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RES 1741 01/13/2026 2025 South Sanitary Sewer Master Plan'- A� Q r=o rnn6TI116 CA M.�-_ r.e-.X-P s � . - Resolution No. 1741 A RESOLUTION OF THE CITY- COUNCIL OF THE CITY OF CIBOLO, TEXAS; APPROVING .`AND ADOPTING THE 2025 SOUTH SANITARY SEWER MASTER PLAN; PROVIDING FOR :IMPLEMENTATION AND PROVIDING AN EFFECTIVE -DATE WHEREAS, in:2024, the City of Cibolo (City) and: &een Valley Special Utility District . (GVSUD) entered into a Comprehensive Settlement Agreement (CSA) to swap a portion of their_ respective Certificate of Convenience and Necessity (CCN) areas; and, WHEREAS, °in conjunction with this Master Plan, Freese and Nichols submitted-- a 13.248 petition :to the Public. Utility Commission of Texas (PUC) for the adoption of the CSA and proposed modifications to the CCNs of each _utility; and, WHEREAS; the area assessed as a part -of this Master Plan is referred to as the South Sanitary Sewer (SSS) area due to its relative location to the existing sewer -service area; the area is entirely within the City's Extra -territorial Jurisdiction (ETJ). and is partially comprised_ of areas incorporated in Cibolo's city limits; and WHEREAS, The South Sanitary Sewer drainage area is divided into two natural drainage basins: the northern basin that generally flows east; referred to in this Master Plan as Cibolo Creek Municipal Authority (CCMA)—North'Basin.(North), and the southern basin that generally flows south and west,_ referred to in this Master Plan as CCMA — South Basin (South); and WHEREAS, the Master Plan identifies the short-; medium- and long-term infrastructure needs in each basin; and WHEREAS,. the City Council fords it to .be in the best interest of the City and its current and future residents to adopt this Master Plan as set forth in the Attached Exhibit A. NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF CIBOLO, TEXAS; THAT: Section 1.:The recitals contained in the preamble hereof are hereby -found to be true, and such. recitals. are hereby made a part of this Resolution for all purposes and are- adopted as part of the judgment and finding of the City Council. Section 2. The 2025 SOUTH SANITARY SEWER MASTER PLAN attached as Exhibit A is hereby adopted. Section 3. Implementation. City staff is hereby directed to take all necessary actions to implement this Resolution and Master Plan .through the regular infrastructure project planning, CIP, and land use development processes. Section 4. All resolutions, or parts thereof, which .are in conflict or inconsistent with any provision of this Resolution are hereby repealed to the extent of such conflict, and the provisions of this Resolution shall be and remain. controlling as to the matters resolved herein. Section 5. This Resolution shall -be construed and enforced in accordance with the laws of the State of Texas and the United States of America. Section 6. If any provision of this Resolution or the application thereof to any person or circumstance shall be held to be invalid, the ' remainder of this Resolution and the .application of such provision to other persons and circumstances shall nevertheless be valid, and the City Council hereby declares that this Resolution would have been enacted without such invalid provision. Section 7. It is officially found, determined, and declared that the meeting at which this Resolution 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 Resolution, was given, all as required by -Chapter 551, Texas Government Code, as amended. Section S.. so resolved. This resolution shall be in force and effect from and after its final passage, and it is Peggy Cimics, TRMC City Secretary South Sanitary Sewer Master Plan November 2025 Prepared for: City of Cibolo November 2025 Prepared by: FREESE AND NICHOLS, INC. 9601 McAllister Freeway, Suite 1008 San Antonio, Texas 78216 (210) 298-3800 South Sanitary Sewer Master Plan �� NICHO E City of Cibolo South Sanitary Sewer Master Plan Prepared for: City of Cibolo i .. i• ......................... ! JESSICA B. VASSAR .o', �p1 108934 - 4", 11/24/2025 FREESE AND NICHOLS, NC. TEXAS REGISTERED ENGINEERING FIRM F-2144 ZE OF `TF 11 OF. ItI i. ................ t ! TYLER MAY 91•_ 143071 1i�s NA 111 IONAL � / 111zf- FREESE AND NICHOLS, INC TEXAS REGISTERED ENGINEERING FIRM F-2144 CITY OF CIBOLO 200 South Main Street Cibolo, TX 78108 FREESE AND NICHOLS, INC. 9601 McAllister Freeway, Suite 1008 San Antonio, Texas 78216 FNI Project Number: CIB25124 South Sanitary Sewer Master Plan City of Cibolo TABLE OF CONTENTS 1.0 Background r0,2NICHOLS 1 2.0 Service Area...............................................................................................................................................1 3.0 Land Use and Growth Projections.....................................................................................................4 4.0 Flow Projections.......................................................................................................................................8 5.0 Capital Improvement Plan.................................................................................................................13 LIST OF TABLES Table3-1: Future Land Use...............................................................................................................................4 Table3-2: Projected LUE Growth...................................................................................................................6 Table 4-1: Projected Dry Weather Wastewater Flows........................................................................11 Table 4-2: Projected Wet Weather Wastewater Flows.......................................................................12 LIST OF FIGURES Figure2-1: Study Area........................................................................................................................................2 Figure 2-2: South Sanitary Sewer Basins.....................................................................................................3 Figure3-1: Future Land Use Map...................................................................................................................5 Figure3-2: Growth Zones Map........................................................................................................................7 Figure 4-1: GVSUD Allotted and Purchasable Flows...............................................................................9 Figure5-1: SSS CIP Map...................................................................................................................................14 APPENDICES Appendix A - Opinion of Probable Cost Appendix B - Constructability Evaluation South Sanitary Sewer Master Plan City of Cibolo 1.0 BACKGROUND �7 NICHOLS In 2025, the City of Cibolo (City) contracted with Freese and Nichols Inc. (FNI) to prepare the south Sewer Master Plan. This master plan is an assessment of the sewer service area for the purpose of planning future wastewater service and infrastructure. 2.0 SERVICE AREA In 2024, the City and Green Valley Special Utility District (GVSUD) entered into a Comprehensive Settlement Agreement (CSA) to swap a portion of their respective sewer Certificate of Convenience and Necessity (CCN) areas. In conjunction with this Master Plan, FNI submitted a 13.248 petition to the Public Utility Commission of Texas (PUC) for the adoption of the CSA and proposed modifications to the CCNs of each utility. The area assessed as a part of this Master Plan is referred to as the South Sanitary Sewer (SSS) area due to its relative location to the existing sewer service area. The area is entirely within the City's Extra -territorial Jurisdiction (ETJ) and is partially comprised of areas incorporated in Cibolo's city limits. In general, the area is bounded by FM 78 to the north, Cibolo Creek to the west, Stone Road to the east, and Interstate-10 to the south. Pfannsteil Road serves as the eastern boundary north of Lower Seguin Road, and the western edge of properties along Stolle Road serve as the eastern boundary for the area south of Lower Seguin Road. The total area encompasses 5,851 acres and is illustrated in Figure 2-1. The South Sanitary Sewer drainage area is divided into two natural drainage basins: the northern basin that generally flows east, referred to in this Master Plan as Cibolo Creek Municipal Authority (CCMA) — North Basin (North), and the southern basin that generally flows south and west, referred to in this Master Plan as CCMA — South Basin (South). Sanitary sewer flows from the CCMA — North Basin will be routed to the CCMA Odo J. Riedel Regional Water Reclamation Plant (WRP). Flows from the CCMA—South Basin will be routed to the CCMA South WRP. The CCMA North and South basins cover approximately 2,885 acres and 2,966 acres, respectively and illustrated in Figure 2-2. FIGURE 2-1 CITY OF CIBOI.O SOUIII SANITARY SEWER STUDY AREA LEGEND Road Q Study Area Railroad City Limits Steam L ETJ VJeter RNCY County Parcel CCN Tnansf.r ao Area r1FREESE 4®0 111MICHOLS M F.. 1 FIGURE 2-2 CITY OF CIBOLO SOUTH SANITARY SEWER BASIN', LEGEND x `_ z� RoW O ETJ -�-+ Railroad j. _ I County —��- L Seem Se.A. mter9 y O Edalinp Service Area ^�� 100-Year O CCMA -NoM Flood Zone O CCMA - South umds .o 011MFREESE BNKHOLS e o ssoa SCAL��E IN FEET 1 South Sanitary Sewer Master Plan City of Cibolo 3.0 LAND USE AND GROWTH PROJECTIONS Land Use r --� NICHOLS The existing land use of the SSS drainage areas is largely undeveloped, and large tracts occupied by landowners with arable land. The total area encompasses 5,851 acres. The future land use forthe SSS was developed as a partof the 2024 Cibolo Tomorrow Comprehensive Plan and made publicly available on the City's online GIS Data Hub. FNI utilized this land use plan to distribute growth according to the future land use and assumed development density: 4 land use equivalents (LUE) per acre was used for residential development, and 5 LUE/acre was used for commercial development. The future land use is illustrated on Figure 3-1 and summarized in Table 3-1. Table 3-1: Future Land Use F(ItUre Land Use Rural ResidentiaUAgriculture Area 1,125 LUFIA,:, 4 Estate Residential 1,985 4 Community Residential 1,527 4 Compact Residential 659 4 Neighborhood Commercial 42 5 Light Industrial/Business Park 50 5 Regional Activity Center 118 5 Public Utility 187 5 Parks and Open Space 44 0 4 South Sanitary Sewer Master Plan City of Cibolo Growth Areas and Growth Projections �7FEES NICHOLS For future projections, the SSS was subdivided into eight growth areas subdivided by major roadways and natural drainage paths. As there are no current plans for drainage improvements in the SSS area, areas that intersected with FEMA 100-yearfloodplain were removed from consideration of future development. Using the land use type from the Comprehensive Plan and the assumed development density described in Section 2, ultimate buildout of each growth area was calculated. Parcels with existing homes and less than 5 acres were removed from the growth projections. Parcels with existing homes and greater than 5 acres were assumed to redevelop and are included in the total buildout calculation. The growth areas were then phased into 5-year, 10-year, and 25-year planning phases beginning in 2027 with 300 LUEs and then a yearly growth of 600 LUEs per year until buildout. The added LUEs were then distributed across each growth area, with prioritized distribution closest to the proposed sewer infrastructure most critical to serve the SSS. Projected LUE growth is summarized below in Table 3-2 and illustrated in Figure 3-2. Table 3-2: Projected LUE Growth Basin 2030 2035 2050 Buildout © rr tr North Total 1,250 2,750 6,350 8,628 ©� err rr r� South`�� Total 850 2,350 7,750 8,131 Total 2,100 5,100 14,100 16,759 6 0 LUEs i� 0`LUES 2,000 LUF_s G row[h Area d 0 LUEs 0 LUEs 020 LUEs 1I 750 LUEs j 1,500 LUEs 2,250 LUEs I091 LUEs r \ Growth Area 500 LUEs 1,250 LUEs ? 100 LUEs 0 LUEs 250 LUEs 2.000 LUEs owth Area 1001 UEs LIJFs G £.IUEs i FIGURE 3-2 CITY OF CIBOLO SOUTH SANITARY SEWER FUTURE GROWTH AREAS n LEGEND Roetl I_ - I Caumy — Railroad S.M. Ares EtlI Stream O SeMU Area CRONTH Pares O CCMA-NOM ARLAS ED City Limits Q CCMA-SamF24 � 4 2 5WTH ECTED O ETJ eo - 3 - 6100 LUEs �e 7100 LUEs FREESE .100 LUEV74NKHOLS6 ]59 LUEs romh Area 750 LUEs 1.500 LUEs M01 LUEs South Sonitory Sewer Master Plan City of Cibolo 4.0 FLOW PROJECTIONS �7FREESE :NICHOLS Following the review of the drainage area, an analysis was performed to determine the average daily dry weather flow and peak wet weather flow that would be generated from each basin and contracted flows from GVSUD. South CCMA WRP Capacity The flows from the South Basin will be conveyed to the CCMA South WRP which is shared by the City of Schertz and the City of Cibolo. The existing permitted capacity and permitted expansion phases of CCMA South WRP are summarized below: • Phase 1 (Existing): 0.5 MGD • Phase 2: 1.0 MGD • Phase 3: 3.0 MGD The existing allotted treatment capacity (0.5 MGD) is currently evenly split between the City of Schertz and the City of Cibolo at 0.25 MGD each. CCMA has requested a permit amendment from TCEQto expand the plant to 6.0 MGD. GVSUD Contracted Flows As a part of the CSA, Cibolo agreed to assign GVSUD 350,000 gallons per day of average flow at no additional cost to GVSUD and the option of purchasing an additional 175,000 gallons per day. GVSUD's allocated flows are phased in accordance to permitted expansions at the CCMA South plant, illustrated in Figure 4-1, and summarized below: • Phase 1— CCMA South WRP Permitted Capacity: 0.5 MGD o Additional GVSUD Allotted Flow: 0.025 MGD o Additional Flow Available for Purchase: 0.025 MGD • Phase 2 — CCMA South WRP Permitted Capacity: 1.0 MGD o Additional GVSUD Allotted Flow: 0.10 MGD (0.125 MGD Total) o Additional Flow Available for Purchase: 0.075 MGD (0.10 MGD Total) • Phase 3 —CCMA South WRP Permitted Capacity: 3.0 MGD o Additional GVSUD Allotted Flow: 0.225 MGD (0.35 MGD Total) o Additional Flow Available for Purchase: 0.075 MGD (0.175 MGD Total) 0 South Sanitary Sewer Master Plan City of Cibolo �7FS NICHOLS 0.6 0.5 0.4 O i 0.3 3 0 LL 0.2 0.1 0 Phase 1 Phase 2 Phase 3 CCMA South W WTP Phase ■Allotted Total ■ Purchasable Total Figure 4-1: GVSUD Allotted and Purchasable Flows Flow Projections Flow projections are the underlying basis for the sizing of conveyance infrastructure. Future flow through a wastewater collection system can be characterized under two categories: waste produced by customers, and rainfall derived inflow and infiltration (RDII). Waste produced by customers is observed to be relatively consistent across the year during dry and wet weather conditions. Consistent with the 2021 Impact Fee Study, an average daily dry weather flow (ADWF) of 245 gallons per day per LUE was assumed for dry weather flow projections. RDII is rainfall that enters into the collection system through spacings or defects during wet weather conditions. RDII response in wastewater systems is variable across geographic locations depending on sub -surface soil conditions, quality of construction installation, asset defects, and many more considerations. Accounting for RDII in greenfield level sewer infrastructure planning can be estimated in terms of gallons of RDII per acre developed, or more simply in terms of a peakingfactor from the ADWF to the peak wet weather flow rate (PW WF). For the purposes of this Master Plan, an ADWF to PWWF peaking factor of 4 was used to size infrastructure. E South Sanitary Sewer Master Plan City of Cibolo r7 WHOLS Though the SSS area is largely undeveloped, projected growth in the North are recommended to be served through the Venado Crossing lift station. Documented in the 2021 Impact Fee, the Venado Crossing development is planned to be built out with 748 LUEs. Flows projected from the Venado Crossing development were assessed using the same criteria as projected growth in the SSS. In utilizing the existing Venado Crossing lift station for additional development in the North SSS, flows were projected for buildout of this development using the same criteria as projected growth in the SSS. The City is contracted to receive flows from GVSUD. From discussion with the Consultant developing the concurrent GVSUD wastewater master plan, flows from GVSUD are expected to be topographically limited to the area along Stolte Road, east of Growth Areas 6 and 8. For the purposes of this Master Plan, contracted flows from GVSUD are assumed to enter the SSS through Growth Area 8. Projected dry weather flows by growth area and basin are summarized in Table 4-1, and projected wet weather flows are summarized in Table 4-2. 10 South Sanitary Sewer Master Plan City of Cibolo rMI N FREESE ICHOLS Table 4-1: Projected Dry Weather Wastewater Flows Basin Flow Projections (MGD) Growth Area 2030 2035 2050 Buildout North 0.48 0.86 1.73 2.29 0.225 0.705 2.250 2.350 South 0.250' 0.805' 2.425' 2.525' tAssumes all GVSUD flow purchases per CSA are realized 11 South Sanitary Sewer Master Plan City of Cibolo r-� NICHOLS Table 4-2: Projected Wet Weather Wastewater Flows Basin Flow Projections (MGD) Growth Area 2030 2035 2050 Buildout North 1.96 3.43 6.96 9.19 0.97 2.94 9.33 9.72 South 1.09' 3.435' 10.205' 10.595�] tAssumes all GVSUD flow purchases per CSA are realized 12 South Sanitary Sewer Master Plan r' NICHO FREESE City of Cibolo 5.0 CAPITAL IMPROVEMENT PLAN A capital improvements plan (CIP) was developed to serve as a roadmap to provide sewer service in the SSS with recommended sizing and phasing of improvements. The recommended improvements will provide the required capacity to meet projected wastewater flows through buildout. The recommended projects for the wastewater system are presented on Figure 5-1. Locations shown for new mains and other recommended improvements are approximate for hydraulic analyses. Specific alignments and sites should be determined as part of the design process. Planning -level cost estimates were developed for the recommended improvements and do not include individual service connections or subdivision lines. The costs are in 2025 dollars and include an allowance for engineering, surveying, and contingencies. Table 5-1 summarizes the costs of the wastewater system CIP. Detailed descriptions of the projects and costs are included in Appendix A. Unit prices shown in the cost summaries are assumed to include direct project costs, overhead, and profit for the contractors. Improvements were phased into the three planning periods in which they become necessary to serve new development. It is recommended that these projects be constructed generally in the order listed; however, development patterns may make it necessary to construct some projects sooner or later than anticipated. The following sections list the projects by phase and provide a description and driverfor each project. 13 South Sanitary Sewer Master Plan r' NICHO E City of Gbolo Table 5-1: CIP Summary Project Number 1 Project Name New Bolton Road Lift Station with 18-inch/15-inch Force Mains (Alignment Option B Cost $ 37,748,848 2 30-inch Bolton Road Trunkline $ 4,371,920 3 8-inch Bolton Road Wastewater Main $ 677,300 4 24-inch South Haeckerville Road Trunkline (Alignment Option B) $ 4,737,712 5 Venado Lift Station Expansion $ 1,150,500 6 30-inch Pfannsteil Lane Trunkline (Alignment Option A) $ 3,653,937 7 24-inch Pfannsteil Lane Trunkline Extension (Alignment Option A) $ 5,317,049 8 18-inch Northwest Venado Wastewater Mains $ 3,816,500 Intermediate Projects 9 Bolton Road Lift Station Expansion $ 3,720,000 10 New Town Creek Lift Station and 20-inch Force Main $ 23,855,300 11 24-inch Bolton Road Trunkline Extension $ 3,845,200 12 New Pfannsteil Lift Station and Force Main $ 4,233,900 13 15-inch East Lower Seguin Road Trunkline $ 3,858,800 14 12-inch Schmoekel Road Wastewater Main $ 1,061,500 15 12-inch East Haeckerville Wastewater Main $ 1,180,600 16 12-inch Venado Crossing Wastewater Main $ 1,023,900 17 18-inch North Haeckerville Road Wastewater Main $ 2,068,600 18 24-inch Haeckerville Trunkline Extension $ 3,621,800 19 18-inch Lower Seguin Road West Extension $ 2,816,200 20 15-inch Lower Seguin Road South Wastewater Extension $ 3,832,600 21 18-inch Concordia Lane Wastewater Mains Term Total $ 2,208,900 $ 8,857,700 i -I 15 South Sanitary Sewer Master Plan City of Cibolo North Basin Short -Term (2030) IF7FREESE MCHOLS The natural topography of the North Basin drains east, away from existing City gravity sewer infrastructure and away from the CCMA Odo J. Riedel Regional WRP. To convey flow to the Reidel WRP, flows will need to be pumped by either existing or new lift stations. South of the Venado Crossing development, and north of Town Creek, is the 1.5 MGD Venado Crossing lift station. The lift station, according to its design plans, has an additional pump slot available for another 1.5 MGD pump to be added. Full buildout of this lift station would have the capacity of 3.0 MGD to convey flows for the Venado Crossing development and any additional adjacent development. Projected peak wet weather flows in the North Basin total 1.96 MGD by 2030, 3.43 MGD by 2035, 6.96 MGD by 2050, and 9.19 MGD in buildout. The existing Venado Crossing lift station wet well and force main are sized for 3.0 MGD and is not deemed viable for further expansion due to site constraints. To accommodate growth in the North Basin, adding an additional 1.5 MGD pump to the Venado Crossing lift station as a part of Project 5 is recommended to serve further buildout of the Venado Crossing development as well as growth in Growth Areas 1 and 2. To service Growth Area 2, the 30-inch Pfannsteil Lane trunkline (Project 6) and the 24-inch Town Creek trunkline (Project 7) are recommended as the major sewer infrastructure to service North Basin south of Town Creek. To convey flows north, across town creek, a 20-inch/10-inch double barrel siphon is recommended as a part of Project 6 so that flows may reach the Venado Crossing Lift Station. To service anticipated growth north of Town Creek in Growth Area 1, an extension of 18-inch to 12-inch wastewater mains are recommended northwest of Venado Crossing (Project 8). This project may be driven by developer growth causing the routing to be modified. All projects identified in this time period are recommended to be completed by 2030 to accommodate projected growth. Medium -Term (2035) By 2035, it is projected that the Venado Crossing lift station, expanded as a part of Project 5, is to be out of capacity. To accommodate projected growth in the North Basin, a 6.2 MGD Town Creek lift station is recommended south of the Venado Crossing development. This lift station is intended to service all flows from Growth Areas 2 and 3 through the Pfannsteil Lane trunkline (Project 6), as well as flows conveyed through the 12-inch East Venado Crossing wastewater main (Project 16). During this planning period, growth is anticipated to increase in Growth Area 2. With the primary infrastructure assumed to be in place as a part of Project 6 and 7, extensions from these trunklines are anticipated. Projects 12 and 13 extend 16 South Sanitary Sewer Master Plan r' NICHO E City of Cibolo service north of Lower Seguin Road. Flows are recommended to be collected via gravity along Lower Seguin Road (Project 13) and conveyed to a proposed 1.1 MGD Pfannsteil lift station (Project 12). The proposed lift station will convey flows to the 30-inch Pfannsteil Lane trunkline. In this planning period, an 18-inch Haeckerville Road wastewater main is recommended as an extension from the Town Creek trunkline (Project 7) to service growth along Haeckerville Road. All projects identified in this time period are recommended to be completed by 2035 to accommodate projected growth. Long -Term (2050) In the long-term planning horizon of 2050, recommended infrastructure is anticipated to near buildout. The sole project in the 2050 planning horizon is the 18-inch Concordia Lane gravity main (Project 21). Due to the number of projects required to service this area, this area is anticipated to develop last. South Basin Short -Term (2030) Flows from the South Basin are recommended to be routed to the South CCMA WRP. For flows to reach the South CCMA WRP, flows must be pumped across Cibolo Creek. The natural location for a regional lift station is near the intersection of Bolton Road and Haeckerville Road. The first recommended project in the South Basin is the Bolton Road lift station (Project 1). The wet well is recommended to be sized for ultimate buildout (9.72 MGD) during the lift station construction in the short-term planning period to allow for the pumps to be replaced rather than an entirely new lift station. At the time of construction, it is also recommended to install an 18-inch/15-inch dual force main as to not replace or add a parallel force main at a later date. The 15-inch will service as the sole operable force main through the first phase of the lift station and sized to accommodate 4.85 MGD of pumped flow. A firm capacity of 4.85 MGD satisfies the projected flows through the 2035 planning period. It is not recommended to install pumps for ultimate buildout at the onset of construction due to lift station operations that would result in either long fill - times or short pump cycles. The 18-inch force main is recommended to be use in tandem with the 15-inch force main in future planning scenarios to maintain reasonable velocities during wet weather conditions. The Bolton Road lift station will serve as the junction point for two primary trunklines: the 30-inch Bolton Road trunkline (Project 2) and the 24-inch Haeckerville Road trunkline. The Bolton Road trunkline is sized to convey buildout peak wet weather flows from Growth Areas 6 and 8, as well as contracted flows from GVSUD east of the SSS. The 24-inch Haeckerville Road trunkline extends north along Haeckerville Road to convey projected buildout flows from Growth Areas 4, 5, 7 as well as the western portions of Growth 17 South Sanitary Sewer Master Plan FRE ESE City of Cibolo OICHOLS Areas 6 and 8. Project 3, the 8-inch Bolton Road Wastewater Main, is an extension off of the Bolton Road trunkline to serve customers immediately east of the trunkline's alignment as well as any customers from GVSUD's service area that may conned as a part of the CSA. All projects recommended in the short-term planning period are recommended to be completed by 2030 to service growth. Medium -Term (2035) Projects identified in the medium -term are largely extensions from the existing trunklines identified for construction by 2030. Development is projected to increase northerly within the South Basin once major conveyance infrastructure is in place. Along Haeckerville Road, the 24-inch trunkline is to be extended to Lower Seguin Road as a part of Project 18. Connecting to the upstream end of the Bolton Road trunkline, west of Stolte Road, the 24-inch Bolton Road extension (Project 11) is recommended to extend sewer service north to receive flows from Growth Area 8 as well as contracted flows from GVSUD. Additional 12- inch gravity sewers along Schmoekel Road (Project 14) and south of Valley View Road (Project 15) is recommended to provide service within Growth Area 6 and 8. With increased flows anticipated due to growth, the pumps at the Bolton Road lift station will be required. The initial pump sizing for 4.85 MGD of peak wet weather flow is projected to be sufficient through the 2035 planning period. With continued growth in the South Basin, an additional pump is recommended to convey ultimate buildout flows (9.72 MGD) as a part of Project 9. Ultimate sizing of the lift station should be evaluated again in the future to confirm development patterns and densities. Long -Term (2050) In the long-term planning horizon of 2050, recommended infrastructure is anticipated to near buildout. Two projects identified in this planning period extend service to Growth Areas projected to not grow significantly until the 2050 planning scenario. The 18-inch Lower Seguin Road West extension (Project 19) extends sewer service to Growth Area 4 by connecting to the 24-inch/18-inch Haeckerville trunkline extension (Project 18) identified in the 10-year planning period. To serve projected growth south of Lower Seguin Road, a 15-inch/12-inch gravity sewer is recommended as a part of Project 20 to extend north from the 24-inch Bolton Road trunkline extension (Project 11). This project is intended to serve the remaining development within Growth Area 6. 18 South Sanitary Sewer Master Plan FREESE City ofGbolo i-NICHOLS Appendix A Opinion of Probable Cost Appendix A City of Cibolo CIP Cost Summary Project Number 1 Project Name New Bolton Road Lift Station with 18-inch/15-inch Force Mains (Alignment Option B) Cost $ 37,748,848 2 30-inch Bolton Road Trunkline (Alignment Option B) $ 4,371,920 3 8-inch Bolton Road Wastewater Main $ 677,300 4 24-inch South Haeckerville Road Trunkline (Alignment Option B) $ 4,737,712 5 Venado Lift Station Expansion $ 1,150,500 6 30-inch Pfannsteil Lane Trunkline (Alignment Option A) $ 3,653,937 7 24-inch Pfannsteil Lane Trunkline Extension (Alignment Option A) $ 5,317,049 8 18-inch Northwest Venado Wastewater Mains $ 3,816,500 Intermediate Projects 9 Bolton Road Lift Station Expansion $ 3,720,000 10 New Town Creek Lift Station and 20-inch Force Main $ 23,855,300 11 24-inch Bolton Road Trunkline Extension $ 3,845,200 12 New Pfannsteil Lift Station and Force Main $ 4,233,900 13 15-inch East Lower Seguin Road Trunkline $ 3,858,800 14 12-inch Schmoekel Road Wastewater Main $ 1,061,500 15 12-inch East Haeckerville Wastewater Main $ 1,180,600 16 12-inch Venado Crossing Wastewater Main $ 1,023,900 17 18-inch North Haeckerville Road Wastewater Main $ 2,068,600 18 24-inch Haeckerville Trunkline Extension $ 3,621,800 Intermediate Totall $ 48,469,600 19 18-inch Lower Seguin Road West Extension $ 2,816,200 20 15-inch Lower Seguin Road South Wastewater Extension $ 3,832,600 21 18-inch Concordia Lane Wastewater Mains CIPTotal Long Term Total $ 2,208,900 $ 8� 119,801,066 City of Cibolo M K ors Capital Improvement Cost Estimate October Construction Project Number: 1 Phase: Sh Project Name: New Bolton Road Lift Station with 18-inch/15-inth Force Mafns (Alignment Option B) Project Description: This project constructs a new liftstation with a firm capacityof 4.85 MGD, and ultimate capacityof 9.7 MGD, near the intersection of Haeckerville Road and Bolton Road. Approximately 5,980 LF of new parallel 15-inch and 18-inch diameter force mains will be constructed and routed to the COMA South Wastewater Treatment Plant, including approximately 250 LF of boring and casing to cross the Cibolo Creek for each new force main. Project Drivers: This project is recommended to convey wastewater flows for the southern partof the South Sanitary Sewer system to the South CCMA Wastewater Treatment Plant. The 12-inch force main is recommended to convey flows for the initial 4.85 MGD sizing of the Haeckerville Lift Station. The 18-inch force main is recommended to be constructed concurrently, sized to convey buildout peak wet weather flows following an expansion of the Haeckerville Lift Station (project 9). Opinion .. • ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 New Bolton Road Lift Station 1 EA $ 19,440,000 $ 19,440,OD0 2 18" Force Main <8 feet deep 5,980 LF $ 270 $ 1,614,600 3 18" Carrier Pipe 250 LF $ 180 $ 45,000 4 36" Boring and Casing 250 LF $ 1,620 $ 405,000 5 15" Force Main < 8 feet deep 5,980 LF $ 225 $ 1,345,500 6 15" Carrier Pipe 250 LF $ 150 $ 37,500 7 30" Boring and Casing 250 LF $ 1,350 $ 337,500 8 Bolton Lift Station Site Preparation 1 LS $ 211,200 $ 211,200 SUBTOTAL: $ 23,436,300 CONTINGENCY 30% $ 7,030,890 SUBTOTAL: $ 30A67,190 MOBILIZATION 5% $ 1,523,360 SUBTOTAL: $ 32,990,550 ENG/SURVEY 18% $ 5,758,299 SUBTOTAL.!$ 37,748,849 Easements $ 2,438,790 City of Cibolo MWICHOE €NICNOLS Capital Improvement Cost Estimate October ProjectConstruction Project Name: 30-Inch Bolton Road Trunkline (Alignment Option B) 15, 2025 Description:Project This project constructs approximately 5,920 LF of a new 30-inch trunkline along Bolton Road, beginningjust east of th. Zuehl Road and Bolton Road intersection and flowing by gravity to the proposed Haeckerville Lift Station (Project 1). Project Drivers: This project is recommended and sized for buildout peak wet weather flows produced by Growth Areas 6 and 8, as well as contracted flows from GVSUD. Opinion ITEM DESCRIPTION ,QUANTITY UNIT UNIT PRICE TOTAL 1 30" Pipe 8-16 feet deep 5,920 LF $ 360 $ 2,131,200 2 60" Diameter Manhole 12 EA $ 35,000 $ 420,000 3 Bolton Road Trunk Line Site Preparation 1 LS $ 182,850 $ 182,850 SUBTOTAL: $ 2,734,050 CONTINGENCY 30% $ 820,215 SUBTOTAL: $ 3,5S4,265 MOBILIZATION 5% $ 177,713 SUBTOTAL: $ 3,731,978 ENG/SURVEY 18% $ 671,756 SUBTOTAL: $ 4,403,734 Easements $ 1,579,230 City of Cibolo �i NICHO�s Improvement Cost Estimate October 15, 2025 -.10 ProjectCapital Construction Project Name: 8-inch Bolton Road Wastewater Main Project Description; This project constructs approximately 1,840 LF of a new 8-inch wastewater main along Bolton Road, beginning at th, Stolte Road and Bolton Road intersection and flowing by gravity west to connect into the proposed Bolton Road lift station (Project 1). Project Drivers: This project is recommended to serve growth out towards Stolte Road along Bolton Road. Sizing of this improvement may be reconsidered in cooridnation with GVSUD, as this line may be used as a connection point to service a portion of GVSUD's contracted flows. Opinion of Probable ITEM DESCRIPTION QUANTIIYJ UNIT I UNIT PRICE TOTAL 1 8" Pipe 8- 16 feet deep 1,840 LF $ 96 $ 176,640 2 48" Diameter Manhole 5 EA $ 25,000 $ 117,500 3 Asphalt Pavement Repair 1,840 LF $ 80 $ 147,200 SUBTOTAL: $ 441,400 CONTINGENCY 30% $ 132,500 SUBTOTAL: $ S73,900 ENG/SURVEY 18% $ 103,400 SUBTOTAL: $ 677,300 Estimated Project Total: $ 677,3it FREESE City of Cibolo r�821M�oL OctoberCapital Improvement Cost Estimate Construction Project Number: 4 Phase: Short • r 24-inch South Haeckerville Road Trunkline (Alignment Option B) ®o --- Project Description: This project constructs approximately 8,360 LF of a new 24-inch wastewater trunkline along Haeckerville Road, from Valley View Drive to Bolton Road, Flowing by gravity to the proposed Haeckerville Lift Station (Project 1). Project Drivers: This project is recommended and sized for buildout peak wet weather flows produced by Growth Areas 4, 5, 6 and 8. Opinion . Probable ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 24" Pipe 8- 16 feet deep 7,530 LF $ 290 $ 2,183,700 2 60" Diameter Manhole 15 EA $ 35,000 $ 525,000 Haeckerville Road Trunk Line Site 3 Preparation 1 LS $ 232,700 $ 232,700 SUBTOTAL: $ 2,941,400 CONTINGENCY 30% $ 882,420 SUBTOTAL: $ 3,823,820 MOBILIZATION 5% $ 191,191 $ 4,015,011 ENG/SURVEY 18% $ 722,702 SUBTOTAL: $ 4,737,713 Easements $ 1,992,600 City of Cibolo r7 MICHO�s C Capital Improvement Cost Estimate October 15, 2025 ProjectConstruction Project Name: Venado Lift Station Expansion Description:Project This project expands the existing Venado Lift Station to a firm capacity of 3.0 MGD. One new additional 1.5 MGD pump will be added to the existing two pumps. Project Drivers: This project is recommended to increase capacity of the Venado Lift Station to service growth in Growth Area 1 in the short-term planning period. ProbableOpinion of ITEM DESCRIPTION QUANTITY 1 UNIT 1 UNIT PRICE TOTAL 1 Venado Lift Station -1.5 MGD Pump 1 EA 1 $ 750,OD0 $ 750,000 SUBTOTAL: $ 750,OD0 CONTINGENCY 30% $ 225,000 SUBTOTAL: $ 975,000 ENG/SURVEY 7 18% $ 175,500 SUBTOTAL: $ 1,150,500 ProjectEstimated .. 1,150,500 City of Cibolo MPREESE Q VNKHOLS ProjectCapital Improvement Cost Estimate October 15, 2025 Construction Project Name: 30-inch Pfannsteil Lane Trunkline (Alignment Option A) Description:Project This project constructs approximately 3,645 LF of a new 30-inch wastewater trunkline along Pfannsteil Lane, flowing by gravity to the expanded Venado Lift Station (Project 5). Approximately 820 LF each of 10-inch and 24-inch siphons will be constructed across the low elevation crossing of Town Creek near Pfannsteil Lane. Project Drivers: This project is recommended to convey wastewater flows north to the expanded Venado Lift Station (Project 5), connecting the lower portion of the COMA - North basin across the Town Creek allowing for increased capacity to serve future growth. The 24/10-inch siphon is recommended and sized to convey buildout peak wet weather flows. Opinion .bab ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 30" Pipe 8-16 feet deep 3,645 LF $ 360 $ 1,312,200 2 60" Diameter Manhole 7 EA $ 35,000 $ 245,000 3 24" Siphon 820 LF $ 360 $ 295,200 4 10" Siphon 820 LF $ 150 $ 123,000 5 Siphon Inlet Structure 1 LS $ 100,000 $ 100,000 6 Siphon Outfall Structure 1 LS $ 50,000 $ 50,000 7 30-inch Pfannsteil Lane Site Preparation 1 LS $ 143,140 $ 143,140 SUBTOTAL: $ 2,268,540 CONTINGENCY 30% $ 680,562 SUBTOTAL: $ 2,949,102 MOBILIZATION 5% $ 147,455 SUBTOTAL: $ 3,096,557 ENG/SURVEY 18% $ 557,380 SUBTOTAL: $ 3,653'937 Easements $ 1,291,680 City of Cibolo NICHOLS Capital Improvement Cost Estimate October Construction Project Number: 7 Phase: Short Project Name: Project 24-inch Pfannsteil Lane Trunkline Extension (Alignment Option A) Description: L®e 15, 2025 This project constructs approximately 8,450 LF of a new 24-inch gravity sewer line, flowing by gravity east from Haeckerville Road to Pfannsteil Lane to connect into the proposed 30-inch trunkline along Pfannsteil Lane (Project 6). Project Drivers: This project is recommended and sized for buildout peak wet weather flows produced by Growth Areas 2, and 3. ProbableOpinion of ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 24" Pipe 8-16 feet deep 8,450 LF $ 290 $ 2,450,500 2 60" Diameter Manhole 17 EA $ 35,000 $ 595,000 24-inch Pfannsteil Lane Trunkline Extension 3 Site Preparation 1 LS $ 255,580 $ 255,580 SUBTOTAL: $ 3,301,080 CONTINGENCY 30% $ 990,324 SUBTOTAL: $ 4,291.404 MOBILIZATION 5% $ 214,570 SUBTOTAL: $ 4,505,974 ENG/SURVEY 18% $ 811,076 SUBTOTAL: $ 5,317,050 Easements $ 2,282,580 FREESE City of Cibolo INKHOL �iNICNOLS S-1 Capital Improvement Cost Estimate October 15, 2025 ProjectConstruction Project Name: b18-inch Northwest Venado Wastewater Mains Description:Project This project constructs approximately 9,910 LF of new 18-inch, 15-inch, and 12-inch wastewater mains, beginning east of the Green Valley Park neighborhood, routing around the Falcon Crest Estates, and flowing by gravity southeast into the expanded Venado Lift Station (Project 5). Project Drivers: This project is recommended and sized for buildout peak wet weather flows produced by Growth Area 1. Opinion of Probable ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 18" Pipe 8-16 feet deep 5,840 LF $ 216 $ 1,261,440 2 15" Pipe 8-16 feet deep 1,760 LF $ 180 $ 316,800 3 12" Pipe 8-16 feet deep 2,310 LF $ 144 $ 332,640 4 Asphalt Pavement Repair 1,675 LF $ 80 $ 134,000 5 60" Diameter Manhole 8 EA $ 35,000 $ 290,500 6 48" Diameter Manhole 6 EA $ 25,000 $ 152,500 SUBTOTAL: $ 2,487,900 CONTINGENCY 30% $ 746,400 SUBTOTAL: $ 3,234,300 ENG/SURVEY 18% $ 582,200 SUBTOTAL: Estimated Project Total:it $ 3.816.500 City of Cibolo M NICHOLSCapital y®o Improvement Cost Estimate October 15, 2025J ProjectConstruction Project Name: Bolton Road Lift Station Expansion Project .- This project expands the proposed Bolton Road lift station (Project 1) to a firm capacity of 9.72 MGD. One additional 4.85 MGD pump is recommended for the triplex lift station. Project This project is recommended to increase capacity of the Bolton Road lift station to meet projected buildout peak wet weather flows. opinion of Probable Construction Cost ITEM I DESCRIPTION QUANTITY 1 UNIT UNIT PRICE TOTAL 1 4.85 MGD LS Pump 1 EA $ 2,425,000 $ 2,425,000 SUBTOTAL: $ 2,425,000 CONTINGENCY 30% $ 727,500 SUBTOTAL: $ 3,152,500 ENG/SURVEY 18% $ 567,500 SUBTOTAL: $ 3,720,000 Estimated Project Total:000 CityFREESE of Cibolo M WICHOLS ®o Capital Improvement Cost Estimate October 15, 2025 Construction Project Number: 10 Phase: Medium Project Name: New Town Creek Lift Station and 20-inch Force Main Project .- This project constructs a new lift station with a firm capacity of 6.2 MGD near the intersection of Arizpe Road and Pfannsteil Lane, southeast of the Venado Lift Station. Approximately 9,970 LF of a new 20-inch diameter force main will be constructed and routed to the City's existing sewer collection system. Project Drivers: project is recommended to increase the conveyance capacity within the North Basin to serve future growth in Growth Areas 1, 2, and 3. Opinion of Probable ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 New 6.2 MGD Town Creek Lift Station 1 EA $ 12,400,000 $ 12,400,000 2 20" Force Main < 8 feet deep 9,970 LF $ 300 $ 2,991,000 3 Asphalt Pavement Repair 2,000 LF $ 80 $ 160,000 SUBTOTAL: $ 15,551,000 CONTINGENCY 30% $ 4,665,300 SUBTOTAL: $ 20,216,300 ENG/SURVEY 18% $ 3,639,000 SUBTOTAL: $ 23,855,300 Estimated Project Total: $ 00 oc 0 City of ciboto NICE OLS Improvement Cost Estimate October 15, 2025 Construction Project Number: 11 Phase: ProjectCapital 24-Inch Bolton Road Trunkline Extension Medium ProjectDescription; This project constructs approximately 6,180 LF of a new 24-inch trunkline, flowing by gravity south into the proposed 30-inch trunkline (Project 2), connecting at Bolton Road. Project Drivers: This project is recommended and sized for buildout peak wet weather flows produced by Growth Areas 6 and 8, as well as contracted flows from GVSUD. Opinion of Probable. ITEM DESCRIPTION QUANTITY UNIT I UNIT PRICE TOTAL 1 24" Pipe 8-16 feet deep 6,180 LF $ 290 $ 1,792,200 2 48" Diameter Manhole 9 EA $ 25,000 $ 220,000 3 Asphalt Pavement Repair 6,180 LF $ 80 $ 494,400 SUBTOTAL: $ 2,506,600 CONTINGENCY 30% $ 752,000 SUBTOTAL: $ 3,258,600 ENG/SURVEY $ 586,600 SUBTOTAL: $ 3,845.200 Estimated Project Total: $ 00 0 City of Cibolo %7�NICHOLS 4® Capital Improvement Cost Estimate October 1S, 202S Construction Project Project Number: 12 Phase: Name: New Pfannsteil Lift Station and Force Main Medium Project Description: This project constructs a new 1.0 MGD Lift Station and approximately 860 LF of new 15-inch gravity line and 3,780 LF of new 8-inch force main that will flow north from Lower Seguin Road along Pfannsteil Lane to connect into the proposed 30-inch trunkline along Pfannsteil Lane (Project 6). Drivers:Project This project is recommended to serve growth along Lower Seguin Road. Opinion ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 New 1.0 MGD Pfannsteil Lift Station 1 EA $ 2,000,000 $ 2,000,000 2 8" Force Main < 8 feet deep 3,800 LF $ 120 $ 456,000 3 Asphalt Pavement Repair 3,800 LF $ 80 $ 304,000 SUBTOTAL: $ 2,760,000 CONTINGENCY 30% $ 828,000 SUBTOTAL: $ 3,598,000 ENG/SURVEY 18% $ 645,900 SUBTOTAL: $ 4.233.900 Estimated Project Total: $ 00 City of Cibolo NICHOLS 3 <„e e 4� improvementOctober Medium— Project15-inch East Lower Seguin Road Trunkline Project Description: This project constructs approximately 2,200 LF of new 15-inch and 6,600 LF of new 12-inch lines, flow7gravityeast from Haeckerville Road to Pfannsteil Lane along Lower Seguin Road to connect into the proposed Station (Project 12) ProjectDrivers: This project is recommended to serve growth along Lower Seguin Road. Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 15" Pipe 8- 16 feet deep 2,200 LF $ 180 $ 396,000 2 12" Pipe 8- 16 feet deep 6,600 LF $ 144 $ 950,400 3 Asphalt Pavement Repair 8,800 LF $ 80 $ 704,000 4 48" Diameter Manhole 19 EA $ 25,000 $ 465,000 SUBTOTAL: $ 2,515,400 CONTINGENCY 30% $ 754,700 SUBTOTAL: $ 3,270,100 ENG/SURVEY 18°6 $ 588,700 SUBTOTAL: $ 3,858,800 ProjectEstimated :•0 qa City of Cibolo NICHOLSCapital ®o' Improvement Cost Estimate October - Construction Project .Jium Project Name: 12-inch Schmoekel Road Wastewater Main 11, 2021 Project. - This project constructs approximately 2,430 LF of new 12-inch wastewater main west of Schmoekel Road, flowing by gravity east to connect into the proposed 24-inch wastewater trunkline flowing south towards Bolton Road (Project 11). Project Drivers: This project is recommended to provide wastewater system and serve future growth in Growth Area 8. Opinion of Probable ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 12" Pipe 8-16 feet deep 2,430 LF $ 144 $ 349,920 2 Asphalt Pavement Repair 2,430 LF $ 80 $ 194,400 3 48" Diameter Manhole 6 EA $ 25,000 $ 147,500 SUBTOTAL: $ 691,900 CONTINGENCY 30% $ 207,600 SUBTOTAL: $ 899,500 ENG/SURVEY 18% $ 162,000 SUBTOTAL: Estimated- • $ 1,061,500 1,061,500 City of Cibolo iqi Nic~ors �(7 �apital improvement Cost Estimate October 15, 2025 Construction Project Number: 15 Phase: ProjectName:12-inch East Haeckerville Wastewater Main Medium Project Description: This project constructs approximately 2,710 LF of new 12-inch wastewater main northwest of the Schmoekel Road and Stolte Road intersection and Project 10, flowing by gravity east to connect to the proposed 24-inch wastewater trunkline flowing south towards Bolton Road (Project 11). Project Drivers: project is recommended to provide wastewater system and serve future growth in Growth Area 6. Opinion of Probable. ITEM DESCRIPTION QUANTITY UNITPRICE TOTAL 1 12" Pipe 8- 16 feet deep 2,710 $ 144 $ 390,240 2 Asphalt Pavement Repair 2,710 JEA $ 80 $ 216,800 3 48" Diameter Manhole 7 $ 25,000 $ 162,500 SUBTOTAL: $ 769,600 CONTINGENCY 30% $ 230,900 SUBTOTAL: $ 1,000,500 ENG/SURVEY 18% $ 180,100 SUBTOTAL: $ 1,180,600 ProjectEstimated 1,180,600 City of Cibolo MAVIC1 FREors NI O Capital Improvement Cost Estimate October 15, 2025 ProjectConstruction Project Number: 16 Phase: 12-inch Venado Crossing Wastewater Main Medium Project Description: This project constructs approximately 2,920 LF of a new 12-inch wastewater main, southeast of the Venado Crossing Development, flowing by gravity west into the proposed Town Creek Lift Station (Project 10). Project Drivers: This project is recommended to provide wastewater system and serve future growth in Growth Area 1, east of the Proposed Town Creek lift station (Project 10). Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 12" Pipe 8- 16 feet deep 2,920 LF $ 144 $ 420,480 2 Asphalt Pavement Repair 930 LF $ 80 $ 74,400 3 48" Diameter Manhole 7 EA $ 25,000 $ 172,500 SUBTOTAL: $ 667,400 CONTINGENCY 30% $ 200,300 SUBTOTAL: $ 867,700 ENG/SURVEY 18% $ 156,200 SUBTOTAL: $ 1,023,900 Estimated Project Total: $ 1,023,900 City of Cibolo M ICHOLs 4 0 OctoberCapital Improvement Cost Estimate , Construction Project Number: 17 Phase: Project Name: 18-inch North Haeckerville Road Wastewater Main Medium Project .- This project constructs approximately 4,040 LF of a new 18-inch wastewater main along Haeckerville Road, beginning at Concordia Lane and flowing by gravity south along Haeckerville Road to connect into the proposed 24- inch wastewater trunkline (Project 7). Project Drivers: project is recommended to extend service to Growth Area 3 from the 24-inch Pfannsteil Lane Trunkline Extension (Project 7). Opinion of Probable ITEM DESCRIPTION QUANTITY UNIT I UNIT PRICE TOTAL 1 18" Pipe 8-16 feet deep 4,040 LF $ 216 $ 872,640 2 Asphalt Pavement Repair 4,040 LF $ 80 $ 323,200 3 48" Diameter Manhole 6 EA $ 25,000 $ 152,500 SUBTOTAL: $ 1,348,400 CONTINGENCY 30% $ 404,600 SUBTOTAL: $ 1,753,000 ENG/SURVEY 18% $ 315,600 SUBTOTAL: $ 2,068,600 ProjectEstimated 2,068,600 City of Cibolo FREESE WICHOLS .e ®e Capital Improvement Cost Estimate October 15, 2025 11 Construction Project Number: is Phase: Project Name: 24-inch Haeckerville Trunkline Extension Medium Project Description: This project constructs approximately 6,090 LF of new 24-inch and 18-inch wastewater mains along Haeckerville Road, beginning from Lower Seguin Road and flowing by gravity south to connect into the proposed 24-inch wastewater trunkline at Valley View Road (Project 4). Project Drivers: This project is recommended to extend service to Growth Area 5 from the 24-inch Haekerville Road Trunkline Extension (Project 4). Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 24" Pipe 8- 16 feet deep 3,430 LF $ 290 $ 994,700 2 18" Pipe 8- 16 feet deep 2,660 LF $ 216 $ 574,560 3 Asphalt Pavement Repair 6,090 LF $ 80 $ 487,200 4 60" Diameter Manhole 9 EA $ 35,000 $ 304,500 SUBTOTAL: $ 2,361,000 CONTINGENCY 30°% $ 708,300 SUBTOTAL: $ 3,069,300 ENG/SURVEY 18% $ 552,500 SUBTOTAL: $ 3,621,900 Estimated Project Total: $ :00 City of Cibolo r7OICHOL,s ®t OctoberCapital Improvement Cost Estimate t Construction Project Number: 19 Phase:Long Project Name: 18-inch Lower Seguin Road West Extension Project .- This project constructs approximately 7,200 LF of new 18-inch and 15-inch wastewater mains beginning west of Concordia Lane and east of the Cibolo Creek, flowing by gravity southeast and following Lower Seguin Road to connect into the proposed 18-inch wastewater main at Haeckerville Road (Project 18). Project Drivers: This project is recommended to provide sewer service along Lower Seguin Road, west of Haeckerville Road, and into Growth Area 4. Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 18" Pipe 8-16 feet deep 2,910 LF $ 216 $ 628,560 2 15" Pipe 8- 16 feet deep 4,290 LF $ 180 $ 772,200 3 Asphalt Pavement Repair 625 LF $ 80 $ 50,000 4 48" Diameter Manhole 15 EA $ 25,000 $ 385,000 SUBTOTAL: $ 1,835,900 CONTINGENCY 30% $ 550,800 SUBTOTAL: $ 2,386,600 ENG/SURVEY 18% $ 429,600 SUBTOTAL: $ 2,816,200 Estimated Project Total: $ .. FREESE City of Cibolo ri6MCHOLS OctoberCapital Improvement Cost Estimate ConstructionProject Project15-inch Lower Seguin Road South Wastewater Extension --- Project .- This project constructs approximately 8,590 LF of 15-inch and 12-inch wastewater mains, beginningjust southeast of Carranza Lane and flowing by gravity southeast to connect into the proposed 24-inch wastewater trunkline flowing south to Bolton Road (Project 11). Drivers:Project This project is recommended to provide sewer service within Growth Area 6, south of Lower Seguin Road and east of Haeckerville Road. Opinion of Probable ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 15" Pipe 8-16 feet deep 3,310 LF $ 180 $ 595,800 2 12" Pipe 8-16feet deep 5,280 LF $ 144 $ 760,320 3 Asphalt Pavement Repair 8,590 LF $ 80 $ 687,200 4 48" Diameter Manhole 18 EA $ 25,000 $ 455,000 SUBTOTAL: $ 2,498,400 CONTINGENCY 30% $ 749,600 SUBTOTAL: $ 3,248,000 ENG/SURVEY 18% $ 584,700 SUBTOTAL: ProjectEstimated $ 3,932,700 00 City of Cibolo r7 NicHo�s Improvement Cost Estimate October 15, 2025 ProjectCapital Construction Project Number: 21 Phase: 18-inch Concordia Lane Wastewater Mains Long Project .- This project constructs approximately 5,280 LF of 18-inch, 15-inch, and 12-inch wastewater mains, beginning just southeast of South Main Street and East Schaeffer Road and flowing by gravity south to connect into the proposed 18-inch wastewater trunkline near the intersection of Concordia Lane and Haeckerville Road (Project 17). Project Drivers: This project is recommended to provide sewer service within Growth Area 3 west of Haeckerville Road. Opinion of Probable. ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 18" Pipe 8-16 feet deep 2,310 LF $ 216 $ 498,960 2 15" Pipe 8-16feet deep 2,970 LF $ 180 $ 534,600 3 12" Pipe 8-16 feet deep 550 LF $ 144 $ 79,200 4 Asphalt Pavement Repair 120 LF $ 80 $ 9,600 5 48" Diameter Manhole 13 EA $ 25,000 $ 317,500 SUBTOTAL: $ 1,439,900 CONTINGENCY 30% $ 432,000 SUBTOTAL: $ 1,971,900 ENG/SURVEY 18% $ 337,000 SUBTOTAL: $ 2.208.900 Estimated Project Total: $ •00 South Sanitary Sewer Master Plan r' NIC OLS ESE City of Cibolo Appendix B Constructability Evaluation Appendix B SOUTH SANITARY SEWER MASTER PLAN CONSTRUCTABILITY EVALUATION Prepared for: City of Cibolo November 2025 Prepared by: FREESE AND NICHoLs, INC. 9601 McAllister Fwy, Suite 1008 San Antonio, 7X 78216 210-298-3800 FNI Project No. CIB25124 SOUTH SANITARY SEWER MASTER PLAN CONSTRUCTABILITY EVALUATION Prepared for: City of Cibolo FREESE AND NICHOLS, INC. TEXAS REGISTERED ENGINEERING FIRM F-2144 Prepared by: FREESE AND NICHOLS, INC. 9601 McAllister Fwy, Suite 1008 San Antonio, TX 78216 210-298-3800 FNI Project No. CIB25124 Constructabilit Evaluation \�� FREESE City of Cibolo y% -NICHOLS TABLE OF CONTENTS EXECUTIVE SUMMARY ................................. ........................................................................................................ 1 1.0 INTRODUCTION.......................................................................................................................................... 3 2.0 PROJECT OVERVIEW.................................................................................................................................4 3.0 ALIGNMENT STUDY...................................................................................................................................4 3.1 Alignment Development Overview................................................................................................................. 4 3.2 Town Creek Area.................................................................................................................................................... 5 3.2.1 Town Creek Alignment Option A............................................................................................................6 3.2.2 Town Creek Alignment Option B............................................................................................................8 3.3 Cibolo Creek Area................................................................................................................................................... 9 3.3.1 Cibolo Creek Alignment Option A.......................................................................................................10 3.3.2 Cibolo Creek Alignment Option B........................................................................................................12 4.0 EASEMENTS................................................................................................................................................14 4.1 Town Creek Area..................................................................................................................................................15 4.1.1 Town Creek Alignment Option A.........................................................................................................15 4.1.2 Town Creek Alignment Option B.........................................................................................................15 4.2 Cibolo Creek Area.................................................................................................................................................16 4.2.1 Cibolo Creek Alignment Option A.......................................................................................................16 4.2.2 Cibolo Creek Alignment Option B........................................................................................................18 5.0 PERMITS......................................................................................................................................................19 6.0 CONSTRUCTABILITY...............................................................................................................................21 6.1 Utility Conflicts......................................................................................................................................................21 6.1.1 Town Creek..................................................................................................................................................21 6.1.2 Cibolo Creek.................................................................................................................................................22 7.0 OPINION OF PROBABLE CONSTRUCTION COST............................................................................24 7.1 Cost Estimating Methodology.........................................................................................................................24 7.1.1 Level of Project Definition......................................................................................................................24 7.1.2 Unit Costs......................................................................................................................................................25 7.1.3 Risks and Contingency.............................................................................................................................26 7.2 Cost Opinion...........................................................................................................................................................26 8.0 RECOMMENDATIONS..............................................................................................................................27 9.0 APPENDICES..............................................................................................................................................28 Evaluation City LIST OF FIGURES ®i AFRICIIOLS Figure 1: Town Creek Area — Alignment Options A and B............................................................................1 Figure 2: Cibolo Creek Area — Alignment Options A and B...........................................................................2 Figure 2-1: Town Creek and Cibolo Creek Project Areas..............................................................................4 Figure 3-1: Town Creek Alignment Options A and B.....................................................................................5 Figure 3-2: Town Creek Crossing — Facing North..........................................................................................6 Figure 3-3: Existing Venado Crossing Lift Station..........................................................................................6 Figure 3-4: Town Creek Alignment Option A - Elevation Profile...................................................................7 Figure 3-5: Town Creek Alignment Option B — Elevation Profile..................................................................8 Figure 3-6: Cibolo Creek Alignment Options A and B...................................................................................9 Figure 3-7: Cibolo Creek Crossing at I1-110 Access Road Bridge — Facing North..........................................10 Figure 3-8: Cibolo Creek Alignment Option A— Elevation Profile (Stolte Road to South WWTP)..............11 Figure 3-9: Cibolo Creek Alignment Option A — Elevation Profile (Valley View Drive to Bolton Road LS)..11 Figure 3-10: Cibolo Creek Alignment Option B — Elevation Profile (Stolte Road to South WWTP) ............ 13 Figure 3-11: Cibolo Creek Alignment Option B — Elevation Profile (Valley View Drive to Bolton Road LS)13 Figure 6-1: Overhead Electric Utilities— Pfannstiel Road...........................................................................22 Figure 6-2: Existing Water Main — Pfannstiel Road.....................................................................................22 Figure 6-3: Existing Overhead Electric Lines — Bolton Road........................................................................23 Figure 6-4: Existing Drainage Structure— Bolton Road/Zuehl Road Intersection.......................................23 LIST OF TABLES Table 1: Town Creek Alignment Comparison................................................................................................2 Table 2: Cibolo Creek Alignment Comparison.............................................................................................. 2 Table 3-1: Town Creek Alignment Option A Characteristics.........................................................................7 Table 3-2: Town Creek Alignment Option B Characteristics.........................................................................9 Table 3-3: Cibolo Creek Alignment Option A Characteristics.....................................................................12 Table 3-4: Cibolo Creek Alignment Option B Characteristics......................................................................14 Table 4-1: Easement Acquisition Needs —Town Creek Alignment A..........................................................15 Table 4-2: Easement Acquisition Needs —Town Creek Alignment B..........................................................16 Table 4-3: Easement and Land Acquisition Needs—Cibolo Creek Alignment Option A .............................17 Table 4-4: Easement and Land Acquisition Needs—Cibolo Creek Alignment Option B .............................18 Table 7-1: AACE Generic Cost Estimate Classification Matrix.....................................................................25 Table 7-2: Town Creek and Cibolo Creek Alignment Option A and B Summary .........................................26 Table 8-1: Town Creek Alignments A and B Comparison...........................................................................27 Table 8-2: Cibolo Creek Alignments A and B Comparison..........................................................................27 Constructability Evaluation City of Cibolo , List of Abbreviations BillFREESE NICHOLS Abbreviation CRWA Canyon Regional Water Authority EPA Environmental Protection Agency EST Elevated Storage Tank FAQ Frequently Asked Questions FNI Freese and Nichols, Inc. GIS Geographic Information System GST Ground Storage Tank SUD Special Utility District TAC Texas Administrative Code TCEQ Texas Commission on Environmental Quality WQ Water Quality WTP Water Treatment Plant Constructobility Evaluation FREESE City ofObolo � ��,NIGFIOLS EXECUTIVE SUMMARY This memorandum presents the findings of the sewer main alignment study for the City of Cibolo. The study's primary objective was to evaluate potential sewer main routes at the two locations shown in Appendix A, Town Creek (Northern Area) and Cibolo Creek (Southern Area), considering factors such as easement acquisition needs, permitting requirements, constructability, and construction cost to determine the most suitable alignment in each of the areas. Tables 1-2 and Figures 1-2 compare the alignment characteristics and differences between Town Creek Alignment Options A and B, and Cibolo Creek Alignment Options A and B. Proposed 10-end N' Sin Rai CITY OF CiBOLO h I1 1�iy PROPOSED TOWN CREEK ROUTE ALIGNMENT OPTIONS ru,rnn Ra 4n Svmwn oaa ' Siiesw ugmmnt pw�FN Wmn• Figure 1: Town Creek Area — Alignment Options A and B 1 Constructability Evaluation City of Cibolo Table 1: Town Creek Alignment Comparison r'17 NKMOLS Alignment Characteristics Pipe Length(LF) Alignment A 13,735 Alignment B 13,750 Easement Acquisition (SF) 264,760 264,960 Easement Costs $3,574,260 $3,576,960 Properties Impacted 9 10 Number of Inflection Points 4 8 OPCC (Including Easement Costs) $13,047,057 $12,942,657 i 6]]95 sue, 0503 - s 6]]5! r ProPosed iS an, ,O' 'SI` Pr poste a ]5 and 18 •1]96}2 Force Main 165959 S "B.1toS7.Roi � ProPosed 'I s .nd,a Force Main (Bored) c.A 1 63523 6I5n. msev 11f!!! 6]]56 x a . ITY COFITY OF CIBOLO r PR01OSEDCrB0L0CRI.LKR0U1L ALIGNMF.NTOPTION'S LEGEND Read tM 6uoen AYe taPeo.Laoao. +1' iilll� T. PYn F.W \ e ua.AyM Aemnxe Otla+e Fvv ]ran :G yiaan Figure 2: Cibolo Creek Area — Alignment Options A and B Table 2: Cibolo Creek Alignment Comparison Alignment Characteristics Pipe Length(LF) Alignment A 23,950 429,630 Alignment B 25,910 Easement Acquisition (SF) 444,120 Easement Costs $5,815,005 24 $6,010,620 Properties Impacted 22 Number of Inflection Points 17 14 OPCC (Including Easement Costs) $53,912,319 $54,949,947 2 Constructability Evaluation FREESE City of Cibolo \ F-WNICHOLS For the Town Creek Area, FNI recommends selecting Alignment Option A. This option includes fewer inflection points than Alignment Option B. The straighter alignment will improve hydraulic performance and simplify construction, making it a more practical and sustainable option for the City of Cibolo. For the Cibolo Creek Area, FNI recommends selecting Alignment Option B. While this option is longer, it includes fewer inflection points and impacts fewer properties. Minimizing the number of impacted properties will help expedite the easement acquisition process and reduce the chance of potential project delays. The alternate Bolton Road Lift Station location shown in Figure 2 would provide a more direct route for the proposed force mains and would reduce easement acquisition needs along Haeckerville Road. 1.0 INTRODUCTION The purpose of this report is to provide a sewer main alignment analysis for projects proposed in the 5- year planning period of the City of Cibolo South Sanitary Sewer Master Plan. The primary objective of the alignment analysis is to evaluate potential sewer main routes at two locations, Town Creek (Northern Area) and Cibolo Creek (Southern Area), considering factors such as easement acquisition needs, permitting requirements, constructability, and construction costs to determine the most suitable alignment in each of the areas. These two locations were identified due to the existing ground elevations and topography, which naturally divide the service areas and necessitate separate sewer basins. The limits of the northern and southern sewer main service areas are shown in Appendix A— Figure 1. FNi completed a desktop analysis and conducted field visits to perform the route study. The desktop analysis was used to identify feasible routes based on available Geographic Information System (GIS) data. Subsequent field visits were conducted to verify the desktop findings, assess real -world conditions, and gather additional information critical for refining the alignment options. For the desktop study, GIS technology and appraisal district information was used. GIS provided right of way (ROW) widths, existing utility data and jurisdictional areas. The appraisal district was used to determine private property abutting the alignment for easement acquisition. The site visits augmented the GIS data, verifying existing utility locations and confirming potential construction conflicts. The following sections outline the study's analysis of each proposed route, cost estimates, and the final recommendation. 3 Constructability Evaluation FREESE City of Cibolo NICHOLS 2.0 PROJECT OVERVIEW The City of Cibolo is exploring options to provide wastewater service to the area south of FM 78, west of Stolte Road, north of IH 10 and east of Cibolo Creek to support future growth / development. FNI has identified two areas, Town Creek and Cibolo Creek, shown in Figure 2-1, where sewer service will be provided. The sewer mains proposed within the Town Creek Area will flow by gravity connecting to the existing Venado Crossing Lift Station. The sewer mains proposed within the Cibolo Creek Area will flow by gravity to the proposed Bolton Road Lift Station, to be located near the intersection of Bolton Road and Haeckerville Road, and from there, force mains will take the flows to the existing South Wastewater Treatment Plant. Figure 2-1: Town Creek and Cibolo Creek Project Areas 3.0 ALIGNMENT STUDY 3.1 ALIGNMENT DEVELOPMENT OVERVIEW Two (2) alignment options, A and B, were identified for the Town Creek and Cibolo Creek Areas from the GIS/desktop analysis and subsequent site visits. They were analyzed based on the length of pipe, required CI Constructability Evaluation FREESE City of Cibolo '( AOKKOL9 easement acquisition/the number of impacted properties, and the number of inflection points. Inflection points are locations where the proposed sewer main changes direction horizontally, which may create potential points of obstruction during sewer main operation. 3.2 TOWN CREEK AREA The alignment options evaluated for the Town Creek Area are shown in Figure 3-1. Appendix A contains the overall alignments including relevant county limits, parcel data, and existing infrastructure. Filsling �f' �(r✓� ` Vcnado Crossing ? \ \\\ Proposed 10" and V ` 1 / "211 `\f 69705 Sankary Sewer Siphon Lines^\ 69704 o` 41 yi f C B 69673 69691 \ i CITY OF CIBOLO 69 PROPOSED TOWN CREEK ROUTE b, 696161 ALIGNMENT OPTIONS I,F.GENP Rua INlilt Suwon r ',. Sbaun O~A w Paara Opa9nA t F E.wm Srslwn opw 9A,InIe1 fort Man _ 10' W SmM4r \ � �� rfaMy Mai � 17 and Law �c!`�; ♦ \.. ':� ryy.Rr Man r. "a'a�ets AWACH S y®a Figure 3-1: Town Creek Alignment Options A and B Regardless of the alignment option that is selected, the proposed sewer main will be required to cross Town Creek to connect to the existing Venado Crossing Lift Station. Town Creek and the existing Venado Crossing Lift Station are shown in Figures 3-2 and 3-3. FNI recommends installing siphon lines to transport 5 Constructability Evaluation FREESE City of Cibolo ��AICHOLS sewer flows across Town Creek. Per Texas Administrative Code (TAC) §217.53(n)(1)(A), an inverted siphon must include two (2) or more barrels. As such, FNI recommends installation of parallel siphon lines at the Town Creek crossing. While both Alignment Options A and 8 are similar at the Town Creek Crossing and connection to the existing Venado Crossing Lift Station, FNI identified two potential routes for the proposed sewer main between Pfannstiel Road and Haeckerville Road. Each of the routes are further described below. Figure 3-2: Town Creek Crossing — Facing North Figure 3-3: Existing Venado Crossing Lift Station 3.2.1 Town Creek Alignment Option A Alignment Option A starts at Haeckerville Road approximately 0.40 miles north of the Haeckerville Road and Lower Seguin Road intersection. From Haeckerville Road, the sewer main would then travel east until A Constructability Evaluation i �F E� City of Cibolo - it encounters Pfannstiel Lane. The alignment includes bends within Parcel 69621(Schertz-Cibolo-Universal City ISD) to parallel the existing property line and minimize impacts to potential future development within the property. Once the sewer main encounters Pfannstiel Lane, it would be routed north across Arizpe Road and Town Creek to connect to the existing Venado Crossing Lift Station. The elevation profile for Alignment Option A is shown in Figure 3-4. Figure 3-4: Town Creek Alignment Option A - Elevation Profile As shown in Figure 3-4, the existing ground elevation at Haeckerville Road is approximately 670'. The invert of the Venado Crossing Lift Station wet well is 613.50 feet per the design plans developed by Utility Engineering Group dated 8/18/2020. Assuming a minimum of 5 feet of cover over the proposed sewer main, this provides approximately 49.5 feet of elevation drop between the invert of the proposed sewer main at Haeckerville Road and the lowest point of the wet well at the existing Venado Crossing Lift Station. The resulting straight-line slope between the invert of the proposed sewer main at Haeckerville Road and the connection to the Venado Crossing Lift Station wet well is approximately 0.38%. This is well within the allowable slope range dictated by the 30 TAC §217.53(I)(2)(A) for 24-inch to 30-inch sewer mains. The lowest ground elevation for Alignment Option A occurs at the Town Creek crossing. As previously noted, FNI recommends installing parallel siphon lines to maintain flows across the creek. The alignment characteristics for Town Creek Alignment Option A are shown in Table 3-1. Table 3-1: Town Creek Alignment Option A Characteristics Town Creek Alignment Total Pipeline Length (LF) 1 Option 13,735 Easement Acquisition Area (SF) 264,760 Number of Properties Impacted 9 Number of Inflection Points 4 1. Refer to the OPCC in Appendix B for the length associated with each pipe size. 2. See Section 4.0 for Easement Area calculation. 7 Constructability Evaluation FREESE City of Cibolo ( AKllllo�s As noted in Table 3-1, Town Creek Alignment Option A consists of approximately 13,735 LF of proposed sewer main. The anticipated easement acquisition area is 264,760 SF across 9 properties. Town Creek Alignment Option A includes 4 inflection points. 3.2.2 Town Creek Alignment Option B Alignment Option B starts at the corner of Haeckerville Road and Lower Seguin Road. From Haeckerville Road, the sewer main would then travel east until it encounters Pfannstiel Lane. The alignment includes bends within Parcel 69617 (Real, Ralph Emil), 69621 (Schertz-Cibolo-Universal City ISD), 69691 (Schulze, Ryan Edward), and 69704 (Spillers Farm & Ranch LLC) to parallel existing property lines, where possible, and minimize impacts to properties as much as feasible. Once the sewer main encounters Pfannstiel Lane, it would be routed north across Arizpe Road and Town Creek to connect to the existing Venado Crossing Lift Station. The elevation profile for Alignment Option B is shown in Figure 3-5. Figure 3-5: Town Creek Alignment Option B — Elevation Profile As shown in Figure 3-5, the existing ground elevation at Haeckerville Road is approximately 667 feet. The invert of the Venado Crossing Lift Station wet well is 613.50 feet per the design plans developed by Utility Engineering Group dated 8/18/2020. Assuming a minimum of 5 feet of cover over the proposed sewer main, this provides approximately 46.5 feet of elevation drop between the invert of the proposed sewer main at Haeckerville Road and the lowest point of the wet well at the existing Venado Crossing Lift Station. The resulting straight-line slope between the invert of the proposed sewer main at Haeckerville Road and the connection to the Venado Crossing Left Station wet well is approximately 0.36%. This is well within the allowable slope range dictated by the 30 TAC §217.53(I)(2)(A) for 24-inch to 30-inch sewer mains. The lowest ground elevation for Alignment Option A occurs at the Town Creek crossing. As previously noted, FNI recommends installing parallel siphon lines to maintain flows across the creek. The alignment characteristics for Town Creek Alignment Option B are shown in Table 3-2. Constructability Evaluation City of Cibolo Table 3-2: Town Creek Alignment ODtion B Characteristics FREESE .i * A9NII IN" Town Creek Alignment Pipe Length (LF)1 Option 13,750 Easement Acquisition Area (SF) z 264,960 Number of Properties Impacted 10 Number of Inflection Points 8 1. Refer to the Appendix B for the length associated with each pipe size. 2. See Section 4.0 for Easement Area calculation. As noted in Table 3-2, Town Creek Alignment Option B consists of approximately 13,750 LF of proposed sewer main. The anticipated easement acquisition area is 264,960 SF across 10 properties. Town Creek Alignment Option A includes 8 inflection points. 3.3 CIBOLO CREEK AREA The alignment options evaluated for the Cibolo Creek Area are shown in Figure 3-6. Appendix A contains the overall alignments including relevant county limits, parcel data, and existing infrastructure. ''p,.s5�j�{�f 61401 - F-4 fiJ5p2 9 Prop ,s•ana ,a a`ii- ,6wfie l Farcr M tf Il fis939 63395 n3359 cc "` { Bolton Road flit 91a11on na . ��. se8 a ] e- �' 10 . p 1 a IS tl1E =s122 Force Main "-'y''- oT J 6352 / 1658J1 / 6l]56 � Y a CITY OF CIBOLO NOPOSEDCIDOLOCREGK ROL ALIGNMENT OPTIONS 4EGEtlQ wrn � unrul ,MY,n Lpmr CoueY At'¢epwp Oobn.3 �� ® Fvice Wn Ga..ry Nan MpnrArn 0.JmB � Fvice Wn G�mry Man '®e ®FREES E'er INICMOI Figure 3-6: Cibolo Creek Alignment Options A and B A Constructability Evaluation ff.ENMFREESE NICHOLS City of Cibolo As shown in Figure 3-6, gravity sewer mains will transport flows from Bolton Road and Haeckerville Road to the proposed Bolton Road Lift Station at the corner of Bolton and Haeckerville Road. Due to the existing elevation profiles, the gravity sewer mains are limited to the alignment shown along Bolton Road and Haeckerville Road. From the Bolton Road Lift Station, FNI identified two alignment alternatives for the proposed force mains to cross Cibolo Creek (Figure 3-7) and conned to the existing South Wastewater Treatment Plant. FNI also identified a potential alternate Bolton Road Lift Station location that would remove the parallel force mains along Haeckerville Road (Alignment Option B). Figure 3-7: Cibolo Creek Crossing at IH10 Access Road Bridge — Facing North 3.3.1 Cibolo Creek Alignment Option A Alignment Option A includes the installation of a gravity sewer mains along Bolton Road between Stolte Road and Haeckerville Road as well as the installation of a gravity sewer main along Haeckerville Road between Valley View Road and Bolton Road. Based on recent discussions with the City, the proposed sewer main along Bolton Road will be installed within an easement and not under the existing roadway. FNI recommends installing the proposed sewer main along Haeckerville Road within an easement due to 10 Constructability Evaluation FREESE City of Cibolo �NKNOLS existing utilities along the roadway. Easement acquisition needs and existing utility conflicts are discussed further in Section 4.0: Easements and Section 6.1: Utility Conflicts. The gravity sewer mains along Bolton Road and Haeckerville Road will meet at the Bolton Road Lift Station. From the proposed Bolton Road Lift Station, the proposed force mains would be installed southwest within an easement along Bolton Road with bends added prior to the Cibolo Creek crossing to align with the edge of Parcel 190125 (Hime Living Trust DTD 7-25-2017) and minimize impacts to the property owner. Once across Cibolo Creek, the proposed force mains would parallel the northern Parcel 339422 (Gekko International LLC.) property line before crossing Parcel 1303314 (Cibolo Creek Municipal Authority) to connect to the existing South Wastewater Treatment Plan. The elevation profiles for Alignment Option A are shown in Figures 3-8 and 3-9. Stolte Road Cibolo Creek Alignment Option A Elevation Profile Bolton Road us Lift Station \ uo \\a_ $15 6,0 !rte!Ak eos aao sys 5W D..(11,141 lt) Figure 3-8: Cibolo Creek Alignment Option A — Elevation Profile (Stolte Road to South W WTP) Drive I Cibolo Creek Haeckerville Gravity Main Elevation Profile Bolton Road LS \ >,,..K. n snw Figure 3-9: Cibolo Creek Alignment Option A — Elevation Profile (Valley View Drive to Bolton Road LS) As shown in Figure 3-8, the existing ground elevation at Stolte Road is approximately 627 feet, and the existing ground elevation at the proposed Bolton Road Lift Station is approximately 612 feet. The negative slope between Stolte Road and the Bolton Road Lift Station will permit the installation of a gravity sewer main. Additionally, the Bolton Road Lift Station Wet Well will be designed so that the proposed gravity sewer main conforms to the wastewater main slope requirements listed in 30 TAC §217.53(I)(2)(A). The 11 Evaluation city ground elevation at the existing South Wastewater Treatment Plant is approximately 629 feet. As previously noted, the force mains would be installed from the Bolton Road Lift Station across Cibolo Creek to the South Wastewater Treatment Plant. The proposed gravity sewer main route along Haeckerville Road was determined based on the elevation profile. FNI evaluated the installation of the proposed gravity sewer main along Haeckerville Road between Valley View Drive and Bolton Road. Due to the roadway crest located between Parcels 63506 (Michalek, Mark W) and 63502 (Hillert, Conrad J.), installation of a gravity sewer main in this area would be at depths exceeding 30 feet. Gravity mains over 30 feet deep are expensive to install and to maintain. The proposed route behind the properties along Haeckerville Road provides the most optimal elevation profile for gravity sewer main installation which is less than 18 feet. As shown in Figure 3-9, the existing ground elevation at Valley View Drive is approximately 637 feet, which provides a sufficient negative slope to accommodate gravity sewer installation. The alignment characteristics for Cibolo Creek Alignment Option A are shown in Table 3-3. Table 3-3: Cibolo Creek Alignment Option A Characteristics Cibolo Creek Alignment Pipe Length (LF)1 Option 23,950 Easement Acquisition Area (SF) Z 429,630 Number of Properties Impacted 24 Number of Inflection Points 17 1. Refer to the Appendix B for the length associated with each pipe size. 2. See Section 4.0 for Easement Area calculations. As noted in Table 3-3, Cibolo Creek Alignment Option A consists of approximately 23,950 LF of proposed sewer main. The anticipated easement acquisition area is 429,630 SF across 24 properties. Cibolo Creek Alignment Option A includes 17 inflection points. 3.3.2 Cibolo Creek Alignment Option B Similar to Alignment Option A, Alignment Option B includes the installation of a gravity sewer main along Bolton Road between Stolte Road and Haeckerville Road as well as the installation of a gravity sewer main along Haeckerville Road between Valley View Road and Bolton Road. The proposed sewer main along Bolton Road will be installed within an easement and not under the roadway per the City's preference. The proposed sewer main along Haeckerville Road will also require installation within an easement due to existing utilities along the roadway. Easement acquisition needs and existing utility conflicts are 12 Evaluation City N0.01FREESE NICHOLS discussed further in Section 4.0: Easements and Section 6.1: Utility Conflicts. The gravity sewer mains along Bolton Road and Haeckerville Road will meet at the Bolton Road Lift Station. From the Bolton Road Lift Station, the proposed force mains would be installed northwest before crossing Haeckerville Road at Parcel 48420 (Frias, John David & Angelica). Appendix A - Figure 3 includes a potential alternate Bolton Road Lift Station location. The alternate lift station location would provide a more direct route for the proposed force mains and would reduce easement acquisition needs along Haeckerville Road. Once across Haeckerville Road, the proposed force mains would continue southwest across Cibolo Creek before turning to connect to the South Wastewater Treatment Plant. While the Alignment Option B force main route minimizes bends, easement acquisition would be required through the center of several properties significantly impacting the nearby property owners. The elevation profiles for Alignment Option B are shown in Figures 3-10 and 3-11. Figure 3-10: Cibolo Creek Alignment Option B - Elevation Profile (Stolte Road to South W WTP) „Valley View Drive I Cibolo Creek Haeckerville Gravity Main Elevation Profile Bolton Road LS 610 Figure 3-11: Cibolo Creek Alignment Option B - Elevation Profile (Valley View Drive to Bolton Road LS) As shown in Figure 3-10, the existing ground elevation at Stolte Road is approximately 629 feet, and the existing ground elevation at the proposed Bolton Road Lift Station is approximately 612 feet. The negative slope between Stolte Road and the Bolton Road Lift Station will permit the installation of a gravity sewer main. Additionally, the Bolton Road Lift Station Wet Well will be designed so that the proposed gravity 13 Constructability Evaluation r.7 NICHOLS City of Cibolo sewer main conforms to the wastewater main slope requirements listed in 30 TAC §217.53(I)(2)(A). The ground elevation at the existing South Wastewater Treatment Plant is approximately 629 feet. Parallel force mains will transport sewage flows from the Bolton Road Lift Station across Cibolo Creek to the South Wastewater Treatment Plant. The proposed route behind the properties along Haeckerville Road provides the most optimal elevation profile for gravity sewer main installation. As shown in Figure 3-11, the existing ground elevation at Valley View Drive is approximately 637 feet, which provides a sufficient negative slope to accommodate gravity sewer installation. The alignment characteristics for Cibolo Creek Alignment Option B are shown in Table 3-4. Table 3-4: Cibolo Creek Alignment Option B Characteristics 25,910 Easement Acquisition Area (SF) z 1 444,1 Number of Properties Impacted 22 Number of Inflection Points 14 1. Refer to the Appendix B for the length associated with each pipe size. 1. See Section 4.0 for Easement Area calculations. As noted in Table 3-4, Cibolo Creek Alignment Option B consists of approximately 25,910 LF of proposed sewer main. The anticipated easement acquisition area is 444,120 SF across 22 properties. Cibolo Creek Alignment Option A includes 14 inflection points. 4.0 EASEMENTS FNI reviewed available parcel data to determine the properties impacted by Alignment Options A and B at the Town Creek and Cibolo Creek Areas. The preliminary cost per square foot was determined based on recent land sale prices within the Central Texas Area. The following assumptions were made when calculating the easement costs: • Land will cost $15 per square foot. • Permanent easements will be 90% of the land cost. 14 Constructability Evaluation City of Cibolo 4.1 TOWN CREEK AREA 4.1.1 Town Creek Alignment Option A �- AFR IEIICNOLS Table 4-1 includes the estimated easement area and preliminary cost for each property anticipated to be impacted by Town Creek Alignment Option A. The easement area for each property was calculated assuming a 20-foot easement width, except for Parcels 69704, 69705, and 66496 where the easement width was estimated to be 30-foot. The wider 30-foot easement was assumed due to the installation of the parallel siphon lines within the property. These estimates are conservative and will likely be updated as design progresses. Table 4-1: Easement Acauisition Needs —Town Creek Alignment A Affected Affected ID OwnerProperty Affected Cost Total Cost 69621 Schertz-Cibolo-Universal 41115 20 82,300 15 1,111,050 City ISO 69676 aCrrett Legacy Ventures 456 20 9,120 15 123,120 L Makilan, Fidel A. & 69696 Maryjane P. & Patrick 796 20 15,920 15 214,920 Calalang & Ignatius & Terri 69691 Schulze, Ryan Edward 1,262 20 25,240 15 340,740 69687 Pfannstiel, Ray Joy 2,113 20 42,260 15 570,510 SpilLLClers Farm & Ranch 69704 1,975 20 39,500 15 533,250 Farm &Ranch 69704 LLClers 175 30 5,250 15 70,875 69705 Stotle, Clayton L. 528 30 15,840 15 213,840 66496 Stotle, Clayton L. 45 30 1,350 15 18,225 66496 Stotle, Clayton L. 716 20 14,320 15 301,725 66231 DC Venado Crossing 683 20 13,660 15 184,410 i TOTALS:LC 4.1.2 Town Creek Alignment Option B Table 4-2 includes the estimated easement area and preliminary cost for each property anticipated to be impacted by Town Creek Alignment Option B. The easement area for each property was calculated assuming a 20-foot easement width, except for Parcels 69704, 69705, and 66496 where the easement width was estimated to be 30-foot. As previously noted, the wider 30-foot easement was assumed due to 15 Constructability Evaluation FREESE City of Cibolo �� AICHOLS the installation of the parallel siphon lines within the property. These estimates are conservative and will likely be updated as design progresses. Table 4-2: Easement Acquisition Needs —Town Creek Alignment B Property Owner • 69617 Real, Ralph Emil 2,870 20 57,400 15 774,900 Schertz-Cibolo- 69621 Universal City ISO 1,475 20 29,500 15 398,250 69677 Arizpe, Michael J. & 262 20 5,240 15 70,740 Joyce L. Alderete 69678 Arizpe, Michael J. & 171 20 3,420 15 46,170 Joyce L. Alderete 69673 Arizpe, Michael J. R. 819 20 16,380 15 221,130 69691 Schulze, Ryan Edward 2,496 20 49,920 15 673,920 69704 Spillers Farm & Ranch 2,666 320 53,320 15 719,820 LL 69704 Spillers Farm & Ranch 184 30 5,520 15 74,520 LL 69705 Stotle, Clayton L. 509 30 1 15,270 15 206,145 66496 Stotle, Clayton L. 45 30 1,350 15 18,225 66496 Stotle, Clayton L. 757 20 15,140 15 204,390 66231 LC Venado Crossing 625 20 12,500 15 168,750 TOTALS:• $3,576,960 4.2 CIBOLO CREEK AREA 4.2.1 Cibolo Creek Alignment Option A Table 4-3 includes the estimated easement area and preliminary cost for each property anticipated to be impacted by Cibolo Creek Alignment Option A. The easement area for each property was calculated assuming a 20-foot easement width, except for Parcels 48427, 63571, 165959, 190125, 339422, and 1303314 where the easement width was estimated to be 30-feet. The wider 30-foot easement area was assumed to accommodate the parallel force mains. These estimates are conservative and will likely be updated as design progresses. ill city Evaluation Table 4-3: Easement and Land Acquisition Needs - Cibolo Creek Alignment Option A AINICI LS Affected Affected Cost PropertyAffected 63530 Penshorn Cattle Co. LLC 1,582 20 31,640 15 427,140 63401 Chadwell, William David 1,437 20 28,740 15 387,990 63506 Michalek, Mark W. 1,016 20 20,320 15 274,320 63503 Michalek, Rodney A. 136 20 2,720 15 36,720 131336 Michalek, Rodney A. 343 20 6,860 15 92,610 63502 Hillert, Conrad J. 1,049 20 20,980 15 283,230 63426 SA Landon Ridge LP 1,060 20 21,200 15 286,200 200912 SA Landon Ridge LP 2,319 20 46,380 15 626,130 63358 Garza, Holly Pfannstiel 462 20 9,240 15 124,740 187740 Sosa, Ashley Lauren & 75 20 1,500 15 20,250 Gabriel Lee Sosa Sosa, Ashley Lauren & 191026 Gabriel Lee Sosa 428 20 8,560 15 115,560 63395 Kircher, Danalyn Hood 592 20 11,840 15 159,840 63550 Jeffers, Austin & Margaret 204 20 4,080 15 55,080 63356 Kiolbassa, William Ray 128 20 2,560 15 34,560 Holman Sue Bridges & Sue 63393 B Homan Living Trust 792 20 15,840 15 213,840 63522 1 Smith, Phillip E. & J. M. 1,304 1 20 26,080 15 352,080 165631 Smith, Phillip E. & J. M. 146 20 2,960 15 39,420 63523 Smith, Joshua A. 152 20 3,040 15 41,040 48427 Miller, Robert D. & Terri 303 30 9,090 15 122,715 Maturey, Christopher L. & 63571 Roni J. 202 30 6,060 15 81,810 Hime, Jonathon Kraig & 165959 Annie Smith Hime 658 30 19,740 15 266,490 190125 Hime Living Trust DTD 7- 955 30 28,650 15 386,775 25-2017 339422 Gekko International LLC. 2,772 30 83,160 15 1,122,660 1303314 Cibolo Creek Municipal 281 30 8,430 15 113,805 Authority 200912' (Property SA Landon Ridge LP 100 100 10,000 15 150,000 Acquisition) 00 1. The existing Venado Crossing Lift Station area is approximately 80' x 85' per the design plans prepared by Utility Engineering Group on 611812020. The estimated size for the proposed Bolton Road Lift Station area is 100' x 100'. This is a conservative estimate that will likely be revised as design progresses. 17 Constructability Evaluation City of Cibolo 4.2.2 Cibolo Creek Alignment Option B \C' r.7FRIEESIE NICHOLS Table 4-4 includes the estimated easement area and preliminary cost for each property anticipated to be impacted by Cibolo Creek Alignment Option B. The easement area for each property was calculated assuming a 20-foot easement width, except for Parcels 48420, 169486, 190125, and 1303314 where the easement width was estimated to be 30-feet and Parcels 63426 and 200912 (southwest parcel boundary) where the easement width was estimated to be 40-feet. The 30-foot easement was assumed to accommodate the parallel force mains. The 40-foot easement was assumed to accommodate the gravity sewer main and the parallel force mains. These estimates are conservative and will likely be updated as design progresses. i aDie 4-4: easement ana Lana Acquisition Neeas - cmow treeK Alignment Affecte uption u PropertyAffected Affected d Cost Total Cost 63530 Penshorn Cattle Co. LLC 1,582 20 31,640 15 427,140 63401 Chadwell, William David 1,437 20 28,740 15 387,990 63506 Michalek, Mark W. 1,021 20 20,420 15 275,670 63503 Michalek, Rodney A. 136 20 2,720 15 36,720 131336 Michalek, Rodney A. 341 20 6,820 15 92,070 63502 Hillert, Conrad 1. 1,100 20 22,000 15 297,000 63426 SA Landon Ridge LP 459 20 9,180 15 123,930 63426 SA Landon Ridge LP 529 40 21,160 15 285,660 200912 SA Landon Ridge LP 775 40 31,000 15 418,500 200912 SA Landon Ridge LP 1553 20 31,060 15 419,310 63358 Garza, Holly Pfannstiel 463 20 9,260 15 125,010 Sosa, Ashley Lauren & 187740 75 20 1,500 15 20,250 Gabriel Lee Sosa Sosa, Ashley Lauren & 191026 Gabriel Lee Sosa 428 20 8,560 15 115,560 63395 Kircher, Danalyn Hood 592 20 11,840 15 159,840 Jeffers, Austin & 63550 204 20 4,080 15 55,080 Margaret 63356 Kiolbassa, William Ray 127 20 2,540 15 34,290 Holman Sue Bridges & 63393 793 20 15,860 15 214,110 Sue B Homan Living Trust 63522 Smith, Phillip E. & J. M. 1321 20 26,420 15 356,670 165631 Smith, Phillip E. & J. M. 145 20 2,900 15 39,150 63523 Smith, Joshua A. 148 20 2,960 1 15 1 39,960 Frias, John David & 48420 Angelica 501 30 15,030 15 202,905 18 Evaluation W.7 NICHOLS Affected Affected Affecte Property ID Owner Length Width d Cost Total Cost 169486 Jiminez, Roy P. & Irma M. 1,007 30 30,210 15 407,835 190125 Hime Living Trust DTD 7- 774 30 23,220 15 313,470 25-2017 1303314 Cibolo Creek Municipal 2,500 30 75,000 15 1,012,500 Authority 2009121 (Property SA Landon Ridge LP 100 100 10,000 15 150,000 Acquisition) TOTALS:• $6,010,620 1. The existing Venado Crossing Lift Station area is approximately 80'x 85' per the design plans prepared by Utility Engineering Group on 611812020. The estimated size for the proposed Bolton Road Lift Station area is 100' x 100'. This is a conservative estimate that will likely he revised as design progresses. 5.0 PERMITS The anticipated agencies that have regulatory or other jurisdiction or approval authority over the project include federal, state, and local agencies. At this time, FNI has determined the need for coordination with the following agencies and departments for each of the alignment alternatives: Town Creek Alignment Options A & B • Guadalupe County —the following Guadalupe County permits are anticipated to be required: o Right -of -Way (ROW) Permit: Arizpe Road is a County owned roadway. A ROW permit will be required for siphon installation beneath the roadway. o Floodplain Permit: Installation of the proposed siphon lines near Town Creek will be within the floodplain. A floodplain permit will be required prior to siphon line installation. • TCEQ— for wastewater supply expansion permissions and permitting. • U.S. Army Corp of Engineers (USACE)—Town Creek is a Water of the U.S. tributary regulated under Section 404 of the Clean Water Act. Installation of the proposed siphon lines across the creek may require authorization under a Nationwide Permit if the selected construction method involves a discharge of dredged or fill material into the creek or adjacent wetlands. • Texas Historical Commission —Consultation maybe required during USACE's Section 404 permit review if there is potential for impacts to cultural or historical resources in the project area. 19 Constructability Evaluation U.N7 NICFI SE City of Cibolo �_ LS • U.S. Fish and Wildlife Service (USFWS) — Consultation with the USFWS may be required by the USACE under Section 7 of the Endangered Species Act if federally listed threatened or endangered species, or their critical habitats, may be affected by the project. • Franchise Utilities — Gas, Electric, Fiber Optic, Communications, etc. As previously noted, Town Creek Alignment Options A and B diverge between Haeckerville Road and Pfannstiel Road. However, both options must cross Arizpe Road and Town Creek, resulting in identical permitting requirements for each alignment. Cibolo Creek Alignment Options A & B • Guadalupe County — the following Guadalupe County Permits are anticipated to be required: o Right -of -Way (ROW) Permit: Haeckerville Road is a County owned roadway. A ROW permit will be required for gravity sewer main and force main installation beneath the roadway. o Floodplain Permit: Installation of the proposed force mains at the Cibolo Creek crossing will be within the floodplain. A floodplain permit will be required prior to siphon line installation. • Bexar County —the following Bexar County Permits are anticipated to be required: o Floodplain Permit: Installation of the proposed force mains at the Cibolo Creek crossing will be within the floodplain. A floodplain permit will be required prior to siphon line installation. • TCEQ— for wastewater supply expansion permissions and permitting. • U.S. Army Corp of Engineers (USACE) — Cibolo Creek is a Water of the U.S. tributary regulated under Section 404 of the Clean Water Act. Installation of the proposed force mains across the creek may require authorization under a Nationwide Permit if the selected construction method involves a discharge of dredged or fill material into the creek or adjacent wetlands. • Texas Historical Commission — Consultation may be required during USACE's Section 404 permit review if there is potential for impacts to cultural or historical resources in the project area. • U.S. Fish and Wildlife Service (USFWS) — Consultation with the USFWS may be required by the USACE under Section 7 of the Endangered Species Act if federally listed threatened or endangered species, or their critical habitats, may be affected by the project. • Franchise Utilities — Gas, Electric, Fiber Optic, Communications, etc. 20 Constructability Evaluation ,* FREESE City of Cibolo 'QW-WNICNOLS As previously noted, the force main alignments for Cibolo Creek Alignment Options A and B differ. However, both force main alignments will be required to cross Haeckerville Road and Cibolo Creek, resulting in identical permitting requirements for each of the alignment alternatives. Following selection of the alignment alternative, FNI recommends coordinating with the appropriate agencies early in design to determine specific permitting needs. 6.0 CONSTRUCTABILITY Based on desktop analysis and a preliminary site visit, FNI anticipates that each of the proposed Town Creek and Cibolo Creek alignment alternatives are feasible from a constructability perspective. For the force main installation across Cibolo Creek, FNI recommends a trenchless installation method to improve constructability and avoid impacts to the creek. A 250 LF bore is anticipated to be required to install the force mains across Cibolo Creek. Typical final design steps including geotechnical borings and analysis, subsurface utility exploration, and topographic survey could impact the location of the alignments. 6.1 UTILITY CONFLICTS FNI reviewed as-builts and conducted site visits to determine potential utility conflicts that could impact the proposed alignment alternatives at Town Creek and Cibolo Creek. During design, utility owners will need to confirm utility line locations. The presence of existing utilities may require horizontal or vertical adjustments to the proposed alignment and affect constructability. 6.1.1 Town Creek Other than the Venado Crossing Lift Station, FNI was unable to locate as-builts or record drawings for the Town Creek Area; therefore, the identification of existing utilities relied on field observations. FNI identified overhead electric lines on the southwest side of Pfannstiel Road, as shown in Figure 6-1. Pipeline markers for existing propane and nitrogen lines were observed on both sides of Pfannstiel Road. In addition, the proposed alignment will cross existing CRWA water mains, as well as smaller distribution mains owned by Green Valley SLID, which will need to be considered during design to minimize conflicts and protect existing infrastructure (Figure 6-2). As noted in Section 4.0: Easements, an easement is recommended along Pfannstiel Road to accommodate the proposed sewer infrastructure and avoid conflicts with existing utilities. Topographic survey and coordination with utility owners will be required during the detailed design phase to confirm the location of existing utilities within the project area. 21 Constructability Evaluation FREESE City of Cibolo . �7,NICHOLS Figure 6-1: Overhead Electric Utilities — Pfannstiel Road Figure 6-2: Existing Water Main — Pfannstiel Road 6.1.2 Cibolo Creek Based on a review of available as -built records and field observations, several potential utility conflicts were identified at the Cibolo Creek Area. Along Bolton Road, overhead electric lines were observed along 22 Constructability Evaluation 7l MFF City ofCibolo \� the northwest side of the road, as shown in Figure 6-3. The right-of-way (ROW) on the southwest side of Bolton Road does not provide adequate space for sewer main installation and includes a drainage structure at the Zuehl Road intersection, as shown in Figure 6-4. Additionally, an as -built that was obtained indicates that there's an existing water main along the southwest side of Bolton Road, near Unifirst at the Bolton Road/Stolte Road intersection. Smaller water mains owned by Green Valley SUD are also present within the project area, but as -built data was not available; these utilities will require potholing or subsurface utility engineering investigations during design to confirm their exact locations due to the lack of available record information. Per the City's input and FNI's site visit investigations, the sewer main along the northwest side of Bolton Road is recommended to be installed within an easement. Figure 6-3: Existing Overhead Electric Lines — Bolton Road Figure 6-4: Existing Drainage Structure— Bolton Road/Zuehl Road Intersection 23 Constructability Evaluation FREESE City of Cibolo �7 NICHOLS Based on available as -built information, there are existing water mains on both sides of Haeckerville Road. Site visit investigations confirmed overhead electric lines on the north side of Haeckerville Road. As previously noted, the sewer main is proposed to be along the south side of Haeckerville Road before crossing into Parcel 63426 to connect to the proposed Bolton Road Lift Station. The existing water main along the south side of Haeckerville Road is within an easement. An additional easement is anticipated to be required for sewer main installation. As noted previously, topographic survey and coordination with utility owners will be required during the detailed design phase to confirm the location of existing utilities within the project area. 7.0 OPINION OF PROBABLE CONSTRUCTION COST 7.1 COST ESTIMATING METHODOLOGY An Opinion of Probable Construction Cost (OPCC) is an attempt to provide a reasonable estimate for construction costs for a project. Not included in OPCCs are fees associated with design, surveying, environmental studies, geotechnical studies, legal fees, etc. 7.1.1 Level of Project Definition The American Association of Cost Engineers (AACE, now AACE International) defines five levels of cost estimates for a project in their Recommended Practice No. 5611-08. AACE classifications are a widely accepted guideline within the heavy civil construction industry for defining levels of design deliverable maturity and expected range of accuracy for associated project cost opinions. AACE classifications range from Level 5 to Level 1 for the lowest to highest level of project definition. The purpose of the AACE classifications is to improve communication among project stakeholders involved with preparing, evaluating, and using cost opinions. The guidelines are intended to help avoid inappropriate decisions caused by misunderstandings of cost opinions and what they are expected to represent. Table 7-1 summarizes the AACE cost estimate classifications with the corresponding expected accuracy ranges. Notes and examples have been added for further clarification of the type of Class Estimate being provided. 24 Constructability Evaluation City of Cibolo Table 7-1: AACE Generic Cost Estimate Classification Matrix FREESE Project This report documents the design of the City of Cibolo Town Creek and Cibolo Creek wastewater mains, including gravity mains, force mains, and siphon lines, and the corresponding AACE Class 4 opinion of probable construction costs (OPCCs) for each of the identified alignment options. Per AACE, a Class 4 estimate corresponds to a maturity level of project design deliverables between 1 and 15 percent. Based on AACE guidelines and experience on similar projects, FNI estimates that the try project construction cost for the proposed design concept can be expected to fall within -20 to + 30 percent of the Class 4 U]ZoI� 7.1.2 Unit Costs Preparation of an OPCC involves the use of data derived from several sources, with an overall goal of obtaining a reasonable and defensible expectation of costs for a specific level of project maturity. Sources of data used in the preparation of the City of Cibolo Town Creek and Cibolo Creek OPCCs include, but are not limited to, the following: • Construction data aggregation services (e.g., RSMeans) • Similar past projects performed by FNI • Professional experience and engineering judgement Unit prices shown in the OPCC are assumed to include direct project costs, overhead, and profit for each line item. Except where explicitly noted, indirect project costs (e.g., bonds, safety program, quality control, 25 Evaluation City FREESE \\u' �e111KROLS surveying, insurance, warranties, taxes, etc.) are assumed to be subsidiary to the major construction work items listed in the OPCC. Unit prices referenced from past projects have been adjusted to 2025 dollars using the Engineering News -Record Construction Cost Index. 7.1.3 Risks and Contingency An OPCC is a prediction based on available information at the present time to represent a forecast of conditions at come point in the future. As such, an OPCC is necessarily an approximation and thus has an inherent level of uncertainty. Unit prices and quantities associated with each line item shown in the OPCC are subject to some variability. In addition, most large-scale construction projects encounter cost requirements during bidding and/or construction that could not have been reasonably identified during the design phase. An overall contingency of 30 percent has been included in the OPCC to account for this uncertainty. This amount was selected based on the quantity and quality of available information for design, the current maturity of the project, experience on similar past projects, and engineering judgement. The contingency is the cost assigned to the unknowns in the definition of the project. It is intended to account for construction costs that have not yet been identified due to the project maturity and should be expected to be fully used for construction. Many project owners or funding agencies include their own contingency to budgetary allocation to establish the amount of funding necessary to construct the project. This additional contingency is intended to provide a ceiling so that costs are more likely to fall below the budget allocation and additional funding requests are avoided. This additional contingency has not been included in the OPCCs. 7.2 COST OPINION Table 7-2 summarizes the OPCCs for the Town Creek and Cibolo Creek alignment options that were identified. The complete OPCCs are shown in Appendix B. Table 7-2: Town Creek and Cibolo Creek Alignment Option A and B Summary Alignment Alternative Town Creek A B $13,047,057 $12,942,657 Cibolo Creek $53,912,319 $54,949,947 Total Cost (CCA + TCA) $66,959,376 Total Cost (CCA +TCB)' $66,854,976 Total Cost (CCB +TCB)' $67,892,604 Total Cost (CCB + TCA)' $67,997,004 1 — Cibolo Creek Alignment Option A: CCA; Cibolo Creek Alignment Option B: CCB; Town Creek Alignment Option A: TCA; Town Creek Alignment Option B: TCB 26 Evaluation City 8.0 RECOMMENDATIONS AFREIESE NICHLS The sewer main alignment study indicates that both alternatives under consideration for Town Creek are feasible and capable of fulfilling the project's objectives. Table 8-1 compares Town Creek Alignments A and B based on the characteristics studied. Table 8-1: Town Creek Alienments A and B Comoarison Alignment Characteristics Pipe Length (LF) Alignment A 13,735 Alignment B 13,750 Easement Acquisition (SF) 264,760 264,960 Easement Costs $3,574,260 $3,576,960 Properties Impacted 9 10 Number of Inflection Points 4 8 OPCC (Including Easement Costs) $13,047,057 $12,942,657 After a full review of the proposed alternatives, FNI recommends selecting Alignment Option A for Town Creek. While the cost and number of properties impacted is similar between Alignment Options A and B, Alignment Option A includes half as many points of inflection. The straighter alignment will improve hydraulic performance and simplify construction, making it a more practical and sustainable option for the City of Cibolo. Similarly, the sewer main alignment study indicates that both alternatives under consideration for Cibolo Creek are feasible and capable of fulfilling the project's objectives as well. Table 8-2 compares Cibolo Creek Alignment Options A and B based on the characteristics studied. Table 8-2: Cibolo Creek Alignments A and B Comoarison Alignment Characteristics Alignment A Alignment B Pipe Length (LF) 23,950 25,910 Easement Acquisition (SF) 429,630 444,120 Easement Costs $5,815,005 $6,010,620 Properties Impacted 24 22 Number of Inflection Points 17 14 OPCC (Including Easement Costs) $53,912,319 $54,949,947 FNI recommends selecting Alignment Option B at the Cibolo Creek Area. While Alignment Option B is longer, it includes fewer inflection points and impacts fewer properties. Minimizing the number of properties will help expedite the easement acquisition process and reduce the chance for potential project delays. The alternate Bolton Road Lift Station location shown in Appendix A — Figure 3 would 27 Constructability Evaluation FREESE City of Cibolo �7=NICHOLS provide a more direct route for the proposed force mains and would reduce easement acquisition needs along Haeckerville Road. 9.0 APPENDICES 1. Appendix A: Town Creek and Cibolo Creek Alignment Exhibits and Elevation Profiles 2. Appendix B: Opinion of Probable Construction Cost — Town Creek and Cibolo Creek Alignment Options A and B PV Constructability Evaluation t\�� //R F.REESE City of Cibolo U Aar APPENDIX A Town Creek and Cibolo Creek Alignment Exhibits and Elevation Profiles 29 FIGURE P 6 CITY OF CIBOLO PROPOSED CIBOLO CREEK & -> TOWN CREEK ALIGNMENT OPTIONS r LEGEND .� Road Lill Station Eaistin Venado Crossing M Altercate Un ' 9 -� Railroad Street Location Lift Station Pbatawamer Ib�'' • ,-.ry 0 Stream Treatment Plant Proposed 10' and 24" Parcel Town Creek Sanitary Sewer Siphon Lines Alignment Option CauntY Town Creek Boundary Algnment Option ,cfp� EnaGng Cibab Creek ($Y Service Araa Alarment option - - CCMA -NOM — Foire Main _- -'-- CCMA-South — GraWb Main Obob Creek ono Sewer Maine knereent optionB a 10"and Smaller GForce Main aii Main _ 12-and "Mer ® GraNry Main Grewty Mein 1a s Force Main + or <re �7FREESE NICHOLS Ile \ '<r : I'd ••- Prop(,' ii 15' and V, t g0 f Force Main Proposed (Bored) _ 15" and 18" :r \ Force Main V ,�✓' r Proposed Bolton Road ' l 1 Lift Station ¢ _4y Proposed ' l 15"and 18"\ \ E visting proposed • - Force Main 17< South Vi 15" and 18 . TM (Bored) e Force Main •, i "CUApALUPF pEXAR 0 1500 i y • SCALE IN FEET ` ♦ V rrr,} �I�11 Proposed 10" and 24" , -- 00231 66APa Sanitary Sewer Siphon lines �• y ,. 69 t v 9. G9]64 fir'. •.� C� i 69673 69621 FIGURE 2 CITY OF CIBOLO z va, PROPOSED TOWN CREEK ROUTE ALIGNMENT OPTIONS LEGEND � Road a Lift Station `. Stream Alignment Option A Parcel A ignment Exisana Svsfem Option B s Form Main 10' and Smaller _ Gravity Main ♦r c,♦o — 12- and Larger GravityMain �MFREESE(o WICHOLS 69696 69676 *! n Y 6968] 69691 •4 Zht l.. f • g /U r f �-1• ..`ate -/ { 5. �: a4 " », ♦ i 147117, • s63530 \ \ 63393 \ V t � t IN Ife\ ' . 4 dti r \ 63395 f� 53523 63503 % 63522. 63601 63426 .5' a 165611 1 r •�B 63358 6 0 � `J4 DA131336 7 : •Allurnatt �,.:, e� rAR Bolton Road o-C 63502 It Static Y Proposed \ 200912FU169486CI FIGURE 48427 PROPOSED CIBOLO CREEK ROUTE Proposed (Bond) ; 1 -ems ALIGNMENT OPTIONS 16" and 1M 'a165959 LEGEND Force Main \, Proposed • ' - `\ • `; -� VVV111 Road a Lift Station on •. Bolton Road � u Stream m Alternate LM / `\ Lift Station ' r Parch $ta50n Location �� y�•.. .G Proposed " \ ' --. Teattment Plan[18, County Force Main (3 A anmenr OO6onA ProPO{ed (Bored) i Force Main Exlsdng 16" and 16" r M� 4i Gravity Mein South YYYVTP x Force Maln { n Ab'onment Option B - - .A Y p Force Mein , \ I fr , •..7 S' ei � Gravity main R FEESE 3. , ;.. r � Ai. � _ . 0 -1,000 a�(i! rMINICHOLS > x ? SCALE � sao "v'o 1 Town Creek Alignment Option A Elevation Profile Haeckerville Road 670 Venado Crossing � Y Lift Station 6% Town z Creek fi40 63D 3,000 6 We 9" 12M Dislawe 112,9fi6 k) Elevation Min:632.95ft Av9:65).36ft M=00,12ft Gain: 5A1 ft L ,7029ft Slope Max i&]A%-12339% Avg: 143%-0.8996 Ei 6 i PrcA'le Haeckerville Road Town Creek Alignment Option B Elevation Profile INS Venado Crossing 655 Lift Station 655 \. g 650 i Town Creek w5 mIii w� b35 630 9000 12 W0 Uetance (12 962 ft) Elevate" Mirt63lllift Aq.651]Gft Mee6 Uft Gain:5i Loan7GA9ft Slope Mac 1&09%-2&11% Avg. 1.09%-0.92% Ei 630 "Pt�"a Stolte Road Cibolo Creek Alignment Option A Elevation Profile Bolton Road 625 Lift Station \ \\i. 620 615Am Cibolo 610 Creek L Ws w� 595 5W 20W 4C0C 60W B4OW 10" Dist—(ll, 141 ft, Elevation Min:590.90ft Av9:61I.16ft M.623.66ft Gaini6529ft Lo,16611ft Slope Mac A3.68%-6)90% A9:2A6%-282% E' b� n la Stolte Road Cibolo Creek Alignment Option B Elevation Profile Bolton Road 625 Lift Station fi20 615 r E10 Cibolo 605 Creek w 6W 595 590 20W a.Wc 6000 8.000 10000 12W0 altar a (12.Zi2w Elevation Min 592.Wft Avg:61&37ft Ma 629%ft Gam:93.65ft L -9692ft Sope Max. W54%-57A3% Avg. 1,4%-1,04 ' W"P'ofil` Valley View Drive Cibolo Creek Haeckerville Gravity Main Elevation Profile 635 Bolton Road LS 630 9G 625 Y fi20 615 619 2800 4990 6000 Pn—e 17 5a91t) E4atan Mrc612%ft 4 6 Mft Mac63&82ft Gana6Pft Li--)t)1X 9oi,i, Mac MiKPa 3346% Ai1.Sa%-1.56% Construdability Evaluation FREESE City of Cibolo' ��NICNOLS APPENDIX B Opinion of Probable Construction Cost —Town Creek and Cibolo Creek Alignment Options A and B 30 OPINION OF PROBABLE CONSTRUCTION COST ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL Town Creek Alignment Option A 1 SITE PREPARATION AND CLEARING AND GRUBBING 6.1 ACRE $ 8,200.00 $ 50,020 2 INSTALL AND REMOVE TEMPORARY EROSION AND SEDIMENT CONTRO 1 LS $ 58,200.00 $ 58,200 3 SITE RESTORATION/SEEDING 29450 SY $ 5.00 $ 147,256 4 TRENCH SAFETY 12915 LF $ 5.00 $ 64,575 5 SIPHON INLET STRUCTURE 1 LS $ 100,000.00 $ 100,000 6 SIPHON OUTFALL STRUCTURE 1 LS $ 50,000.00 $ 50,000 7 10" SANITARY SEWER SIPHON LINE 820 LF $ 150.00 $ 123,000 8 24" SANITARY SEWER SIPHON LINE 820 LF $ 360.00 $ 295,200 9 24" GRAVITY SEWER MAIN 8450 LF $ 290.00 $ 2,450,500 10 30" GRAVITY SEWER MAIN 3645 LF $ 360.00 $ 1,312,200 11 VSANITARY SEWER MANHOLE 24 EA $ 35,000.00 $ 840,000 12 SANITARY SEWER MAIN TELEVISION INSPECTION 13735 LF $ 5.00 $ Ei 675 13 TREE PROTECTION 1 LS $ 10,000.00 $ 10,000 SUBTOTAL • SUBTOTAL SUBTOTAL EASEMENTS g•, $ 5,569,620 $ 7IMZNR ,240,506 $ 7,602,531 3,574,260d PROJECT TOTAL (2025 COSTS) $ 12,545,247 COST ESCALATION FACTOR 4.0% $ 501,810 The Engineer has no control over the cost of labor, materials, epuipment, or the contractor's methods of determining prices, nor over competitive bidding or market conditions. Opinions of probable costs provided herein are based on the Information known to the Engineer at this time and represent only the Engineer's judgment as a design professional familiar with the construction Industry. The Engineer cannot and does not guarantee that proposals, bids, or actual construction costs will not vary from Its opinions of probable costs. Additionally, fluctuations in material costs due to tariffs, trade policies, or supply chain disruptions may further Impact pricing in ways that are difficult to predict. NOTES: 1 FNI OPCC classified as an AACE Class 4 Estimate with accuracy range of -20 to + 30, 2 FNI OPCC does not include costs associated with engineering fees, permits, surveying, etc. Page 1 of 1 OPINION OF PROBABLE CONSTRUCTION COST Town Creek Alignment Option B 1 SITE PREPARATION AND CLEARING AND GRUBBING 6AI ACRE $ 8,200.00 $ 50,020 2 INSTALL AND REMOVE TEMPORARY EROSION AND SEDIMENT CONTRO 1 LS $ 59,000.00 $ 59,000 3 SITE RESTORATION/SEEDING 29470 SY $ 5.00 $ 147,350 4 TRENCH SAFETY 12930 LF $ 5.00 $ 64,650 5 SIPHON INLET STRUCTURE 1 LS $ 100,000.00 $ 100,000 6 SIPHON OUTFALL STRUCTURE 1 LS $ 50,000.00 $ 50,000 7 10" SANITARY SEWER SIPHON LINE 820 LF $ 150.00 $ 123,000 8 24" SANITARY SEWER SIPHON LINE 820 LF $ 360.00 $ 295,200 9 24" GRAVITY SEWER MAIN 9885 LF $ 290.00 $ 2,866,650 10 30" GRAVITY SEWER MAIN 2225 LF $ 360.00 $ 801,000 11 5'SANITARY SEWER MANHOLE 25 LF $ 35,000.00 $ 875,000 12 SANITARY SEWER MAIN TELEVISION INSPECTION 137501 LF 1 $ 5.00 $ 68,750 13 TREE PROTECTION 11 LS I $ 5,000.00 $ 5,000 SUBTOTAL KilalkillikiLelak SUBTOTAL SUBTOTAL • ; EASEMENTS E' $ 5,505,620 $ 7,157,306 $ 7,515,171 $ t PROJECT TOTAL (202S COSTS) $ 12,444,862 COST ESCALATION FACTOR 4.0% $ 497,794 PROJECT• k The Engineer has no control over the cost of labor, materials, equipment, or the Contractor's methods of determining prices, nor over competitive bidding or market conditions. Opinions of probable costs provided herein are based on the information known to the Engineer at this time and represent only the Engineer's judgment as a design professional familiar with the construction industry. The Engineer cannot and does not guarantee that proposals, bids, or actual construction costs will not vary from its opinions of probable costs. Additionally, fluctuations in material costs due to tedffs, trade policies, or supply chain disruptions may further impact pricing in ways that are difficult to predict. NOTES: 1 FNI OPCC classified as an AACE Class 4 Estimate with accuracy range of -20 to + 30. 2 FNI OPCC does not include costs associated with engineering fees, permits, surveying, etc. Page 1 of 1 OPINION OF PROBABLE CONSTRUCTION COST " a Cibolo South Sanitary Sewer Master Plan City of Cibolo Constructability Evaluation a • • • 10/10/2025 1145 Vicente Garza, P.E., PMP ESTIMATED: QC CHECKEDB Ty Waltz, P.E. John Rlnacke, CMIT PROJECT CIB25124 ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL Cibolo Creek Alignment Option A 1 SITE PREPARATION AND CLEARING AND GRUBBING 9.9 ACRE $ 10,000.00 $ 99,000 2 INSTALLAND REMOVE TEMPORARY EROSION AND SEDIMENT CONTROL 1 IS $ 84,215.00 $ 84,215 3 SITE RESTORATION/SEEDING 47750 SY $ 5.00 $ 238,750 4 TRENCH SAFETY 18460 LF $ 5.00 $ 92,300 5 15" SANITARY SEWER FORCE MAIN 4990 LF $ 225.00 $ 1,122,750 6 18" SANITARY SEWER FORCE MAIN 4990 LF $ 270.00 $ 1,347,300 7 15" CARRIER PIPE 250 LF $ 150.00 $ 37,500 8 18"CARRIER PIPE 250 LF $ 180.00 $ 45,000 9 30" STEEL CASING (INCLUDING BORING) 2501 LF $ 1,350.001 $ 337,500 SO 36" STEEL CASING (INCLUDING BORING) 250 LF $ 1,620.00 $ 405,000 11 24" GRAVITY SEWER MAIN 7530 LF $ 290.00 $ 2,183,700 12 30" GRAVITY SEWER MAIN 5940 LF $ 360.00 $ 2,138,400 13 5'SANITARY SEWER MANHOLE 27 EA $ 35,000.00 $ 945,000 14 SANITARY SEWER MAIN TELEVISION INSPECTION 13470 LF $ 5.00 $ 67,350 15 TREE PROTECTION 1 US $ 30,000.00 $ 30,000 16 LIFT STATION (9.7 MGD) 1 EA $ 19,400,000.00 $ 19,400,000 SUBTOTAL • SUBTOTAL SUBTOTAL • EASEMENTS 1 $ $ $ 28,573,765 I 37,145,895 39,003,189 7,020,574 11 ESCALATION FACTOR The Engineer has no control over the cost of labor, materials, equipment, or the Contractor's methods of determining prices, nor over competitive bidding or market conditions. Opinions of probable costs provided herein are based on the information known to the Englneer at this time and represent only the Estimates judgment as a design professional familiar with The construction Industry. The Engineer cannot and does not guarantee that proposals, bids, or actual construction costs will not area from Its opinions of probable costs. Additionally, fluctuations In material costs due to tariffs, trade pollcles, or supply chain distortions may further impact pricing in ways that are difficult to predict. NOTES: 1 FNI OPCC classified as an AACE Class 4 Estimate with accuracy range of -20 to a 30. 2 FNI OPCC does not include costs associated with engineering fees, permits, surveying, etc. Page 1 of 1 OPINION OF PROBABLE CONSTRUCTION COST to South Sanitary Sewer Master Plan "®10/10/2025 of Cibolo ' g 1145 ;tructability Evaluation Vicente Garza, P.E., PMP D BY QC CHECKED: Itz, P.E. John Rinacke, EMIT CI82i2� Cibolo Creek Alignment Option B 1 SITE PREPARATION AND CLEARING AND GRUBBING 10.2 ACRE $ lo'000.00 $ 102,000 2 INSTALL AND REMOVE TEMPORARY EROSION AND SEDIMENT CONTROL 1 LS $ 88,600.00 $ 88,600 3 SITE RESTORATION/SEEDING 49350 SY $ 5.00 $ 246,750 4 TRENCH SAFETY 19430 LF $ 5.00 $ 97,150 5 15" SANITARY SEWER FORCE MAIN 5980 LF $ 225.00 $ 1,345,500 6 18" SANITARY SEWER FORCE MAIN 5980 LF $ 270.00 $ 1,614,600 7 15" CARRIER PIPE 250 LF $ 150.00 $ 37,500 8 18"CARRIER PIPE 250 LF $ 180.00 $ 45,000 9 30" STEEL CASING (INCLUDING BORING) 2501 LF 1$ 1,350.00 $ 337,500 10 36" STEEL CASING (INCLUDING BORING) 250 LF $ 1,620.00 $ 405,000 11 24" GRAVITY SEWER MAIN 7530 LF $ 290.00 $ 2,183,760 12 30" GRAVITY SEWER MAIN 5920 LF $ 360,00 $ 2,131,200 13 5'SANITARY SEWER MANHOLE 27 EA $ 35,000.00 $ 945,000 14 SANITARY SEWER MAIN TELEVISION INSPECTION 13450 LF $ 5.00 $ 67,250 15 TREE PROTECTION 1 LS $ 25,000.00 $ 25,000 16 LIFT STATION (9.7 MGD) 1 LS $ 19,400,000.00 $ 19,400,000 SUBTOTAL t$29,071,7SO SUBTOTAL 37,793,275 SUBTOTAL $ 39,682,939 EASEMENTS 6,010,620 PROJECT TOTAL (2025 COSTS) $ 52,836,488 COST ESCALATION FACTOR 4.0% $ 2,113,460 PROJECT• a The Engineer has no control over the cost of labor, materials, equipment, or the Contractor's methods of determining prices, nor over competitive bidding or market conditions. opinions of probable costs provided herein are based on the information known to the Engineer at this time and represent only the Engineer's judgment as a design professional familiar who the construction industry. The Engineer cannot and does not guarantee that proposals, bids, or actual construction carousal out wry from Its opinions of probable costs. Additionally, fluctuations in material costs due to tariffs, trade policies, or supply chain disNDUons may further impart pricing In ways that are difficult to predict. NOTES: 1 FNI OPCC classified as an AACE Class 4 Estimate with accuracy range of -20 to+30. 2 FNI OPEC does not include costs associated with engineering fees, permits, surveying, etc. Page 1 of 1