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25-S-010_Water and Wastewater Master PlansORDINANCE 25-S-010. AN ORDINANCE BY THE CITY COUNCIL OF THE CITY OF SCHERTZ, TEXAS, ADOPTING UPDATED WATER AND WASTEWATER MASTER PLANS AS SUPPLEMENTS TO THE COMPREHENSIVE LAND USE PLAN, REPEALING ALL ORDINANCES OR PARTS OF ORDINANCES IN CONFLICT WITH THIS ORDINANCE; AND PROVIDING AN EFFECTIVE DATE WHEREAS, the City Council of the City of Schertz, Texas, (the "City") has determined that there is a need for updates to the City's Master Plans for Water and Wastewater infrastructure; and WHEREAS, the City Staff worked with a consultant to develop updated Master Plans that address anticipated growth and operational needs of the City in its service areas; and WHEREAS, the Planning and Zoning Commission of the City conducted a public hearing and, after considering the report and presentation, made a recommendation of approval of the proposed updated Water and Wastewater Master Plans; and WHEREAS, the City Council has been presented with the background report and proposed updated plans which are set forth on Exhibits A and B attached hereto and determined that it is in the best interest of the City to adopt the plans as presented; and NOW THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF SCHERTZ, TEXAS THAT: Section 1. The City hereby adopts the updated Water and Wastewater Master Plans as set forth on Exhibits A and B to this Ordinance. The plans as adopted will be considered supplemental to the City's Comprehensive Land Use Plan. Section 2. The recitals contained in the preamble hereof are hereby found to be true, and such recitals are hereby made a part of this Ordinance for all purposes and are adopted as a part of the judgment and findings of the Council. Section 3. All ordinances and codes, or parts thereof, which are in conflict or inconsistent with any provision of this Ordinance are hereby repealed to the extent of such conflict, and the provisions of this Ordinance shall be and remain controlling as to the matters resolved herein. Section 4. This Ordinance shall be construed and enforced in accordance with the laws of the State of Texas and the United States of America. Section 5. If any provision of this Ordinance or the application thereof to any person or circumstance shall be held to be invalid, the remainder of this Ordinance and the application of such provision to other persons and circumstances shall nevertheless be valid, and the City hereby declares that this Ordinance would have been enacted without such invalid provision. Section 6. It is officially found, determined, and declared that the meeting at which this Ordinance is adopted was open to the public and public notice of the time, place, and subject matter of the public business to be considered at such meeting, including this Ordinance, was given, all as required by Chapter 551, as amended, Texas Government Code. Section 7. This Ordinance shall be effective upon the date of final adoption hereof and any publication required by law. PASSED AND APPROVED on the q day of �C�\ C. , 2025. ATTEST: Sheree Courney, Deputy City Secretary ORDINANCE 25-S-010 EXHIBIT A '*A Big io A-1 4 all ILI` A - . N7, .. . I,- - - ' . ' ' 1$ f S L%,-t 72n24 11117-tp-w-pit 0 n (CHERTZ BPE Firm No. 2614 COMMUNITY SERVICE OPPORTUNITY Table of Contents 1. EXECUTIVE SUMMARY.............................................................................................. 4 2. LAND USE ASSUMPTIONS......................................................................................... 6 2.1 Data Review & Methodology.............................................................................................6 2.2 Summary of Comprehensive Land Use and Future Development Assumptions ...............7 2.3 Land Use and Growth Projections.....................................................................................8 2.4 CCNs Service Area Updates...........................................................................................11 2.5 Future System Modeling.................................................................................................12 3. WATER SYSTEM EVALUATION & CIP.....................................................................13 3.1 Modeling & Evaluating the Existing Water System..........................................................13 3.2 Future Water System Evaluation & CIP..........................................................................34 4. WASTEWATER SYSTEM EVALUATION & CIP......................................................... 47 4.1 Modeling the Existing Wastewater System.....................................................................47 4.2 Existing Wastewater System Evaluation.........................................................................56 4.3 Future Wastewater System Evaluation & CIPs...............................................................58 5. CIP Cost Data.............................................................................................................67 5.1 Cost Data........................................................................................................................67 5.2 Inflation Rate Calculation................................................................................................68 5.3 CIP Projects Estimates of Probable Cost........................................................................69 6. LIST OF APPENDICES.............................................................................................. 74 List of Tables Table 1: Land Use of Territories Under Delayed Annexation Agreements.....................................9 Table 2: Population Projections......................................................................................................9 Table 3: Housing Projections..........................................................................................................9 Table 4: Maximum Build -Out Estimates.......................................................................................10 Table 5: Household Size Projections............................................................................................10 Table 6: Employment & Commercial Property Projections...........................................................11 Table 7: Average Day Wholesale Customer Meter Demands......................................................13 Table 8: Peak Day Wholesale Customer Meter Demands...........................................................14 Table 9: TAC Criteria for the Evaluation of the City's Existing System.........................................18 Table10: Well Capacities.............................................................................................................21 Table 11: Wholesale Water Commitments...................................................................................22 Table 12: Storage Tank Capacities..............................................................................................22 Table 13: Elevated Storage Tank Capacities...............................................................................23 Table14: Pump Capacities..........................................................................................................23 Table 15: Average Day Minimum Pressures Observed in Each Pressure Plane ..........................24 Table 16: Peak Day Minimum Pressures Observed in Each Pressure Plane...............................26 Table 17: Peak Day Plus Fire Flow Scenic Hills Simulation.........................................................29 Table 18: Peak Day Plus Fire Flow 1-35 Simulation......................................................................31 Table 19: Peak Day Plus Fire Flow Live Oak Simulation..............................................................32 Table 20: Near Term Water CIP Project Summary .......................................................................35 Table 21: Projected 2030 Number of Connections per Pressure Plane.......................................37 Table 22: 2030 TCEQ Capacity Analysis for IH-35 & Scenic Hills Pressure Planes.....................37 Table 23: 2030 TCEQ Capacity Analysis for Live Oak Pressure Plane........................................37 Table 24: 2030 Water CIP Project Summary ................................................................................41 Table 25: Projected 2050 Number of Connections per Pressure Plane.......................................42 Table 26: 2050 TCEQ Capacity Analysis for IH-35 & Scenic Hills Pressure Planes.....................42 Table 27: 2050 TCEQ Capacity Analysis for Live Oak Pressure Plane........................................42 Table 28: 2050 Water CIP Project Summary ................................................................................46 Table 29: Dry Weather Sanitary Load & Diurnal Curve Adjustment Summary .............................49 Table 30: Dry Weather Calibration Results..................................................................................51 Table 31: Rainfall Event Properties..............................................................................................52 Table 32: Rain Gauge Data Assumptions....................................................................................52 Table 33: Calibrated RTK Parameters..........................................................................................54 Table 34: Wet Weather Calibration Results..................................................................................55 Table 35: Calibration Event Wet Weather Peaking Factors for Metered Basins ...........................56 Table 36: Dry Weather Flow Projections......................................................................................58 Table 37: Capacity Deficiency Criteria for Existing Facilities....................................59 N LL City of Schertz, Texas 1 Table 38: Design Criteria for New Sewer Facilities.......................................................................59 Table 39: Breakdown of Average Dry Weather Flows by Outfalls................................................60 Table 40: Near Term Projects Summary ......................................................................................61 Table 41: 2030 Growth Projects Summary ...................................................................................62 Table 42: 2030 System Improvement Projects Summary .............................................................63 Table 43: 2030 CCMA System Improvement Projects Summary .................................................63 Table 44: 2050 Growth Projects Summary ...................................................................................64 Table 45: 2050 System Improvement Projects Summary .............................................................64 Table 46: Lift Station Capacity Evaluation....................................................................................65 Table 47: Force Main Capacity Evaluation...................................................................................66 Table 48: Yearly Inflation Rate Calculations.................................................................................68 Table 49: Near Term Water CIP Projects Estimate of Probable Costs.........................................69 Table 50: 2030 Water CIP Projects Estimate of Probable Costs..................................................70 Table 51: 2050 Water CIP Projects Estimate of Probable Costs..................................................70 Table 52: Near Term Wastewater CIP Projects Estimate of Probable Costs...............................71 Table 53: 2030 Wastewater CIP Projects Estimate of Probable Costs.........................................72 Table 54: 2050 Wastewater CIP Projects Estimate of Probable Costs.........................................73 Lan.. City of Schertz, Texas 2 List of Figures Figure 1: Average & Peak Day Diurnal Patterns for Single -Family Residential Meters ................15 Figure 2: Average & Peak Day Diurnal Patterns for Multi -Family Residential Meters...................15 Figure3: Live Oak PRV Flows......................................................................................................16 Figure 4: Extent of Waterline Segment Removed from Existing System Model ...........................17 Figure 5: Live Oak GST & 1-35 EST Percent Full Over 24 Hours.................................................20 Figure 6: Live Oak GST & 1-35 EST Percent Full Over 48 Hours.................................................20 Figure 7: Average Day Conditions Minimum Pressures...............................................................25 Figure 8: Peak Day Conditions Minimum Pressures....................................................................27 Figure 9: Fire Flow Simulation Locations......................................................................................28 Figure 10: Scenic Hills Fire Flow Simulation................................................................................30 Figure 11: 1-35 Fire Flow Simulation.............................................................................................31 Figure 12: Live Oak Fire Flow Simulation.....................................................................................33 Figure 13: 2030 Peak Day Corbett EST Levels............................................................................38 Figure 14: 2030 Peak Day Live Oak EST Levels..........................................................................38 Figure 15: 2030 Peak Day Nacogdoches EST Levels..................................................................39 Figure 16: 2030 Peak Day IH-35 EST Levels...............................................................................39 Figure 17: 2030 Peak Day Northcliffe EST Levels........................................................................40 Figure 18: 2050 Peak Day Corbett EST Levels............................................................................43 Figure 19: 2050 Peak Day Live Oak EST Levels.........................................................................43 Figure 20: 2050 Peak Day Nacogdoches EST Levels..................................................................44 Figure 21: 2050 Peak Day IH-35 EST Levis .................................................................................44 Figure 22: 2050 Peak Day Nortcliffe. EST Levels..........................................................................45 Figure 23: Schematic of Flow Monitors in the City's Wastewater System....................................48 Figure 24: Example Plot of Diurnal Pattern..................................................................................50 Figure 25: Sample Dry Weather Calibration Plot..........................................................................50 Figure 26: RTK Method Parameters.............................................................................................53 Figure 27: Sample Wet Weather Calibration Plot.........................................................................55 Figure 28: 5-Year 24 Hour Design Storm..................................................................................... 57 Figure 29: AACE Cost Estimate Clases.......................................................................................67 LL City of Schertz, Texas 3 1. EXECUTIVE SUMMARY The City of Schertz (City) contracted Lockwood, Andrews, and Newnam Inc. (LAN) to analyze and update the Water and Wastewater Master Plan & Capital Improvements Plan (CIP). The goal of this update is to provide a strategic framework for the City's growth, development, and infrastructure enhancements over the next 30 years, ensuring that future investments align with the community's long-term vision and needs. A master plan serves as the City's guiding document for land use, zoning, utilities, public services, and economic development. This document specifically focuses on water and wastewater utility improvements that are required due to growth and various system needs. As part of this update, land use assumptions were developed based on past data from the City and Alamo Area Metropolitan Planning Organization (AAMPO) Traffic Analysis Zone (TAZ) demographic databases. These assumptions then indicated where areas of residential and commercial growth are likely to occur as well as the projected increase in those areas as shown in the tables below. This data was applied to the hydraulic water and wastewater models which are discussed later in this report. Population Projections (Cumulative) (') Compound Annual Growth Rate Population Total Increase Historical Population Projections 5-Year 10-Year 15-Year 20-Year 25-Year 30-year 2020 2025 2030 2035 2040 2045 2060 - 1.8% 2.0% 2.0% 1.9% 1.9% 1.8% 45,719 49,985 55,187 60,933 66,946 73,553 80,416 _ N 4,266 5,202 _ 5,745 6,013 6,607 6,863 Employment & Commercial Property Projections Employment HistoricalM 5-Year 10-Year 15-Year 20-Year 25-Year 30-year Projections ---_�_ __. _�. gCumulative) 2020 2025 2030 2035 2040 2045 2050 Compound Annual Growth Rate(2) Persons Employed Commercial Parcels Total Increase in Commercial Parcels 0.8% 0.8% 3.0% 2.4% 2.2% 2.2% 21,437 22,363 313 _ 327 23,288 24,213 340 �1r12 27,305 30,397 33,839 445 495 551 H 14 14 54 50 50 56 After developing the land use assumptions and identifying areas of growth, the existing water and wastewater systems were analyzed. The analysis for the water system model focused on meeting the Texas Commission for Environmental Quality's (TCEQ) requirements for system storage capacity, supply, service capacity, and minimum pressure requirements for public water systems. For the wastewater system model evaluation, emphasis was placed on identifying sanitary sewer overflows at manholes and surcharged gravity mains. From the analysis of the systems and the growth identified from the land use assumptions, projects were proposed in the Capital Improvements Plan (CIP). The CIP typically spans a 5- to N LL City of Schertz, Texas 4 10-year horizon with longer term projections for major capital projects. These improvements are crucial for maintaining and enhancing the city's infrastructure to accommodate growth and improve the existing system. High level estimates of probable cost for each CIP project were developed based on four industry standard price sources. For the 2030 and 2050 projects, inflation rates were calculated and applied in order to capture the increase in construction costs. These project costs help the City determine how much funding is required and determine if additional funding sources need to be identified. The updated master plan and CIP provide a comprehensive, actionable roadmap for the City's growth and development, aligning infrastructure investments with community priorities and long-term goals. By adopting these plans, the City can continue to maintain and develop a reliable water and wastewater system for both the intermediate and future demands. INTERIM REVIEW ONLY Not to be used for construction, bidding, permit or regulatory approval purposes.This document is released for the purpose of interim review under the authority of: LEE & A M 1 029 r ages ion. u JANUARY 2025 Date Lockwood, Andrews & Newnam,lnc. Texas Registered Engineering Firm F-2614 v v LL City of Schertz, Texas 5 2. LAND USE ASSUMPTIONS Land use assumptions are required to be periodically updated in accordance with TLGC Section 395.052. These assumptions form the basis for analyzing existing and future water and wastewater needs based on growth projections. This section describes how LAN performed a land use assessment, developed growth projections, and applied this data to the hydraulic water and wastewater models which are discussed later in this report. 2.1 Data Review & Methodology 2.1.1 City Provided Data Data and resources necessary for LAN to assess current and future land uses, development projections, and Water and Wastewater service networks were provided by the City. Sources available up to December 31, 2021 were incorporated in the land use assumptions for this master plan effort. The plan was modified based on residential subdivision development information received from the City on April 8th, 2022. This includes the following: GIS Shapefiles o Received by LAN in the December 2019 data package from the City ■ Shapefiles in this data package included: • Comprehensive Land Use • Zoning Ordinances • Water and Wastewater infrastructure • CCN Service Areas • Municipal Boundaries • Customer Meters • Subdivision Land Use Statistics • Residential Land Use Forecasts o Microsoft excel spreadsheet received by LAN in April 2020 from the City's Director of Planning and Community Development. 2018 City of Schertz Comprehensive Land Use Plan Map 2017 Roadway Impact Fee Land Use Assumption Report by Freese and Nichols, Inc. 2.1.2 AAMPO TAZ Data Alamo Area Metropolitan Planning Organization (AAMPO) Traffic Analysis Zone (TAZ) demographic databases were used to determine the City's growth projections. TAZs are the geographic units used to inventory existing and future demographic data required for modeling purposes. TAZ data included 2020, 2025, 2035, and 2045 population, number of households, average household size, and employment inventories for the study area. Databases were downloaded from the AAMPO website in the form of GIS shapefiles and concentrated to correctly reflect the City's extent. It should be noted that TAZ demographic data from 2020 was provided to LAN separately from the 2025-2045 projected demographic data. Because the 2020 data package was a direct result from the official 2020 Census and the projected data was calculated by AAMPO before 2020, LAN identified discrepancies in growth rates between the years 2020 and 2030 for population and employment. For the purpose of this Land Use Assessment, population and employment data between the years 2020 and 2030 was interpolated to reflect consistent growth rate throughout the LL City of Schertz, Texas A planning period. LAN has communicated with AAMPO about the data discrepancies and will update all projections accordingly for future system modeling. At the request of City staff, the projected growth rate for each 5-year period was increased by 0.1 % to be conservative. These adjusted population numbers are presented in subsequent sections. 2.1.3 Planning Period This Comprehensive Land Use Assessment utilizes a 30-year planning period from 2020 to 2050. Because the AAMPO TAZ demographic data is limited to the year 2045, demographics were projected to 2050 by assuming the same compound annual growth rate (CAGR) established in 2045. 2.2 Summary of Comprehensive Land Use and Future Development Assumptions 2.2.1 2017 Roadway Impact Fee Land Use Assumptions by Freese and Nichols, Inc. The 2017 Roadway Impact Fee Land Use Assumptions Report identified land use assumptions and recommendations for the City over a 10-year planning period ending in 2027. Upon completion of this 2021 Comprehensive Land Use Assessment, LAN has identified that the following assumptions from the 2017 Report will remain true for the 30-year planning period ending in 2050: • Territories south of Randolph Air Force Base are impacted by restrictions based on Air Impact Compatible Use Zones (shown on the City's Comprehensive Land Use Plan Map as Attachment 1). Restrictions include limits on residential development densities. • Continued commercial and residential development pressure in the North from New Braunfels will impact growth around the City. 2.2.2 Assumptions Made by LAN A series of assumptions in relation to the City's land use and future development have been made by LAN after completing this Land Use Assessment. The following assumptions were made to initiate updates to the water master plan and CIP: • Land uses identified in the 2018 Comprehensive Land Use Plan Map were modified based on updated residential subdivision development information received from the City on April 8tn 2022. It is assumed that these developments will remain in place for the 30-year planning period. The names and location of these updated developments are labeled on Appendix 5 and Appendix 6. • Land use data available up to April 8tn, 2022 were incorporated in the land use assumptions for this master plan effort. • New growth throughout the 30-year planning period will expand away from the City center, where the highest densities of development currently exist. • Continued development pressure in the North along the IH-35 corridor and from New Braunfels will result in future residential and commercial development at higher densities throughout the north, than in the south. • Territories under delayed annexation agreements with the City will be annexed by 2025. The annexation of these territories will expand municipal boundaries. • Regions within Municipal Boundaries that do not currently lie within City water or wastewater Certificates of Convenience and Necessity (CCN)s identified by the Public Utilities LL City of Schertz, Texas 7 Commission (PUC) are serviced by other authorities and will remain so throughout the 30-year planning period. The existing water and wastewater CCNs will remain in place for the 30-year planning period. 2.3 Land Use and Growth Projections 2.3.1 2018 Comprehensive Land Use Plan The City's Comprehensive Land Use Plan Map is included in this report as Appendix 1 and serves as a provisional guideline for future development across the City. The land uses identified in the 2018 map provide a framework that will be reflected by the City's future development decisions. The exception is the area south of Schaeffer Rd and east of FM 1518. Recent land use plan amendments in this area include zoning changes based on data available up to October 1st, 2022. 2.3.2 Zoning The City's existing zoning ordinances are included in this report as Appendix 2. The existing zoning ordinances were published in 2019 and serve as a means for which the 2018 Comprehensive Future Land Use Plan will be implemented. Based on land use data available up to October 1 st, 2022 (including residential subdivision development information received from the City), the 2019 zoning designations were updated. It is assumed for the purposes of this study, that the zoning identified in Attachment 2 will remain in place for the 30-year planning period ending in 2050 apart from areas south of Schaeffer Rd and east of FM 1518 and areas just north of Trainer Hale Rd which are already approved for rezoning as of May 26, 2022. All existing and future subdivisions are shown in Appendix 5 & 6. 2.3.3 Delayed Annexation Agreements Zoning ordinances were used to locate territories aroun 2.3.3.1 Annexation Schedule d The City's Director of Planning and Community Development provided LAN with timelines for completing existing annexation agreements. The City Plans for the existing annexations to be completed by 2025. 2.3.3.2 Supported Land Uses of Territories to be Annexed Table 1 summarizes the supported land uses of the territories under delayed annexation agreements. The annexation data provided to LAN was geographically categorized between the north and south. The location of the areas under a delayed annexation agreement is illustrated in Appendix 2 and the supported land uses for future development of these area is presented in Appendix 9 & 10. City of Schertz, Texas E:3 Table 1: Land Use of Territories Under Delayed Annexation Agreements Delayed Annexation s Single -Family Agreements: Parcel Supported Land UsesM Total Total Residential Commercial Parcels A Land Use rces creage Lots Allowed Parcels North Schertz Commercial, Single -Family 43 1,037 822 2 Residential South Schertz Commercial, Single -Family 86 3,110 2,000 5 Residential MFor the purpose of this assessment, single-family residential land use includes Agricultural Conservation, Traditional Neighborhood Development (TND), Transit Oriented Development (TOD), and Estate Neighborhood 2.3.4 Population Projections Table 2 uses AAMPO TAZ demographic data to summarize population projections over the 30- year planning period ending in 2050. Combining these projections with development anticipated as of October 1st, 2022, Projections suggest that population is expected to steadily increase throughout the 30-year planning period at an average compound annual growth rate (CAGR) of 1.%. Appendix 3 presents 2020 (historical) and 2050 (projected) population distribution across the City, reflecting the population increase provided in Table 2. Population Projections (Cumulative) 0) Compound Annual Growth Rate Table 2: Population Projections Historical 5-Year 10-Year 15-Year 2020 2025 2030 2035 1.8% 2.0% 2.0% 20-Year 25-Year 30-year 2040 2050 1.9% 1.9% 1.8% Population 45,719 49_985 55,187 60,933 66,946 73,553 80,416 Total Increase M 4,266 5,202 5,745 6,013 6,607 6,863 MTotal population accounts for areas of existing Extra Territorial Jurisdiction (ETJ) for which growth is constrained 2.3.5 Residential Land Use Table 3 uses AAMPO TAZ demographic data to summarize projections for the total number of households over the 30-year planning period. Future residential development across the City is expected to reflect population growth and increased traffic along I1-1-35. The number of households is expected to increase throughout the 30-year planning period at an average CAGR of 2.2%. 2020 (historical) and 2050 (projected) residential housing distribution across the City are shown in Appendix 4. Because AAMPO TAZ data does not categorize residence type, the housing projections include both single-family and multi -family residences. Table 3: Housi�Projections Housing Projections Historical _ 5-Year_ 10-Year�15-Ye_ar_20-Year 25-Year 30-year _ _ (Cumulative) 2020 2025 2030 2035 2040 2045 2050 Compound Annual _ - 3.2% 2.4% 2.2%� 2.1 % 2.0% 2.0% Growth Rate(')(2) Households 15,441 18,034 20,305 22,640 25,120 27,735 30,742 _Total Increase + 2,593 2,271 2,335 2,480 2,615 2,737 FI)Total number of households accounts for all categories of residential housing units throughout the City (2)Total number of households accounts for all residential housing units located within areas of existing Extra Territorial Jurisdiction WOF (ETJ) for which growth is constrained v fV tl City of Schertz, Texas E The City's Director of Planning and Community Development provided LAN with maximum build - out estimates for existing and planned single-family and multi -family residential developments throughout the City. Appendix 5 & 6 shows the location and density of these subdivisions in comparison to the Wastewater and Water Certificates of Convenience and Necessity (CCNs) service areas. Appendix 5 & 6 serves as an exhibit of where the City is allowed to provide services and where their population may be distributed. Table 4 summarizes the maximum build -out estimates. According to this data, approximately 90% of the existing and planned residential developments are single-family residential. Table 4: Maximum Build -Out Estimates Residential Type Land Use Single -Family Multi -Family Statistics Number of Households Expected at Maximum Build -Out for Existing 20,102 3,339 and Planned Subdivisions(2) (2)Total number of households includes subdivisions in areas of existing ETJ for which growth is constrained 2.3.5.1 Single -Family Residential Development The Comprehensive Land Use Plan indicates that single-family is the primary type of residential land use throughout the City. Over the 30-year planning period, development pressure along IH-35 and from New Braunfels will impact the distribution of residences across the City. Single-family housing density is expected to be higher in the north throughout this corridor. However, in the southern portion of the City, west of FM 1518, residential development will primarily consist of lower density rural and estate style subdivisions. It is anticipated that additional single-family development will occur east of FM 1518 based on recent requested and authorized zoning changes. 2.3.5.2 Multi -Family Residential Development Currently, multi -family residential establishments are located centrally in the City and account for a small percentage of the City's residential type land uses. While the number single-family residences will continue to dominate over the 30-year planning period, data provided by the City's Director of Planning and Community Development notes a few new multi -family residential subdivisions have been planned. These developments are primarily located in the northeast between IH-35 and the Schertz City Limits, with one in the southern portion of the City. The location and density of these three developments are included in Appendix 5 & 6. 2.3.5.3 Average Household Size Table 5 uses AAMPO TAZ demographic data to summarize the average number of persons per household over the 30-year planning period. Because AAMPO TAZ data did not categorize residence type, household size accounts for both single-family and multi -family residences. Table 5 indicates the average household size will remain close to three persons over the 30-year planning period. Table 5: Household Size Projections Average Household Size Historical 5-Year 10-Year 15-Year 20-Year 25-Year 30-Year 2020 2025 2030 2035 2040 2045 2050 Persons(')(2) 3.0 2.8 2.7 2.7 2.7 2.7 2.6 MAll categories of residential housing throughout the City are accounted for (2)Total number of households includes subdivisions in areas of existing ETJ for which growth is constrained LOLL City of Schertz, Texas 10 2.3.6 Commercial Land Use The Comprehensive Land Use Plan implies that commercial type land uses will continue to exist primarily along major thoroughfares in the north surrounding I1-1-35, in the south surrounding IH-10, and centrally surrounding FM 3009. The number and location of existing and planned commercial -type parcels were provided by the City in the form of a GIS Shapefile, shown in Appendix 7 & 8. These exhibits show the Wastewater and Water CCN service areas, respectively, to compare where the City is allowed to provide service to where they can expect commercial development. It was determined that AAMPO TAZ data for the number of persons employed throughout the City could reflect the number of commercial -type establishments. The CAGR for employment was used to project the number of commercial establishments over the 30-year planning period. Table 6 summarizes the employment projections, CAGR, and anticipated number of commercial establishments. Increased traffic and population among the IH-35 corridor could result in a higher demand for commercial property development in the North. Employment Projections ( Cumulative) Table 6: Employment & Commercial Property Projections HistoricalM 5-Year 10-Year _ 15-Year 20-Year 25-Year 300-year Compound Annual Growth Rate(2) 2020 2026 2030 2036 2040 2046 2060 - 0.8% 0.8% 3.0% 2.4% 2.2% 2.2% Persons Employed 21,437 22,363 23,288 24,213 27,305 30,397 33,839 Commercial Parcels 313 327 340 394 445 495 551 Total Increase in (+) 14 14 54 50 50 56 Commercial Parcels MEmployment and commercial projections include areas of existing Extra Territorial Jurisdiction (ETJ), for which growth is constrained zA CCNs Service Area Updates The City's existing Water and Wastewater certificates of convenience and necessity (CCNs) identified by the Public Utility Commission (PUC) were reviewed to identify areas the City is currently serving as well as resolve where the City may be servicing outside their PUC identified CCN boundaries. Per correspondence on August 11, 2021, it was decided that the current water and wastewater CCN service areas would remain unchanged for the 30-year planning period. This conservative approach would allow the City to monitor potential CCN changes as development occurs and to adapt using the 5-year impact fee cycle in lieu of wholesale CCN change assumptions for the next 30 years. The City is aware that some regions within their municipal City Limits currently exist outside their water and wastewater CCN service areas and will remain under the service of their existing providers throughout the 30-year planning period. Likewise, regions annexed into the City during the 30-year planning period will not be added to the City's water and wastewater CCN service areas if they are not currently located within the service areas. The existing water and wastewater CCN service areas can be seen in Appendix 9 & 10. These exhibits present the land use categories used in the development of population projection allocations, calculations of future demands, and wastewater loading development. Ed ib LL City of Schertz, Texas 11 2.5 Future System Modeling To develop future conditions for water and wastewater system modeling the existing system models will be modified to reflect the assumptions made in this report. Assumptions and projections made for City growth, land uses, and development are used to establish and allocate future demands and supply requirements for the required planning period. In general, the expansion of Municipal Boundaries throughout the planning period will result in City-wide growth and the extension of water and wastewater service networks. Projected residential and commercial development throughout the planning period will produce increased water and wastewater flows. Lam City of Schertz, Texas 12 3. WATER SYSTEM EVALUATION & CIP 3.1 Modeling & Evaluating the Existing Water System This section provides an overview of the existing system model evaluation and the assessment of the results against the TCEQ requirements for system storage capacity, supply, service capacity, and minimum pressure requirements for public water systems. 3.1.1 Updates to Existing System Model LAN built a hydraulic model of the City's existing water distribution system in Bentley's WaterGEMS software using data provided by the City. The model and the Technical Memo with model build details and preliminary model verification results for the existing system were presented to the City at a review meeting on September 10, 2020. After the existing water system review meeting on September 10, 2020, the following items were updated in the hydraulic model to better reflect existing conditions: • Wholesale Customer Demands • Residential Water Usage Patterns • Live Oak Pressure Reducing Valve Settings • Removal of Waterlines Not in Service 3.1.1.1 Wholesale Customer Demands Meter usage data from the City of Selma and City of Cibolo was provided to LAN by the City and were used to identify average and peak day demands at the wholesale customers' meters. Average day demands and peak day demands were input into the existing system model at each customer meter location and are summarized in Table 7 and Table 8, respectively. Table 7: Average Day Wholesale Customer Meter Demands City of Selma EST 360 8Pm CST 70 gPm City of Cibolo Mesa 10 gPm Ripps-Kreusler 6 8Pm Cibolo Crossing 8 gPM a N LL City of Schertz, Texas 13 Table 8: Peak Day Wholesale Customer Meter Demands City of Selma EST 610 gpm GST 330 gpm City of Cibolo Mesa 20 gpm Ripps-Kreusler 144 gpm Cibolo Crossing 14 gpm Residential Water Usage Patterns During the review of the existing system model with the City, it was noted that the residential water usage patterns did not reflect the observed peak hour usage for the Schertz water system. With only monthly flow monitoring data available from the City, updated representative average day and peak day water usage patterns for residential customers was developed using an American Water Works Association report. The updated water usage patterns were developed using the 1993 American Water Works Association (AWWA) Residential Water Use Patterns report using data. The City of Norman, Oklahoma was selected to best represent residential water use patterns for the City of Schertz because of similarities in annual precipitation, average seasonal temperatures, and land use. The AWWA report provided separate usage pattern for both single and multi -family land use types and these patterns were used to update the residential and apartment demands in the existing system model. The average day water usage patterns for Single -Family and Multi -Family use were developed using the Norman info provided in the 1993 report. The average to peak multipliers, used to develop the peak day water usage patterns for Single -Family and Multi -Family use, were calculated using the 36 months of billing data provided to LAN by the City. These average to peak multipliers are: • Single -Family = 3.2 • Multi -Family = 2.6 The Single -Family and Multi -Family average day and peak day diurnal curves used in the existing system model are illustrated in Figure 1 and Figure 2, respectively. City of Schertz, Texas 14 Figure 1: Average & Peak Day Diurnal Patterns for Single -Family Residential Meters 6.00 5,00 4.00 CL 3.00 2.00 1.00 0.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Hour -Average Day -Peak Day Figure 2: Average & Peak Day Diurnal Patterns for Multi -Family Residential Meters 6.00 5.00 4.00 3.00 2,00 1.00 0.00 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Hour -Average Day -Peak Day c IN IN LL City of Schertz, Texas 15 3.1.1.3 Live Oak Pressure Reducing Valve Settings Comments provided by the City describe that the PRVs separating the Live Oak and 1-35 pressure planes do not open under typical average day conditions but do open under peak day conditions. The City indicated that under peak day conditions these valves open around 4:30 am and stay open until around midnight. To simulate these conditions, the assumption was made that, all PRVs were given the same pressure setting. On the Live Oak side of the pressure plane boundary, under peak day conditions, and with all the valves closed, observed pressures at the PRVs averaged 67-psi. Therefore, a pressure setting of 67- psi was tested in the model to see if the PRVs would open during the simulation in the window of time provided by the City. The PRV located near the corner of Mare Way and Schertz Parkway is at a lower elevation of 713-ft (approximately 14 feet lower than the other PRVs). It was assumed that it was unlikely to open in tandem with the other four PRVs on this pressure plane boundary. The results showed all PRVs were open during a window of time similar to the one provided by the City, except the PRV located near the corner of Mare Way and Schertz Parkway as assumed. Flow through the four PRVs that opened throughout a 24-hour EPS peak day scenario at a pressure setting of 67-psi is shown in Figure 3. The PRVs shown in Figure 3 are primarily open between 4:30 am and midnight. The PRV located near the corner of Mare Way and Schertz Parkway was not shown because it did not open at any time during the 24-hour EPS peak day scenario. Figure 3: Live Oak PRV Flows Bi5 F Y2$ 8 G ass 125 0 9 ? ; b 8 lU i2 14 11 1a 20 22 24 11fl1! (hpY!S� t Oak, a-EMlSlinp•Peak Div-V+; Oak 2•er,nma-Peak pay •RUw liVt Oak k- €xtLPRa-P;ak 6;y•F;:y Lam City of Schertz, Texas 16 3.1.1.4 Removal of Waterlines Not in Service The waterlines shown in Figure 4 were removed from the existing system model. While the lines are planned, the City reported that these waterline segments designated as "Active" in the waterline shapefile, were not yet in service. They will be included in the future conditions model. Figure 4: Extent of Waterline Segment Removed from Existing System Model 3.1.; ")ublic Water System Evaluation Criteriz To evaluate the City's existing system model, criteria were developed in accordance with Texas Commission on Environmental Quality (TCEQ) Public Drinking Water Rules and Regulations for Public Water Systems found in the Texas Administrative Code (TAC) Chapter 290.D. The TCEQ Rules and Regulations provide minimum capacity requirements for public water systems. The rules and regulations effective January 3, 2019 are applied in this analysis. Several of the evaluation criteria are calculated based on the number of connections in the existing system model. The City of Schertz reports 16,434 connections in the existing water system as of December 15, 2020. The City operates their existing water system as three pressure planes, Scenic Hills, 1-35, and Live Oak. For the purposes of this evaluation the system will be assessed as one contiguous network because of the interactions between the existing pressure planes. L� N City of Schertz, Texas 17 Extended period simulations were performed using Bentley's WaterGEMS software which provided the tools and results necessary to assess the existing system model according to the TCEQ criteria for the following: • 24-hour Average Day Flow (ADF) • 24-hour Peak Day Flow (PDF) • 48-hour Peak Daily Plus Fire Flow Analysis The key criteria for the City's existing system are summarized in Table 9. Detailed results for the evaluation criteria are discussed in the order as they appear in Table 9 throughout this section. Table 9: TAC Criteria for the Evaluation of the City's Existing System Category Memo Rule Section Description Results 290.45.a & 3.2.1 Sources of water supply can supply maximum daily demands Field 290.45. during extended peak usage. Verification Needed' Minimum water system capacity requirements shall be determined by calculating the requirements based upon the number of retail customer service connections of that wholesale water supplier, if any, fire flow capacities, if required by §290.46(x) and (y) of this title and adding that amount to the Field 290.45.e.3 & 3.2.2maximum amount of water obligated or pledged under all Verification System 290.45. e.1 wholesale contracts. Needed Storage and Supply Wholesalers must provide enough service pumping capacity to meet or exceed combined maximum daily commitments specified in obligations, system must have a minimum total storage capacity of 200 Meets Minimum 3.2.3 290.45.b.1.Q.i-lea gpm gallons ;per connection. Criteria System must have a minimum total elevated storage capacity Meets Minimum 3.2.4 290.45.b.1.D.ry of loo gallons per connection. Criteria System y 290.45.b.1.D.81 System must have a minimum total pump/'well capacity of 0.6 Meets Service 3.2.5 & 290.45.b.1.D.i gpm per connection. Minimum Capacity Criteria System 3.2.6 290.44.d System must maintain a minimum pressure of 35-psi under Field Verification Minimum normal conditions. Needed System must maintain a minimum pressure of 20-psi under Field Verification Pressure Requirements 3.2.7 290.44.d combined fire and drinking water flow conditions. Needed Lan.. City of Schertz, Texas 3.1.2.1 Supply & Storage AC 290.45. a "Sources of supply, both ground and surface, shall have a safe yield capable of supplying the maximum daily demands of the distribution system during extended periods of peak usage and critical hydrologic conditions. The pipelines and pumping capacities to treatment plants or distribution systems shall be adequate for such water delivery. Minimum capacities required are specified in §290.45 (relating to Minimum Water System Capacity Requirements)." A 24-hour extended period simulation (EPS) scenario, beginning at midnight, was run for the existing system under peak day conditions. Over the 24-hour simulation, it was observed that both the 1-35 elevated storage tank (EST) and the Live Oak ground storage tank (GST) water supply did not recover to at least the same percent full as it was set to at the beginning of the simulation. Figure 5 shows the 1-35 EST and Live Oak GST capacities over the 24-hour simulation. In Figure 5, the 1-35 EST begins the simulation at 98% capacity and ends the simulation at 20% capacity. Likewise, the Live Oak GST begins the simulation at 83% capacity and ends the simulation at 56% capacity. Because the tanks did not recover by the end of the 24-hour simulation, the run time was lengthened to 48-hours to assess if the tanks recovered by peak hour (5:00 am) and if the decline in tank level continued throughout the second day. Figure 6 shows that neither tank recovers and the Live Oak GST almost drains completely by hour 48. The observed results indicate that the existing system model's water supply would be incapable of supplying peak day demands for an extended period as stated in TAC 290.45.a. The City did not indicate that they have issues filling the Live Oak EST or GST as severely as seen in the existing system model. A meeting was held to discuss this issue, and additional information about the system and SCADA was provided to LAN. With this information, the model was re -calibrated, and the results more closely reflected what the Live Oak EST and GST were experiencing. a City of Schertz, Texas 19 2024 rr I'lastewater U. Figure 5: Live Oak GST & 1-36 EST Percent Full Over 24 Hours Figure 6: Live Oak GST & 1-35 EST Percent Full Over 48 Hours 18G.0 95.0 90.0 + 55.0 a0.0 75.0 `0.0 65.0 640 55.0 e 50.0 v t0.0 35 ' ,.0 _. .. Mo 20.0 15.0 1a,o 5.0 0.0 0 6 12 1E 24 30 36 42 40 Time (hours) EST - 1-35 - Exix4ng -Peak Oay - Percent Ful! GST- Luxe Oak -Existing -Peak Ray - Percent Full Lan,.. City of Schertz, Texas 20 3.1.2.2 Wholesale Supplier Requirements TA 290.45. e "The following requirements apply to systems which supply wholesale treated water to other public water supplies: Wholesalers must provide enough production, treatment, and service pumping capacity to meet or exceed the combined maximum daily commitments specified in their various obligations." minimum water system capacity requirements shall be determined by calculating the requirements based upon the number of retail customer service connections of that wholesale water supplier, if any, fire flow capacities required by chapter 290.46, and adding that amount to the maximum amount of water obligated or pledged under all wholesale contracts, if required." The minimum required water supply is of 0.6 gpm per connections. For Schertz's 16,434 connections this minimum water supply is approximately 9,860 gpm. The combination of water supplies is 10,400 gpm as shown in Table 10. Schertz-Seguin Local Government Corporation (SSLGC) is the main supply of water to the existing system. Based on monthly flow monitoring data provided by the City, the maximum daily supply (under peak day conditions) for Schertz from SSLGC is approximately 6,800 gpm. Schertz Wells - There are two Schertz wells which can supply up to 1,800 gpm each. The wells supply water directly to the Nacogdoches EST under peak day conditions. Table 10 summarizes the system's maximum supply which meets the minimum required capacity for existing conditions. Table 10: Well Capacities Water Supply Capacity SSLGC 6,800 gpm Nacogdoches 1 1,800 gpm Nacogdoches 2 1,800 gpm Total Freak Day Supply 10,400 gpm The City of Schertz provides water to two wholesale customers, the City of Cibolo and the City of Selma. The wholesale contracts with Cibolo and Selma do not specify maximum daily commitments. Cibolo - from their wholesale water contracts with the City of Cibolo, the City of Schertz is to supply a combined total of 750 acre-feet of potable water per year, this includes 350 acre- feet of potable water per year designated to the Keli Heights Subdivision. 750 acre-feet per year is approximately 465 gpm. Selma - from their wholesale water contract with the City of Selma, the City of Schertz is to supply a total of 800 acre-feet of potable water per year. 800 acre-feet per year is approximately 496 gpm. LLBN City of Schertz, Texas 21 Table 11 summarizes contracted commitments to wholesale customers. Table 11: Wholesale Water Commitments Wholesale Customer Commitment (acre-feet/year) Commitment (gpm) City of Cibolo 750 465 City of Selma 800 496 Under peak day conditions, the existing water system's current available supply of 10,400 gpm (from Table 10) cannot meet the minimum required supply to the City (9,860 gpm) and its wholesale customers (961 gpm, from Table 11) which totals 10,821 gpm. 3.1.2.3 Total Storage Capacity TA 290.45. b "For more than 250 connections, the system must have a total storage capacity of at least 200 gallons per connection." The minimum required storage capacity, at 200 gallons per connection, for the existing water system is 3,286,800 gallons. There are eight storage tanks within the existing water system: four elevated storage tanks and four ground storage tanks. The combined total capacity of the storage tanks is 8,500,000 gallons, meeting the minimum storage capacity requirement. Table 12 summarizes storage tank capacities. Table 12: Storage Tank Capacities Tank Capacity Gallons Northcliffe EST 1,000,000 Nacogdoches EST 500,000 Live Oak EST 1,500,000 1-35 EST 1,000,000 Deer Haven GST 1,500,000 Live Oak GST 1,500,000 Ware Seguin GST 500,000 Northcliffe GST 1,000,000 Total Storage Capacity 8,500,000 3.1.2.4 Elevated Storage Tank Capacity TAC 290.45. b "For more than 250 connections, the system must meet the following requirements: Have an elevated storage tank capacity of 100 gallons per connection or a pressure tank capacity of 20 gallons per connection. An elevated storage capacity of 100 gallons per connection is required for systems with more than 2,500 connections." Based upon the number of connections in the existing water system, the minimum required EST capacity, at 100 gallons per connection, is 1,643,400 gallons. There are four ESTs within LL City of Schertz, Texas 22 the existing water system with a combined storage capacity of 4,000,000 gallons, meeting the minimum required EST capacity. Table 13 summarizes the existing water system elevated storage tank maximum capacities. Table 13: Elevated Storage Tank Capacities 'tank Capacity (Gallons) Northcliffe EST 1,000,000 Nacogdoches EST 500,000 Live Oak EST 1,500,000 1-35 EST 1,000,000 Total Elevated Storage Capacity 4,000,000 3.1.2.5 Pumping Capacity TAC 290.45.b "For systems which provide an elevated storage capacity of 200 gallons per connection, two service pumps with a minimum combined capacity of 0.6 gpm per connection are required at each pump station or pressure plane. If only wells and elevated storage are provided, service pumps are not required." Based upon the number of connections in the existing water system, the minimum required elevated storage capacity of 200 gallons per connection is 3,286,800 gallons. Schertz currently has 4,000,000 gallons of elevated storage within their system. Therefore, the minimum pumping capacity for the City is 0.6 gpm per connection based on the requirements. The minimum required combined pumping capacity for the existing water system, at 0.6 gpm per connection, is 9,860 gpm. There are four pump stations within the existing water system housing a total of 13 pumps. Table 14 summarizes the capacities of the 13 existing water system pumps. The maximum total pumping capacity of the pumps is 23,600 gpm, meeting the minimum required capacity. The firm pump capacity (with the largest pump out of service is 20,800 gpm which also meets the minimum capacity. Lan. Table 14: Pump Capacities Location Pump Details Northcliffe 1 2,100 gpm, 232 TDH' Northcliffe 2 2,100 gpm, 232 TDH Live Oak - HS4 2,800 gpm, 299 TDH Goulds Live Oak - HS3 2,800 Sp m, 295 TDH Fairbanks Morse Live Oak - HS2 2,400 gpm, 295 TDH Fairbanks Morse Live Oak - HS1 2,400 gpm, 295 TDH Fairbanks Morse Live Oak - LS3 2,200 gpm, 145 TDH Goulds Live Oak - LS2 LS - 2,200 gpm, 145 TDH' Live Oak - LS1 LS - 2,200 gpm, 145 TDH Ware Seguin 2 600 gpm, 123 TDH Ware Seguin 1 600 gpm, 123 TDH Deer Haven 1 600 gpm, 172 TDH Deer Haven 2 600 gpm,172 TDH Maximum Pumping Capacity 23,600 gpm City of Schertz, Texas 23 3.1.2.6 System Minimum Pressures TA 290.44. d if... capable of providing a minimum pressure of at least 35-psi at all points within the distribution network" In coordination with the City, LAN made assumptions about the existing water system for the hydraulic model where data was limited. While the model indicates operations concerns in the water system, these should be field verified by the City. The existing system under peak day and average day conditions was evaluated in the model using a 24-hour EPS to observe system wide minimum pressures. The TCEQ required minimum pressure of 35-psi at all points within the distribution network applies to normal operating conditions (e.g. no fire flow or line breaks) and is used as the benchmark for assessing the observed pressures for peak day and average day conditions in the existing system model. Average Day Conditions Without detailed pressure readings across the service area, the existing system model can be used to approximate a system pressure. While the majority of the system does meet the minimum 35-psi, the results from the existing system model indicate pressure concerns under average day conditions in some areas. Observed minimum system pressures under average day conditions are summarized in Table 15. Figure 7 illustrates the observed minimum system pressures across the existing system model under average day conditions. Table 1S- Qvprage Day Minimum Pressures Observed in Each Pressure Plane Pressure Min. � - -- — - Plane Pressure Location Step P . psi Scenic Hills 47 Scenic Links and 4 am Cofumbia far 1-35 30 Pecan St, East of 1-35 12 Pm EST Live Oak 34 Dear Ware Seguin 11 pm Plant LL City of Schertz, Texas 24 Figure 7: Average Day Conditions Minimum Pressures Nacogdoches Pecan St 29.0lW EST NL. _ ___-- 1-35 EST Bracken Cheer Haven GST Minimum Pressure 4 <35 pst kill. cibalci Live oak SST & GST Ulivatzar Cty �p 9.3"dvOh bur rmc six: Cor nail J� I'D J( tic Mnka and jj ColurnWa Or 47.3 {psi Northcliffe EST Northcliffe GST Color Coding Legend Junction: Pressure (Minimum) (psi) i <, 20.0 <= 35,0 <= 45,0 <= 65.0 <= 8SS.0 ■ <= 100.0 ■ <= 120.0 s <= 13S.0 • Other Ware Seguin Rid jI 34 psi µ Were Seguin GST FTiendif Corner 5 t� uow1eona �• . t Ilbhl While minimum pressures in the existing system model indicated flows approximately 1-psi below the minimum required pressure of 35-psi at the intersection of Ware Seguin Road and the Ware Seguin Plant and at high elevations adjacent to the 1-35 EST, the pressures were significantly above the emergency operations threshold of 20-psi. This is a small deviation and indicates additional data collection, and analysis should be conducted by the City for verification of operations. N LL City of Schertz, Texas %i The Ware Seguin Plant low pressures occur near the end of the model day and could be related to the storage/capacity issues referenced above. The 1-35 EST area low pressures occur near mid -day and could be related to demand patterns used in place of detailed Schertz demand data. Peak Day Conditions Under peak day conditions, the majority of the system does meet the minimum 35-psi. This is illustrated on Figure 8 which summarizes the observed minimum system pressures across the existing water system under peak day demand conditions. However, there were locations in the existing system model where pressures below the minimum requirement were observed, along Ware Seguin Road and near the 1-35 EST at Pecan Street. The 1-35 EST area low pressures occur near mid -day and could be related to demand patterns used in place of detailed Schertz demand data. These locations are noted on Figure 8. Pressures were below the required 35-psi minimum, as well as the below the 20-psi emergency operations minimum along Ware Seguin Road and surrounding the Ware Seguin Plant. There are two factors driving the low pressure at this location, first its elevation is higher than the surrounding area by approximately 40-ft and, second, at 5 am when this low pressure occurs, the peak residential demand overlaps with irrigation demand from the HOA meters in the residential subdivisions immediately to the northeast and southwest. These low-pressure results indicate additional data collection, and analysis should be prioritized. Observed minimum system pressures under peak day conditions are summarized in Table 16. Table 49- Peak Da,+ Minimum Pressures Observed in Each Pressur- Plane Min. Pressure Pressure Location Time Plane Step p Scenic Storm King, North of Hills 45 Northcliffe Plant am 1-35 23 Pecan St, East of 1-35 EST 12 pm Live Oak 18 Near ware Seguin Plana 5 am Lan.. City of Schertz, Texas 26 Figure 8: Peak Day Conditions Minimum Pressures Storm King, North of NST Nacogdoches Pecan St 23.E psi � ama Northclfffe merit 441 psi a Cr iiitl 9 ! EST �' • Northcllfte EST � 4• 8ratkrn Ndrthclifiie QST E1sr Haven + 43ST + AAinlmurtr Color Coding legend Prasaurn Junction: Pressure (Minimum) (psi) - c 35 psi ftet�na 9'*A SEIM citoic <: 35,0 <= 45.0 Live trek � e= 65.D EST GST I <= 85.0 e <= 100.0 t:niversai City a <= 120.0 tsop + <= 135.0 larda!ph Air ,, • father FcXke easc Can rei,C Ware Seguin GST JA47 JI I! i Waro Seguin Rd 17.9 psi rss, FriondFV iOli}L* lueh l Mlrrimurn Pressures 4=20 psi 3.1.2.7 Fire Flows TA 290. 44, d. "When the system is intended to provide firefighting capability, it must also be designed to maintain a minimum pressure of 20-psi under combined fire and drinking water flow conditions." For conservative modeling purposes, the existing water system was evaluated for three separate peak day plus fire flow scenarios (one in each pressure plane) to observe any potential interaction between the pressure planes. Fire Flow simulations were run at a commercial meter selected to provide "worst case" scenarios within each pressure plane. These specific locations for fire flows N City of Schertz, Texas 27 in each pressure plane were selected because its commercial meter was at a higher elevation than other commercial meter locations in the pressure plane and were not close in proximity to an elevated storage tank or pump station. A representative Fire Flow demand of 3,500 gpm was placed at the selected meter during the corresponding simulation. Simulating worst case scenario fire flow conditions for each pressure plane provides an analysis of how the pressure planes interact while under critical conditions. The selected locations for each simulation are shown in Figure 9. Fire Flow simulations were set to occur from 7 am to 10 am under peak day conditions. This creates a "worst case" condition where the fire flow occurs during peak hour. Figure 9: Fire Flow Simulation Locations rAmulation �- BevaVon e 4 • YScenic Mile stmulation Etevation ram. .�••� Randolph Parrm Base I rvfv St Live simulirtion Elevation 72W ` ,Lotner if City of Schertz, Texas 0:1 The Scenic Hills Fire Flow simulation was placed off 1-35 at a commercial meter south of Baugh Lane. For the Scenic Hills Peak Day plus Fire Flow simulation, the majority of the system does meet the minimum 20-psi. However, there were locations in the existing system model where pressures below the minimum requirement were observed. The observed system minimum pressures fell below the minimum required pressure of 20-psi at high elevations along Ware Seguin Road, surrounding the Ware Seguin Plant, and at high elevations adjacent to the 1-35 EST. These locations are noted on Figure 10 which summarizes the observed minimum system pressures across the existing system model under Peak Day plus Fire Flow conditions. This minimum pressure is a small deviation and systematically observed through non -fire flow conditions. It indicates additional data collection, and analysis is needed. Observed minimum system pressures for the Scenic Hills Peak Day plus Fire Flow simulation are summarized in Table 17. Table 17: Peak Day Plus Fire Flow Scenic Hills Simulation Pressure Min. plane Pressure Location Crime Step ipsi) Scenic mills 28 Smokey Platte and Storm 7 am King 1-35 20 Pecan St, East of 1-35 EST 5 pm Live Oak 18 dear ware Seguin Plant Sam LawCity of Schertz, Texas 29 Figure 10: Scenic Hills Fire Flow Simulation Hsc C 0ches Scenic Hills Fire Flow EST Pecan sl is.*last C � . SlrnulaallvrM �eGnllon f 4-35 EST Sm ahey ROD and Garden ' $Cenr► Kirk a�8.2 par - llor#hcll EST 6Po ce ivar�hciWe QST User Haven G4 GAT AD Color Coding ier►ti Junction: Pressure(Minimurnm 6P ii Rcsarrl '3rG Cp'rnC r Own _ 20,0 e 3S.£l lc# 450 Live Oak <,A 65.0 EST S GST r' i c= 85.0 ILI• '<= 100.0 135.0 tin Pandl bh Arr • Other 1 r 4 Converse ware Saturn Rd 174 psi Ito Ware Seguin GST ■ i rrCfwr Car il�r i ADOWN RIVU1 f Minlmurn Pressures The 1-35 Fire Flow simulation was placed near the intersection of 1-35 and FM 3009 at a commercial meter adjacent to Corridor Parkway. For the 1-35 Peak Day plus Fire Flow simulation, the majority of the system does meet the minimum 20-psi. However, there were locations in the existing system model where pressures below the minimum requirement were observed. The observed system minimum pressures fell below the minimum required pressure of 20-psi at high elevations along Ware Seguin Road and surrounding the Ware Seguin Plant. These locations are noted on Figure 11 which summarizes the observed minimum system pressures across the existing system model under Peak Day plus Fire Flow conditions. This minimum pressure is a small deviation and systematically observed through non -fire flow conditions. It indicates additional data collection, and analysis is needed. Observed minimum system pressures for the 1-35 Peak Day plus Fire Flow simulation are summarized in Table 18. kD City of Schertz, Texas 30 Table 18: Peak Day Plus Fire Flow 1-36 Simulation Pressure Min. Plane Pressure Location Tlme Step (psi) Scenic Hills 45 Storm King and Smokey 7 am Platte, North of Northcliffe 1-35 70 Pecan St, East of 1-35 EST 1 pm Live Oak is Near ware Seguin Plant Sam Figure 11: 1-36 Fire Flow Simulation Nacogdoches F*can St 20.N psi 1-35 EST [rMA EST Striiakey fnatts and Stor" ti 44'? psi G, J Age Itcatfrcllffe EST Scenic tiisa Fare Ncwrt#oliffa SpST Flow Simulation Location r % G Color Coding Legend Junction: Pressure (Minirnum) (psi) Haven da$T W M r> Owl Lire oak so EST S GST CA loop .. aane�"�Iphii! Force 3a Couwru Wary Seguin OST Lr#A iMlAStwaanawt ti. clil + l= 20.0 <= 35.0 <= 45,0 + = 65.Q <= 85,0 i <4 10(1,o m <= 1200 'c= 135.0 A 01her s i Wart Sevin t;Q psi rrn fncndiy Co nef �uohi 00 Minimum Ressunas e=20 psi City of Schertz, Texas 31 The Live Oak Fire Flow simulation was located at a commercial meter approximately 0.6 miles west of the intersection of 1-10 and FM 1518. For the Live Oak Peak Day plus Fire Flow simulation, the majority of the 1-35 and Scenic Hills Pressure Planes do meet the minimum 20-psi. However, the observed system minimum pressures fell below the minimum required pressure of 20-psi across the majority of the Live Oak Pressure Plane south of FM 78. These locations are noted on Figure 12 which summarizes the observed minimum system pressures across the existing system model under Peak Day plus Fire Flow conditions. These results indicate additional data collection, and analysis is needed. Observed minimum system pressures for the 1-35 Peak Day plus Fire Flow simulation are summarized in Table 19. Table 19: Peak Day Plus Fire Flow Live Oak Simulation FPressure Min. Pressure Plane (psi) Location Time Step Scenic Storm_ King and Smokey Hills 45 Platte, North of Northcliffe 7 am 1-35 22 Old wiederstein Rd, 1 Pm Southwest of 1-35 EST Live Oak Negative Pressures Near ware Seguin Plant 8 am Lan-, City of Schertz Texas 32 Figure 12: Live Oak Fire Flow Simulation Pecan St22.0im Sm*key P li tt• and Nacogdoches EST � SW" King 44.7 psi EST NolihciittfeEST 4ig ? µ NirdhWilta GST BUKAM . L 1 Dow Havon 'rl 4 ell !� rsbiiki Coding1.$geirti GST , b s Junction: Pressure (Minimum) (psr) Park P 0 <= 200 +<_35lt LiV$ Oaii - 45. €1 EST & GW <m 65-0 <= B5:O WW C ty .P * <= 100.0 • `_ 120.0 I F.andoiph fir ■ <= 135.i) m Fr pines �► Other yWW* S*ou#n yr! • - 14.5 psi fnnre sc Atnimurn Prosstir®a r:20 psi Ware Seguin GST � L AnP Live Oak Fire Flow Simulation Location 3.1.3 Recommendations Us w' For the TAC Criteria where the model did not demonstrate that the minimum criteria was met, it is recommended that the City take steps to verify the behavior of the water system in the field. This section presents the steps the City can take to verify the model observations. 3.1.3.1 System Storage & Supply Although the system meets the minimum total storage capacity, the existing system model results indicated that the system cannot supply peak day demands for an extended period of time. It is recommended that the City perform pressure and flow monitoring at all pump stations and ESTs concurrently for two weeks during a peak day period (e.g., Mid -August) to verify behavior of the water system under these conditions. It is LAN's understanding that a second supply connection from the SSLGC will be connected to the proposed Corbett EST (located near the east dead end of Ray Corbett Dr.). This additional supply q. location and EST will be assessed in the Future System Evaluation effort. These future G IN LL City of Schertz, Texas M1 conditions results will be considered when developing the final recommendations for storage and supply of the City's water system. 3.1.3.2 System Minimum Pressure Requirements Because pressures below the minimum requirements for the average day, peak day, and peak day plus fire scenarios were observed in the existing system model, it is recommended that the City perform pressure monitoring at the locations were these low pressures were observed at the same time that the peak day period flow and pressure monitoring at the pump stations and ESTs is being performed. It is recommended that the data recording equipment used be set to record pressure and flow readings at least every 15-minutes. 3.1.4 Summary The results from this existing system evaluation were used to develop preliminary infrastructure and operational recommendations for near -term and future system improvements. These recommendations, in conjunction with currently planned improvements, are assessed in the future system evaluation and used in the development of the Capital Improvements Plan. Preliminary recommendation alternatives under consideration are (but not limited to): • Increase in water supply • Increased pumping capacity • Increased storage capacity • Changes to pump operating pressure controls or schedules 3.2 Future Water System Evaluation & CIP The following information, criteria, and constraints were used to identify and develop proposed water system improvement projects. • City direction for projects already in planning, design, and construction Minimum pipe size of 8-inches • Minimum normal system pressure of 45 psi 3.2.1 Near Term System Evaluation Before proceeding to model future scenarios, the system was analyzed to identify improvements needed to solve present day system issues. This analysis is referred to as `near -term' system improvements and accounts for projects which are currently under design or construction and other projects identified in the analysis to resolve existing system deficiencies. The near -term system water model was developed based on the existing conditions model previously developed. Projects which are currently in various stages of design and construction were provided by the City and implemented into the model. After implementing City -identified projects the model was run in average day, peak day, and fire flow conditions to identify additional improvements needed. LaiN City of Schertz, Texas 34 3.2.1.1 Fire Flow Analysis Fire flow analysis of the existing system was performed in the development of the "Existing Water System Model Evaluation" memo published January 2021. Projects to resolve fire flow deficiencies in the existing system were identified in the near -term system evaluation and are included in the recommended Near -Term CIPs and proposed Pipe Replacement Program. 3.2.1.2 Pipe Replacement Program In addition to the recommended CIPs identified in the model evaluation, the City also desires to replace undersized (56") and asbestos -cement (AC) distribution pipes within their system. The undersized distribution pipes are unable to provide fire flow and reduce the system capacity. Undersized pipes are recommended to be upsized to 8" PVC, and the AC pipes greater than or equal to 8" should be replaced with PVC pipes of the same size. Based on the pipe attributes in the hydraulic model, there are approximately 280,460 LF of AC pipe in the system and an additional 175,380 LF of undersized pipe in the system. These pipe replacement programs can be established with a goal to replace a certain amount of pipe per year. A 20-year program would include an average replacement rate of 22,800 LF per year. Near Term CIP Projects Recommended near -term CIPs are listed in Table 20 and illustrated in Appendix 11. Table 20: Near Term Water CIP Project Summary CIP Number Description Notes System Improvement Projects NT-W1 Bubbling Springs 6" WL Replacement City identified maintenance project. Per "Corbett 3.0 MG GST Project" NT-W2 Corbett Pump Station & 3.0 MG GST Preliminary Engineering Report (2021), currently underway. Potentially zero cost project to NT-W3 Ware Seguin Pump Station Operational Improvement improve pump station performance in this service area. NT-W4 12" from Ware Seguin to Lower Seguin Fred Couples to Schwab _ Schwab to Eckhardt Graytown to Pfeil Currently underway. NT-W5 Complete. NT-W6 Currently in design. NT-W7 Currently underway. Needed for fire flow. NT-W8 FM 78 Water Line Replacement NT-W9 Moonlight Meadow Dr & Lost Meadow Dr WL Needed for fire flow. Replacement NT-W10 Robinhood Way WL Replacement Needed for fire flow. NT-W11 Undersized Pipe Replacement Program Replacement of pipes 56". NT-W12 Asbestos Cement Pipe Replacement Program Replacement of AC pipes. v N City of Schertz, Texas M1 3.2.2 2030 System Evaluation The 2030 planning scenario is the first future scenario that was modeled. To develop the 2030 model, the near -term model was updated to include the water demands associated with 2030 project land use. The City identified projects that were not needed until 2030 were implemented in the 2030 model and additional projects were identified to meet the 2030 system needs. The model was run in average day, peak day, and fire flow conditions to identify additional improvements needed. A TCEQ capacity analysis was completed to confirm the system would meet TCEQ criteria with the recommended 2030 projects implemented. 3.2.2.1 TCEQ capacity Analysis An evaluation of the City's system was performed to determine if the system met the Texas Commission on Environmental Quality's (TCEQ's) minimum pumpage and storage requirements as outlined in Chapter §290.45 of the Texas Administrative Code. A summary of the applicable TCEQ minimum requirements is included below. TCEQ's requirements are based on the raw number of connections, which have been approximated based on the number of connections in the model and City GIS data. TCEQ Minimum Requirements: 1. Well Pump Capacity: Two (2) or more wells having a total capacity of 0.6 GPM per connection. 2. Elevated Storage Ca aci : Elevated storage capacity of 100 gallons per connection. 3. Elevated Storage Credit: If elevated storage capacity of 200 gallons per connection is provided, reduced service pumping requirements can be applied as discussed below. 4. Pressure Tank Capacity: For future systems, if elevated storage is not provided, a pressure tank capacity of 20 gallons per connection is required. 5. Total Storage Capacity elevated and ground storage): Total storage capacity of 200 gallons per connection, inclusive of the 100-gallon minimum requirement listed above. 6. Service Pump Capacity: 6.1 A minimum of two (2) pumps with a combined capacity of 2.0 GPM per connection, except for systems meeting one of the two requirements below. 6.1.1 For systems that meet the elevated storage credit requirement listed above, a minimum of two (2) pumps with a combined capacity of 0.6 GPM per connection are required for each pump station or pressure plane. 6.1.2 If only wells and elevated storage are provided, service pumps are not required. The City's existing system is divided into three (3) pressure planes — IH-35, Scenic Hills, and Live Oak. For the TCEQ Capacity Analysis, IH-35 and Scenic Hills pressure planes have been grouped together as they receive water from the same supply point. The 2030 system meets all TCEQ capacity requirements. The number of projected connections for each pressure plane based on current number of connections and projected growth in the system is provided in Table 21, and TCEQ capacity results are summarized in Table 22 and Table 23. City of Schertz, Texas 36 Table 21: Proiected 2030 Number of Connections E)er Pressure Plane Pressure Plane Existing Number of Connections 2030 Number of Connections IH-35 + Scenic Hills 9,913 11,966 Live Oak 6,118 7,385 Total 16,031 19,351 Note: The capacity analysis in Table 22 and Table 23 below assume that all near -term and recommended 2030 projects are complete and in-service. Table 22: 2030 TCEQ Capacit Analysis for IH-35 & Scenic Hills Pressure Planes IH-35 + Scenic Hills Plane Evaluation TCEQ Requirements System Check Total Supply Capacity [gpm] Elevated Storage Capacity [gal] Elevated Storage Credit [gal] Total Storage Capacity [gal] Service Pump Capacity [gpm] 0.6 1 gpm/conn l 7,180 8,100 MEETS TCEQ REQUIREMENTS 100 1 gal/conn 1 1,196,000 1 3,500,000 ' MEETS TCEQ REQUIREMENTS 200 1 gal/conn 200 gal/conn 0.6 gpm/conn 2,393,200 3,500,000 2,393,200 13,500,000 7,180 1 11,600 MEETS TCEQ REQUIREMENTS MEETS TCEQ REQUIREMENTS MEETS TCEQ REQUIREMENTS Table 23: 2030 TCawc -;apacity Analysis for Live Oak Pressure riane _ Live Oak Pressure Plane Evaluation TCEQ Requirements System Check Total Supply Capacity 0.6 gpm/conn 4,431 8,855 MEETS TCEQ REQUIREMENTS [gpm] Elevated Storage Capacity [gal] 100 gal/conn 738,500 2,500,000 MEETS TCEQ REQUIREMENTS Elevated Storage Credit [gal] 200 gal/conn 1,477,000 I 2,500,000 MEETS TCEQ REQUIREMENTS Total Storage Capacity 200 gal/conn 1,477,000 7,500,000 MEETS TCEQ REQUIREMENTS [gal] Service Pump Capacity [GPM] 0.6 gpm/conn 4,431 12,600 MEETS TCEQ REQUIREMENTS 3.2.2.2 System Storage The City's system includes five (5) elevated storage tanks (ESTs). Tank levels through the 2030 peak day scenario are illustrated in the following figures. The Corbett EST is filled by the new Corbett pump station and is able to easily fill when the pump station is running. The lower water level can easily be manipulated based on the pump controls. a r4 LL City of Schertz, Texas 37 Figure 13: 2030 Peak Day Corbett EST Levels 100.0 95.0 90.0 85.0 80.0 IL Y w 75.0 c.r 70.0 65.0 60.0 -35.0 0 6 _ 8 24 3,_ 36 42 v: Time (hours) The Live Oak EST drains slightly during peak demand times of the day but is able to recover. -119ult; I-F. LVJu ruark way L.IVC Wdr, CJ1 L.UvC. 82.0 p 81.0 Ci 80.0 7 LL- 79.0 c U u `m 78.0 a_ 77.0 76.0 75.0 0 6 12 18 24 30 36 42 4a Time (hours) v W N City of Schertz, Texas �:: 2024 Water & Wastewater Master Plan & CIP IL The Nacogdoches EST level fluctuates throughout the peak day simulation but is able to be filled with the well. Figure 15: 2030 Peak Day Nacogdoches EST Levels 110.0 105.0 100.0 95.0 90.0 85.0 3 80.0 C u 75.0 iAY a 70.0 65.0 60.0 55.0 50.0 0 6 12 18 24 30 36 42 448 Time (hours) The IH-35 EST drains during the peak day simulation but is able to recover to initial levels around hour 27. Figure 16: 2030 Peak Day IH-35 EST Levels 105.0 100.0 95.0 90.0 85.0 +.i 80.0 75.0 70.0 65.0 Y i I f f Y 1 f ' ._-_•_- 4-------------- � ...__ __.. _-.----- I , 1 Y i 1 _Y ----------- ' ' i i 1 Y i , Y 1� 1 Y i j f , f , 0 6 12 18 24 30 36 42 48 Time (hours) c w LL City of Schertz, Texas 39 The Northcliffe EST levels fluctuate frequently throughout the day but can easily recover to initial levels. 85.0 82.5 80.0 a 77.5 41 75.0 U m 72.5 r� 70.0 67.5 65.0 Figure 17: 2030 Peak Day Northcliffe EST Levels 0 6 12 18 24 30 36 42 48 Time (hours) 3.2.2.3 Fire Flow Analysis The 2030 water system was evaluated to determine the best locations to simulate fire flow conditions for residential and commercial users. For residential fire flow, a 1,500 gpm fire flow demand was modeled. For commercial fire flow, a 3,500 gpm fire flow demand was modeled. For all fire flow analyses, a minimum system pressure of 20 psi is required per TCEQ. The fire flow nodes were selected at extremities of the system to represent the most conservative locations to achieve acceptable fire flow. The fire flow node locations are illustrated in Appendix 12. All modeled locations passed fire flow with the recommended 2030 system improvements. 3.2.2.4 2030 CIP Projects Recommended CIPs for 2030 are listed in Table 24 and illustrated in Appendix 13 City of Schertz, Texas 40 Table 24: 2030 Water CIP Proiect Summary CIP Number Description Notes Growth Projects 2030-W1 New 12" loop east of FM 3009, north of IH-35 Serves new service area. (approximately 6,060 LF) 2030-W2 Raf Burnette Rd 12" WL Improvements Serves new service area. 2030-W3 8" WL from Ray Corbett Dr to Lower Seguin Rd Serves new service area. Trainer Hale Rd 2" WL Replacement & 8" WL Upgrades distribution system to 2030-W4 Improvement current min. pipe size (8") to serve new service area. 2030-W5 Boenig Dr S 6" WL Replacement & 8" WL Improvement Needed to meet growth in area and provide fire flow. In progress, pending easement 2030-W6 Live Oak to IH-35 24" Transmission Main acquisition. Needed to meet growth and provide redundancy. 2030-W7 Ware Seguin Pump Station Expansion Phase 1 Needed to meet new growth in Ware Seguin area. 2030-W8 IH-10 8" WL Improvements Needed to meet growth in area. System Improvement Projects Avoids high pressures and 2030-W9 PRV Installation for Proposed Southwest Pressure Plane improves performance of Ware Seguin Pump Station. 2030-W10 River Rd 6" WL Replacement Removes system bottleneck. 2030-W11 Undersized Pipe Replacement Program Replacement of pipes <_6". 2030-W12 Asbestos Cement Pipe Replacement Program Replacement of AC pipes. 3.2.2.5 2030 SSLGC Supply Need As part of the modeling effort, the water supply needed from the Schertz-Seguin Limited Government Corporation (SSLGC) was evaluated. Schertz is currently contracted for 5,801 gpm (8,351 acre-ft per year). An additional 3,799 gpm SSLGC water supply capacity for a total of 9,600 gpm is recommended to meet the 2030 projected system demands. 3.2.3 2050 System Evaluation The 2050 planning scenario is the final future scenario that was modeled. To develop the 2050 model, the 2030 model was updated to include the water demands associated with 2050 project land use. The model was run in average day, peak day, and fire flow conditions to identify improvements needed. A TCEQ capacity analysis was completed to confirm the system would meet TCEQ criteria with the recommended 2050 projects implemented. 3.2.3.1 TCEQ Capacity Analysis The TCEQ capacity analysis was also performed recommended improvements through 2050 implemented. requirements. The number of projected conr LL City of Schertz, Texas for supply, storage, and pumping with The 2050 system meets all TCEQ capacity ections for each pressure plane based on 41 current number of connections and projected growth in the system is provided in Table 25, and TCEQ capacity results are summarized in Table 26 and Table 27. Table 25: Projected 2050 Number of Connections per Pressure Plane Pressure Plane Number of Connections for TCEQ Capacity Analysis IH-35 + Scenic Hills 16,846 Live Oak 10,397 Total 27,243 Note: The capacity analysis in Table 26 and Table 27 assume that all near -term, recommended 2030, and recommended 2050 projects are complete and in-service. Table 26: 2050 TCEQ Cw,acity, Analysis for IH-36 & Scenic Hills Pressure Planes IH-35 + Scenic Hills Plane Evaluation TCEQ Requirements I System Check Total Supply Capacity 0.6 gpm/conn 10,108 13,300 [gpml Elevated Storage Capacity [gal] Elevated Storage Credit [gal] Total Storage Capacity [gal] Service Pump Capacity l.gpml 100 gal/conn 1,684,600 3,500.000 200 gal/conn 3,369,200 3,500,000 200 gal/conn 3,369,200 16,500,000 0.6 1 gpm/conn j 10,108 f 13,300 MEETS TCEQ REQUIREMENTS MEETS TCEQ REQUIREMENTS MEETS TCEQ REQUIREMENTS MEETS TCEQ REQUIREMENTS MEETS TCEQ REQUIREMENTS Table 27: 2050 TCEQ Capacity Anal sis for Live Oak Pressure Plane Total Supply Capacity [gpm] Elevated Storage Capacity [gal] Elevated Storage Credit Nall Live Oak Pressure Plane Evaluation TCEQ Requirements I System Check 0.6 1 gpm/conn 1 6,239 100 gal/conn 200 gal/conn 1,039,700 9,400 MEETS TCEQ REQUIREMENTS i I 2,500,000 MEETS TCEQ REQUIREMENTS 2,079,400 I 2,500,000 I MEETS TCEQ REQUIREMENTS Total Storage Capacity [gal] 200 gal/con 2,079,4 00 7,500,000 MEETS TCEQ REQUIREMENTS � Service Pump Capacity 0.6 gpm/conn 6,239 13,000 MEETS TCEQ REQUIREMENTS [GPM] 3.2.3.2 System Storage The City's system includes five (5) elevated storage tanks (ESTs). Tank levels through the 2050 peak day scenario are illustrated in the following figures. MINN ti City of Schertz, Texas 42 2024 Water & Wastewater Master Plan & ■ The Corbett EST is filled by the Corbett pump station and is able to easily fill when the pump station is running. The lower water level can easily be manipulated based on the pump controls. Figure 18: 2050 Peak Day Corbett EST Levels 100.0 95.0 90.0 85.0 4� 80.0 75.0 70.0 65.0 r i 1 ( -___- 8 I I —----1-- --_ i _ _ - - -----1------------�- -_ -- ------------i - -------------' --- ' i -- 0 -- Ia 24 30 36 _ �v Time (hours) The Live Oak EST levels drop in the peak demand times but are able to recover to initial levels within 24 hours. Figure 19: 2050 Peak Day Live Oak EST Levels 85.0 83.8 82.5 81.3 80.0 78.6 LL 41 77.5 Lu 76.3 W 75.0 73.8 72.5 71.3 70.0 i ---------- ---- ------- _-_------- •_------ ..__---r------------ ----------- s i j r ' t f P � � E 1 6 12 1s 24 30 36 42 AE Time (hours) The Nacogdoches EST levels fluctuate throughout the peak day simulation but are able to easily recover. U�10 I LL N City of Schertz, Texas 43 Figure 20: 2050 Peak Day Nacogdoches EST Levels 110.0 105.0 100.0 95.0 90.0 85.0 3 80.0 C v 75.0 9} 70.0 65.0 60.0 55.0 50.0 6 $ 24 ?,_ 36 42 Time (hour_t The IH-35 EST is fed by the new 2050 IH-35 pump station and is easily able to fill based on running the proposed pump station. Figure 21: 2050 Peak Day IH-35 EST Levis 105.0 - ,-----_� 100.0 ,------•--- ------- -- - ---- - 7 _ i I 95.0 — - — = - -- — --- --- - 90.0 _..... + i --J-•-- ------,----- I i....- - ;1 B5.0 U u 80.0 a 75.0 70.0 65.0 0 6 12 18 24 30 36 S Time (hours) The Northcliffe EST level fluctuates frequently throughout the peak day simulation but is able to easily recover. N N- City of Schertz, Texas 44 Figure 22: 2050 Peak Day Nortcliffe EST Levels 85.0 82.5 84.0 77.5 75.0 m 72.5 U L U3 ° 70.0 67.5 65.0 62.5 0 6 12 18 24 30 36 4-- Time (hours) 3.2.3.3 Fire Flow Analysis The 2050 water system was evaluated to determine the best locations to simulate fire flow conditions for residential and commercial users. For residential fire flow, a 1,500-gpm fire flow demand was modeled. For commercial fire flow, a 3,500-gpm fire flow demand was modeled. For all fire flow analyses, a minimum system pressure of 20 psi is required per TCEQ. The fire flow nodes included all nodes included in the 2030 analysis with some additional nodes extending into new 2050 service areas. The fire flow node locations are illustrated in Appendix 14. All modeled locations passed fire flow with the recommended 2050 system improvements. 3.2.3.4 2050 CIP Projects Recommended CIPs for 2050 are listed in Table 28 and illustrated in Appendix 15, City of Schertz, Texas 45 Table 28: 2050 Water CIP ProPect Summary CIP Number Description Notes Growth Projects 2050-W1 Corbett Pump Station Expansion Prevents low pressures throughout southern part of system 2050-W2 FM 2252 8" WL Improvements Serves new service area 2050-W3 Ware Seguin Pump Station Improvements Phase 2 Prevents low pressures in Ware Seguin area 2050-W4 Beck St 6" WL Replacement Upgrades distribution system to current min. pipe size (8") to serve new service area 2050-W5 Raf Burnette Rd 8" WL Improvements Needed to meet growth in area 2050-W6 IH-35 Pump Station & 3.0 MG GST Needed to meet growth in area 2050-W7 IH-10 and FM 1518 8" Improvements Needed to meet growth in area System Improvement Projects 2050-W8 Lower Seguin Rd 8" WL Replacement Needed for fire flow 3.2.3.5 2050 SSLGC Supply Needs Additional water supply from SSLGC is needed for the 2050 planning scenario. A total of 16,965 gpm of SSLGC supply is recommended to meet the 2050 projected system demands. I.2.4 Summary The recommendations provided in this section were a collaborative effort with City staff and LAN to identify and model water system improvements to resolve near -term problems as well as meet the needs due to projected growth for the 2030 and 2050 planning periods. The water model should be maintained and updated as new projects are implemented and can be adjusted to address changes in development schedules. N LL City of Schertz, Texas 46 4. WASTEWATER SYSTEM EVALUATION & CIP A wastewater system model was created in Bentley Sewer GEMS by LAN using data provided by the City. LAN presented the model to the City during a meeting on September 10, 2020. Updates to the model were then made according to the comments from the City. To evaluate the existing wastewater system, a reliable hydraulic model is needed. Model reliability is developed through hydraulic model calibration. Model calibration and simulation were performed using Sewer GEMS software which provided the tool and results necessary to assess the existing wastewater system under dry and wet weather conditions. The purpose of this technical memorandum (TM) is to summarize the calibration results for Average Day Flow (ADF) dry and wet weather conditions and to identify areas with hydraulic deficiencies in the City's wastewater system based on a design storm. 4.1 Modeling the Existing Wastewater System 4.1.1 Flow Monitoring and Rain Gauges RJN Group installed 15 flow monitors in the City's wastewater system across a variety of gravity main sizes. The flow monitors recorded data in 5-minute increments from April through June of 2020. The goal of the flow monitoring was to record dry weather flows as well as wet weather flows during rain events. RJN also installed six rain gauges in concert with the flow monitors to collect the rainfall data. The rain gauges were located to capture spatial variation of rainfall across the sewer system in 5-minute increments. Appendix 16 illustrates placement of rain gauges, where the 15 flow monitors were placed in the City's sewer system and the boundaries of the corresponding sewer shed basin for each flow monitor. A schematic network of the flow monitor basins within the City's sewer system is provided in Figure 23. City of Schertz, Texas 47 Figure 23: Schematic of Flow Monitors in the City's Wastewater System bMIL2e! Row Network a.,w. . 18-352040 Wt. Schert Flow MWderinq SChte-07 � C W�A Srht�-10 ulk""31 Sera-day 1 Scht�-02 4.1.2 Dry Weather Calibration Criteria The following guidelines were used as calibration criteria for dry weather calibration effort: • The modeled and monitored flow hydrographs should follow closely in terms of the shape and magnitude. • Timing of the high and low flows from the model and the flow monitors should be within 1- hour. • The modeled and monitored peak flows should be within +/- 10% range. • The modeled and monitored total volume should be within +/- 10% range. 4.1.3 Dry Weather Flows (DWF) Developing base sanitary sewer loads for each sewershed basin is an iterative process. First, preliminary base loads were estimated by applying Traffic Analysis Zone (TAZ) population and employment data to each sewershed basin. A unique gallon per capita per day (gpcd) was estimated for each basin using the TAZ data and the flow monitoring data. These gpcds were then used to calculate the preliminary base load for each basin which was input into the model. City of Schertz, Texas Second, Tuesday May 26, 2020, was chosen as the dry weather calibration day due to the lack of any rainstorms on that day and the consistency in the monitoring across all 15 of the flow monitors within this 24-hour period. Next, a 24-hour Extended Period Simulation was run in the model and the results were compared to the flow monitoring data collected on the chosen dry weather calibration day. Based on this comparison, adjustments were made to the base load and diurnal pattern for each basin until the model results met the dry weather calibration criteria. Some adjustments to the preliminary sanitary loading were significant because the TAZ polygon data which were used to calculate the initial base load estimates are on a large scale. These adjustments were needed to represent the density of load distribution more accurately in the system. To further refine the sanitary loading in the system, point loads were applied to represent significantly large contributors such as apartment buildings or schools. A summary of the adjustments made per basin is provided in Table 29. Table 29: Dry Weather Sanitary Load & Diurnal Curve Adjustment Summary Flow Monitor Basin FM-01 A.Made Sanitary loading reduced by 62.5% FM-02 Diurnal curve adjusted by one timestep; Sanitary loading reduced by 20% FM-03 Sanitary loading reduced by 20% FM-04 None FM 05 This basin had several added demands for one apartment building (0.1 mgd), local businesses (0.04 mgd), and two schools (0.03 mgd); increased loading by 50% FM-06 Added institute loading (0.1 mgd) and business loading (0.123 mgd) FM-07 Sanitary loading increased by 15% FM-08 Diurnal curve adjusted by one timestep; Sanitary loading increased by 20% FM-09 Diurnal curve adjusted by one timestep; Sanitary loading increased by 25% FM-10 Diurnal curve adjusted by half an hour; Added sanitary loading for the FedEx lift station (0.1 mgd) FM-11 Reduced sanitary loading by 10°% FM 12 Added sanitary loading (1.15 mgd) on the manhole at the intersection of Wiederstein Rd. and Ike Ln. to represent flow from City of Selma FM-13 None FM-14 None FM-15 Reduced sanitary loading by 10°% Figure 24 provides an example of a diurnal pattern developed for flow monitor basin FM-12. LL City of Schertz, Texas 49 Figure 24: Example Plot of Diurnal Pattern Diurnal Pattern (Example Not) fl+ 1: t DC.12 L ■ c. 4.1.4 Dry Weather Calibration Results The dry weather calibration was an iterative process involving adjustment of base sanitary loadings, diurnal curves, and point loads. Eventually, the adjustment process produced results that fit the calibration criteria. Figure 25 presents a typical plot of observed versus modeled dry weather flows (FM-06). Graphs for the 15 flowmeter basins are provided in Appendix 17. Figure 25: Sample Dry Weather Calibration Plot Dry Weather Calibration FM-06 _.2 s ar • r Model QUA i + 0.2 c S.;26120 MIXI s J26 2ti 6!00 V26JIu I Z:00 S,Olh/21J ISM 5/27120 U w Trrne v City of Schertz, Texas all Table 30 shows the dry weather calibration results for the 15 flow monitoring locations. Table 30: Dry Weather Calibration Results Flow Mof.-F FM-01 0.074 Poak Flow trngd) 0.076 •2.7% volume 0.0521 IMillion Gallons) 0.0512 1.6% FM-02 0,073 0,075 -2.2% 0.0554 0,0535 3.6% FM-03 0.301 0.361 -16.6% 0.2582 0,245 5.5% PM-04 3,561 3.525 1.0% 2.4641 2,6665 -7.6% FM -OS 1.905 1.894 0.6% 1,4374 1,3983 2.9% FM-06 1.019 1,1.54 -11.7% 0,81.27 0.8255 -L6% FM-07 0.219 0.215 1.5% 0.1.751 0.1717 1.9% FM-08 0.151 0.156 -3.2% 0.1068 0.1241 -13.9% FM-09 0,178 0,181 -1.4% 0.1104 0,1082 2.0% FM-10 0.628 0.533 17.9% 0.3645 0.3341 9.1% FM-11 1.462 1.053 38.9% 0,7732 0,7980 -3.2% FM-12 2.355 2,454 -4.0% 1,7350 1,8006 -16% FM-13 0,662 0,676 -2.0% 0.5324 0,5428 -1,9% FM-14 0.253 0.250 1.3% 0.1fi49 0,1635 0.8% FM-15 0.271 0.266 1.8% 0.2185 0.2117 3.2% As shown in Table 30, dry weather calibration reached reasonable results with most basins meeting the calibration criteria. There are few flow monitor basins that do not fully meet the criteria described above. Those basins are FM-03, FM-08, FM-10, and FM-11. All these basins have lift stations upstream of the monitoring locations which directly affect the model results. For basins FM-03 and FM-11, assumptions were made for the lift stations within the basin. Those assumptions were provided in the Existing Wastewater System TM (September 4, 2020). The FM-08 basin has eight lift stations. Without accurate pump curves and pump operations for all the lift stations in these basins, the results are satisfactory with the current level of accuracy achieved. In addition to the City -owned lift stations in basins FM-03 and FM-11, there are several privately owned lift stations that contribute to the overall sanitary loadings in the wastewater system. Pump curves for these smaller lift stations were not available, therefore pump curves were assumed for modeling purposes. The following lift stations are privately owned: Aquatic Center, FedEx, & Fire Station 3. For Basins FM-06 and FM-10, calibration was performed by assuming sanitary loadings for business and institutes in the basins (see Table 29 for the specific adjustments performed on each basin). 4.1.5 Wet Weather Calibration Criteria Wet weather calibration is necessary along with dry weather calibration to adequately model the effects that rainfall derived inflow and infiltration (RDII) have on the wastewater system. The following guidelines were used as calibration criteria for WW calibration effort: • The hydrographs (modeled and observed) should closely reflect the same shape and magnitude. • The peaks and troughs of the hydrographs (modeled and observed) should be within one hour. • The modeled and monitored peak flows should be within +/- 15% range. • The modeled and monitored total volume should be within +/- 15% range. City of Schertz, Texas 51 4.1.6 Calibration Rainfall Event Six rain gauges were installed for the duration of the flow monitoring period to record rainfall events. Review of the observed rainfall and flow monitoring data identified a distinct rain event with reliable flow monitoring data that could be used for wet weather calibration. Table 31 summarizes the rainfall event identified for wet weather calibration at the six rain gauges. Table 31: Rainfall Event Properties 0 Rain RG-01 5/24/20 8PM — 5/25/20 6AM Total 2.46 RG-02 5/24/20 8PM -- 5/25/20 6AM 2.18 RG-03 5/24/20 SPM — 5/25/20 6AM 1.43 RG-04 5/24/2.0 8PM — 5/25/20 6W 1.81 RG-05 5/24/20 8PM - 5/25/20 6AM 1.71 RG-06 5/24/20 $PM — 5/2-5/20 6AM 2.36 Because there were only six rain gauges for the 15 flowmeter basins, it was necessary to make assumptions as to which rain data to associate with each basin. Table 32 presents those assumptions. Table 32: Rain Gauge Data Assumptions Flow Meter Basin FM-01 Corresponding Rain GaLige(s) RG-01 FM-02 RG-01 FM-03 RG-02 & RC-05 FM-04 RG-02 & RG=05 FM-05 RG-02 FM-06 RG-04 & RG-06 FM-07 RG06 FM-08 RG-05 FM-09 RG-05 FM-10 RG-04 FM-11 RG-03 F:M 12 RG-05 FM-13 RG-05 FM-14 RG-05 FM-15 RG-06 In addition to the basins listed above, the SARA and Hallie's Cove Outfalls were associated with RG-01 data because no rain monitoring took place in those areas. LL City of Schertz, Texas 14TA 4.1.7 Wet Weather Flow Characterization To calibrate for wet weather, the RTK Method was used in the model to predict the sanitary sewer system's short-, medium-, and long-term response to a rainfall event. These parameters, developed using the flow monitoring data recorded in the field, are applied in the model so that results are representative of field conditions. The R, T, and K parameters are defined as follows: R - fraction of precipitation that enters the sanitary sewer system T - the time to peak of the hydrograph K - the ratio of the `time of recession' to the `time to peak'. How these parameters are used to generate the short-, medium-, and long-term unit hydrographs used in the model is illustrated in Figure 26. rigure za; m i n ivretnou rarameters RTK : rthad Padrnmeten Triangular Unit Hydmgmph Pwwoursi � iNr The RTK method creates a triangle from the three values with a separate triangle made for each type of response (short, medium, and long). The final hydrograph is represented by the addition of the three triangles. Therefore, this method uses a total of 9 parameters (3 RTK parameter sets for each of the 3 triangles that represent the short, medium, and long-term responses.) LAN assigned a RTK hydrograph to each of the flow monitoring locations that would represent the response to the rainfall. Then, iterative model runs were used to adjust the RTK parameters until the model outputs and flow monitoring were within tolerances specified by the calibration criteria. A 30- hour extended period simulation (EPS) scenario for wet weather calibration was created for the following period: Sunday May 24, 2020, through 6:00 AM on Monday May 25, 2020. iwu�r City of Schertz, Texas 53 There can be some variations between a sewer's diurnal pattern on a weekday vs. a weekend. Because the rainfall event selected to use for wet weather calibration occurred on a weekend, the flow monitoring data was used to develop an adjusted diurnal pattern that represents the behavior of system base flows on a weekend. The weekend diurnal pattern was applied to the base sanitary loads in the system for the wet weather calibration. Accurately representing the pattern of the base flow will prevent the over or under estimation of the system's response to rainfall with the development of the RTK parameters. Using the data from the six rain gauges, the flow monitoring data and the RTK hydrographs, the model was calibrated. With the rain data collected and assigned to the separate flow monitor basins, the RTK hydrograph values were estimated for each basin. Table 33 lists calibrated RTK parameters for wet weather calibration for each flowmeter basin. Table 33: Calibrated RTK Parameters FaM1{°3 er Basin RI K1 R2 T2 K2 R3 T3 K3 ®®ems®ave w 11 0®0000�0 w 1 w ®�a0a w w w 1.9 Figure 27 presents a typical plot of observed versus modeled wet weather flows (FM-06) Wet weather graphs for the 15 flowmeter basins are shown in Appendix 17. N City of Schertz, Texas MI Figure 27: Sample Wet Weather Calibration Plot Wet Weather Calibration M-05 2.s 2 k0 0.5 0 $124/20200:00 5[24/2020 5700 5/24/2020 12:00 5/24/2020 28:00 5/25I2020 0;00 512$f2020 6:00 Time Mode[ Table 34 documents the results of the wet weather calibration for all 15 flowmeter basins. Table 34: Wet Weather Calibration Results Flow Memr Basin FM-01 Model 0.078 Peak Flow (mgdf r •r 0.08 % Difference -2.5% Volurne Model 0.043 (Million Gallons) Monitor 0.039 10.3% FM-02 0.103 0.095 8.4% 0.055 0:05 10.0% FM-03 0.672 0.711 -5.5% 0.298 0.259 -15% FM-04 6.489 5.014 29.4% 2.874 2.745 4.7% FM-05 2.87 2.45 17.1% 1.456 1.42 2.5% FM-06 2.031 2.043 -0.6% 0.877 0.949 -7.69b FM-07 0.304 0.3 1.3% 0.162 0.145 11.7% FM-0B 0.1529 0.153 -0.1% 0.1 0.097 3.1% FM-09 0.162 0.165 -1.8% 10.097 0.095 2.1% FM-10 0.474 0.413 14.8% 0.23 0.255 -9.8g6 FM-11 1.739 1.124 54J% 0.845 0.715 18.2% FM-12 5.261 5.396 -2.5% 2.029 1.868 8.69G FM-13 0,738 0.754 -11% 0.546 0.519 5.2'% FM-14 0.259 0:263 -1.5% 0.1.59 0.152 4.6' FM-15 0.273 0.298 -8.4% 0.169 0.204 -17.2% Wet weather calibration reached reasonable results with most basins meeting the calibration criteria. There were few flow monitor basins that do not fully meet the wet weather calibration criteria. Those basins were FM-04, FM-11, and FM-15. Like dry weather calibration, inaccurate pump curves Lai g and pump operation for lift stations within these basins could adversely affect the model City of Schertz, Texas 55 results. In addition, FM-11 flowmeter data seems to be erroneous at some time periods. Looking at the FM-04 graph in Appendix 18 and comparing its peak flow with upstream contributing flowmeter basins (FM-12 and FM-13), the observed FM-04 peak flow (5 mgd) is lower than summation of peak flows at FM-12 (5.4 mgd) and FM-13 (0.75 mgd). In fact, summing up the observed peak flows at FM-12 and FM-13 (6.15 mgd) provides a peak flow closer to the modeled peak flow at FM-04. This discrepancy might be related to erroneous flowmeter data at FM 04 or there might be an unknown unmetered interconnect with leaving flows to another basin from FM 04. For FM-15, the observed flows at 5/25/20 from 0:00 to 6:00 AM seems too high, as the rain started to diminish around that time based on the recording at RG-03, which indicates flows cannot be as high as the FM-15 showed during that time period. 4.1.9 RDII Assessment The flow monitoring data for the calibration days were used to assess the sewer system susceptibility and response to RDII. Table 35 shows the wet weather peaking factors (peak WWF/average DWF). Table 36: Calibration Event Wet Weather Peaking Factors for Metered Basins Flow Monitor Basin FM-01 Average DWF (mgd) 0.05 Peak WWF (mgd) 1 0.08 Peaking Factoll" 1.6 FM-02 0,053 0.095 1. FM-03 0.247 0.378 1.S FM-04 2.7 3,025 1.1 FM-05 1.4 1..894 1.4 FM-06 0.83 2,043 2.5 FM-07 0,17 0.3 1.8 FM--08 0.1 0.15 1.5 FM-09 0.11 0,165 1.5 FM-10 0,32 0.41 1.3 FM-11 0.8 1,12 1.4 FM-12 1.82 5.4 3 FM-13 0.55 0.64 1.2 FM-14 0.16 015 1.6 FM-15 0.21 0.27 1.3 Only FM-06 and FM-12 had substantial RDII response. The rest of the basins did not have significant RDII response based on the flow monitoring data for the calibration days. 4.2 Existing Wastewater System Evaluation 4.2.1 Design Storm To evaluate the existing wastewater system, a 5-year design storm with a 24-hour duration was applied to the calibrated model. For the City of Schertz, the rainfall depth provided in the National Oceanic and Atmospheric Association's Atlas 14 precipitation frequency estimates is 5.3-inches. The rainfall depth was distributed over time using the Soil Conservation Service (SCS) rainfall distribution type III. Figure 28 shows the hyetograph of the design storm used for this evaluation. LL City of Schertz, Texas 56 Figure 28: 5-Year 24 Hour Design Storm 5-Year -Hour Design Storm 2 a 0z Hours 4.2.2 System Evaluation The 5-year 24-hour design storm shown in Figure 28 was then applied to the City's calibrated model for system evaluation. The following criteria were used to evaluate the existing wastewater system and identify potential problem areas: • Sanitary Sewer Overflows (SSO) at manholes • Surcharged gravity mains The majority of the SSOs and surcharged lines in the system are located on the 10-inch CCMA line which parallels Roy Richard Dr. and the 30-inch CCMA line which follows the drainage channel from I- 35 down to the outfall at Cibolo Creek. Some surcharging and SSOs were also predicted by the model in the Northcliffe area around the 1-35 corridor. The extents and locations of these SSOs and surcharged lines for the existing system evaluation results are presented in Appendix 19. 4.2.3 Summary Using data collected from the flow monitors and rain gauges, the wastewater hydraulic model for the City of Schertz was calibrated for both dry and wet weather flows. The model calibration reached the required level of accuracy for both calibration scenarios. Further accuracy may be achieved with the provision of further data such as pump curve information and detailed customer sanitary sewer flow information for certain areas. Following the model calibration, the City's wastewater system was evaluated based on a 5-year, 24-hour design storm for wet weather condition. The total number of SSOs found to be 21 (7 of these 21 SSOs are on lines owned by the City) which is less than 1 percent of the total number of manholes. The total length of sewer found to be capacity deficient (maximum flow greater than pipe full capacity) N LL City of Schertz, Texas 57 was approximately 52,000-feet (of which approximately 22,500-feet is owned by the City). This is about 5.7 percent of the total existing conduits length. The next phase of the modeling process is a future model evaluation. This phase of the modeling includes running the model with population predictions based on the future TAZ population data and recommendations for future system improvements as part of the City's capital improvement plan. This evaluation will be described in the next section. 4.3 Future Wastewater System Evaluation & CIPs The City contracted LAN to conduct the wastewater system improvement analysis and update the Capital Improvements Plan (CIP). This effort requires developing a future sanitary sewer representation model of the City's collection system based on anticipated growth areas. Future Average Dry Weather Flow and Wet Weather Flow scenarios for 10-year and 30-year were developed. The purpose of this section is to summarize the results of the future wastewater system improvement analysis and list the 10-year and 30-year wastewater system CIPs. 4.3.1 Future Modeling Methodology The future scenarios assumed increases in residential and commercial/industrial developments based on information about planned development projects provided by the City. LAN used the City's calibrated model for dry and wet weather scenarios as the base for this analysis and allocated wastewater sanitary loads to the wastewater hydraulic model using the projected water demands developed for the Schertz water hydraulic model. To generate the sanitary loads, a return rate of 70% was applied to water demand at each node. Then GIS tools were used to determine which demand nodes fell within the existing wastewater service areas. If a demand node fell outside an existing service area, new interceptors were recommended to connect them to an existing or future wastewater treatment plant. Using Thiessen polygon and Loadbuilder tools from SewerGEMS, the sanitary loads were allocated to the nearest manholes in the model. Table 36 presents the existing and future average dry weather flow projections. Table 36: Dry Weather Flow Projections Future scenarios were created in the model for the 10-year (2030) and 30-year (2050) increments, along with their respective sanitary loads to simulate the future growth anticipated by the City. Diurnal curves were developed from the field monitoring data for the existing system model and then used to distribute the future average dry weather sanitary flows over 24 hours. Analysis began on the 2030 scenario to evaluate the system and to find where the required improvements to the existing system are, besides any future projects to accommodate the new growth areas. Lan... City of Schertz, Texas W-1 4.3.1.1 Hydraulic Criteria Hydraulic criteria used for this analysis include capacity deficiency and design criteria. Capacity deficiency criteria identify the need to replace an existing facility, while design criteria determine the size of new facilities. These criteria were established based on the Texas Commission on Environmental Quality (TCEQ) and engineering best practices. Table 37 lists a summary of capacity deficiency criteria used for the existing system in this analysis. Table 37: Capacity Deficiency Criteria for Existing Facilities Maximum Allowable Flow No sanitary sewer overflows (SSOs) Force Main )Velocity Maximum velocity of 8 ft/s under peak wet weather flow I Pump Station Capacity peak design flow (from 5-year, 24-hour design storm) not to exceedfirm capacity (i.e., capacity with the largest pump out of service) Table 38 lists a summary of design criteria used for new sewer facilities. Table 38: Design Criteria for New Sewer Facilities Maximum Allowable Flow Maximum depth -to -diameter ( /D) of 1.0 (full pipe) under Depth peak design flow (from 5-year, 24-hour design storm) Force Main Velocity Minimum velocity of 2 ft/s (for a pump station with two pumps, with one pump in operation) Maximum vetqcIty of 8 ft,/s under peak wet weather flow Pump Station Capacity Peak design flow not to exceed firm capacity (i.e., capacity with the largest pum❑ out of service) Minimum Gravity Line Size Slopes for Gravity Lines Maximum Manhole 4.3.1.2 Design Storm 8-inch 8-inch: 0.33% to 8.4% 10-inch: 0,25% to 6.23% 12-inch: 0.20% to 4.86% 15-inch: 0.15% to 3.62% 18-inch: 0.115% to 2.83% 21-inch: 0.095% to 2.30% 24-inch: 0.08% to 1.93% 27-inch: 0.07%to 1.65% 30-inch: 0.06%to 1.43% 33-inch: 0.055% to 1.26% 36-inch: 0.045'%to 1.12% Soo ft For wet weather scenarios, a 5-year design storm with a 24-hour duration was applied to the model. For the City of Schertz, the rainfall depth provided in the National Oceanic and Atmospheric Association's Atlas 14 nrecinitation freauencv estimates is 5.4 inches o N City of Schertz, Texas *61 4IjZ4!'/'Fi e& i,,ilastewater master - FTIZ&Lh I J The rainfall depth was distributed over time using the Soil Conservation Service (SCS) rainfall distribution Type III, representing the rainfall temporal distribution type happening in the Gulf of Mexico and Atlantic coastal areas (TR-55 Cover (hydrocad.net)). The same hyetograph in section 4.2.1 is applicable to this evaluation. 4.3.1.3 Inflow & Infiltration Assumption The RTK hydrographs developed from the field monitoring data for the existing system model were used to represent the inflow and infiltration (I&I) for the existing infrastructure and service areas. In addition to utilizing diurnal curves to incorporate peak dry flow, a peaking factor of 4 was applied to represent the effect of I&I for future loadings outside the existing service areas where there is no historical data is available. The assumption was that new infrastructure would meet current standards and would therefore be less susceptible to I&I. 4.3.2 Future System Analysis & CIP: The following scenarios were created for future system analysis: • Dry Weather 2030 Scenario • Wet Weather 2030 Scenario • Dry Weather 2050 Scenario • Wet Weather 2050 Scenario Table 39 shows a breakdown of the dry weather flow projections for each planning period by the system outfalls. Table 39: Breakdown of Average Dry Weather Flows by Outfalls Outfall Whisper Branch Estimated Existing 16 Average DWF 2030 16 .i 2050 16 NBU 19 19 60 0-4 469 707 934 SARA 22 68 92 Bubbling Springs 1,960 2,023 2,178 Aztec Way 21 21 44 0-21-22 992 1,014 1,156 Greaves WWTR 30 - - Corbett 61 - - Halley'sCove 7 - - CCMA S W9W1" P - 586 667 Total (gpm) 3,597 4,454 5,147 Total (MGD) 52 6.4 7.4 4.3.2.1 Near Term CIP Projects The near -term project list for Schertz provided by the City was incorporated into the existing system to create future scenarios along with future sanitary loadings. Each scenario includes all the currently planned projects that will be in place by that planning year. Table 40 lists currently planned projects (near -term) provided by the City (shown in Appendix 20). N LL City of Schertz, Texas 1711 Table 40: Near Term Projects Summary i NumberProject ♦' Growth Projects NT-S1 Town Creek Phase IV 24" —Section 1 NT-S2 Town Creek Phase IV 24" — Section 2 NT-S3 Town Creek Phase V 24" NT-S4 Upsize Lookout Line NT-S5 Upsize Tri County Line NT-S6 Cibolo West Main Woman Hollering Creek Lift Station, Gravity Line, and Force NT-S7 Main System Improvement Projects NT SI-1 Decommission Tri County Lift Station NT SI-2 Decommission Corbett Lift Station Decommission Sedona Lift Station & Woman Hollering Creek NT SI-3 WWTP It is important to note that the pipe size was undetermined for the Cibolo West Main Trunkline. Based on the available information and hydraulic model results, LAN recommends an 18-inch pipe size for the above project. In addition, LAN received the 2021 Wastewater Collection System Master Plan for the Cibolo Creek Municipal Authority (CCMA) prepared by Kimley Horn Inc. The CCMA's CIP projects affecting the Schertz sewer system were also incorporated into each scenario based on the planning year. 4.3.2.2 2030 CIP Growth Projects The 2030 scenario included the currently planned CIP projects for the City. To serve the new development areas happening between 2022 to 2030, LAN proposes new growth CIPs as listed in Table 41. The alignments are based on the available information regarding topographic elevations, existing roads, and engineering judgment and are to be considered as preliminary. Final alignments will be determined as part of the design process. The design criteria listed in Table 38 was used to size the new facilities. For modeling purposes, slopes for new growth CIP lines were assumed based on the TCEQ minimum slope requirement. At some locations, higher than minimum slopes were considered to prevent extra excavation. Appendix 21 shows the location of the 2030 growth CIPs. N City of Schertz, Texas 61 Table 41. 2030 Growth Projects Summary CIP Number NT-S1 Project Description Hope Lane 8" Gravity Line NT-S2 Cid Wiederstein Read 8„ NT-53 Union Pacific Railroad 8" —Section 1 NT-S4 Union Pacific Railroad 8" —Section 2 NT-S5 Wiederstein Read 8" NT-S6 Schaefer Road 8" — Section 1 NT-S7 Schaefer Road 8" —Section 2 NT-S8 Aranda 8" NT-S9 'weir Road 10" NT--S10 Trainer Hale Road 10" NT-S11 Ware Seguin Road 8" NT-S12 FM 1518 8" NT-S13 1-10 8" -- Section 1 NT-S14 Boenig Drive 8" NT-S15 N Greytown Road 8" 4.3.2.3 Model Results Under 2030 Flows After bringing in the 2030 new growth CIPs, the model was run with predicted 2030 dry weather flows. The modeling results for this scenario are presented in Appendix 22. The results show 98% of conduits have a maximum depth to diameter (d/D) of less than 0.5. It also shows gravity lines parallel to Friesenhahn Ln and upstream of the Friesenhahn lift station having maximum d/D of greater than 0.75, and gravity lines right upstream of Riata lift station having a maximum d/D between 0.5 and 0.75. This indicates these gravity lines (i.e., with maximum d/D greater than 0.5) may not accommodate the additional capacity needs from future flows and could require upsizing. Since peak wet weather is crucial for analyzing a sewer system, the 2030 wet weather flow (average dry weather plus 5-year, 24-hour I&I) was used to determine areas that are susceptible to sanitary sewer overflows (SSOs). Note that the model shows SSOs at locations where the maximum hydraulic grade (HGL) rises above manhole rim elevations. The modeling results for this scenario are presented in Appendix 23. The results show a total of 11 manholes within the existing service areas are overflowing. Per the Capacity Deficiency Criteria listed in Table 37, the sewer system is capacity deficient at the locations where SSOs are reported by the model. 4.3.2.4 2030 CIP System Improvement Projects LAN proposes several system improvement projects listed in Table 42 to address the SSOs. In addition, Belmont Park lift station is set to go offline by 2030 per City staff. Therefore, that lift station was set inactive in the model, and gravity lines were added to bypass it. LAN also determined that the Northcliffe (Town Creek) lift station needs to upgrade to a firm capacity of 4,800 gpm to meet TCEQ requirements (refer to section 2.5.3). Appendix 24 shows the location of the 2030 system improvement projects. N City of Schertz, Texas 62 Table 42: 2030 System Improvement Projects Summary CIP Number Project • •Purpose 2030 SI-1 Friesenhahn West Line WW Upsize To resolve 4 SSOs upstream of I`rlesenhahn LS. 2030 SI-2 Fairlawn WW Upsize To resolve an SSO upstream of data LS. 2030 SI-3 Cibolo Crossing WW Line Upsize To resolve an SSO near 1-35 N. 2030 SI.4 Woodland Oak Drive Replacements To resolve an SSO near Woodland Oak Dr. 2030 SI-S Old Wieerstein WW Upsize To increase line capacity. To follow TCFCt requirement of 2030 S1-6 Northcliffe LS Upgrade Peak flow not to exceed firm capacity. This upgrade is based on build'out flow of 4,485 gpm. 2030 SI-7 Decommission Belmont Park Lift Station Per City request. 4.3.2.5 2030 CCMA Recommended Projects The results of the 2030 wet weather flow scenario showed some of the CCMA's gravity lines have capacity issues that would affect the City's sewer system performance. LAN recommends the following system improvement projects related to CCMA's gravity lines (listed in Table 43 and shown in Appendix 24). Although originally listed as 2041 CCMA CIPs (Projects 2030 C-1 & 2030 C-2) and as Buildout CCMA CIP (Project 2030 C-4) in the Wastewater Collection System Master Plan prepared by Kimley Horn Inc. in 2021, LAN currently recommends these CIP projects for inclusion in the 2030 planning period. Table 43: 2030 CCMA System Improvement Projects Summary CIP Project Description Purpose Number To resolve 2 SSOs near Woodland 2030 C-1 Roy Richard [give Replacements Oak Dr and Valencia Ln. 2030 C-2 Valencia Lane Replacements To resolve 2 SSOs near Woodland Oak Dr and Valencia Ln. 2030 C-3 Savannah Drive Replacements To resolve an SSO near Maske Rd. Build Out Project 25 T 36" Schertz To resolve 2 SSOs near Maske Rd. 2030 C-4 Line 4.3.2.6 2050 CIP Growth Projects To develop the 2050 scenario, the system changes proposed for 2030 were used as the base. To serve the new development areas happening between 2030 to 2050, LAN proposes new growth CIPs listed in Table 44 and shown in Appendix 25. Similar to 2030 growth CIPs, the alignments are based on the available information regarding topographic elevations, existing roads, and engineering judgment, and final alignments will be determined as part of the design process. The design criteria listed in Table 38 were used to size the new facilities. City of Schertz, Texas 63 T title 44: 2050 Growth Projects Summary CIP Number 2050-Sl Project ! i! 1-35 N 8" 2050-S2 Friesenhahn Lane a" 2050`S3 Schaefer Road 8" — Section 3 2050-S4 Corbett JH 8" 2050-55 Lower Seg u i n Road 8„ 2050-S5 I WIG 8" — Section 2 In addition, Schertz Pkwy, Cover's Cove, and Park lift stations are set to go offline by 2050 per City staff. Therefore, Cover's Cove and Park lift stations were set inactive in the model, and gravity lines were added to bypass that lift station. Schertz Pkwy lift station will also go offline, and its flow will be conveyed to a new CCMA line which will be built by 2050. However, due to the unavailability of information about the new CCMA's line, the Schertz Pkwy lift station was set inactive in the model and its flow was directed to a new outfall. 4.3.2.7 Model Results Under 2050 Flows After bringing in the 2050 new growth CIPs, the model was run with predicted 2050 dry weather flows. The modeling results for this scenario are presented in Appendix 26. Similar to 2030 scenario results, 97% of conduits have a maximum depth to diameter (d/D) of less than 0.5, and only 3% of gravity lines have a maximum (d/D) of greater than 0.5. Since peak wet weather is crucial for analyzing a sewer system, the 2050 wet weather flow was used to determine areas that are susceptible to overflowing. The modeling results show no manholes are overflowing indicating the 2050 system has sufficient capacity per the Capacity Deficiency Criteria listed in Table 37. Therefore, LAN does not recommend any capacity -related CIPs for the 2050 planning period. 4.3.2.8 2050 CIP System Improvement Projects LAN determined that Cypress Point lift station needs to upgrade to a firm capacity of 1,250 gpm to meet TCEQ requirements (refer to section 2.5.3). Table 45 describes 2050 system improvement projects shown in Appendix 27. Table 46: 2050 System Improvement Projects Summary CIP Project Description Purpose Number To follow TCEQ requirement of 2050 SI-1 'Cypress Point Lift Station peak flow not to exceed firm Upgrade capacity. This upgrade is based on buildout flow of 1,233 gpm. 2050 SI=2 Decommission Schertz Parkway To convey flow to a new CCMA's Lift Station line which will be built by 2050. 2050 SI.3 Decommission Park Lift Station Per City request. 2050 SI-4 decommission Cover's Cove Lift ;Per City request. Station City of Schertz, Texas 64 4.3.2.9 Pumping Capacity Evaluation For pumping capacity evaluation, the existing firm capacity (i.e., capacity with the largest pump off) will be compared to peak wet weather flow at each lift station. Per TCEQ requirements, peak wet weather flow should not exceed firm capacity. Table 46 shows the results of the pumping capacity evaluation. Note that this analysis has only been conducted for public existing lift stations; private lift stations have been excluded from the study. Table 46: Lift Station Capacity Evaluation Capacity Lift Peak Peak «. ak Lift Station Number per Pumps (gpm) Capacity (gpm) ., .p Belmont Plan to go offline by Park 2 750 750 30 2030 Cover's Plan to Cove 2 75 75 4.5 5 go offline by 2050 Cypress Need Point 3 915 1,012 435 997 1,233 upgrade by 2050 er TCEQ Elbel 2 750 750 85 86 101 Eriesenhahn 3 1,500 1,800 772 1,293 1,610 Homestead 2 900 900 646 737 894 Maxfli 2 750 750 12 12 13 Park Plan to 2 220 220 20 20 go offline by 2050 Riata 2 750 750 1 660 727 728 5chertz Plan to Pkwy 2 250 250 101 1.13 go offline by 2050 Smoke Pit 2 600 600 20 20 20 Northcliffe Need (Town 3 1,000 1,750 3,780 4,4450 4,485 upgrade eek) by grad} CIP pier TCEQ. Corbett 2 Offline per Near -Term Sedona 1 3 Offline per Near -Term CIP Tri-County 2 Offline per Near -Terra City (1) Capacity per pump is estimated based on the pump curve for pumps within each lift station. As seen in Table 46, except for Cypress Point and Northcliffe lift stations, all other existing lift stations have adequate capacity for existing and future peak flows since their peak flows are less than lift station firm capacities. Per TCEQ requirement, Northcliffe lift station requires an upgrade to firm capacity of 4,500 gpm based on its 2050 peak flow of 4,485 gpm, and Cypress Point lift City of Schertz, Texas 65 station needs an upgrade to firm capacity of 1,250 gpm based on its 2050 peak flow of 1,233 gpm. Northcliffe lift station upgrade should be done as early as 2030, but Cypress Point's upgrade can wait until 2050. 4.3.2.10 Force Main Capacity Evaluation As listed in Table 37, the hydraulic criterion for force mains is not to exceed a maximum velocity of 8 ft/s under the peak wet weather flow (average dry plus 5-year, 24-hour storm flow). Higher than 8 ft/s velocities correspond to high head loss in force mains which over time scour force main interior causing premature structural failure. Table 47 shows the results of the force main capacity evaluation. Table 47: Force Main Capacity Evaluation Force Existing 030 2050 Lift Station Main Peak* Peak- Peak* Name Diameter WAIF Velocity (ft/5) Velocity Velocity WWF (ft/5 WWF (ft/s) Belmont Park 6 313 3.6 Plan to go offline by 2030 Cover's Plan to go offline Cove 89 4.0 89 4,0 y 2050 Cypress Point 8 713 4.6 810 5.2 933 6.0 Abel 6 552 6.3 552 6.3 1552. 6.3 Friesenhahn 16 1,242 2 1,660 2.6 1,516 2.4 Homestead 8 553 3.5 905 5.8 908 5.8 Maxfli 4 162 4.1 162 4.1 162 14.1 Park 6 100 1.1 100 1.1 Plan to go offline by 2050 Rata 6 321 3.7 321 3.7 321 13.7 Schertz Plan to go offline Pkwy 6 182 2.1 182 2.1 by 2050 Smoke Pit 6 232 2.6 244 2.8 244 2.8 Northcliffe (Town 18 1,753 2.2 4,050 5.1 5,115 6.4 Creek) in this table represent peak flows throuLyh the _ farce mains *Peak flows All existing force mains have adequate capacity for existing and future peak flows since they have velocities below the maximum criterion (8 ft/s). The recommendations outlined in this section were a joint effort with City personnel and LAN to identify improvements needed for the City's sewer system. These improvements aim to address capacity limitations and accommodate the anticipated growth in the planning years of 2030 and 2050. The sewer collection system model should be maintained and updated as new projects are implemented and adjusted to address changes in development schedules. LL City of Schertz, Texas T. 5. CI P Cost Data 5.1 Cost Data The Association for the Advancement of Cost Engineering (AACE) provides a cost estimate classification system that includes five classes of estimates. Each class has specific characteristics that indicate the level of detail of the cost estimate, with 5 being the least defined and 1 being the most defined. These classes are commonly used industry standards for engineers, contractors, and estimators. The accuracy range of an estimate narrows (becomes more accurate) as the project scope becomes more defined as shown in Figure 29 from AACE below. In the same figure, the approximate overlap of classes is shown as well in relation to the level of scope definition. Figure 29: AACE Cost Estimate Clases '000� Glass S Class 4 Class 3 Class 2 Class 1 >>> Increasing Level of Protect Scope Definition >>> For this analysis, Class 4 estimating was identified as the appropriate, industry standard, estimation class. According to AACE, Class 4 estimates "are prepared for a number of purposes, such as but not limited to, detailed strategic planning, business development, project screening at more developed stages, alternative scheme analysis, confirmation of economic and/or technical feasibility and preliminary budget approval or approval to proceed to next stage". The developed cost estimates are preliminary and rely on available information and standard preliminary engineering methods for Class 4 cost estimation. These methods were consistently applied to similar project components (e.g., pipelines, pump stations, lift stations, etc.) to facilitate comparison between different project alternatives. City of Schertz, Texas MM Cost data for the proposed CIP projects was obtained from the following sources: • TxDOT Online Bid Reports (past year) • IRS Means Database • Cost Estimates from Past & Current City Projects • Cost Estimates from Past & Current LAN Projects Item costs were averaged from these sources and an inflation rate was applied to the costs for 2030 and 2050, which is discussed in detail in the following section. A 30% contingency factor was applied across all cost estimates, which reflects the range of accuracy of a Class 4 estimate. For cost components that were highly variable and unpredictable at this stage of analysis, such as developing construction documents and construction management, estimates were derived from previous project experience and included as a percentage of the total construction costs. 5.2 Inflation Rate Calculation In order to accurately capture construction prices for the future scenarios, an average yearly inflation rate was calculated and applied to the 2030 & 2050 project cost estimates. Three sources were consulted for historical inflation indexes including IRS Means, Mortenson Construction Cost Indexes, and Turner Building Cost Indexes. Varying time frames of inflation were provided by these sources, but the data was not normalized to ensure that a wide range of indexes were included in the yearly inflation rate calculation. Additionally, these indexes are the average of nationwide data. Table 48 below shows the varying time frames and their associated total and yearly inflation rates. The median yearly inflation rate of this data is 3.91%, and this value was applied to the line items in the 2030 and 2050 cost estimates. See Appendix 28 for inflation rate source data. N LL Tahip AR- Yea ly Inflation Rate Calculations Time Frame Total Inflation Yearly Inflation Rate Rate RS Means Historical Inflation Indexes 1 2020 to 2024 128% _ 6.31% 2010 to 2024 169% 3.81% 2000 to 2024 251% 3.91% 1990 to 2024 309% 3.38% 1980 to 2024 454% 3.50% Mortenson Historical Inflation Indexes 2020 to 2023 132% 9.65% 2010 to 2023 188% 5.93% Turner Historical Inflation Indexes 2020 to 2023 117% 5.27% 2010 to 2023 172% 4.25% 2000 to 2023 231% 3.70% 1996 to 2024 272% 3.77% Average: 4.86% Median: 3.91% City of Schertz, Texas 5.3 CIP Projects Estimates of Probable Cost From the data discussed in the previous two sections, individual cost estimates were created for each CIP project and can be found in Appendix 29. Table 49: Near Term Water CIP Prouects Estimate of Probable Costs Project Total Project Number Project Name Cost Near Term Cfp System Improvement Projects NT-W1** Bubbling Springs 6" WL Replacement $763,000 NT-W2 Corbett Pump Station & 3.0 MG GST $8,600,000 NT-W3 Ware Seguin Pump Station Operational Improvement $175,000 NT-W4 12" WL from Ware Seguin to Lower Seguin $1,538,000 NT-W5 Fred Couples to Schwab $455,556 NT-W6 Schwab to Eckhardt $1,600,000 NT-W7** Graytown to Pfeil $1,550,000 NT-W8** FM 78 Water Line Replacement $875,000 NT-W9** Moonlight Meadow Dr & Lost Meadow Dr WL Replacement $3,000,000 NT-W10** Robinhood Way WL Replacement $4,650,000 NEAR TERM TOTAL: $23,206,556 Note: Projects denoted by ** indicate that it has both growth & system improvement components. v m City of Schertz, Texas M. Table 50: 2030 Water CIP Projects Estimate of Probable Costs Project Number Project Name Proposed 2030 CIP Total Project Cost Growth Projects 2030-W1 12" WL from Tri-County Extension to Cibolo Valley Drive $4,788,000 2030-W2 Raf Burnette Rd 12" WL Improvements $1 438,000 2030-W3 8" WL from Ray Corbett Dr to Lower Seguin Rd $3,688,000 2030-W4** Trainer Hale Rd 2" WL Replacement & 8" WL Improvement $9,850,000 2030-W5** Boenig Dr S 6" WL Replacement & 8" WL Improvement $6,388,000 2030-W6 Live Oak to IH-35 24" Transmission Main $32,075,000 2030-W7 Ware Seguin Pump Station Expansion Phase 1 $5,213,000 2030-W8 IH-10 8" WL Improvements $6,063,000 2030 Growth Subtotal: $69,503,000 System Improvement Projects 2030-W9 PRV Installation for Proposed Southwest Pressure Plane $413,000.0 2030-W10** River Rd 6" WL Replacement $2,325,000 2030 System Improvement Projects Subtotal: $2,738,000 $72,241,000 2030 TOTAL: Note: Projects denoted by ** indicate that it has both growth & system improvement components. Table 51: 2050 Water CIP Projects Estimate of Probable Costs Project Number Project Name Proposed 2050 CIP Total Project Cost Growth Projects 2050-W1 Corbett Pump Station Expansion $1,663,000 2050-W2 FM 2252 8" WL Improvements $8,800,000 2050-W3 Ware Seguin Pump Station Expansion Phase 2 $2,725,000 2050-W4 Beck St 6" WL Replacement $5,288,000 2050-W5 Raf Burnette Rd 8" WL Improvements $4,438,000 2050-W6 IH-35 Pump Station & 3.0 MG GST $42,188,000 2050-W7 IH-10 & FM 1518 8" WL Improvements $3,075,000 2050 Growth Subtotal: 1 $68,177,000 System Improvement Projects 2050-W8 FLower Seguin Rd 8" WL Replacement $4,775,000 F- 2050 System Improvement Projects Subtotal: $4,775,000 2050 TOTAL: $72,952,000 Law City of Schertz, Texas 70 JERL Ivcdf Growth Projects NT-S1 Town Creek Phase IV 24" - Section 1 $6,875,000 NT-S2 Town Creek Phase IV 12" - Section 2 $2,925,000 NT-S3 Town Creek Phase V 24" $10,425,000 NT-S4** Upsize Lookout Line $3,838,000 NT-S5** Upsize TO County Line $2,084,800 NT-S6 Cibolo West Main $16,213,000 $3,400,000t NT-S7 Woman Hollering Creek Lift Station, Gravity Lines, and Force Main Near Term Growth Subtotal: $45,760,800 System Improvement Projects NT SI-1 Decommission Tri County Lift Station $88,000 NT SI-2 Decommission Corbett Lift Station $1,500,000 NT SI-3 Decommission Sedona Lift Station & Woman Hollering Creek WWTP $175,000 Near Term System Improvement Projects Subtotal: $1,763,000 NEAR TERM TOTAL. $47,523,800 Note: Projects denoted by ** indicate that it has both growth & system improvement components. tOriginal 2009 master plan cost was $9,000,000 and the 2024 construction cost was $13,000,000 resulting in a difference of $3,400,000. Law City of Schertz, Texas 71 I Proposed 2030 CIP Growth Projects 2030-S1 Hope Lane 8" Gravity Line $2,025,000 2030-S2 Old Wiederstein Road 8" $1,338,000 2030-53 Union Pacific Railroad 8" - Section 1 $2,563,000 2030-S4 Union Pacific Railroad 8" - Section 2 $400,000 2030-55 Wiederstein Road 8" $1,663,000 2030-56 Schaefer Road 8" - Section 1 $4,913,000 2030-57 Schaefer Road 8" - Section 2 $1,938,000 2030-58 Ara nda 8" $475,000 2030-S9 Weir Road 10" $2,525,000 2030-510 Trainer Hale Road 10" $1,038,000 2030-S11 Ware Seguin Road 8" $3,113,000 2030-512 FM 1518 8" $400,000 2030-513 1-10 8" - Section 1 $2,713,000 2030-514 Boenig Drive 8" $2,963,000 2030-515 N Greytown Road 8" $1,275,000 2030 Growth Subtotal: $29,342,000 System Improvement Projects 2030 SI-1** Friesenhahn West Line WW Upsize $8,175,000 2030 SI-2** Fairlawn WW Upsize $1,375,000 2030 SI-3** Cibolo Crossing WW Line Upsize $1,288,000 2030 SI-4** Woodland Oak Drive Replacements $338,000 2030 SI-5** Old Wiederstein WW Upsize $5,050,000 2030 SI-6** Northcliffe Lift Station Upgrade $7,838,000 2030 SI-7 Decommission Belmont Park Lift Station $463,000 2030 System Improvement Projects Subtotal: $24,527,000 2030 TOTAL: $53,869,000 Note: Projects denoted by ** indicate that it has both growth & system improvement components. nLaCity of Schertz, Texas 72 Lan.- N City of Schertz, Texas 73 6. LIST OF APPENDICES SECTION 2 Appendix 1 — 2018 Comprehensive Land Use Plan Appendix 2 — Zoning Map Appendix 3 - 30-Year Population Distribution Projections Appendix 4 - 30-Year Housing Distribution Projections Appendix 5 - Planned & Existing Residential Developments Comparison to Wastewater CCN Appendix 6 - Planned & Existing Residential Developments Comparison to Water CCN Appendix 7 - Planned & Existing Commercial Development Comparison to Wastewater CCN Appendix 8 - Planned & Existing Commercial Developments Comparison to Water CCN Appendix 9 - Wastewater CCN Service Area & Comprehensive Land Use Appendix 10 - Water CCN Service Area & Comprehensive Land Use SECTION 3 Appendix 11 — Near Term Water CIP Map Appendix 12 — 2030 Fire Flow Analysis Locations Appendix 13 — 2030 Water CIP Map Appendix 14 — 2050 Fire Flow Analysis Locations Appendix 15 — 2050 Water CIP Map SECTION 4 Appendix 16 — Flow Meter, Meter Basin, & Rain Gauge Location Map Appendix 17 — Dry Weather Calibration Graphs Appendix 18 — Wet Weather Calibration Graphs Appendix 19 — Existing System Evaluation Results, Surcharge, & SSO Location Maps Appendix 20 — Near Term Wastewater Growth & System Improvement Projects Appendix 21 — 2030 Wastewater System Growth Projects Appendix 22 — Max Depth to Diameter with 2030 Dry Weather Flows Appendix 23 — Sanitary Sewer Overflows with 2030 Wet Weather Flows Appendix 24 — 2030 Wastewater System Improvement Projects Lai U. City of Schertz, Texas 74 Appendix 25 — 2050 Wastewater System Growth Projects Appendix 26 — Max Depth to Diameter With 2050 Dry Weather Flows Appendix 27 — 2050 Wastewater System Improvement Projects SECTION 5 Appendix 28 — Inflation Rate Calculation Sources Appendix 29 — CIP Projects Cost Estimates LLLan City of Schertz, Texas VIM APPENDIX 1 - 2018 COMPREHENSIVE LAND USE PLAN J fJ f f '{R . x � COMAL mmammlw_ 1Nti»�1� 7 welt r SSCCH IE R TZ COMMUNITY., SERVICE+OPPORTUNITY Ilu 9 Rural Frontage + Parks, Open Space !I [] Sector Boundary + Agricultural Conservation _ Air Installation Impact Estate Neighborhood jo Air Installation Compatible — Single Family Residential Civic, Schools + Multi -Family Residential Main Street Commercial + Manufactured Housing Commercial Campus i Mixed Use Neighborhood Highway Commercial + Mixed Use Core Industrial + TND/TOD A Industry, Technology and R and D Transition 'I%Annual-Chance Flood Event Comprehensive = °... Land Use Plan d �OUNTY APPENDIX 2 - ZONING MAP P po �pv ,NOp a � r• pM�M1 lop 't� ♦ ♦♦ FM<gv ••'.. q1 ♦�� ♦ �v �4p2 c B`y'Rq G1NNpe�� ••• 2 �►• IT Opp I♦ ♦ ♦20,R ♦♦ ♦ ♦ .F tl W. Wa °s FM 2252 Pepe s,ev�y,,�°'��• pp I �G � p 4} o WE'va. M�M1 � • �,�P. � � i • �O \ p0 Legend $ unicipal_Boundary ETJ Schertz City Limit I: y� ' ��o�♦per ity_of Schertz_Zoning Districts _ f Agricultural District ♦� •NE`� Apartment/Mufti-Family Residential P •♦ / Development Agreement(Delayed Annex. `' ' •PO Garden Home (Zero Lot Line) ♦� General Business General Business II v 4t M � Main Street Moretl Use r �`'o� w�♦F+2 tee Manufactured Home Parks I GtL a my Pr4rea?Irirull .• as I- f. Planned Davplopmeni ',. ` Prr-O►wapmpm ■ Puhec Llis =Nw Bdegk-Famly Re♦Identipl Single-Fenriiy Reads". 1lA.gricutjuril k •F T=.n•Fanuly R—dcnfiel Mapt incrcupnrprw LL � 19 e°� �/�■� .n .o po i $ t� 0 �M1d�poW p1c5"1 �o Aa p0 COFfl'R0 k 4# 3NN • � 4 pp0 n �� P,y1� BHAYPA83 0000 0`Y 40 � •/ ,I � S Mp`9 �p �� NP4ne� Y/ x r $ ity of Schertz Zoning Map N 4/2022 Lockwood, Andrews E 0 5,000 10,000 & Newnam, Inc. Feet anA LF.O A DALY COMPANY Feet APPENDIX 3 - 30 YEAR POPULATION DISTRIBUTION PROJECTIONS APPENDIX 4 - 30 YEAR HOUSING DISTRIBUTION PROJECTIONS APPENDIX 5 - PLANNED & EXISTING RESIDENTIAL DEVELOPMENTS COMPARISON TO WASTEWATER CCN Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-1Abrking\Land Use Assumptions\20220527 Exhibhs\20220527_Residential_SewerCCN.mxd Atta c:h m e n t ' Parklands & Parklands II - n I Legend 4 �P4 Y Q Schert,, W11_CCN_Boundary Schertz City Limit ETJ Multi -Family Residential Development �.. .•y 7 Y� Planned and Existing Residential Subdivisions ' Maximum Housing Units 6-25 �pswE - 26-75 76-100 11VV.VVV�j}�I y 101 - 200 } ! 201 - 300 a. 301 - 400 401 - 1050 Oakmont Place Saddlebrook Carmel Ranch s\ Graytown 1 " "^v> Sterling Grove Crossvine a x Module III PQ�t 5 \1 0E � O� p`P I Schertz Planned and Existing Residential Developments N Comparison to Wastewater CCN Service Area 8/8/2022 w E LanLockwood, Andrews S & Newnam, Inc. 0 5,000 10,000 A LEO A DALY COMPANY Feet APPENDIX 6 - PLANNED & EXISTING RESIDENTIAL DEVELOPMENTS COMPARISON TO WATER CCN Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modelin ►�Itachment 6 and Use Assumptions\20220527 Exhibits\20220527_Residential_WateiCCN.mxd s wunRo / ee s0� • °a.. 0 2s Parklands & Parklands II P X. 4?t a 1 1> Leaend Schertz _Water _CCN_Service _Area S Schertz City Limit \, j• �� ,%� s ETJ '.A Multi -Family Residential Development h Planned and Existing Residential Subdivisions i - Maximum Housing Units - r!� " - 0-5 6-25 26 - 75 76 - 100 —_— — 101 - 200 ]� - 201 - 300 301-400 }�" rz . Viz• - 401 - 1050 Saddlebrook Oakmont Place Carmel Ranch p'P Ji '� JE pa dry I • £RIMf1e.R Sterling Grove �-- Graytown s V / Crossvine Module III / I -Fq; RO } I \ % a Schertz Planned and Existing Residential Developments N Comparison to Water CCN Service Area 8/8/2022 w E LanLockwood, Andrews S & Newnam, Inc. 0 5,000 10,000 A LEO A DALY COMPANY 1 Feet APPENDIX 7 - PLANNED & EXISTING COMMERCIAL DEVELOPMENTS COMPARISON TO WASTEWATER CCN Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GiS\7-Working\Land Use Assumptions\20220527 h taq ment 7 ; nercIaI-SmerCCN.mxd Legend Schertz Wastewater CCN Service Area Schertz City Limit ETJ Commercial Parcels Planned and Existing Commercial Properties MI Commercial Parcels 76W I fpq 11Y Schertz Planned and Existing Commericial Developments Comparison to Wastewater CCN Service Area 8/16/2022 LanLockwood, Andrews & Newnam, Inc. A LED A DALY COMPANY N W+E S 0 5,000 10,000 1 Feet APPENDIX 8 - PLANNED & EXISTING COMMERCIAL DEVELOPMENTS COMPARISON TO WATER CCN Document Path: N:\120\120-11818-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\Land Use Assumptions\20220527 Echibits\20220531_Commercial-Wate\CCN.mxd I•� Rachment 8_ 1 v � 1,•�° Yap"„ �J ��1 V ,/ r RP2 � •\�` Legend _ - Schertz Water CCN Service Area Schertz City Limit ` 1 �1LL4 E T J t' • Planned and Existing Commercial Properties Commercial Parcel P� k l �a$ fir Sa3• F 4 \ Schertz Planned and Existing Commericial Developments N Comparison to Water CCN Service Area 8/16/2022 w E LanLockwood, Andrews S & Newnam, Inc. 0 5,000 10,000 A LEO A DALY COMPANY mmmmmmummKzzzzzz= Feet APPENDIX 9 -WASTEWATER CCN SERVICE AREA & COMPREHENSIVE LAND USE Attachr7ent 9 Y 4 t ZV C�1i^ ;mod f� yry5 �EiuW g • • ' �.:.'vaTt P � o 1 A m OD _E�x \yti Fl`e N 0 5,000 101000 W+ Feet S Legend ® ETJ Future Land Use: Mixed Use O Schertz City Limit - Agricultural Conservation Multi -Family Residential Schertz Sewer CCN Service Area Air Installation r Parks, Open Space QSchertz Sewer CCN Service Area - Civic, Schools Single Family Residential - Commercial Transition Industrial Schertz CCN Sewer Service Area Map Supported Land Uses 8/8/2022 Lockwood, Andrews & Newnam, Inc. A LEn A DALY COMPANY APPENDIX 10 - WATER CCN SERVICE AREA & COMPREHENSIVE LAND USE Attachment 10 p Wp�,pP �as'a P FM401 FM tut .- � F„aeR .. p0�� `Eg e p�NNAOP0. Li T� Lt�O q CZo 9 F �y P a Oe FM R25R J 9?5 2 2 c`~o i0.1R0 P C`t 4 WE\l PO . PO WE REAP m �P PO. O q S WaYY PO ~J o - p P 4 Q Pp p0 $- OB,G i O J fi FM iBW , " S pWF0.5EONM PO a per o f aC f�pc to L , RO 's5 eAFFEY i u � O t ..M Assn 5�,4v a�aa a 2!l t NP 4�Y� PP Sy35.,5 Z ,v LL S 19 PG`A OE�FPQ �y�5JB N < 49 EfP: W E Q5,000 0 10,000 Feet S Legend ® ETJ Future Land Use Mixed Use Q Schertz City Limit - Agricultural Conservation Multi -Family Residential Schertz Water CCN Service Area Air Installation Parks, Open Space QSchertz Water CCN Service Area - Civic, Schools Single Family Residential - Commercial Transition Industrial Schertz CCN Water Service Area Map Supported Land Uses 8/8/2022 Lockwood, Andrews & Newnsm, Inc. A LEO A DAIY COMPANY APPENDIX 11 -NEAR TERM WATER CIP MAP 4O-Z lara t se;i olympia Galt a, Canters Cents emP Univers Converse 4F """' Existing Water Lines `v"'more Proposed Water Line - Water CCN Boundary Improvements NEAR TERM WATER CIP MAP " W+E Lan I Planning S�CCHfHCJ�Z` Z S Engineering 0 3 500 7,000 14,000 Program Management COMWUNITY. SERVICE OPPORTMM.. Feet APPENDIX 12 - 2030 FIRE FLOW ANALYSIS LOCATIONS k V i y II Sek, Olympia Gal( ar Confe—. a Cent. B)OJI Univers. Converse n 735/t :lara .ines ndary WPanaf„ �t� Anticipated Development 10 2022 - 2030 FIRE FLOW ANALYSIS LOCATIONS NNn LakPlanning /-,�CJL 1tJ��R /l a SVVVV Engineering\j� 0 3,500 7,000 14,000 Program Management CO)ATUNITY, SERVICE, OPPORTUIM. Feet APPENDIX 13 - 2030 WATER CIP MAP APPENDIX 14 - 2050 FIRE FLOW ANALYSIS LOCATIONS Fri y7 y `11 It Spll Olympia Gnlf ar Cnnferei Cente slap Univers+ ;o �p 9 Qti 4� Converse 4F n :lard a _fines ndary Anticipated Development " f: 2022 - 2050 2050 FIRE FLOW ANALYSIS LOCATIONS N �\�\��IEJ► 1RR TZ �00 7,000 14,000 0 3 W+E Lann'Planng Engineerir..; / Program Management COMMURRY. SERVICE. OPPORTUR".. Feet APPENDIX 15 - 2050 WATER CIP MAP o V°� b A�7 Corbyn m � � y Ogden _y Garden Ridge .. �:., F V �ti = 2050-W2 o� 11 050-W64] Santa Clara Fd ON Zr I � Y Gteeo a n Sol 'z• t G K 11- e3 y r Cibolo Olympia Hills Qtf n 'Pp Gnlf and Conference 1 L -a autyt°' o Center W vn `o`ynt`Y W FM 7& 1 f n C/� w 78. •' • 2o50-W4 FM 76 E Fy �8 iv a70h z - - Universal City ead 2050-w5 dJ 106 ego W 0Y`o : � / Gocd°n J s 20Saryas /� -W ��{� l itd i ✓ et 5e9"in Jul Randulpn Air 1E Forie kd.r` [�� t� `� r n p�A ofl�� kanaoiph :Jak Goer Caurse �r'~lnt` � f3 Converse b I 4q 2050-w8 n 2050-w3 'V -' R _ tL� Legend 20 kVl (off Proposed Pump Station L aar Improvements Proposed Water Line 4 ; Improvements J35(r ' ` ,.a — City LimitslETJ Existing Water Lines © Water CCN Boundary 70 Anticipated Development 2022 - 2050 2050 WATER CIP MAP " W+E S LanPlanning Engineering SS{CHHEIRCrZ 0 3,500 7,000 14,000 Program Management COWUHITv, SERVICE. OPPORTOwry. Feet APPENDIX 16 - FLOW METER, METER BASIN. & RAIN GAUGE LOCATION Attagjhment 1 UntY+ 014111,�". Legend Flow Meter Rain Gauge LiftStations Outfalls Force Main Gravity Main CCMA Schertz Flow Meter Basins BasinlD FM01 FM02 FM03 FM04 FM05 FM06 FM07 FM08 FM09 FM10 FM11 FM12 FM13 FM14 FM15 Flow Meter, Meter Basin, and Rain Gauge Location N 8/26/2022 W E Lan&Newnod�Andrews SCHIERT 0 1 2 Idewnam Inc. A L E O A D A L Y COMPANY COMMUNITY. SERVICE. OPPORTUNITY. Miles s RG01 F I•a l FM01 a� Uwe. APPENDIX 17 - DRY WEATHER CALIBRATION GRAPHS Dry Weather Calibration FM-01 0,08 0.07 0-06 am 0.04 0,03 0.02 0,01 5126/20 0:00 5/26J20 6:00 5/26/20 12:00 5/26/20 18:00 5127/20 0:00 Time Dry Weather Calibration FM-02 0.08 0.07 0106 0,05 0.04 0 0,03 0.02 ■ 5/76/20 0:00 6/26/20 6:00 5/26/20 12:00 -5126/20 18:00 5/27/20 0:00 Time 0,4 0.95 0.3 S 0,25 0.2 U 0.03 5126.120 0 GO S/26/20 6.00 Dry Weather Calibration FM-03 -Model -Model ■ Observed -Model ■ Observed S/26/20 12:00 5Y26120 18,00 5/27/20 0:00 Time Dry Weather Calibration FM-04 a 'i 3.5 • 3 2:5 a 2 1.5 1 0.5 0 5/26/20 0:00 5/26/20 6:00 5/26/20 12:00 5/26/20 18:00 5/27/20 0:00 Time 2.5 i7 � 4 f ■ • • ■ U.5 01 5/2d/2Uo:00 5126/20.6:w 1.4 Dry Weather Calibration FM-05 ---Model u Observed Mood • Cibserved V26120 12.00 9128120 IS 0(1 5/271100 w Time Dry Weather Calibration FM-06 1.2 • • 1 ,� " • 0.9 * • • ---Model • Ubservcd 0 0.6 04 0.2 D 5126i200:00 5/26/206:00 5/2612012:00 5126/7018:00 51271200,00 Time Dry Weather Calibration FM-07 0.25 0,2 0.05 0 5/26/200;00 5/26/206:00 5/26/20 12:00 5/26/20 18:00 5/27/200.,00 Time Dry Weather Calibration FM-08 0.18 0.16 0.14 0.12 0,08 0.06 0.04 0.02 0 5/26/200:00 5/26/206:00 5/26/20 12:00 5/26/20 18:00 5/27/200:00 Time Dry Weather Calibration FM-09 0.2 0,18 0.16 0.14 0.12 0.1 o (wa 0.06 0,04 0.02 0 5/26/20 0:00 5/26/20 6:00 5126/20 12;00 5/26/20 18:00 5/27/20 U0 Time Model Observed -Model 0 observed - Model a Observed Cary Weather Calibration FM-10 0.7 1 0.6 0S iS 0.4 0.3 w 0.2 { 0.1 0 S/26/20O0 00 5/26/20 6:00 5126/20 12:00 5126/20 18:00 5/27/20 0:00 Time Cary Weather Calibration FM-11 1.6 1.4 1.2 � 1 0.8 « 3 0.6 ' 04 t 0,2 S 0 5/26/20 0.00 5/26/20 6:00 5/26/20 12:00 5/26/20 18:00 5/27/20 0:00 rime Dry Weather Calibration FM-12 3 2.5 2 1.5 3 0 0.5 0 5/26/20 0:00 5/26/20 6:00 5/26/20 12:00 5/26/20 18:00 5/27/20 0:00 Time Model • Observed — Modei is Observed —Model • Observed Dry Weather Calibration FM-13 08 0.7 0.6 60.5 (9 Z 0.4 3: 0.3 fr 01 0.1 5126/20 0:00 5/26120 6:00 5126/20 12:00 5/26/20 18:00 5127/20 0:00 rime Dry Weather Calibration FM-14 0.3 0,25 0.2 015 0.1 005 1) 1 5/26/20 0= 5/26/20 6,00 5/26/20 12:00 5/26/20 18:OD 5/27/20 0:00 Time Dry Weather Calibration FM-15 03 025 0,05 0 1 5/26/20 0:00 5/26/20 6:00 5/26/20 12;00 5/26/20 18;00 5127120 0:00 Time — Model a Observed —Model Observed —Model & Observed APPENDIX 18 - WET WEATHER CALIBRATION GRAPHS 0.09 0.08 0.07 S0.06 0.05 0.04 ir 0,03 0.02 0,01 5/24/20 0:00 0.12 1 0.1 S0,08 ovi 0 r, 0.04 0,02 01 5/24/20 0:00 0.8 Wet Weather Calibration FM-01 W_ 5/24/20 12:00 5/25/20 0:00 Time Wet Weather Calibration FM-02 V a 5/24/20 12:00 5/25/20 0:00 Time Wet Weather Calibration FM-03 0-7 a 06 -Model * Observed -Model 0 Observed -Model 4 Observed 0 5/24/20200:00 5/24/20206:00 5/24/202012:00 5/24/202018:00 5/25/20200M 5f25/20206:00 rime 7 6 5 0 4 0 2 1 0 5/24/20 0:00 3.5 3 Wet Weather Calibration FM-04 5/24/20 12:00 5/25/20 0:00 Time Wet Weather Calibration FM-05 Model • Observed —•--Model f Observed 0 5/24/2020 0:00 5/24/2020 6:00 5/24/2020 12,00 5/24/2020 18:00 5/25/2020 0:00 5/25/2020 6:00 Time Wet Weather Calibration FM-06 z.5 z r -Model ■ Observed 0 S/)4/2020 0:00 5/2412020 6:00 5/24/7020 12:00 S/24/2020 18:00 5/25/2020 0:00 5/2512020 6:00 Ti me 0,35 0.3 0.25 0,2 0.15 9 LL 0.1 0.05 0 5/24120 0:00 0.18 0.16 0,14 ca 0.12 (D 5; 0.1 0.08 i 0 0.06 0.04 0.02 0 5/24/20 0:00 0.18 016 0.14 0,12 (D 01 0.08 0 0.06 0.04 0.02 0 5/24/20 0:00 Wet Weather Calibration FM-07 5/24/20 12-00 Time 5/25/20 0:00 Wet Weather Calibration FM-08 5/24/20 12:00 Time 5/25/20 0:00 Wet Weather Calibration FM-09 5/24/20 12:00 5/25/20 0:00 Time -model 0 Observed -Model 0 Observed -Model 0 Observed Wet Weather Calibration FM-10 0.5 0.4 0 0.3 00.24 w. 0.1 5/24/20 0:00 5/24/20 12:00 5/25/20 0:00 Time Wet Weather Calibration FM-11 21 1.5 u . 5/24/20 0:00 5/24/20 12:00 5/25/20 0:00 Time 6 5 04 3 9 2 I 0 5/24/20 0:00 Wet Weather Calibration FM-12 5/24/20 12:00 5/25/20 0:00 Time Model Observed Model Observed -- Model fr Observed 0.8 0.7 0,6 tD 0.5 0.4 0.3 LIL 0.2 0.2 0 5/24/20 0:00 0.3 0.25 0 0.2 0.1r, 3: t 0.1 c 0.05 Wet Weather Calibration FM-13 5/24/20 11-00 5/25/20 0:00 Time Wet Weather Calibration FM-14 0 — 5/24/20 0:00 5/24/20 12:00 5/25/20 0:00 Time Wet Weather Calibration FM-15 0.35 0.3 0.25 00 Z(D 0.2 3 0.15 0 *T- 0.1 0.05 0 5/24/20 0:00 5/24/20 12:00 5/25120 0;00 Time 'Model Observed Wodef o Observed Model Observed APPENDIX 19 -EXISTING SYSTEM EVALUATION RESULTS. SURCHARGE. & SSO LOCATION MAPS I Attachment Surcharged lines highlighted in GREEN are owned by the City �r ad. 6 aA M7 n� b� a� a� Legend SSO LiftStations Outfalls Force Main Hydraulic Condition Not Surcharged Surcharged Existing System Evaluation Results - Surcharge and SSO Locations N 8/26/2022 W+ E LanALockwood I ndrews ��1..��1 11EIRN"'Il Z o t�1 2 & Newnam Inc. 1 L� [� L �L, 1. E O A D A L Y COMPANY COMMUNITY. SERVICE. OPPORTUNITY. . Miles Attachment 4.A w COMA Surcharged lines highlighted in GREEN are owned by the City y - Legend ■ Sso ■ LiftStations i Outfalls Force Main Hydraulic Condition Not Surcharged Surcharged 1 Existing System Evaluation Results - Surcharge and SSO Locations N 8/26/2022 w �,�E LanALockwood, Andrews ��1..�H1.�E�1\��L Z s & Newnam, Inc. ,mil j\ JL,,, 0 0.275 0.55 L E O A O A L Y COMPANY COMMUNITY. SERVICE. OPPORTUNITY. Miles Attachment 4.B , Surcharged lines highlighted in GREEN. are owned by the City Legend 97 a SSO 6 ■ LiftStations Outfalls Force Main Hydraulic Condition Not Surcharged Surcharged Existing System Evaluation Results - Surcharge and SSO Locations 8/26/2022 Lockwood, od � Andrews &Newnam Inc. SCHIELDIrTZ 0.1 oLnA LEO A D A L Y COMPANY COMMUNITY. SERVICE. OPPORTUNITY. N WE S 0.2 Miles Attachm'ent-4.0 Surcharged lines highlighted in 'REEN are owned by the City -- Legend s. 0 SSO ■ LiftStations 0 Outfalls Force Main Hydraulic Condition Not Surcharged Surcharged Existing System Evaluation Results - Surcharge and SSO Locations N 8/26/2022 W+ E LanLockwood, Andrews S & Newnarn, Inc. SCHIER.'rTZ 0 0.05 0.1 A L,O A D A L Y COMPANY COMMUNITY. SERVICE. OPPORTUNITY. i Miles At h en Surcharged lines highlighted in , GRFFN are owned by the City �. g,;Kf 's 4 U• � rT'Y Legend i SSO ya a LiftStations 0 Outfalls may° 'el Force Main ' r 6 Hydraulic Condition Not Surcharged ' Surcharged r V y i Existing System Evaluation Results - Surcharge and SSO Locations N 8/26/2022 wE LanLockwood, Andrews SCHIERTZ S &Newnam,lnc. 0 0.15 o.s A L.. A DALY COMPANY Miles COMMUNITY. SERVICE. OPPORTUNITY. chment Surcharged lines highligl' GREEN are owned by thi .s Hydraulic Condition j Not Surcharged Surcharged Existing System Evaluation Results - Surcharge and SSO Locations N 8/26/2022 w-1— E Lockwood Andrews �/ s LanA&Newnam;Inc. CC�HI]C1R F7Z 0 0.05 l E O A D A t Y COMPANY COMMUNITY. SERVICE. OPPORTUNITY Miles APPENDIX 20 - NEAR TERM WASTEWATER GROWTH & SYSTEM IMPROVEMENT PROJECTS 'asz c X A l6 G To t NT-S1 Corbyn a fn Fr,w�rtih8hn Cypress Pa7nf < • -^ D O eeP Cdvar's Corr • • � NT-S3 Ogden Homrtsmad Garden Ridge �5 NT SI-1 3 R,ara f was % a c u �P a 7 i-cour,ry sussey's 1� n rni9up A' ��+e`' TO NT-S4 Q Berrrwra par* aoln NT-S2 Santa Clara r ;e=' NT—S5 a 2 .-,eect, a n 6 5 O r3� ? 3 r " � � 6 C1bolo �b 0t` W 4o W FM is t se n.ra gat s►,ry o Legend Er1►a► FM 7e F _ • � �iaa fM1� 78 aQu■iA rc w � Offline LS lCerrior - :z ... g LS City 1 ti Aar smo,rrPf,, yry� ,�° � Force Main ,e NT SI-2 - C, City Limits ! ETJ W e+` V�<a9 Q Sewer CCN Boundary NT-S6 Service Areas 5s9wn Ra Aztec way c° Bubbling Springs IL.nnulph qi r "� CCMA S WWTP F fafJnn p � 5 Rantloiph Oak ry NBU Golf Course FP 0-21-22 t P'Fa 0-4 e. ya Sodona SARA Whisper Branch w NT SI-3 Outf'all lt5oaf a Fr y nr orner AZYBC Way �d Q Bubbling Springs CCMA S WWTP NT-S7 �► NBU 0-21-22 4D N PQ�O«� 0-4 a SARA ho7a Q Whisper Branch NEAR TERM WASTE WATER GROWTH & SYSTEM IMPROVEMENT PROJECTS "p LanPlanning �Jl��HI�>��iv11IL 5 Engineering 0 3,750 7,500 15,000 Program Management commurr. BERME. orroRTUfM Feet APPENDIX 21 - 2030 WASTEWATER SYSTEM GROWTH PROJECTS s - Corhyn _ 0 c F \ Ogden e- ' Garden Ridge 5, 2030-S4 2030-S3 v b o n K o asp a 2030-S1 Santa Clara -j y m r . 2030-S5 -Pa :Q o_ .4 °L o p 3 d 'Pry Mato Po n n us a 4Z,e a6 �wP6 ' � a W fM. 76 WfM7a f FM to . � s cit ; 2030-56 Y r Rd H� La � b��d Pa�• _ _ _ Po Lo 2030-S7 power Se.9o'n Rd -n _' •� �°der Se9�in Rd a 2030-S9 e Randoipn A., Base Fo2030-S8 rce [q I, Sir Pandolph Golf co.rs•, Legend A Outfall 2030-S10 Force Main y 2030-S11 Sewer CCN Boundary Fr�fner L � City Limits / ETJ �. Lift Station 2030-S14 '°y 2030-S1219, Ls 2030-S13 Gravity Line Gravity Line 2030 Growth CIP -•- _ _ i ` Q� � -- — SARA's System Lines 2030-S15 `` Anticipated Development S 2022 - 2030 2030 WASTE WATER SYSTEM GROWTH PROJECTS " ^^ W IS LanPlanning �SCCIH IE R T s Engineering 0 3,750 7,500 15,000 Program Management COMMINarr. SERVICE. OPIRWTVISTY. Feet APPENDIX 22 - MAX DEPTH TO DIAMETER WITH 2O30 DRY WEATHER FLOWS Garden Ndga AG Santa Clara Legend ♦ Outfall r ". r, ` [.� Lift Station o :V Force Main / •••••••••• SARA's System Lines J f C'CC M1 Sewer CCN Boundary —[ ►M ts—^ CityLimits/ETJ City t7rd � V. Gtiolo ^ Max (d/D) L 4 r£ 0-0.25 � 0.25 - 0.50 J 0.50-0.75 -VIP `P 0.75-1.00 VX LL Z sL„ fi��a 1 r. MAX DEPTH -DIAMETER (d/D) WITH 2O30 DRY WEATHER FLOW W " E ll 77�� + Planning VJCHIEJ��TZ s (((\\(\\^++ Engineering 0 0.75 1.5 3 Lan Program Management corrsturuty, senWcc. oPPOnTUNt Y. Mlles APPENDIX 23 - SANITARY SEWER OVERFLOWS WITH 2030 WET WEATHER FLOWS .L 3 Garden MdUo j �v Universal j, City 0 S �1 De GO � ihEAi wax G6oio R Santa Clara Ta. Legend • sso ♦ Outfall Lift Station Force Main t�•^^�--^^�! Sewer CCN Boundary City Limits / ETJ Gravity Line I� Gravity Line 2030 New Growth CIP ......•••• SARA's System Lines A tier qr � r S 1 SANITARY SEWER OVERFLOWS (SSO) WITH 2O30 WET WEATHER FLOWS N W+ Planning S Engineering SSCH[,C,RCrz 0 0.75 1.5 3 Lan Program Management COMMUNITY, SERVICE OPPORTUMM � Mlles APPENDIX 24 - 2030 WASTEWATER SYSTEM IMPROVEMENT PROJECTS o N O r % A v t [ Corby" 2030 SI-1 4e 2030 1-6 Ogden ,f7 p G ern �• a Ogden Garden Ridge EM t5ti 2030 SI-2 2030 SI-7 = a o Q. P j,x ad 80. 2030 SI-3 '' ' 2030 SI-5 Santa Clara �. 2030 SI-4 c�p.a'i•e s U �?pa • �� Gee J � � y o 2030 C-2 �8 a w 03 a a y�./+ 2030 C-1 la H1 ,r a t t c. ° o^tl`I 2030 C-3 - 78 FM 7a 5 7a FM y8W 2030 C-4 �F s City k wA F'w Legend r te9'In ;: L�. „e ■ A Outfall Ra.a*ipn All F°rce ea5. Force Main Randolph Oal: GOIF Sewer CCN Boundary Course `r City Limits if ETJ Lift Station ° No Improvement 2030 LS Removal Fli&! wre�ne 2030 Improvement CIP Gravity Line No Improvement a` 2030 Improvement CIP CCMA Improvement CIP 2030 Growth CIP SARXs System Lines `n� o 10 ' Anticipated Development 2022 - 2030 2030 WASTE WATER SYSTEM IMPROVEMENT PROJECTS l S Engineering SCIELDI�0 3,750 7,500 15,000Ln Program Management CtlNMUNITY. 6EHVIGE. OPPaPTU/pTY. Feet APPENDIX 25 - 2050 WASTEWATER SYSTEM GROWTH PROJECTS •t _ NO 35 �s r Pa A Ay 2050 S-1 �' J 12060 S-2 s n ia1 vp i `sue • i ■ P Gteeo Lii Ogden d`''• !r r Garden Ridge �n f {•.' r.�r'T V 7' F j7lV � O 933 P a - aozh Santa Clara el .y c .4 4 d Cibo10 {Jl y e SSSYYY Y1 gOrgS°� 4y FM 7& • "_ Go�nrN �" W FM7R rf t fM 7RE s City 2050 S-3 mfFL ,.aeRd ., �d�\vd P > gyt aaa° rf l°wer Se.9�in Rd = 2050 S-5 er 5e9 in Rd Legend Randolpn Av _ Force Base _ A DUtfall o w n Randolph OaV:- 2050 S-•f A n �—" Force Main Golf ` ` ®Sewer CCN Boundary City Limits I ETJ - Lift Station �- ° LS or nei Gravity Line No Improvement 2050 Growth CIP f [r ► 2030 Improvement CIP CCMA Improvement CIP 2030 Growth CIP 2050 S"6 — — SARA's System Lines hors 1 �N, Anticipated Development �. 2022 - 2050 2050 WASTE WATER SYSTEM GROWTH PROJECTS " LanPlanning w+E S �� Engineering IH'IIEIIDAk-JFZ 0 3,750 7,500 15,000 Program Management COMMUMW SERME. OPPORTUN".. �____ Feet APPENDIX 26 - MAX DEPTH TO DIAMETER WITH 2O50 DRY WEATHER FLOWS Gar dad Ridya 0 S t r xa.rx ilCity V w r�yP c1bolo t5 oa.■ t rr 9r;a S..r ar .e `a say �r it � tr 2 ... _ MAX DEPTH -TO -DIAMETER (d/D) WITH 2O50 DRY WEATHER FLOW Lan Planning ��CHHE�� TZ Engineeringf/LJ 0 0.75 1.5 Program Management COMMUNirv, SERVICE. OVPORTuwty. Santa Clara Legend ♦ Outfall Lift Station Force Main Sewer CCN Boundary City Limits / ETJ •••.•.... SARA's System Lines Max (d/D) 0 - 0.25 0.25 - 0.50 0.50 - 0.75 0.75-1.00 Y N W+E 3 s i Miles APPENDIX 27 - 2050 WASTEWATER SYSTEM IMPROVEMENT PROJECTS s 2050 SI-1 Ad Ap I • Corbyn / l 2050 SI-4 r nA R c�0 P Ogden Garden Ridge ..1T VpO n n �� 9S3 jr p • NYY p Santa Clare �. as 2 r G/e i � Q o, 0 L a K 1103 n s n � l • Cibalo Ad ro n ? 1� t o � Cori W FM 78 FM 78E 2050 SI-2 • •� FM''8W Legend City — �� A a �^ A outfall 's r1•''ee 2050 SI-3 LEA Force Main 0 Sewer CCN Boundary offer Se9ilin Rd City Limits / ETJ w i Lift Station Randolph Air F.—case No Improvement Randolph O.h - ^ P 2050 LS Removal 4r 2050 Improvement CIP Al 2030 LS Removal ,.- . 2030 Improvement CIP Gravity Line '1 rI Fr No improvement ❑ine 1 1 --- 2050 Growth CIP 2050 Improvement CIP 2030 Improvement CIP ! I CCMA Improvement CIP �41, a""p t 2030 Growth CIP 203O S-6 — SARA's System Lines rcbbrd I 70` \ Anticipated Development 2022 - 2050 2050 WASTE WATER SYSTEM IMPROVEMENT PROJECTS " W S LanPlanning �SCCIHiIEIR�.�Ie� Engineering 0 3,750 7,500 t5, Program Management COMMUR1TY. SERVICE OPPORTURRY. ` 000 Feet APPENDIX 28 - INFLATION RATE CALCULATION SOURCES 'N 'n '-! q "q N 'n '. , . q - to '0 - 'n 0 q q q 'n 'n -q '4 -Q VI P 9 Sol a 0 0 a m N ul Ln eq w 'n to K In �: * s R p im f" eq N 00 Sao -Ra, 0 10 0 0 w -i tV K i NN N C R, 't v 'A Lm 0 Q w, to Mm n'D Ch M Q N a, a a M 'A Co Ili 9 Ui 9 -: 0 6i 9 9 CC, ll� 9 9 9 9 9 9MI tun, A rell —C, 111 "I FN — 14 - !2 w! Ci Iq 'It It lai — ID ID 1-1 IN W) r w! P to @ rco ID ID N N Cti %D O rl to 0 Lq C• UCI) 9 6pil 9 9 �,6 �4 L-n frn- N - N N - - I - kn In Ln h N Iq u! d v0 CT go N ol q e4 N r Ki vi q %V 0 M 0 10 0 M !!I f, Q M 00 -T Ul 90 In NNao 01 , cr, 8 8- r-q R Sq C4 R N ol 10 P, vo It C, It 0 rLnIn h vtgw I*: a 'Q rS q -1 ry 0) m N C+ 0, r, m ch rq ui Iti 0 ui C, Oa VI N od 'D O N-n cm CO ca 0 rl IN cq IT In ol r rn "1 61 cq 09 (N N In cq It' V f, V 0 r4 n IT 0 N q q 'n N Q at N. to V cc m N An %D 0 a m ;Z� V VJ r! 0 N P7. , th a, r! M ko 0 N am L'i d ri C-4 d ui 0; m wi 6 Qd %d N P4 C, 0, r- tn T cN - - - - rq W u1 d a1 Lf! cq (n r-t cq q at q OR "I tq no 'Yieq 03 Ln m In In LL N rl CO 0 a C* e4 od w w N m b r, co 'n rn co CI M m .6 '5 wi 2 �"g 'i Ln M N 'n Ll IQ Ul rl n.t ow or ry r ol 'I N In el 6C Cl 00 In C4 a V 0 to cl ci co C, 10 C� rl Iq 'tt q 10 1 .0 - -d "i p: od t Ln km to P, rl Ln m q P-t W M1 as Vq %q Lri llq ri Oq PI! P't cq In Wl fti %q � %a co v rl N r10 (4 rq - - - - - - - - - - to in to Ln 0 SO 008 0 coo 10 11 IN NN N NN N N N NN N N - - - - - - - - - - T— cu r� rl N 01 't Ln LQ m cn C9 rq Lti LD Cyi -! 00 h -Zt "0 ID C1 M I -zt 00 ID C1 00 r, -zt V Un Ln Lq ci N ri Oq Lq M r, LD 0) Cn ';t 00 00 0) R C3) Ln 0) � rn 0) Ln 4 0Ln m V0) . 0 . N . r, . m 0 -It an N m0) IN 01 00 R R'D 'Dr -I 'Dc-I M M 01 00 'o RIq 0 m V) ;T m 0 0) 00 rl 'o 't rn cli m 00 w r- Ln 0 Ln 0 r,4 N. � r � � , -, :, 0 m m m m m w w N 0000 OOCC) 0000C)o ocom 0)0)0)0)CY)G) r1l rq " N N N N N 14 . . . N 04 rq rq LA >- cic .2 m 6 w ri m myi m o Ln o O oo r4 Q) LD Ln 0 Ln rn 't m O E rq r4 r14 N cq c " o " cD " 0 IN 0 " mO 2 E c) -o c .2 0 o .2 c a) 0 oo 0 0 SN c1 9) & }' § ] � «• w ) \� � � � - & � § � ® ° \ ) i � � r 2 C 0 � § � i § $ � � � # } � \ K cu C k Ie! § 3a@G]2) 2)§)25222)§ f L •F fu 4 A a C a+ L CL ua: v c �y CQ M c eC I91 .^I to Iem� = M Et? m t- W 00 �i C r � u _0�aJ fh (Y�) l it a) m0 4 f 0 Kf O 00 d(i t-I afus m e l u ©£ C 1.9 m O m , Y w r R 0 a� �wy' •A fit/�,,� ♦4 m m l4 CY CY ap ri CC 4 cu CNN F I Cad C� CV EYi Ql3 ti Ltd k�7 *� P7 CV rl rl aH 3 Z c � D' .. 0 L 0 0 0 0 C Q Q 0 8 0 a O E o N N N CV X CV o $ o N 00 lD N r-1 O 00 M lD II 00 � 00 M M l0 et r-I �O N el' N l0 00 V) ri eY' O 1 n 0) N N LO In � ct Ct M M ri ri M n Ln LO 1\ lD M r-I N N N N u In C X N Q) � C G C O M V) 0) n lD lD 00 0) M N O N 0) N 00 -:T M n V1 rI Ol M V) O 01 V1 V) i+ X n 0) 0) n V) M M 00 �t O l0 M ri 0) M O V) 0) .--1 Ln N r-I r-I 0) n at N O m w M (14 r-I ri r-I O O 0) 0) 0) 00 00 00 N 00 0) 00 1, n lD lD l0 1.0 V) Ln V) V) N � 'a ri ri ri ri ri ri ri C � m 00 V L L � Q _N L M N r-iN O 01 00 n lD V) � M N r-I O 00 N V) 6 M N ri O 0) 00 n l0 N N N N r-I0 r-I0 ri ri r-I0 r-I0 o 0 0 0 o 0 0 0 0 0 0 0) 0) 0) 0) O O O O O O O O O 0 C) O O O O 0 0 O O 00 O O O O O coo m m O) 0) i N N N N N N N N N N N N N N N N N N N N N N N N r-I ri 7 m H N } = 1 q- 0) O m m A � `as o n N In o V) N et 1* O n rn o n n M o N r 0 O ri n M r, 'r. ri ri N N m QJ C � f0 N N N N RE O O O O L N N N N U. O O O O N E NO OO O 060) O O O M N N N r-1 APPENDIX 29 - CIP PROJECTS COST ESTIMATES SCHIERTZ City of Schertz 2024 Impact Fee Update Water CIP Estimate of Probable Cost Summary Near Term CIP Improvement Projects NT-W1** Bubbling Springs 6" WL Replacement $763,000 27% $206,715 NT-W2 Corbett Pump Station & 3.0 MG GST $8,600,000 0% $0 NT-W3 Ware Seguin Pump Station Operational Improvement $175,000 0% $0 NT-W4 12" WL from Ware Seguin to Lower Seguin $1,538,000 0% $0 NT-W5 Fred Couples to Schwab $455,556 0% $0 NT-W6 Schwab to Eckhardt $1,600,000 0% $0 NT-W7** Graytown to Pfeil $1,550,000 69% $1,077,040 NT-W8** FM 78 Water Line Replacement $875,000 22% $194,778 NT-W9** Moonlight Meadow Dr & Lost Meadow Dr WL Replacement $3,000,000 0% $0 NT-W10** Robin hood Way WL Replacement $4,650,000 0% $0 NEAR TERM TOTAL: $23,206,556 $1,478,532 2030 CIP rowth Projects 2030-W1 12" WL from Tri-County Extension to Cibolo Valley Drive $4,788,000 100% $4,788,000 2030-W2 Raf Burnette Rd 12" WL Improvements $1,438,000 89% $1,272,934 2030-W3 8" WL from Ray Corbett Dr to Lower Seguin Rd $3,688,000 97% $3,569,245 2030-W4** Trainer Hale Rd 2" WL Replacement & 8" WL Improvement $9,850,000 93% $9,192,317 2030-W5** Boenig Dr S 6" WL Replacement & 8" WL Improvement $6,388,000 69% $4,411,757 2030-W6 Live Oak to IH-35 24" Transmission Main $32,075,000 100% $32,075,000 2030-W7 Ware Seguin Pump Station Expansion Phase 1 $5,213,000 33% $1,737,667 2030-W8 IH-10 8" WL Improvements $6,063,000 100% $6,063,000 2030 Growth Subtotal: $69,503,000 - $63,109,920 JSystem Improvement Projects 2030-W9 PRV Installation for Proposed Southwest Pressure Plane $413,000.0 0% $0 2030-W10** River Rd 6" WL Replacement $2,325,000 58% $1,354,926 2030 System Improvement Projects Subtotal: $2,738,000 - $1,354,926 2030 TOTAL: $72,241,000 - $64,464,846 Proposed 2050 CIP Growth Projects 2050-W1 Corbett Pump Station Expansion $1,663,000 2050 CIP Projects are not included in this impact fee total. $65,943,379 the project. 2050-W2 FM 2252 8" WL Improvements $8,800,000 2050-W3 Ware Seguin Pump Station Expansion Phase 2 $2,725,000 2050-W4 Beck St 6" WL Replacement $5,288,000 2050-W5 Raf Burnette Rd 8" WL Improvements $4,438,000 2050-W6 IH-35 Pump Station & 3.0 MG GST $42,188,000 2050-W7 IH-10 & FM 1518 8" WL Improvements $3,075,000 2050 Growth Subtotal: $68,177,000 System Improvement Projects 2050-W8 Lower Seguin Rd 8" WL Replacement $4,775,000 2050 System Improvement Projects Subtotal. $4,775,000 2050 TOTAL: $72,952,000 WATER CIP TOTAL: $168,399,556 ** - Indicates that there are both growth & system improvement components to SCC3HI E]R TZ City of Schertz 2024 Impact Fee Update Waste Water CIP Estimate of Probable Cost Summary Near Term CIP Projects NT-51 Town Creek Phase IV 24" - Section 1 $6,875,000 21% $1,440,972 NT-S2 Town Creek Phase IV 12" - Section 2 $2,925,000 0% $0 NT-S3 Town Creek Phase V 24" $10,425,000 23% $2,378,763 NT-S4** Upsize Lookout Line $3,838,000 20% $771,788 NT-S5** Upsize Tri County Line $2,084,800 25% $526,887 NT-S6 Cibolo West Main $16,213,000 83% $13,523,463 NT-S7 Woman Hollering Creek Lift Station, Gravity Lines, and Force Main $3,400,000 74% $2,517,091 Near Term Growth Subtotal. $45,760,800 $21,158,965 lsystem Improvement Projects NT SI-1 Decommission Tri County Lift Station $88,000 0% $0 NT SI-2 I Decommission Corbett Lift Station $1,500,000 0% $0 NT SI-3 Decommission Sedona Lift Station & Woman Hollering Creek WWTP $175,000 0% $0 Near Term System Improvement Projects Subtotal: $1,763,000 $0 NEAR TERM TOTAL: $47,523,800 $21,158,965 Proposed 2030 CIP Growth Projects 2030-S1 Hope Lane 8" Gravity Line $2,025,000 67% $1,359,153 2030-S2 Old Wiederstein Road 8" $1,338,000 5% $68,849 2030-S3 Union Pacific Railroad 8" -Section 1 $2,563,000 10% $249,210 2030-S4 Union Pacific Railroad 8" - Section 2 $400,000 12% $47,722 2030-55 Wiederstein Road 8" $1,663,000 83% $1,372,188 2030-S6 Schaefer Road 8" - Section 1 $4,913,000 33% $1,613,509 2030-S7 Schaefer Road 8" - Section 2 $1,938,000 100% $1,938,000 2030-S8 Aranda 8" $475,000 100% $475,000 2030-S9 Weir Road 10" $2,525,000 100% $2,522,465 2030-S10 Trainer Hale Road 10" $1,038,000 100% $1,034,756 2030-S11 Ware Seguin Road 8" $3,113,000 97% $3,012,264 2030-S12 FM 1518 8" $400,000 40% $160,000 2030-S13 1-10 8" - Section 1 $2,713,000 99% $2,677,145 2030-S14 Boenig Drive 8" $2,963,000 29% $849,531 2030-S15 N Greytown Road 8" $1,275,000 52% $661,379 2030 Growth Subtotal: $29,342,000 $18,041,171 ISvstem Improvement Projects 2030 5I-1** Friesenhahn West Line WW Upsize $8,175,000 22% $1,833,143 2030 SI-2** Fairlawn WW Upsize $1,375,000 9% $121,579 2030 SI-3** Cibolo Crossing WW Line Upsize $1,288,000 4% $46,406 2030 SI-4** Woodland Oak Drive Replacements $338,000 4% $13,741 2030 SI-5** Old Wiederstein WW Upsize $5,050,000 61% $3,099,614 2030 SI-6** Northcliffe Lift Station Upgrade $7,838,000 5% $392,686 2030 SI-7 Decommission Belmont Park Lift Station $463,000 0% $0 2030 System Improvement Projects Subtotal: $24,527,000 $5,507,169 2030 TOTAL: $53,869,000 $23,548,341 Proposed 2050 CIP Growth Projects 2050-S1 1-35 N 8" $9,088,000 2050 CIP projects are not eligible to be included in the impact fee total. $44,707,306 2050-S2 Friesenhahn Lane 8" $6,500,000 2050-S3 Schaefer Road 8" - Section 3 $5,713,000 2050-S4 Corbett JH 8" $2,888,000 2050-S5 Lower Seguin Road 8" $1,338,000 2050-S6 1-10 8" - Section 2 $3,338,000 2050 Growth Subtotal. $28,865,000 System Improvement Projects 2050 SI-1 Cypress Point Lift Station Upgrade $1,463,000 2050 SI-2 Decommission Schertz Parkway Lift Station $238,000 2050 SI-3 Decommission Park Lift Station $3,663,000 2050 SI-4 Decommission Cover's Cove Lift Station $238,000 2050 System Improvement Projects Subtotal: $5,602,000 2050 TOTAL: TOTAL:WASTEWATER CIP $34,467,000 :tt ** - Indicates that there are both growth & system improvement components to the project. SCHIERTZ City of Schertz 2024 Impact Fee Update CCMA System Improvement Projects - Estimate of Probable Cost Summary Project NumberProjectProject Cost 2030 CIP CCMA System Improvement Projects 2030 C-1 Roy Richard Drive Replacements $1,588,000 2030 C-2 Valencia Lane Replacements $2,288,000 2030 C-3 Savannah Drive Replacements $12,425,000 2030 C-4 Build Out Project 25 - 36" Schertz Line $12,950,000 CCMA System Improvement Projects Total: $29,251,000 NEAR TERM WATER CIP PROJECTS SCHIERTZ Lan Capital Improvement Plan Estimate of Probable Cost Project Name: Bubbling Springs 6 WL Replacement Project Number: NT-W1 ** Date: August 2024 Project Category: Water CIP Type: System Improvement Phase: Near Term Project Description: Justification: Replace leaking 6" from River Rd to just south of Cibolo Creek along Bubbling Springs with 12", approximately 1,320 City identified CIP. LF. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 12" Water Line LF 1,320 $ 135 $ 179,000 2 Gate Valve EA 3 $ 7,000 $ 21,000 3 Fire Hydrant EA 3 $ 8,500 $ 26,000 4 Service & System Connections EA 27 $ 2,100 $56,700 4 Surface Replacement LF 660 $ 196 $ 130,000 5 Traffic Control LS 1 $ 8,000 $ 8,000 6 SWPPP LS 1 $ 25,000 $ 25,000 SUBTOTAL $ 446,000 MOBILIZATION (5%) $23,000 CONTINGENCY (30%) $134,000 TOTAL CONSTRUCTION $610,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $153,000 ESTIMATE TOTAL PROJECT COST $763,000 Project Location: NT-W8 r; NTMI NT-M C1H11E1 fC Lan Ca ital Im rovement Plan Estimate of Probable Cost Project Name: Corbett Pump Station & 3.0 MG GST Date: Project Number: NT-W2 August 2024 Project Category: Water Phase: CIP Type: System Improvement Near Term Project Description: Justification: Corbett Pump Station (2,000 gpm, 183 TDH firm capacity) and 3.0 MG GST. Per "Corbett 3.0 MG GST Project" Preliminary Engineering Report (2021), construction is currently underway. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY mmmd 1 2,000 gpm Pump Station & 3.0 MG GST LS 1 $ 8,600,000 1 $ 8,600,000 ESTIMATE TOTAL PROJECT COSTI $ 8,600,000 Project Location: Ni-WZ +ar b SCHHERTZ La. n Capital Im rovement Plan Estimate of Probable Cost Project Name: Ware Seguin Pump Station Operational Improvement Project Number: NT-W3 Date: August 2024 Project Category: Water CIP Type: System Improvement Phase: Near Term Project Description: Justification: Control improvements at Ware Seguin Pump Station to be per GST level Potentially zero cost project to improve pump station rather than a timer. performance in this service area. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 Controls LS 1 $ 100,000 $ 100,000 SUBTOTAL $ 100,000 MOBILIZATION (5%) $5,000 CONTINGENCY (30%) $30,000 TOTAL CONSTRUCTION $140,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $35,000 ESTIMATE TOTAL PROJECT COST $175 000 Project Location: NT-M 74Sft NT-W3 SCHHEIRTZ La. n Capital Im rovement Plan Estimate of Probable Cost Project Name: 12" WL from Ware Seguin to Lower Seguin Project Number: NT-W4 Date: August 2024 Project Category: Water CIP Type: Growth Phase: Near Term Project Description: Justification: Approximately 5,150 LF of 12" from Ware Seguin to Lower Seguin in open Currently in design. field. ITEM • ITEM DESCRIPTIONQUANTITY ESTIMATED UNIT • COST 1 12" Water Line LF 5,150 $ 135 $696,000 2 Gate Valve EA 11 $ 7,000 $77,000 3 Fire Hydrant EA 11 $ 8,500 $93,500 4 Traffic Control LS 1 $ 15,000 LS 1 $ 25,000 $15,000 $25,000 5 SWPPP SUBTOTAL $ 907,000 MOBILIZATION (5%) $46,000 CONTINGENCY (30%) $273,000 TOTAL CONSTRUCTION $1,230,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $308,000 ESTIMATE TOTAL PROJECT COST $1 538 000 Project Location: Randolph Oak Gi01f Course N T_W w f"� NT;W3 SCHHEIRTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Fred Couples to Schwab Project Number: NT-W5 Project Category: Water _ _CIP Type: Growth Project Description: Justification: Approximately 2,270 LF of 12" from Fred Couples to Schwab. Total cost Currently under construction. shown is portion paid for by the City. �n Date: August 2024 Phase: Near Term ESTIMATE TOTAL PROJECT COST' $455 555.79 Project Location: k \ -le—%- �� r SCHIERTZ Capital Im Project Name: Schwab to Eckhardt Project Number: NT-W6 Project Category: Water CIP Type: Growth ent Plan Estimate of Probable Cost �n Date: August 2024 Phase: Near Term Project Description: Approximately 5,400 LF of 12" from Schwab to Eckhardt. ITEM NO. ITEM DESCRIPTION 1 12" Water Line Justification: Currently in design. UNIT ESTIMATED UNIT QUANTITY COST LF 5,400 $ 135 TOTAL $729,000 2 Gate Valve EA 11 $ 7,000 $77,000 3 Fire Hydrant EA 11 $ 8,500 $93,500 Traffic Control LS 1 $ 16,000 $16,000 6 SWPPP LS 1 $ 25,000 $25,000 SUBTOTAL $ 941,000 MOBILIZATION (5%) $48,000 CONTINGENCY (30%) $283,000 TOTAL CONSTRUCTION $1,280,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $320,000 ESTIMATE TOTAL PROJECT COST $1,600.000 Project Location: SSCHIERTZ Capital) Project Name: Graytown to Pfeil Project Number: NT-W7** Project Category: Water CIP Type: System Improvement Plan Estimate of Probable Cost Lan Date: August 2024 Phase: Near Term Project Description: Approximately 6,200 LF of 12" along IH-10 from N. Graytown Rd to Pfeil Rd. ITEM • ITEM DESCRIPTIONESTIMATED 1 12" Water Line LF •TOTAL QUANTITY 5,200 $ 135 Justification: Currently in design. $702,000 2 Gate Valve EA 11 $ 7,000 $77,000 3 Fire Hydrant EA 11 $ 8,500 $93,500 4 Traffic Control LS 1 $ 15,000 $15,000 5 SWPPP LS 1 $ 25,000 $25,000 SUBTOTAL $ 913,000 MOBILIZATION (5%) $46,000 CONTINGENCY (30%) $274,000 TOTAL CONSTRUCTION $1 240,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $310,000 ESTIMATE TOTAL PROJECT COST $1,550 000 Project Location: N T-W7 � CHIERTZ an Capital Improvement Plan Estimate of Probable Cost Lm Project Name: FM 78 Water Line Replacement Date: August 2024 Project Number: NT-W8 Project Category: Water Phase: Near Term CIP Type: System Improvement Project Description: Upsize existing 8"/10" to 12" along FM 78 from east of Bubbling Springs Rd to end of dead-end line, approximately 2,300 LF. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT QUANTITY COST 1 12" Water Line LF 2,300 $ 135 Justification: Needed for fire flow. TOTAL $310,500 2 Gate Valve EA 5 $ 7,000 $35,000 3 Fire Hydrant EA 5 $ 8,500 $42,500 4 Service & System Connections EA 46 $ 2,100 $96,600 5 Traffic Control LS 1 $ 8,000 $8,000 6 SWPPP LS 1 $ 25,000 $25,000 SUBTOTAL $ 618,000 MOBILIZATION (5%) $26,000 CONTINGENCY (30%) $156,000 TOTAL CONSTRUCTION $700,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $175,000 ESTIMATE TOTAL PROJECT COST $875,000 Project Location: SCHHERTZ Ca ip•tal Improvement Plan Estimate of Probable Cost _ Project Name: Moonlight Meadow Dr & Lost Meadow Dr WL Replacement Date: August 2024 Project Number: NT-W9 Project Category: Water Phase: Near Term CIP Type: System Improvement Project Description: Upsize existing 4" to 8" along Moonlight Meadow Dr and Lost Meadows Dr north of Schaefer Rd, approximately 4,970 LF. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT QUANTITY COST 1 8" Water Line LF 4,970 $ 85 Justification: Needed for fire flow. TOTAL $423,000 2 Gate Valve EA 10 $ 7,000 $70,000 3 Fire Hydrant EA 10 $ 8,500 $85,000 4 Service & System Connections EA 100 $ 2,100 $210,000 5 Surface Replacement LF 4,970 $ 190 $945,000 6 Traffic Control LS 1 $ 15,000 $15,000 7 SWPPP LS 1 $ 25,000 $25,000 SUBTOTAL $ 1,773,000 MOBILIZATION (5%) $89,000 CONTINGENCY (30%) $532,000 TOTAL CONSTRUCTION $2,400 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $600,000 ESTIMATE TOTAL PROJECT COST $3,000 000 Project Location: 1 11 NT=W9 to SCHIERTZ Capital Im rovement Plan Estimate of Probable Cost La. n Project Name: Robinhood Way WL Replacement Date: August 2024 Project Number: NT-W10 Project Category: Water Phase: Near Term CIP Type: System Improvement Project Description: Upsize existing 8" to 12" along Robin Hood Way, approximately 6,670 LF. ITEM • ITEM DESCRIPTIONESTIMATED 1 12" Water Line LF •TOTAL QUANTITY 6,670 $ 135 Justification: Needed for fire flow. $901,000 2 Gate Valve EA 14 $ 7,000 $98,000 3 Fire Hydrant EA 14 $ 8,500 $119,000 4 Service & System Connections EA 134 $ 2,100 $281,400 5 Surface Replacement LF 6,670 $ 196 $1,307,320 6 Traffic Control LS 1 $ 19,000 $19,000 7 SWPPP LS 1 J $ 25,000 $25,000 SUBTOTAL $2,751,000 MOBILIZATION (5%) $138,000 CONTINGENCY (30%) $826,000 TOTAL CONSTRUCTION $3,720 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $930,000 ESTIMATE TOTAL PROJECT COST $4,650,000 Location: 2030 WATER CIP PROJECTS SCHHERTZ Lan Capital Improvement Plan Estimate of Probable Cost Project Name: 12" WL from Tri-County Extension to Cibolo Valley Drive Project Number: 2030-W1 Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2030 Project Description: Justification: New 12" loop east of FM 3009, north of IH-35 (approximately 6,060 LF). Supplies new service area. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 12" Water Line LF 6,060 $ 170 $1,030,200 2 Gate Valve EA 13 $ 8,900 $115,700 3 Fire Hydrant EA 13 $ 10,700 $139,100 4 Surface Replacement LF 6,060 $ 247 $1,496,000 5 Traffic Control LS 1 $ 22,000 $22,000 6 SWPPP LS 1 $ 32,000 $32,000 SUBTOTAL $2,835,000 MOBILIZATION (5%) $142,000 CONTINGENCY (30%) $851,000 TOTAL CONSTRUCTION $3,830,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $958,000 ESTIMATE TOTAL PROJECT COST $4 788 000 Project Location: vguen Garden Ridge ; 203D-W1--- SCHHERTZ La. Capital Improvement Plan Estimate of Probable Cost Project Name: Raf Burnette Rd 12" WL Improvements Date: August 2024 Project Number: 2030-W2 Project Category: Water Phase: 2030 CIP Type: Growth Project Description: Approximately 1,750 LF of 12" along Raf Burnette east of Authority Ln. ITEM NO. ITEM DESCRIPTION 1 12" Water Line Justification: Supplies new service area. UNIT ESTIMATED UNIT QUANTITY COST LF 1,750 $ 170 TOTAL $297,500 2 Gate Valve EA 4 $ 8,900 $35,600 3 Fire Hydrant EA 4 $ 10,700 $42,800 4 Surface Replacement LF 1,750 $ 247 $432,000 5 Traffic Control LS 1 $ 7,000 $7,000 6 SWPPP LS 1 $ 32,000 $32,000 SUBTOTAL $847,000 MOBILIZATION (5%) $43,000 CONTINGENCY (30%) $255,000 TOTAL CONSTRUCTION $1,150,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $288,000 ESTIMATE TOTAL PROJECT COST $1 438 000 Location: 2030-W2 1 , ZD30-W3 VC SCHHERTZ La. n Capital Im rovement Plan Estimate of Probable Cost _ Project Name: 8" WE from Ray Corbett Dr to Lower Seguin Rd Project Number: 2030-W3 Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2030 Project Description: Justification: New 8" loop north of Lower Seguin Rd, east of Ray Corbett Dr Supplies new service area. (approximately 5,590 LF). ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT QUANTITY COST TOTAL 1 8" Water Line LF 5,590 $ 110 $614,900 2 Gate Valve EA 12 $ 3,800 $45,600 3 Fire Hydrant EA 12 $ 10,700 $128,400 4 Surface Replacement LF 5,590 $ 239 $1,337,000 5 Traffic Control LS 1 $ 20,000 $20,000 6 SWPPP LS 1 $ 32,000 $32,000 SUBTOTAL $2,178,000 MOBILIZATION (5%) $109,000 CONTINGENCY (30%) $654,000 TOTAL CONSTRUCTION $2,960,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $738,000 ESTIMATE TOTAL PROJECT COST $3 688 000 Project Location: jW A. 2030 W3 1 r SCHIERTZ ment Plan Estimate of Probable Cost Lan Project Name: Trainer Hale Rd 2" WL Replacement & 8" WL Improvement Date: August 2024 Project Number: 2030-W4 Project Category: Water Phase: 2030 CIP Type: Growth Project Description: Upsize approximately 2,960 LF of 2" to 12" along Trainer Hale Rd east of FM 1518; and 9,650 LF of new 8" loop north of Trainer Hale Rd, east of FM 1518. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 12" Water Line LF 2,960 $ 170 Justification: Upgrades distribution system to current min. pipe size (8") to supply new service area. $503,200 2 8" Water Line LF 9,650 $ 110 $1,061,500 3 12" Gate Valve EA 6 $ 8,900 $53,400 4 8" Gate Valve EA 20 $ 3,800 $76,000 5 Fire Hydrant EA 26 $ 10,700 $278,200 6 Service & System Connections EA 253 $ 2,650 $670,450 7 Surface Replacement LF 12,610 $ 247 $3,112,000 8 Traffic Control L$ 1 $ 46,000 $46,000 9 SWPPP L$ 1 $ 32,000 $32,000 SUBTOTAL $5,833,000 MOBILIZATION (5%) $292,000 CONTINGENCY (30%) $1,750,000 TOTAL CONSTRUCTION $7,880,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,970,000 ESTIMATE TOTAL PROJECT COST $9 850 000 Location: �' 2030-W4 SCHHERTZ Lan capital Improvement Plan Estimate of Probable Cost Project Name: Boenig Dr S 6" WL Replacement & 8" WL Improvement Project Number: 2030-W5** Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2030 Project Description: Upsize approximately 6,300 LF of 6" to 8" along Boenig Dr south of N Graytown Rd, and 3,300 LF new 8" along future Binz-Engleman Rd. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 8" Water Line LF 8,600 $ 110 Justification: Needed to meet growth in area and provide fire flow. $946,000 2 Gate Valve EA 18 $ 3,800 $68,400 3 Fire Hydrant EA 18 $ 10,700 $192,600 4 Service & System Connections EA 172 $ 2,650 $455,800 5 Surface Replacement LF 8,600 $ 239 $2,057,000 6 Traffic Control LS 1 $ 31,000 $31,000 7 SWPPP LS 1 $ 32,000 $32,000 SUBTOTAL $3,783,000 MOBILIZATION (5%) $190,000 CONTINGENCY (30%) $1,135,000 TOTAL CONSTRUCTION $5,110,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,278,000 ESTIMATE TOTAL PROJECT COST $6,388 000 Project Location: ►fiO4 Zo3o-WSZ;" SCHIERTZ La. Capital Improvement Plan Estimate of Probable Cost Project Name: Live Oak to IH-36 24" Transmission Main Project Number: 2030-W6 Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2030 Project Description: Justification: Live Oak to I1-1-35 24" transmission line (approximately 20,000 LF). In progress, pending easement acquisition. Needed to meet growth and provide redundancy. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 24" Water Line LF 20,000 $ 570 $11,400,000 2 Gate Valve EA 40 $ 25,700 $1,028,000 3 Fire Hydrant EA 40 $ 10,700 $428,000 4 ARV (1") EA 16 $ 17,700 $283,200 5 CAV (3") EA 16 $ 23,200 $371,200 6 Surface Replacement LF 20,000 $ 269 $5,388,000 7 Traffic Control LS 1 $ 72,000 $72,000 8 SWPPP LS 1 $ 32,000 $32,000 SUBTOTAL $19,003,000 MOBILIZATION (5%) $951,000 CONTINGENCY (30%) $5,701,000 TOTAL CONSTRUCTION $25,660,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $6,415,000 ESTIMATE TOTAL PROJECT COST $32 075 000 �R Project Location: L203 zo3n-we iidaa .�)C1H11E1RffZ Capital Improvement Plan Estimate of Probable Cost La. n Project Name: Ware Seguin Pump Station Expansion Phase 1 Project Number: 2030-W7 Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2030 Project Description: Justification: Ware Seguin Pump Station Improvements Phase 1 - Expand Ware Needed to meet new growth in Ware Seguin area. Seguin to firm pumping capacity of 1,000 gpm, 105 TDH; and new groundwater well to provide supply to Ware Seguin. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 1,000 GPM GW Well LS 1 $ 2,518,000 $2,518,000 2 1,000 GPM Pump for PS EA 2 $ 189,000 $378,000 3 VFD EA 1 $ 126,000 $126,000 4 Yard Piping & Other Appurtenances LS 1 $ 63,000 $63,000 SUBTOTAL $3,085,000 MOBILIZATION (5%) $155,000 CONTINGENCY (30%) $926,000 TOTAL CONSTRUCTION $4 170,000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $1,043,000 ESTIMATE TOTAL PROJECT COSTI $5 213 000 Project Location: pa�ldvlpf,, c;ak ruff (' ur— s SCHIERTZ Lan Capital Improvement Plan Estimate of Probable Cost Project Name: IH-10 8" WL Improvements Project Number: 2030-W8 Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2030 Project Description: Justification: 4,300 LF of new 8" along IH-10 and Scenic Lake Dr. Needed to meet growth in area. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 8" Water Line LF 4,300 $ 230 $991,000 2 Gate Valve EA 9 $ 8,200 $73,800 3 Fire Hydrant EA 9 $ 23,100 $207,900 4 Surface Replacement LF 4,300 $ 515 $2,215,000 5 Traffic Control LS 1 $ 34,000 $34,000 6 SWPPP LS 1 $ 68,000 $68,000 SUBTOTAL $3,590,000 MOBILIZATION (5%) $180,000 CONTINGENCY (30%) $1,077,000 TOTAL CONSTRUCTION $4,850,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,213,000 ESTIMATE TOTAL PROJECT COST $6 063 000 Project Location: 2 3a-W5 ,cf,01, o � w8 ,o SCHIERTZ La. n Capital Improvement Plan Estimate of Probable Cost Project Name: PRV Installation for Proposed Southwest Pressure Plane Project Number: 2030-W9 Date: August 2024 Project Category: Water CIP Type: System Improvement Phase: 2030 Project Description: Justification: 3 new PRVs (2-6", 1-8") to create new pressure zone in southwest part of Avoids high pressures and improves performance of system. Ware Seguin Pump Station. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT QUANTITY COST TOTAL 1 6" PRV EA 1 2 $ 70,000 $140,000 2 8" PRV EA 1 1 $ 80,000 $80,000 3 Connection/Operations Expenses LS 1 Is 19,000 $19,000 SUBTOTAL $239,000 MOBILIZATION (5%) $12,000 CONTINGENCY (30%) $72,000 TOTAL CONSTRUCTION $330,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $83,000 ESTIMATE TOTAL PROJECT COST $413 000 Project Location: 'k - 2030-W7 2030- L' r 2030-W9 ; I W5 2030-W9 A SCHHERTZ Capital Improvement Plan Estimate of Probable Cost �n Project Name: River Rd 6" WL Replacement Project Number: 2030-W10** Date: August 2024 9 Project Category: Water CIP Type: System Improvement Phase: 2030 Project Description: Justification: Upsize 2,590 LF of ex. 6" to 12" along River Rd from FM 78 to Bubbling Removes system bottleneck. Springs Rd to remove bottleneck. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 12" Water Line LF 2,590 $ 170 $440,300 2 Gate Valve EA 6 $ 8,900 $53,400 3 Fire Hydrant EA 6 $ 10,700 $64,200 4 Service & System Connections EA 52 $ 2,650 $137,800 5 Surface Replacement LF 2,590 $ 247 $639,000 6 Traffic Control LS 1 $ 10,000 $10,000 7 SWPPP LS 1 $ 32,000 $32,000 SUBTOTAL $1,377,000 MOBILIZATION (5%) $69,000 CONTINGENCY (30%) $414,000 TOTAL CONSTRUCTION $1 860 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $465,000 ESTIMATE TOTAL PROJECT COST $2 325 000 Project Location: 2050 WATER CIP PROJECTS SCHHERTZ n Capital Im rovement Plan Estimate of Probable Cost Project Name: Corbett Pump Station Expansion Project Number: 2050-W1 Date: August 2024 Project Category: Water CIP Type: System Improvement Phase: 2060 Project Description: Justification: Corbett Pump Station Expansion - Expand Corbett to 4,000 gpm, 183 TDH Prevents low pressures throughout southern part of firm capacity. system. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 2,000 GPM Pump EA 1 $ 543,000 $543,000 2 VFD EA 1 $ 272,000 $272,000 3 Yard Piping & Other Appurtenances LS 1 $ 163,000 $163,000 SUBTOTAL $978,000 MOBILIZATION (5%) $49,000 CONTINGENCY (30%) $294,000 TOTAL CONSTRUCTION $1,330,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $333,000 ESTIMATE TOTAL PROJECT COST $1,663 000 Project Location: y 2050-W5 2050-w1 . :�)CHIEIRZTZ 1.a n Capital Improvement Plan Estimate of Probable Cost Project Name: FM 2252 8" WL Improvements Project Number: 2050-W2 Date: August 2024 Project Category: Water CIP Type: System Improvement _ Phase: 2050 Project Description: Justification: Approximately 6,290 LF of 8" along FM 2252 and new loop. Supplies new service area. NO. ITEM DESCRIPTION ESTIMATEDITEM UNIT UNIT TOTAL QUANTITY COST 1 8" Water Line LF 6,290 $ 230 $1,450,000 2 Gate Valve EA 13 $ 8,200 $106,600 3 Fire Hydrant EA 13 $ 23,100 $300,300 4 Surface Replacement LF 6,290 $ 515 $3,240,000 5 Traffic Control LS 1 $ 49,000 $49,000 6 SWPPP LS 1 $ 68,000 $68,000 SUBTOTAL $5,214,000 MOBILIZATION (5%) $261,000 CONTINGENCY (30%) $1,565,000 TOTAL CONSTRUCTION $7,040,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,760,000 ESTIMATE TOTAL PROJECT COST $8 800 000 Project Location: �10),qd � 1a0 SCHIERTZ Lan Capital Improvement Plan Estimate of Probable Cost Project Name: Ware Seguin Pump Station Expansion Phase 2 Project Number: 2050-W3 Date: August 2024 Project Category: Water CIP Type: System Improvement Phase: 2050 Project Description: Justification: Ware Seguin Pump Station Improvements Phase 2 - Expand Ware Seguin Prevents low pressures in Ware Seguin area. to 1,200 gpm, 123 TDH firm capacity. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 1,200 GPM Pump EA 2 $ 461,000 $922,000 2 VFD EA 2 $ 2729000 $544,000 3 Yard Piping & Other Appurtenances LS 1 $ 147,0001 $147,000 SCHHERTZ Capital Improvement Plan Estimate of Probable Cost La.n Project Name: Beck St 6" WL Replacement Project Number: 2050-W4 Date: August 2024 Project Category: Water CIP Type: System Improvement Phase: 2050 Project Description: Justification: Upsize 1,690 LF of 6" to 8" along Beck St east of Schertz Pkwy, 1,680 LF Upgrades distribution system to current min. pipe size of new 8". (8") to serve new service area. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 8" Water Line LF 3,270 $ 230 $754,000 2 Gate Valve EA 7 $ 8,200 $57,400 3 Fire Hydrant EA 7 $ 23,100 $161,700 4 Service & System Connections EA 66 $ 5,700 $376,200 5 Surface Replacement LF 3,270 $ 515 $1,685,000 6 Traffic Control LS 1 $ 26,000 $26,000 7 SWPPP LS 1 $ 68,000 $68,000 SUBTOTAL $3,129,000 MOBILIZATION (5%) $157,000 CONTINGENCY (30%) $939,000 TOTAL CONSTRUCTION $4 230 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,058,000 ESTIMATE TOTAL PROJECT COST $5 288 000 Troject Location: 04 •,~ _ ` S 2060-W4 Fk7 1��11♦,E��i", r �� ' 1 SCHHERTZ Lan Capital Improvement Plan Estimate of Probable Cost Project Name: Raf Burnette Rd 8" WL Improvements Project Number: 2050-W5 Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2050 Project Description: Justification: 3,100 LF of new 8" along Raf Burnette east of Authority Ln. Needed to meet growth in area. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Water Line LF 3,100 $ 230 $715,000 2 Gate Valve EA 7 $ 8,200 $57,400 3 Fire Hydrant EA 7 $ 23,100 $161,700 4 Surface Replacement LF 3,100 $ 515 $1,597,000 5 Traffic Control I LS 1 $ 24,000 $24,000 6 SWPPP LS 1 $ 68,000 $68,000 SUBTOTAL $2,624,000 MOBILIZATION (5%) $132,000 CONTINGENCY (30%) $788,000 TOTAL CONSTRUCTION $3,550,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $888,000 ESTIMATE TOTAL PROJECT COST $4 438 000 Project Location: 2050-W5 2050-Wl 4e9�s; 96 SSccIHoEIRzTZ Capital Improvement Plan Estimate of Probable Cost Lan Project Name: IH-35 Pump Station & 3.0 MG GST Project Number: 2050-W6 Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2050 Project Description: Justification: IH-35 Pump Station (4,000 gpm, 183 TDH firm capacity) and 3.0 Needed to meet growth in area. MG GST, new connection from SSLGC transmission main to the Live Oak to IH-35 24" transmission main. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 3.0 MG GST EA 1 $ 14,232,000 $14,232,000 2 Yard Piping & Pumps for GST LS 1 $ 3,031,000 $3,031,000 3 Foundation for GST LS 1 $ 922,000 $922,000 4 Connect to 24" Main LS 1 $ 85,000 $85,000 5 Pump Station LS 1 $ 6,723,000 $6,723,000 SUBTOTAL $24,993,000 MOBILIZATION (5%) $1,250,000 CONTINGENCY (30%) $7,498,000 TOTAL CONSTRUCTION $33 750 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $8,438,000 ESTIMATE TOTAL PROJECT COST $42 188 000 Location: SSCIHIIERIFZ Capital Improvement Plan Estimate of Probable Cost La.n Project Name: IH-10 & FM 1518 8" WL Improvements Project Number: 2050-W7 Date: August 2024 Project Category: Water CIP Type: Growth Phase: 2060 Project Description: Justification: 2,110 LF of new 8" along I1-1-10 and FM 1518. Needed to meet growth in area. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 8" Water Line LF 2,110 $ 230 $487,000 2 Gate Valve EA 5 $ 8,200 $41,000 3 Fire Hydrant EA 5 $ 23,100 $115,500 4 Surface Replacement LF 2,110 $ 515 $1,087,000 5 Traffic Control LS 1 $ 17,000 $17,000 6 SWPPP LS 1 $ 68,000 $68,000 SUBTOTAL $1,816,000 MOBILIZATION (5%) $91,000 CONTINGENCY (30%) $545,000 TOTAL CONSTRUCTION $2,460,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $615,000 ESTIMATE TOTAL PROJECT COST $3 075 000 Project Location: h SCHHEIRTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Lower Seguin Rd 8" WL Replacement Project Number: 2050-W8 Date: August 2024 Project Category: Water CIP Type: Capacity Phase: 2050 Project Description: Justification: Upsize 2,500 LF of 8" to 12" along Lower Seguin Rd. Needed for fire flow. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 12" Water Line LF 2,500 $ 366 $915,000 2 Gate Valve EA 5 $ 19,000 $95,000 3 Fire Hydrant EA 5 $ 23,100 $115,500 4 Service & System Connections EA 50 $ 5,700 $285,000 5 Surface Replacement LF 2,500 $ 531 $1,329,000 6 Traffic Control LS 1 $ 20,000 $20,000 7 SWPPP LS 1 $ 68,000 $68,000 SUBTOTAL $2,828,000 MOBILIZATION (5%) $142,000 CONTINGENCY (30%) $849,000 TOTAL CONSTRUCTION $3 820 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $955,000 ESTIMATE TOTAL PROJECT COST $4 775 000 Project Location: 011R.1,=fi "Q Rat-tdulpt; C, ,9lf (.at, r5 NEAR TERM WASTEWATER CIP PROJECTS SCHIERTZ rovement Plan Estimate of Probable Cost Project Name: Town Creek Phase IV 24" - Section 1 Project Number: NT-S1 Project Category: Waste Water CIP Type: Growth �n Date: August 2024 Phase: Near Term Project Description: Town Creek Phase IV (section 1) with approximately 6,600 LF of 24-inch gravity line. ITEM • ITEM DESCRIPTION 1 24" Gravity Line Justification: Anticipated growth based on Land Use Plan. UNIT ESTIMATEDUNIT COST TOTAL QUANTITY LF 6,600 $ 360 $ 2,376,000 2 Standard Manhole (60" DIA.) EA 14 $ 17,000 $ 238,000 3 Surface Replacement LF 6,600 $ 214 $ 1,413,000 4 Traffic Control LS 1 $ 19,000 $ 19,000 5 SWPPP LS 1 $ 25,000 $ 25,000 SUBTOTAL $ 4,071,000 MOBILIZATION (5%) $204,000 CONTINGENCY (30%) $1,222,000 TOTAL CONSTRUCTION $5,500 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,375,000 ESTIMATE TOTAL PROJECT COST $6 875 000 Project Location: NT —,'# Cort e C Ogden • Norihs; l `$Mara :5)CHHERTZ La. n Capital Improvement Plan Estimate of Probable Cost Project Name: Town Creek Phase IV 12" - Section 2 Date: August 2024 Project Number: NT-S2 Project Category: Waste Water Phase: Near Term CIP Type: Growth Project Description: Town Creek Phase IV (section 2) with approximately 4,470 LF of 12-inch gravity line. ITEM NO. ITEM DESCRIPTION 1 12" Gravity Line Justification: Anticipated growth based on Land Use Plan. UNIT ESTIMATED UNIT TOTAL QUANTITY COST LF 4,470 $ 130 $ 582,000 2 Standard Manhole (60" DIA.) EA 9 $ 17,000 $ 153,000 3 Surface Replacement LF 4,470 $ 214 $ 957,000 4 Traffic Control LS 1 $ 13,000 $ 13,000 5 SWPPP LS 1 $ 25,000 $ 25,000 SUBTOTAL '$ 1,730,000 MOBILIZATION (5%) $87,000 CONTINGENCY (30%) $519,000 TOTAL CONSTRUCTION $2,340,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $585,000 ESTIMATE TOTAL PROJECT COST $2 925 000 Project Location: IVarrh clllfa Riai0000 e I Belmant Park 1 NT-S2 1 SCHHERTZ ia. n Capital Improvement Plan Estimate of Probable Cost Project Name: Town Creek Phase V 24" Project Number: NT-S3 Date: August 2024 Project Category: Waste Water Phase: Near Term CIP Type: Growth Project Description: Town Creek Phase V with approximately 10,060 LF of 24-inch gravity line. ITEM • ITEM DESCRIPTIONTOTALESTIMATED 1 1 24" Gravity Line Justification: Anticipated growth based on Land Use Plan. UNIT QUANTITY COST LF 10,060 $ 360 $ 3,622,000 2 Standard Manhole (60" DIA.) EA 20 $ 17,000 $ 343,000 3 Surface Replacement LF 10,060 $ 214 $ 2,153,000 4 Traffic Control LS 1 $ 29,000 $ 29,000 5 SWPPP LS 1 $ 25,000 $ 25,000 SUBTOTAL $ 6,172,000 MOBILIZATION (5%) $309,000 CONTINGENCY (30%) $1,852,000 TOTAL CONSTRUCTION $8,340,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $2,085,000 ESTIMATE TOTAL PROJECT COST $10 425 000 Location: Garden Ridge �� Ogden�- nNT-S4 r cown� eu�•y s SCHIERTZ a L. n _ Capital Improvement Plan Estimate of Probable Cost Project Name: UpsizeLookout Line Project Number: NT-S4 * Date: August 2024 Project Category: Waste Water C IP Type: Growth Phase: Near Term Project Description: Justification: Lookout Line (8") upsized to 18-inch gravity line (— 3,910 LF). Anticipated growth based on Land Use Plan. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 18" Gravity Line LF 3,910 $ 200 $ 782,000 2 Standard Manhole (60" DIA.) EA 8 $ 17,000 $ 133,000 3 Lateral Lines LF 3,128 $ 100 $ 313,000 4 Operational Expenses LS 1 $ 203,000 $ 203,000 5 Surface Replacement LF 3,910 $ 205 $ 802,000 6 Traffic Control LS 1 $ 12,000 $ 12,000 7 SWPPP LS 1 $ 25,000 $ 25,000 SUBTOTAL $ 2,270,000 MOBILIZATION (5%) $114,000 CONTINGENCY (30%) $681,000 TOTAL CONSTRUCTION $3,070,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $768,000 ESTIMATE TOTAL PROJECT COST $3,838,000 Project Location: NT SI-1 NT-S+4 a Tr C'Uurtly i SCHHERTZ Lan Capital Improvement Plan Estimate of Probable Cost Project Name: Upsize TO County Line Project Number: NT-SS** Date: August 2024 g Project Category: Waste Water CIP Type: Growth Phase: Near Term Project Description: Justification: Tri County Line upsized from 8-inch gravity line to 18-inch gravity line 1,760 LF). Anticipated growth based on Note: Costs provided by City. Land Use Plan. ITEM • ITEM DESCRIPTIONESTIMATED QUANTITY •TOTAL 1 18" Gravity Line LF 3,910 $ 234 $ 916,000 2 Remaining Costs LS 1 $ 1,168,800 $ 1,168,800 ESTIMATE TOTAL PROJECT COST $2,084,800 Project Location: • 4 �rTryl- ounty �+�e a I s n)(CHIIERTZ n Capital Improvement Plan Estimate of Probable Cost Project Name: Cibolo, West Main Date: August 2024 Project Number: NT-S6 Project Category: Waste Water Phase: Near Term CIP Type: Growth Project Description: Cibolo West Main with approximately 21,680 LF of 18-inch gravity line. ITEM NO. ITEM DESCRIPTION 1 18" Gravity Line Justification: Anticipated growth based on Land Use Plan. UNIT ESTIMATED UNIT TOTAL QUANTITY COST LF 21,680 $ 200 $ 4,336,000 2 Standard Manhole (60" DIA.) EA 43 $ 17,000 $ 738,000 3 Surface Replacement LF 21,680 $ 205 $ 4,445,000 4 Traffic Control LS 1 $ 62,000 $ 62,000 5 SWPPP LS 1 $ 25,000 $ 25,000 SUBTOTAL $ 9,606,000 MOBILIZATION (5%) $481,000 CONTINGENCY (30%) $2,882,000 TOTAL CONSTRUCTION $12 970,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $3,243,000 ESTIMATE TOTAL PROJECT COST $16,213,000 Project Location: SCHIERTZ iOmi a rl Capital Improvement Plan Estimate of Probable Cost Project Name: Woman Hollering Creek Lift Station, Gravity Lines, and Force Main Date: Project Number: NT-S7 August 2024 Project Category: Waste Water Phase: CIP Type: Growth Near Term Project Description: Justification: Approximately 1,940 LF of 18-inch gravity line serving Hallie's Cove. Anticipated growth based on Land Use Plan. Approximately 12,550 LF of 30-inch gravity line, approximately 5,990 LF of 14-inch force main, and WHC lift station. CostS provided by the City. *Only the cost increase between 2011 & 2024 is eligible Ito be included in the impact fee total. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT QUANTITY COST TOTAL ESTIMATE TOTAL PROJECT COST 2011 $9 600,000 ACTUAL CONSTRUCTION COST (2024) $13,000,000 ESTIMATE TOTAL ELIGIBLE* PROJECT COST $3 400,000 Project Location: SadorM NT SI-3 F y s• diner ' S N71C + a e� 4 NT-S7 rs, SCHHERTZ n Capital Improvement Plan Estimate of Probable Cost Project Name: Decommission Tri County Lift Station Project Number: NT SI-1 Date: August 2024 Project Category: Waste Water CIP Type: Lift Station Removal Phase: Near Term Project Description: Justification: Tri County LS to go offline. Per City request. ITEM NO. ITEM DESCRIPTION UNIT ESTIMATED UNIT TOTAL QUANTITY COST 1 Decommission Lift Station LS 1 $ 50,000 $ 50,000 SUBTOTAL $ 50,000 MOBILIZATION (5%) $3,000 CONTINGENCY (30%) $15,000 TOTAL CONSTRUCTION $70,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $18,000 ESTIMATE TOTAL PROJECT COST $88 000 Project Location: NT I-1 r +� N 1 4 Tri-County Buss, ' u SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Decommission Corbett Lift Station Date: August 2024 Project Number: NT SI-2 Project Category: Waste Water Phase: Near Term CIP Type: Lift Station Removal Project Description: Corbett LS to go offline. Approximately 2,410 LF of 10-inch gravity line installed to connect to existing system. ITEM NO. ITEM DESCRIPTION 1 Decommission Lift Station Justification: Part of the lift station elimination plan. UNIT ESTIMATED UNIT QUANTITY COST LS 1 $ 50,000 $ TOTAL 50,000 2 10" Gravity Line LF 2,410 $ 105 $ 254,000 3 Standard Manhole (60" DIA.) EA 5 $ 17,000 $ 85,000 4 Surface Replacement LF 2,410 $ 193 $ 466,000 5 Traffic Control LS 1 1 $ 8,0001 $ 8,000 6 SWPPP LS 1 $ 25,000 $ 25,000 SUBTOTAL $ 888,000 MOBILIZATION (5%) $45,000 CONTINGENCY (30%) $267,000 TOTAL CONSTRUCTION $1,200 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $300,000 ESTIMATE TOTAL PROJECT COST $1 500 000 Location: r. ofn. Prr ~ ~ NT SI-2 SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Decommission Sedona Lift Station & Woman Hollering Creek WWTP Date: August 2024 Project Number: NT SI-3 Project Category: Waste Water Phase: Near Term CIP Type: Lift Station & WWTP Removal Project Description: Justification: Sedona LS to go offline and Woman Hollering Creek (WHC) WWTP Part of the lift station elimination plan. decommissioned. ITEM NO. ITEM DESCRIPTIONESTIMATED UNIT QUANTITY COST TOTAL 1 Decommission Lift Station LS 1 =i$ 50,000 $ 50,000 2 Decommission VWVTP LS 1 $ 50,000 $ 50,000 SUBTOTAL $ 100,000 MOBILIZATION (5%) $5,000 CONTINGENCY (30%) $30,000 TOTAL CONSTRUCTION $140 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $35,000 ESTIMATE TOTAL PROJECT COST $175 000 Project Location: D�N-T 5odnna SI- 2030 WASTEWATER CIP PROJECTS SCHIERTZ n Capital Improvement Plan Estimate of Probable Cost Project Name: Hope Lane 8" Gravity Line Date: August 2024 Project Number: 2030-S1 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 2,950 LF of 8-inch gravity line north of Old Wiederstein Rd Anticipated growth based on Land Use Plan. and along Hope Ln. ITEM NO. ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 2,950 1 $ 107 $ 316,000 2 Standard Manhole (60" DIA.) EA 6 $ 21,400 $ 129,000 3 Surface Replacement LF 2,950 $ 239 $ 706,000 4 Traffic Control LS 1 $ 11,000 $ 11,000 5 SWPPP LS 1 1 $ 32,000 $ 32,000 SUBTOTAL $1,194,000 MOBILIZATION (5%) $60,000 CONTINGENCY (30%) $359,000 TOTAL CONSTRUCTION $1,620,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $405,000 ESTIMATE TOTAL PROJECT COST $2,025,000 Project Location: - ` 2030-S4 T 2030-S1 030-55 2030-S2�`"V tit SCHHERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Old Wiederstein Road 8" Date: August 2024 Project Number: 2030-S2 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 1,900 LF of 8-inch gravity line along Old Wiederstein Rd Anticipated growth based on Land Use Plan. from Dean Rd to vicinity of Kaylee Chase. ITEM NO. ITEM DESCRIPTIONESTIMATED UNIT TOTAL • • 1 8" Gravity Line LF 1,900 1$ 107 $ 204,000 2 Standard Manhole (60" DIA.) EA 4 $ 21,400 $ 86,000 3 Surface Replacement LF 1,900 $ 239 $ 455,000 4 Traffic Control LS 1 $ 8,000 $ 8,000 5 SWPPP LS 1 1 $ 32,000 $ 32,000 SUBTOTAL $785,000 MOBILIZATION (5%) $40,000 CONTINGENCY (30%) $236,000 TOTAL CONSTRUCTION $1 070 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $268,000 ESTIMATE TOTAL PROJECT COSTJ $1,338,000 Project Location: 2030-S4 , I Ytr —S 2030-S1 030-S5 203052 -re SCHHERTZ Capital Im rovement Plan Estimate of Probable Cost Project Name: Union Pacific Railroad 8" - Section 1 Date: August 2024 Project Number: 2030-S3 Project Category: Waste Water Phase: 2030 CIP Type: Growth _ Project Description: Justification: Approximately 3,760 LF of 8-inch gravity line south of Union Pacific Rail Anticipated growth based on Land Use Plan. Road. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 3,750 1 $ 107 $ 402,000 2 Standard Manhole (60" DIA.) EA 8 $ 21,400 $ 172,000 3 Surface Replacement LF 3,750 $ 239 $ 897,000 4 Traffic Control LS 1 $ 14,000 $ 14,000 5 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $1,517,000 MOBILIZATION (5%) $76,000 CONTINGENCY (30%) $456,000 TOTAL CONSTRUCTION $2,050 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $513,000 ESTIMATE TOTAL PROJECT COST $2,563,000 Project Location: K Ogden � � Garden Ridge y3 2 S4 V30-S3 ■ SCHEIRTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Union Pacific Railroad 8" - Section 2 Date: August 2024 Project Number: 2030-S4 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 500 LF of 8-inch gravity line south of Union Pacific Rail Anticipated growth based on Land Use Plan. Road. ITEM NO. ITEM DESCRIPTIONESTIMATED UNIT TOTAL • • 1 8" Gravity Line LF 1 500 1 $ 107 $ 54,000 2 Standard Manhole (60" DIA) EA 1 $ 21,400 $ 22,000 3 Surface Replacement LF 500 $ 239 $ 120,000 4 Traffic Control LS 1 $ 8,000 $ 8,000 5 SWPPP t LS 1 $ 32,000 $ 32,000 SUBTOTAL $236,000 MOBILIZATION (5%) $12,000 CONTINGENCY (30%) $71,000 TOTAL CONSTRUCTION $320,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $80,000 ESTIMATE TOTAL PROJECT COST $400,000 Project Location: ` l ` Ogden Garden Ridge y; why 203�/� ��++q "ti7� �• _ R IY SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Wiederstein Road 8" Date: August 2024 Project Number: 2030-S6 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 2,400 LF of 8-inch gravity line along Wiederstein Rd Anticipated growth based on Land Use Plan. between Jupe and Quail Ln. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line $ 107 LFtluo $ 257,000 2 Standard Manhole (60" DIA.) EA $ 21,400 $ 107,000 3 Surface Replacement LF $ 239 $ 574,000 4 Traffic Control LS $ 9,000 $ 9,000 5 SWPPP LS $ 32,000 $ 32,000 SUBTOTAL $979,000 MOBILIZATION (5%) $49,000 CONTINGENCY (30%) $294,000 TOTAL CONSTRUCTION $1 330 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $333,000 ESTIMATE TOTAL PROJECT COSTI $1,663 000 Project Location: - 2030-S5 a ti Ik: SCHIERTZ Capital Improvement Plan Estimate of Probable Cost _ Project Name: Schaefer Road 8" - Section 1 Date: August 2024 Project Number: 2030-S6 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 7,300 LF of 8-inch gravity line, along Schaefer Rd, Lisa Anticipated growth based on Land Use Plan. Meadows and Voges pass. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 7,300 $ 107 $ 782,000 2 Standard Manhole (60" DIA.) EA 15 $ 21,400 $ 321,000 3 Surface Replacement LF 7,300 $ 239 $ 1,746,000 4 Traffic Control LS 1 $ 27,000 $ 27,000 5 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $2,908,000 MOBILIZATION (5%) $146,000 CONTINGENCY (30%) $873,000 TOTAL CONSTRUCTION $3,930,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $983,000 ESTIMATE TOTAL PROJECT COST $4,913,000 Project Location: a w ra R ry 'z' ~ 2030—S6 f _ T3�1s t � fi. V 0 IN&0 _ a 2030 ? Ilk. SCHEIRTZ Capital Im rovement Plan Estimate_ of Probable Cost Project Name: Schaefer Road 8" - Section 2 Date: August 2024 Project Number: 2030-S7 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 2,800 LF of 8-inch gravity line along Schaefer Rd west of Anticipated growth based on Land Use Plan. FM 1518. ITEM • ITEM DESCRIPTIONESTIMATED UNIT QUANTITY COST • ' 1 8" Gravity Line LF 2,800 $ 107 $ 300,000 2 Standard Manhole (60" DIA) EA 6 $ 21,400 $ 129,000 3 Surface Replacement LF 2,800 $ 239 $ 670,000 4 Traffic Control LS 1 $ 11,000 $ 11,000 5 SWPPP I LS 1 1 $ 32,000 $ 32,000 SUBTOTAL $1,142,000 MOBILIZATION (5%) $58,000 CONTINGENCY (30%) $343,000 TOTAL CONSTRUCTION $1,660,000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $388,000 ESTIMATE TOTAL PROJECT COSTI $1,938,000 Project Location: F147 1R 2{ 30-S►6 t r^ SCHHERTZ Capita_ I Improvement Plan Estimate of Probable Cost Project Name: Aranda 8" Date: August 2024 Project Number: 2030-S8 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 550 LF of 8-inch gravity line along Aranda, north of Chalk Anticipated growth based on Land Use Plan. Stem. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 1 550 $ 107 $ 59,000 2 Standard Manhole (60" DIA.) EA 2 $ 21,400 $ 43,000 3 Surface Replacement LF 550 $ 239 $ 132,000 4 Traffic Control LS 1 $ 8,000 $ 8,000 5 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $274,000 MOBILIZATION (5%) $14,000 CONTINGENCY (30%) $83,000 TOTAL CONSTRUCTION $380,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $95,000 ESTIMATE TOTAL PROJECT COST $475,000 Project Location: Nnni�dVh_uii 203'Y-S8 inrcT Fxsa °x !C(��j r� r SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Lil _ Project Name: Weir Road 10" Date: August 2024 Project Number: 2030-S9 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: - Justification: Approximately 3,500 LF of 10-inch gravity line west of Weir Rd and north Anticipated growth based on Land Use Plan. of Trainer Hale Rd. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 10" Gravity Line LF 3,500 $ 132 $ 463,000 2 Standard Manhole (60" DIA.) EA 7 $ 21,400 $ 150,000 3 Surface Replacement LF 3,500 $ 239 $ 838,000 4 Traffic Control LS 1 $ 13,000 $ 13,000 5 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $1,496,000 MOBILIZATION (5%) $75,000 CONTINGENCY (30%) $449,000 TOTAL CONSTRUCTION $2,020,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $505,000 ESTIMATE TOTAL PROJECT COSTI $2 525,000 Project Location: 2030-S9 K ry4 }4 L 2030-S10 ' 1 fx•0. SCHIERTZ n Capital Improvement Plan Estimate of Probable Cost Project Name: Trainer Hale Road 10" Date: August 2024 Project Number: 2030-S10 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 1,350 LF of 10-inch gravity line along Trainer Hale Rd, east Anticipated growth based on Land Use Plan. ofEFM1518N. ITEM NO. ITEM DESCRIPTIONESTIMATED UNIT • • TOTAL 1 10" Gravity Line I LF 1 $ 132 $ 179,000 2 Standard Manhole (60" DIA.) EA 3 $ 21,400 $ 65,000 3 Surface Replacement LF 1,350 $ 239 $ 323,000 4 Traffic Control LS 1 $ 8,000 $ 8,000 5 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $607,000 MOBILIZATION (5%) $31,000 CONTINGENCY (30%) $183,000 TOTAL CONSTRUCTION $830 000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $208,000 ESTIMATE TOTAL PROJECT COST $1,038,000 Project Location: r s 1 •r � __ 1 2030-S0 ...' � ... F isn i 30-S12 i.. --- ,,,. ....� 2030-513 SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Ware Seguin Road 8" Date: August 2024 Project Number: 2030-S11 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 4,550 LF of 8-inch gravity line along Ware Seguin Rd west Anticipated growth based on Land Use Plan. of FM 1518. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 1 4,550 1 $ 107 $ 487,000 2 Standard Manhole (60" DIA.) EA 10 $ 21,400 $ 214,000 3 Surface Replacement LF 4,550 $ 239 $ 1,089,000 4 Traffic Control LS 1 $ 17,000 $ 17,000 5 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $1,839,000 MOBILIZATION (5%) $92,000 CONTINGENCY (30%) $552,000 TOTAL CONSTRUCTION $2,490 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $623,000 ESTIMATE TOTAL PROJECT COSTI $3 113,000 Project Location: 1`1A 000 7r-- 2C 2030-Sll 2030-S12 203Q-` ,,� Jf SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: FM 1518 8" Date: August 2024 Project Number: 2030-S12 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 500 LF of 8-inch gravity line along E FM 1518 N. Anticipated growth based on Land Use Plan. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 500 1 $ 107 $ 54,000 2 Standard Manhole (60" DIA.) EA 1 $ 21,400 $ 22,000 3 Surface Replacement LF 500 $ 239 $ 120,000 4 Traffic Control LS 1 $ 8,000 $ 8,000 5 SWPPP LS 1 1 $ 32,000 $ 32,000 SUBTOTAL $236,000 MOBILIZATION (5%) $12,000 CONTINGENCY (30%) $71,000 TOTAL CONSTRUCTION $320 000 PS&E & CONSTRUCTION MANAGEMENT (25%) $80,000 ESTIMATE TOTAL PROJECT COST $400,000 Project Location: 2030-s7 a � 2030•S11 . I F 2030-S1 2 .� 2030-S13 SCHIENTZ n Capital Improvement Plan Estimate of Probable Cost Project Name: 1-10 8" - Section 1 Date: August 2024 Project Number: 2030-S13 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 4,000 LF of 8-inch gravity line north of 1-10 E. Anticipated growth based on Land Use Plan. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 4,000 1 $ 107 $ 428,000 2 Standard Manhole (60" DIA) EA 8 $ 21,400 $ 172,000 3 Surface Replacement LF 4,000 $ 239 $ 957,000 4 Traffic Control LS 1 $ 15,000 $ 15,000 5 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $1,604,000 MOBILIZATION (5%) $81,000 CONTINGENCY (30%) $482,000 TOTAL CONSTRUCTION $2 170,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $543,000 ESTIMATE TOTAL PROJECT COSTI $2,713 000 Project Location: w�✓ 2030-S I O 2030-S11 F l v 2030-512 k-. 2430-S13 ,� .0a SCHIERTZ n Capital Im rovement Plan Estimate of Probable Cost Project Name. Boenig Drive 8" Date: August 2024 Project Number: 2030-S14 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 4,350 LF of 8-inch gravity line along Boenig Dr and Ware Anticipated growth based on Land Use Plan. Seguin Rd going north. ITEM • ITEM DESCRIPTIONTOTALESTIMATED QUANTITY UNIT COST 1 8" Gravity Line LF 4,350 $ 107 $ 466,000 2 Standard Manhole (60" DIA.) EA 9 $ 21,400 $ 193,000 3 Surface Replacement LF 4,350 $ 239 $ 1,041,000 4 Traffic Control LS 1 $ 16,000 $ 16,000 5 SWPPP I LS 1 1 $ 32,000 $ 32,000 SUBTOTAL $1,748,000 MOBILIZATION (5%) $88,000 CONTINGENCY (30%) $525,000 TOTAL CONSTRUCTION $2,370,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $593,000 ESTIMATE TOTAL PROJECT COST $2 963,000 Project Location: 2i13Q-� 2030-S14 t2�31 SCHHEIRTZ Capital Improvement Plan Estimate of Probable Cost Project Name: N Greytown Road 8" Date: August 2024 Project Number: 2030-S15 Project Category: Waste Water Phase: 2030 CIP Type: Growth Project Description: Justification: Approximately 1,800 LF of 8-inch gravity line north of 1-10 E and along N Anticipated growth based on Land Use Plan. Greytown Rd. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 1,800 1 $ 107 $ 193,000 2 Standard Manhole (60" DIA.) EA 4 $ 21,400 $ 86,000 3 Surface Replacement LF 1,800 $ 239 $ 431,000 4 Traffic Control LS 1 $ 8,000 $ 8.000 5 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $750,000 MOBILIZATION (5%) $38,000 CONTINGENCY (30%) $225,000 TOTAL CONSTRUCTION $1 020,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $255,000 ESTIMATE TOTAL PROJECT COSTI $1,275,000 Project Location: �<<, { ^'1 Lan Capital Improvement Plan Estimate of Probable Cost Project Name: Friesenhahn West Line WW Upsize Date: August 2024 Project Number: 2030 SI-1** Project Category: Waste Water Phase: 2030 CIP Type: System Improvement Project Description: Justification: Replacing an existing 8-inch with 18-inch gravity line (-4,900 LF), parallel to Friesenhahn Ln To resolve 4 SSOs and an existing 12-inch with 18-inch gravity line (•-1,600 LF) immediately upstream of the upstream of Friesenhahn LS. Friesenhahn LS. ITEM •ITEM DESCRIPTIONTIMATED •TOTAL QUANTITY 1 18" Gravity Line LF 6,500 1 $ 252 $ 1,637,000 2 Standard Manhole (60" DIA.) EA 13 $ 21,400 $ 279,000 3 Lateral Lines LF 5,200 $ 126 $ 655,000 4 Operational Expenses LS 1 $ 535,000 $ 535,000 5 Surface Replacement LF 6,500 $ 258 $ 1,678,000 6 Traffic Control LS 1 $ 24,000 $ 24,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 4,840,000 MOBILIZATION (5%) $242,000 CONTINGENCY (30%) $1,452,000 TOTAL CONSTRUCTION $6,540,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,635,000 ESTIMATE TOTAL PROJECT COSTI $8,175,000 Project Location: _! Corbyn .- 2030 SI-1 tS^ JJ � Y SCHHERTZ I ILI' Capital Improvement Plan Estimate of Probable Cost Project Name: Fairlawn WW Upsize Date: August 2024 Project Number: 2030 SI-2't* Project Category: Waste Water Phase: 2030 CIP Type: System Improvement Project Description: Justification: Replacing an existing 8-inch with 10-inch gravity line (-1,320 LF) along Fairlawn Ave from To resolve an SSO Ashwood Rd to Riata LS. upstream of Riata LS. ITEM •ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 10" Gravity Line LF 1,320 $ 132 $ 175,000 2 Standard Manhole (60" DIA.) EA 3 $ 21,400 $ 57,000 3 Lateral Lines LF 1,056 $ 126 $ 133,000 4 Operational Expenses LS 1 $ 87,000 $ 87,000 5 Surface Replacement LF 1,320 $ 243 $ 321,000 6 Traffic Control LS 1 $ 8,000 $ 8,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 813,000 MOBILIZATION (5%) $41,000 CONTINGENCY (30%) $244,000 TOTAL CONSTRUCTION $1,100,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $275,000 ESTIMATE TOTAL PROJECT COSTI $1,375,000 Project Location: Ogden sue' 2030 SI-2 2030 I-7 �, v s 2030 S1-5 SCHIERTZ ta.. Capital Improvement Plan Estimate of Probable Cost Project Name: Cibolo Crossing WW Line Upsize Date: August 2024 Project Number: 2030 SI-3** Project Category: Waste Water Phase: 2030 CIP Type: System Improvement Project Description: Justification: Replacing an existing 10-inch with 12-inch gravity line (-1,150 LF), south of 1-35 N and east of To resolve an Hampton Inn & Suites of SSO near 1 35 N. Schertz. ITEM •ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 12" Gravity Line LF 1,150 $ 164 $ 189,000 2 Standard Manhole (60" DIA.) EA 2 $ 21,400 $ 50,000 3 Lateral Lines LF 920 $ 126 $ 116,000 4 Operational Expenses LS 1 $ 81,000 $ 81,000 5 Surface Replacement LF 1,150 $ 247 $ 284,000 6 Traffic Control LS 1 $ 8,000 $ 8,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 760,000 MOBILIZATION (5%) $38,000 CONTINGENCY (30%) $228,000 'TOTAL CONSTRUCTION $1,030,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $258,000 ESTIMATE TOTAL PROJECT COSTI $1,288,000 Project Location: Nr -- 2030 SI-3 ' - 2030 SI-4 , 203 SCHIENTZ - n Capital Improvement Plan Estimate of Probable Cost Project Name: Woodland Oak Drive Replacements Date: August 2024 Project Number: 2030 SI-4** Project Category: Waste Water Phase: 2030 CIP Type: System Improvement Project Description: Justification: Replacing an existing 8-inch with 12-inch gravity line (-250 LF), near Woodland Oak Dr. To resolve an SSO near Woodland Oak Dr. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 12" Gravity Line LF 250 $ 164 $ 41,000 2 Standard Manhole (60" DIA.) EA 1 $ 21,400 $ 11,000 3 Lateral Lines LF 200 $ 126 $ 26,000 4 Operational Expenses LS 1 $ 18,000 $ 18,000 5 Surface Replacement LF 250 $ 247 $ 62,000 6 Traffic Control LS 1 $ 8,000 $ 8,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 198,000 MOBILIZATION (5%) $10,000 CONTINGENCY (30%) $60,000 TOTAL CONSTRUCTION $270,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $68,000 ESTIMATE TOTAL PROJECT COST $338,000 Project Location: ` '� �2{ / 2030 2030 c-2 c 2030 C-1 +° g- SCHHURnuz La. Capital Improvement Plan Estimate of Probable Cost —� Project Name: Old Wiederstein WW Upsize Date: August 2024 Project Number: 2030 SI-5** Project Category: Waste Water Phase: 2030 CIP Type: System Improvement Project Description: Justification: Replacing an existing 18-inch with 21-inch gravity line (-3,330 LF), along Old Wiederstein Rd. To increase line capacity. ITEM •ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 21" Gravity Line LF 3,330 $ 378 $ 1,258,000 2 Standard Manhole (60" DIA.) EA 7 $ 21,400 $ 143,000 3 Lateral Lines LF 2,664 $ 126 $ 336,000 4 Operational Expenses LS 1 $ 330,000 $ 330,000 5 Surface Replacement LF 3,330 $ 263 $ 877,000 6 Traffic Control LS 1 $ 12,000 $ 12,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 2,988,000 MOBILIZATION (5%) $150,000 CONTINGENCY (30%) $897,000 TOTAL CONSTRUCTION $4,040,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,010,000 ESTIMATE TOTAL PROJECT COSTI $5,050,000 Project Location: "g°e"' ' 4�a 2030 Sl-2 x+ 2030 SI-7 1 a� 2030 SI-5 2030 SI-4 t»"4' n)(CHHERTZ Lan Capital Improvement Plan Estimate of Probable_ Cost Project Name: Northcliffe Lift Station Upgrade Date: August 2024 Project Number: 2030 SI-6** Project Category: Waste Water Phase: 2030 CIP Type: System Improvement Project Description: Justification: Northcliffe LS upgrade to firm capacity of 4,500 gpm. To follow TCEQ requirement of peak flow not to exceed firm capacity. This upgrade is based on buildout flow of 4,485 gpm. ITEM • ITEM DESCRIPTIONQUANTITYESTIMATED TOTAL 1 Upgrade Lift Station (2,750 gpm) LS 1 $ 4,637,000 $ 4,637,000 SUBTOTAL $4,637,000 MOBILIZATION (5%) $232,000 CONTINGENCY (30%) $1,392,000 TOTAL CONSTRUCTION $6,270,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,568,000 ESTIMATE TOTAL PROJECT COST $7,838,000 Project Location: ' 2030 SI-6 4 Ogden 030 SI-2 {tr fit. ► _% • , V -7 t. SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Decommission Belmont Park Lift Station Date: August 2024 Project Number: 2030 SI-7 Project Category: Waste Water Phase: 2030 CIP Type: Lift Station Removal Project Description: Justification: Belmont Park LS to go offline; install approximately 420 LF of 8-inch Per City request. gravity line to connect to the line along Livingston Dr. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 Decommission Lift Station LS 1 $ 63,000 $ 63,000 2 8" Gravity Line LF 420 $ 107 $ 45,000 3 Standard Manhole (60" DIA.) EA 1 $ 21,400 $ 22,000 4 Surface Replacement LF 420 $ 239 $ 101,000 5 Traffic Control LS 1 $ 8,000 $ 8,000 6 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 271,000 MOBILIZATION (5%) $14,000 CONTINGENCY (30%) $82,000 TOTAL CONSTRUCTION $370,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $93,000 ESTIMATE TOTAL PROJECT COST $463,000 Project Location: Ogden f' M�' 12030 SI-2 4 1 •' - 2030 S1-7 r • r i 2030 SI-5 SCHIERTZ n Capital Improvement Plan Estimate of Probable Cost Project Name: Roy Richard Drive Replacements Date: August 2024 Project Number: 2030 C-1 Project Category: Waste Water Phase: 2030 CIP Type: CCMA System Capacity Project Description: Justification: Replacing an existing 15-inch with 18-inch gravity line (-1,220 LF), east of To resolve 2 SSOs near Woodland Oak Dr and Roy Richard Dr and south of Woodland Oaks Dr. Valencia Ln. ITEM •ITEM DESCRIPTIONTIMATED •TOTAL QUANTITY 1 18" Gravity Line LF 1,220 $ 252 $ 308,000 2 Standard Manhole (60" DIA) EA 2 $ 21,400 $ 53,000 3 Lateral Lines LF 976 $ 126 $ 123,000 4 Operational Expenses LS 1 $ 101,000 $ 101,000 5 Surface Replacement LF 1,220 $ 258 $ 315,000 6 Traffic Control LS 1 $ 8,000 $ 8,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 940,000 MOBILIZATION (5%) $47,000 CONTINGENCY (30%) $282,000 TOTAL CONSTRUCTION $1,270,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $318,000 ESTIMATE TOTAL PROJECT COST $11588 000 Project Location:�� ` s 20 Y 5 2030 C-1 .p. } z w SCHHEIRCF7Z Capital Improvement Plan Estimate of Probable Cost Project Name: Valencia Lane Replacements Date: August 2024 Project Number: 2030 C-2 Project Category: Waste Water Phase: 2030 CIP Type: CCMA System Capacity Project Description: Justification: Replacing an existing 10-inch with 18-inch gravity line (-1,780 LF), north of To resolve 2 SSOs near Woodland Oak Dr Woodland Oaks Dr and east of Valencia Ln. and Valencia Ln. ITEM • ITEM DESCRIPTIONESTIMATED • • ' QUANTITY 1 18" Gravity Line LF 1,780 1 $ 252 $ 449,000 2 Standard Manhole (60" DIA.) EA 4 $ 21,400 $ 77,000 3 Lateral Lines LF 1,424 $ 126 $ 180,000 4 Operational Expenses LS 1 $ 147,000 $ 147,000 5 Surface Replacement LF 1,780 $ 258 $ 460,000 6 Traffic Control LS 1 $ 8,000 $ 8,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 1,353,000 MOBILIZATION (5%) $68,000 CONTINGENCY (30%) $406,000 TOTAL CONSTRUCTION $1,830,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $458,000 ESTIMATE TOTAL PROJECT COST $2,288 000 Project Location:v 2030 C-2 Al iP a SCHIERTZ Capital Im rovement Plan Estimate of Probable Cost Project Name: Savannah Drive Replacements Date: August 2024 Project Number: 2030 C-3 Project Category: Waste Water Phase: 2030 CIP Type: CCMA System Capacity Project Description: Justification: Replacing an existing 30-inch with 36-inch gravity line (•-5,230 LF), south To resolve an SSO near Maske Rd. of Savannah Dr and north of Live Oak Rd. ITEM • ITEM DESCRIPTIONESTIMATED QUANTITY • • ' 1 36" Gravity Line LF 5,230 1 $ 806 1 $ 4,214,000 2 Standard Manhole (60" DIA.) EA 10 $ 21,400 $ 224,000 3 Lateral Lines LF 4,184 $ 126 $ 527,000 4 Operational Expenses LS 1 $ 818,000 $ 818,000 5 Surface Replacement LF 5,230 $ 292 $ 1,528,000 6 Traffic Control LS 1 $ 19,000 $ 19,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 7,362,000 MOBILIZATION (5%) $369,000 CONTINGENCY (30%) $2,209,000 TOTAL CONSTRUCTION $9,940,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $2,485,000 ESTIMATE TOTAL PROJECT COST $12 425,000 Project Location: S r 2030 C-3 G 7F 2030 C-4 1 city +1 SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Build Out Project 25 - 36" Schertz Line Date: August 2024 Project Number: 2030 C4 Project Category: Waste Water Phase: 2030 CIP Type: CCMA System Capacity Project Description: Justification: Replacing an existing 30-inch with 36-inch gravity line (--5,450 LF), near To resolve 2 SSOs near Maske Rd. Community Cir, from Buffalo Dr to Live Oak Rd. ITEM •ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 36" Gravity Line LF 5,450 $ 806 $ 4,391,000 2 Standard Manhole (60" DIA.) EA 11 $ 21,400 $ 234,000 3 Lateral Lines LF 4,360 $ 126 $ 549,000 4 Operational Expenses LS 1 $ 852,000 $ 852,000 5 Surface Replacement LF 5,450 $ 292 $ 1,592,000 6 Traffic Control LS 1 $ 20,000 $ 20,000 7 SWPPP LS 1 $ 32,000 $ 32,000 SUBTOTAL $ 7,670,000 MOBILIZATION (5%) $384,000 CONTINGENCY (30%) $2,301,000 TOTAL CONSTRUCTION $10,360,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $2,590,000 ESTIMATE TOTAL PROJECT COST $12,950,000 Project Location: ,SI L 2030 C-3 - o ■ d� IE Z030 C- 4 City I 2050 WASTEWATER CIP PROJECTS SCHIERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: 1-35 N 8" Date: August 2024 Project Number: 2050-S1 Project Category: Waste Water Phase: 2050 CIP Type: Growth Project Description: Justification: Approximately 6,260 LF of 8-inch gravity line north of and along 1-35 N. Anticipated growth based on Land Use Plan. ITEM NO. ITEM DESCRIPTIONESTIMATED UNIT TOTAL QUANTITY COST 1 8" Gravity Line LF 6,250 $ 230 $ 1,441,000 2 Standard Manhole (60" DIA.) EA 13 $ 46,100 $ 600,000 3 Surface Replacement LF 6,250 $ 515 $ 3,220,000 4 Traffic Control LS 1 $ 49,000 $ 49,000 5 SWPPP LS 1 $ 68,000 $ 68,000 SUBTOTAL $ 5,378,000 MOBILIZATION (5%) $269,000 CONTINGENCY (30%) $1,614,000 TOTAL CONSTRUCTION $7,270,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $1,818,000 ESTIMATE TOTAL PROJECT COST $9 088 000 Project Location: y� 2050 S-9 A I SCHHEIRTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Friesenhahn Lane 8" Date: August 2024 Project Number: 2050-S2 Project Category: Waste Water Phase: 2050 CIP Type: Growth Project Description: Justification: Approximately 4,460 LF of 8-inch gravity line, along Friesenhahn Ln. Anticipated growth based on Land Use Plan. ITEM • ITEM DESCRIPTIONESTIMATED QUANTITY UNIT COST • 1 8" Gravity Line LF 4,460 $ 230 1 $ 1,028,000 2 Standard Manhole (60" DIA.) EA 9 $ 46,100 $ 415,000 3 Surface Replacement LF 4,460 $ 515 $ 2,298,000 4 Traffic Control LS 1 $ 35,000 $ 35,000 5 SWPPP LS 1 1 $ 68,000 $ 68,000 SUBTOTAL $ 3,844,000 MOBILIZATION (5%) $193,000 CONTINGENCY (30%) $1,154,000 TOTAL CONSTRUCTION $5,200,000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $1,300,000 ESTIMATE TOTAL PROJECT COSTI $6,600,000 Project Location: 6' 1205O S-2 y" Cn.na1 �Q Ogden �:� . SCHHERTZ Ca ital Improvement Plan Estimate of Probable Cost Project Name: Schaefer Road 8" - Section 3 Date: August 2024 Project Number: 2050-S3 Project Category: Waste Water Phase: 2050 CIP Type: Growth Project Description: Justification: Approximately 3,910 LF of 8-inch gravity line from Schaefer Rd north Anticipated growth based on Land Use Plan. parallel to Authority Ln. ITEM • ITEM DESCRIPTIONTOTALQUANTITY ESTIMATED UNIT COST 1 8" Gravity Line LF 3,910 1 $ 230 $ 901,000 2 Standard Manhole (60" DIA.) EA 8 $ 46,100 $ 369,000 3 Surface Replacement LF 3,910 $ 515 $ 2,014,000 4 Traffic Control LS 1 $ 31,000 $ 31,000 5 SWppp LS 1 1 $ 68,000 $ 68,000 SUBTOTAL $ 3,383,000 MOBILIZATION (5%) $170,000 CONTINGENCY (30%) $1,015,000 TOTAL CONSTRUCTION $4,570,000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $1,143,000 ESTIMATE TOTAL PROJECT COSTI $5,713 000 Project Location: 205O S-3 d 4- 1 I Rd fie, 5egin.o SCHHERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Corbett JH 8" Date: August 2024 Project Number: 2050-S4 Project Category: Waste Water Phase: 2050 CIP Type: Growth Project Description: Justification: Approximately 1,930 LF of 8-inch gravity line, south of Corbett Junior Anticipated growth based on Land Use Plan. High School and north of Lower Seguin Rd. ITEM NO. ITEM DESCRIPTION ESTIMATED UNIT QUANTITY COST TOTAL 1 8" Gravity Line LF 1,930 $ 230 $ 445,000 2 Standard Manhole (60" DIA.) EA 4 $ 46,100 $ 185,000 3 Surface Replacement LF 1,930 $ 515 $ 995,000 4 Traffic Control LS 1 $ 15,000 $ 15,000 5 SWPPP I LS 1 $ 68,000 $ 68,000 SUBTOTAL $ 1,708,000 MOBILIZATION (5%) $86,000 CONTINGENCY (30%) $513,000 TOTAL CONSTRUCTION $2,310,000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $578,000 ESTIMATE TOTAL PROJECT COSTI $2 888,000 Project Location: n] li 2050 S-4 1 da �k CHHERT Capital Improvement Plan Estimate of Probable Cost Project Name: Lower Seguin Road 8" Date: August 2024 Project Number: 2050-S5 Project Category: Waste Water Phase: 2050 CIP Type: Growth Project Description: Justification: Approximately 830 LF of 8-inch gravity line along Lower Seguin Rd. Anticipated growth based on Land Use Plan. ITEM • ITEM DESCRIPTIONTOTALESTIMATED QUANTITY UNIT COST 1 8" Gravity Line LF 830 $ 230 $ 192,000 2 Standard Manhole (60" DIA.) EA 2 $ 46,100 $ 93,000 3 Surface Replacement LF 830 $ 515 $ 428,000 4 Traffic Control LS 1 $ 8,000 $ 8,000 5 SWPPP LS 1 $ 68,000 $ 68,000 SUBTOTAL $ 789,000 MOBILIZATION (5%) $40,000 CONTINGENCY (30%) $237,000 TOTAL CONSTRUCTION $1,070,000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $268,000 ESTIMATE TOTAL PROJECT COSTI $1 338,000 Project Location: 205O S-5 r7 ct Bast ,. V Rdli(IU�rSz. t}�h r SCHHERTZ t_- _ F11-1111 Capital Improvement Plan Estimate of Probable Cost Project Name: 1-10 8" - Section 2 Date: August 2024 Project Number: 2060-S6 Project Category: Waste Water Phase: 2050 CIP Type: Growth Project Description: Justification: Approximately 2,220 LF of 8-inch gravity line north of and parallel to Anticipated growth based on Land Use Plan. IH-10. ITEM • ITEM DESCRIPTIONTOTALESTIMATED UNIT QUANTITY COST 1 8" Gravity Line LF 2,220 Is 230 1 $ 512,000 2 Standard Manhole (60" DIA.) EA 5 $ 46,100 $ 231,000 3 Surface Replacement LF 2,220 $ 515 $ 1,144,000 4 Traffic Control LS 1 $ 18,000 $ 18,000 5 SWPPP LS 1 $ 68,000 $ 68,000 SUBTOTAL $ 1,973,000 MOBILIZATION (5%) $99,000 CONTINGENCY (30%) $592,000 TOTAL CONSTRUCTION $2,670,000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $668,000 ESTIMATE TOTAL PROJECT COSTI $3,338 000 Project Location: l l 2030 S$ SCHHERTZ n Capital Improvement Plan Estimate of Probable Cost Project Name: Cypress Point Lift Station Upgrade Date: August 2024 Project Number: 2050 SI-1 Project Category: Waste Water Phase: 2050 CIP Type: System Improvement Project Description: Justification: Cypress Point LS upgrade to firm capacity of 1,260 gpm. To follow TCEQ requirement of Peak flow not to ibuildout exceed firm capacity. This upgrade is based on flow of 1,233 gpm. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 Upgrade Lift Station (-250 gpm) LS 1 $ 865,000 $ 865,000 SUBTOTAL $ 865,000 MOBILIZATION (5%) $44,000 CONTINGENCY (30%) $260,000 TOTAL CONSTRUCTION $1 170,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $293,000 ESTIMATE TOTAL PROJECT COST $1,463 000 Project Location: 2050 SI-1 corbyn A C ..ti ir� Y' � I -4 .� T SCHHERLa Capital Improvement Plan Estimate of Probable Cost Project Name: Decommission Schertz Parkway Lift Station Date: August 2024 Project Number: 2050 SI-2 Project Category: Waste Water Phase: 2050 CIP Type: Lift Station Removal Project Description: Justification: Schertz Pkwy LS to go offline. To convey flow to a new CCMA's line which will be built by 2050. ITEM •ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 Decommission Lift Station LS 1 $ 139,0001 $ 136,000 SUBTOTAL $ 136,000 MOBILIZATION (5%) $7,000 CONTINGENCY (30%) $41,000 TOTAL CONSTRUCTION $190,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $48,000 ESTIMATE TOTAL PROJECT COST $238 000 Project Location:, s� � n3 ~ � \ 4 p I city SCHHERTZ ni Capital Improvement Plan Estimate of Probable Cost Project Name: Decommission Park Lift Station Date: August 2024 Project Number: 2050 SI-3 Project Category: Waste Water Phase: 2050 CIP Type: Lift Station Removal Project Description: Justification: Park LS to go offline; install approximately 2,300 LF of 8-inch Per City request. gravity line to connect to the line along E Aviation Blvd. ITEM NO. ITEM DESCRIPTIONCOST ESTIMATED QUANTITY TOTAL 1 Decommission Lift Station LS 1 1$ 136,000 $ 136,000 2 8" Gravity Line LF 2,300 $ 230 $ 530,000 3 Standard Manhole (60" DIA.) EA 5 $ 46,100 $ 231,000 4 Surface Replacement LF 2,300 $ 515 $ 1,185,000 5 Traffic Control LS 1 $ 18,000 $ 18,000 6 SWPPP LS 1 $ 68,000 $ 68,000 SUBTOTAL $ 2,168,000 MOBILIZATION (5%) $109,000 CONTINGENCY (30%) $651,000 TOTAL CONSTRUCTION $2,930,000 PS&E & CONSTRUCTION MANAGEMENT (25%) $733,000 ESTIMATE TOTAL PROJECT COST $3,663,000 Project Location: Y Or 12050 SI-2 7h :If- I City, .— I }� 12050SI-3 SCHHERTZ Capital Improvement Plan Estimate of Probable Cost Project Name: Decommission Cover's Cove Lift Station Date: August 2024 Project Number: 2060 SI-4 Project Category: Waste Water Phase: 2050 CIP Type: Lift Station Removal Project Description: Justification: Cover's Cove LS to go offline. Per City request. ITEM • ITEM DESCRIPTIONESTIMATED •TOTAL QUANTITY 1 Decommission Lift Station LS 1 $ 136,000 1 $ 136,000 SUBTOTAL $ 136,000 MOBILIZATION (5%) $7,000 CONTINGENCY (30%) $41,000 TOTAL CONSTRUCTION $190,000 PS&E & CONSTRUCTION MANAGEMENT (25%)l $48,000 ESTIMATE TOTAL PROJECT COST $238 000 Project Location: Corbyn 12050SI-4 }- • Ogden ORDINANCE 25-S-010 EXHIBIT B 1 of 2 O m 'p Corbyn 993 ff fl roo Pa I Po II" Garden Ridge tti5` /NT-W6 J _ F v 050=W2 0 F� NT=W5 2030-W1 2050,W6 a `802ff �edRd Santa Clara 2030-W6 h / � o Pa o Selma t� Ciboio Olympia Hills Pa Golf and Conference t ,QJ W'atstz „o Center w FM 78 t•, FM 78 E :. 2050-W4 NT-W8 F„ 2g w 870ff Universal City — 2030-W70 A ` 1nee d 2050-W5 1Fe� a NT'W1 °s NT=W9 2030`W2 1 LOIN er 5e9o,n Rd NT„W2 2030-W3 ser Se9u ° Rd o `� PP 205d�W1 a Randolph Air I Force Base r Sc Z . Randolph Oak Golf Course t 4^ l` gy _ P Converse NT-W4. 2050-W81 NT=W3_. 103047 e 1 2050-W3 ` 030-W4 +' 2030W9' 1 NT=W7 0 f604 Fr`en V .._ '� _ _ 4 Legend MOM . Fa 2050—VV7 Pump Station Improvements -2030-W5 a Proposed PRV e 2030-W9 Water Line Improvements City Limits/ETJ 235ff NT-W7 aP'OD� — Existing Water Lines k� O Water CCN Boundary W elrh old 2030-W8 a Anticipated Development m 2022 - 2050 WATER MASTER PLAN MAP " W+E s LanPlanning Engineering SSCCCIE R TZ 0 3,500 7,000 14,000 Program Management COMMUmM. SERVICE OPPORTUNITY. Feet ORDINANCE 25-S-010 EXHIBIT B 2 of 2 ° a r �c _ O 2050 S-1 .5 g 2030 SI.1 Cor6yn � 2050 S-2 + 2050 SI-1 { 916 �NT-S7 2030 SI-2 Garden Rid 2030-S3 NT-S2 agden s - 2030-S4 _. / 2050 SI-4 NT Sl-1 NT-S3 u as2 % n 2030 SI-6 P6 NT-S4 2030 SI-7 a 1802ft �ep9- 2030-S2 2030-S1 2030 SI-5 Santa Clara NT S5 \\\\ va\\e� 2so �o 2030-S5 2030 SI-3 C J' %G SN d P' % ? Cibvlo 6 sry W gec9ta ■ c - W FM -ra d \ �Y T ^O •,\� � FM 7a E Legend nY t *rZt�_ i 2050 S-3 sd p outfall 2050 SI-3 pg\3�e 2030-S6 Force Main 6p9 fF NT SI-2 ° Q Sewer CCN Boundary Z NT-S6 t City Limits / ETJ oiler Segui^Rd Lift Station Randolph Al• :� No Improvement Fm:e gale 2050 S-4 2030-S9 be Lift Station CIP 2050 S-5 °u15e u �P Gravity Line 2030-S8 �- No Improvement Wastewater CIP NT SI-3 ` 1 2030-S14 y,� 2030-S10 i. al Cdrner 2030-S11 is r hd L r 2030-S12 } NT-S7 2030-S73 0 � y o` Ra �� Q� ea 2050 S-6 N P trh°ld Yip 2030-S15 WASTEWATER MASTER PLAN MAP N W+E LanPlanning lr r�, S Engineering ��CHIERx"II Z 0 3,750 7,500 15,000 Program Management COMMUNnY. SERVICE. OPPORTUM .. Feet