final wastewater report - fatetx.gov

FINAL REPORT Wastewater Master Plan Report

City of Fate, Texas i

TABLE OF CONTENTS

Table of Contents ................................................................................................................................................ iI. Executive Summary .................................................................................................................................... 1

Introduction ............................................................................................................................................................. 1Existing Infrastructure ............................................................................................................................................ 1Wastewater Flow Projections ................................................................................................................................ 1Methodology and Design Criteria .......................................................................................................................... 1Analysis and Recommendations/Capital Improvements Plan ............................................................................. 1

II. Introduction .................................................................................................................................................. 3Description of Study Area ...................................................................................................................................... 4Objective and Scope of Study ............................................................................................................................... 4

Growth Projections ......................................................................................................................................... 4Evaluation of Existing System........................................................................................................................ 4Capital Improvements Plan ............................................................................................................................ 4

III. Existing Infrastructure ................................................................................................................................ 5Wastewater Treatment........................................................................................................................................... 5Gravity Lines ........................................................................................................................................................... 5Force Mains ............................................................................................................................................................ 5Lift Station Facilities ............................................................................................................................................... 5Metering Stations ................................................................................................................................................... 6Septic Systems ....................................................................................................................................................... 6

IV. Wastewater Flow Projections .................................................................................................................... 7Previous Sewer System Studies ........................................................................................................................... 7Average Daily Flow Projection .............................................................................................................................. 7Peak Flow Projection ............................................................................................................................................. 9Flow by Land Use Type ......................................................................................................................................... 9Wastewater Basins and Flows ............................................................................................................................ 10

V. Methodology and Design Criteria ........................................................................................................... 12Wastewater System Modeling Methodology ...................................................................................................... 12Federal Regulations ............................................................................................................................................. 12State Design Criteria ............................................................................................................................................ 13

Pipe Design ................................................................................................................................................... 13Force Mains .................................................................................................................................................. 15

VI. Analysis and Recommendations ............................................................................................................ 16Drainage Basin 1 – Williamsburg Meter Station (M1) ........................................................................................ 16

Existing Gravity Facilities ............................................................................................................................. 16Future Projects.............................................................................................................................................. 17

Drainage Basin 2 – Parker Road Meter Station (M2) ........................................................................................ 19Existing Gravity Facilities ............................................................................................................................. 19Future Projects.............................................................................................................................................. 19

Drainage Basin 3 – IH 30 Meter Station (M3) .................................................................................................... 20Existing Gravity Facilities ............................................................................................................................. 20Existing Force Mains .................................................................................................................................... 22


City of Fate, Texas ii

Existing Lift Station Facilities ....................................................................................................................... 23Future Projects.............................................................................................................................................. 24

Drainage Basin 4– Proposed Meter Station 4 (M4) ........................................................................................... 24Existing Facilities .......................................................................................................................................... 24Future Projects.............................................................................................................................................. 25

Drainage Basin 5– Proposed Meter Station 5 (M5) ........................................................................................... 25Existing Facilities .......................................................................................................................................... 25Future Projects.............................................................................................................................................. 25

VII. Capital Improvements Plan ...................................................................................................................... 27CIP Project Descriptions ...................................................................................................................................... 28

List of Tables

Table I-A Wastewater Capital Improvements Plan ............................................................................................................. 2

Table IV-A Wastewater Flow History ................................................................................................................................... 8

Table IV-B Land Use Assumptions .................................................................................................................................... 11

Table IV-C Meter Station Flows ......................................................................................................................................... 11

Table IV-D Ten Year Wastewater Flow Projections.......................................................................................................... 11

Table V-A Minimum and Maximum Pipe Slopes .............................................................................................................. 14

Table VII-A Wastewater Capital Improvements Plan ........................................................................................................ 27

List of FiguresNone

List of EquationsEquation V-A ....................................................................................................................................................................... 15

AppendicesAppendix Vicinity Map .............................................................................................................................. 34Appendix Exhibit A – Existing System ..................................................................................................... 36Appendix Exhibit B – Capital Improvements Plan ................................................................................... 38Appendix Exhibit C – Workmap ............................................................................................................... 40Appendix Opinion of Probable Cost ........................................................................................................ 42


City of Fate, Texas 1

I. EXECUTIVE SUMMARY

IntroductionThis study has been prepared to update the City of Fate’s Wastewater Collection System Master Plan and is animportant planning tool for facilitating the orderly growth of the wastewater system. Within this document arerecommendations for facilities necessary to alleviate current deficiencies and promote economic growth anddevelopment within the City. The following paragraphs offer a summary of the steps taken to evaluate the systemand the overall recommendations.

Existing InfrastructureThis study contains existing infrastructure components, including approximately 40 miles of gravity sewer line, five (5)lift station facilities, and force mains ranging in size from four inches to ten inches. The North Texas Municipal WaterDistrict (NTMWD) currently provides wholesale wastewater treatment for the City of Fate at the Sabine CreekRegional Wastewater Treatment Plant (SCRWWTP). NTMWD also owns and maintains the Parker CreekInterceptor that carries flow from the City of Fate and Royse City to the SCRWWTP. Current flow monitoring takesplace at three locations along the Parker Creek Interceptor: meters are located at the crossing of Interstate Highway30 (IH 30), near the crossing of Parker Road, and north of the crossing of Farm to Market Road 548 (FM 548).

Wastewater Flow ProjectionsThe wastewater flow projections in this study involved the development of average flows and peak flows.

Based on the statistical analysis performed for this study, industry standards, and monthly metered wastewater flowdata provided by NTMWD, the average daily flow number used in the wastewater collection system is 85 gallons perday per capita for residential flow, 750 gallons per acre per day for Public/Semi-Public, 1250 gallons per acre per dayfor Retail, Office, and Commercial, and 1500 gallons per acre per day for Industrial and Business Park. The peakingfactor used to develop the peak design flow is 3.0 and includes an allowance for infiltration and inflow. Average dailyflows by land use are developed utilizing land use equivalencies applied to the various land use types throughout theCity. The peak design flows by land use are determined and incorporated into the SewerCADTM wastewaterhydraulic model developed in order to perform the system analysis. The 2015 peak flow and build-out peak flow forthe City of Fate are 1.58 MGD and 15.54 MGD, respectively.

Methodology and Design CriteriaThe methodology incorporated into this study involves a hydraulic analysis of the City of Fate’s existing sewer systemutilizing SewerCADTM wastewater hydraulic model. In order to develop a wastewater master plan, a set of designcriteria must be established based on the requirements imposed by the Texas Commission on Environmental Quality(TCEQ). The analysis of the wastewater master plan involves the evaluation of gravity lines, lift stations, and forcemains, all incorporated into the model. For this study, the sewer system is checked against each of the minimumcriteria in order to determine infrastructure deficiencies.

Analysis and Recommendations/Capital Improvements PlanUtilizing the results of the wastewater hydraulic analysis, infrastructure improvements are identified to accommodateexisting deficiencies and provide for future development. Projects that are defined as having existing deficiencies areprojects with infrastructure that are currently not meeting the minimum requirements set forth by the design criteria inthe study. The Analysis and Recommendations portion of the study is separated into two sections by drainage basin:existing facilities and future projects. The Existing Facilities section identifies areas that are currently deficient andproposed projects to alleviate those deficiencies. The Future Project section focuses on providing facilities toundeveloped areas and where existing lift stations can be decommissioned and served by gravity wastewater mains.



To illustrate a prioritization of projects, a Capital Improvements Plan has been developed in the CIP portion of thestudy. The projects are predominantly to allow for growth along the IH 30 corridor as well as remove lift stations fromservice. The following table illustrates the Capital Improvements Plan. More detail on each of these projects isincluded in Section VII of this report.

TABLE I-AWASTEWATER CAPITAL IMPROVEMENTS PLAN

Project Name Project CostProject 0.0 - Sabine Creek WWTP Upgrade (1.5 MGD to 3.0 MGD) $3,330,500

Project 0.1 - 42-inch Sewer Line $2,506,650

Project 0.2 - 30-inch Sewer Line $901,850





Project 1.4 - 4-inch Force Main and 0.15 MGD Lift Station $828,000

Project 1.5 - 8-inch Sewer Line, 4-inch Force Main, and 0.15 MGD Lift Station $943,000

Project 1.6 - 8-inch Sewer Line, 4-inch Force Main, and 0.25 MGD Lift Station $1,745,000










Project 1.16 12-inch Sewer Line, 8-inch Sewer Line, 6" Force Main, and 0.45 MGD LiftStation $1,232,000





Project 2.2 - 12-inch and 8-inch Sewer Lines $759,000





TABLE I-AWASTEWATER CAPITAL IMPROVEMENTS PLAN

Project Name Project CostProject 2.5 - 8-inch Sewer Line $826,000







Project 4.1 - 30-inch, 24-inch, 18-inch Sewer Lines, 16" Force Main, 4.4 MGD LiftStation $7,094,000







Project 4.8 - 21-inch, 18-inch, 15-inch, and 10-inch Sewer Lines $4,181,000



Project 5.1 - 10-inch and 8-inch Sewer Lines, 4-inch Force Main, and 0.25 MGD LiftStation $4,420,000


Total: $55,894,550

II. INTRODUCTION

The Water System Master Plan is an important tool for facilitating orderly growth of the wastewater system and forproviding adequate facilities that support the City’s expectations for service. This report is an update of a previousWastewater Master Plan, performed in 2010 by Kimley-Horn and Associates. The system demands and existinginfrastructure were updated to reflect recent development in Fate since 2010. The system demands andinfrastructure were analyzed and compared to projected residential and commercial growth to determineimprovements needed to provide Fate with a reliable wastewater collection system. Kimley-Horn’s backgroundknowledge of the region, City of Fate, and experience with similar cities helped facilitate the development of thefollowing Wastewater System Master Plan and Capital Improvements Plan.



Description of Study AreaThe Wastewater Master Plan’s study area covers the City’s entire wastewater CCN (Certificate of Convenience andNecessity), ETJ, and City Limits. This area and is approximately 9,247 acres (approximately 14.4 square miles).

Objective and Scope of StudyThe goal of the Wastewater Master Plan is to develop a strategic plan that allows for growth while maintaining a safe,reliable, and manageable wastewater collection system. The intent of this report is to provide analysis andrecommendations for big-picture improvements affecting system-wide performance. Small gravity lines, manholes,and infiltration and inflow issues are beyond the scope of this report. By focusing on system-wide issues, the masterplan will be an effective tool for planning and prioritizing projects.

Developing a wastewater master plan is a systematic and comprehensive process that requires growth projectionsthrough the planning periods, evaluation of the existing system capacity, and providing recommendations and costprojections for capital improvements.

The project scope, developed to meet the master plan objectives, includes the following:

Growth ProjectionsLand use assumptions and growth rates have been selected in order to be in accordance with theComprehensive Plan developed by Freese and Nichols assumptions as part of the creation of theCity’s roadway, water and wastewater impact fees. We are utilizing the same land useassumptions to develop growth projections for future wastewater usage, which in turn facilitatesbuilding the future collection system through build-out conditions. The growth projections areapplied within the city limits and the wastewater CCN.

Evaluation of Existing SystemEvaluation of the existing system requires collecting historical data on infrastructure andwastewater usage. The City and NTMWD provided information on lift stations, meter stations,force mains, gravity lines, and flow data.

After evaluating the data, a hydraulic model of the system was constructed. The model allows anevaluation of the system to determine areas of deficiency and provides the opportunity to identifyareas where improvements can be made to eliminate lift stations and enhance system efficiency.

Using growth projections, the wastewater system model is also a planning tool for determiningfuture collection system improvements. These improvements (gravity lines, force mains, liftstations, etc.) can be incorporated in the City’s Capital Improvements Plan.

Capital Improvements PlanThe Capital Improvements Plan (CIP) is intended to address wastewater collection systemimprovements required through build-out (build-out) conditions. This CIP may also be used todevelop a 10-year CIP related to growth for developing impact fees as well as addressing existingdeficiencies.



III. EXISTING INFRASTRUCTURE

Wastewater TreatmentThe North Texas Municipal Water District (NTMWD) currently provides wholesale wastewater treatment for the Cityof Fate at the Sabine Creek Regional Wastewater Treatment Plant (SCRWWTP). The SCRWWTP is locatedsoutheast of the city limits as shown on the attached Vicinity Map in the Appendix. The SCRWWTP has dailycapacity of 1.5 million gallons per day (MGD).

Gravity LinesThe City of Fate currently owns and maintains over 40 miles of sanitary sewer lines that range from four inches indiameter up through 27 inches in diameter. Most of the gravity flow lines in the system have been constructed in thelast 20 years and consist mainly of PVC (polyvinyl chloride) pipe. Some of the older lines in the system wereconstructed using VCT (vitrified clay tile) pipe or ductile iron pipe. Exhibit A in the Appendix is a schematic drawingthat depicts the major lines included in this study. Lift stations and force mains are also shown on this exhibit.Exhibit A also depicts the drainage basins that comprise the City’s gravity collection.

Force MainsTopography in the Fate area provides for seven major drainage areas in build-out conditions as shown on theExhibit C. Five of the areas slope from north to south towards Parker Creek and two areas slope from south to northtowards Camp Creek.

The City currently operates and maintains five (5) lift station facilities utilizing force mains ranging in size from fourinches in diameter to 10 inches in diameter to transport wastewater to three metering points on the east side of theCity. Geographical locations of the existing lift stations and piping networks are shown on Exhibit A.

Lift Station FacilitiesThe following inventory is based on information supplied by the City.

§ FM 549 Lift Station (LS #1)- Location: Located on the south side of the Union Pacific Rail Road (UPRR) approximately 1,300 feet east

of FM 549.- System Description: Wastewater flows from the east to the west to the FM 549 Lift Station. The lift station

pumps the wastewater through a 4-inch force main that follows along the existing UPRR alignment andconnects to a 6-inch gravity line approximately 1,000 feet southwest of Black Oak Lane.

§ IH 30 Lift Station (LS #2)- Location: Located on the northeast side of the intersection of Interstate Highway 30 (IH 30) and Ben Payne

Road behind the existing Glory Center development.- System Description: The lift station pumps the wastewater from the Glory Center development through a 4-

inch force main that follows along the alignment of IH 30 and connects to an 8-inch gravity lineapproximately 1,000 feet west of the intersection of Interstate Highway 30 (IH 30) and Ben Payne Road.



§ FM 551 Lift Station (LS #3)- Location: Located on the west side of W.E. Crawford Avenue (FM 551) approximately 900 feet north of the

intersection with IH 30.- System Description: Wastewater flows from north to south into the FM 551 Lift Station. The lift station

pumps the wastewater through a 4-inch force main that follows the current alignment of FM 551 andconnects to a 6-inch gravity line at the Dogwood Trail intersection.

§ Spring Meadow Lift Station (LS #4)- Location: Located on the southwest side of East Fate Main Place approximately 200 feet northwest of the

intersection of East Fate Main Place and IH 30.- System Description: Wastewater flows from north to south into the Spring Meadow Lift Station. The lift

station pumps the wastewater through a 4-inch force main that follows the current alignment of East FateMain Place to the intersection with Daisy Drive. The 4-inch force main continues north along the currentalignment of Daisy Drive into an 8-inch gravity line at the intersection of Daisy Drive and Azalea Drive.

§ Baxter Trail Lift Station (LS #5)- Location: Located on the west side of Baxter Trail approximately 650 feet north of the intersection with

Grisham Drive.- System Description: Wastewater flows from the east to the west to the Baxter Trail Lift Station. The lift

station pumps the wastewater through a 4-inch force main that follows along the back of the lots facingBaxter Trail and connects to a 10-inch gravity line at Hampton Drive.

Metering StationsWastewater flows are currently metered at three points in the City. The first metering station, IH 30 Meter Station(M1) is located just north of IH 30 and Parker Creek and collects flow from the Woodcreek development. Dischargefrom this metering station flows to the east into NTMWD’s Parker Creek Interceptor.

The second metering station, Parker Road Meter Station (M2), is located at the Parker Creek crossing of ParkerRoad. This meter station collects flow from areas in the City and the ETJ south of the UPRR and north of ParkerRoad and Sleepy Hollow Road. Discharge from this metering station flows to the east into NTMWD’s Parker CreekInterceptor.

Williamsburg Meter Station (M3), is located just north of the Parker Creek crossing of FM 548 and collects flow fromthe Williamsburg subdivision and areas in the City and the ETJ south of Parker Road and Sleepy Hollow Road andwest of FM 551, south of State Highway 66 (SH 66), and east of Ben Payne Road. Discharge from this meteringstation flows to the east into NTMWD’s Parker Creek Interceptor.

Septic SystemsThere are existing residential and commercial areas in the City that are currently served by septic systems. Afterdiscussions with City staff, it was determined that the following developments are currently served by septic systems:Carrington Farms, Smith Acres, Karendale Village, Melody Ranch, Sleepy Hollow, Northview Village, Sun ValleyAcres, and Riding Club Estates. For the purposes of this analysis and, it was assumed that the listed developments,currently served by septic systems, would continue to be served by septic systems through build-out.



IV. WASTEWATER FLOW PROJECTIONS

Developing flow projections is a critical component of this wastewater master plan and provides the basis fordetermining the capital improvement requirements for new growth within the study area. Flow projections involvedeveloping average flows, peak flows, and infiltration and inflow (I/I) contributions to the collection system.

There are generally two methods for determining average flow values. The first method involves using industrystandard or regulatory values that have been calculated by evaluating flows over long periods of time in variousgeographic areas. A second method is to use local, historical data to develop average daily flows. Typically, bothmethods are used as a check.

Seasonal fluctuations, weekly variations, and daily changes in flow are significant in wastewater flows and must beconsidered in the planning and design of a collection system that is capable of accommodating the greatest flow ratethat can be reasonably expected. Therefore, in addition to developing an average daily flow, a peak flow rate is alsodetermined by multiplying the average daily flow rate by a peaking factor. Typical values, based on standardpractice, can be used for a peaking factor and range from three to four. Alternatively, historical data and statisticaltrends can be used to develop a peaking factor.

Infiltration and inflow (I/I) is a common problem in sewage collection systems. Improperly joined or broken pipes andmanholes are the most common cause of groundwater infiltration in a sewage collection system. As with determiningaverage and peak flows, there are two ways to account for the amount of I/I into the system. Standard practice is toadd an assumed amount of flow. However, an alternative is to measure the flow by comparing wet weather and dryweather historical data. The difference between wet and dry weather flows is theoretically the amount of I/I in thesystem.

The analysis phase of the study can begin once the flow projections have been established by developing average,peak, and I/I flows. The following sections describe the methods for determining flows used in this report.

Previous Sewer System StudiesIn February 2010, Kimley-Horn and Associates produced a Wastewater Master Plan Report for the City of Fate. Inthe previous study, criteria for peak flows for developed and undeveloped conditions were evaluated. In this report,one of the key steps in developing flow criteria is evaluating assumptions made in previous reports and comparingthose with historical data and industry trends. The criteria developed in the previous study are summarized in thissection for comparison in subsequent sections of this report.

In the previous study, the average daily flow rate, ADF, was assumed to be 85 gallons per person per day. Thepeaking factor was assumed to be 3.0 and also accounted for I/I flows. The total peak design flow from the previousstudy was 255 gallons per day per person.

Average Daily Flow ProjectionFor this report, average daily flows were determined based on historical flow data provided by the NTMWD. Thedata was compiled using meter readings from the IH 30 (M1), Parker Road Meter Station (M2), and Williamsburg(M3) meters. Table IV-A shows the monthly total of the meters from October 2014 through September 2015.

It is important to note some key points in analyzing the historical data provided in Table IV-A, the first of which isdescribed by Chapter 395 of the Local Government Code, “Financing Capital Improvements required by NewDevelopment in Municipalities, Counties, and certain other Local Governments.” It states that a 10-year projection isrequired in order to develop infrastructure improvements that will built-out be utilized for impact fees. It is therefore a



requirement for determining flows for planning purposes to utilize data that is available from 10 years prior to thestudy. The following is an excerpt from the Local Government Code, paragraph 395.011:

“Service unit” means a standardized measure of consumption, use, generation, or dischargeattributable to an individual unit of development calculated in accordance with generally acceptedengineering or planning standards and based on historical data and trends applicable to thepolitical subdivision in which the individual unit of development is located during the previous 10years.”

The IH 30 Meter Station (M1) was brought online in the fall of 2006, the Parker Road Meter Station (M2) in fall of2009, and the Williamsburg Meter Station (M3) was brought online in February 2008. Prior to 2006, the City of Fateoperated its own wastewater treatment plant which was decommissioned in 2006 after the SCRWWTP and ParkerCreek Interceptor were constructed. The construction of these improvements has helped facilitate the rapid growth inresidential development that the City of Fate is experiencing. Table IV-A below summarizes the historical wastewaterflows.

TABLE IV-AWASTEWATER FLOW HISTORY

IH 30 Meter Station(M1)

Parker Road Meter Station(M2)

Williamsburg MeterStation

(M3)

Year Total Monthly Flow (MG) Total Monthly Flow (MG) Total Monthly Flow (MG)

October 2014 9.96 0.35 1.60November 2014 10.22 1.51 1.43December 2014 11.16 0.34 1.46January 2015 13.38 2.61 1.97February 2015 11.56 3.26 1.63

March 2015 14.63 1.23 2.30April 2015 12.32 0.74 1.94May 2015 14.87 1.14 2.60June 2015 12.09 1.14 5.83July 2015 9.14 0.69 1.48

August 2015 9.18 0.48 1.26September 2015 9.30 0.40 1.06

In order to determine the gallons per capita per day of wastewater flow, Kimley-Horn relied upon the Fate IH-30Station (M1) for calibration. Meter 2 and Meter 3 currently have a small amount of development in their respectivewastewater sewer basins, compared with Meter 1. Meter 2 and Meter 3 exhibit wider variations in flow month tomonth, compared with Meter 1. Because there are large portions of the City that are on septic, it would not be



appropriate to calculate the gallons per capita per day of wastewater flow by dividing the observed flow by the currentpopulation of Fate. Alternatively, Kimley-Horn relied upon a Comprehensive Plan developed by Freese and Nicholsand Associates. The Comprehensive Plan determined the average number of dwelling units per acre based on landuse and the average number of people per household. Meter 3 had an average daily flow of 0.38 MG. Using 85gallons per capita per day, Meter 3 had a calculated daily flow of 0.45 MG. 85 gallons per capita per day was used asa conservative value and to be in agreement with industry standards and the previous Wastewater Master Plan.

Peak Flow ProjectionSimilar to the development of average flows, the peaking factor is usually based on the historical metered flow dataand will typically include infiltration and inflow in the peaking factor.

Similar to the discussion detailed above. The IH 30 Meter Station (M1) reported average daily wet day flows thatwere 41% higher than the average daily dry day flows. Additionally, the IH 30 Meter Station (M1) reported amaximum average daily flow that was a factor of 3.0 higher than average daily dry day flows. Recent studiesperformed by NTMWD at the Sabine Creek WWTP indicate peak flows higher than 3.0. The majority of the City ofFate’s gravity system is relatively new and should not be experiencing a significant amount of I/I flow, however, it isrecommended that the City perform a detailed I/I study to locate sources of I/I that may be contributing to higherpeaking factors at the Sabine Creek WWTP.

Typical industry standards include a peaking factor for wastewater collection systems between 3 and 4. For thisanalysis, a peaking factor of 3 is used and it is assumed that the peaking factor also accounts for I/I flows.

Flow by Land Use TypeAnother critical component in planning for future flows is to distribute the flow across the planning area. Becauseland use is defined by the City and guides the growth and character of the City, determining flows by land use type isa reasonable approach to distributing flows across a planning area. The key to distributing the flow is to determinefactors that relate the flow per capita number, from residential land uses to nonresidential land uses.

The previous study assumed only a residential land use using high average daily flows and peaking factors. At theCity’s request, Kimley-Horn and the City of Fate staff developed land use assumptions within the city limits and thewastewater CCN that were in agreement with the land uses in the Comprehensive Plan. As previously discussed, 85gallons per capita per day is assumed to be the average daily flow for the residential land use with an estimate of3.09 people per residential unit. The three commercial land uses distribute flow based on how many acres of theland use is projected. The following table (Table IV-B) presents land use flow assumptions based on the currentland use categories along with average daily flows.



Table IV-BLand Use Assumptions

Land Use CategoryDwellingUnits Per

AcrePeople per

Residential UnitAverage Daily Flow

by Land Use Peaking Factor

Neighborhood R/O/C - - 1250 GPAPD 3Regional R/O/C - - 1250 GPAPD 3

Industrial / Business Park - - 1500 GPAPD 3Mixed Use 40 3.18 85 GPCPD 3

Parks and Open Space - - 0 GPAPD 3Public/Semi-Public - - 750 GPAPD 3

Right-Of-Way - - 0 GPAPD 3Vacant - - 0 GPAPD 3

Rural Density (2+ acres) 0.4 3.09 85 GPCPD 3Estate Density - (1-2 acres) 0.7 3.09 85 GPCPD 3

Low Density (15,000 sqft - 1 acre) 1.7 3.09 85 GPCPD 3Suburban Density (5,000-15,000 sqft) 4.0 3.09 85 GPCPD 3

Urban Density (5,000 sqft) 6.5 3.09 85 GPCPD 3

Wastewater Basins and FlowsWith peak design flows calculated by land use type, the next step in developing the capital improvements plan is toinput the flows into the wastewater hydraulic model. To build a model that represents the City’s wastewatercollection system, the study area was divided into individual basins. Gravity lines that collect flows in particular areasdefine these basins and convey the flow to lift stations or meter stations. The attached drainage areas maps onExhibit A and Exhibit C shows the major basin areas labeled by the meter station that serves the basin and theindividual delineated basins used to calculate the contributing peak flows.

With the basin areas delineated, land use and associated acreage can be defined and the build-out design flows canbe calculated. The drainage area table on Exhibit A and Exhibit C list the existing and build-out peak flows. TableIV-C lists the build-out peak flows contributing to the Parker Creek Interceptor from the five (5) major drainage areasand meter stations.



TABLE IV-CMETER STATION FLOWS

Meter Build-out Peak Flow(MGD)

M1 3.19M2 2.67M3 4.50M4 4.91M5 0.27

TOTAL FATE FLOW 15.54

The build-out peak flows are not anticipated to be reached until beyond the year 2035. However, steady growth isanticipated at approximately 10% over the next ten years and the projected peak flows through the year 2025 areshown in Table IV-D.

TABLE IV-DTEN YEAR WASTEWATER FLOW PROJECTIONS

YearApproximate

Number HousesOn City Sewer

ResidentialPopulation

CommercialAcres on

City Sewer

AverageDaily Flow

(MGD)Peak Flow

(MGD)

2015 2,157 10,000 75 0.53 1.582016 2,373 11,000 83 0.58 1.732017 2,610 12,100 91 0.64 1.912018 2,871 13,310 100 0.70 2.102019 3,158 14,641 110 0.77 2.312020 3,474 16,105 121 0.85 2.542021 3,821 17,716 133 0.93 2.792022 4,203 19,487 147 1.02 3.072023 4,624 21,436 161 1.13 3.382024 5,086 23,579 178 1.24 3.712025 5,595 25,937 195 1.36 4.09



V. METHODOLOGY AND DESIGN CRITERIA

Wastewater System Modeling MethodologyTo evaluate the wastewater collection system, a wastewater hydraulic model was formulated representing thedrainage basins, major wastewater lines, and lift stations within the service area. Information included in the modelconsists of pipe data (gravity lines, force mains), manholes (connection point of two or more pipes or a wastewaterloading point), lift stations, and meter stations.

Pipe data was extracted from subdivision construction plans and interviews with City staff members. Pipe data usedin developing the hydraulic model consists of pipe length, location, diameter, a roughness coefficient, pipe slope, anddownstream flow line. For proposed wastewater lines and existing wastewater lines with no available recordinformation, an average ground slope was determined based on available 10-foot contours provided by the City ofFate. Also, two further measures were taken to ensure capacity for future systems. First, capacity of the proposedpipes was maintained to be below the top of pipe. If the percent capacity in any given proposed pipe increasedabove the designated top of pipe, then the pipe was enlarged to ensure future capacity. The second measure was touse half of the average ground slope for all proposed and existing pipes or the minimum allowable TCEQ slope for agiven size pipe. This measure is intended to ensure that regardless of the slope of the pipe, capacity to convey theintended flow will be maintained throughout the system. The exception to this criteria is existing pipes where theactual slope was known based on record information.

Manhole data consist of rim and pipe flow line elevation as determined from topographic maps and record drawings.Manhole data also includes wastewater flow data based on per capita flow rates established in Section IV. Liftstations and meter stations are only shown as junction points in the model. No pumping or capacity information isincluded.

Preparation of this Wastewater Master Plan only involves the evaluation of major lines, lift stations, and force mains.Major lines for this analysis include 8-inch diameter and larger lines. Because this report is to serve as a planningtool for major infrastructure needs, simplifying the model as described allows an evaluation of system performance asa whole.

For this study, the collection system and force main sizes were first checked against minimum criteria as set forth inthe following sections. Once deficiencies were identified, additional gravity collection lines were added.

Federal RegulationsThe Environmental Protection Agency (EPA) is currently in the process of developing new regulations concerning theoperation and management of wastewater systems. The proposed regulation is called “CMOM” for Capacity,Management, Operation, and Maintenance. In the proposed regulation, the EPA summarizes the CMOM program asfollows:

A CMOM program is what a collection system authority uses to manage its assets, in this case, thecollection system itself. The CMOM Program is comprised of a set of best practices that havebeen developed by the industry and are applied over the entire life cycle of the collection systemand include:

§ Design and construction for Operation and Maintenance (O&M)§ Know what is in the system (inventory and physical attributes)§ Know where it is(maps and location)§ Know what condition it is in (assessment)§ Plan and schedule work based on condition and performance



§ Repair, replace, and rehabilitate based on condition and performance.More information, including a guidance document published by the EPA in 2005, can be found by accessing thefollowing website: cmom.net. This Wastewater System Master Plan is one component that may be a part of theCity’s potential future CMOM program.

State Design CriteriaThe Texas Commission on Environmental Quality (TCEQ) is charged with establishing statewide design criteria forwastewater collection systems. These design criteria are presented and enforced in the Texas Administrative Codeunder Title 30 – Environmental Quality, Part I, Chapter 217 – Design Criteria for Domestic Wastewater Systems asadopted in August 2008. The following sections contain pertinent excerpts from the TCEQ regulations:

Pipe DesignAn owner must design a wastewater collection system to handle the transport of the peakdry weather flow from the service area, plus infiltration and inflow. The flow calculationsmust include the details of the average dry weather flow, the dry weather flow peakingfactor, and the infiltration and inflow. The flow calculations must include the flow expectedin the facility immediately upon completion of construction and at the end of its 50-yearlife. §217.53(a)

An owner must ensure that a wastewater collection system’s capacity is sufficient to servethe estimated future population, including institutional, industrial, and commercial flows.An owner must include in the report the calculations that demonstrate that the hydrauliccapacity of a collection system includes the peak flows of domestic sewage, peak flow ofwaste from industrial sites, and maximum infiltration rates. A collection system must bedesigned to prevent a surcharge in any pipe at the expected peak flow. The minimumdiameter allowed for a gravity pipe is six inches. §217.53(j)

The sizing of pipes for a new collection system must be based on an engineering analysisof initial and future flows. A new collection system design must be sized for the peak flow,which is based on the estimated daily sewage flow contribution as shown in Figure: 30TAC §217.32(a)(3), Table B.1 of this title (relating to Organic Loadings and Flows).

§217.53(j)(7)

All wastewater collection systems must contain slopes sufficient to allow a velocity whenflowing full of not less than 2.0 feet per second. Absent site-specific data, a collectionsystem must be designed in accordance with the minimum and maximum slopes specifiedin this paragraph. The grades shown in the following table are based on Manning’sformula with an assumed “n factor” of 0.013 and are minimum acceptable slopes. Theminimum acceptable “n” value for design and construction is 0.013. The “n” value musttake into consideration the slime, grit, and grease layers that will affect hydraulics orhinder flow as a pipe ages. If a velocity greater than 10 feet per second will occur when apipe flows full, based on Manning’s formula, shown in the following equation, and an “n”value of 0.013, special provisions must protect against pipe and bedding displacement.

§217.53(l)



TABLE V-AMINIMUM AND MAXIMUM PIPE SLOPES

Size of Pipe(inches) Minimum Slope (%) Maximum Slope (%)

6 0.50 12.35

8 0.33 8.4010 0.25 6.2312 0.20 4.8815 0.15 3.6218 0.11 2.8321 0.09 2.3024 0.08 1.9327 0.06 1.6530 0.055 1.4333 0.05 1.2636 0.045 1.1239 0.04 1.01

>39 * **For lines larger than 39 inches in diameter, the slope shall be determined by Manning’sformula (as shown below) to maintain a minimum velocity greater than 2.0 feet per secondwhen flowing full and a maximum velocity less than 10 feet per second when flowing full.



EQUATION V-A

( )( )SRnV h67.049.1=¢

V' = velocity (ft/sec)

n = Manning’s roughness coefficient = 0.013

Rh = hydraulic radius (ft)

S = slope (ft/ft)

Force MainsForce mains shall be a minimum of four inches in diameter unless it is used in conjunctionwith a grinder pump station. For a duplex pump station, the minimum velocity is three feetper second with one pump in operation. For a pump station with three or more pumps,the minimum velocity in a force main is two feet per second with only the smallest pump inoperation, and a minimum flushing velocity of five feet per second or greater must occur ina force main at least once daily. The report must certify that a pipeline with a velocitygreater than 6.0 feet per second can withstand high and low negative surge pressures inevent of sudden pump failure. §217.67(a)



VI. ANALYSIS AND RECOMMENDATIONS

To facilitate the analysis of the wastewater system, a hydraulic model of the system was created. The model wasused along with the established design criteria to identify required infrastructure improvements to accommodateexisting deficiencies and provide for future development within each of the five major drainage areas. The requiredinfrastructure improvements identified in this Wastewater Master Plan are the basic improvements that are necessaryto provide service to each of the sub-basins identified. Additional infrastructure will be necessary to serve individualsites and is beyond the scope of this report. The recommendations are broken out by drainage basin and outlined bythe following infrastructure components:

§ Gravity Lines – Analysis of gravity lines is based on the flow rates and design criteria developed in Sections IVand V. The major existing gravity trunk lines for drainage basins 1, 2, and 3 were incorporated into the sewermodel. Drainage basins 4 and 5 do not have existing gravity lines at this time. Flow was then applied to each ofthe existing lines and the capacity was evaluated. In undeveloped and unserved areas, gravity lines were sizedto accommodate build-out conditions. The pipe design flows are elaborated on in Sections IV and V. Refer toExhibit B for the location of each recommended project.

§ Force Mains – Analysis of force mains is based on the flow rates and design criteria developed in Sections IVand V. With the major force mains established and incorporated in the sewer system model, required peakdischarge rates for 2015 and build-out conditions were applied and the line capacities evaluated. All of theexisting force mains are recommended for abandonment upon build-out. However, future force mains will berequired to serve areas in drainage basins 4 and 5 for build-out.

§ Lift Station Facilities – All five (5) existing lift station facilities in the City of Fate are recommended for removalfor build-out conditions. However, future lift stations will be required to serve areas in drainage basins1, 4, and 5for build-out.

The existing portion of the analysis focuses on determining whether the City of Fate’s existing facilities are sufficientto meet 2015 flows. Details for each component needing changes are listed under the respective componentsection.

The analysis of future facilities focuses on providing service to undeveloped areas within the CCN, along witheliminating existing lift stations. Sizing of the projects was based on the flow rates and design criteria developed inSections IV and V. Areas for future facilities are outlined below along with a list of the associated capitalimprovement projects. The capital improvement projects are discussed in more detail in Section VII and shown onExhibit B in the Appendix.

Drainage basins 1, 2, and 3 contain existing infrastructure and meter stations IH 30, Parker Road, and Williamsburg,respectively. Prior to development in drainage basins 4 and 5, design and construction the extension of the ParkerCreek Interceptor with Meter stations 4 and 5 will be required.

Drainage Basin 1 – Williamsburg Meter Station (M3)

Existing Gravity Facilities

Williamsburg Offsite Sewer

Description — This is an existing line that flows from the new Williamsburg development east alongMiller Lane continuing northeast to Blackland Road. The line follows Blackland Road south until it



crosses Tar Branch to Parker Creek. The sewer line follows Tar Branch north east to theWilliamsburg Meter Station. The existing line consists of approximately 395 lf of 27-inch pipe, 2,895lf of 24-inch pipe, 1,935 lf of 21-inch pipe, 5,815 lf of 18-inch pipe and 3,835 lf of 15-inch pipe. Thisexisting system has capacity for the 2015 existing flows. The planned Heritage Springsdevelopment north of I-30 has the potential to exceed the capacity of the 15-inch section of the linethrough the Williamsburg development.

Recommendation for 2015 — No improvements required.

Recommendation for Build-out — Upsize sections of 15” through Williamsburg development to 18”.

Chamberlain Development 10-inch Sewer

Description — This is an existing 10-inch line that runs from the southeast corner of theChamberlain development and ties into the existing Williamsburg offsite sewer line. This existingline has capacity for the 2015 existing flows and build-out flows.


Recommendation for Build-out — No improvements required.

Future Projects

Project 1.1 — Approximately 2,500 lf of 8-inch sewer line running from existing Williamsburg 24”sewer line at Junction 1-C, through Junction 1-D, to Junction 1-E. This project will be necessary toserve future development in the area.

Project 1.2 — Approximately 3,700 lf of 8-inch sewer line running from Project 1.1 at Junction 1-Dto Blackland Rd. This project will be necessary to serve future development in the area nearBlackland Rd.

Project 1.3 — Approximately 1,500 lf of 8-inch sewer line running from Junction 1-E to upstream inthe basin. This project will be necessary to serve future development in the area east of BlacklandRd.

Project 1.4 — Approximately 1,900 lf of 4-inch force main and 0.15 MGD lift station running fromJunction 1-F to Junction 1-E, and approximately 1,500 lf of 8-inch sewer line running from Junction1-F to upstream in the basin. This project will be necessary to serve future development in thearea.

Project 1.5 — Approximately 2,000 lf of 4-inch force main and 0.15 MGD lift station running fromJunction 1-G to Junction 1-F, and approximately 2,400 lf of 8-inch sewer line running from Junction1-G to upstream in the basin. This project will be necessary to serve future development in thearea.

Project 1.6 — Approximately 3,900 lf of 8-inch sewer line, 1,600 lf of 4-inch fore main, and 0.25MGD lift station running from Junction 1-L to Junction 1-K and Junction 1-K to Junction 1-J. Thisproject will be necessary to serve future sections of the Williamsburg development.



Project 1.7 — Approximately 1,100 lf of 8-inch sewer line running from Junction 1-J northwest toserve development along FM 551. This line will be necessary for development along FM 551 thatmay not be included within the Williamsburg development.

Project 1.8 — Approximately 1,000 lf of 18-inch sewer line, 3,800 lf of 12” force main, and 3.75MGD lift station running from Junction 1-O to Junction 1-N. This project will be necessary for futuredevelopment of the Williamsburg development and Heritage Springs north of I-30.

Project 1.9 — Approximately 4,000 lf of 18-inch sewer line running from Junction 1-O to Junction1-S. This line will serve the Williamsburg development and serve as the transmission main for theHeritage Springs development.

Project 1.10 — Approximately 3,400 lf of 10-inch sewer line running from Junction 1-O northeastto upstream in the basin. This line will serve the Williamsburg development and development northof the Williamsburg development.

Project 1.11 — Approximately 2,900 lf of 8-inch sewer line running from Junction 1-Q east alongthe back of properties along I-30. This project is necessary to ensure that properties along I-30 areincluded in sewer service in junction with the development of the Williamsburg development to thesouth.

Project 1.12 — Approximately 2,200 lf of 8-inch sewer line running from Junction 1-R east alongalong I-30. This project is necessary to ensure that properties along I-30 are included in sewerservice.

Project 1.13 — Approximately 3,500 lf of 12-inch sewer line running from Junction 1-S throughJunction 1-T north to Hwy 66. This project will be necessary to serve future development in thearea.

Project 1.14 — Approximately 2,600 lf of 8-inch sewer line running west from Junction 1-S along I-30. This project will be necessary to serve future development in the area.

Project 1.15 — Approximately 2,200 lf of 8-inch sewer line running east from Junction 1-S along I-30. This project will be necessary to serve future development in the area.

Project 1.16 — Approximately 800 lf of 8-inch sewer line, 1,000 lf of 12-inch sewer line, 1,800 lf of6-inch force main, and 0.45 MGD lift station running from Junction 1-O through Junctions 1-U and1-V to Junction 1-W. This project is necessary to allow development of the western section of theWilliamsburg development and allow for development on the west side of Rochelle Rd.

Project 1.17 — Approximately 1,200 lf of 8-inch sewer line running from Junction 1-V north toupstream in the basin. This project will be necessary to serve future development in the area.

Project 1.18 — Approximately 1,400 lf of 8-inch sewer line running from Junction 1-W, throughJunction 1-X to Junction 1-Y. This project is necessary to allow development on the west side ofthe Williamsburg development and serve properties along I-30 and Rochelle Rd.



Project 1.19 — Approximately 3,600 lf of 8-inch sewer line running from Junction 1-X west to theback of properties along I-30. This is to ensure that properties along I-30 and the west side ofRochelle Rd. have access to sewer service.

Drainage Basin 2 – Parker Road Meter Station (M2)


Fate School Offsite Sewer Extension

Description — This is an existing line that flows from the City of Fate Intermediate School Sitenorth along Parker Road to the crossing of Parker Creek Tributary 6. The sewer line follows thealignment of the tributary to the southeast until it reaches the Parker Road Meter Station. Theexisting line consists of approximately 860 lf of 15-inch pipe, 1,975 lf of 10-inch pipe, 40 lf of 8-inchpipe. This existing system has capacity for the 2015 existing flows and build-out flows.



Chamberlain Phase 1 Sewer Line

Description — This is an existing line that flows along Greenbriar Rd. from Memorial Parkway to S.FM 551. The existing line consists of approximately 1,545 lf of 8-inch pipe. This line serves thenorth side of the Williamsburg development. This existing system has capacity for the 2015 existingflows and build-out flows.



Williamsburg Offsite 8-inch Sewer Line

Description — This is an existing line that flows from the City of Fate Intermediate School Sitenorth along Parker Road to the crossing of Parker Creek Tributary 6. The sewer line follows thealignment of the tributary to the southeast until it reaches the Parker Road Meter Station. Theexisting line consists of approximately 1,880 lf of 24-inch pipe, 3,050 lf of 21-inch pipe, 1,745 lf of18-inch pipe and 1,650 lf of 8-inch pipe. This existing system has capacity for the 2015 existingflows and build-out flows.



Future Projects

Project 2.1 — Approximately 1,400 lf of 8-inch sewer line running from Junction 2-D to Junction 2-E. This line will be necessary to serve development on the north side of I-30.



Project 2.2 — Approximately 1,100 lf of 12-inch sewer line and 800 lf of 8-inch sewer line runningfrom Junction 2-G to Junction 2-H and to existing Lift Station #4. This line will be necessary toserve as a service main for existing and proposed development on the north side of I-30. Existingdevelopment on the north side of I-30 is currently served through the sewer system throughWoodcreek with existing Lift Stations #3 and #4. This project will abandon existing Lift Station #4and allow the abandonment of Lift Station #3.

Project 2.3 — Approximately 2,400 lf of 8-inch sewer line running from Junction 2-H to Junction 2-Iand to existing Lift Station #3. This line will be necessary to abandon Lift Station #3 and allowsewer access to development further to the southwest.

Project 2.4 — Approximately 2,700 lf of proposed 8-inch sewer line running Junction 2-I southwestalong I-30. This line will be necessary for future development in the area.

Project 2.5 — Approximately 4,100 lf of proposed 8-inch sewer line running Junction 2-G toJunction 2-N. This line will be necessary for future development in the area.

Project 2.6 — Approximately 1,300 lf of proposed 8-inch sewer line running Junction 2-Nsouthwest along I-30. This line will be necessary for future development in the area.

Project 2.7 — Approximately 1,500 lf of proposed 8-inch sewer line running Junction 2-J toJunction 2-L. This line will be necessary for future development in the area.

Project 2.8 — Approximately 1,000 lf of proposed 8-inch sewer line running Junction 2-L northeastalong Memorial Pkwy. This line will be necessary for future development in the area.

Project 2.9 — Approximately 2,100 lf of proposed 8-inch sewer line running Junction 2-L southalong Williamsburg Pkwy. This line will be necessary for future development in the area.

Drainage Basin 3 – IH 30 Meter Station (M1)


Parker Creek Tributary 6 Sewer Line

Description — This is an existing line that flows from the intersection of Woodcreek Boulevardnorth across Boren Parkway, along Camp Creek Tributary 1 to Hampton Drive. The main thenturns back down Leonard Way and follows Boren Parkway to the south where it turns east alongParker Creek Tributary 6. The main follows the tributary across SH 66, and McLendon Drive to theIH 30 Meter Station. The existing line consists of approximately 5,600 lf of 18-inch pipe, 5,900 lf of15-inch pipe, 840 lf of 12-inch pipe and 3,600 lf of 10-inch pipe. This existing system has capacityfor the 2015 existing flows, but will need to have a parallel system for build-out flows.

Recommendation for 2015 — To meet build-out conditions, the 15-inch main from Junction 3-A toJunction 3-C will need to be paralleled with an 21-inch.




Description — The existing 12-inch and 10-inch sewer line runs east from Boren Parkway alongParker Creek Tributary 1 to connection with the Parker Creek Tributary 6 Sewer Line just west ofMcLendon Drive at Junction 3-C. The existing line consists of approximately 800 lf of 12-inch pipeand 750 lf of 10-inch pipe with capacity for the 2015 existing flows and build-out flows.




Description — The existing sewer line runs along Baldcypress Ct. to Plum Tree Drive and thenruns east to junction 3-F. The sewer line then flows south to follow the alignment of Parker CreekTributary 2 east to where it connects with the Parker Creek Tributary 6 Sewer Line at junction 3-G.The existing line consists of approximately 725 lf of 12-inch pipe and 955 lf of 10-inch pipe withcapacity for the 2015 existing flows and build-out flows.



Spring Meadow Sewer Line

Description — The Spring Meadow subdivision has two separate sewer systems that cross underthe UPRR and connect into the Parker Creek Tributary 6 Sewer Line. The first is an 8-inch linethat runs from east to west in Azalea Drive and turns north along Mistflower Lane. It crosses theUPRR, flows southwest along the northern side of the railroad then connects to the Parker CreekTributary 6 Sewer Line at Junction 3-I. The existing line consists of approximately 1,980 lf of 8-inchpipe with capacity for the 2015 existing and build-out flows.

The second line is also an 8-inch line that flows north from the intersection of Blazing Star Driveand Laurel Lane, across the UPRR, and into the Parker Creek Tributary 6 Sewer Line at Junction3-C. The existing line consists of approximately 1,685 lf of 8-inch pipe with capacity for the 2015existing and build-out flows.



Mobile City Sewer Line

Description — The existing sewer line runs northeast along the UPRR from approximately 1,000 lfsouth west of Black Oak Lane and the UPRR to just north of Cherry Tree Lane and the UPRRwhere it crosses under the railroad. The sewer line follows the railroad alignment northeast whereit crosses under SH 66 and turns north to connect to the Parker Creek Tributary 6 Sewer Line atjunction J-I. The existing line consists of approximately 4,080 lf of 6-inch pipe with capacity for the2009 existing flows.




Recommendation for Build-out — Portions of the approximately 3,300 lf of 6-inch pipe upstream ofthe FM 551 Sewer Line may be abandoned with the Mobile City Force Main and Lift Station #3 inbuild-out conditions. The downstream 780 feet will need no improvement in build-out conditions.

FM 551 Sewer Line

Description — The existing sewer line runs north along the west side of FM 551 from DogwoodTrail to just south of Greenhill Lane E where it turns west to cross under the UPRR to connect intothe UPRR Sewer Line. The existing line consists of approximately 1,080 lf of 6-inch pipe withcapacity for the 2015 existing flows.



Existing Force Mains

Camp Creek Tributary 1 Force Main

Description — The existing 10-inch force main runs southeast from the Baxter Trail Lift Stationalong the alignment of Camp Creek Tributary 1 to Junction 3-N where it connects to the ParkerCreek Tributary 6 Sewer Line. The existing line consists of approximately 1,045 lf of 10-inch forcemain with capacity for the 2015 existing flows.


Recommendation for Build-out — This force main is proposed to be abandoned with the BaxterTrail Lift Station in build-out conditions.

Spring Meadow Force Main

Description — The existing 4-inch force main runs northwest from the Spring Meadow Lift Stationalong East Fate Main Drive and then north along Daisy Drive where is connects to the westernsystem of the Spring Meadow Sewer Line. The existing line consists of approximately 1,495 lf of 4-inch force main with capacity for the 2009 existing flows.


Recommendation for Build-out — This force main is proposed to be abandoned with the SpringMeadow Lift Station in build-out conditions.

Mobile City Force Main

Description — The existing 4-inch force main runs along the southeast side of the UPRR northeastfrom the Mobile City Lift Station to approximately 1,000 lf southwest of Black Oak Lane where itconnects to the Mobile City Sewer Line. The existing line consists of approximately 9,195 lf of 4-inch force main with capacity for the 2009 existing flows.




Recommendation for Build-out — This force main is proposed to be abandoned with the MobileCity Lift Station in build-out conditions.

FM 551 Force Main

Description — The existing 4-inch force main runs from the FM 551 Lift Station north along thewest side of the FM 551 to connect into the FM 551 Sewer Line at Dogwood Trail. The existing lineconsists of approximately 1,135 lf of 4-inch force main with capacity for the 2009 existing flows.


Recommendation for Build-out — This force main is proposed to be abandoned with the FM 551Lift Station in build-out conditions.

IH 30 Force Main

Description — The existing 4-inch force main runs from the IH 30 Lift Station southwest along thenorth side of IH 30 to connect into an existing 8-inch sewer line approximately 1,000 feet west ofthe intersection of Interstate Highway 30 (IH 30) and Ben Payne Road. The existing line consists ofapproximately 1,475 lf of 4-inch force main with capacity for the 2009 existing flows.


Recommendation for Build-out — This force main is proposed to be abandoned with the IH 30 LiftStation in build-out conditions.

Existing Lift Station Facilities

Lift Station # 1 - Mobile City Lift Station

Description — The Mobile City Lift Station pumps wastewater through the Mobile City Force Mainand outfalls into the west Mobile City Sewer Line at approximately 1,000 lf southwest of Black OakLane. Based on conversations with City staff, this lift station is in poor condition and requiresregular maintenance.

Recommendation for 2015 — Replace and/or rehabilitate the existing lift station.

Recommendation for Build-out — This lift station is proposed to be abandoned along with theMobile City Force Main and Sewer Line in build-out conditions.

Lift Station #2 - IH 30 Lift Station

Description — The IH 30 Lift Station pumps wastewater through the IH30 Force Main and outfallsinto an existing 8-inch sewer line approximately 1,000 feet west of the intersection of InterstateHighway 30 (IH 30) and Ben Payne Road.




Recommendation for Build-out — This lift station is proposed to be abandoned along with the IH 30Force Main in build-out conditions.

Lift Station #3 - FM 551 Lift Station

Description — The FM 551 Lift Station pumps wastewater through the FM 551 Force Main andoutfalls into the FM 551 Sewer Line at Dogwood Trail. Based on conversations with City staff, thislift station is in poor condition and requires regular maintenance.


Recommendation for Build-out — This lift station is proposed to be abandoned along with the FM551 Force Main in build-out conditions.

Lift Station #4 - Spring Meadow Lift Station

Description — The Spring Meadow Lift Station pumps wastewater through the Spring MeadowForce Main and outfalls into the west Spring Meadow Sewer Line at Azalea Drive.


Recommendation for Build-out — This lift station is proposed to be abandoned along with theSpring Meadow Force Main in build-out conditions.

Lift Station #5 - Baxter Trail Lift Station

Description — The Baxter Trail Lift Station pumps wastewater through the Camp Creek Tributary 1Force Main and outfalls into the Parker Creek Tributary 6 Sewer Line at Junction 3-N.


Recommendation for Build-out — This lift station is proposed to be abandoned along with theCamp Creek Tributary 1 Force Main in build-out conditions.

Future Projects

Project 3.1 — Approximately 7,300 lf of 21-inch sewer line running parallel to the existing 15-inchParker Creek Tributary 6 Sewer Line from approximately Junction 3-C to Junction 3-A.

Project 3.2 — Approximately 2,300 lf of 10-inch sewer line running from Junction 3-B northwest.This project is necessary to serve future development in the area.

Drainage Basin 4– Proposed Meter Station 4 (M4)

Existing Facilities

There is no existing infrastructure in Drainage Basin 4.



Future Projects

Project 4.1 — Approximately 6,900 lf of 18-inch sewer line, 4,000 lf of 24-inch sewer line, 4,300 lfof 30-inch sewer line, 8,100 lf of 16-inch for main, and 4.40 MGD lift station running from Junction3-A to Junction 4-E. A meter will be located on the east side of the CCN to measure flow fromdrainage basin #4. The peak capacity of Meter Station M4 should be 6.25 MGD.

Project 4.2 — Approximately 4,700 lf of 10-inch sewer line running from Junction 4-B west. Thisproject is necessary to serve future development in the area.

Project 4.3 — Approximately 3,400 lf of 10-inch sewer line running from Junction 4-C northwest.This project is necessary to serve future development in the area.

Project 4.4 — Approximately 5,400 lf of 8-inch sewer line running from Junction 4-E north to thenorthwest corner of the City. This project is necessary to serve future development in the area.

Project 4.5 — Approximately 4,500 lf of 8-inch sewer line running from Junction 4-T east. Thisproject is necessary to serve future development in the area.

Project 4.6 — Approximately 7,900 lf of 8-inch sewer line running from Junction 4-E east along FM552. This project is necessary to serve future development in the area.

Project 4.7 — Approximately 1,000 lf of 8-inch sewer line running from Junction 4-F north to thenorth side of FM 552. This project is necessary to serve future development in the area.

Project 4.8 — Approximately 5,200 lf of 10-inch sewer line, 5,500 lf of 15-inch sewer line, 1,500 lfof 18-inch sewer line, 5,200 lf of 21-inch sewer line, running from Junction 4-E south to Junction 4-S and existing Lift Station #1. This project will allow the abandonment of existing Lift Stations #1and #2. This project is necessary to serve future development on the west side of the City.

Project 4.9 — Approximately 6,500 lf of 12-inch sewer line running from Junction 4-J east toJunction 4-X. This project will allow the abandonment of existing Lift Station #5. This project isnecessary to serve future development in the area.

Project 4.10 — Approximately 4,350 lf of 8-inch sewer line running from Junction 4-U. This projectis necessary to serve future development in the area.

Drainage Basin 5– Proposed Meter Station 5 (M5)

Existing Facilities

There is no existing infrastructure in Drainage Basin 5.

Future Projects

Project 5.1 — Approximately 6,800 lf of 8-inch sewer line, 6,200 lf of 10-inch sewer line, 8,200 lf of4-inch force main, and 0.25 MGD lift station running from Junction 4-A to Junction 5-C. A meter willbe located on the east side of the CCN to measure flow from Drainage Basin #5. The peakcapacity of Meter Station M5 should be 0.38 MGD.



Project 5.2 — Approximately 7,600 lf of 8-inch sewer line running from Junction 5-C east. Thisproject is necessary to serve future development in the area.



VII. CAPITAL IMPROVEMENTS PLAN

To reflect a prioritization of the proposed projects, a capital improvement plan has been provided. Table VII-Aoutlines projects to be facilitated from 2015 through build-out. The projects listed in Table VII-A are predominantlyprojects that encourage growth along the IH 30 corridor as well as remove existing lift stations from service.Exhibit E illustrates the projects chosen for the capital improvement plan.

TABLE VII-AWASTEWATER CAPITAL IMPROVEMENTS PLAN

Project Name Project CostProject 0.0 - Sabine Creek WWTP Upgrade (1.5 MGD to 3.0 MGD) $3,330,500







Project 1.4 - 4-inch Force Main and 0.15 MGD Lift Station $828,000

Project 1.5 - 8-inch Sewer Line, 4-inch Force Main, and 0.15 MGD Lift Station $943,000











Project 1.16 12-inch Sewer Line, 8-inch Sewer Line, 6" Force Main, and 0.45 MGD LiftStation $1,232,000





Project 2.2 - 12-inch and 8-inch Sewer Lines $759,000




TABLE VII-AWASTEWATER CAPITAL IMPROVEMENTS PLAN

Project Name Project CostProject 2.4 - 8-inch Sewer Line $563,000








Project 4.1 - 30-inch, 24-inch, 18-inch Sewer Lines, 16" Force Main, 4.4 MGD LiftStation $7,094,000







Project 4.8 - 21-inch, 18-inch, 15-inch, and 10-inch Sewer Lines $4,181,000



Project 5.1 - 10-inch and 8-inch Sewer Lines, 4-inch Force Main, and 0.25 MGD LiftStation $4,420,000


Total: $55,894,550

CIP Project DescriptionsBelow are descriptions of each of the proposed projects. The project cost represents the opinion of the probable costof construction based on 2015 dollars in addition to design fees.

Project 0.0 — Upgrade of the existing Sabine Creek WWTP treatment plant from a capacity of 1.5MGD to a capacity of 3.0 MGD. This project is expected to be completed in conjunction with NorthTexas Municipal Water District and Royce City. The project cost represents the City of Fate’santicipated contribution of 41%.



Project 0.1 — Approximately 4,500 lf of 30-inch sewer line running from Junction 1-A to Junction2-A. This project accounts for projected flows from Royce City. This project will be necessary toadd additional capacity to the Parker Creek line. This line is expected to be completed inconjunction with North Texas Municipal Water District and Royce City. The project cost representsthe City of Fate’s anticipated contribution of 85%.

Project 0.2 — Approximately 3,000 lf of 27-inch sewer line running from Junction 2-A to Junction3-A. This project accounts for projected flows from Royce City. This project will be necessary toadd additional capacity to the Parker Creek line. This line is expected to be completed inconjunction with North Texas Municipal Water District and Royce City. The project cost representsthe City of Fate’s anticipated contribution of 85%.

Project 0.3 — Approximately 2,500 lf of 8-inch sewer line running from existing Williamsburg 24”sewer line at Junction 1-C, through Junction 1-D, to Junction 1-E. This project will be necessary toserve future development in the area. The project cost represents the City of Fate’s anticipatedcontribution of 85%.

Project 1.1 — Approximately 2,500 lf of 8-inch sewer line running from existing Williamsburg 24”sewer line at Junction 1-C, through Junction 1-D, to Junction 1-E. This project will be necessary toserve future development in the area.

Project 1.2 — Approximately 3,700 lf of 8-inch sewer line running from Project 1.1 at Junction 1-Dto Blackland Rd. This project will be necessary to serve future development in the area nearBlackland Rd.

Project 1.3 — Approximately 1,500 lf of 8-inch sewer line running from Junction 1-E to upstream inthe basin. This project will be necessary to serve future development in the area east of BlacklandRd.

Project 1.4 — Approximately 1,900 lf of 4-inch force main and 0.15 MGD lift station running fromJunction 1-F to Junction 1-E, and approximately 1,500 lf of 8-inch sewer line running from Junction1-F to upstream in the basin. This project will be necessary to serve future development in thearea.

Project 1.5 — Approximately 2,000 lf of 4-inch force main and 0.25 MGD lift station running fromJunction 1-G to Junction 1-F, and approximately 2,400 lf of 8-inch sewer line running from Junction1-G to upstream in the basin. This project will be necessary to serve future development in thearea.

Project 1.6 — Approximately 3,900 lf of 8-inch sewer line, 1,600 lf of 4-inch fore main, and 0.25MGD lift station running from Junction 1-L to Junction 1-K and Junction 1-K to Junction 1-J. Thisproject will be necessary to serve future sections of the Williamsburg development.

Project 1.7 — Approximately 1,100 lf of 8-inch sewer line running from Junction 1-J northwest toserve development along FM 551. This line will be necessary for development along FM 551 thatmay not be included within the Williamsburg development.



Project 1.8 — Approximately 1,000 lf of 18-inch sewer line, 3,800 lf of 12” force main, and 3.75MGD lift station running from Junction 1-O to Junction 1-N. This project will be necessary for futuredevelopment of the Williamsburg development and Heritage Springs north of I-30.

Project 1.9 — Approximately 4,000 lf of 18-inch sewer line running from Junction 1-O to Junction1-S. This line will serve the Williamsburg development and serve as the transmission main for theHeritage Springs development.

Project 1.10 — Approximately 3,400 lf of 10-inch sewer line running from Junction 1-O northeastto upstream in the basin. This line will serve the Williamsburg development and development northof the Williamsburg development.

Project 1.11 — Approximately 2,900 lf of 8-inch sewer line running from Junction 1-Q east alongthe back of properties along I-30. This project is necessary to ensure that properties along I-30 areincluded in sewer service in junction with the development of the Williamsburg development to thesouth.

Project 1.12 — Approximately 2,200 lf of 8-inch sewer line running from Junction 1-R east along I-30. This project is necessary to ensure that properties along I-30 are included in sewer service.

Project 1.13 — Approximately 3,500 lf of 12-inch sewer line running from Junction 1-S throughJunction 1-T north to Hwy 66. This project will be necessary to serve future development in thearea.

Project 1.14 — Approximately 2,600 lf of 8-inch sewer line running west from Junction 1-S along I-30. This project will be necessary to serve future development in the area.

Project 1.15 — Approximately 2,200 lf of 8-inch sewer line running east from Junction 1-S along I-30. This project will be necessary to serve future development in the area.

Project 1.16 — Approximately 800 lf of 8-inch sewer line, 1,000 lf of 12-inch sewer line, 1,800 lf of6-inch force main, and 0.45 MGD lift station running from Junction 1-O through Junctions 1-U and1-V to Junction 1-W. This project is necessary to allow development of the western section of theWilliamsburg development and allow for development on the west side of Rochelle Rd.

Project 1.17 — Approximately 1,200 lf of 8-inch sewer line running from Junction 1-V north toupstream in the basin. This project will be necessary to serve future development in the area.

Project 1.18 — Approximately 1,400 lf of 8-inch sewer line running from Junction 1-W, throughJunction 1-X to Junction 1-Y. This project is necessary to allow development on the west side ofthe Williamsburg development and serve properties along I-30 and Rochelle Rd.

Project 1.19 — Approximately 3,600 lf of 8-inch sewer line running from Junction 1-X west to theback of properties along I-30. This is to ensure that properties along I-30 and the west side ofRochelle Rd. have access to sewer service.

Project 2.1 — Approximately 1,400 lf of 8-inch sewer line running from Junction 2-D to Junction 2-E. This line will be necessary to serve development on the north side of I-30.



Project 2.2 — Approximately 1,100 lf of 12-inch sewer line and 800 lf of 8-inch sewer line runningfrom Junction 2-G to Junction 2-H and to existing Lift Station #4. This line will be necessary toserve as a service main for existing and proposed development on the north side of I-30. Existingdevelopment on the north side of I-30 is currently served through the sewer system throughWoodcreek with existing Lift Stations #3 and #4. This project will abandon existing Lift Station #4and allow the abandonment of Lift Station #3.

Project 2.3 — Approximately 2,400 lf of 8-inch sewer line running from Junction 2-H to Junction 2-Iand to existing Lift Station #3. This line will be necessary to abandon Lift Station #3 and allowsewer access to development further to the southwest.

Project 2.4 — Approximately 2,700 lf of proposed 8-inch sewer line running Junction 2-I southwestalong I-30. This line will be necessary for future development in the area.

Project 2.5 — Approximately 4,100 lf of proposed 8-inch sewer line running Junction 2-G toJunction 2-N. This line will be necessary for future development in the area.

Project 2.6 — Approximately 1,300 lf of proposed 8-inch sewer line running Junction 2-Nsouthwest along I-30. This line will be necessary for future development in the area.

Project 2.7 — Approximately 1,500 lf of proposed 8-inch sewer line running Junction 2-J toJunction 2-L. This line will be necessary for future development in the area.

Project 2.8 — Approximately 1,000 lf of proposed 8-inch sewer line running Junction 2-L northeastalong Memorial Pkwy. This line will be necessary for future development in the area.

Project 2.9 — Approximately 2,100 lf of proposed 8-inch sewer line running Junction 2-L southalong Williamsburg Pkwy. This line will be necessary for future development in the area.

Project 3.1 — Approximately 7,300 lf of 15-inch sewer line running parallel to the existing 15-inchParker Creek Tributary 6 Sewer Line from approximately Junction 3-C to Junction 3-A.

Project 3.2 — Approximately 2,300 lf of 10-inch sewer line running from Junction 3-B northwest.This project is necessary to serve future development in the area.

Project 4.1 — Approximately 6,900 lf of 18-inch sewer line, 4,000 lf of 24-inch sewer line, 4,300 lfof 30-inch sewer line, 8,100 lf of 16-inch for main, and 4.40 MGD lift station running from Junction3-A to Junction 4-E. A meter will be located on the east side of the CCN to measure flow fromdrainage basin #4. The peak capacity of Meter Station M4 should be 5.0 MGD.

Project 4.2 — Approximately 4,700 lf of 10-inch sewer line running from Junction 4-B west. Thisproject is necessary to serve future development in the area.

Project 4.3 — Approximately 3,400 lf of 10-inch sewer line running from Junction 4-C northwest.This project is necessary to serve future development in the area.

Project 4.4 — Approximately 5,400 lf of 8-inch sewer line running from Junction 4-E north to thenorthwest corner of the City. This project is necessary to serve future development in the area.



Project 4.5 — Approximately 4,500 lf of 8-inch sewer line running from Junction 4-T east. Thisproject is necessary to serve future development in the area.

Project 4.6 — Approximately 7,900 lf of 8-inch sewer line running from Junction 4-E east along FM552. This project is necessary to serve future development in the area.

Project 4.7 — Approximately 1,000 lf of 8-inch sewer line running from Junction 4-F north to thenorth side of FM 552. This project is necessary to serve future development in the area.

Project 4.8 — Approximately 5,200 lf of 10-inch sewer line, 5,500 lf of 15-inch sewer line, 1,500 lfof 18-inch sewer line, 5,200 lf of 21-inch sewer line, running from Junction 4-E south to Junction 4-S and existing Lift Station #1. This project will allow the abandonment of existing Lift Stations #1and #2. This project is necessary to serve future development on the west side of the City.

Project 4.9 — Approximately 6,500 lf of 12-inch sewer line running from Junction 4-J east toJunction 4-X. This project will allow the abandonment of existing Lift Station #5. This project isnecessary to serve future development in the area.

Project 4.10 — Approximately 4,350 lf of 8-inch sewer line running from Junction 4-U. This projectis necessary to serve future development in the area.

Project 5.1 — Approximately 6,800 lf of 8-inch sewer line, 6,200 lf of 10-inch sewer line, 8,200 lf of4-inch force main, and 0.25 MGD lift station running from Junction 4-A to Junction 5-C. A meter willbe located on the east side of the CCN to measure flow from Drainage Basin #5. The peakcapacity of Meter Station M5 should be 0.30 MGD.

Project 5.2 — Approximately 7,600 lf of 8-inch sewer line running from Junction 5-C east. Thisproject is necessary to serve future development in the area.



APPENDIX VICINITY MAP

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APPENDIX EXHIBIT A – EXISTING SYSTEM

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Lift Station #2

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Existing 4" Force Main





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EXHIBIT ACITY OF FATE

WASTE WATER SYSTEM MASTER PLANEXISTING SYSTEM

I 0 1,000 2,000500Feet

NOTES:1. THIS MAP IS THE PROPERTY OF THE CITY OF FATE, TEXAS AND IS NOT TI BE REPRODUCEDBY ANY MEANS, MEHANICAL OR DIGITAL, WITHOUHT THE WRITTEN CONSENT OF THE CITY OF FATE. 2. THIS MAP WAS PREPARED FOR AND INTENDED TO BE A GENERAL GUIDE ONLY. DUE TO GRAPHIC REQUIREMENTS, SOME AREAS MAY NOT BE TO AN EXACT SCALE.

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Existing Collector LineXX"

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Existing Creek

! Existing Meter

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2.17 76.4 118,1773.3 81.1 36,2253.4 125.4 26,5773.5 39.2 72,7093.6 45.6 5,1563.7 50.4 97,2963.8 109.8 84,7913.9 56.3 54,760

3.10 48.8 101,5153.11 29.2 48,9743.12 58.8 94,5053.13 7.9 15,4753.14 62.4 38,2613.15 32.3 42,4833.16 170.0 188,7223.17 73.1 20,7013.18 91.0 126,0843.19 16.6 36,0593.20 64.1 126,5673.21 102.7 110,9823.22 23.2 38,2593.23 30.9 30

Basin ID Area (AC)

Flow Rate (GPD)

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Existing Main Line



APPENDIX EXHIBIT B – CAPITAL IMPROVEMENTS PLAN

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Lift Station #2To Be Abandonded



4" Force Main ToBe Abandoned






0.45 MGDWilliamsburg Basin Lift Station #5

3.75 MGDWilliamsburg Basin Lift Station #4 0.25 MGD

Williamsburg Basin Lift Station #3

4.40 MGDFM 552 Basin Lift Station #1

0.25 MGDNorth Basin Lift Station #1




Sabine Creek WWTP

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8''

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27''

6''

8''

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18''18''

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48''

6''

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8''

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24''

24''8''

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8''

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10''

15'' 8''

8''

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4''

8'' 8''

8''

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4''

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15''15''

6''

8''

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6''

8''

8''8''

15''

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15''

6''

8'' 21''

6''

18''

6''

8''

8''

15''

24''

6''

4''

6''

10''

10''

8''

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8''

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8''

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8''

6''

15''

8''

8''

6''

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24''

24''

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8''8''

8''

8''

8''

8''

8''

8''

8''

4''

6''

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6''

8''

8''

8''

8''

8''

8''

8''

4''

8''

8''

12''

8''

6''

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8''

8''

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8''

8''

8''

8''

8''

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8''8''

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6''6''

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8'' 8''

8''

8''

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''

''

8''

8''

8''

8''

8''

8''

4''

4''

10''

4''

4''

4''

4''

4''

4''

UV4.7

UV4.6

UV5.1

UV4.1

UV2.5

UV4.2

UV4.8

UV4.1

UV4.8

UV1.8

UV2.8

UV1.19

UV2.5

UV4.2

UV 1.9

UV4.10

UV1.10

UV1.2

UV0.3

UV1.14

UV1.11

UV2.4

UV2.1

UV1.5

UV4.1

UV4.5

UV1.6

UV1.1

UV0.2

UV 1.13

UV3.2

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UV4.9

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UV1.19

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UV2.7

UV1.16

UV5.2

UV3.1

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UV5.1

UV4.8

UV0.1

UV4.1UV4.6 UV4.6

UV4.6

UV5.1

UV5.1UV5.1

UV 5.1

UV5.1UV5.1

UV4.1

UV4.1

UV4.1

UV4.1

UV4.1

UV4.8

UV4.8

UV4.8

UV 4.8

UV4.8

UV5.2

UV5.2

UV5.2

UV5.2UV4.1

0

UV4.10

UV1.10

UV1.2

UV0.1

UV0.1

UV0.1UV0.1

UV1.14

UV1.11

UV2.4

UV3.1UV3.1UV3.1

UV4.1

UV4.5

UV1.6

UV0.2

UV1.13

UV4.9

UV4.9

UV4.1

UV5.1

UV1.6

UV1.4

UV1.16 UV1.84'' 4''6'' 6''

4''

4''4''

4''

12'' 12''

12''

16'' 16'' 16'' 16'' 16'' 16'' 16''

4'' 4'' 4'' 4'' 4'' 4'' 4''

500

500

550

550

550550

500

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550

550

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550

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500500

500 500 500

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600 600

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550 600

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600

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600600

600

600

500

500

550

500

500

550

550

600

600

600

550

EXIT 73

MAY

ST

GAIL LN

LILAC

LNEXIT 70

ELM ST

RO

SE

LN

JON

ES

ST

LESLI DR

MAIN ST

GR

AC

E L

N

MARY ST

SK

YE

LN

CE

NTE

R S

T

RAM

P

VALLEY CT

TAM

MIE LN

WO

OD

ST

VAU

GH

N D

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PRIC

ED

R

LAMAR ST

REED

DR

DERICK DR

WHITE DR

SPARKS DR

SC

IEN

CE

PL

TRIPP TRL

ABBY

LN

DYANN DR

SKELTON ST

LOVE LN

AUDOBON LN

MIDNIGHT DR

MILLER LN

HOU

ST O

NS

T

DAN

BUR

Y D

R

NORMA GENE

TB

AR

NE

SAV

E

GOFF DR

KELLY LN

WA

LNU

T S

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IVE

YLN

FIR

EB

ER

RY

DR

STE

AD

HA

M S

T

SOUTHVIEWDR

KATIEST

SIL

VE

R V

IEW

LN

ROWDY DR

ZIO

N H

ILLS

RD

GE

NTR

YLN

SHAR

PLEY DR

AUDRY

DR

SINGLETON DR

COX DR

VERNON DR

LIV

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AK

ST

PH

YLL

IS L

N

MACKENZIE DR

SHELBY DR

PARK

ER

SPATH

MUSTANG DR

BROOKHAVEN DR

AUTU

MN

TRL

MA

RIL

YN

JAY

NE

DR

GRI

SH

AM

DR

IND

US

TRIA

L D

R

STAB

LEGLE

N

OR

CH

AR

D L

N

NO

RTH

RID

GE

LN

PALOMINO DR

BAYBERRY DR

OLE

WE

ST

LN

CLYDESDALE DR

DO

WE

LL R

D

BE

LL S

T

DE

ATON

ST

RIDING CLUB RD

MAGNOLIA DR

COOPER LN

GU

MB

O D

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MEADOWDALE DR

KIM LN

WAGONWHEEL DR

NANCY DR

STE

PH

AN

I LN

CRESTVIEW CIR

CIRCLE LN

RUFFIAN

WA Y

WESTMINSTER DR

MIL

LWO

OD

RD

INN

OVA

TION

ST

CAMP CREEK RD

SUGARBERRY LN

LOUDER WAY

PH

ILLIPS CT

VALE

N DR

NORTHVIEW

DR

WESTON D

R

IND

IAN

TR

L

LYDIAL N

DUSTIN DR

JULIA D

R

AM

ITY

LN

KRIDER RD

MEADOW

LARKLN

GRANT DR

TANDEM TRL

JUNIPER HILLS DR

GARRETT

RD

HIC

KO

RY

HIL L

RD

STARLIGHT LN

NORTHSTAR DR

LOGANWOOD DR

JOE BAILEY ST

HAWTHORN DR

FLORANCE ST

BUFFINGTON AVE

TONY LN

DAYBREAK DR

HIC

KO

RY

LN

OAK GROVE LN

LINDA LN

CIR

CLE

COTTONW

OOD DR

LEONARD WAY

FM 35

JOS

EP

HIN

E S

T

CO

MM

ON

WE

ALT

HLN

MARGARET ST

CANYON RID GE DR

MC

KIN

NEY TRL

WILLOWBROOK LN

MULBERRY DRHACKBERRY DR

CHIGGER RD

FIREWHEEL DR

BAX

TER

TR

L

JEREMY DR

PAYTON WAY

BLACKHAW DR

NO

RTH

STA

R R

D

FATE MAIN PL

FREEMAN LN

MA

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CIR

HIL

LSID

ED

R

CO

YO

TE

RUN RD

BURKETT LN

BUCHANAN RD

JEROME P

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SO

RR

ELS

RD

AM

AN

DA

LN

HICKS RD

CA

RR

I NG

T ON

DR

PRAIRIE VIEW LN

SU

N D

R

MEANDERING WAY

DONALDSON LN

SUN VALLEY DR

ROLLING MEADOWS DR

FM 551

FATE MAIN

AIRPORT RD

MID

LAK

E L

N

KIN

G R

D

RE

D V

ALL

EY

RU

N

CHAPARRAL TROT

ALEXANDER RANCH LN

COUNTY LINE RD

SUNNYC

IR

EASTRIDGE DR

CHARLESTON LN

FM 5

49

CLEM RD

GRIFFIN AVE

ANNA CADE RD

MUNSON RD

WIL

LIAM

SBU

RG

PK

WY

HOLLI D

AWN R

D

RANCH LN

OLDM

ILLWO

OD

RD

CIRCLE RD

HIGHTO

WER LN

CE

ME

T ER

YS

T

BE

N P

AYN

E R

D

COUNTY ROAD 979

STATE HWY 276

RO

CH

ELL

E R

D

HA

MP

TON

DR

FM 1777

COUNTY ROAD 950

FM 2755

ELM GROVE RD

SMITH ACRES DR

COUNTY RO

AD

5 86

GLORY DR

PRINCE LN

US HWY 66

FLO

YD

RD

CORNELIUS RD

FM 552

STATE HIGHWAY 66

NO

RTH

FOR

K R

D

COUNTY ROAD 949

CO

UN

TY R

OA

D 5

36

CHURCH ST

FM 1

138

I 30

PARKER RD

CD BOREN PKWY

SPRINGER LN

COUNTRY LN

BIRCH ST

CRENSHAW RD

BLA

CK

LAN

D R

D

INTERSTA

TE 30

FM 54

8

EXHIBIT BCITY OF FATE

WASTE WATER SYSTEM MASTER PLANCAPITAL IMPROVEMENTS PLAN

I 0 1,000 2,000500Feet

NOTES:1. THIS MAP IS THE PROPERTY OF THE CITY OF FATE, TEXAS AND IS NOT TI BE REPRODUCEDBY ANY MEANS, MEHANICAL OR DIGITAL, WITHOUHT THE WRITTEN CONSENT OF THE CITY OF FATE. 2. THIS MAP WAS PREPARED FOR AND INTENDED TO BE A GENERAL GUIDE ONLY. DUE TO GRAPHIC REQUIREMENTS, SOME AREAS MAY NOT BE TO AN EXACT SCALE.

Legend

")LS Lift Station to be Abandoned

")LS Proposed Lift Station

Existing Force MainProposed Force Main

-LC

-LC

-LC -LC -LC

-LC

-LC


Fate City Limits

-JTE

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E-

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Fate ETJ

-NCC

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Sewer CCN Boundary

UVX.X

")LS Existing Lift StationCIP Project Number

XX"

Proposed ThoroughfareStreet / Road

Existing Collector LineXX"

XX"

XX"

XX" Proposed Sewer Line

Existing Creek

Drainage Basin #4 - East

Drainage Basin #4 - West

Drainage Basin #2



Septic

Drainage Basin #1

Drainage Basin #3

Existing Main Line

Project 0.0 - Sabine Creek WWTP UpgradeProject 0.1 - 42-inch Sewer LineProject 0.2 - 30-inch Sewer LineProject 0.3 - 27-inch Sewer LineProject 1.1 - 8-inch Sewer LineProject 1.2 - 8-inch Sewer LineProject 1.3 - 8-inch Sewer LineProject 1.4 - 4-inch Force Main and 0.15 MGD Lift Station

Project 1.7 - 8-inch Sewer Line

Project 1.9 -Project 1.10 - 10-inch Sewer LineProject 1.11 - 8-inch Sewer LineProject 1.12 - 8-inch Sewer LineProject 1.13 - 12-inch Sewer LineProject 1.14 - 8-inch Sewer LineProject 1.15 - 8-inch Sewer Line

Project 1.17 - 8-inch Sewer LineProject 1.18 - 8-inch Sewer LineProject 1.19 - 8-inch Sewer LineProject 2.1 - 8-inch Sewer LineProject 2.2 - 12-inch and 8-inch Sewer LinesProject 2.3 - 8-inch Sewer LineProject 2.4 - 8-inch Sewer LineProject 2.5 - 8-inch Sewer LineProject 2.6 - 8-inch Sewer LineProject 2.7 - 8-inch Sewer LineProject 2.8 - 8-inch Sewer LineProject 2.9 - 8-inch Sewer LineProject 3.1 - 21-inch Sewer LineProject 3.2 - 10-inch Sewer Line

Project 4.2 - 10-inch Sewer LineProject 4.3 - 10-inch Sewer LineProject 4.4 - 8-inch Sewer LineProject 4.5 - 8-inch Sewer LineProject 4.6 - 8-inch Sewer LineProject 4.7 - 8-inch Sewer Line

Project 4.9 - 12-inch Sewer LineProject 4.10 - 8-inch Sewer Line

Project 5.2 - 8-inch Sewer Line

Project 4.8 - 21-inch, 18-inch, 15-inch, and 10-inch Sewer Lines

Project 5.1 - 10-inch and 8-inch Sewer Lines, 4-inch Force Main, and 0.25 MGD Lift Station

30-inch, 24-inch, 18-inch Sewer Lines, 16" Force Main, 4.4 MGD Lift Station

18-inch Sewer Line

Capital Improvements Plan

8-inch Sewer Line, 4-inch Force Main, and 0.25 MGD Lift Station

Project 1.8 -

1.6Project -

4.1Project -

18-inch Sewer Line, 12-inch Force Main, and 3.75 MGD Lift Station

Project 1.16 12-inch Sewer Line, 8-inch Sewer Line, 6" Force Main, and 0.45 MGD Lift Station

-

Project 1.5 - 8-inch Sewer Line, 4-inch Force Main, and 0.15 MGD Lift Station



APPENDIX EXHIBIT C – WORK MAP

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4.40 MGDFM 552 Basin Lift Station #1

0.25 MGDNorth Basin Lift Station #1




Ultimate Royce City Flows2.96 MGD

Sabine Creek WWTP


8''

8''

12''

12''

8''

8''

8''

8''

8''

8''

8''

8''

8''

18''

12''

8''

8''

10''

10''

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8''

8''

18''

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12'' 12''

12''

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27''

27''

10''

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8''

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24''

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18''

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30''

30''

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451 LF

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12''

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27''

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1.6

1.5

1.4

1.2

1.1

1.3

1.7

1.17

1.12

1.9

1.18

2.9

2.7

2.3

2.8

2.6

2.13

4.16

3.9

3.4

3.8

3.19

4.20

3.10

3.13

3.18

3.7

3.6

3.3

3.14

3.11

3.21

3.1

3.2

3.5

2.10

4.18

4.19

4.14

4.15

4.2

4.4

4.1

5.1

4.3

5.2

4.7

4.6

4.8

4.9

4.5

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4.12

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4.224.21

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4.26

4.24

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4.25

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4.30 1.28

4.28

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CORNELIUS RD

LOGANWOOD DR

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COUNTY ROAD 979

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CANYON RIDGE DR

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MULBERRY DR

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INTERSTATE 30

FM 54

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CRENSHAW RD

Legend

I 0 1,000 2,000500Feet

NOTES:1. THIS MAP IS THE PROPERTY OF THE CITY OF FATE, TEXAS AND IS NOT TI BE REPRODUCEDBY ANY MEANS, MEHANICAL OR DIGITAL, WITHOUT THE WRITTEN CONSENT OF THE CITY OF FATE. 2. THIS MAP WAS PREPARED FOR AND INTENDED TO BE A GENERAL GUIDE ONLY. DUE TO GRAPHIC REQUIREMENTS, SOME AREAS MAY NOT BE TO AN EXACT SCALE.

EXHIBIT CCITY OF FATE

WASTE WATER SYSTEM MASTER PLANWORK MAP

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Existing Force Main

Proposed Force Main

-LC

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Fate City Limits

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Existing CollectorXX"

XX"

XX"

XX" Proposed Sewer Line

Existing Creek



Drainage Basin #2



Septic

Drainage Basin #1

Drainage Basin #3

Minor Drainage Basins

Existing Main Line

1.1 276.1 87,024 1.25 6.2 24,607 3.4 125.4 315,6831.2 114.7 40,758 1.26 39.3 176,470 3.5 40.6 85,9491.3 146.7 64,697 1.27 49.1 193,667 3.6 45.6 245,3611.4 113.8 34,818 1.28 18.6 69,795 3.7 50.4 124,4921.5 57.4 18,100 2.1 142.5 43,611 3.8 109.8 300,0671.6 179.4 56,606 2.2 92.2 345,357 3.9 56.3 159,5961.7 94.8 50,921 2.3 63.6 128,584 3.10 48.8 115,7171.8 127.3 401,556 2.4 66.8 164,361 3.11 29.2 70,4211.9 64.9 206,942 2.5 88.6 320,570 3.13 7.9 73,6981.10 68.3 204,897 2.6 8.2 30,673 3.14 62.4 359,9451.11 71.4 190,953 2.7 59.3 136,117 3.18 65.9 261,7671.12 56.3 134,454 2.8 32.3 227,379 3.19 16.6 41,3041.13 114.2 360,146 2.9 51.3 202,475 3.21 102.7 62,0861.14 59.0 214,989 2.10 23.2 80,486 4.1 107.3 337,6101.15 49.9 157,487 2.11 11.8 36,378 4.2 389.1 691,4771.16 39.2 152,299 2.12 40.1 145,759 4.3 568.8 606,0981.17 73.1 219,566 2.13 34.9 119,470 4.4 89.5 28,2261.18 18.2 68,170 2.14 58.2 184,504 4.5 231.3 106,3491.19 152.9 510,062 2.15 42.9 139,810 4.6 260.7 74,8421.20 135.5 480,319 2.16 59.8 188,717 4.7 116.9 22,0991.21 59.7 188,381 2.17 76.4 173,010 4.8 102.6 36,9361.22 39.0 93,978 3.1 226.4 532,235 4.9 114.6 36,0171.23 17.9 57,824 3.2 12.5 39,280 4.10 72.6 22,0681.24 18.7 40,062 3.3 81.1 230,569 4.11 126.8 38,945

Basin ID Area (AC) Flow Rate (GPD)Basin ID Area (AC) Flow Rate

(GPD)Basin ID Area (AC) Flow Rate (GPD)

4.12 93.6 28,7934.13 121.6 277,7044.14 55.5 175,0134.15 122.5 268,9954.16 64.1 155,7554.18 23.2 62,0864.19 30.9 85,2554.20 80.4 253,3914.21 163.4 51,0204.22 164.9 51,4524.23 117.4 2,0094.24 70.1 22,0974.25 165.2 513,1064.26 55.2 30,3394.27 55.8 74,8384.28 148.4 90,2924.29 170.7 230,7444.30 170.7 530,4935.1 310.2 93,1205.2 587.9 180,050

Area (AC) Flow Rate (GPD)Basin ID

1-A 18,497,3041-B 4,499,5491-C 4,412,5251-D 174,2211-E 109,5241-F 74,7061-G 56,6061-H 4,197,5461-I 4,146,6251-J 3,939,6841-K 395,8511-L 190,9531-M 3,072,4821-N 3,072,4821-O 2,938,0281-P 2,339,5091-Q 1,606,8861-R 1,278,1171-S 990,3811-T 480,3191-U 598,5191-V 410,1391-W 316,1601-X 258,3361-Y 64,6692-A 13,997,7552-B 2,667,2622-C 2,623,6512-D 2,623,6512-E 128,5842-F 2,149,7102-G 1,985,3492-H 677,1312-I 510,3412-J 621,0072-K 173,0102-L 259,2802-M 182,1372-N 145,7593-A 8,370,4933-B 1,862,7533-C 2,661,0383-D 315,683

Junction ID Flow Rate (GPD)

3-E 1,919,1353-F 584,1563-G 124,4923-H 159,5963-I 1,089,6193-J 1,089,6193-K 973,9023-L 540,2593-M 41,3043-N 03-O 237,1874-A 5,177,2204-B 4,566,4394-C 3,874,9624-D 3,268,8644-E 3,268,8644-F 134,5754-G 3,000,4124-H 2,964,3954-I 2,942,3274-J 2,903,3824-K 1,596,3894-L 1,545,3694-M 1,493,9174-N 1,471,8204-O 958,7154-P 928,3764-Q 926,3664-R 695,6224-S 620,7854-T 96,9414-U 1,278,2004-V 452,7174-W 825,4834-X 85,2554-Y 471,2334-Z 253,391

4-AA 217,8414-AB 155,7555-A 273,1705-B 180,0505-C 180,050

Flow Rate (GPD)Junction ID



APPENDIX OPINION OF PROBABLE COST

Kimley-Horn & Associates, Inc. Opinion of Probable Construction Cost

Client: City of Fate Date: 11/20/2015Project: 2015 Master Plan Prepared By: AWSKHA No.: 064420817 Checked By: JRA

Title: Project 0.0 - Sabine Creek WWTP Upgrade (1.5 MGD to 3.0 MGD) Sheet: 1

Item No. Item Description Quantity Unit Unit Price Item Cost1 Sabine Creek WWTP Upgrade 1 LS 8,050,000.00$ 8,050,000.00$

Basis for Cost Projection: Fate Participation (41%) 3,300,500$ Total: 3,300,500$ No Design Completed

Preliminary Design

Final Design

p:\10000.02\template\cost-est\OPCC-WWMP.xls



Title: Project 0.1 - 42-inch Sewer Line Sheet: 2

Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 99,000.00$ 99,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 40,000.00$ 40,000.00$ 3 Traffic Control 1 LS 20,000.00$ 20,000.00$ 4 42" PVC SDR 35 San. Sewer 10,000 LF 150.00$ 1,500,000.00$ 5 Sanitary Sewer Trench Safety 10,000 LF 5.00$ 50,000.00$ 6 Standard 5' Diameter Sanitary Sewer Manhole 34 EA 7,000.00$ 238,000.00$ 7 Extra Manhole Depth (5' MH) 170 VF 500.00$ 85,000.00$ 8 Post-Construction Television Inspection 10,000 LF 5.00$ 50,000.00$ 9 Hydromulch 17,000 SY 3.00$ 51,000.00$ 10 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$

Basis for Cost Projection: Subtotal: 2,136,000$ Conting. (%,+/-) 20% 428,000$ Professional Services 15% 385,000$ Project Subtotal: 2,949,000$ Fate Participation (85%) 2,506,650$

No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 36,000.00$ 36,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 15,000.00$ 15,000.00$ 3 Traffic Control 1 LS 8,000.00$ 8,000.00$ 4 30" PVC SDR 35 San. Sewer 4,500 LF 110.00$ 495,000.00$ 5 Sanitary Sewer Trench Safety 4,500 LF 5.00$ 22,500.00$ 6 Standard 5' Diameter Sanitary Sewer Manhole 15 EA 7,000.00$ 105,000.00$ 7 Extra Manhole Depth (5' MH) 75 VF 500.00$ 37,500.00$ 8 Post-Construction Television Inspection 4,500 LF 5.00$ 22,500.00$ 9 Hydromulch 8,000 SY 3.00$ 24,000.00$ 10 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$

Basis for Cost Projection: Subtotal: 768,000$ Conting. (%,+/-) 20% 154,000$ Professional Services 15% 139,000$ Project Subtotal: 1,061,000$ Fate Participation (85%) 901,850$

No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 23,000.00$ 23,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 9,000.00$ 9,000.00$ 3 Traffic Control 1 LS 5,000.00$ 5,000.00$ 4 27" PVC SDR 35 San. Sewer 3,000 LF 100.00$ 300,000.00$ 5 Sanitary Sewer Trench Safety 3,000 LF 5.00$ 15,000.00$ 6 Standard 5' Diameter Sanitary Sewer Manhole 10 EA 7,000.00$ 70,000.00$ 7 Extra Manhole Depth (5' MH) 50 VF 500.00$ 25,000.00$ 8 Post-Construction Television Inspection 3,000 LF 5.00$ 15,000.00$ 9 Hydromulch 5,000 SY 3.00$ 15,000.00$ 10 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$

Basis for Cost Projection: Subtotal: 480,000$ Conting. (%,+/-) 20% 96,000$ Professional Services 15% 87,000$ Project Subtotal: 663,000$ Fate Participation (85%) 563,550$

No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 19,000.00$ 19,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 4,000.00$ 4,000.00$ 3 Traffic Control 1 LS 8,000.00$ 8,000.00$ 4 8" PVC SDR 35 San. Sewer 2,500 LF 65.00$ 162,500.00$ 5 Sanitary Sewer Trench Safety 2,500 LF 5.00$ 12,500.00$ 6 Standard 4' Diameter Sanitary Sewer Manhole 9 EA 5,000.00$ 45,000.00$ 7 Extra Manhole Depth (4' MH) 45 VF 450.00$ 20,250.00$ 8 Post-Construction Television Inspection 2,500 LF 5.00$ 12,500.00$ 9 Asphalt Street Repair 3,000 SY 35.00$ 105,000.00$ 10 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$

Basis for Cost Projection: Subtotal: 392,000$ Conting. (%,+/-) 20% 79,000$ Professional Services 15% 71,000$ Total: 542,000$

No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 28,000.00$ 28,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 6,000.00$ 6,000.00$ 3 Traffic Control 1 LS 11,000.00$ 11,000.00$ 4 8" PVC SDR 35 San. Sewer 3,700 LF 65.00$ 240,500.00$ 5 8" PVC SDR 35 San. Sewer (Other Than Open Cut) 100 LF 350.00$ 35,000.00$ 6 Sanitary Sewer Trench Safety 3,700 LF 5.00$ 18,500.00$ 7 Standard 4' Diameter Sanitary Sewer Manhole 13 EA 5,000.00$ 65,000.00$ 8 Extra Manhole Depth (4' MH) 65 VF 450.00$ 29,250.00$ 9 Post-Construction Television Inspection 3,800 LF 5.00$ 19,000.00$ 10 Asphalt Street Repair 4,000 SY 35.00$ 140,000.00$ 11 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design




Title: Project 1.4 - 4-inch Force Main and 0.15 MGD Lift Station Sheet: 8

Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 29,000.00$ 29,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 6,000.00$ 6,000.00$ 3 4" PVC Pressure Rated Wastewater Pipe 1,900 LF 100.00$ 190,000.00$ 4 8" PVC SDR 35 San. Sewer 1,500 LF 65.00$ 97,500.00$ 5 Sanitary Sewer Trench Safety 3,400 LF 5.00$ 17,000.00$ 6 Post-Construction Television Inspection 3,400 LF 5.00$ 17,000.00$ 7 0.15 MGD Lift Station 1 EA 100,000.00$ 100,000.00$ 8 Asphalt Street Repair 4,000 SY 35.00$ 140,000.00$ 9 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design




Title: Project 1.5 - 8-inch Sewer Line, 4-inch Force Main, and 0.15 MGD Lift Station Sheet: 9

Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 33,000.00$ 33,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 7,000.00$ 7,000.00$ 3 4" PVC Pressure Rated Wastewater Pipe 2,000 LF 100.00$ 200,000.00$ 4 8" PVC SDR 35 San. Sewer 2,400 LF 65.00$ 156,000.00$ 5 Sanitary Sewer Trench Safety 4,400 LF 5.00$ 22,000.00$ 6 Post-Construction Television Inspection 4,400 LF 5.00$ 22,000.00$ 7 0.15 MGD Lift Station 1 EA 100,000.00$ 100,000.00$ 8 Asphalt Street Repair 4,000 SY 35.00$ 140,000.00$ 9 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 59,000.00$ 59,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 12,000.00$ 12,000.00$ 3 Traffic Control 1 LS 24,000.00$ 24,000.00$ 4 8" PVC SDR 35 San. Sewer 6,000 LF 65.00$ 390,000.00$ 5 4" PVC Pressure Rated Wastewater Pipe 1,600 LF 100.00$ 160,000.00$ 6 0.25 MGD Lift Station 1 EA 150,000.00$ 150,000.00$ 7 Sanitary Sewer Trench Safety 7,600 LF 5.00$ 38,000.00$ 8 Standard 4' Diameter Sanitary Sewer Manhole 20 EA 5,000.00$ 100,000.00$ 9 Extra Manhole Depth (4' MH) 100 VF 450.00$ 45,000.00$ 10 Post-Construction Television Inspection 7,600 LF 5.00$ 38,000.00$ 11 Asphalt Street Repair 7,000 SY 35.00$ 245,000.00$ 12 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$

Basis for Cost Projection: Subtotal: 1,264,000$ Conting. (%,+/-) 20% 253,000$ Professional Services 15% 228,000$ Total: 1,745,000$

No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 86,000.00$ 86,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 18,000.00$ 18,000.00$ 3 Traffic Control 1 LS 35,000.00$ 35,000.00$ 4 18" PVC SDR 35 San. Sewer 1,000 LF 85.00$ 85,000.00$ 5 12" PVC Pressure Rated Wastewater Pipe 3,800 LF 165.00$ 627,000.00$ 6 3.75 MGD Lift Station 1 EA 750,000.00$ 750,000.00$ 7 Sanitary Sewer Trench Safety 4,800 LF 5.00$ 24,000.00$ 8 Standard 4' Diameter Sanitary Sewer Manhole 4 EA 5,000.00$ 20,000.00$ 9 Extra Manhole Depth (4' MH) 20 VF 450.00$ 9,000.00$ 10 Post-Construction Television Inspection 4,800 LF 5.00$ 24,000.00$ 11 Asphalt Street Repair 5,000 SY 35.00$ 175,000.00$ 12 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design






Basis for Cost Projection: Subtotal: 897,000$ Conting. (%,+/-) 20% 180,000$ Professional Services 15% 162,000$ Total: 1,239,000$

No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design




Title: Project 1.16 12-inch Sewer Line, 8-inch Sewer Line, 6" Force Main, and 0.45 MGD Lift Station Sheet: 20

Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 42,000.00$ 42,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 9,000.00$ 9,000.00$ 3 Traffic Control 1 LS 17,000.00$ 17,000.00$ 4 8" PVC SDR 35 San. Sewer 800 LF 65.00$ 52,000.00$ 5 12" PVC SDR 35 San. Sewer 1,000 LF 75.00$ 75,000.00$ 6 6" PVC Pressure Rated Wastewater Pipe 1,800 LF 125.00$ 225,000.00$ 7 0.45 MGD Lift Station 1 EA 250,000.00$ 250,000.00$ 8 Sanitary Sewer Trench Safety 3,600 LF 5.00$ 18,000.00$ 9 Standard 4' Diameter Sanitary Sewer Manhole 6 EA 5,000.00$ 30,000.00$ 10 Extra Manhole Depth (4' MH) 30 VF 450.00$ 13,500.00$ 11 Post-Construction Television Inspection 3,600 LF 5.00$ 18,000.00$ 12 Asphalt Street Repair 4,000 SY 35.00$ 140,000.00$ 13 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 11,000.00$ 11,000.00$2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 3,000.00$ 3,000.00$3 Traffic Control 1 LS 5,000.00$ 5,000.00$4 8" PVC SDR 35 San. Sewer 1,400 LF 65.00$ 91,000.00$5 Sanitary Sewer Trench Safety 1,400 LF 5.00$ 7,000.00$6 Standard 4' Diameter Sanitary Sewer Manhole 5 EA 5,000.00$ 25,000.00$7 Extra Manhole Depth (4' MH) 25 VF 450.00$ 11,250.00$8 Post-Construction Television Inspection 1,400 LF 5.00$ 7,000.00$9 Asphalt Street Repair 2,000 SY 35.00$ 70,000.00$

10 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$Basis for Cost Projection: Subtotal: 233,000$

Conting. (%,+/-) 20% 47,000$Professional Services 15% 42,000$Total: 322,000$

No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 25,000.00$ 25,000.00$2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 5,000.00$ 5,000.00$3 Traffic Control 1 LS 10,000.00$ 10,000.00$4 8" PVC SDR 35 San. Sewer 3,600 LF 65.00$ 234,000.00$5 Sanitary Sewer Trench Safety 3,600 LF 5.00$ 18,000.00$6 Standard 4' Diameter Sanitary Sewer Manhole 12 EA 5,000.00$ 60,000.00$7 Extra Manhole Depth (4' MH) 60 VF 450.00$ 27,000.00$8 Post-Construction Television Inspection 3,600 LF 5.00$ 18,000.00$9 Asphalt Street Repair 4,000 SY 35.00$ 140,000.00$

10 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$Basis for Cost Projection: Subtotal: 540,000$

Conting. (%,+/-) 20% 108,000$Professional Services 15% 98,000$Total: 746,000$

No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design




Title: Project 2.2 - 12-inch and 8-inch Sewer Lines Sheet: 25

Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 26,000.00$ 26,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 6,000.00$ 6,000.00$ 3 Traffic Control 1 LS 11,000.00$ 11,000.00$ 4 8" PVC SDR 35 San. Sewer 800 LF 65.00$ 52,000.00$ 5 12" PVC SDR 35 San. Sewer 1,100 LF 75.00$ 82,500.00$ 6 12" PVC SDR 35 San. Sewer (Other Than Open Cut) 500 LF 450.00$ 225,000.00$ 7 Abandon Existing Lift Station 1 EA 5,000.00$ 5,000.00$ 8 Sanitary Sewer Trench Safety 1,900 LF 5.00$ 9,500.00$ 9 Standard 4' Diameter Sanitary Sewer Manhole 7 EA 5,000.00$ 35,000.00$ 10 Extra Manhole Depth (4' MH) 35 VF 450.00$ 15,750.00$ 11 Post-Construction Television Inspection 2,400 LF 5.00$ 12,000.00$ 12 Asphalt Street Repair 2,000 SY 35.00$ 70,000.00$


No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 18,000.00$ 18,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 4,000.00$ 4,000.00$ 3 Traffic Control 1 LS 8,000.00$ 8,000.00$ 4 8" PVC SDR 35 San. Sewer 2,400 LF 65.00$ 156,000.00$ 5 Abandon Existing Lift Station 1 EA 5,000.00$ 5,000.00$ 6 Sanitary Sewer Trench Safety 2,400 LF 5.00$ 12,000.00$ 7 Standard 4' Diameter Sanitary Sewer Manhole 8 EA 5,000.00$ 40,000.00$ 8 Extra Manhole Depth (4' MH) 40 VF 450.00$ 18,000.00$ 9 Post-Construction Television Inspection 2,400 LF 5.00$ 12,000.00$ 10 Asphalt Street Repair 3,000 SY 35.00$ 105,000.00$ 11 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design




Title: Project 4.1 - 30-inch, 24-inch, 18-inch Sewer Lines, 16" Force Main, 4.4 MGD Lift Station Sheet: 35

Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 238,000.00$ 238,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 48,000.00$ 48,000.00$ 3 Traffic Control 1 LS 96,000.00$ 96,000.00$ 4 18" PVC SDR 35 San. Sewer 6,800 LF 85.00$ 578,000.00$ 5 24" PVC SDR 35 San. Sewer 3,800 LF 95.00$ 361,000.00$ 6 30" PVC SDR 35 San. Sewer 3,800 LF 110.00$ 418,000.00$ 7 18" PVC SDR 35 San. Sewer (Other Than Open Cut) 100 LF 500.00$ 50,000.00$ 8 24" PVC SDR 35 San. Sewer (Other Than Open Cut) 200 LF 500.00$ 100,000.00$ 9 30" PVC SDR 35 San. Sewer (Other Than Open Cut) 500 LF 500.00$ 250,000.00$ 10 16" PVC Pressure Rated Wastewater Pipe 8,100 LF 175.00$ 1,417,500.00$ 11 4.40 MGD Lift Station 1 EA 800,000.00$ 800,000.00$ 12 Sanitary Sewer Trench Safety 22,500 LF 5.00$ 112,500.00$ 13 Standard 5' Diameter Sanitary Sewer Manhole 48 EA 7,000.00$ 336,000.00$ 14 Extra Manhole Depth (5' MH) 240 VF 500.00$ 120,000.00$ 15 Post-Construction Television Inspection 14,400 LF 5.00$ 72,000.00$ 16 Asphalt Street Repair 4,000 SY 35.00$ 140,000.00$ 17 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$

Basis for Cost Projection: Subtotal: 5,140,000$ Conting. (%,+/-) 20% 1,028,000$ Professional Services 15% 926,000$ Total: 7,094,000$

No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 16,000.00$ 16,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 4,000.00$ 4,000.00$ 3 Traffic Control 1 LS 7,000.00$ 7,000.00$ 4 8" PVC SDR 35 San. Sewer 1,000 LF 65.00$ 65,000.00$ 5 8" PVC SDR 35 San. Sewer (Other Than Open Cut) 100 LF 350.00$ 35,000.00$ 6 Sanitary Sewer Trench Safety 1,000 LF 5.00$ 5,000.00$ 7 Standard 4' Diameter Sanitary Sewer Manhole 4 EA 5,000.00$ 20,000.00$ 8 Extra Manhole Depth (4' MH) 20 VF 450.00$ 9,000.00$ 9 Post-Construction Television Inspection 1,100 LF 5.00$ 5,500.00$ 10 Asphalt Street Repair 4,000 SY 35.00$ 140,000.00$ 11 Asphalt Street Repair 1,000 SY 35.00$ 35,000.00$ 12 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design




Title: Project 4.8 - 21-inch, 18-inch, 15-inch, and 10-inch Sewer Lines Sheet: 42

Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 141,000.00$ 141,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 29,000.00$ 29,000.00$ 3 Traffic Control 1 LS 57,000.00$ 57,000.00$ 4 10" PVC SDR 35 San. Sewer 5,100 LF 70.00$ 357,000.00$ 5 15" PVC SDR 35 San. Sewer 5,400 LF 80.00$ 432,000.00$ 6 18" PVC SDR 35 San. Sewer 1,500 LF 85.00$ 127,500.00$ 7 21" PVC SDR 35 San. Sewer 5,100 LF 90.00$ 459,000.00$ 8 10" PVC SDR 35 San. Sewer (Other Than Open Cut) 100 LF 300.00$ 30,000.00$ 9 15" PVC SDR 35 San. Sewer (Other Than Open Cut) 100 LF 500.00$ 50,000.00$ 10 21" PVC SDR 35 San. Sewer (Other Than Open Cut) 100 LF 500.00$ 50,000.00$ 11 Abandon Existing Lift Station 2 EA 5,000.00$ 10,000.00$ 12 Sanitary Sewer Trench Safety 17,100 LF 5.00$ 85,500.00$ 13 Standard 5' Diameter Sanitary Sewer Manhole 58 EA 7,000.00$ 406,000.00$ 14 Extra Manhole Depth (5' MH) 290 VF 500.00$ 145,000.00$ 15 Post-Construction Television Inspection 17,400 LF 5.00$ 87,000.00$ 16 Asphalt Street Repair 16,000 SY 35.00$ 560,000.00$ 17 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design





Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 48,000.00$ 48,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 10,000.00$ 10,000.00$ 3 Traffic Control 1 LS 20,000.00$ 20,000.00$ 4 12" PVC SDR 35 San. Sewer 6,450 LF 75.00$ 483,750.00$ 5 12" PVC SDR 35 San. Sewer (Other Than Open Cut) 50 LF 450.00$ 22,500.00$ 6 Sanitary Sewer Trench Safety 6,450 LF 5.00$ 32,250.00$ 7 Standard 4' Diameter Sanitary Sewer Manhole 22 EA 5,000.00$ 110,000.00$ 8 Abandon Existing Lift Station 2 EA 5,000.00$ 10,000.00$ 9 Extra Manhole Depth (4' MH) 110 VF 450.00$ 49,500.00$ 10 Post-Construction Television Inspection 6,500 LF 5.00$ 32,500.00$ 11 Asphalt Street Repair 6,000 SY 35.00$ 210,000.00$ 12 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design




Title: Project 5.1 - 10-inch and 8-inch Sewer Lines, 4-inch Force Main, and 0.25 MGD Lift Station Sheet: 45

Item No. Item Description Quantity Unit Unit Price Item Cost1 Mobilization 1 LS 149,000.00$ 149,000.00$ 2 Temporary Erosion Sedimentation and Water Pollution Prevention and Control 1 LS 30,000.00$ 30,000.00$ 3 Traffic Control 1 LS 60,000.00$ 60,000.00$ 4 8" PVC SDR 35 San. Sewer 6,800 LF 65.00$ 442,000.00$ 5 10" PVC SDR 35 San. Sewer 6,200 LF 70.00$ 434,000.00$ 6 4" PVC Pressure Rated Wastewater Pipe 8,200 LF 100.00$ 820,000.00$ 7 0.25 MGD Lift Station 1 EA 150,000.00$ 150,000.00$ 8 Sanitary Sewer Trench Safety 13,000 LF 5.00$ 65,000.00$ 9 Standard 4' Diameter Sanitary Sewer Manhole 44 EA 5,000.00$ 220,000.00$ 10 Extra Manhole Depth (4' MH) 220 VF 450.00$ 99,000.00$ 11 Post-Construction Television Inspection 13,000 LF 5.00$ 65,000.00$ 12 Asphalt Street Repair 19,000 SY 35.00$ 665,000.00$ 13 Connect Proposed Sanitary Sewer Lines to Existing Manhole 1 EA 2,500.00$ 2,500.00$


No Design Completed

Preliminary Design

Final Design







No Design Completed

Preliminary Design

Final Design


final wastewater report - fatetx.gov

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