75,000
SUBTOTAL:$ 75,000
CONTINGENCY0%$ -
SUBTOTAL:$ 75,000
ENG/SURVEY0%$ -
SUBTOTAL:$ 75,000
Estimated Project Total:$ 75,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
62029
Project Name:15-inch Lingleville Road Wastewater Line Replacement
Project Description:Vicinity Map
This project also includes the replacement of the existing 12-inch
wastewater line from Lingleville Road to the proposed 15/24-inch
wastewater lines near Prairie Wind Boulevard with a 15-inch
wastewater line.
Project Drivers:
This project will provide additional conveyance capacity to serve
existing customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
115" Pipe 8- 16 feet deep3,300LF$ 300$ 990,000
260" Diameter Manhole 9EA$ 20,000 $ 180,000
3Asphalt Pavement Repair100LF$ 80$ 8,000
426" Boring and Casing100LF$ 520$ 52,000
SUBTOTAL:
$ 1,230,000
CONTINGENCY30%$ 369,000
SUBTOTAL:
$ 1,599,000
ENG/SURVEY15%$ 239,900
SUBTOTAL:
$ 1,838,900
Estimated Project Total:$ 1,838,900
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
72029
Project Name:15-inch Prairie Wind Boulevard Wastewater Line Replacement
Project Description:Vicinity Map
This project consists of the replacement of the existing 6/8-inch
wastewater lines along Prairie Wind Boulevard from the proposed 24-
inch wastewater line along Prairie Wind Boulevard to the proposed 15-
inch wastewater line near the intersection of Prairie Wind Boulevard
and Byron Nelson Street.
Project Drivers:
This project will provide additional conveyance capacity to serve
existing customers and future growth.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
115" Pipe 8- 16 feet deep6,000LF$ 300$ 1,800,000
260" Diameter Manhole 16EA$ 20,000 $ 320,000
3Asphalt Pavement Repair5,100LF$ 80$ 408,000
SUBTOTAL:
$ 2,528,000
CONTINGENCY30%$ 758,400
SUBTOTAL:
$ 3,286,400
ENG/SURVEY15%$ 493,000
SUBTOTAL:
$ 3,779,400
Estimated Project Total:$ 3,779,400
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
82029
Project Name:Wastewater Treatment Plant Expansion
Project Description:Vicinity Map
This project consists of a 3.0 MGD treatment capacity expansion of the
existing Wastewater Treatment Plant near County Road 454.
Project Drivers:
The proposed improvements will provide capacity to treat projected
flows.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
13 MGD Wastewater Treatment Plant Expansion1LS$ 30,000,000 $ 30,000,000
SUBTOTAL:
$ 30,000,000
CONTINGENCY30%$ 9,000,000
SUBTOTAL:
$ 39,000,000
ENG/SURVEY15%$ 5,850,000
SUBTOTAL:
$ 44,850,000
Estimated Project Total:$ 44,850,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
92029
Project Name:Basin 9 SSES
Project Description:Vicinity Map
This project calls for a Sanitary Sewer Evaluation Study, or SSES, for
Basin 9. The area for this study is roughly defined as: Northwest Loop to
the north, Harbin Drive to the east, FWWR Railroad to the south, and
Pecan Hill Drive to the west.
Project Drivers:
The purpose of the SSES study is to reduce sources of infiltration and
inflow (I/I) into the City's collection system. The results of the flow
monitoring study indicated this portion of the collection system showed
high I/I. Activities for the SSES study include manhole inspections, CCTV
of pipelines, micro-metering areas, smoke testing, and dye water
testing.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Smoke Testing55,000LF$ 1 $ 41,250
2Dye-Water Testing55,000LF$ 2 $ 82,500
3CCTV55,000LF$ 3 $ 165,000
4Digital Manhole Inspections111LS$ 150$ 16,650
SUBTOTAL:
$ 305,400
CONTINGENCY30%$ 91,700
SUBTOTAL:
$ 397,100
ENG/SURVEY15%$ 59,600
SUBTOTAL:
$ 456,700
Estimated Project Total:$ 456,700
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
102029
Project Name:Basin 1 SSES
Project Description:Vicinity Map
This project calls for a Sanitary Sewer Evaluation Study, or SSES, for
Basin 1. The area for this study is roughly defined as: Lingleville Road to
the north, Morgan Mill Road and undeveloped land to the east,
Washington Street to the south, and College Farm Road and Dry Branch
to the west.
Project Drivers:
The purpose of the SSES study is to reduce sources of infiltration and
inflow (I/I) into the City's collection system. The results of the flow
monitoring study indicated this portion of the collection system showed
high I/I. Activities for the SSES study include manhole inspections, CCTV
of pipelines, micro-metering areas, smoke testing, and dye water
testing.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
1Smoke Testing28,800LF$ 1 $ 21,600
2Dye-Water Testing28,800LF$ 2 $ 43,200
3CCTV28,800LF$ 3 $ 86,400
4Digital Manhole Inspections77LS$ 150$ 11,550
SUBTOTAL:$ 162,800
CONTINGENCY30%$ 48,900
SUBTOTAL:$ 211,700
ENG/SURVEY15%$ 31,800
SUBTOTAL:$ 243,500
Estimated Project Total:$ 243,500
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
112039
Project Name:12/15-inch Basin 4 Wastewater Line Extension
Project Description:Vicinity Map
This project consists of a new 12/15-inch wastewater line
extending from the proposed 15-inch wastewater line near the
intersection of Prairie Wind Boulevard and Byron Nelson Street to
the proposed 8-inch wastewater line near Private Road 1020.
Project Drivers:
This project will extend wastewater service to future development
in Basins 4 and 8. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
112" Pipe 8- 16 feet deep6,100LF$ 240 $ 1,464,000
248" Diameter Manhole15EA$ 15,000$ 225,000
320" Boring and Casing50LF$ 400 $ 20,000
415" Pipe 8- 16 feet deep3,800LF$ 300 $ 1,140,000
560" Diameter Manhole 10EA$ 20,000$ 200,000
6Asphalt Pavement Repair100LF$ 80$ 8,000
SUBTOTAL:
$ 3,057,000
CONTINGENCY30%$ 917,100
SUBTOTAL:
$ 3,974,100
ENG/SURVEY15%$ 596,200
SUBTOTAL:
$ 4,570,300
Estimated Project Total:$ 4,570,300
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
122039
Project Name:12/15-inch C.R. 386 Wastewater Line Extension
Project Description:Vicinity Map
This project consists of a new 12/15-inch wastewater line
extending from County Road 386 and continuing across Basin 8 to
the proposed 15-inch wastewater line along U.S. 377.
Project Drivers:
This project will extend wastewater service to future development
in Basin 8. Specific timing of improvements are subject to change
based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
112" Pipe 8- 16 feet deep6,500LF$ 240 $ 1,560,000
248" Diameter Manhole15EA$ 15,000$ 225,000
320" Boring and Casing50LF$ 400 $ 20,000
415" Pipe 8- 16 feet deep2,700LF$ 300 $ 810,000
560" Diameter Manhole 8EA$ 20,000$ 160,000
6Asphalt Pavement Repair1,000LF$ 80$ 80,000
SUBTOTAL:$ 2,855,000
CONTINGENCY30%$ 856,500
SUBTOTAL:$ 3,711,500
ENG/SURVEY15%$ 556,800
SUBTOTAL:$ 4,268,300
Estimated Project Total:$ 4,268,300
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
132039
Project Name:12-inch F.M. 914 Wastewater Line Extension
Project Description:Vicinity Map
This project consists of a new 12-inch wastewater line extending
from County Road 256 to the existing 27-inch wastewater line near
the intersection of Logan Lane and F.M. 914.
Project Drivers:
This project will extend wastewater service to future development
in Basin 10. Specific timing of improvements are subject to change
based on how development occurs. This project falls within a
census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
112" Pipe 8- 16 feet deep5,000LF$ 240 $ 1,200,000
248" Diameter Manhole13EA$ 15,000$ 195,000
320" Boring and Casing100LF$ 400 $ 40,000
4Asphalt Pavement Repair100LF$ 80$ 8,000
SUBTOTAL:
$ 1,443,000
CONTINGENCY30%$ 432,900
SUBTOTAL:
$ 1,875,900
ENG/SURVEY15%$ 281,400
SUBTOTAL:
$ 2,157,300
Estimated Project Total:$ 2,157,300
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
142039
Project Name:8/12/15-inch FWWR Railroad Wastewater Line Improvements
Project Description:Vicinity Map
This project consists of the replacement of the existing 12-inch
wastewater line from the existing 12-inch wastewater line near
Bosque Lane to the proposed 21-inch wastewater line near
Lockhart Road with a 15-inch wastewater line. This project also
includes a new 8-inch wastewater line from County Road 257 to
the proposed 12-inch wastewater line near the FWWR Railroad.
This project also includes a new 8-inch wastewater line from
County Road 498 to the proposed 12-inch wastewater line near the
FWWR Railroad. These 8-inch lines continue as a new 12-inch
wastewater line to the proposed 15-inch wastewater line near
Bosque Lane.
Project Drivers:
This project will extend wastewater service to future development
in Basin 8. Specific timing of improvements are subject to change
based on how development occurs. This project falls within a
census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
18" Pipe 8- 16 feet deep9,700LF$ 160 $ 1,552,000
212" Pipe 8- 16 feet deep1,500LF$ 240 $ 360,000
315" Pipe 8- 16 feet deep3,400LF$ 300 $ 1,020,000
448" Diameter Manhole28EA$ 15,000$ 420,000
560" Diameter Manhole 10EA$ 20,000$ 200,000
620" Boring and Casing100LF$ 400 $ 40,000
SUBTOTAL:
$ 3,592,000
CONTINGENCY30%$ 1,077,600
SUBTOTAL:
$ 4,669,600
ENG/SURVEY15%$ 700,500
SUBTOTAL:
$ 5,370,100
Estimated Project Total:$ 5,370,100
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
152039
Project Name:8-inch C.R. 436 Wastewater Line Extension
Project Description:Vicinity Map
This project consists of a new 8-inch wastewater line from County
Road 436 to the under design/construction 48-inch wastewater line
near the southeast border of Basin 7.
Project Drivers:
This project will extend wastewater service to future development
in Basin 7. Specific timing of improvements are subject to change
based on how development occurs. This project falls within a
census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
18" Pipe 8- 16 feet deep2,600LF$ 160 $ 416,000
248" Diameter Manhole8EA$ 15,000$ 120,000
3Asphalt Pavement Repair150LF$ 80$ 12,000
SUBTOTAL:$ 548,000
CONTINGENCY30%$ 164,400
SUBTOTAL:$ 712,400
ENG/SURVEY15%$ 106,900
SUBTOTAL:$ 819,300
Estimated Project Total:$ 819,300
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
162039
Project Name:8-inch Basin 4 Wastewater Line Extension
Project Description:Vicinity Map
This project consists of a new 8-inch wastewater line extending
from the proposed 12-inch wastewater line near Private Road 1020
to County Road 386.
Project Drivers:
This project will extend wastewater service to future development
in Basins 4 and 8. Specific timing of improvements are subject to
change based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
18" Pipe 8- 16 feet deep6,000LF$ 160 $ 960,000
248" Diameter Manhole16EA$ 15,000$ 240,000
3Asphalt Pavement Repair100LF$ 80$ 8,000
SUBTOTAL:
$ 1,208,000
CONTINGENCY30%$ 362,400
SUBTOTAL:
$ 1,570,400
ENG/SURVEY15%$ 235,600
SUBTOTAL:
$ 1,806,000
Estimated Project Total:$ 1,806,000
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
172039
Project Name:8/12/15/18-inch East Road Wastewater Line Improvements
Project Description:Vicinity Map
This project consists of a new 8-inch wastewater line from County
Road 177 to the proposed 12-inch wastewater line on Morgan Mill
Road. This project also includes replacing the existing 8/12-inch
wastewater lines from the intersection of Morgan Mill Road and
Sunburst to Washington Street with a 12/15/18-inch wastewater
line.
Project Drivers:
This project will extend wastewater service to future development
in Basin 1. Specific timing of improvements are subject to change
based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
18" Pipe 8- 16 feet deep3,100LF$ 160 $ 496,000
212" Pipe 8- 16 feet deep2,000LF$ 240 $ 480,000
315" Pipe 8- 16 feet deep2,400LF$ 300 $ 720,000
418" Pipe 8- 16 feet deep900LF$ 360 $ 324,000
548" Diameter Manhole15EA$ 15,000$ 225,000
660" Diameter Manhole 9EA$ 20,000$ 180,000
716" Boring and Casing200LF$ 320 $ 64,000
832" Boring and Casing100LF$ 640 $ 64,000
9Asphalt Pavement Repair1,300LF$ 80$ 104,000
SUBTOTAL:$ 2,657,000
CONTINGENCY30%$ 797,100
SUBTOTAL:$ 3,454,100
ENG/SURVEY15%$ 518,200
SUBTOTAL:$ 3,972,300
Estimated Project Total:$ 3,972,300
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
182039
Project Name:8/12/15-inch US 377 Wastewater Line Improvements
Project Description:Vicinity Map
This project includes replacing the existing 8-inch wastewater line
from Byron Street to the intersection of Minter Avenue and Crow
Street with a 12/15-inch wastewater line. This project also consists
of a new 8-inch wastewater line from F.M. 205 to the proposed 12-
inch wastewater line near Byron Street.
Project Drivers:
This project will extend wastewater service to future development
in Basin 2. Specific timing of improvements are subject to change
based on how development occurs. This project falls within a
census block that has a low and moderate income percentage of
greater than 51%. This project might be eligible for Community
Development Block Grant funding.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
18" Pipe 8- 16 feet deep4,800LF$ 160 $ 768,000
212" Pipe 8- 16 feet deep2,900LF$ 240 $ 696,000
315" Pipe 8- 16 feet deep3,100LF$ 300 $ 930,000
448" Diameter Manhole21EA$ 15,000$ 315,000
560" Diameter Manhole 9EA$ 20,000$ 180,000
616" Boring and Casing150LF$ 320 $ 48,000
726" Boring and Casing200LF$ 520 $ 104,000
SUBTOTAL:
$ 3,041,000
CONTINGENCY30%$ 912,300
SUBTOTAL:
$ 3,953,300
ENG/SURVEY15%$ 593,000
SUBTOTAL:
$ 4,546,300
Estimated Project Total:$ 4,546,300
Comments:
City of Stephenville
Capital Improvement Cost EstimateSeptember 2020
Construction Project Number:Phase:
192039
Project Name:8/12-inch East Fork Dry Branch Wastewater Line Extension
Project Description:Vicinity Map
This project includes replacing the existing 8-inch wastewater line
from Byron Street to Morgan Mill Road with a 12-inch wastewater
line. This project also consists of a new 8-inch wastewater line from
the East Fork Dry Branch to the proposed 12-inch wastewater line
on the eastern border of Basin 1.
Project Drivers:
This project will extend wastewater service to future development
in Basin 1. Specific timing of improvements are subject to change
based on how development occurs.
Opinion of Probable Construction Cost
ITEMDESCRIPTIONQUANTITYUNITUNIT PRICETOTAL
18" Pipe 8- 16 feet deep5,500LF$ 160 $ 880,000
212" Pipe 8- 16 feet deep2,900LF$ 240 $ 696,000
348" Diameter Manhole21EA$ 15,000$ 315,000
416" Boring and Casing150LF$ 320 $ 48,000
520" Boring and Casing200LF$ 400 $ 80,000
SUBTOTAL:
$ 2,019,000
CONTINGENCY30%$ 605,700
SUBTOTAL:
$ 2,624,700
ENG/SURVEY15%$ 393,800
SUBTOTAL:
$ 3,018,500
Estimated Project Total:$ 3,018,500
Comments:
Water and Wastewater CIP and RBA Report
City of Stephenville
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