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R2021-172 2021-08-09RESOLUTION NO. R2021-172 A Resolution of the City Council of the City of Pearland, Texas, approving the Wastewater Model Master Plan as a planning tool to complement and enhance the use of the City's Comprehensive Plan. WHEREAS, the City Council desires to set goals, objectives, policies, and criteria for Pearland's physical growth; and WHEREAS, the Wastewater Model Master Plan is intended to serve as a planning tool for use of the Comprehensive Plan; now, therefore, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section I. That the City Council approves the Wastewater Model Master Plan attached hereto as Exhibit "A". PASSED, APPROVED, and ADOPTED on this the 9th day of August 2021. EVIN COLE MAYOR TEST: S ROAN, TRMC, CMC CI Y SECRETARY DARRIN M. COKER CITY ATTORNEY _L . 2020 WASTEWATER MASTER PLAN UPDATE REPORT + APPENDIX A PREPARED FOR: City of Pearland PREPARED BY: Freese and Nichols, Inc. 11200 Broadway St., Suite 2320 Pearland, Texas 77584 832-456-4700 FREESE F�S r NM FREESE Innovative approaches Practical results Outstanding service WASTEWATER MASTER PLAN UPDATE Prepared for: City of Pearland October 2020 Prepared by: FREESE AND NICHOLS, INC. 11200 Broadway Street, Suite 2320 Pearland, Texas 77584 832-456-4700 FREESE ?NICHOLS Innovative approaches Practical results Outstanding service WASTEWATER MASTER PLAN UPDATE Prepared for: City of Pearland �(E OF TE41tl P• ®moo®oom®° ®° o '� om°m`S ,, i * ® %\ a*l/ / 000°00000mmmoom000000000°000 / RICHARD WEATHERLY / / 000m000000e0000000mm0000m000• / '0 1 °m 100211 m®4�% 'V , °°Z"CENS.9 �Z a.;SS/ mmmmmm - t— 10/1'./2.020 PiCA01•14. 0142A9 FREESE AND NICHOLS, INC. TEXAS REGISTERED ENGINEERING FIRM F-2144 ,\ _.•• OF • Ty��/ •. s * KENDALL J. RYAN j #(o . 125786 • �% •ICI , cc .ENS O �� 1 ��O At- 1CV/ ??./ay.o 4.4-a FREESE AND NICHOLS, INC. TEXAS REGISTERED ENGINEERING FIRM F-2144 Prepared by: FREESE AND NICHOLS, INC. 11200 Broadway Street, Suite 2320 Pearland, Texas 77584 832-456-4700 FNI Project No.: PRL18631 Wastewater Master Plan Update FREESE City of Pearland 1 NICNOLS TABLE OF CONTENTS EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 1-1 1.1 Scope of Work 1-1 1.2 List of Abbreviations 1-2 1.3 Wastewater Master Plan Study Area 1-2 2.0 EXISTING WASTEWATER SYSTEM 2-1 2.1 Wastewater Service Areas 2-1 2.2 Gravity Mains 2-4 2.3 Lift Stations and Force Mains 2-5 3.0 WASTEWATER FLOW MONITORING 3-1 3.1 Field Data Collection 3-1 3.1.1 Flow Meter and Rain Gauge Placement 3-1 3.1.2 Flow Meter Basins 3-2 3.1.3 Field Testing Period 3-7 3.1.4 Flow Meter and Rain Gauge Data 3-7 3.1.5 Flow Meter and Rain Gauge Equipment 3-7 3.2 Flow Meter and Rain Gauge Data Evaluation 3-8 3.2.1 Rainfall Data Evaluation 3-8 3.2.2 Flow Rates and Peaking Factors 3-8 3.2.3 Flow Depths and Surcharging 3-10 3.2.4 Inflow and Infiltration (I/I) Analysis 3-12 3.2.5 Inflow and Infiltration (I/I) Results 3-12 3.3 Inflow/Infiltration (I/I) Summary 3-17 4.0 POPULATION AND WASTEWATER FLOW PROJECTIONS 4-1 4.1 Historical Population and Wastewater Flows 4-1 4.1.1 Existing Wastewater Flow Distribution and Planning Criteria Analysis 4-2 4.1.2 Wastewater Planning Criteria 4-3 4.2 Population and Commercial Acreage Projections 4-4 4.2.1 Data Sources 4-4 4.2.2 Existing Population and Commercial Acreage 4-4 4.2.3 Future Land Use Assumptions 4-5 4.2.4 Projected Buildout (2042) Population and Commercial Acreage 4-6 4.3 Wastewater Flow Projections 4-7 Wastewater Master Plan Update City of Pearland FREESE •1 NICHOLS 4.3.1 Projected Wastewater Flows 4-7 5.0 RISK BASED ASSESSMENT OF LIFT STATIONS 5-1 5.1 Lift Station Risk Based Assessment 5-1 5.1.1 Condition Assessment 5-1 5.1.2 Criticality Assessment 5-9 5.1.3 Lift Station Risk Assessment 5-11 5.2 Lift Station Safety Observations 5-16 6.0 HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION 6-1 6.1 Hydraulic Model Development 6-1 6.1.1 Data Sources 6-1 6.1.2 Modeled Manholes 6-4 6.1.3 Modeled Wastewater Lines and Force Mains 6-4 6.1.4 Modeled Lift Stations 6-6 6.1.5 Modeled Subcatchments 6-7 6.2 HYDRAULIC MODEL CALIBRATION 6-8 6.2.1 Dry Weather Calibration 6-8 6.2.2 Wet Weather Calibration 6-8 7.0 WASTEWATER COLLECTION SYSTEM ANALYSES 7-2 7.1 Design Storm 7-2 7.2 Design Criteria 7-3 7.2.1 Gravity Lines and Manholes 7-3 7.2.2 Lift Stations and Force Mains 7-3 7.2.3 Lift Station Influence 7-4 7.3 Existing Wastewater System Analyses 7-4 7.4 Future Wastewater System Analyses 7-8 8.0 WATER RECLAMATION FACILITY ANALYSES 8-1 8.1 WRF Service Area Evaluation and Operational Plan 8-1 8.1.1 Ongoing WRF Projects and Service Area Modification Studies 8-1 8.1.2 WRF Service Area Operational Plan 8-1 8.2 Water Reclamation Facility Capacity Evaluation 8-4 8.2.1 Future Wastewater Treatment Capacity 8-4 9.0 CAPACITY CAPITAL IMPROVEMENTS PLAN 9-1 9.1 Under Design/Construction Capital Improvement Projects 9-5 9.2 Five Year Projects (2021 - 2025) 9-6 9.3 Buildout Projects (2026 - 2042) 9-9 ii Wastewater Master Plan Update NIMFREESE NICHQLs City of Pearland 9.4 Oversize Agreement Projects 9-11 10.0 SANITARY SEWER EVALUATION STUDY (SSES) PROJECTS 10-1 10.1 FY21 to FY25 Sewer Rehabilitation Projects 10-1 10.2 SSES Project Prioritization 10-3 10.3 SSES Capital Improvements Plan 10-5 11.0 LIFT STATION REHABILITATION PROJECTS 11-7 11.1 Ongoing and Planned Lift Station Rehabilitation Projects 11-7 11.2 Lift Station Renewal Capital Improvements Plan 11-8 List of Figures Figure 1-1: Wastewater Master Plan Study Area 1-3 Figure 2-1: Existing Wastewater System 2-3 Figure 2-2: Gravity Pipe Length by Diameter 2-4 Figure 2-3: Gravity Pipe Length by Material 2-4 Figure 3-1: Flow Meter Basins 3-5 Figure 3-2: Flow Meter Schematic 3-6 Figure 3-3: ADS Flow Monitor and Rain Gauge Equipment 3-7 Figure 3-4: Plot of Normalized I/1 by Flow Meter Basin (Gal/LF/in) 3-15 Figure 3-5: Normalized 1/1 by Flow Meter Basin (Gal/LF/in) 3-16 Figure 4-1: Projected Average Day Wastewater Flow (Reflection Bay WRF) 4-10 Figure 4-2: Projected Average Day Wastewater Flow (Southdown WRF) 4-11 Figure 4-3: Projected Average Day Wastewater Flow (JHEC WRF) 4-12 Figure 4-4: Projected Average Day Wastewater Flow (Barry Rose WRF) 4-13 Figure 4-5: Projected Average Day Wastewater Flow (Longwood WRF) 4-14 Figure 5-1: Lift Station Risk Based Assessment 5-3 Figure 5-2: ESRITM Collector and Survey 123 for ArcGIS Applications 5-5 Figure 5-3: Number of Lift Stations by Risk Category 5-16 Figure 6-1: RTK Parameters 6-9 Figure 6-2: RTK Component Hydrographs 6-9 Figure 6-3: Dry Weather Calibration 6-1 Figure 6-4: Wet Weather Calibration 6-1 Figure 7-1: 2-Year, 24-Hour Design Storm Hyetograph 7-2 Figure 7-2: Existing Wastewater System Analysis 7-7 Figure 7-3: Existing Wastewater System Analysis with Buildout (2042) Flows 7-10 Figure 8-1: WRF Service Area Operation Plan 8-3 Figure 8-2: Projected Wastewater Flows at Reflection Bay WRF 8-6 Figure 8-3: Projected Wastewater Flows at Southdown WRF 8-7 Figure 8-4: Projected Wastewater Flows at JHEC WRF 8-8 iii Wastewater Master Plan Update FREESE ill. NICHOLS City of Pearland Figure 8-5: Projected Wastewater Flows at Barry Rose WRF 8-9 Figure 9-1: Capacity Capital Improvements Plan 9-4 Figure 10-1: Sanitary Sewer Rehabilitation Areas 10-4 Figure 10-2: SSES Project Approach for I/1 Reduction 10-5 Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table List of Tables 1-1: 1-2 2-1: 2-2 2-2: 2-5 2-3: 2-6 3-1: 3-3 3-2: 3-4 3-3: 3-8 3-4: 3-9 3-5: 3-11 3-6: 3-13 3-7: 3-14 3-8: 3-17 3-9: 3-18 4-1: 4-1 4-2: 4-2 4-3: 4-2 4-4: 4-3 4-5: 4-3 4-6: 4-5 4-7: 4-7 4-8: 4-8 4-9: 4-9 5-1: 5-2 5-2: 5-4 5-3: 5-6 5-4: 5-6 5-5: 5-7 5-6: 5-9 5-7: 5-10 5-8: 5-10 5-9: 5-12 5-10: 5-13 5-11: 5-14 6-1: 6-2 6-2: 6-4 6-3: 6-6 6-4: 6-8 List of Abbreviations Water Reclamation Facilities Lift Stations by WRF Service Area Lift Station Inventory Flow Meter Locations Rain Gauge Locations Rainfall Event Data Flow Rates and Peaking Factors Summary Flow Depths and Surcharging Summary Volume of I/1 by Flow Meter Basin(' Normalized I/1 by Flow Meter Basin(' Categories of I/1 Flow Meter Basin Ranking by 1/1 Historical Population Historical Average Daily WRF Flows Maximum Historical Peak 2-Hour WRF Flows Historical per Capita Residential and Commercial Wastewater Flows Wastewater Flow Rate Planning Criteria Units per Acre by Land Use Type Existing and Projected Population and Commercial Acreage Summary of Existing and Projected Average Day Wastewater Flows Projected Wastewater Flows by Flow Monitor Basin Condition Assessment Component Groups and Weightings Lift Station Site Visit Schedule Guidelines for Condition Scores Condition Score Ranges Lift Station Condition Score Summary Condition Assessment Component Groups and Weightings Criticality Score Ranges Lift Station Criticality Score Summary Lift Station Risk Categories Lift Station Risk Rating Matrix Summary of Lift Station Risk Based Assessment Format of Unique IDs for Wastewater Collection System Components Wastewater Model Information Flags City of Pearland Minimum Slope Requirements Summary of Wet Weather Calibration Events iv Wastewater Master Plan Update City of Pearland Table 6-5: Table 7-1: Table 8-1: Table 9-1: Table 9-2: Table 9-3: Table 10-1: Table 10-2: Table 10-3: Table 11-1: Appendix A Appendix B Appendix C Appendix D Appendix E Appendix F Appendix G Appendix H FREESE 11111MINICHOLS Summary of Calibration Results 6-11 TCEQ Minimum Pump Cycle Times 7-4 Proposed Wastewater Treatment Capacity 8-5 Wastewater Capital Improvements Plan Unit Costs 9-2 Wastewater Capacity CIP Summary (by Phase and Project Type) 9-2 Wastewater Capacity CIP Summary 9-3 Ongoing and Planned Sanitary Sewer Rehabilitation Projects 10-2 Wastewater SSES CIP Basins 10-3 SSES Project Costs (Steps 2-4) 10-6 Lift Station Renewal Capital Improvements Plan 11-9 Appendices Capacity CIP Opinions of Probable Construction Cost Lift Station Schematic Flow Monitoring Report (by ADS) Flow Monitoring Hydrographs and Depth Plots Lift Station Site Visit Records City of Pearland 2018 Engineering Design Criteria Manual Dry Weather Model Calibration Results Wet Weather Model Calibration Results v Wastewater Master Plan Update City of Pearland EXECUTIVE SUMMARY 1.0 INTRODUCTION FREESE •I NICHOLS The City of Pearland is a growing community located in Brazoria County, Texas. The City currently provides wastewater service to approximately 123,040 people. The population within the service area is projected to grow to 147,040 for wastewater service by 2042. Accommodating this growth in an efficient and cost- effective manner, while also focusing on the maintenance of existing wastewater system assets, was the focus of the Wastewater Master Plan Update. This report has been prepared to provide the City of Pearland with a planning tool to serve as a guide for 5-year (2025) and Buildout (2042) improvements to the wastewater infrastructure. The major elements of the scope of this project included: • Wastewater Flow Monitoring and Data Analysis • Wastewater System Inventory and Model Update • Wastewater Model Calibration • Population and Wastewater Flow Projections • Wastewater System Capacity and Operations Analyses • Wastewater Lift Station Risk Based Assessment • Wastewater System Capacity and Renewal CIP and report • Hydraulic Model Training 2.0 EXISTING WASTEWATER SYSTEM The City of Pearland's wastewater collection system consists of five water reclamation facilities (WRFs), approximately 400 miles of gravity wastewater lines ranging from 2-inches to 54-inches, and 70 lift stations throughout the collection system. Wastewater Service Areas The existing wastewater system is divided into five service areas that are each served by a water reclamation facility (WRF). The five water reclamation facilities are: • Barry Rose • JHEC (also known as Southwest Environmental Center) ES-1 Wastewater Master Plan Update in FREESE City of Pearland 1 NICHOLS • Longwood • Reflection Bay • Southdown All wastewater flow generated in Pearland's wastewater system is treated at one of these WRFs. The portion of the collection system served by the Walnut Lift Station currently can be pumped to both Barry Rose and JHEC WRFs. For future operations, the City is planning to send Walnut Lift Station flows to the expanded Barry Rose WRF. Therefore, the Walnut Lift Station service area is included in the Barry Rose WRF population and flow projections discussed in Section 4.0 and is shown in the Barry Rose WRF service area in all subsequent figures in this study. 3.0 WASTEWATER FLOW MONITORING FNI conducted city-wide flow monitoring and rain gauge data collection as part of the project. The flow monitoring and rainfall data were used to characterize dry and wet weather flows at key points within the wastewater system and to calibrate the wastewater hydraulic model. The data was also utilized to measure inflow and infiltration (I/1) throughout the collection system and prioritize flow monitor basins for future sanitary sewer evaluation study (SSES) projects. A total of thirty-two (32) flow meters and six (6) rain gauges were used for this study throughout all five WRF service areas. A wet weather analysis was performed to calculate the rate of inflow and infiltration (1/1) observed in each flow meter basin. This I/1 analysis is utilized to indicate whether future sanitary sewer evaluation study (SSES) projects are needed for I/1 reduction efforts. Certain flow meter sites were combined for the I/1 analysis due to hydraulic conditions and basin linear footages. The flow meter basins were categorized into High, Jloderate, or I/1 and ranked from 1 (Highest) to 30 (Lowest). The categories are based on the rate of I/1 as gallons per linear foot per inch of rainfall (Gal/LF/in) calculated within each basin. The meter basin I/1 ranking results are: • 10 basins with high levels of I/1 • 11 basins with noderate levels of I/1 • 9 basins with low levels of I/1 ES-2 Wastewater Master Plan Update City of Pearland FREESE r-� NICHOLS 4.0 POPULATION AND WASTEWATER FLOW PROJECTIONS FNI developed projected average day and peak wastewater flows for the 5-year (2025) and Buildout (2042) planning periods for this Wastewater Master Plan Update. Wastewater flow projections for future anticipated development were calculated using planning criteria and were added to the 2020 existing flows to determine the projected future average day flows. Planning criteria for average day wastewater flows for the 5-year and Buildout (2042) planning periods were developed by analyzing historical WRF effluent flows, water meter billing records, service area population, and commercial acreage. Table ES-1 summarizes the total projected average day wastewater flows by planning period and wastewater service area. Table ES-1: Summary of Existing and Projected Average Day Wastewater Flows N T Reflection v rD C (p Z. c Bay a)7 ro m Existing Service Area Reflection Bay 2020 2025 Buildout (2042) Average Daily Flow(2) (MGD) 2.93 Average Daily Flow(3) (MGD) 3.20 Average Daily Flow(3) (MGD) 4.13 Southdown 0.51i4i 0.65 1.13 r Subtotal 3.44 3.85 5.26 Barry Rose Barry Roses -) 2.11 2.31 3.61 Longwood 1.67 1.71 1.85 Subtotal 3.78 4.02 5.46 u = JHEC 3.17 4.12 6.67 l 1 (1) The City is planning to send Walnut Lift Station flows to the Barry Rose WRF in the future. These numbers include Walnut Lift Station service area flows. (2) Average daily flow from flow monitoring data. (3) Projected average daily flow calculated using planning criteria of 80 gpcd and 950 gpad. (4) Southdown 2020 average daily flow based on historical DMR data. ES-3 Wastewater Master Plan Update FREESE 2NICHOLS City of Pearland 5.0 RISK BASED ASSESSMENT OF LIFT STATIONS FNI performed a risk based assessment on 61 of the City's 69 lift stations. The risk based assessment considered condition and criticality components to evaluate the risk of failure of each lift station. The results of this assessment were used to develop prioritized projects for the rehabilitation and capacity capital improvement plans. 6.0 HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION Hydraulic Model Development The City of Pearland has previously invested in a wastewater hydraulic model, built in the Innovyze ICM° software (previously InfoWorks CS°). This model was originally constructed in 2008 as part of the City's Wastewater System Modeling, Analysis, & Planning study. This software has dynamic modeling capabilities as well as GIS interoperability. FNI performed an extensive update of this hydraulic wastewater model utilizing the InfoWorks ICM° modeling software by Innovyze°. FNI built and calibrated the hydraulic wastewater model to serve as a basis for all existing and future system analysis modeling scenarios and CIP development. Updated model components include: • Updated diameters and inverts of gravity lines and force mains • Updated pumping capacity, ground elevation, and wet well dimensions of lift stations • Updated rim elevations of manholes • Updated wastewater loads and model subcatchments In this study, all gravity wastewater lines with diameters of 10 inches or larger were included in the model along with corresponding lift stations. The model includes 5 outfalls, 54 lift stations, 128 pumps, and approximately 2,970 links and 3,200 nodes. Approximately 31% of gravity wastewater lines within the City's collection system are included in the wastewater model. Hydraulic Model Calibration FNI calibrated the InfoWorks ICM° model to closely match the observed dry and wet weather flows based on the flow monitoring data throughout the collection system. The dry and wet weather calibration results ES-4 FREESE Wastewater Master Plan Update IF' NICHQL.S City of Pearland provide a high level of confidence that the model is closely matching real world conditions and suitable to use for hydraulic analyses and CIP development. 7.0 WASTEWATER COLLECTION SYSTEM ANALYSES Hydraulic analyses were conducted to identify deficiencies in the City's existing wastewater collection system and establish a capital improvements plan to address deficiencies in the existing system and accommodate the projected wastewater flows through 2042. Design Storm A 2-year, 24-hour design storm was utilized for the existing and future system analyses. This design storm is commonly used in Texas and provides a reasonable balance between level of service and wastewater infrastructure cost. Collection System Capacity Analysis FNI distributed the projected wastewater flows in the hydraulic model to analyze needed capacity improvements. A peak flow to average day peaking factor of 4.0 was applied to all future (5-year and 22- year) loads at the lift station service area level to analyze the firm pumping capacities. The calibrated hydraulic model was then utilized to route the future loading and analyze peak flows in the gravity lines under the 2-year, 24-hour design storm. The existing wastewater infrastructure was assessed against these future peak flows to identify capacity improvements to lift stations and gravity lines in the 2025 and 2042 CIP planning periods. 8.0 WATER RECLAMATION FACILITY ANALYSES Service Area Operational Plan The City currently has five Water Reclamation Facilities with plans to only have three WRFs in the future. The City has plans to consolidate Longwood and Southdown WRFs, leaving Reflection Bay, JHEC, and Barry Rose WRFs to treat the City's wastewater flows. The WRF service area operational plan for the 5-year and 22-year planning periods are laid out as follows: ES-5 Wastewater Master Plan Update FREESE 2NICHOLS City of Pearland • 5-Year Planning Period o Pump all flows from Longwood to Barry Rose WRF and decommission existing Longwood WRF o Pump all flows from Southdown WRF to Reflection Bay WRF and decommission existing Southdown WRF • 22-Year planning Period o Continue to operate three WRFs and pump the Walnut Lift Station to the Barry Rose WRF. Future Wastewater Treatment Capacity The Barry Rose, JHEC and Reflection Bay WRFs were evaluated for future capacity incorporating the service area modifications and operational plan. The proposed treatment capacity expansions for each Wastewater Reclamation Facility are as follows: • Barry Rose: Expansion of Treatment capacity to 6.5 MGD by 2025 (.ender constructior,). • Reflection Bay: Expansion of treatment capacity to 7.0 MGD by 2042. • JHEC: Expansion of treatment capacity to 6.0 MGD by 2025 ( nder constructior) and further expansion of treatment capacity to 8.0 MGD by 2042. These treatment capacity expansion recommendations were developed based on the projected average day wastewater flows, the capacity requirements in TCEQ §305.126, and a minimum period of approximately 10 years before another capacity expansion would be required. The proposed buildout WRF capacities are summarized in Table ES-2. Table ES-2: Proposed Wastewater Treatment Capacity Water Reclamation Facility Average Daily Permitted Treatment Capacity (MGD) 2020 2025 Buildout (2042) Reflection Bay 6.0 6.0 7.0 Southdown 0.95 Decommission JHEC 4.0 6.0 8.0 Barry Rose 3.1 6.5 6.5 Longwood 2.5 Decommission Total 16.6 18.5 21.5 ES-6 Wastewater Master Plan Update City of Pearland 9.0 CAPACITY CAPITAL IMPROVEMENTS PLAN FREESE •7 -NICHOLS A wastewater system capital improvements plan (CIP) was developed for the City of Pearland. The recommended projects improve the system's ability to convey wastewater flows and provide the required conveyance and treatment capacity to serve the projected residential and commercial growth through the Buildout (2042) planning period. Many of the recommended capacity projects also address existing condition and/or capacity issues in the existing wastewater system. All recommended infrastructure is sized to convey the projected 2042 peak wastewater flows (including I/I). Capital costs were calculated for all recommended improvements and do not include individual service connections or subdivision lines. The costs are provided as estimates based on previous similar engineering experience in 2020 dollars and include allowances for engineering, surveying, and contingencies. A summary of the capacity wastewater CIP costs by phase and project type (collection or treatment) is provided in Table ES-3. Table ES-4 summarizes the costs for each project by phase of the capacity CIP. Table ES-3: 1 Wastewater Capacity CIP Summary (by Phase and Project Type) a 5 Years (by 2025) Buildout (by 2042) Treatment $0 Collection $30,634,500 Sub -total $30,634,500 Treatment $45,000,000 Collection $24,220,100 Sub -total $69,220,100 Total Buildout Capacity CIP Cost $99,854,600 ES-7 Wastewater Master Plan Update City of Pearland Table ES-4: Wastewater Capacity CIP Summary FREESE •I NICHOLS 5-Year (by 2025) Project Number 4 Project Name Cost (2020 Dollars) 1 Replacement 18/24/36/42-inch Plum Street and Barry Rose Road Gravity Lines $ 6,848,900 2 Replacement 10/12-inch Alexander Lane and London Court Gravity Lines $ 910,000 3 Southdown Diversion Sewer Infrastructure $ 11,660,300 4 New Cullen Road 15-inch Gravity Line $ 1,644,500 5 Replacement 27/30-inch Walnut Street and Barry Rose Road Gravity Line $ 6,188,100 6 Woodthrush Lift Station Expansion and Relocation $ 2,021,300 7 Green Tee Lift Station Relocation and Force Main Re -Route $ 1,361,400 Total 2021 - 2025 $ 30,634,500 3 N o -aN 7 >` 00 zt= 8 Kirby North Pumping Capacity Expansion $ 2,208,000 9 Westgate Pumping Capacity Expansion $ 593,800 10 New 12/18-inch Roy Road, Max Road, and Garden Road Gravity Lines $ 6,115,200 11 Westlea Pumping Capacity Expansion and 10-inch Gravity $ 2,141,900 12 Cullen Pumping Capacity Expansion $ 1,400,200 13 Reflection Bay WRF 1.0 MGD Expansion to 7.0 MGD $ 15,000,000 14 JHEC WRF 2.0 MGD Expansion to 8.0 MGD $ 30,000,000 15 Veterans Drive II Lift Station Expansion $ 4,245,000 16 New 15-inch Bailey Avenue Gravity Line and Park Village Lift Station Consolidation $ 1,970,200 17 Dixie Farm South and Hwy 35 South Sewer System $ 5,545,800 Total 2026 - 2042 $ 69,220,100 Buildout Capacity CIP Total Cost $ 99,854,600 Oversize Agreement Wastewater CIP Project with Oversizing Agreement Total Cost (2020 Dollars) 01 Riverstone Ranch Pumping Capacity Expansion $ 861,900 ES-8 Wastewater Master Plan Update City of Pearland FREESE '1 NICHOLS 10.0 SANITARY SEWER EVALUATION STUDY (SSES) PROJECTS The flow monitoring and GIS data collected during this study were utilized to create a prioritized plan to address the sewer basins contributing the greatest amounts of inflow and infiltration (1/1) throughout the City. It is recommended to address high levels of I/1 through a targeted approach via Sanitary Sewer Evaluation Study (SSES) projects. Ten of the 32 wastewater flow meter basins in this study were identified as high I/1 basins (greater than 4.0 Gal/LF/inch) during the field-testing phase (Section 3.0). All wastewater basins with high levels of I/1 were recommended for Sanitary Sewer Evaluation Study (SSES). 11.0 LIFT STATION REHABILITATION PROJECTS FNI developed a lift station renewal plan utilizing the risk based assessment scoring (Section 5.0) and input from City staff. This plan considers the following: • A goal of rehabbing all lift stations within a 15-20 year serviceable life window. • The development of lift station specific rehabilitation costs. • The inclusion of all lift stations with the exception of facilities planned to be decommissioned or expanded based on the wastewater master plan analysis. • Prioritization based on the results on lift station risk based assessment results presented on Section 5.0. ES-9 Wastewater Master Plan Update fla FREESE City of Pearland 1 NICNOLS 1.0 INTRODUCTION The City of Pearland is a growing community located in Brazoria County, Texas. The City currently provides wastewater service to approximately 123,040 people. The population within the service area is projected to grow to 147,040 for wastewater service by 2042. Accommodating this growth in an efficient and cost- effective manner, while also focusing on the maintenance of existing wastewater system assets, was the focus of the Wastewater Master Plan Update. This report has been prepared to provide the City of Pearland with a planning tool to serve as a guide for 5-year (2025) and Buildout (2042) improvements to the wastewater infrastructure. 1.1 SCOPE OF WORK The City of Pearland (City) retained Freese and Nichols, Inc. (FNI) to conduct a Wastewater Master Plan Update (Project). The goals of this study included an evaluation of the existing wastewater system and recommendations for 5-year and Buildout (22-year) wastewater capital improvement projects (CIPs). These recommended improvements will serve as a basis for the design, construction, and financing of facilities required to meet Pearland's wastewater capacity and system renewal needs. The major elements of the scope of this project included: • Wastewater Flow Monitoring and Data Analysis • Wastewater System Inventory and Hydraulic Model Update • Wastewater Model Calibration • Population and Wastewater Flow Projections • Wastewater System Capacity and Operations Analyses • Wastewater Lift Station Risk Based Assessment • Wastewater System Capacity and Renewal CIP and report • Hydraulic Model Training 1-1 Wastewater Master Plan Update City of Pearland 1.2 LIST OF ABBREVIATIONS The list of abbreviations used in this report are provided in Table 1-1. Table 1-1: List of Abbreviations •sin FREESE I NICHQLS Abbreviation Actual ADS ADS Environmental Services ASCE American Society of Civil Engineers CIP Capital Improvement Plan d/D Depth to Diameter Ratio ETJ Extraterritorial Jurisdiction FNI Freese and Nichols, Inc. HGAC Houston -Galveston Area Council gal/LF Gallons per Linear Foot GIS Geographic Information System gpad Gallons per Acre per Day gpcd Gallons per Capita per Day gpm Gallons per Minute HGL Hydraulic Grade Line IH Interstate Highway I/1 Inflow and Infiltration LF Linear Feet LS Lift Station MG Million Gallons MGD Million Gallons per Day OPCC Opinion of Probable Construction Cost PFD Dry Weather Peaking Factor PFw Wet Weather Peaking Factor SCADA Supervisory Control and Data Acquisition SH State Highway SSES Sanitary Sewer Evaluation Survey TBRG Tipping Bucket Rain Gauge TPDES Texas Pollutant Discharge Elimination System TCEQ Texas Commission on Environmental Quality WRF Water Reclamation Facility 1.3 WASTEWATER MASTER PLAN STUDY AREA The study area for this wastewater master plan is shown on Figure 1-1 and includes the existing and future wastewater service areas within the Buildout (2042) planning period of this study. 1-2 Wastewater Master Plan Update FREESE �7 _ NICHOLS City of Pearland Figure 1-1: Refection Bay (Far Northwest) WRF Average Daily Flow = 6.0 MGD 2-Hour Peak Flaw = 24 MGD CI Study Area Wastewater Master Plan Study Area Sauthdown (North Centrals WRF Average Daily Flow = 1195 MGD 2•Hour Peak Flow = 3.8 MGD Average Daily Flow = 4.0 MGD 2-Hour Peak flaw = 16 MGD 1-3 Barry Rose WRF Average Daily Flow = 3.1 MGD 2-Hour Peak Flow = 12.5 MGD Average Daily Flow = 2.5 MGD 2-Hour Peak Flow = 10 MGD 0 0 7,704 SCALE IN FEET Wastewater Master Plan Update fa FREESE City of Pearland 1 NICHOLS 2.0 EXISTING WASTEWATER SYSTEM The City of Pearland's wastewater collection system consists of five water reclamation facilities (WRFs), approximately 400 miles of gravity wastewater lines ranging from 2-inches to 54-inches, and 70 lift stations throughout the collection system. The existing wastewater system is shown on Figure 2-1. 2.1 WASTEWATER SERVICE AREAS Pearland currently serves wastewater service within current City limits with the exception of the Silverlake subdivision. The City also serves approximately 590 connections outside the current city limits near Max Road. The existing wastewater system is divided into five service areas that are each served by a water reclamation facility (WRF). The five water reclamation facilities are: • Barry Rose • JHEC (also known as Southwest Environmental Center) • Longwood • Reflection Bay • Southdown All wastewater flow generated in Pearland's wastewater system is treated at one of these WRFs. The portion of the collection system served by the Walnut Lift Station currently can be pumped to both Barry Rose and JHEC WRFs. For future operations, the City is planning to send Walnut Lift Station flows to the expanded Barry Rose WRF. Therefore, the Walnut Lift Station service area is included in the Barry Rose WRF population and flow projections discussed in Section 4.0, and is shown in the Barry Rose WRF service area in all subsequent figures in this study. A summary of the Texas Pollutant Discharge Elimination System (TPDES) permit information for the City's five WRFs is presented in Table 2-1. 2-1 Wastewater Master Plan Update City of Pearland FREESE •� NICHOLS Table 2-1: Water Reclamation Facilities WRF Name (TPDES Permit No.) Phase ADF Permit (MGD) Peak 2-Hour Permit (MGD) Peaking Factor 'Parcel Size (Acres) Discharge Location(s) Barry Rose (WQ0010134002) Interim 3.1 12.5 4 10.6 Clear Creek Above Tidal in Segment No. 1102 of the San Jacinto -Brazos Coastal Basin Final(1) 4.5 18 4 JHEC (SWEC) (WQ0010134007) Interim 4 16 4 9.8 Mary's Creek; thence to Clear Creek Above Tidal in Segment No. 1102 of the San Jacinto -Brazos Coastal Basin Final 6 24 4 Longwood (WQ0010134010) - 2.5 10 4 1.7 Clear Creek Above Tidal in Segment No. 1102 of the San Jacinto -Brazos Coastal Basin Reflection Bay (WQ0010134008) Interim III 6 24 4 12.6 Drainage Ditch; thence to Clear Creek Above Tidal in Segment No. 1102 of the San Jacinto - Brazos Coastal Basin Final 7 32 4.6 Southdown (WQ0012295001) - 0.95 3.8 4 3.8 Brazoria County Drainage District No. 4 Ditch A-124-00-00; thence to Clear Creek Above Tidal in Segment No. 1102 of the San Jacinto -Brazos Coastal Basin (11 Existing TPDES permit information: City anticipating amendment to this permit 2-2 !( !( !( !( !(!(!(!(!( !(!(!( !( !( !(!( !( !( !( !( !( !( !(!( !( !( !( !( !(!(!(!(!(!( !( !( !( !(!(!(!(!( !(!(!(!( !(!(!(!(!(!( !(!(!(!( !( !(!( !(!(!( !( !( !(!(!( !( !( !(!( !( !( !( !( !(!(!(!( !( !( !(!(!(!(!(!(!( !(!(!( !( !( !( !(!(!( !(!(!( !( !(!(!(!( !( !( !(!(!(!(!(!( !(!(!(!(!( !( !(!( !( !( !( !(!( !( !( !( !(!(!(!(!( !(!(!( !(!( !( !(!( !( !( !( !( !(!( !( !( !( !( !( !( !(!(!(!(!(!(!( !( !( !(!(!( !( !( !(!( !( !(!(!( !(!( !( !( !( !(!(!( !(!( !(!( !(!( !(!( !( !( !( !(!(!( !( !( !(!( !( !( !( !( !( !( !(!( !( !( !( !(!( !( !( !( !( !( !(!( !( !( !(!(!(!(!(!( !( !( !( !( !(!(!( !( !( !( !( !( !( !( !(!( !( !( !(!( !(!( !( !( !( !( !( !(!( !( !( !(!(!( !( !( !( !( !(!( !( !( !( !(!(!( 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!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!(!( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !( !(!( !(!(!(!(!(!(!(!( !(!( !( !( !( !( !( !( !(!( !( Vä Vä Vä Vä VäVä VäVä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä Vä TXWRF TXWRF TXWRF TXWRF TXWRF TXWRF Ar Ah Ar Ah Ah ?c Ao Ao A¥ A¥ A¥ HARRIS HARRIS FORT BEND FORT BEND HH AARRRRIISSBBRRAAZZ OORRII AA BRAZORIABRAZORIAGALVESTONGALVESTONBRAZORIABRAZORIAFORT BENDFORT BENDLongwood WRFAverage Daily Flow = 2.5 MGD2-Hour Peak Flow = 10 MGD Barry Rose WRFAverage Daily Flow = 3.1 MGD2-Hour Peak Flow = 12.5 MGD JHEC (SWEC) WRFAverage Daily Flow = 4.0 MGD2-Hour Peak Flow = 16 MGD Reflection Bay (Far Northwest) WRFAverage Daily Flow = 6.0 MGD2-Hour Peak Flow = 24 MGD Southdown (North Central) WRFAverage Daily Flow = 0.95 MGD2-Hour Peak Flow = 3.8 MGD Silverlake WRF Parkview LS (LS #23) Riverwalk LS (LS #1) Bellavita LS (LS #7) Pine Hollow LS (LS #8) Green Tee IV LS (LS #12) Green Tee I LS (LS #15) Green Tee V LS (LS #13) Sunset Lakes LS (LS #3) Dixie Farm N LS (LS #10) Mary's Creek/Longherridge LS (LS #17) Dixie Farm S. LS (LS #18) Sunset Meadows LS (LS #2) Royal Oaks Apts. LS (LS #4) Riverstone Ranch LS (LS #14) The Preserve LS (LS #19) Green Tee III LS (LS #9) Pirates Alley LS (LS #20) Rustic Elementary LS (LS #11) Barnett Drywall E. LS (LS #5) Barnett Drywall W. LS (LS #6) Whispering Winds LS (LS #27) Twin Creek/Woodthrush LS (LS #28) Veterans II LS (LS #34) Super Walmart LS (LS #30) Lakes of Highland Glen LS (LS #29) Country Place LS (LS #58) South Hampton LS (LS #57) Albe rtson's/Food Town LS (LS #46) Lakes at Country Place LS(LS #60) Village of Edgewater LS (LS #51) Crystal Lakes North LS (LS #53) Shadow Creek Ranch LS (LS #69) Crystal Lakes West LS (LS #54) Miller Ranch Road LS (LS #61) Business Center LS (LS #66) Village Grove LS (LS #42) Spring Meadow LS (LS #43) Sunrise Lakes LS (LS #56) Autumn Lakes LS (LS #62) Cullen Blvd. LS (LS #52) Park Village LS (LS #40)Massey Lakes LS (LS #47) Tranquility LS (LS #50) Kirby North LS (LS #68) Smith Ranch LS (LS #65) Blockbuster/North Main LS (LS #32) Lake Park LS (LS #55) Garden Rd. LS (LS #44) South Gate LS (LS #67) Hatfie ld #3 LS (LS #41) West Gate LS (LS #49) Southdown LS (LS #59) Beltway 8 LS (LS #64) WestLea LS (LS #45) Knapp W LS (LS #35) Knapp E LS (LS #31) Walnut LS (LS #33) Villages of Mary's Creek LS (LS #24) Liberty LS (LS #22) Clear Creek Park LS (LS #21) Tower Bridge LS (LS #26) Oakbrook Estates LS (LS #16) Veterans Dr I LSTo be Decommissioned (by 2020) Wooten Rd LS (LS #63 Private School LS Scott & Mykawa LS (LS #38) Shank & Mykawa LS (LS #37) Orange & Mykawa LS (LS #36) Private LS Private LS Private LS Private LS Private LS Private LS Towne Lake Estates LS (LS #25) Private LS Private LS Private LS Southdown WRF LS Southwyck 8 LS Centennial WaterPark LS (LS #39) Avalon Terrace LS (LS #48) JHEC BARRY ROSE LONGWOOD REFLECTION BAY SOUTHDOWN 16" F.M.1 0 " F.M . 1 2 " F.M .16" F.M.12" F.M.10" F.M.10" F.M.16" F.M.12" F.M.12 " F.M . 12" F.M.12" F.M.12" F.M.10" F.M.12" F.M.16" F.M.16" F.M.12" F.M.1 2 " 3 0 "36"2 4 " 1 8 "10"14" 2 0 "15"27"4 2 "21"54"1 6 "48"10"3 0 "30"10 "12"1 0 " 1 2 " 2 4" 1 8"10"10"12"15"2 4 "10"10"12"36 " 18" 2 4 " 1 2 " 2 4 "10"1 0 "10"12"21 "10"10"1 5 "24"1 2 "10"1 0 " 1 0 "12"30"15"1 2 " 1 2 "24"1 0 "3 6 " 10 " 15" 2 4 "12"27"10"15"12"10"1 8 " 1 8 "10"12"10"42"30"24"12"36"10"12 " 1 0 " 30 "15"12 "10"15"10"1 0 " 12" 18 " 10"24"10 "12"1 0 " 12 " 10" 10 "10"10 "36"10 "12"12"20 " 10"12"2 4 " 1 2 "10"15" 12" 1 0 "12"1 2 " 1 8 "18"1 2 "15"12" 1 0 "10"42"30 " 10" 36 " 15"12"10" 3 0 "12"24 "12"10"18"30"12"12"1 0 " 12 "10"2 4 "24"24 "10"1 0 "10"30 "12"18" 10" 2 4 "12"2 4 "30"24"12"10"12"30"18"18 "10"18"10"1 0 "12"1 8 "12"12"1 0 " 1 0 "12"10" 10" 1 8 "21"10" 1 2 "10"10"18"12"10"12"2 4 " 1 0 "12"15"1 8 " 1 0 "24"15"1 2 "10"1 8 "10"12"15"36"10"12"10"1 0 "30"12"30"10"20"18"10"21"36"12"10"18"12"10"10" 12 "10"10"1 0 " 1 0 " 2 4 "10"1 8 "1 0 "10"18" 1 5 " 1 2 " 12"12"12"36"1 0 "16"10" 1 8 "30"12"10"30"1 0 "15"12"12" 10"36"1 5" 10"12"18"15"2 4 " 15 " 1 0 " 1 8 "12"10"10"12 " 1 2 "30"12"10"24"42"10"2 4 "12"12"24"1 0 "12"3 0 " 1 0 " 2 4 " 12 "36"1 0 "2 4 "10"1 2 " 12"12"1 0 " 12 " 10" 1 0 " 10 " 15 " 10"12"15" 3 0 "10"10"1 0 " 1 0 "10"1 2 "12"12"1 0 "30"1 0 " 2 0 "10"1 8 " 12 " 10" 1 8 " 42 "10"2 0 "12"30"18"36" 3 0 " 1 5 "12" 10"18"10"12"24"15 " 10"15"10"1 5 "27"16"10"15"21"1 0 " 10"12"10"12" 10" 15" 30 "12"12 " 1 8 " 10"18"24" 12" 1 2 "21"12"12"24"15"12"1 0 "24"10"3 0 "12"12"12"4 2 " 10 "30"42" 1 2 "12"16"10"15"12 "20"15"1 0 "10"10" 1 0 " 3 0 " 1 0 "10"SH 288 SBROADWAY STSH 288 NMAIN STCR 48CR 59 BA I LE Y R D FIT E R DFM 521KIRBY DRSH 6 CR 90FM 1128S S AM HO US TON TO LLWAY E MAX RDCR O I X R D M A G N O L IA RDCR 129DIXIE FARM RDCULLEN PKWYMCLEAN RDHARKEY RDPO S T R D MYKAWA RDPEARLAND PKWYOLD ALVIN RDO'DAY RDCR 127 CR 125CR 94IOWA LNCR 84BRO O KS ID E RD CR 10 0 VETERANS DRMANVEL RDRI LE Y RD HU G HES R AN CH R D DEL BELLO RDCR 564S S A M H OU S TO N P K W Y E STONE RDMC HA R D R D HA S T IN GS C A NN O N RD S SAM HOUSTON PKWY W ALMEDA RDRUSTIC LN CR 831CR 130GARDEN RDBUSINESSCENTERDRS SAM HOUSTON TO LL W AY W GREE N T EE DR RODEO DRNORTHFOR K D R COUNTRY CLUB DRKNA P P R D S O U T H F O R K D R WELLS DRAM I E L NWOODY RDCR 101CRI C E R D CR 190 BERRY RDOILFIELD RDCR 391CULLEN BLVDW OR A NGE ST CURRY RDPATTERSON RDCR 174APA L M S T E P L U M ST PA LM ET T O MORGAN RDCR 827SAVANNAHPKWYSCOT T LNROY RDWESTFIELD LN FELLOWS RD DE L B EL L O LNCR 85CR 22 2TRINITYBAYDR CR 132CR 922CR 430 CR 5 89 CR 389OLD CHOCOLATE BAYOU RDCR 297CR 298FURNACE RDBLACKHAWK BLVD CR 888DAG G R D SCARSDALEBLVDE O R AN G E S T CR 8 95 PEARLAND SITES RDIVY LNCR 17 4 B O G EY WAY LE STE R D R LONGWOODDRWELLBORNE DRCR 5 60 WHI TE RD WAYNE RDSPEARS RDPAT R IDGE D R JO H N L I Z E R R D SMITH RANCH RDF R I O D R EIKER RDVERMONTBRITT RDS O U T H FORKPKWY MILLER RANCH RDHAMM RDKI LNA R CRANE DRLIL A S T E S Y C AMO RE WESTMINISTERRDSHADYBEND DR EL L I S D R BELLINIHAW K R D F RU G E R D HAL IK R D SO UT H D R MANOR DRDA R E RD I SL A S T HELEN DRROSE LNMISTLETOE LNCR 894 PALM E RO WAYTULIP LNWAL N U T AV E HE RON LNJRDRWOODCHARLES AVEO IL E R D R BRAHMAN DR TE A K W OO D AV E OAK RDSCOTT STLINDENPL BELCHER RD CR 5 64 B LYNN DRAR N O LD DR JE NK IN S RD HALL RD HOOPER RDHA M P S H IR E S TWELL RDSKYLARK WAYDO N L E Y D R J A S P E R D R M A N RY AV E BUCKHOLT RDEL LA ST WINGTAIL WAYARC A DIABAY DR ALMEDA SCHOOL RDS H A S T I N G S F I E L D R D ROMERO DR ME AD O W LN BLUEBIRD WAYHALBERT DRBE C KY LN MCGINNIS DR CR 88 0 CO MAL S T BEDYNEK DRP A L M D E S E R TD R NRIVI E R ACIRSH AN K RD S HELBYDRCA R R I E LN CR 824DA L L A S ST CR 303CR 124LOUISIANACR 252CR 7 15 SO U T H W Y C K P K WY BL UE B ON N E T D R LIRA RDAIRFIELD LN S A N S I M E O N D R CR 5 64 A BA N D E R A D R N HA ST IN G S F IE L D R D ME AD E LARR YC R E ST D R CR 175HACKNEY RDEVERGREEN DRGR I M E S AV E O VE R S T WINDWAR D B A Y DR AUBRELL RDVICTORIA AVEJUDY STOAK HILL ELLIS RDSUNBROOK DRLEE RDPINE CHASE DRAVE BHU D S P E T H D R WI LL I A MS DR GLASTONBU R Y D R DIXIE FARM DRPROCTORLEE LNDA L L A S RD BANBURY LNBELMORE LNGR A 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gg eerrCCrreeeekkTurkey Creek Turkey Creek Cho c o l a t e Ba y o uCho c o l a t e Ba y o uCreated By Freese and Nichols, Inc.Job No.: PRL18631Location: H:\W_WW_PLANNING\01_DELIVERABLES\00_FINAL_REPORT\(Figure_02-1)-Existing_Wastewater_System.mxdUpdated: Thursday, October 8, 2020 12:43:13 PMUser Name: 03812 WRF SERVICE AREAS Barry Rose JHEC Longwood Reflection Bay Southdown FIGURE 2-1CITY OF PEARLANDWASTEWATER MASTER PLAN UPDATEEXISTING WASTEWATER SYSTEM 0 2,000 4,000 SCALE IN FEET !I Represents the existing wastewatersystem during 2019 flow monitoring. LEGEND !(Manhole Vä Lift Station TXWRF Water Reclamation Facility 8" and Smaller Wastewater Line 10" and Larger Wastewater Line 8" and Smaller Force Main 10" and Larger Force Main Road Railroad Stream City Limit ETJ Boundary County Boundary Wastewater Master Plan Update City of Pearland 2.2 GRAVITY MAINS in FREESE '1 NICHOLS Pearland's existing wastewater system consists of approximately 400 miles of gravity lines ranging from 4-inches to 54-inches. Figure 2-2 illustrates the percentage of pipe length by diameter. Most of the City's gravity lines are 8-inches in diameter. Information on materials was provided in the City's GIS for 97% of gravity lines. Most of the known wastewater lines material is PVC, as illustrated on Figure 2-3. %Total Length 70.0% 60.0% 50.0% 40.0% 30.0% 20.0% 10.0% 0.0% Figure 2-2: Gravity Pipe Length by Diameter r 6 r r r r r 6' 6 6 r r 6' 6 r r 6' 6 ••S �c �c •mac �c �c �c �c •mac �c •mac �c •mac •mac • Ss a �c cti tier tit tia ^v ti� ti4 ,VCf L1 ti� ry� �a 3� a'1 A 41 Figure 2-3: Gravity Pipe Length by Material • PVC • Cured -In -Place Pipe • Vitrified Clay Pipe ▪ Other(1) • Unkown (1) includes A-2000, asbestos cement, concrete, CTS, C905, ductile iron, DR18, DR26, PLP, fiberglass -reinforced plastic, high -density polyethylene, metal, polyethylene, reinforced concrete, unreinforced concrete, and reinforced polymer mortar pipe 2-4 Wastewater Master Plan Update City of Pearland 2.3 LIFT STATIONS AND FORCE MAINS in FREESE '1 NICHOLS As of June 2020, the City owns and maintains 70 lift stations located throughout the five wastewater service areas. During the preparation of this report, the City had an ongoing project to consolidate the Veterans Drive I Lift Station. After completion of this project, the total number of lift stations will be 69. These lift stations have approximately 35 miles of associated force mains, with diameters ranging from 4- inches to 20-inches. Pearland's 69 lift stations distributed by WRF service area are on Table 2-2. ble 2-2: Lift Stations by WRF Service Ar Service Area Number of Lift Stations Barry Rose-) 19 JHEC (SWEC)(1)(2) 27 Longwood 12 Reflection Bay 5 Southdown 7 (1) Walnut Lift Station is included for both Barry Rose and JHEC WRF service areas (2) Excludes Veterans Drive I Lift Station Lift Station Inventory a FNI assembled a lift station inventory using data obtained from City staff, construction drawings, pump vendors, and lift station site visits conducted during the risk -based assessment. The lift station inventory includes information on the pumping capacities, wet well geometry, influent lines, and other available information and is provided in Table 2-3. Additionally, schematics of the City's lift stations were developed using information from the wastewater GIS network and City staff. The lift station schematics show the WRF service area, relative hierarchy, and firm pumping capacity of each lift station and is provided in Appendix B. Lift Station Numbering FNI and City staff developed lift station numbering for all existing lift stations. The lift stations were numbered starting from the eastern (older) side of the City and moving westward. Veterans Drive I lift station and all WRF influent lift stations were excluded from the numbering process. Lift Station numbers are included Table 2-3. 2-5 r--� NICHOLS City of Pearland Wastewater Master Plan Update Table 2-3: Lift Station Inventory Lift Station No. 62 Name Autumn Lakes General Info. WRF Service Area JHEC & Firm Capacity Physical Address 2355 Harrington Dr SCADA No. Pumps 2 Firm Capacity (gpm) 425 (MGD) 0.61 Force Ma Diameter ` (in) 8 Length (ft) 2836 Diameter (ft) 8.0 Wet Well Slab Elevation (ft MSL) Floor Elevation (ft MSL) Depth (ft) Ir- Single Pump Design Point (gpm) M Pumps Single Pump TDH 43 & Operating All Pumps OFF (ft MSL) Levels Pump 1 Pump 2 Pump 3 ON ON ON (ft MSL) (ft MSL) (ft MSL) Influent Diameter(s) (in) 8 Gravity Line(s) Invert (ft MSL) 39 ■ Documentation Pump Model CP3127 Flygt, 484 Imp, 10Hp, 240V, 4" Disch 55 35 20.5 425 48 Avalon Terrace JHEC 7404 Hughes Ranch Rd 2 265 0.38 6 2653 6.0 56 27 29.0 265 47 8 34 NP3127 FLYGT, 489 Imp, 7.5Hp, 460V, 4" Disch 5 Barnett Drywall E Longwood 1301 E Broadway 1 75 0.11 4 588 3 33 26 7.5 75 6 Barnett Drywall W Longwood 1302 E Broadway 1 75 0.11 4 808 4 34 25 8.5 75 WGL20-43 Meyers, 2HP 7 Bellavita Longwood 1332 N Riviera Dr Yes 3 c''J 0.86 10 3411 10.0 37 2 35.0 600 115.0 12 10 CP-3201X FLYGT 457Imp, 47 HP, 460V, 4" Disch 64 Beltway 8 Reflection Bay 3020 1/2 S. Sam Houston Pkwy Yes 2 565 0.81 8 6112 8.0 50 15 35.5 565 780 12 22 32 Blockbuster/North Main Barry Rose 2000 N MAIN 2 4 776 4 47 34 13 ■ 66 Business Center Reflection Bay 3321 Business Center Dr. 2 600 0.86 8 2776 12.0 61 38 22.4 600 38 12 43 NP-3127 FLYGT Imp, 10HP, V, 4" Disch 39 Centennial Water Park JHEC 3219 1/2 Mc Lean Rd. 1 4 1476 1111 AIL 21 Clear Creek Park Barry Rose 2600 Pebble Creek 2 148 0.21 6 1439 8.0 38 20 17.5 148 33 10,10 25, 23.6 CP-3085X FLYGT 434Imp, 3 HP, 240V, 4" Disch 58 Country Place Southdown 3210 S. Peach Hollow Cricle 3 950 10 4360 8.0 54 28 26.0 950 12 33 53 Crystal Lake North Southdown 4035 CRYSTAL LAKE N. 2 275 0.40 4 1782 5.0 54 38 16.0 275 6 42 Myers 54 Crystal Lake West Southdown 1434 CRYSTAL LAKE W. 2 275 0.40 4 1392 5.0 54 40 14.0 275 6 43 52 Cullen Blvd JHEC 2704 Cullen Blvd Yes 3 1,260 1.81 14 1087 20.0 55 33 21.7 840 34 30 40 KB Model KRT K150-315/96XG, 2651mp, 10Hp, 6" Disch 10 Dixie Farm N Longwood 3152 Dixie Farm Rd Yes 3 2,179 3.14 16 4461 20.0 40 15 26.5 270 24.0 30 18 CP-3085 FLYGT 436 Imp, 3 HP, 480V, 3" Disch 18 Dixie Farm S Longwood 4654 Dixie Farm Rd 2 240 0.35 6 2545 4.0 41 27 14 240 28.0 T3 Gorman Rupp Centrifugal, 5 HP, 240V, 3" Disch 46 Food Town/Albertson's JHEC 7101 W Broadway 2 400 0.58 8 4676 8.0 52 34 17.8 400 38.0 12,4 36 4WHV75M4-23 Meyers, 7.5 Imp. 7.5 Hp. 240V, 4"Disch 44 Garden Rd JHEC 2508 Garden Rd 2 200 0.29 4 3182 6.0 51.50 35.00 16. 5 200 50 12 39 4VH$75M4-23 Myers, 7.5Hp, 240V, 4" Disch 15 Green Tee I Barry Rose 2806 1/2 Country Club 2 320 0.46 4 1256 5.0 40 22 18.0 320 22.0 10,8 29.5, 29.5 CP-3085 FLYGT 434, 3" Disch Green Tee III Barry Rose 2300 Golfcrest 2 360 0.52 4 295 5.0 18 1 17.08 360 12.0 10,8,8 33, 28.5, 33 CP-3085 FLYGT 436, 3" Disch 12 Green Tee IV Barry Rose 2718 Green Tee Yes 2 660 0.95 8 114 9.0 40 15 26.5 660 25.0 12 19 Flygt 13 Green Tee V Barry Rose 2915 A Green Tee Dr Yes 2 590 0.85 8 5055 11 39 19 20.0 590 51 NP-3153 FLYGT 465 Imp, 20 HP, 230V, 4" Disch 41 Hatfield III JHEC 1843 Hatfield Rd 2 237 0.34 6 4007 7.0 47 20 26.7 237 12 24 CP 3102 FLYGT, 433 Imp, 5 Hp, 480V, " Disch No Data GIS Data Plan/As-Built/Curves From City/Inventory From FNI Survey City inventory different than As -Built information *For Triplex lift stations where firm capacity information was not available - firm capacity assumed to be 150% of design capacity (gpm) for one pump 6/30/2020 r--� NICHOLS City of Pearland Wastewater Master Plan Update Table 2-3: Lift Station Inventory Lift Station No. 68 Name Kirby North General Info. WRF Service Area Reflection Bay & Firm Capacity Physical Address 1630 Kirby Dr. SCADA Yes No. Pumps 2 Firm Capacity (gpm) 400 (MGD) 0.58 Force Ma Diameter I (in) 6 L (ft) 1637 Diameter (ft) 10.0 Wet Well Slab Elevation (ft MSL) 57 Floor Elevation (ft MSL) Depth (ft) 30.0 Ir- Single Pump Design Point (gpm) 400 Pumps Single Pump TDH (ft) & Operating All Pumps OFF (ft MSL) Levels Pump 1 ON (ft MSL) Pump 2 Pump 3 ON ON (ft MSL) (ft MSL) Influent Diameter(s) (in) 24 Gravity Line(s) Invert (ft MSL Documenta 27 37 31 Knapp Rd East Barry Rose 3830 Knapp Rd East Yes 2 500 0.72 6 395 10.0 43 21 22.0 500 48.0 12 24 NP-3127 FLYGT 488 4" Disch 35 Knapp Rd West Barry Rose 4515 Knapp Rd 1 300 0.43 4 2101 4.0 43 31 11.6 300 23.1 12,6,2 40 CS-3085 FLYGT 4343" Disch 55 Lake Park Southdown 2 575/525 0.82/076 8 1073 8.0 57 13 44.0 575/525 54.0 15 19 20 24 22 Flygt NP-3153 Imp 435 60 Lakes At Country Place Southdown 510 Country Place Blvd Yes 3 490 0.71 8 3379 8.0 55 28 27.0 490 12 34 29 Lakes of Highland Glen Barry Rose 835 Highland Glen Ln. Yes 2 150 0.22 4 174 6.0 45 25 20.0 150 I 10 29 CP 3185 FLYGT, 436 Imp, 3 Hp, 240V, 3" Disch 22 Liberty JHEC 3420 Liberty 2 145 0.21 4 4976 6 44.5 31 14 145 33 4/12/8 33.85/33.63/34.85 5 HP 4" Flyght pumps, RPM = 1455 17 Mary's Creek/Longherridge JHEC 3804 Longherridge 2 157 0.23 4 2566 4 42 23 19 157 6 23 Rebuilt pump 47 Massey Lakes JHEC 3844 Manvel Rd. 2 152 0.22 8 13 6.0 54 28 26.5 152 21 8 35 CP3085 FLYGT, 4361mp, 3Hp, 460V, 4" Disch 61 Miller Ranch JHEC 2814 Miller Ranch Rd. Yes 2 900 1.30 8-12 1739 16.0 59 29 30.0 900 32 18 33 KSB Model KRT K150/315, 206XG, 2651mp, 480V, 6" Disch 16 Oakbrook Estates Longwood 18001/2 Branch Hill Dr 2 150 0.22 4 1056 5.0 42 19 23.0 150 26.0 CP-3085 FLYGT 434 Imp, 3 HP, 240V, 3" Disch 36 Orange & Mykawa Barry Rose 2103 Mykawa 2 70 0.10 4 278 4.0 47 33 14.3 70 L 8 37 T3 Gorman Rupp Centrifugal, 5 HP, 240V, 3" Disch 40 Park Village JHEC 4102 McLean Yes 2 650 0.94 6 689 7 48 29 19 650 78.0 10 31.80 CP-3152X FLYGT454 Imp, 20 Hp, 4"Disch 23 Parkview JHEC 36111/2 Misty Lane 2 231 0.33 6 4396 6 45 31 14 231 41 10 33.86 5 HP 4" Flyght pump, RPM = 1720 8 Pine Hollow Longwood 3711 A Pine Lawn Dr 2 500 0.72 6 229 6.0 36 13 23.0 500 33.0 12, 15 16.9, 19.5 CP-3127 FLYGT 484 Imp, 10 HP, 240V, 4" Disch 20 Pirates Alley JHEC 2433 E. BroadwayE 2 4 819 4 40 27 13 le 8 31 14 Riverstone Ranch Barry Rose 1898 Dry Willow 2 568 0.82 12 7055 10.0 45 7 38.35 568 117 18 16 NP-3202 FLYGT460 Imp, 60 HP, 460V, 6" Disch 1 Riverwalk Longwood 3424 Riverside Dr 2 175 0.25 4 2168 5 33 13 20 175 Rebuilt pump 4 Royal Oaks Apts Longwood 1302 1/2 E Broadway 2 100 0.14 6 307 4.0 33 16 17.25 100 T3 Gorman Rupp Centrifugal, 5 HP, 240V, 3" Disch 11 Rustic Elem School Longwood 3535 Stevenson (CR 391) 2 250 0.36 4 3040 5.0 38 22 17 250 70.0 10, 10 36, 24.4 JSV4E60-E17, 7.00/7.60" Dia, 17 Hp, 480V, 4" Disch 38 Scott & Mykawa Barry Rose 1445 Mykawa 2 280 0.40 6-12 3385 4.0 46 27 18.6 280 8,8,8,8 34.3, 34.3, 34.3, 34 T4 Gorman Rupp Centrifugal, 5 HP, 240V, 4" Disch 69 Shadow Creek Reflection Bay 2753 Biscayne Bay Dr. Yes 2 2250 3.24 16 2354 12.0 62 25 37.3 2250 lop 24 34 37 Shank & Mykawa Barry Rose 1709 Mykawa 2 140 0.20 4 1976 4.0 46 29 17.0 140 8,8,8 36, 33, 33 T4 Gorman Rupp Centrifugal, 5 HP, 240V, 4" Disch 65 Smith Ranch Rd Southdown 23101/2 Smith Ranch Rd. 2 4 1118 5.0 54 35 18.9 6,6,8 46.2, 46.2, 38.8 67 South Gate Reflection Bay 3551 Kirby Dr. #A Yes 2 382 0.55 8 2553 12.0 63 39 24.0 382 73.6 8 40.60 CP-3140 FLYGT, 481 Imp, 1SHp, 460V, 4" Disch No Data GIS Data Plan/As-Built/Curves From City/Inventory From FNI Survey City inventory different than As -Built information *For Triplex lift stations where firm capacity information was not available - firm capacity assumed to be 150% of design capacity (gpm) for one pump 6/30/2020 r--� NICHOLS City of Pearland Wastewater Master Plan Update Table 2-3: Lift Station Inventory Lift Station No. 57 Name South Hampton General Info. WRF Service Area JHEC & Firm Capacity Physical Address 9800 Fairbrook Way SCADA No. Pumps 2 Firm Capacity (gpm) 160 (MGD) 0.23 Force Ma Diameter ` (in) 4 Length (ft) 997 Diameter (ft) 8.0 Wet Well Slab Elevation (ft MSL) Floor Elevation (ft MSL) Depth (ft) Ir- Single Pump Design Point (gpm) Pumps Single Pump TDH 35 & Operating All Pumps OFF (ft MSL) Levels Pump 1 Pump 2 Pump 3 ON ON ON (ft MSL) (ft MSL) (ft MSL) Influent Diameter(s) (in) 6 Gravity Line(s) Invert (ft MSL) , 42 Documentation Pump Model CP3102 Flygt, 4331mp, 5Hp, 460V, 4" Disch 55 40 14.9 160 59 Southdown Southdown 2835 Southdown Dr.. 2 500 0.72 10 4514 8.0 54 26 28.0 500 8 31 43 Spring Meadow JHEC 1630 Rice Rd. 2 250 0.36 4 3347 8.0 49 29 20.4 250 8 33 KSB Model KRT E80-251/114XG, 225 lmp,15Hp,480V, 4"Disch 56 Sunrise Lakes JHEC 9334 Sundown Dr 2 375 0.54 10 1343 8.0 57 32 26 375 24 12 38 CP3127 FLYGT, 485 Imp, 10HP, 240V, 4" Disch 3 Sunset Lakes Longwood 13101/2 Chelsea Ln 2 461 0.66 6 1907 6.0 33 12 21.30 461 49.0 18 JSF4F60-E13, 8.21/8.90" Dia, 13 Hp, 480V, 4" Disch 2 Sunset Meadows Longwood 3901 Woodchase 2 230 0.33 6 4251 ■ 33 13 20 230 30 Super WalMart Barry Rose 19192 N Main St 2 200 0.29 6 1025 6.0 47 28 18.7 200411 12/12 34, 34 JSV3D60-E4 Gorman Rupp, 4HP 460V, 3"Disch 19 The Preserve Barry Rose 1631 1/2 Bluestone Edge In 2 280 0.40 6 3555 6.0 41 17 24.5 280 52 10 20 K5B Model KRT E80-251/74XG, 210 Imp, 10 HP, 460V, 4" Disch 26 Tower Bridge Barry Rose 2801 Dawn 2 140 0.20 6 1093 6.0 42 23 18.9 140 40.0 8 28 CP -3102 FLYGT, 436 imp, 4 HP, 240V, $" Disch 25 Towne Lk Sewer JHEC 3803 Conroe Lake CI 2 500 0.72 8 2737 , 43 21 22 500 12 28 50 Tranquility Lakes JHEC 2810 Tranquility Lakes Blvd 2 340 0.49 8 2222 8.0 52 31 20.9 340 12 35 34 Veterans Dr II JHEC 3333 Veterans Dr Yes 4 3,123 4.50 14/20 28 28.0 48 19 29.0 36 19 42 Village Grove JHEC 5825 Vineyard Hill Dr 2 288 0.41 6 2072 8.0 53 32 22.0 288 32.0 12 34 CP 3102X FLYGT, 434 Imp, 5 Hp, 240V, 4" Disch 51 Village Of Edgewater JHEC 3400 Irish Shores Ln 2 1111111 6 1458 8.0 54 29 25.0 12 38 Gorman Rupp, J54P60-E11, 11Hp, 240V, 4" Disch 24 Villages Of Mary'S Creek JHEC 3438 Mary's Village Dr 2 280 0.40 6 1875 8.0 45 20 25.0 280 10 28 33 Walnut Barry Rose 4103 Walnut St Yes 3 2,940 4.23 12,16 926 12.0 49 19 30.10 1960 50.0 18 26 NP-3153 FLYGT 434Imp, 20 HP, 460V, 6" Disch 49 Westgate JHEC 7737 W Broadway 3 776 1.12 12 2802 8.0 51 27 23.8 517 30 12/12 35 CP3127 FLYGT, 432 Imp, 10Hp, 240V, 4" Disch 45 Westlea JHEC 6611 Mockingbird Lane #A 2 333 0.48 8 694 6.0 50 22 28.5 333 10 32 Flygt, city has plans 27 Whispering Winds Barry Rose 280081 Whispering Winds 2 150 0.22 4.0 43 28 15.4 150 8,8 31.3, 33 T4 Gorman Rupp Centrifugal, 5 HP, 260V, 4" Disch 28 Woodthrush/Twin Creek Barry Rose 11001/2 Woodthrush 1 3 713 1.03 8-12 2993 10.0 45 12 34.0 475 105 15 23 NP-3171 FLYGT 454Imp, 30 HP, 460V, 4" Disch 63 Wooten Rd JHEC 10235 W Broadway 2 4.0 I 10.1 6 8 No Data GIS Data Plan/As-Built/Curves From City/Inventory From FNI Survey City inventory different than As -Built information *For Triplex lift stations where firm capacity information was not available - firm capacity assumed to be 150% of design capacity (gpm) for one pump 6/30/2020 Wastewater Master Plan Update City of Pearland 3.0 WASTEWATER FLOW MONITORING FREESE '1 NICNOLS FNI conducted city-wide flow monitoring and rain gauge data collection as part of the project. The flow monitoring and rainfall data were used to characterize dry and wet weather flows at key points within the wastewater system and to calibrate the wastewater hydraulic model. The data was also utilized to measure inflow and infiltration (1/1) throughout the collection system and prioritize flow monitor basins for future sanitary sewer evaluation study (SSES) projects. The following sections summarize the collected flow and rainfall data, as well as the characterization of I/1 levels within the wastewater collection system. 3.1 FIELD DATA COLLECTION Dry weather and wet weather system responses within the five water reclamation facility (WRF) service areas were evaluated by installing wastewater flow meters to observe and document existing flow conditions. Rainfall data was also collected using rain gauges. A total of thirty-two (32) flow meters and six (6) rain gauges were used for this study throughout all five WRF service areas. ADS Environmental Services, Inc. (ADS) was retained by FNI to install and maintain the flow monitors and rain gauges and provide an evaluation of the flow meter and rainfall data 3.1.1 Flow Meter and Rain Gauge Placement Flow monitoring locations were chosen to support the goals of the Wastewater Master Plan Update. FNI worked with the City to choose flow monitoring sites. Flow meters were generally placed near the water reclamation facilities (WRFs) or larger capacity lift stations and strategically throughout the system so that the linear footage of gravity lines between each flow meter was relatively consistent. Consideration was also given to areas of the wastewater system with known or suspected I/1 issues. Six rain gauges were also installed throughout the WRF service areas to capture rainfall during the field testing period. The flow meter installation locations and corresponding gravity line diameters and GIS manhole IDs are provided in Table 3-1. The rain gauge installation locations are provided in Table 3-2. Flow meter and rain gauge site installation reports with more detailed location information are provided in the Sewer System Performance Report (by ADS) located in Appendix C. All flow meter and rain gauge locations, along with the collection system and WRF service areas, are shown on Figure 3-1. FNI also developed a schematic to 3-1 Wastewater Master Plan Update City of Pearland in FREESE '1 NICHOLS show the relationship between each upstream and downstream flow meter. This flow meter schematic is organized by WRF Service Area and is shown on Figure 3-2. 3.1.2 Flow Meter Basins FNI utilized the City's wastewater geographic information system (GIS) database and the flow meter locations to delineate thirty-two (32) flow meter basins. These basins represent the portion of the collection system upstream of each flow meter and will be utilized for wastewater flow projections, hydraulic model calibration, and system wide I/1 analysis. Figure 3-1 shows the flow meters and associated flow meter basins. 3-2 Wastewater Master Plan Update City of Pearland Table 3-1: Flow Meter Locations FREESE r-� NICHOLS owlD a er WWTP Basin Pipe Inne Diameter(1) (in) A. • ress/Location GIS Manhole ID BR-01 Barry Rose 27 Behind 2963 Winter Berry Ct 4-12-9 BR-02 Barry Rose 18 Pearland Pkwy @ Barry Rose Rd 4-12-2 BR-03 Barry Rose 36 Behind 2959 Water Willow Ln 4-12-32 BR-04i�1 Barry Rose 15 West of 3118 Glastonbury Dr 2-11-68 BR-05 Barry Rose 24 East of 3500 McHard Rd 3-11-97 BR-06 Barry Rose 18 1898 Dry Willow Ct 4-12-53 BR-07i�1 Barry Rose 21 2546 S Sacramento Ave 5-10-273 JH-01 JHEC 48 East of 5800 Magnolia St 6-9-102 JH-02 JHEC 30 South of 7110 Magnolia St 6-10-102 JH-03 JHEC 36 North of 3301 Harkey Rd 6-9-105 JH-04 JHEC 30 North of 6205 Raintree Dr 6-9-114 JH-05 JHEC 36 North of 3402 Parkside Dr 6-9-92 JH-06 JHEC 30 South of 4271 Magnolia St 6-10-100 JH-07A JHEC 36 3038 Hatfield Rd 6-9-195 JH-07B JHEC 18 North of 3001 Centennial Village Dr 6-9-205 JH-08 JHEC 30 8703 Broadway St #125 5-7-42 LW-01 Longwood 27 2203 Myrtlewood Dr 5-14-22 LW-02 Longwood 30 1604 Dixie Farm Rd 5-14-82 LW-03 Longwood 24 South of 2402 Creekridge Dr 5-14-41 LW-04 Longwood 30 1710 Broadway St 6-13-216 RB-01 Reflection Bay 12 2080 Reflection Bay 4-4-99 RB-02 Reflection Bay 42 12155 Shadow Creek Pkwy 4-4-23 RB-03 Reflection Bay 42 11901 Shadow Creek Pkwy 4-4-18 RB-04A Reflection Bay 20 2702 Golden Creek Ln 5-3-213 RB-04B Reflection Bay 20 Behind 2804 Silhouette Bay Dr 5-3-194 RB-05(2) Reflection Bay 10 11516 Carson Ave 7-4-72 RB-06 Reflection Bay 30 East of 1414 Fruge Rd 3-4-5 RB-07 Reflection Bay 30 2954 Kingsley Dr 6-3-2 SD-01 Southdown 12 North of 1003 Oxford Dr 4-6-114 SD-02 Southdown 21 Behind 3719 Soho Dr 4-6-73 SD-03 Southdown 15 941 County Rd 106C 3-6-100 SD-04 Southdown 12 3210 S Peach Hollow Cir 4-6-101 (1) Pipe diameters from City's GIS. (2) Flow meter locations (MHs) with depth and velocity sensors placed in multiple incoming pipes. 3-3 Wastewater Master Plan Update City of Pearland Table 3-2: Rain Gauge Locations FREESE r-� NICHOLS Rain Gauge ID RG-01 WRF Basin Reflection Bay Address/Locati • 1818 Reflection Bay Installed Facility Reflection Bay WRF RG-02 Southdown 3210 S Peach Hollow Cir Country Place LS RG-03 Reflection Bay Kirby Dr Southgate LS RG-04 JHEC West of 5800 Magnolia St JHEC WRF RG-05 Barry Rose Northeast of 2965 Water Willow Ln Barry Rose WRF RG-06 Longwood 2727 Dixie Farm Rd Longwood WRF 3-4 III srIL• s Pax rill., I w. - ■' JI 1111 = - ■^ � IIIINIIxn IIII!` %tin ii r IN �t s .n111 = E. - NNI I 171 11 IlI11NL F77nxINNIIINNI! IINIIIRNIIIIIL• FlL1NILIxNI11xxL nIIINI111Ix1111111 arDialum.1111. 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Y=��:'!, tX 1 i � f --- 1�- ; , 1I; _IF ' - -1 I I L__ o • •,L ,'r o . _ o NEWBUR� �-. _ - -Ve SOUTH 77 1111 ;1 10" �10" ��, Blockbuster/North Main LS i I I I Ns - A 8" I� I� I I= --I I 18' f 10" jam1 I ? I8_ 8» lOrange & Mykawa LS I W ORANGES i �, 11- v rn t L- 15" 'N 4 o i I 1 w � _ _ =1- Ym->Tri r I 7 I .- - -I FI n 8. ♦, 1 12"tom 1 1 --- '•Iy°? -� - 10" - -� 1 1 � � 1, - O IW- 1----� ° -- I_I _ 8-1 ;__I I ICI - - I I �J 18 7B I_ I JHEC (SWEC) WRF Average DailyFlow = 4.0 MGD 2-Hour Peak Flow = 16 MGD JH-01 1z►D o C r15I l' I "II . ' • e LN � + A *N - UMMY � � � 1.166 rL � N; :. �_ III��7F.1I7� i NM � � imilm � 0.1:11....11Maillima 5:1 N�1N ro • _ ll� NI MI MIMI � I � III �' .74..; INIµ1Nl!I ' IZ DAR RD � 1 , N.11111 � I$ f N ingoisol ngr., w. ol_n_fili 7 �1 a� 1=1�a*N1N1liiv -FA uuII 117■�. GN 111 "Yy 11 �1�1 INI I N 1 1 JFi-Ub 36 "VORTH WAY JH-05 I - a 8" 2 ern, •� .♦, - �. I 'I _-l-m �_ k I(o_ - 1_II: -1-_ I { 11 - 1LP2arI k VIilIlagI e1 2L.S� IU ' H!r OI IiI I/ J H_- %2� I I i ,I w 0 1 iris: 1- _"� I I I I II I I I I _8$a8$„$8„I-Hill-,i'Ii''0iJ,I2o_„� I I L - " 1 I10L�1Ic�1". -I- -- - IZ NJ I 'l I 1 _ 8; „_N8I • ��'� 6..v,; /�� . v / . , Eo) 9V cP, 8.. LW-03 �. LW-01 r/vL� �W IE�STMI�S \ �'� • S \ti /' c'VrI - - \ \ /� �� ♦ - \ 27n NoT?1N.�HPM�D" �� 4' Pirates Alley LS / ^ �, /�// \//�8" \ ./�/ \\/ /�° // /�.,6., TIC'°4:4b- 10"10.. 4 / // �� --':/ /\6..;/ \//\\ ,. y • Private LS 1 '`°� /� `1' /�� / ''''/' ,. _ _ - \ti'%/ �/ / i cb /b i i \ `s�\ / \ // / ♦� / \/ Dixie Farm N LS '`L/ \ �// / '\\��/ f;�� -' m 8 ►ter,, 24" $�24" JOHNLIZERRD 6„\ s•�\ \\ / /� e: \_- Barnett Drywall W. LS, s\ .I __- �'/ 2j�I Parkview LS / e / m / �/ � -� w o / / / a„+ ( Barnett Drywall E. LS L oI i ..,�.\/ �. BR-03 N � � -12". __ `� I Super Walmart LS BR-01 I, 1 ( I �I I ��, 27n 181,.`'_ 181' ' I `]jll6. ,f� l l 18"I I; PLUM 4I I 1 18" 1 1. ) Tower Bridge LS I�-11.1 I� /• • N /� /vvvv / \ / // /\ "Z in i G ti� of /\/ I / / �` Whispering Winds LSD( `-_ 1 \ \ % s [Clear Creek Park LS Arun snvoillull/lullll liniii Nll 11 NI `rli �g{x rNIIN,Si Ill ,` .711 r,Ilulllt,ll 1I!IFFrlrlljlr1,111 4- :411°411111. *4 . , i. ., v.,: :06 4*. 0.14•44.4.. .1... 1.10 4\ 0 4. it SS tdi::::: :I, BR-02 - \'s% \�i o) % n Tee III LS •,8' Longwood WRF Average Daily Flow = 2.5 MGD 2-Hour Peak Flow = 10 MGD �-r-1 +l 5 I $„ �/ / / LW-04 'v i , o 1 Ls 0 / \ 1 6•, / s 0 1' o `L / Marys Creek/Longherridge LS / / s \/ „ ,I O L r / P `b' �\ eyc /�+� \ \' Pine Hollow LS \ !i r f \ / //\/ * N ` `" > J/ \TVJ. `.cr / o \I Oakbrook Estates LS \•/ry'` / - �-HASTIN GS-G"A,N NON�R �- Represents the existing wastewater system during 2019 flow monitoring. FIGURE 3-1 CITY OF PEARLAND WASTEWATER MASTER PLAN UPDATE FLOW METER BASINS LEGEND r• 7 Flow Meter Rain Guage Manhole Lift Station Water Reclamation Facility 8" and Smaller Wastewater Line 10" and Larger Wastewater Line 8" and Smaller Force Main 10" and Larger Force Main FREESE °NICHOLS Road Railroad Stream Parcel City Limit ETJ Boundary County Boundary Created By Freese and Nichols. Inc. Job No.: PRL18631 Location: H:\W_VWY_PLANNING01_DELIVERABLES\00_FINAL_REPORT\(Figure_03-1)-Flow_Meter_Basins.mxd Updated: Tuesday, August 18, 2020 12:36:13 PM User Name: 02499 9 NICHOLS Reflection Bay WRF RB-02 Diam: 42 in ADF: 1.53 MGD F RB-04A Diam: 20 in DF: 0.21 MGD RB-04B Diam: 20 in ADF: 0.48 MGD RB-01 Diam: 12 in ADF: 0.12 MGD SD-01 Diam: 12 in ADF: 0.25 MGD RB-03 Diam: 42 in ADF: 1.26 MGD City of Pearland Wastewater Master Plan Update Figure 3-2: Flow Meter Schematic Southdown WRF 1 I rSD-02 Diam: 21 in ADF: 0.36 MGD 1 RB-05 W Diam: 10 in ADF: 0.15 MGD RB-07 Diam: 30 in ADF: 0.53 MGD t RB-05 N Diam: 10 in ADF: 0.09 MGD RB-06 Diam: 30 in ADF: 0.07 MGD SD-04 Diam: 12 in ADF: 0.08 MGD Barry Rose WRF T BR-03 Diam: 36 in ADF: 0.61 MGD T BR-02 Diam: 18 in ADF: 0.14 MGD BR-05 Diam: 24 in ADF: 0.25 MGD JHEC WRF J H-01 Diam: 48 in ADF: 1.76 MGD i JH-03 Diam: 36 in ADF: 1.56 MGD 1 . JH-07A Diam: 36 in ADF: 0.14 MGD , JH-04 JH-08 Diam: 30 in 4 Diam: 30 in ADF: 1.38 MGD ADF: 1.33 MGD ♦ BR-04 NE Diam: 15 in ADF: 0.03 MGD JH-05 Diam: 36 in ADF: 1.21 MGD(2) JH-06 Diam: 30 in ADF: 0.43 MGD BR-06 Diam: 18 in ADF: 0.31 MGD BR-04 SW Diam: 15 in ADF: 0.09 MGD J H-02 Diam: 30 in ADF: 0.54 MGD(1) i B R-01 Diam: 27 in ADF: 0.56 MGD(2) • t BR-07 NW Diam: 21 in ADF: 0.42 MGD i i i T BR-07 SE Diam: 10 in ADF: 0.01 MGD 1 Longwood WRF♦ I t LW-02 Diam: 30 in ADF: 0.93 MGD LW-03 Diam: 24 in ADF: 0.33 MGD LW-01 Diam: 27 in ADF: 0.73 MGD LW-04 Diam: 30 in ADF: 0.41 MGD (1) Calculated based on distributed population and flow (2) ADF does not include Walnut Lift Station flow Wastewater Master Plan Update FREESE 2NICHOLS City of Pearland 3.1.3 Field Testing Period ADS installed the thirty-two (32) flow meters and six (6) rain gauges in January and February of 2019. The field data collection period began on February 19, 2019 and continued through May 20, 2019, for a total duration of 91 days. 3.1.4 Flow Meter and Rain Gauge Data Flow monitoring and rain gauge data were collected in 5-minute time step intervals. Hydrographs and flow depth plots for each flow meter site are provided in Appendix D. The hydrographs display flow rate data vs. time for the duration of the field testing period, along with the observed rainfall intensities. Similarly, the depth plots show the depth of flow vs. time. 3.1.5 Flow Meter and Rain Gauge Equipment Wastewater flow monitoring was performed using Triton+® flow meters manufactured, installed, and maintained by ADS. Flow meters were mounted near the top of each manhole and were connected to depth and velocity sensors positioned in the incoming wastewater pipe. Each flow meter was equipped with an ultrasonic depth sensor and a velocity sensor. A pressure depth sensor was also mounted at or near the invert to measure water depths during surcharge events. Rainfall during the study period was captured using ADS RainAlert III rainfall monitors and tipping buckets. Figure 3-3 shows an ADS Triton+ flow meter and RainAlert III rainfall monitor. Figure 3-3: ADS Flow Monitor and Rain Gauge Equipment 3-7 Wastewater Master Plan Update in FREESE City of Pearland 1 NICHOLS 3.2 FLOW METER AND RAIN GAUGE DATA EVALUATION FNI reviewed and evaluated the flow meter and rain gauge data collected during the field testing period. The following sections discuss the dry weather flow, wet weather flow and rain gauge data. 3.2.1 Rainfall Data Evaluation Six (6) rainfall events were observed during the flow monitoring period and utilized during the inflow and infiltration evaluation. This rainfall data and the associated flow responses were also utilized to calibrate the hydraulic model to observed wet weather conditions. Total rainfall depths and durations for the observed rainfall events during the field-testing period are provided in Table 3-3. The observed rainfall intensities are plotted with the flow meter data on the flow and depth charts in Appendix D. Table 3-3: Rainfall Event Data Rainfall Date (2019) Duration (hours) Total Rainfallw (in) February 26th 7.75 1.95 March 6th 5.75 0.62 April 7th 1.75 0.79 April 18th 5.5 0.78 May 4th 2.25 1.04 May 7th 12.25 4.45 May 10t"(2) 12 4.98 (1) Average rainfall from all rain gauges (2) Excluded from I/1 calculations due to flow monitor performance 3.2.2 Flow Rates and Peaking Factors The average dry weather and peak wet weather flow rates observed at each flow meter site are provided in Table 3-4. Dry weather flow conditions are characterized by evaluating flow meter data during normal and repeatable conditions, excluding wet weather events and the periods associated with the recovery from these events. The wet weather to dry weather peaking factors are also provided in Table 3-4. Wet weather peaking factors greater than 4 are generally considered to be high and are highlighted red in Table 3-4. 3-8 Wastewater Master Plan Update City of Pearland Table 3-4: FREESE r7 NICHOILS Flow Rates and Peaking Factors Summary 1— Barry Rose WRF Flow Meter ID Average Dry Weather Flow (MGD) Peak Wet Weather Flow(1) (MGD) et Weather Peaking Factor (PFW) Peak Wet Flow Avg Dry Flow BR-01(3) 0.56 6.45 7.5 BR-02 0.14 0.72 5.3 BR-03 0.61 5.05 8.4 BR-04NE(2) 0.03 0.43 14.4 BR-04SW(2) 0.09 1.64 17.4 BR-05 0.25 0.73 2.9 BR-06 0.31 1.63 5.2 BR-07SW(2) 0.42 4.16 10.0 BR-07SE(2) 0.01 0.78 64.8 J JH-01 1.76 7.73 4.4 JH-02(4) 0.54 5.05 2.6 JH-03 1.56 7.26 4.6 JH-04 1.38 5.97 4.3 JH-05(3) 1.21 6.81 5.7 JH-06 0.43 2.92 6.8 JH-07A 0.14 2.88 20.9 JH-07B 0.05 1.26 26.2 JH-08 1.33 3.38 2.5 Longwoo LW-01 0.73 3.83 5.3 LW-02 0.93 3.10 3.4 LW-03 0.33 2.56 7.8 LW-04 0.41 1.96 4.8 Reflection Bay RB-01 0.12 0.66 5.3 RB-02 1.53 5.06 3.3 RB-03 1.26 3.08 2.4 RB-04A 0.21 1.05 5.0 RB-04B 0.48 0.61 1.3 RB-05Wi2 0.15 0.63 4.3 RB-05N(2) 0.09 0.62 6.6 RB-06 0.07 0.51 6.9 RB-07 0.53 1.60 3.0 Southdo SD-01 0.25 1.14 4.6 SD-02 0.36 1.59 4.4 SD-03 0.10 0.41 4.2 SD-04 0.08 0.73 9.3 (1) 15-minute average peak flows. (2) Flow meter locations (MHs) with depth and velocity sensors placed in multiple incoming pipes. (3) ADF does not include Walnut Lift Station flow. (4) Calculated based on distributed population and flow. 3-9 Wastewater Master Plan Update City of Pearland 3.2.3 Flow Depths and Surcharging The maximum recorded dry weather and wet weather flow depths, the corresponding flow depth -to -pipe •FREESE1 NICHOLS diameter (d/D) ratios, and the manhole depths at each flow monitoring site are provided in Table 3-5. Dry Weather Depths (d/D) The American Society of Civil Engineers (ASCE) and the Water Environment Federation (WEF) recommend that sewers with diameters up to 15 inches be designed to flow with dry weather d/D ratios of <_ 0.5, and sewers with diameters 18 inches and larger be designed to flow with dry weather d/D ratios of <_ 0.75. The dry weather d/D ratios for all but two flow monitor locations meet the recommended criteria. This indicates adequate capacity in the system to convey existing dry weather flows at the majority of the flow meter sites. Two sites in the Reflection Bay Service Area: RB-05W and RB-04B had observed dry weather d/D ratios that exceeded the ASCE and WEF criteria. These ratios are highlighted green in Table 3-5. Wet Weather Depths (d/D) Wet weather d/D ratios should not exceed 1.0, as this indicates surcharging in the collection system. Twenty-five sites recorded wet weather d/D ratios greater than 1.0, indicating insufficient capacity to convey the observed maximum wet weather flows. These ratios are highlighted brown in Table 3-5, and represent meter sites in all 5 WRF service areas. Surcharge Height and Depth from Rim The last two columns in Table 3-5 show the maximum surcharge height above the top of the gravity pipe, as well as the resulting depth from the rim (top) of the manhole. Twenty-nine (29) of the meter sites indicated a surcharge during the flow monitoring period. At five of these locations, the water level rose to within 3 feet of the manhole rim, indicating a lack of conveyance or pumping capacity in the system and the risk of potential sanitary sewer overflows. These are highlighted red in Table 3-5. 3-10 Wastewater Master Plan Update City of Pearland FREESE •7 -NICHOLS Table 3-5: Flow Depths and Surcharging Summary Barry Rose WRF Flow Meter ID Pipe Inner Diameterili (in) Manhole Depthizi (ft) 16.0 Dry Weather Max Flow depth (in) 8.5 depth/ Diameter d/D Wet Weather Max Flow depth 1 (in) depth/ Diameter _ d/D mei Surcharge Depth Water Level From MH Rim (ft) Height Water Level Above Pipe (ft) BR-01 27 0.3 214.5 8.5 15.8 0 (at MH Rim) BR-02 18 16.0 3.8 0.2 165.4 10.3 12.4 2.2 BR-03 36 18.0 11.2 0.3 221.5 6.3 15.5 0 (at MH Rim) BR-04NE(3) 15 22.3 2.3 3.1 0.2 0.4 179.3 223.5 12.4 31.9 13.7 18.0 3.7 BR-04SW(3) 15 BR-05 24 19.1 6.3 0.3 189.2 8.2 13.9 3.3 BR-06 18 30.0 4.1 0.2 106.8 5.9 7.4 21.1 BR-07SW(3) 21 16.5 7.4 1.8 0.4 0.2 142.3 54.7 7.2 5.6 10.2 3.7 4.6 BR-07SE(3) 10 JH-01 48 22.1 11.4 0.3 216.6 6.0 15.0 4.0 JH-02 30 25.3 13.9 0.5 67.5 2.3 3.2 19.7 JH-03 36 18.8 9.5 0.3 184.5 5.1 12.4 3.4 JH-04 30 18.0 12.4 0.4 145.6 5.1 9.7 5.9 JH-05 36 18.4 4.4 0.1 182.5 5.1 12.2 3.2 JH-06 30 23.1 10.5 0.3 49.7 1.4 1.1 18.9 JH-07A 36 19.1 4.6 0.1 180.2 4.9 12.0 4.1 JH-07B 18 17.0 3.9 0.2 166.0 9.9 12.4 3.2 JH-08 30 13.0 17.4 0.6 133.7 4.6 8.7 1.9 Longwood LW-01 27 15.5 6.6 0.2 159.7 5.4 10.8 2.2 LW-02 30 16.5 13.4 0.5 161.6 5.5 11.0 3.0 LW-03 24 16.7 4.1 0.2 132.5 5.2 8.9 5.6 LW-04 30 22.0 11.3 0.4 18.4 0.6 - 20.5 Reflection Bay RB-01 12 16.0 5.0 0.4 97.8 8.3 7.2 7.8 RB-02 42 27.6 9.4 0.2 37.0 0.9 - 24.5 RB-03 42 22.0 11.3 0.3 48.3 1.2 0.7 18.0 RB-04A 20 25.8 5.8 0.3 10.3 0.6 - 25.0 RB-04B 20 23.8 16.4 0.8 24.5 1.2 0.4 21.8 RB-05Wi31 10 20.0 6.2 1.6 0.6 0.2 130.9 122.5 13.1 12.3 10.1 9.4 9.1 RB-05N(3) 10 RB-06 30 17.9 2.5 0.1 4.3 0.2 - 17.6 RB-07 30 21.0 11.6 0.4 17.7 0.6 - 19.5 Southdown SD-01 12 19.0 5.8 0.5 134.9 10.8 10.2 7.8 SD-02 21 21.9 9.7 0.5 148.8 7.1 10.7 9.5 SD-03 15 18.5 5.6 0.4 6.9 0.5 - 17.9 SD-04 12 20.0 3.3 0.3 85.1 7.2 6.1 12.9 (1) Pipe diameters from City's GIS. (2) Field measured manhole depths measured during flow monitor installations. Source: ADS Flow Monitoring Report (Appendix C). (3) Flow meter locations (MHs) with depth and velocity sensors placed in multiple incoming pipes. 3-11 Wastewater Master Plan Update City of Pearland 3.2.4 Inflow and Infiltration (I/I) Analysis FREESE IFIMINICHOLS A wet weather analysis was performed to calculate the rate of inflow and infiltration (1/1) observed in each flow meter basin. This I/1 analysis is utilized to indicate whether future sanitary sewer evaluation study (SSES) projects are needed for I/1 reduction efforts. Discrete I/1 generated within each of the flow meter basins was calculated by subtracting I/1 from any upstream flow meter basins. These discrete I/1 volumes were then normalized based on the linear footage of gravity sewer lines within each meter basin and the rainfall from each rainfall event. Meter Basins for 1/1 Analysis Certain flow meter sites were combined for the I/1 analysis due to hydraulic conditions and basin linear footages. These sites are: BR-04 (BR-04NE + BR-4SW), BR-07 (BR-07SW + BR-07SE), (RB-04A + RB- 04B), and (RB-05W + RB-05N). JH-02 was classified as a low I/1 basin (Section 3.3) due to site hydraulics and the influence of auto flushers during the field testing period. The I/1 analysis was conducted for a total of 30 basins. 3.2.5 Inflow and Infiltration (I/I) Results The discrete I/1 volumes within each of the 32 flow meter basins are shown in Table 3-6 for each of the 6 rainfall events. Flow meter basin RB-04A and RB-04B were combined for I/1 analyses. Therefore, I/1 results are shown for a total of 31 flow meter basins. The I/1 volume was normalized by considering the linear footage of gravity line in the basin and the depth of rainfall. These normalized results are shown in Table 3-7. Figure 3-4 is a plot of the average normalized I/1 results. Figure 3-5 shows this normalized 1/1 within each flow meter basin throughout the City. Figure 3-4 and Figure 3-5 show I/1 in units of gallons per linear foot of gravity line per inch of rainfall (Gal/LF/in). 3-12 Wastewater Master Plan Update City of Pearland Table 3-6: Volume of I/1 by Flow Meter Basle-) in FREESE 9 NICNOLS Barry Rosela Flow Meter ID BR-01 - (MG) May 7th 3.57 Average I/1 (MG) 0.76 Linear oo age o Gravity Lines 128,260 26th 0.08 March April 7th 0.22 0.11 0.23 0.38 BR-02 27,040 0.17 0.03 0.04 0.04 0.03 0.96 0.21 BR-03 68,690 1.13 0.21 0.87 0.37 0.45 7.79 1.80 BR-04121 29,330 0.56 0.04 0.12 0.14 0.13 2.80 0.63 BR-05 53,930 n/a 0.08 0.10 0.08 0.11 n/a 0.09 BR-06 93,560 0.26 0.08 0.24 0.10 0.19 1.46 0.39 BR-07i�1 109,320 2.50 0.01 0.33 0.39 0.44 8.26 1.99 = JH-01 101,610 3.30 0.05 0.18 0.14 0.73 n/a 0.88 JH-02i31 38,610 - - - - - - - JH-03 81,370 0.31 0.05 0.06 0.13 0.10 n/a 0.13 JH-04 99,160 n/a 0.02 0.16 0.16 0.28 n/a 0.15 JH-05 68,260 n/a 0.52 0.85 0.43 0.59 4.80 1.44 JH-06 104,470 0.97 0.03 0.07 0.12 0.21 n/a 0.28 JH-07A 44,060 0.53 0.04 0.04 0.08 n/a n/a 0.17 JH-07B 14,590 0.37 0.02 0.02 0.02 0.02 1.27 0.29 JH-08 82,640 0.23 0.09 0.12 0.16 0.11 2.80 0.59 Longwood LW-01 104,680 n/a 0.22 0.16 0.15 0.41 0.86 0.36 LW-02 50,090 0.16 0.29 0.02 0.02 0.12 0.46 0.18 LW-03 86,670 1.41 0.02 0.32 0.26 0.35 3.53 0.98 LW-04 57,170 0.66 0.07 0.23 0.17 0.24 2.07 0.57 Reflection Bay RB-01 26,270 0.10 0.02 0.08 0.03 0.05 0.34 0.10 RB-02 162,890 0.25 0.12 0.18 0.15 0.13 1.28 0.35 RB-03 113,350 0.48 0.16 0.13 0.13 0.13 1.40 0.40 RB-04(�) 53,890 0.09 0.04 0.10 0.10 0.07 0.94 0.22 RB-05i�1 35,280 0.09 0.06 0.07 0.13 0.09 0.41 0.14 RB-06 24,140 0.03 0.04 0.01 0.01 0.00 0.21 0.05 RB-07 109,500 0.18 0.10 0.12 0.13 0.15 0.93 0.27 Southdown SD-01 30,130 0.17 0.02 0.13 0.06 0.06 0.98 0.24 SD-02 41,300 0.24 0.05 0.08 0.05 0.11 0.20 0.12 SD-03 21,010 0.21 0.02 0.12 0.00 0.04 n/a 0.08 SD-04 23,700 0.06 0.02 0.04 0.02 0.02 0.50 0.11 (1) Rainfall events from 2019 field testing event (2) Flow meter sites BR-04, BR-07, RB-04, and RB-05 combined for I/1 analyses (3) JH-02 was classified as a low I/1 basin due to site hydraulics and the influence of auto flushers during field testing 'n/a' refers to values that were removed from the I/1 calculations due to anomalous responses (flow meter or rain gauge) and/or system operational considerations during that rainfall event 3-13 Wastewater Master Plan Update City of Pearland Table 3-7: Normalized I/1 by Flow Meter Basin(1) FREESE •I NICHOLS Barry Rose Flow Meter ID BR-01 Linear Footage of Gravity Lines i 128,260 NormalizeWGal/LF/in) April 7th 1.7 April 18th 2.2 May 4th 2.4 May 7th 5.9 Average I/1 (Gal/LF/inch of rainfall) 2.6 Feb. 26th March 6th 0.3 3.0 BR-02 27,040 3.5 4.1 1.3 1.9 1.0 7.6 3.2 BR-03 68,690 5.1 11.0 12.4 6.6 5.2 13.5 9.0 BR-0412i 29,330 9.2 1.6 6.5 5.5 4.1 17.8 7.4 BR-05 53,930 n/a 4.2 1.9 1.8 1.6 n/a 2.4 BR-06 93,560 1.4 1.6 2.6 1.4 1.6 3.4 2.0 BR-07(2) 109,320 12.1 0.1 3.8 4.3 3.6 15.0 6.5 = JH-01 101,610 16.7 0.7 3.1 1.6 6.9 n/a 5.8 JH-02(3) 38,610 - - - - - - - JH-03 81,370 1.0 0.9 1.2 1.8 1.2 n/a 1.2 JH-04 99,160 n/a 0.3 2.6 1.9 2.7 n/a 1.9 JH-05 68,260 n/a 9.8 21.2 7.3 8.2 4.1 10.1 JH-06 104,470 4.8 0.4 1.0 1.3 1.8 n/a 1.9 JH-07A 44,060 6.6 1.3 1.5 2.0 n/a n/a 2.8 JH-07B 14,590 13.9 2.0 2.4 1.4 1.2 15.9 6.1 JH-08 82,640 1.6 4.0 2.1 2.6 1.6 7.1 3.2 Longwood LW-01 104,680 n/a 1.2 1.6 1.7 2.7 2.0 1.9 LW-02 50,090 1.3 3.3 0.4 0.5 1.6 2.3 1.6 LW-03 86,670 6.5 0.1 4.0 3.7 2.8 9.9 4.5 LW-04 57,170 4.9 0.9 4.4 3.7 3.1 8.4 4.2 Reflection Bay RB-01 26,270 2.2 n/a 4.2 1.5 2.1 4.2 2.8 RB-02 162,890 0.9 n/a 1.5 1.2 1.0 2.5 1.4 RB-03 113,350 2.5 n/a 1.5 1.5 1.4 4.0 2.2 RB-04(2) 53,890 0.9 n/a 2.5 2.5 1.6 4.6 2.4 RB-05(2) 35,280 1.3 n/a 2.4 5.2 3.3 2.8 3.0 RB-06 24,140 0.7 n/a 0.5 0.4 0.2 2.8 0.9 RB-07 109,500 0.9 n/a 1.5 1.6 1.7 2.2 1.6 .,outhdown SD-01 30,130 3.6 4.9 5.8 2.8 2.3 6.4 4.3 SD-02 41,300 3.7 8.1 2.7 1.6 3.3 1.0 3.4 SD-03 21,010 6.2 5.8 8.0 0.2 2.3 n/a 4.5 SD-04 23,700 1.6 5.1 2.3 1.4 1.0 4.2 2.6 (1) Rainfall events from 2019 field testing event. (2) Flow meter sites BR-04, BR-07, RB-04, and RB-05 combined for I/1 analyses. (3) JH-02 was classified as a low I/1 basin due to site hydraulics and the influence of auto flushers during field testing `n/a' refers to values that were removed from the I/1 calculations due to anomalous responses (flow meter or rain gauge) and/or system operational considerations during that rainfall event. 3-14 Wastewater Master Plan Update City of Pearland .L2 10 To c c 8 LL J w 6 12 �0 • 4 c as L a 2 0 Figure 3-4: Plot of Normalized I/1 by Flow Meter Basin (Gal/LF/in) FREESE W� :NICHOLS High I/1 Moderate I/1 Low I/1 * M 1., N r-I u1 cG u'1 1:0 rl CO < Tr cD M N M r-I N it r-I le M I,- N cC M a —I N.1 0 9 9 9 9 9 9 n 9 9 n 9 9 9 9 9 9 9 9 9 a 9 9 9 9 9 9 9 9 ct x ct ct ct ct x x G x x C x x x 2 ==yy== co co cal co co co O O o 0 co m co co co co co x — — x — — — J J J pm CC 0C CC 0C CC 0C v1 in v1 in *1H-02 classified as low !/i basin for purposes of meter basin ranking 3-15 , . • III ' liA23111‘ -VT . . , ' . .• __. _•. _V.11,: . . 1:?4-. M.-,17_ ,—..'--':-,,, : r.. 1M,-1 =. ,,-,1-Hr—°O,' U,at--FS_ —,ATliOc-LN—CS-LITT5,-O-2)tL, ,L,„?.-aW-_l,--A.-,Y'-.-. W—- ..".,. >0m ._• ,Dwc_ t . , . O. J i-----:2, ,5 • Z 1I: _—.17.-111 ,i•l•l1"'"'-••' ---.7•1-- r SSAMMOUSTON ll4W — •i -,.:1.r1i: f,., _I _, _7—i.,g•n. , 11,a,, 1,'-k --oz.-•,,...,_',. \- - 1• = -,o -o 0 1 k •,.,P, Y 0 w 11 N SPECTRUM BLVD 1 1 0 > • CLD‘ LAKE LOOP co 0 VALLEY DR 50 . 01 OAK FALLS:On R BmaT \\4\‹. a TRAIL MANOR OR .1 I V •F.E) THIRD ST I Tomo —.ALCOTT FO ;SCALE IN FEET Created By Freese and Nichols, Inc Job No PRL18631 Location H1W_WW_PLANNING101_DELIVERABLES100_FINAL_REPORT1(Figure_03-5)-Normalged II By Flow Meter Basin mxd Updated Friday, October 9, 2020 9 21 19 AM User Name 03812 ARMSTRC [Siffe 216 S EACH HOLLOW CI? WALDEN DR ADDISON DR • . - • ...... ..__. ___ ', • :.J. '1:, '.. , 4 . , , x • , —nAM-HOLISTO BR-02 ,„ • 18" Represents the existing wastewater system during 2019 flow monitoring. FIGURE 3-5 CITY OF PEARLAND WASTEWATER MASTER PLAN UPDATE NORMALIZED I/I BY FLOW METER BASIN (Gal/LF/in) LEGEND Less than 2.0 gal/LF/in (Low I/1) Ram Gauge 2.00-4.00 gal/LF/in City Limit (Moderate I/1) Greater than 4.0 gal/LF/in L ETJ Boundary (High I/1) Flow Meter Basin ID Average I/1 Gal/LF/in Wastewater Master Plan Update City of Pearland 3.3 INFLOW/INFILTRATION (I/I) SUMMARY FREESE '1 NICHOLS The 31 flow meter basins were categorized into High, Moderate, or Low I/1 and ranked from 1 (Highest) to 30 (Lowest). The categories are based on the rate of I/1 as gallons per linear foot per inch of rainfall (Gal/LF/in) calculated within each basin. Table 3-8 shows the categories of I/1. Table 3-8: Categories of I/1 I/1 (Gal/LF/in) Description I/1 Greater than 4.0 High I/1 I/1 between 2.0 — 3.9 Moderate I/1 I/1 less than 2.0 Low I/1 Table 3-9 shows the flow meter basin ranking by I/1. The meter basin I/1 ranking results are: • 10 basins with high levels of I/1 • 11 basins with ,ioderate levels of I/1 • 9 basins with low levels of I/1 Wastewater Master Plan Considerations The results of the I/1 analysis, along with the City's current I/1 reduction efforts, were utilized to develop future sanitary sewer evaluation study (SSES) projects as part of the wastewater master plan capital improvements plan (CIP). This is discussed further in Section 10.0. 3-17 Wastewater Master Plan Update City of Pearland Table 3-9: Flow Meter Basin Ranking by I/1 FREESE •I NICHOLS Flow Meter ID WRF Basin Gravity Linesm (LF) No. of MHs(l) Average Volume of I/1 (MG) Average I/1 (Gal/LF/in) Basin Ranking by I/1 JH-05 JHEC 68,260 278 1.44 10.1 1 BR-03 Barry Rose 68,690 371 1.80 9.0 2 BR-04 Barry Rose 29,330 108 0.63 7.4 3 BR-07 Barry Rose 109,320 364 1.99 6.5 4 JH-07B JHEC 14,590 57 0.29 6.1 5 JH-01 JHEC 101,610 274 0.88 5.8 6 LW-03 Longwood 86,670 318 0.98 4.5 7 SD-03 Southdown 21,010 179 0.08 4.5 8 SD-01 Southdown 30,130 136 0.24 4.3 9 LW-04 Longwood 57,170 271 0.57 4.2 10 SD-02 Southdown 41,300 179 0.12 3.4 11 BR-02 Barry Rose 27,040 138 0.21 3.2 12 JH-08 JHEC 82,640 378 0.59 3.2 13 RB-05 Reflection Bay 35,280 173 0.14 3.0 14 RB-01 Reflection Bay 26,270 169 0.10 2.8 15 JH-07A JHEC 44,060 475 0.17 2.8 16 SD-04 Southdown 23,700 140 0.11 2.6 17 BR-01 Barry Rose 128,260 473 0.76 2.6 18 RB-04 Reflection Bay 53,890 345 0.22 2.4 19 BR-05 Barry Rose 53,930 212 0.09 2.4 20 RB-03 Reflection Bay 113,350 616 0.40 2.2 21 BR-06 Barry Rose 93,560 566 0.39 2.0 22 JH-04 JHEC 99,160 352 0.15 1.9 23 JH-06 JHEC 104,470 425 0.28 1.9 24 LW-01 Longwood 104,680 462 0.36 1.9 25 RB-07 Reflection Bay 109,500 649 0.27 1.6 26 LW-02 Longwood 50,090 293 0.18 1.6 27 RB-02 Reflection Bay 162,890 975 0.35 1.4 28 JH-03 JHEC 81,370 114 0.13 1.2 29 RB-06 Reflection Bay 24,140 85 0.05 0.9 30 JH-02 JHEC 38,610 190 1.50 - - (1) Gravity Line LF and No. Manholes Approximate 3-18 Wastewater Master Plan Update fla FREESE City of Pearland 1 NICHOLS 4.0 POPULATION AND WASTEWATER FLOW PROJECTIONS The performance of wastewater collection and treatment systems is dependent on the amount of flow being conveyed. To develop future wastewater system improvements, existing and future wastewater flow projections must be developed. FNI developed projected average day and peak wastewater flows for the 5-year (2025) and Buildout (2042) planning periods for this Wastewater Master Plan Update. These flows were utilized in the hydraulic modeling and system planning to develop future wastewater collection and treatment system improvements. Water reclamation facilities are sized for average day flows, while the collection system infrastructure, including lift stations, are sized to convey peak wastewater flows. 4.1 HISTORICAL POPULATION AND WASTEWATER FLOWS Pearland's historical population from 2015 through 2018 is provided in Table 4-1. The compound annual growth rate between 2015 and 2018 was 4.0%. Table 4-1. Historical Population Year(1) City Limits Population ETJ Population Population Total City + ETJ Annual Growth Rate 2015 2016 2017 2018 108,800 115,600 119,700 125,000 24,200 23,700 24,400 24,800 133,000 139,300 144,100 149,800 4.7% 3.4% 4.0% Date of Preparation: January 2020 (1) 2015 - 2018 population data from City for January of respective year. Historical WRF effluent flows for all five facilities were provided by the City. FNI analyzed the historical population and flow data to determine the historical trends in system -wide average daily wastewater flow and per -capita flow. The average day and peak 2-Hour flows for each plant are summarized in Table 4-2 and Table 4-3. 4-1 Wastewater Master Plan Update City of Pearland Table 4-2. Historical Average Daily WRF Flows FREESE •7 NICHOLS Year Average Daily Flow (MGD) Total Barry Rose JHEC Longwood Reflection Ba Y Southdown 2015 1.72 2.80 2.38 2.16 0.50 9.57 2016 1.79 2.70 2.02 2.24 0.45 9.20 2017 1.83 2.65 1.92 2.73 0.50 9.63 2018 1.78 2.62 1.81 2.78 0.48 9.47 2019 1.94 3.05 1.89 2.99 0.48 10.35 Average 1.81 2.76 2.01 2.58 0.48 9.64 Table 4-3: Maximum Historical Peak 2-Hour WRF Flows Year Maximum Peak 2-Hour Flowlll (MGD) Barry Rose JHEC Longwood Reflection Bay 2015 9.6 22.3 14.0 8.3 2016 9.0 17.5 14.0 7.5 2017 12.0 15.9 14.0 5.3 2018 12.0 14.1 6.4 9.0 2019 10.8 16.7(2) 14.0 8.9 p (1) Historical peak 2-Hour flow DMR data unavailable for Southdown WRF. (2) JHEC 2019 peak 2-Hour flow data only available January - February 2019. 4.1.1 Existing Wastewater Flow Distribution and Planning Criteria Analysis FNI utilized the geocoded water meter billing data and the flow monitoring data to distribute the average day wastewater flows to the basins in the existing wastewater service area. The peak wet weather wastewater flows were developed in the calibrated hydraulic model during the existing system analysis. Model calibration and system analyses are discussed in Section 6.0 and Section 7.0. Planning criteria for average day wastewater flows for the 5-year and Buildout (22-year) planning periods were developed by analyzing historical WRF effluent flows, water meter billing records, service area population, and commercial acreage. 4-2 Wastewater Master Plan Update City of Pearland FFREESE IMINICHOLS FNI utilized water meter billing data provided by the City to attribute percentages of the total WRF effluent flow to residential and commercial sources. The City's population and commercial acreage was then utilized to calculate historical wastewater flows per person (gpcd) and per acre (gpad). This breakdown of historical WWTP flows, populations, and commercial acreages and the resulting gpcd and gpad values is shown in Table 4-4. Table 4-4: Historical per Capita Residential and Commercial Wastewater Flows Year City Population Wastewater Comm. Service Area Acreage ) Population(1) (acres) Residential Flow Average Day WW Effluent(3) Percent(4) (MGD) (gpcd) (MGD) Commercial Flow Percent (4) (MGD) (gpad) 2015 108,800 104,800 2016 115,600 111,600 2017 119,700 115,700 2018 125,000 121,000 2019i5i 126,020 122,020 2,159 9.56 9.20 9.63 9.47 10.35 81% 7.75 74 7.45 67 7.80 67 7.67 63 8.38 69 19% 1.82 842 1.75 810 1.83 848 1.80 834 1.97 911 Average 9.64 7.81 68 1.83 849 Maximum 10.35 8.38 74 1.97 911 (1) Not including Silverlake population. (2) Commercial acreage is obtained from GIS parcels based on geocoded commercial meters active between Dec 2017 and Feb 2018. 80% of the parcel's acreage is used as a planning parameter. (3) Total average day wastewater effluent includes effluent from all WRFs. Calculated using total monthly effluent from City. (4) Residential and commercial flow percentages calculated using City's meter billing records from Dec 2017 to Feb 2018. (5) 2019 population projected based on active water meters. 4.1.2 Wastewater Planning Criteria A rate of 80 gpcd was chosen for future residential wastewater flows. A wastewater flow rate of 950 gpad was chosen for future commercial acreage. These planning numbers include an allowance for some future I/1 as the collection system ages. These average day wastewater flow rate planning criteria are summarized in Table 4-5. Table 4-5: Wastewater Flow Rate Planning Criteria Wastewater Flow Type Residential Commercial Average Day Wastewater Flow Rate 80 gpcd 950 gpad 4-3 Wastewater Master Plan Update in FREESE City of Pearland 1 NICNOLS 4.2 POPULATION AND COMMERCIAL ACREAGE PROJECTIONS Population and commercial acreage projections are an important component of the wastewater master planning process. The magnitude and distribution of the growth in population and commercial acreage will dictate where future wastewater infrastructure is required. It is important to note that projecting future population and commercial acreage is challenging, especially for relatively small geographic areas such as individual cities, because it can be difficult to predict how fast or slow development will occur when there are a variety of circumstances that can impact it. 4.2.1 Data Sources The data sources utilized in this study to develop existing distribution and future projections of population and commercial acreage in the City were: • City of Pearland 2015 Comprehensive Plan • Houston -Galveston Area Council (HGAC) existing and future land use projections (GIS) • Input from City Staff • Meter billing data from the City's Water Billing Department For this study, it was assumed that the current City limits will reach capacity (build -out) by 2042 as indicated in the City's 2015 Comprehensive Plan. Population and commercial acreage projections were developed for the 5-year (2025) and Buildout (2042) planning periods. These projections were developed only within the current City limits and do not account for future annexation. Silverlake was also excluded from population and flow projections as this area in not served wastewater by the City. Existing and projected populations are presented in Table 4-7. 4.2.2 Existing Population and Commercial Acreage Existing Population FNI distributed the existing population (Table 4-7) across the City's five wastewater service areas and 32 flow meter basins. The City provided city-wide water meter billing information for April 2017 through December 2018. These existing water meters were geocoded to the billing address locations. Utilizing the existing population and count of active residential water meters, a density of 2.975 people per meter 4-4 Wastewater Master Plan Update FREESE 2NICHOLS City of Pearland was calculated. This density was utilized to distribute the existing wastewater service area population to each flow monitor basin based on the geocoded water meter locations. Existing Commercial Acreage Existing commercial acreage within the city limits were identified using the active commercial type water meters, GIS parcels, and City's land use map from the 2015 Comprehensive Plan. Active commercial water meters included the following meter rate classes: • Alvin ISD • Pearland ISD • Church • City Facility • Commercial • Industrial Business • Non -Profit 4.2.3 Future Land Use Assumptions Population Projections FNI utilized GIS parcels and land use information from Houston -Galveston Area Council (HGAC) and the City's 2015 Comprehensive Plan to identify potential future growth within the City. Residential parcels that fell within the 100-year flood plain were excluded from future growth projections. After identifying the developable parcels, projected Buildout (2042) growth in population was calculated utilizing a units per acre value based on the future land use type. For this study, FNI selected and recommends the units per acre presented in Table 4-6. Five-year projections were developed using linear interpolation between existing (2020) and Buildout (2042) population. able 4-6: Units per Acre by Land Use Typ Land Use Type Units/Acre Low Density Residential 2 Medium Density Residential 3 High Density Residential 4 Suburban Residential 3 Mixed Use 10 4-5 Wastewater Master Plan Update FREESE City of Pearland NI�HOLS Commercial Acreage Projections Commercial acreage projections were developed utilizing the City's future (buildout) land use map from the 2015 Comprehensive Plan. For this study, the following land use types from the 2015 Comprehensive Plan were considered to be commercial: • Industrial/Light Industrial • Public/Semi-Public • Garden/O'Day Mixed Use District • 288 Gateway • Business Commercial • Retail, Offices, and Services • Village District • Airport • Lower Kirby Urban Center • Offices • Cullen Mixed Use District • Minor Retail Node • Major Nodes • Residential Retail Nodes 4.2.4 Projected Buildout (2042) Population and Commercial Acreage Table 4-7 presents the wastewater service area existing and projected population and commercial acreage for the existing (2020), 5-year (2025), and Buildout (2042) planning periods. 4-6 Wastewater Master Plan Update City of Pearland FREESE IFIMINICHOLS Table 4-7: Existing and Projected Population and Commercial Acreage Existing Service Area 2020 2025 Buildout (2042) Served Population12l 26,148 Commercial Acres131i41 399 Served Populationi2li5j 27,306 Commercial Acresi31i51 513 Served Populatio 32,062 Commercial Acres(3) 1,487 Barry Roselle Longwood 15,893 77 15,957 114 16,177 241 JHEC 33,600 560 37,017 1,254 47,814 3,033 Reflection Bay 37,537 493 37,552 779 37,605 1,745 Southdown 9,864 18 10,663 101 13,383 381 Total 123,040 1,547 128,495 2,762 147,040 6,887 Including Walnut Lift Station service area. Population calculated using density of 2.975 people/connection. Assume 98% occupancy for multi -family residential units and 80% of mixed use development is residential. (3) 80% of parcel's acreage is used. Assume 20% of mixed use development is commercial. (4) 2020 commercial acreage from 2015 Comprehensive Plan land use and geocoded water meters. (5) 2025 population and commercial acreage is interpolated between 2020 and 2042. 4.3 WASTEWATER FLOW PROJECTIONS 4.3.1 Projected Wastewater Flows Average Day Wastewater Flows All future average day wastewater flows for this study were calculated by applying the planning criteria in Table 4-5 to only the new residential population and commercial acreage. The wastewater flow projections for future anticipated residential and commercial developments were added to the existing flows to calculate the total projected average day wastewater flows in each future planning period. Peak (Wet Weather) Wastewater Flows A peak flow to average day peaking factor of 4.0 was applied to all future (5-year and 22-year) loads at the lift station service area level to analyze the firm pumping capacities. The calibrated hydraulic model was then utilized to route the future loading and analyze peak flows in the gravity lines under the 2-year, 24-hour design storm. This is discussed further in Section 7.0. 4-7 Wastewater Master Plan Update City of Pearland Projected Flow Summary Table 4-8 summarizes the total projected average day wastewater flows by planning period and WRF NM FREESE rimNICHOLS service area. Table 4-9 presents the projected average day and peak wastewater flows per flow monitor basin within each of the wastewater service areas. Table 4-8: Summary of Existing and Projected Average Day Wastewater Flows N T Reflection D rD C (p Z. c Bay v el m CD Existing Service Area 2020 I Buildout (2042) Average Daily Flow(2) (MGD) Average Daily Flow(3) (MGD) Average Daily Flowi3 (MGD) Reflection Bay 2.93 3.20 4.13 Southdown 0.51(4) 0.65 1.13 Subtotal 3.44 3.85 5.26 Barry Rose Barry Rosei -) 2.11 2.31 3.61 Longwood 1.67 1.71 1.85 S1 3.78 4.02 5.46 U T JHEC 3.17 4.12 6.67 u (1) The City is planning to send Walnut Lift Station flows to the Barry Rose WRF in the future. These numbers include Walnut Lift Station service area flows. (2) Average daily flow from flow monitoring data. (3) Projected average daily flow calculated using planning criteria of 80 gpcd and 950 gpad. (4) Southdown 2020 average daily flow based on historical DMR data. The total projected average day wastewater flows for each WWTP are graphed against the current TCEQ permitted capacities of each WWTP on Figure 4-1, Figure 4-2, Figure 4-3, Figure 4-4 and Figure 4-5. The infrastructure recommendations in this study are based on these projected average day and peak wastewater flows and planning periods. 4-8 r� NICNOLS City of Pearland Wastewater Master Plan Update Table 4-9: Projected Wastewater Flows by Flow Monitor Basin N D m Barry Rose r7 Z. el Basin 2020 2025 Buildout (2042) Served Population Commercial Acres �2� r Average Daily Flow 131 (MGD) Served Population Commercial Acres Average Daily Flow (MGD) Served Population Commercial Acres Average Daily Flow (MGD) FM -ID BR-01 8,143 112 0.56 8,991 155 0.66 11,873 302 1.03 BR-02 1,417 18 0.14 1,427 44 0.16 1,460 134 0.25 BR-03 3,722 59 0.23 3,733 87 0.25 3,773 183 0.35 BR-04 994 65 0.12 994 108 0.16 994 255 0.30 BR-05 1,710 109 0.25 1,522 67 0.20 1,701 509 0.63 BR-06 4,295 0 0.31 4,295 2 0.32 4,295 8 0.32 Unmetered* 819 9 0.07 819 9 0.07 819 9 0.07 V W = JH-01 2,261 32 0.20 2,352 34 0.21 2,662 42 0.24 JH-02* 2,145 52 0.54 2,165 69 0.57 2,234 127 0.63 JH-03 1,618 50 0.19 1,620 53 0.19 1,625 61 0.20 JH-04 7,262 143 0.05 7,365 215 0.13 7,715 457 0.38 JH-05 3,837 1 0.24 3,850 7 0.24 3,894 27 0.27 JH-06 4,863 185 0.43 4,893 452 0.69 4,998 1,358 1.56 JH-07A 3,391 53 0.14 5,554 335 0.58 12,087 707 1.45 JH-07B 782 0 0.05 782 0 0.05 782 0 0.05 JH-08 7,224 42 1.33 7,233 88 1.37 7,263 241 1.52 Unmetered* 215 0 0.02 218 2 0.02 229 10 0.03 Massey Oaks Tract 0 0 0.00 983 0 0.08 4,324 0 0.35 Longwood LW-01 6,402 24 0.73 6,433 44 0.75 6,536 110 0.82 LW-02 2,805 3 0.19 2,805 3 0.19 2,805 0 0.19 LW-03 3,421 19 0.33 3,437 28 0.34 3,491 55 0.37 LW-04 3,264 10 0.41 3,282 20 0.42 3,344 54 0.46 Unmetered* 0 20 0.02 0 20 0.02 0 23 0.02 Reflection Bay RB-01 2,339 9 0.12 2,339 10 0.12 2,340 13 0.13 RB-02 14,615 29 0.31 14,615 50 0.33 14,616 122 0.40 RB-03 9,170 266 0.95 9,175 356 1.04 9,192 663 1.33 RB-04A 544 0 0.21 544 0 0.21 544 0 0.21 RB-04B 2,654 0 0.48 2,662 0 0.48 2,689 0 0.48 RB-05 2,702 6 0.24 2,702 6 0.24 2,702 6 0.24 RB-06 0 161 0.07 0 323 0.23 0 874 0.75 RB-07 5,513 17 0.53 5,514 18 0.53 5,520 22 0.54 Unmetered* 0 6 0.01 0 16 0.02 0 45 0.05 Southdown SD-01 1,862 16 0.14 1,862 41 0.17 1,862 124 0.25 SD-02 3,005 2 0.21 3,027 5 0.21 3,101 13 0.23 SD-03 1,324 0 0.06 1,324 5 i 0.06 1,324 24 0.08 SD-04 1,706 0 0.05 1,706 1 0.05 1,706 3 0.05 1,966 0 0.05 2,744 0.16 5,390 217 0.53 Sub Total 0.51 101 0.65 13,383 Walnut LS BR-07 5,049 27 0.43 5,526 41 0.48 7,148 88 0.65 Total 123,040 1,547 10.39 128,495 2,762 11.99 147,040 6,887 1 *2020 average daily flow calculated based on population and commercial acreage. (1) Total population and commercial acreage served by Barry Rose and JHEC WRFs does not include Walnut Lift Station service area. (2) Commercial acreage is obtained from GIS based on geocoded commercial meters active in December 2017 to February 2018 and that fall on future commercial land use types. 80% of the parcel's acreage is used. (3) 2020 discrete average daily flows from flow monitoring February to May 2019 Planning Criteria: Residential = 80 gpcd, Commerical = 950 gpad 4-10 Wastewater Master Plan Update City of Pearland Figure 4-1: Projected Average Day Wastewater Flow (Reflection Bay WRF) FREESE -NICHOLS Average Day Flow (MGD) 12.0 11.0 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 1.0 0.0 Existing Flow Wastewater flow monitoring data was used to distribute average day flows Future Flow 80 gpcd used to calculate residential flows 950 gpad was used to calculate commercial flows Permitted Capacity — — — 90% Permitted Capacity — — 75% Permitted Capacity Existing Capacity = 6 MGD 1 0 Reflection Bay Service Area 2.93 MGD 3.20 MGD 3.47 MGD 3.74 MGD 4'i3 D- — 2020 2025 2030 2035 Buildout (2042) 4-10 Wastewater Master Plan Update City of Pearland Figure 4-2: Projected Average Day Wastewater Flow (Southdown WRF) in FREESE 11 -NICHOLS 3.0 2.5 1.0 0.5 0.0 Existing Flow Wastewater flow monitoring data was used to distribute average day flows Future Flow 80 gpcd used to calculate residential Flows 950 gpad was used to calculate commercial flows Permitted Capacity — — — — — 90% Permitted Capacity — — 75% Permitted Capacity Existing Capacity = 0.95 MGD 0.51 MGD .9.65401613 • � 00134A611 0.94 MGD Southdown Service Area -1.13MGd- I 2020 2.025 2030 2035 Buildout (2042) 4-11 Wastewater Master Plan Update FREESE City of Pearland ��'NICHOLS Figure 4-3: Projected Average Day Wastewater Flow (JHEC WRF) 11.0 10.0 9.0 8.0 2 7.0 LL 6.0 • 5.0 w aQ cu • 4.0 3.0 2.0 1.0 0.0 Existing Flow Wastewater flow monitoring data was used to distribute average day flows Future Flow 80 gpcd used to calculate residential flows 950 gpcd was used to calculate commercial flows Permitted Capacity — — — — 90% Permitted Capacity — — 75% Permitted Capacity 4.12 MGD Existing Capacity = 4 MGD 3.17 MGD DJ H EC Service Area 6.67 MGD 5.57 MGD 4.78 MGD PIM piP 2020 2025 2030 2035 Buildout (2042) 4-12 Wastewater Master Plan Update City of Pearland Figure 4-4: Projected Average Day Wastewater Flow (Barry Rose WRF) FREESE •7 maims 7.0 6.0 5.0 2 4.0 0 LL 2.0 1.0 0.0 Existing Flow Wastewater flow monitoring data was used to distribute average day flows Future Flow 80 gpcd used to calculate residential flows 950 gpad was used to calculate commercial flows Permitted Capacity — — — — 90% Permitted Capacity — — 75% Permitted Capacity Existing Capacity = 3.10 MGD Z -ri Ivr�D' 2.31 MGD 2020 0.43 MGD 1.68 MGD r� 0 Wa inut LS Service Area • Barry Rose Service Area 3.14 MGD 3.61 MGD 0.65 MGD 4-13 Wastewater Master Plan Update City of Pearland Average Day Flow (MGD) 5.0 4.0 3.0 2.0 1.0 0.0 Figure 4-5: Projected Average Day Wastewater Flow (Longwood WRF) Existing Flow Wastewater flow monitoring data was used to distribute average day fiows Future Flow 80 gpcd used to calculate residential fiows 950 gpad was used to calculate commercial flows Permitted Capacity 90% Permitted Capacity 75% Permitted Capacity Existing Capacity = 2.5 MGD in FREESE '1 -NICHQLS 0 Longwood Service Area 2020 �i"I1�Gl� r-1.75..N1G�-- �•7 S?.Q 1.85 MGD 2025 2030 2035 Buildout (2042) 4-14 Wastewater Master Plan Update fla FREESE City of Pearland 1 NICNOLS 5.0 RISK BASED ASSESSMENT OF LIFT STATIONS FNI performed a risk based assessment of the City's lift stations. The risk based assessment considered condition and criticality components to evaluate the risk of failure of each lift station. The results of this assessment were used to develop prioritized projects for the rehabilitation and capacity capital improvement plans. Lift Stations Assessed A total of fifty (50) lift stations were included in the project scope. FNI and City staff assessed an additional 11 lift stations considered important to the overall goals of the master plan, for a total of 61 lift stations. The remaining eight (8) lift stations not included in the assessment were smaller capacity, recently rehabbed, or already planned for consolidation. The lift stations included in the risk based assessment are shown on Figure 5-1. 5.1 LIFT STATION RISK BASED ASSESSMENT The condition assessment included a visual inspection of each lift station and its components. The criticality assessment, or consequence of failure, included an analysis of the proximity of each lift station to critical or environmentally sensitive areas, connections served, as well as the lift station hierarchy in the City's wastewater collection system. Each lift station was assigned overall condition and criticality scores based on the results of the assessments. These scores were used to assign a risk category (extreme, high, medium, or low) to each asset. Lift station rehabilitation projects were developed based on the results of the risk based assessment and included in the wastewater CIP. 5.1.1 Condition Assessment FNI developed a list of electrical, structural, mechanical, and site components to be inspected at each lift station site. A condition weighting factor was assigned to each component group based on the relative importance of the component to the overall function of the lift station and input from City staff. Major components in each of these categories were evaluated separately. Table 5-1 illustrates the condition component groups, parameters, and weighting for the lift station facilities. 5-1 Wastewater Master Plan Update City of Pearland Table 5-1: FREESE •7 -NICHOLS Condition Assessment Component Groups and Weightings — -Component Group • Weight Factor 5% Site — Drainage, Access Drive, Fencing, Security, Pavement Mechanical (above ground) — Crane, Vent, Screen, Odor Control 5% Instrumentation — SCADA and Alarms 15% Electrical — Panel Condition and Others (incl. Emergency Power Provision) 20% Structure - Hatches, Wet Well condition, material and piping, Odor Control 20% Pumps and Motors 20% Piping and Valves 15% Total Weighting 100% 5-2 HIRAM CLARKE RD { 4 Co=N Rh • 2,000 w/ }/ t-- I L 6 \. - 7� /8., / e , 0. ,r11 / - le �/ 1/ ;, ' for / l�l 1 . + ./ -- \ /� �\ /�,/ -` --moo = 1-' �\/ •/ /- // •,� ,8';_I f2- l e / ' f • r `bid / a"), N I } / � ' a I • ;�l 7' 1 ,a;:- I / a: I-LECTION BA,Y�,: - 8 ;MI .1i CO ?.• \ /• a 1 L III / / "' /� 8 Is„' / �� I m 8„/ _8''_ �V W • 1, s. 8�� 6�� 8,� r S..r- 15" 15" - _, �-/' Wooten Rd / ' - 8"fol I $" _ ,'� �; 1 ' - • I ' 1 :.g„ I } -- / ) - _o/ I i I1 ' a_a• _I-1 M :/1 I e I� .. r - /y? — r e r /+r ' I m I' --- - ,,/ ti 1 tr�_ _ '1, II 5 1. I I I1 t 4 ��µf?�+1• _yam+' . {g • • �x;i F;ELL-OW's G•Y• AWL Adair 110.17.0 GRAMMAR RD_ Y ,.y0.148 U TURN yy I—ti ...U.S.TONdiO S SAM HOUS- '._ LWAY W _ WHITE RD SOUTH FWY S {} ti 4 I �:124..I r.'-F RILEY RD - I -04:TH BELT INDUSTRIAL DR • 42" SAXON CL ARCgOIA C RE E, • V-+ MADERABO/ .. N ' (L 1 1 10" 12" �. 1 1 1 8„� ,� 8 •• 8" STAR CREEK LN SAVANNAH BENO 8 r . D I7 00 m z ELLIS D 0 0 A D m 3 ' m• O 5 S O OO/ 5 NF.p z 'ORCHARD LN BARON H0.1-LN O1 LN BARTON MEp,O P17,1 0 P1 D M• 4,000 !SCALE IN FEET'. too 6s /, 8 r /' l'fi,i; . IN S SAM HOUSTON PKWY W. 0 Reflection Bay (Far Northwest) WRF Average Daily Flow = 6.0 MGD 2-Hour Peak Flow = 24 MGD 42" I Kirby North LS 21" 18" I FI tta 42" I _.. 18" �-a.... ..1!„ N O z, FELLOWS RD 18" Beltway 8 LS CA MEG N BRADEN DR FELLOWS RD S PRESIDENTS DR • 704 N Lakes at Country Place LS.. • Lake Park LS 161, 1,1T Silo,out_h_dow8,71WRF LSI crilmme7 [Autumn Lakes LIS / • cR "Col I South Gate LS co nAdc RD Southdown (North Central) WRF Average Daily Flow = 0.95 MGD 2-Hour Peak Flow — 3.8 MGD 8' SOUTHDOWN Crystal Lakes North LS Village of Edgewater LS 2 ii Co 2$$ • Country • Place LS South Hampton LS Private LS Sunrise Lakes LS re Business Center LS 288 o As 288 TEXAS West Gate LS co 7,1 EL SAM HOUSTON TOLLWAY.E • Private School LS Spring Meadow LS • 19 8. 1112" F.M. 11:72_,:71-111,7/1/2" [PrL"te-LI-S Avalon Terrace LS Tranquility LS 11. 24" 24" 12" 24" 1111170;_. 11\co.10'11.1-: I\ 101f;10;7.1...,_ I i._____ 1 Orange & Mykawa LS . 1 - ..___ \c'2 r I\ 16" 1_,...„ -. t __=_,, I II 7:''- - -I I ' 0,2 102 82 \ 82 I I r i % .I": i '4/11 i \ N 11\6' . .' ' li 1 1--il I 1 1 1 i ‘IIP Albertson's/Food Tollwn 1LS 1-7----°:---1--7--1:71" II : 1 I \ 1 8" \ 61 12" 11---\ . 1 ;-__1, -n-t,6-1 .... _13 _ .._, __ 1 8" I 1 \'''. I '',, ",. *.s. . I . \I , 6\,,\ ,7\\5 ,i„ 1 I —I ----1- - __I I 1 1 00-2'' 4 \<0\ 4:o„.........1:i..2.:!1) --1/___N \/, [Knapp W LS • - Scott & Mykawa LS en co Garden Rd. LS Abtrys Silverlake WRF It Private LS 1,72 00 ;[. 24.- 24" L S SAM HOUSTON PKWY E N. ▪ N. • 8" Park LS 11 Massey Lakes LS \°°1 / 8"----18"1 -8'4-81 I — - kij4 8" 1 WestLea LS j-- :7" 8" 8" 19'9'.LA04-jjj " I '711 LYNN I ti 11 111 11. 11, 1-1 JHEC (SWEC) WRF Average Daily Flow = 4.0 MGD 2-Hour Peak Flow = 16 MGD -7-JA I I 102 CO Blockbuster LS 8. Super Walrn\acPrt:c2LS5-....*\°--\ / --/:::\ C‘/\''\:/* '‘/4.. II 'II T":" '1.7; 8: -r----.1*B"174' R7-esi IR-747L rx /\';////-::s)\ . ,. -I i k ,.• 8••1_14roirprioi:iti.._.,,,r1 I, :1,,, ; z//, '‘1,\/ \ Veterans Dr I LS Veterans II LS 12" • • \j, TRANS LN Private LS 210 3N21O8113M 0 0 (-41 I\ IE I__ 0 Zm S % \ :`,1 ' ..'T 1, ' --‘'-'-: - - - j- - ---- - - - - - - - - - '--- -:- -1- - ' -- - --- - 2- -=-=';=7---::N-E:R▪ --E=sT7D-==-7,07::----- 7--7: -- 7. - 1 . - - I-000 - 7W6T-11,,WG'S-C'PNNCI'. :, .• z :-- -2,----M-f----;-7,--1_ _ _ _ \ L--_-, --; _-=-='=-- -f=_-.====__ ---- -=-.:_-_=-_:=7.=-Z=_ri 1' FN.-5-ages of Mary's Creek LS Towne Lake Estates LS • Whispering Winds LS • Barry Rose WRF Average Daily Flow = 3.1 MGD I al 19,reen Tee I LS 1 i ). :::.._:: ,22/‘\\,:•.‘",„ ,..- ' '*;(3'4 / • / / '\ \//:reeVn Te:IIII/LS ''''. :6'''''r :4: I 7:. 7 ' / tr// N: /_,30.i.,9:, ,. ‘....-.1x,*,././< '‘.,.., N. Clear Creek Park LS / III t/*\ \ \ c t / ‘\'bc„//\ / N2/121- / ‹' / Pirates Alley LSI • gPs • Dixie Farm N LS • Mary's Creek/Longherridge LS 01\1:::/oo/:E/sta/te's6'LS -71)'\/: / ' ,-/\; Rustic Elen;rra-rt LS 4. II \ Barnett Drywall W. LS] Barnett Drywall E. LS l."-",,SK r........Y............e. Longwood WRF Average Daily Flow = 2.5 MGD 2-Hour Peak Flow = 10 MGD Royal Oaks Apts. LS Sunset Lakes LS Private LS mianima CARRIE LN ce 35 Chigger Creek WRF SERVICE AREAS Barry Rose JHEC Longwood Reflection Bay Southdown r Represents the existing wastewater system during 2019 flow monitoring. FIGURE 5-1 CITY OF PEARLAND WASTEWATER MASTER PLAN UPDATE LIFT STATION RISK BASED ASSESSMENT LEGEND Ls I LS WRF Lift Station Assessment Complete Excluded Lift Station Manhole Water Reclamation Facility 8" and Smaller Wastewater Line 10" and Larger Wastewater Line 8" and Smaller Force Main 10" and Larger Force Main F..?filICHOLS Road Railroad Stream City Limit ETJ Boundary , County Boundary Created By Freese and Nichols, Inc. Job Nod PRL18631 User Name:02499 Wastewater Master Plan Update FREESE NICHOLS City of Pearland Site Visits Site visits for 61 lift stations were performed during four (4) sessions between May and July of 2019 as shown in Table 5-2. The condition inspections were conducted by a team of design, electrical and planning engineers from FNI, as well as wastewater operations staff from the City. Table 5-2: Lift Station Site Visit Schedule Number of Lift Stations Visited Date 17 May 23, 2019 20 May 29, 2019 12 May 30, 2019 12 July 11, 2019 Data Collection FNI developed a mobile data collection tool for the lift station risk based assessment task utilizing a combination of customized ESRITM Collector and Survey 123 for ArcGIS applications. The City's lift station locations were entered into the application along with the predetermined list of condition assessment questions for each of these components listed in Table 5-1. During the site visits, the inspection team utilized this application on the mobile devices to collect data, record notes, and take pictures of the lift station assets. Screenshots of each application are shown on Figure 5-2. The collected records were compiled and analyzed during the risk based assessment. The notes from the site visits are included in Appendix E. 5-4 Wastewater Master Plan Update City of Pearland FREESE •� NICHOLS Figure 5-2: ESRITM Collector and Survey 123 for ArcGIS Applications I .0 T-Mobile Wi-Fi '•:' Back 6 11:29 AM ® 100% im C> GPS accuracy 78.8 ft • required 30 ft H-Ee rbartnrq iota Camivr Miller Ranc Wooten Fld glihroanW ay-S[ J +TSINE SSCENTER A LiftStation: BUSINESS CENTER 29-548456'N 95.389388'W 1-6 mi Lift Station GIS ID: BUSINESS CENTER Inspection Date: 5/29/2019, 9:57 AM Name: BUSINESS CENTER Address: 3321 Business Center Dr. Years in Service Facility Type: Launch Survey123 App Condition Rating Guidelines XPRLU Asset_Management kk.\ Point - 29°33'N 95°23'W,0 m Lift Station GIS ID BUSINESS CENTER inspection Date Wednesday, May 29, 2019 0 9:57 AM Name BUSINESS CENTER Address 3321 Business Center Dr- FNI assigned numerical scores ranging from 1 to 5 to each component group based on the physical condition as seen during the inspection and information provided by the City staff relating to its operational performance. Table 5-3 shows the guidelines used during assignment of numerical scores for component groups. 5-5 Wastewater Master Plan Update City of Pearland Table 5-3: Guidelines for Condition Scores FREESE •I NICHOLS Condition Rating 1 Scoring Guidelines ■ Very good condition; new/no improvements recommended 2 Good condition; continued maintenance recommended to maintain function 3 Fair condition; minor improvements recommended to improve performance or efficiency 4 Poor condition; improvements/rehab recommended to maintain reliability 5 Very Poor condition; replacement/major rehab required Once the visual site inspections analysis were completed, ranges were assigned for the condition scores, and categories were designated from very good to very poor as shown in Table 5-4. Final condition scores for each lift station are shown in Table 5-5. Table 5-4: Condition Score Ranges Condition Rating Mi i Very Good 1.00 1.50 Good 1.51 2.50 Fair 2.51 3.00 Poor 3.01 3.75 Very Poor 3.76 5.00 5-6 Wastewater Master Plan Update City of Pearland FREESE •I NICHOLS Table 5-5: Litt Lift Station Autumn Lakes Station Condition Score Condition Score 3.95 Summary Rating Very Poor Avalon Terrace 2.05 Good Bellavita 3.35 Poor Beltway 8 2.10 Good Business Center 1.95 Good Centennial Water Park 3.80 Very Poor Clear Creek Park 3.05 Poor Country Place 2.75 Fair Crystal Lake North 4.15 Very Poor Crystal Lake West 3.40 Poor Cullen Blvd 3.80 Very Poor Dixie Farm N 2.70 Fair Dixie Farm S 3.15 Poor Food Town 3.65 Poor Garden Rd 3.65 Poor Green Tee I 3.85 Very Poor Green Tee III 4.25 Very Poor Green Tee IV 3.00 Fair Green Tee V 1.20 Very Good Hatfield III 2.75 Fair Kirby North 3.20 Poor Knapp Rd East 1.35 Very Good Knapp Rd West 3.05 Poor Lake Park 1.35 Very Good Lakes at Country Place 3.10 Poor Lakes of Highland Glen 2.25 Good Liberty 1.85 Good Massey Lakes 1.90 Good Miller Ranch 3.90 Very Poor North Main 2.55 Fair Oakbrook Estates 3.05 Poor Park Village 2.40 Good Parkview 1.80 Good Pine Hollow 3.15 Poor Riverstone Ranch 2.75 Fair Riverwalk 4.30 Very Poor Royal Oaks Apts 4.25 Very Poor Rustic Elem School 2.70 Fair 5-7 Wastewater Master Plan Update City of Pearland Table 5-5: FREESEr --� NICHOLS Lift Station Condition Score Summary (continued) Lift Station Condition Score a ing Shadow Creek 3.35 Poor Smith Ranch Rd 2.95 Fair South Gate 3.20 Poor South Hampton 3.00 Fair Southdown 3.25 Poor Spring Meadow 3.15 Poor Sunrise Lakes 3.25 Poor Sunset Lakes 3.45 Poor Sunset Meadows 3.90 Very Poor Super WalMart 2.65 Fair The Preserve 2.45 Good Tower Bridge 3.60 Poor Towne Lk Sewer 2.70 Fair Tranquility Lakes 2.45 Good Veterans Dr II 2.75 Fair Village of Edgewater 3.15 Poor Villages of Mary's Creek 3.20 Poor Walnut 2.10 Good Westgate 3.05 Poor Westlea 3.10 Poor Whispering Winds 3.85 Very Poor Woodthrush 2.05 Wooten Rd 4.40 Very Poor 5-8 Wastewater Master Plan Update City of Pearland 5.1.2 Criticality Assessment in FREESE '1 NICHOLS FNI performed a criticality assessment for each lift station based on four (4) categories: 1. Proximity to High Impact Areas 2. Total served Connections 3. Proximity to Environmentally Sensitive Areas 4. Lift Station Hierarchy Table 5-6 shows the scoring parameters used and the weighting factors assigned to each lift station criticality category. Table 5-6: Condition Assessment Component Groups and Weightings Proximity to High Impact Areas (20%) Proximity to Environmentally Sensitive Areas (20%) <_ 1,000 ft from educational institution = 5 <_ 1,000 ft from hospital/medical = 4 <_ 500 ft from golf course/park/major roads = 3 <_ 500 ft from any other structure = 2 < 1000 ft from major creek or drainage ditches = 5 < 1000 ft from any other water body = 3 Total Served Connections (40%) Lift Station Hierarchy (20%) > 1,200 = 5 801 — 1,200 = 4 401— 800 = 3 201— 400 = 2 <200=1 4+ upstream lift stations = 5 3 upstream lift stations = 4 2 upstream lift stations = 3 1 upstream lift station = 2 No upstream lift station = 1 GIS tools were utilized to determine the distance from each lift station to the high impact areas and environmentally sensitive areas. Geocoded water meters were used to determine the served connections within each lift station service area. Lift station hierarchy was developed based on City's wastewater GIS and information from City staff as discussed in Section 2.3. Once the proximity and connection analyses were completed, ranges were assigned for the criticality scores, and categories were designated from very low impact to very high impact. Table 5-7 shows the scores associated with the rating categories of the criticality assessment. Final criticality scores for each lift station are shown in Table 5-8. 5-9 Wastewater Master Plan Update City of Pearland Table 5-7: Criticality Rating Very Low Impact Criticality Score Min 1.00 Ranges Max 1.50 Low Impact 1.51 2.00 Moderate Impact 2.01 2.50 High Impact 2.51 3.00 Very High Impact 3.01 5.00 FREESE •� NICHOLS Table 5-8: Litt Lift Station Autumn Lakes Station Criticality Score Criticality Score 2.60 Summary Rating High Impact Avalon Terrace 1.20 Very Low Impact Bellavita 3.20 Very High Impact Beltway 8 1.80 Low Impact Business Center 2.20 Moderate Impact Centennial Water Park 2.20 Moderate Impact Clear Creek Park 2.40 Moderate Impact Country Place 2.60 High Impact Crystal Lake North 2.40 Moderate Impact Crystal Lake West 2.00 Low Impact Cullen Blvd 4.40 Very High Impact Dixie Farm N 4.20 Very High Impact Dixie Farm S 2.20 Moderate Impact Food Town 1.20 Very Low Impact Garden Rd 1.60 Low Impact Green Tee I 1.20 Very Low Impact Green Tee III 1.60 ' - "'•-ipact Green Tee IV 3.20 Very High Impact Green Tee V 3.40 Very High Impact Hatfield III 2.00 Low Impact Kirby North 2.80 High Impact Knapp Rd East 2.00 Low Impact Knapp Rd West 1.60 Low Impact Lake Park 2.20 Moderate Impact Lakes at Country Place 2.60 High Impact Lakes of Highland Glen 1.60 Low Impact Liberty 1.80 Low Impact Massey Lakes 1.60 Low Impact Miller Ranch 3.40 Very High Impact North Main 2.20 Moderate Impact 5-10 Wastewater Master Plan Update City of Pearland NM FREESE rimNICHOLS Lift Station Criticality Score Rating Oakbrook Estates 2.00 Low Impact Park Village 3.00 High Impact Parkview 2.80 High Impact Pine Hollow 1.40 Very Low Impact Riverstone Ranch 4.00 Very High Impact Riverwalk 2.20 Moderate Impact Royal Oaks Apts 2.60 High Impact Rustic Elem School 2.60 High Impact Shadow Creek 3.20 Very High Impact Smith Ranch Rd 2.00 Low Impact South Gate 1.80 Low Impact South Hampton 1.40 Very Low Impact Southdown 2.60 High Impact Spring Meadow 1.80 Low Impact Sunrise Lakes 3.20 Very High Impact Sunset Lakes 2.40 Moderate Impact Sunset Meadows 1.40 Very Low Impact Super WalMart 2.20 Moderate Impact The Preserve 1.40 Very Low Impact Tower Bridge 1.60 Low Impact Towne Lk Sewer 2.20 Moderate Impact Tranquility Lakes 1.80 Low Impact Veterans Dr II 3.40 Very High Impact Village of Edgewater 1.80 Low Impact Villages of Mary's Creek 2.00 Low Impact Walnut 3.20 Very High Impact Westgate 2.80 High Impact Westlea 2.20 Moderate Impact Whispering Winds 2.00 Low Impact Woodthrush 3.40 Very High Impact Wooten Rd 1.80 Low Impact 5.1.3 Lift Station Risk Assessment FNI utilized the results of the condition and criticality assessments to develop a risk based assessment of the City's lift stations. Detailed lift station risk based assessment sheets including facility information, 5-11 Wastewater Master Plan Update City of Pearland in FREESE '1 NICHOLS individual component group scores for condition and criticality, and additional comments for each lift station are included in Appendix E In order to prioritize rehabilitation recommendations, the lift stations were divided into four risk categories: Extreme Risk, High Risk, Moderate Risk, and Low Risk. Table 5-9 shows the relationship between condition and criticality for each risk category. Risk scores were calculated by averaging the condition and criticality scores for each lift station. These risk scores were utilized for ranking of lift stations within each risk category and are included in Appendix E. Table 5-9: Lift Station Risk Categories Condition Ranking c Very Good Good Fair Poor Very Poor co Very Low Impact Moderate High Low Impact Moderate High High ri Moderate Impact Moderate High High High F' u High Impact Moderate Moderate High High Extreme Very High Impact Moderate Moderate High E - Extreme The lift stations were arranged into a risk rating matrix, which graphically shows the condition and criticality ratings, as well as the overall risk of failure rating. The risk matrix is shown in Table 5-10. Table 5-11 shows the condition, criticality, and overall risk of failure ratings in a tabular format. Figure 5-2 shows the number of lift stations by risk category. 5-12 Wastewater Master Plan Update City of Pearland Table 5-10: Lift Station Risk Rating Matrix FREESE •7 maims [ Condition Ranking Very Good Good Fair Poor Very Poor Criticality Rating Very Low Impact Avalon Terrace The Preserve South Hampton Food Towel Pine Hollow Green Tee I(3) Sunset Meadows Low Impact Knapp Rd East Beltway 8 Lakes of Highland Glen Liberty Massey Lakes Tranquility Lakes Hatfield III Smith Ranch Rd Crystal Lake West Garden Rd(' Knapp Rd West Oakbrook Estates South Gate Spring Meadow Tower Bridge Village of Edgewater Villages of Mary's Creek Green Tee III Whispering Winds Wooten Road Moderate Impact Lake Park Business Center North Main Super WalMart Towne Lk Sewer Clear Creek Park Dixie Farm 5�3� Sunset Lakes Westlea(3) Centennial Water Park Crystal Lake North') Riverwalk High Impact Park Village(2) Parkview Country Place Rustic Elem School Kirby North(3) Lakes at Country Place Southdown Westgate(3) Autumn Lakes Royal Oaks Apts(4) Very High Impact Green Tee V Walnut Woodthrush(3) Dixie Farm N Green Tee IV Riverstone Ranch(3) Veterans Dr IP) Bellavita Shadow Creek(4) Sunrise Lakes Cullen Blvd(4) Miller Ranch(4) (1) To be decommissioned as part of projects included in City's draft FY21 CIP. (2) Planned to be consolidated as per wastewater capacity project recommendations (Section 9.0). (3) Capacity expansion or relocation as per wastewater capacity project recommendations (Section 9.0) (4) To be rehabbed as part of FY20/21 City CIP. 5-13 Wastewater Master Plan Update City of Pearland Table 5-11: FREESEr --� NICHOLS Summary of Lift Station Risk Based Assessment Lift =hi. Station No. = Lift Station Condition Rating Criticality Rating Risk Rating 52 Cullen Blvd Very Poor Very High Impact Extreme Risk 61 Miller Ranch Very Poor Very High Impact Extreme Risk 4 Royal Oaks Apts Very Poor High Impact Extreme Risk 62 Autumn Lakes Very Poor High Impact Extreme Risk 69 Shadow Creek Poor Very High Impact Extreme Risk 7 Bellavita Poor Very High Impact Extreme Risk 56 Sunrise Lakes Poor Very High Impact Extreme Risk 10 Dixie Farm N Fair Very High Impact High Risl 14 Riverstone Ranch Fair Very High Impact High Risi 53 Crystal Lake North Very Poor Moderate Impact High Risl 1 Riverwalk Very Poor Moderate Impact High Risl 12 Green Tee IV Fair Very High Impact High Risk 63 Wooten Rd Very Poor Low Impact High Risk 34 Veterans Dr II Fair Very High Impact High Risk 39 Centennial Water Park Very Poor Moderate Impact High Risl 68 Kirby North Poor High Impact High Risl 3 Sunset Lakes Poor Moderate Impact High Risl 27 Whispering Winds Very Poor Low Impact High Risl 9 Green Tee III Very Poor Low Impact High Risl 59 Southdown Poor High Impact High Risk 49 Westgate Poor High Impact High Risk 60 Lakes at Country Place Poor High Impact High Risk 21 Clear Creek Park Poor Moderate Impact High Risk 54 Crystal Lake West Poor Low Impact High Risk 58 Country Place Fair High Impact High Risk 18 Dixie Farm S Poor Moderate Impact High Risk 45 Westlea Poor Moderate Impact High Risk 11 Rustic Elem School Fair High Impact High Risk 2 Sunset Meadows Very Poor Very Low Impact High Risk 44 Garden Rd Poor Low Impact High Ris' 24 Villages of Mary's Creek Poor Low Impact High Risk 26 Tower Bridge Poor Low Impact High Risk 16 Oakbrook Estates Poor Low Impact High Risk 15 Green Tee I Very Poor Very Low Impact High Risk 67 South Gate Poor Low Impact High Risk 43 Spring Meadow Poor Low Impact High Risk 51 Village of Edgewater Poor Low Impact High Risk 25 Towne Lk Sewer Fair Moderate Impact High Risk 5-14 Wastewater Master Plan Update City of Pearland FREESE •I NICHOLS Lift Station No. Lift Station Condition Rating Criticality Rating Risk Rating 30 Super WalMart Fair Moderate Impact High Risk 32 North Main Fair Moderate Impact High Risl 35 Knapp Rd West Poor Low Impact High Risk 28 Woodthrush Good Very High Impact Moderate Risk 40 Park Village Good High Impact Moderate Risk 33 Walnut Good Very High Impact Moderate Risk 65 Smith Ranch Rd Fair Low Impact Moderate Risk 46 Food Town Poor Very Low Impact Moderate Risk 41 Hatfield III Fair Low Impact Moderate Risk 13 Green Tee V Very Good Very High Impact Moderate Risk 23 Parkview Good High Impact Moderate Risk 8 Pine Hollow Poor Very Low Impact Moderate Risk 66 Business Center Good Moderate Impact Moderate Risk 57 South Hampton Fair Very Low Impact Low Risk 50 Tranquility Lakes Good Low Impact Low Risk 64 Beltway 8 Good Low Impact Low Risk 19 The Preserve Good Very Low Impact Low Risk 29 Lakes of Highland Glen Good Low Impact Low Risk 22 Liberty Good Low Impact Low Risk 55 Lake Park Very Good Moderate Impact Low Risk 47 Massey Lakes Good Low Impact Low Risk 31 Knapp Rd East Very Good Low Impact Low Risk 48 Avalon Terrace Good Very Low Impact Low Risk 5-15 Wastewater Master Plan Update City of Pearland Figure 5-3: FREESE IFIMINICHOLS Number of Lift Stations by Risk Category Number of Lift Stations 40 35 30 25 20 15 10 5 0 10 10 r 34 k 7 Low Risk Moderate Risk High Risk Extreme Risk 5.2 LIFT STATION SAFETY OBSERVATIONS During the site visits, nine lift stations were identified at which the service disconnect passes though the pump control panel. This is considered a safety hazard and violation of the National Electrical Code (NEC). These lift stations are listed below: • Clear Creek Park • Park Village • Rustic Elem School • South Gate • Southdown • Sunrise Lakes • Super Wal-Mart • Westlea • Wooten Rd It is recommended that these safety issues be addressed in a timely manner. Detailed notes on other observations at these lift stations are provided in Appendix E. 5-16 Wastewater Master Plan Update City of Pearland in FREESE '1 NICHOLS 6.0 HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION 6.1 HYDRAULIC MODEL DEVELOPMENT The City of Pearland has previously invested in a wastewater hydraulic model, built in the Innovyze ICM® software (previously InfoWorks CS°). This model was originally constructed in 2008 as part of the City's Wastewater System Modeling, Analysis, & Planning study. FNI performed an extensive update of this hydraulic wastewater model using the InfoWorks ICM® modeling software by Innovyze®. This software has dynamic modeling capabilities as well as GIS interoperability. FNI built and calibrated the hydraulic wastewater model to serve as a basis for all existing and future system analysis modeling scenarios and CIP development. In this study, all gravity wastewater lines with diameters of 10 inches or larger were included in the model along with corresponding lift stations. The model includes 5 outfalls, 54 lift stations, 128 pumps, and approximately 2,970 links and 3,200 nodes. Approximately 31% of gravity wastewater line within the City's collection system is included in the wastewater model. 6.1.1 Data Sources The basis of the wastewater model was the City's GIS database. The City provided FNI with GIS shapefiles of the collection system components (lift stations, gravity lines, force mains, and manholes). These shapefiles were imported into the modeling software and the wastewater network was reviewed for proper connectivity. Other data such as manhole rim elevations and line inverts were imported in phases from the following sources: • City of Pearland's GIS (received July 2019) • 2008 InfoWorks Model • As -Built information • City of Pearland 2019 LiDAR 6-1 Wastewater Master Plan Update FREESE City of Pearland NICHOLS City of Pearland GIS The City of Pearland GIS does not include invert information on the pipelines. A single measure -down, recorded as the 'depth' field in the manhole shapefile, measures the depth of each manhole at the outgoing pipe. This field was used to assign inverts to pipelines. The City's GIS did not have a unique identifier (ID) for each collection system component. Unique IDs are required by modeling software and are a best practice for maintaining and updating utility system assets in a GIS database. FNI created and assigned unique IDs for all modeled wastewater system assets (manholes, gravity lines, force mains, and lift stations) during the model update process. The format of the assigned unique IDs is shown in Table 6-1. The manholes shapefile included a field labeled 'ID'. Since this ID was not unique to all manholes an FNI ID was created, but the shapefile ID was preserved in the "Asset ID" field in the model. Table 6-1: Format of Unique IDs for Wastewater Collection System Components Wastewater System Component Manholes Unique ID Format ENI_1234 Gravity Main Force Main Lift Station ENI_1234 Lift Station Abbreviation_FM_# Lift Station Abbreviation_LS 2008 InfoWorks Model The 2008 InfoWorks model included multiple data sources with flagging. The flags retained from this model include the 'Record Drawing,' 'Design Drawing' and 'Surveyed Information' flags. Pipe inverts and ground levels with these flags were imported into the 2020 model. As -Built Information During the model development, as -built drawings received from the City and FNI were used to populate fields such as pipe inverts, pipe diameters, manhole ground elevations, and wet well sizes. The wastewater model includes the following as -built information: • SH-35 Sanitary Sewer (Near Beltway 8) • Hatfield Basin Trunk Sewer 6-2 Wastewater Master Plan Update City of Pearland • Green Tee 5 to Riverstone Wastewater Diversion- Phase I • The Lakes at Country Place Sanitary Improvements Sections 1-8 • Country Place Subdivision Sanitary Improvements Sections 1-3 and 7-13 FREESE '1 NICHOLS • Country Place Sanitary Sewer Lift Station Improvements and The Lakes at Country Place Sanitary Sewer Lift Station Improvements • Re -Construction of Mary's Creek Lift Station • Country Grove Townhomes Sanitary Lines Sections 1, 3, and 5 • Liberty and Parkview Lift Station Rehabilitation • Springfield Lift Station Consolidation and Sewer Line • Barry Rose Treatment Plant Expansion (1985) • Longwood Wastewater Treatment Plant Lift Station Replacement and Plant Rehabilitation (2010) • Reflection Bay Expansion and Rehabilitation (2018) • Southwest Environmental Center Wastewater Treatment Plant Expansion (2007) • Mykawa Road Lift Stations • McHard Road Trunk Sewer • Hughes Ranch Road Trunk Sewer City of Pearland 2019 LiDAR The City provided LiDAR elevation data in August 2019. This data was used to assign ground elevations to all break nodes, lift stations, and manholes that did not contain as -built drawing, record drawing, or design drawing data. Information Flags FNI created information flags in the wastewater model during network development that indicate the source of the information used to populate the model component data. A summary of the information flags utilized in the Pearland wastewater model are listed in Table 6-2. These flags are discussed further in the following sections. 6-3 Wastewater Master Plan Update City of Pearland Table 6-2: Wastewater Model Information Flags FREESE •� NICHOLS Information Flag Description M PGIS City of Pearland GIS (July 2019) CTY City of Pearland Lift Station Inventory ASBT As-Built/Record Drawings (2019 WWMP) DD 2008 Model Design Drawings R 2008 Model Record Drawings MOD 2008 Model Facility Information S 2008 Model Survey PMP Pump Vendor LIDR City of Pearland 2019 LiDAR Data SGIS City of Pearland GIS Shift INT Interpolation MS City of Pearland Minimum Slope Guidelines CNST Constant Slope from 2008 Model R/DD FNI FNI Modified Data TC Lift Station Draw Down Tested Curve CIP Wastewater Capital Improvement Plan Project 6.1.2 Modeled Manholes Rim Elevations Rim elevations were populated based on the following data sources and assigned the following information flags, listed in brackets [Information Flag]: • As -Built and Record Drawings from 2019 WWMP [ASBT] • Record Drawings from 2008 model [R] • Design Drawings from 2008 model [DD] • City of Pearland 2019 LiDAR Data [LIDR] 6.1.3 Modeled Wastewater Lines and Force Mains A manning's roughness coefficient of 0.013 was assigned to all gravity lines in the hydraulic model. A Hazen -Williams C-Factor of 100 was used for all force mains in the model. Line Diameters Gravity line and force main diameters were populated based on the following data sources: • As -Built and Record Drawings from 2019 WWMP [ASBT] • City of Pearland GIS [PGIS] • City of Pearland Lift Station Inventory [CTY] 6-4 Wastewater Master Plan Update City of Pearland • Record Drawings from 2008 model [R] • Design Drawings from 2008 model [DD] • Associated/nearby line diameters [FNI] Inverts Missing gravity line inverts were populated based on the following data sources: FREESE '1 NICNOLS • City of Pearland GIS [PGIS] • As -Built and Record Drawings from 2019 WWMP [ASBT] • Record Drawings from 2008 model [R] • Design Drawings from 2008 model [DD] • Constant slope from record/design drawings in 2008 model [CNST] • Interpolation between known inverts [INT] • Minimum slope based on Pearland's Engineering Design Criteria Manual [MS] • 2008 Model Survey [S] • Datum Shift [SGIS] Minimum slopes were assigned based on the minimum slope criteria in Pearland's Engineering Design Criteria Manual (Appendix F). The City's requirements for minimum slopes are provided below in Table 6-3. 6-5 Wastewater Master Plan Update City of Pearland FREESE '1 NICHOLS Table 6-3: City of Pearland Minimum Slope Requirements Pipe Size A (in) Minimum Slope (ft/ft) 6 0.0065 8 0.0044 10 0.00233 12 0.0026 15 0.00119 18 0.00115 21 0.0013 24 0.0011 30 0.00074 36 _ 0.00059 >36(*) - (*) For pipes larger than 36 inches (36") in diameter, the Professional Engineer of Record shall determine the appropriate grade utilizing the Manning Formula n=0.013, and a full pipe maximum velocity of 4.5 fps and minimum velocity of 3.0 fps. 6.1.4 Modeled Lift Stations Forty-nine (49) of the City's collection system lift stations were included in the InfoWorks® model as well as the influent lift stations at all five (5) water reclamation facilities. The remaining 21 lift stations in the collection system (as of 2018) were not included in the hydraulic model based on the following considerations: • These lift stations had incoming gravity lines with diameters <_ 8-inches and were out of scope for this hydraulic modeling effort • These lift stations generally had smaller pumping capacities with minimal impact on system hydraulics • The residential and commercial flows generated within the service areas of these non -modeled lift stations are captured in the hydraulic model by routing to larger downstream infrastructure • Removal of these lift stations from the hydraulic model reduces model run (processing) time FNI input and updated lift stations and force mains into the InfoWorks® model based on GIS data, construction drawings, survey data, and other information from the City. This information was also utilized to populate the lift station inventory. 6-6 Wastewater Master Plan Update FREESE City of Pearland NI�HOLS Pump Capacities Pumping capacities were input into the model based on the following data sources: • Pump curves or design points obtained from As -Built Drawings/Plans [ASBT] • Pump curves identified using pump information from the City [PMP] • Pump curves or design points obtained from the City [CTY] • Pump curves or design points from the 2008 Model [MOD] A summary of the firm pumping capacity of each lift station can be found in the Lift Station Inventory in Table 2-3. Force mains were entered into the model based on GIS files, construction drawings, and input from City staff. 6.1.5 Modeled Subcatchments InfoWorks° stores all loading information and the hydrologic runoff parameters important to wet weather calibration in subcatchments. The basis for subcatchments in the City's wastewater hydraulic model were parcels. 6-7 Wastewater Master Plan Update City of Pearland 6.2 HYDRAULIC MODEL CALIBRATION 6.2.1 Dry Weather Calibration in FREESE '1 NICHOLS Dry weather calibration is conducted so that the hydraulic model closely matches observed dry weather flows. These dry weather flows represent residential, commercial, and groundwater flows during a period without any additional measurable I/1 due to rainfall. FNI chose a seven-day period from March 18 to March 24, 2019 for the dry weather calibration. Diurnal patterns for each flow monitor basin were loaded into the model, based on the patterns observed during the flow monitoring period. The loading based on the meter billing consumption data (Section 4.0) was then factored as necessary until the aggregate flows in each flow monitor basin closely matched the observed flow monitor data. For this study, a tolerance of +/- 10% for average daily flows was selected for dry weather calibration, and this was generally achieved across the 32 flow monitor sites. Calibration plots demonstrating the dry weather model calibration results are provided in Appendix G. 6.2.2 Wet Weather Calibration Wet weather calibration builds upon the dry weather calibration and is performed so that the model closely matches observed wet weather flows. These wet weather flows represent the sum of the dry weather flows plus the additional I/1 that enters the wastewater system during a rainfall event. FNI chose observed storm events in February, April, and May of 2019 for the wet weather calibration. The calibration storm events and associated storm characteristics are shown in Table 6-4. Table 6-4: Summary of Wet Weather Calibration Events Storm Characteristics Rainfall Depth (in)(2) Storm Duration (hr) Storm Events (2019) Calibration Event No. 1 May 7th 4.45 12.25 Calibration Event No. 2 May 10th 4.98 12 Calibration Event No. 3(1) April 7th 0.79 1.75 Calibration Event No. 4(1) February 26th 1.95 7.75 (1) Utilized for Barry Rose WRF service area due to pump failure during May 2019 calibration event. (2) Average of the six temporary rain gauges deployed during data collection in 2019. FNI utilized the RTK hydrograph method to model the additional flows that entered the wastewater system during the observed calibration storms. This method utilizes three hydrographs that each contain 6-8 Wastewater Master Plan Update City of Pearland in FREESE '1 NICHOLS three parameters which are modified to achieve calibration: flow of water into the system (R), the time to peak flow (T), and the ratio of time until normalization of flow to time to peak (K). The combination of the three component hydrographs form the total response (additional I/1) that is observed in the wastewater system. The RTK parameters and the component hydrographs are illustrated on Figure 6-1 and Figure 6-2. Figure 6-1: Figure 6-2: RTK Parameters RTK Component Hydrographs Total Response Short -Term Response Medium -Term Response Long -Term Response Separate RTK hydrographs were developed for each flow monitor basin to account for the different land uses, soil properties, amounts of impervious cover, and condition of the wastewater lines in each sub basin. In the InfoWorks ICM model, the RTK hydrographs were applied to the catchments in each 6-9 Wastewater Master Plan Update City of Pearland FREESE IFIMINICHOLS wastewater sub basin. The observed rainfall hyetographs (rainfall vs. time) measured during the calibration rainfall events were then applied to the model. The model calculates the I/1 that enters the wastewater system using the values in the RTK hydrographs and the contributing area of each subcatchment. These values were adjusted until the modeled wet weather flows closely matched the observed wet weather flows. For this study, a tolerance of +/- 20% of the observed peak flows was selected for wet weather calibration, and this was generally achieved across the 32 flow monitor sites. Calibration plots demonstrating the wet weather model calibration results are also provided in Appendix H. Calibration Results The dry and wet weather calibration results provide a high level of confidence that the model is closely matching real world conditions and suitable to use for hydraulic analyses and CIP development. The summary of calibration results is presented in Table 6-5 and on Figures 6-3 and 6-4. 6-10 Wastewater Master Plan Update City of Pearland Table 6-5: Summary of Calibration Results in FREESE '1 NICHOLS BR-01 verag Peak Wet Weather Flow (2) (MGD Modele 0.87 ow Monitored (MGD) Modeled 3.30 Differe (%) 0% ow Monitored 0.92 erence (%) -6% 3.30 BR-02 0.14 0.14 3% 0.46 0.50 8% BR-03 0.64 0.64 0% 3.60 3.64 50% BR-04 NE 0.08 0.07 -11% 0.48 0.44 -7% BR-04 SW 0.03 0.03 6% 0.14 0.17 20% BR-05 0.25 0.24 -4% No Data 1.15 - BR-06 0.33 0.36 8% 0.96 1.18 23% BR-07 SW 0.44 0.41 -8% 1.21 1.44 19% BR-07 SE 0.01 0.01 -4% 0.26 0.26 0% JH-01 1.75 2.02 13% No Data 7.11 - JH-02i3i - - - - - - JH-03 1.59 1.82 12% 7.74 7.53 -3% JH-04 1.45 1.66 12% 6.27 5.75 -8% JH-05 1.21 1.19 -2% 6.08 6.72 10% JH-06 0.43 0.44 1% 2.36 2.79 18% JH-07A 0.15 0.13 -8% 3.49 3.85 10% JH-07B 0.06 0.07 12% 1.29 1.46 13% JH-08 1.42 1.31 -9% 3.41 3.78 11% LW-01 0.81 0.88 7% 4.07 4.37 7% LW-02 0.96 1.06 10% 3.63 4.78 31% LW-03 0.37 0.41 11% 2.49 2.20 -12% LW-04 0.43 0.47 8% 1.97 1.86 -5% RB-01 0.13 0.14 1% 0.68 0.61 -10% RB-02 1.55 1.64 6% 5.88 5.46 -7% RB-03 1.29 1.35 5% 3.15 3.21 2% RB-04A 0.22 0.21 -9% 1.08 1.14 6% RB-04B 0.48 0.48 0% 0.61 0.59 -4% RB-05 W 0.10 0.10 5% 0.28 0.34 23% RB-05 N 0.16 0.17 6% 0.61 0.65 7% RB-06 0.08 0.08 0% 0.53 0.47 -10% RB-07 0.54 0.60 11% 1.62 1.59 -1% SD-01 0.26 0.29 8% 1.17 1.18 0% SD-02 0.36 0.40 10% 1.15 1.43 24% SD-03(4) 0.13 0.15 11% 0.25 0.24 -4% SD-04i4i 0.07 0.08 4% 0.48 0.50 3% (1) Average dry weather flow over the 7-day calibration period from March 18th - 24th, 2019. (2) JHEC, Longwood, Reflection Bay, and Southdown peak wet weather flow calibration period from May 7th - 13th, 2019. Barry Rose peak wet weather flow calibration period from April 7th -10th, 2019. (3) JH-02 area not calibrated to flow meter due to anomalous responses. (4) Calibrated to February storm event. 6-11 Wastewater Master Plan Update City of Pearland Figure 6-3: Dry Weather Calibration in FREESE 9 NICNOLS Modeled Average Daily Flow IMGD) 1.8 1.6 1.4 1.2 1.0 0.8 0.6 0.4 0.2 0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Observed Average Daily Flow (MGD) r- 6,1 -10% 1.4 0 1.6 1.8 Figure 6-4: Wet Weather Calibration Modeled Wet Weather Peak Flow (MGD) 8.0 7.0 6.0 5.0 4.0 3.0 2.0 1.0 0 2.0 3.0 4.0 5.0 6.0 Observed Wet Weather Peak Flow (MGD) 8.0 6-1 Wastewater Master Plan Update City of Pearland 7.0 WASTEWATER COLLECTION SYSTEM ANALYSES in FREESE '1 NICHOLS Hydraulic model analyses were conducted to identify deficiencies in the City's existing wastewater collection system and establish a capital improvements plan to address deficiencies in the existing system and accommodate the projected wastewater flows through 2042. Various combinations of improvements and modifications were investigated to determine the most appropriate approach for conveying projected flows. Considerations in developing the CIP included increasing system reliability, simplifying system operations, consolidation of lift stations, conveying peak wet weather flows, and reducing surcharging and sanitary sewer overflows. 7.1 DESIGN STORM A 2-year, 24-hour design storm was utilized for the existing and future system analyses. This design storm is commonly used in Texas and provides a reasonable balance between level of service and wastewater infrastructure cost. The 2-year, 24-hour design storm for the City of Pearland is a 5.31-inch rainfall event. The shape of the design storm hyetograph (rainfall vs. time) was developed based on NOAA Atlas 14 data. The 2-year, 24-hour design storm hyetograph is shown on Figure 7-1. Figure 7-1: 2-Year, 24-Hour Design Storm Hyetograph 0.8 t 0.7 c • 0.6 > 0.5 5 0.4 0.3 61- • 0.2 ce 0.1 0.0 Peak Intensity = 0.72 in/hr ry 0 0 0 O ti' ti' J R 5 1'- 4i• 0)• 11 11 111 III II II III 11 �� llllllllllllll��u� .o° o° o° o° o° o° o° o° o° o° o° o o° o0 'N. y}i N., y5 yH y1 y� ti� • ti0 "V tiL' 3 • Time (Hours) 7-2 Wastewater Master Plan Update FREESE 2NICHOLS City of Pearland 7.2 DESIGN CRITERIA 7.2.1 Gravity Lines and Manholes The City of Pearland's December 2018 Engineering Design Criteria Manual (Chapter 4) was utilized to develop gravity line improvement recommendations and included the following considerations: • Minimum slopes as defined in Section 4.3.9. These slopes were presented in Table 6-3 and maintain a minimum velocity of 2.3 ft/s section when flowing full. Maintaining these velocities discourages the settling of solids. • Maximum manhole spacing of 400-ft for gravity lines sized between 8-36-inches in diameter. In addition to these considerations, a design criterion was established for model analysis of existing gravity lines and manholes. Design criteria varies, but for this study it was determined that the hydraulic grade line should not exceed a depth of 3 feet from the manhole rim under the model predicted peak wet weather flows from the 2-year 24-hour design storm. 7.2.2 Lift Stations and Force Mains TCEQ design criteria were utilized during lift station and force main sizing as indicated in December 2018 Engineering Design Criteria Manual (Chapter 4). TCEQ design criteria §217.61 (c) states "The firm pumping capacity of a lift station must handle the peak flow." Firm pumping capacity is defined as the maximum pumping capacity with the largest pumping unit out of service. TCEQ §217.67 (a) also states that force mains shall be sized to convey the lift station pumping capacity at a minimum velocity of 3 feet/second for duplex lift stations and 2 feet/second with one pump operating at a lift station with three or more pumps. At lift stations where expansion in firm pumping capacity is recommended, the existing wet wells were evaluated for capacity based on the TCEQ minimum pump cycle times. These cycle times are listed in Table 7-1. 7-3 Wastewater Master Plan Update City of Pearland Table 7-1: TCEQ Minimum Pump Cycle Times Pump Horsepower < 50 50 —100 > 100 Minimum Cycle Times (minutes) 6 10 15 FREESE IFIMINICHOLS The proposed wastewater lines, force mains, and lift station firm pumping capacities in the wastewater capital improvement plan (CIP) discussed in Section 9.0 are sized to convey the projected peak wastewater flows in accordance with these TCEQ and Pearland design criteria. 7.2.3 Lift Station Influence The majority of wastewater in the Pearland collection system is pumped by one or more lift stations en - route to a water reclamation facility. A lift station schematic was created (Appendix B) to document the hierarchy and relationship of each lift station to any upstream and downstream lift stations. The existing and future system analyses in this study considered the firm pumping capacities of any upstream lift stations, as detailed on the lift station schematic. 7.3 EXISTING WASTEWATER SYSTEM ANALYSES The critical flow condition for analyzing a wastewater collection system is peak wet weather. Flow, depth, and velocity are important factors when analyzing the peak wet weather simulations. When the design storm is applied to the calibrated model, the effects of I/1 in the system can be seen. As the storm intensifies (shown through time on Figure 7-1), additional flow enters the system. The model determines the point in time at which the amount of water from the design storm event reaches the peak within the system. This peak represents the most taxing load the system experiences under the design storm event. Wastewater Model Results Figure 7-2 displays a color -coded map that illustrates the predicted pipe capacities and hydraulic grade lines (HGL) of modeled lines and manholes under the peak conditions of a 2-year, 24-hour design storm (5.31 inches of rainfall) for Pearland. Locations where the predicted maximum HGL (water level) rises to within 3 feet of the manhole rim are shown as circles on the map. The locations of predicted sanitary sewer overflows resulting from the modeled 2-year 24-hour design storm are shown as red circles on the map. The red lines indicate model predicted surcharging, demonstrating a lack of capacity to 7-4 Wastewater Master Plan Update City of Pearland FREESE IFIMINICHOLS convey the projected peak wastewater flows. Blue lines represent pipes surcharged due to a restriction downstream of the segment. Some of these locations are due to flat or nearly -flat slopes, as indicated by the field survey effort conducted during the 2008 modeling effort. Projects were not recommended where survey information indicated isolated segments of flat (or inverse) slopes, or where known invert information was not available. Existing Wastewater System Analyses Barry Rose WRF • The model demonstrated surcharging upstream of Woodthrush Lift Station under the 2-year, 24-hour design storm peak flow conditions. This is due to a lack of firm pumping capacity at the existing Woodthrush Lift Station to convey the modeled peak flows from the lift station service area and the pumped flows from the upstream lift stations. The 2019 flow monitoring data also indicated surcharging at the lift station wet well during storm events. • The model demonstrated surcharging upstream of Green Tee IV and Green Tee V Lift Stations under the 2-year, 24-hour design storm peak flow conditions. This is due to a lack of firm pumping capacity at both lift stations to convey the pumped flows from the upstream lift stations. • The model demonstrated surcharging upstream of Riverstone Ranch Lift Station under the 2-year, 24-hour design storm peak flow conditions. The 2019 flow monitoring data also indicated surcharging at the lift station wet well during storm events. This is due to a lack of firm pumping capacity to convey the modeled peak flows from the lift station service area and the pumped flows from the upstream lift stations. • The model demonstrated surcharging and predicted overflows upstream of Barry Rose Water Reclamation Facility under the 2-year, 24-hour design storm peak flow conditions. The 2019 flow monitoring data also indicated surcharging at the lift station wet well during storm events. This is due to a lack of firm pumping capacity to convey the modeled peak flows and the pumped flows from the upstream lift stations. • The model demonstrated gravity line capacity constraints and predicted overflows along Plum Street and Barry Rose Road under the 2-year, 24-hour design storm peak flow conditions. This is due to a lack of capacity within these gravity lines to convey the modeled peak flows under design storm conditions. 7-5 Wastewater Master Plan Update in FREESE City of Pearland 1 NICHOLS • The model demonstrated gravity line capacity constraints and predicted overflows along Alexander Lane and London Court under the 2-year, 24-hour design storm peak flow conditions. This is due to a lack of capacity within these gravity lines to convey the modeled peak flows under design storm conditions. • The model demonstrated gravity line capacity constraints and predicted overflows along Walnut Street and Barry Rose Road under the 2-year, 24-hour design storm peak flow conditions with Walnut Lift Station pumping to Barry Rose WRF. This is due to a lack of capacity within these gravity lines to convey the Walnut Lift Station pumped flow under design storm conditions. Longwood WRF • The model demonstrated surcharging upstream of the Longwood Water Reclamation Facility under the 2-year, 24-hour design storm peak flow conditions. This is due to a lack of firm pumping capacity at the Longwood WRF Influent Lift Station to convey the modeled peak flows. The 2019 flow monitoring data also indicated consistent surcharging at the lift station wet well during storm events. • The model demonstrated gravity line capacity constraints upstream of the Longwood Water Reclamation Facility under the 2-year, 24-hour design storm peak flow conditions. This is due to a lack of capacity to convey the modeled peak flows under design storm conditions. However, the model predicted hydraulic grade line does not indicate surcharging within three feet of the manhole rim under the 2-year, 24-hour design storm. Southdown WRF • The model demonstrated surcharging upstream of Southdown Lift Station under the 2-year, 24- hour design storm peak flow conditions. This is due to a lack of conveyance capacity in the gravity lines and firm pumping capacity at the Southdown lift station. The 2019 flow monitoring data also indicated surcharging at the lift station wet well during storm events. 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KILNAR DAGG RD_ 'Southdown (North Central) WRF, Average Daily Flow = 0.95 MGD 2-Hour Peak Flow = 3.8 MGD Autumn Lakes LS 10 (LS #62) >s\ 8" r 12" II 1 j l Southdown WRF LS IO'= I \ co_ 1 w I I °'_ HAW K RD s,i ',/l I� 111 14 j. / I I■ I Southdown LS (LS #59) South Hampton LS (LS #57) LS g_ zI II' EXCALIB CAMELOT ( ° Private LS) a.+ram. l• 1 ,I, �r� -fig; -- 1 �— 1 1 1 1 I gip" I 10�._;� $ I I ;._'_ a'_ �� (1 1 Cullen Blvd. LS (LS #52) Sunrise Lakes LS (LS #56) Miller Ranch Road LS (LS #61) = 1 11 Wooten Rd LS (LS #63 II w m ° / I �_ _, I 'li `I —I 1 O 1 1 1 O 1 I I9-1 11_ i ,I,A O I" • lit/` I. y-�r- I ?yC NG �� GP- JE NEI'vBUR-2 CT. 0 0 O 0 A Business Center LS (LS #66)] o rlr I sq I . 1---1 e4FO,q I 4 p CODS � 81 00 6„ �• �� ROSEMARY CT FOR Fy/L LN I 8„ 8„ J - I Z z > II O ▪ a 11 w SUMMERWIND CT _'1 m • I. . z I I y I a ? it z II I o:• 0 O U ' SOUTHWYCK PKWYWQ I0- 1_ 14 MUSTANG MEADOW LNV z z _1J U. LL m 1 EWING'o , 0 00- L-- OR o - _. 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Lakes of Highland Glen LS (LS #29) Blockbuster/North Main LS (LS #32) Orange & Mykawa LS (LS #36) ANGE ST L8..! a!, 8,; 8" 171 01 LYNN LN TRANS LN 12" GRACE LN AMIE LN 01 LL: 1 24" Super Walmart LS (LS #30) RA GE i . -8'---.— —I-oil: ----- - - - • 35 8 • • • • 20" 12" 24" z Veterans Dr I LS Veterans II LS (LS #34) 9 1 •••11 1,1-21.:11.:::1' { il "'Ito 0.1. 1 iiii ____L „it i:!,_,,_,,,,, El I GRIFFIN LI CR 100 Park Village LS (LS #40) WILLIAMS DR A co Private LS) CR 50 LESTER DR Iv 0 z - ilw ilaCi,..AFt...4...:A15!:/_-/— TYE LN_.;000.7z, l• ir • 14 4 11-T 1--1 i • • Twin Creek/Woodthrush LS (LS #28) • • • • • co rt Barry Rose WRF Average Daily Flow = 3.1 MGD 2-Hour Peak Flow = 12.5 MGD • • The Preserve LS (LS #19) 12" • Tower Bridge LS (LS #26) 12112111=13111rfr IMEEIMMEEL /' Whispenng Winds LS (LS #27) Clear Creek Park LS (LS #21) • • Private 1 1 11. A114110. Liberty LS (LS #22 Villages of Mary's Creek LS [Towne JHEC KEIS RD WARREN RD JAMES ST .0ORE DR / • • • Pirates Alley LS (LS #20) • / Oakbrook Estates LS (LS #16) / • • • Riverstone Ranch LS (LS #14) • • \ o<,,,.. / 4 Dixie Farm N LS (LS #10) Mary's Creek/Longherridge LS (LS #17) • Elementary LS (LS #11) 0, Dixie Farm S. LS (LS #18) STONECREST RD e. • • • • • • 24" • • • IW 4. Longwood WRF Average Daily Flow = 2.5 MGD 2-Hour Peak Flow = 10 MGD • I Barnett Drywall E. LS (LS #5) ES IV Private LS k -10"1( IP • • WRF SERVICE AREAS Barry Rose JHEC Longwood Reflection Bay Southdown Riverwalk LS (LS #1) System Analysis with Walnut Lift Station pumping to Barry Rose WRF Represents the existing wastewater system during 2019 flow monitoring. FIGURE 7-2 CITY OF PEARLAND WASTEWATER MASTER PLAN UPDATE EXISTING WASTEWATER SYSTEM ANALYSIS LEGEND Manhole Model Results Manhole Surcharged within 3 ft • Manhole Overflow Wastewater Line Model Results Surcharged Due to Downstream Restriction Pipe Exceeding Capacity Lift Station Water Reclamation Facility 8" and Smaller Wastewater Line 10" and Larger Wastewater Line FREESE 8" and Smaller Force Main 10" and Larger Force Main Road Railroad Stream Parcel City Limit ETJ Boundary County Boundary Created By Freese and Nichols, Inc. Job No.: PRL18631 User Name: 03812 Wastewater Master Plan Update City of Pearland 7.4 FUTURE WASTEWATER SYSTEM ANALYSES in FREESE 9 NICNOLS FNI conducted hydraulic analyses to establish a capital improvement plan to convey and treat projected wastewater flows in Pearland through 2042 (Buildout). Wastewater system improvements were developed for the 5-year and Buildout (22-year) future planning periods. To serve the future growth and projected wastewater flows discussed in Section 4.0, Pearland must rehabilitate, replace, or upsize existing infrastructure and provide additional service to areas of growth where little or no infrastructure currently exists. FNI distributed the projected wastewater flows in the hydraulic model to analyze needed capacity improvements. Flow distribution is discussed in detail in Section 6.0. A peak flow to average day peaking factor of 4.0 was applied to all future (5-year and 22-year) loads at the lift station service area level to analyze the firm pumping capacities. The calibrated hydraulic model was then utilized to route the future loading and analyze peak flows in the gravity lines under the 2-year, 24-hour design storm. The existing wastewater infrastructure was assessed against these future peak flows to identify capacity improvements to lift stations and gravity lines in the 2025 and 2042 CIP planning periods. Future Wastewater System Analyses Barry Rose WRF • The future system analysis indicates additional surcharging and capacity restraints in all the areas noted in the existing system analysis due to the additional future peak wet weather flows. • The future system analysis indicates a need to increase the firm pumping capacity of Scott and Mykawa and Shank and Mykawa Lift Stations. The model demonstrated surcharging, capacity constraints and predicted overflows upstream of these lift stations under the 2-year, 24-hour design storm peak flow conditions. This is due to a lack of conveyance capacity in the gravity lines and firm pumping capacity at the lift stations to convey the additional future peak wet weather flows. JHEC WRF • The model demonstrated surcharging upstream of the Garden Road Lift Station due to the additional future peak wet weather flows. This is due to a lack of firm pumping capacity to convey projected peak flows in the Garden Road Lift Station service area. The future system analysis indicates a need to increase the firm pumping capacity of the Garden Road Lift Station. 7-8 Wastewater Master Plan Update in FREESE City of Pearland 1 NICNOLS • The model demonstrated surcharging upstream of the West Gate Lift Station due to the additional future peak wet weather flows. This is due to a lack of firm pumping capacity to convey projected peak flows in the West Gate Lift Station service area. The future system analysis indicates a need to increase the firm pumping capacity of the West Gate Lift Station. • The model demonstrated surcharging upstream of the WestLea Lift Station due to the additional future peak wet weather flows. This is due to a lack of firm pumping capacity to convey projected peak flows in the WestLea Lift Station service area. The future system analysis indicates a need to increase the firm pumping capacity of the WestLea Lift Station. • The model demonstrated surcharging upstream of the Cullen Lift Station due to the additional future peak wet weather flows. This is due to a lack of firm pumping capacity to convey projected peak flows in the Cullen Lift Station service area and pumped flows of upstream lift stations. The future system analysis indicates a need to increase the firm pumping capacity of the Cullen Lift Station. Southdown WRF • The model demonstrated surcharging upstream of the Lake Park Lift Station due to the additional future peak wet weather flows. This is due to a lack of firm pumping capacity to convey projected peak flows in the Lake Park Lift Station service area and pumped flows of upstream lift stations. The future system analysis indicates a need to increase the firm pumping capacity of the Lake Park Lift Station. Reflection Bay WRF • The model demonstrated surcharging upstream of the Kirby North Lift Station due to the additional future peak wet weather flows. This is due to a lack of firm pumping capacity to convey projected peak flows in the Kirby North Lift Station service area and pumped flows of upstream lift stations. The future system analysis indicates a need to increase the firm pumping capacity of the Kirby North Lift Station. Model Analyses and Project Development FNI utilized the hydraulic model and the system analysis observations to develop and size capacity capital improvement plan projects. These projects address existing system deficiencies and projected growth. 7-9 7/ I SCALE IN FEET —� _fY� .� II I _ • 1 ...�I -��_,r -I f _� I -., ---�4 •I .�\ �� / 4� I- -- ;* 1 4 K 1 _ 4 J� 4 I 1-� I, 1 c i I' r-- r —�-- ` / .. �V v � j.- ��- / / / ! / % i I / / / I _ I. J/. ��, i / I 1 r ! • _ // I / 1 1• / / / • " i ii t i'._ .1 i ,, •-•,,,/ ir,,......2., , ', , ...L...., . Il I r \ �.t /, i,% .•- X / —.� -.— ;/ i- // 4e 1 1•,•, i , J . ! /, - . i !1 Shadow Creek Ranch LS (LS #69) ,� ! !.� •- 1//.♦ / Kirby North LS (LS #68) Reflection Bay (Far Northwest) WRF Average Daily Flow = 6.0 MGD 2-Hour Peak Flow = 24 MGD 1___ 1____[_--J +1 I t y r 4� 1" ) 1 ' i � , H 1t r ' / 1 L TT)I 4,000 • i I I 6 r--- I Created By Freese and Nichols, Inc. Job No.: PRL18631 Location: HAW_WW_PLANNINGt01_DELIVERABLES100_FINAL_REPORT1(Figure_07-3)-Existing_Wastewater_System_Analysis_with_Buildout_2042_Flows.mxd Updated: Thursday, October 8, 2020 4:06:02 PM User Name: 03812 Ij I I II ly I I II 11 II III I :/•` 11, '1 1 1 ti -. • I►- 1 1.7 --- / // ___1� .I . . i`- - I \L, • Lakes at Country Place LS (LS #60) Lake Park LS (LS #55) Country Place LS (LS #58) Southdown LS (LS #59) 288 TEXAS Smith Ranch LS (LS #65)) Autumn Lakes LS (LS #62) Miller Ranch Road LS (LS #61) 1-21 • 288 TEXAS 1Southdown (North Central) WRF.‘ Average Daily Flow - 0.95 MGD 2-Hour Peak Flow = 3.8 MGD South Hampton LS (LS #57) Private LS SOUTHDOWN Crystal Lakes North LS (LS #53) Crystal Lakes West LS (LS #54) Cullen Blvd. LS (LS #52) IL4___.7-- „ _.,----r , ,-- . ,1 ____ / --„ i 1_1,J ,--.. ,____________- -------"r • 7-4/ : . i• ' : 2---"*./----( • • sr West Gate LS (LS #49) Village of Edgewater LS , Southwyck 8 LS Tranquility LS (LS #50) JHEC -777 Private School LS Spring Meadow LS (LS #43) Garden Rd. LS (LS #44) Village Grove LS (LS #42) ; i Albertson's/Food Town LS (LS #46) 2-Hour Peak Flow = 16 MGD Silverlake WRF Massey Lakes LS (LS #47) WestLea LS (LS #45) 1 , 1 II ---1 1 !I _.., 1 I I; 1 1 , 1 1 , 1, .h 1 1 --1,_ L--- H- 11 — _..7— - - _--L,_--- - I --- ----timiai°161riii'"---‘ -- --L.-rT Itl Knapp W LS (LS #35) Scott & Mykawa LS (LS #38) Hatfield #3 LS (LS #41) Blockbuster/North Main LS (LS #32) Centennial Water Super Walmart LS (LS #30) Veterans Dr I LS ------117 Iiiii,_11_TILiri. Illii-i.11-711-17:11111_1111:=1 I I —I I —I —; ."—Ell 11:11.11i__11_11 LIHIRT: II—Plijarik—Vil ilitl—agLeLLSII (111j1\111#14011)-1.7 I. — 1 i 41 Twin Creek/Woodthrush LS (LS #28) BARRY ROSE ' ; Barry Rose WRF Average Daily Flow = 3.1 MGD 2-Hour Peak Flow = 12.5 MGD • N Tower Bridge LS (LS #26) //\/\ Clear Creek Park LS (LS #21) Private Lsr —C=IL Villages of Mary's Creek LS , Towne Lake Estates LS (LS #25) JHEC Nt Pirate" P21171_,S ,.././.. / • Oakbrook Estates LS (LS #16) [Private LS ., - /.\\,,,,,, LjOISIGW07,9,.13/; '''1.e;i,, M a ry s C,rie k/ L\o/n g h/e \r\r \i \id,g e L; / / Dixie Farm S. LS (LS #18) Barnett Drywall W. LS (LS #6) Barnett Drywall E. LS (LS #5) Private 71.. firA-1 Sunset Meadows LS (LS #2) NI co WRF SERVICE AREAS Barry Rose JHEC Longwood Reflection Bay Southdown Riverwalk LS (LS #1) Longwood WRF Average Daily Flow = 2.5 MGD 2-Hour Peak Flow = 10 MGD INZ fi • System Analysis with Walnut Lift Station pumping to Barry Rose WRF Represents the existing wastewater system during 2019 flow monitoring. FIGURE 7-3 CITY OF PEARLAND WASTEWATER MASTER PLAN UPDATE EXISTING WASTEWATER SYSTEM ANALYSIS WITH BUILDOUT (2042) FLOWS LEGEND Manhole Model Results Manhole Surcharge within 3 ft of MH Rim • Manhole Overflow Wastewater Line Model Results Surcharged Due to Downstream Restriction WRF Pipe Exceeding Capacity Lift Station Water Reclamation Facility 8" and Smaller Wastewater Line 10" and Larger Wastewater Line FREESE 8" and Smaller Force Main 10" and Larger Force Main Road Railroad Stream Parcel City Limit County Boundary Wastewater Master Plan Update FREESE NI City of Pearland 1 CHOLS 8.0 WATER RECLAMATION FACILITY ANALYSES 8.1 WRF SERVICE AREA EVALUATION AND OPERATIONAL PLAN Pearland's existing wastewater reclamation facility capacities were discussed in detail in Section 3.0 and the projected average day wastewater flows in the service areas were documented in Section 4.0. Information from the City's current WRF permits is provided in Table 2-1. 8.1.1 Ongoing WRF Projects and Service Area Modification Studies Reflection Bay and Southdown WRFs The City recently completed an expansion project at the Reflection Bay WRF that increased the facility's average daily flow treatment capacity to 6.0 MGD. The City is planning to decommission Southdown WRF and convey all flows from Southdown WRF to Reflection Bay WRF. This was previously studied in the City's 2014 Far Northwest WWTP Expansion (Southdown WRF) preliminary engineering report (PER) and the 2013 Southdown Service Area Wastewater Planning report. JHEC WRF The JHEC WRF is currently a 4.0 MGD treatment facility. The City's 2017 John Hargrove Water Reclamation Facility Expansion PER identified expansion sizing for this facility. The City is currently constructing a 2.0 MGD capacity expansion to 6.0 MGD under the current permit. Barry Rose and Longwood WRF The City plans to decommission the Longwood WRF and divert flows from the Longwood WRF service area to Barry Rose WRF. The Barry Rose Water Reclamation Facility Expansion project will also include capacity expansion at the Barry Rose WRF. This project is currently in the design phase. 8.1.2 WRF Service Area Operational Plan The WRF service area operation plan is presented on Figure 8-1 and is laid out as follows: • 5-Year Planning Period o Pump all flows from Longwood WRF to Barry Rose WRF and decommission existing Longwood WRF 8-1 Wastewater Master Plan Update in FREESE City of Pearland 1 NICNOLS o Pump all flows from Southdown WRF to Reflection Bay WRF and decommission existing Southdown WRF • 22-Year planning Period o Continue to operate three WRFs and pump the Walnut Lift Station service area flows to the Barry Rose WRF. The capacity CIP projects that enable the above operational plan are discussed in Section 9.0. Anticipated WRF capacity expansions are discussed in the following sections. 8-2 FREESE '1 ?II11CHOLS REFLECTION BAY Barry Rose CITY OF PEARLAND WASTEWATER MASTER PLAN UPDATE FIGURE 8-1: SERVICE AREA OPERATION PLAN Existing Service Areas Future Service Areas Diversion Lift Station REFLECTION BAY ~ IIr } gartlINNA 6 w 1:1 I ? d 'i, JHEC Longwood Reflection Bay + nnr + "1 . r Walnut LS J' Southdown .. BARRY ROSE` Walnut LS Service Area e° 1 HAf AND 10,000 SCALE IN FEET Wastewater Master Plan Update City of Pearland 8.2 WATER RECLAMATION FACILITY CAPACITY EVALUATION The Barry Rose, JHEC and Reflection Bay WRFs were evaluated for future capacity incorporating the service area modifications and operational plan discussed in Section 8.1. The resulting projected average day flows to these facilities are shown on Figure 9-2, Figure 9-3, Figure 9-4, and Figure 9-5. TCEQ Evaluation Criteria (75/90 Rule) Lines showing the recommended permitted average day flow (ADF) capacity, 90% of the permitted ADF capacity, and 75% of the permitted ADF capacit are shown on Figure 9-2, Figure 9-3, Figure 9-4, and Figure 9-5. These lines are based on TCEQ §305.126, commonly referred to as the 75/90 rule, which requires a WWTP permit holder to begin planning for expansion of the treatment facility when the average day or average annual flow reaches 75% of the permitted capacity for three consecutive months. When the average day or average annual flow reaches 90% of the permitted capacity, the permit holder shall obtain necessary authorization from the commission to commence construction of the necessary additional treatment facilities. 8.2.1 Future Wastewater Treatment Capacity The proposed treatment capacity expansions for each Wastewater Reclamation Facility are as follows: • Barry Rose: Expansion of Treatment capacity to 6.5 MGD by 2025 (under construction). • Reflection Bay: Expansion of treatment capacity to 7.0 MGD by 2042. • JHEC: Expansion of treatment capacity to 6.0 MGD by 2025 (under constructior) and further expansion of treatment capacity to 8.0 MGD by 2042. These treatment capacity expansion recommendations were developed based on the projected average day wastewater flows, the capacity requirements in TCEQ §305.126, and a minimum period of approximately 10 years before another capacity expansion would be required. It should be noted that these proposed treatment capacity expansions are based on best available data, incorporating the projected wastewater flows and planning criteria discussed previously. If development locations, timing, or projected flows differ from those assumed in this study, the recommended WRF capacities and/or timing of expansions should be re-evaluated. The proposed buildout WRF capacities are summarized in Table 8-1. 8-4 Wastewater Master Plan Update City of Pearland Table 8-1: Proposed Wastewater Treatment Capacity Water Reclamation Facility Average Daily 2020 Permitted Treatment Capacity (MGD) 2025 Buildout (2042) Reflection Bay 6.0 6.0 7.0 Southdown 0.95 Decommission JHEC 4.0 6.0 8.0 Barry Rose 3.1 6.5 6.5 Longwood 2.5 Decommission Total 16.6 8-5 Wastewater Master Plan Update City of Pearland Figure 8-2: Projected Wastewater Flows at Reflection Bay WRF FREESE r7 ; NICHOLS Average Day Flow (MGD) 12.0 11.0 10.0 9.0 9.0 7.0 6.0 5.0 4.0 3.0 2.0 1.0 0.0 Existing Flow Wastewater flow monitoring data was used to distribute average day flows Future Flow 80 gpcd used to calculate residential flows 950 gpad was used to calculate commercial flows © Reflection Bay Service Area D Pumped Flow from Southdown Diversion LS i Permitted Capacity 90% Permitted Capacity 75% Permitted Capacity Existing Capacity = 6 MGD WRF Capacity = 7 MGD 2.93 MGD 4.26 MGD 4.68 MGD 0.94 MGD 3:74 MGD 5.26 MGD 2020 2025 2030 2035 Buildout (2042) 8-6 Wastewater Master Plan Update =FREESE ram NICHOLS City of Pearland Figure 8-3: Projected Wastewater Flows at Southdown WRF 3.0 2.5 - 2.0 1.0 0.5 0.0 Existing Flow Wastewater flow monitoring data was used to distribute average day flows Future Flow 80 gpcd used to calculate residential flows 950 gpad was used to calculate commercial flows Permitted Capacity 90% Permitted Capacity — 75% Permitted Capacity Existing Capacity = 0.95 MGD NIP mr 0.51 MGD 2020 Southdown WRF decommissioned and wastewater flows pumped to Reflection Bay by 2025 0.65 MGD 0.79 MGD ■ Southdown Service Area ® Pumped Flow to Reflection Bay 0.94 MGD 1.13 MGD 2025 2030 2035 Buildout (2042) 8-7 Wastewater Master Plan Update City of Pearland Average Day Flow (MGD) 11.0 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 1.0 0.0 Figure 8-4: Projected Wastewater Flows at JHEC WRF FREESE r7' NICHOLS Existing Flow Wastewater flow monitoring data was used to distribute average day flows Future Flow 80 gpcd used to calculate residential flows 950 gpad was used to calculate commercial flows Permitted Capacity MI an— — — 90% Permitted Capacity 75% Permitted Capacity WRF Capacity (by 2025) = 6 MGD ©JHEC Service Area WRF Capacity (by 2035) = 8 MGD 4.78 MGD Existing Capacity = 4 MGD —4-17 D_ 3.17 MGD I 11111111 2020 5'GI 1 6.67 MGD 2025 2030 2035 Buildout (2042) 8-8 Wastewater Master Plan Update City of Pearland Figure 8-5: Projected Wastewater Flows at Barry Rose WRF NM FREESE �9 NICHOLS 11.0 10.0 9.0 8.0 &6.0 p 5.0 an 4.0 3.0 2.0 1.0 0.0 Existing Flow Wastewater flow monitoring data was used to distribute average day flows Future Flow 80 gpcd used to calculate residential flows 950 gpad was used to calculate commercial flows Permitted Capacity 90% Permitted Capacity 75% Permitted Capacity Existing Capacity = 3.1 MGD ?Awl 2020 WRF Capacity (by 2025) = 6.5 MGD 0 Walnut LS Service Area 13 Pumped Flow from Longwood Diversion LS ■ Barry Rose Service Area 0.43 MGD 1.68 MGD 4.02 MGD 0.48 MGD 2025 4.93 MGD 4755 MC'lDoom — — 0.58 MGD 1.71 MGD 1.83 MGD 0.65 MGD 1.75 MGD 1.85_ k 2.56 GD 2.96_ MGD 2030 2035 Buildout (2042) 8-9 Wastewater Master Plan Update fla FREESE City of Pearland 1 NICNOLS 9.0 CAPACITY CAPITAL IMPROVEMENTS PLAN A wastewater system capital improvements plan (CIP) was developed for the City of Pearland and is shown on Figure 9-1. The recommended projects improve the system's ability to convey wastewater flows and provide the required conveyance and treatment capacity to serve the projected residential and commercial growth through the Buildout (2042) planning period. Many of the recommended capacity projects also address existing condition and/or capacity issues in the existing wastewater system. All recommended infrastructure is sized to convey the projected 2042 peak wastewater flows (including I/1). Wastewater projects currently under design by the City are not included in the CIP and are shown in on Figure 9-1. All lift station pumping capacities described in the projects below are firm capacities. The projects were generally prioritized to address existing system capacity deficiencies. It is recommended that the projects be constructed generally in the order listed; however, development patterns may make it necessary to construct some projects sooner or later than anticipated. Locations shown for new lines and other recommended improvements were generalized for hydraulic analyses. Specific alignments and sites will be determined as part of the design process. Wastewater infrastructure expected to be constructed by future development is indicated in purple on Figure 9-1. Capital costs were calculated for all recommended improvements and do not include individual service connections or subdivision lines. The costs are provided as estimates based on previous similar engineering experience in 2020 dollars and include allowances for engineering, surveying, and contingencies. The treatment, pipeline, and manhole unit costs are given in Table 9-1. A summary of the capacity wastewater CIP costs by phase and project type (collection or treatment) is provided in Table 9-2. Table 10-3 summarizes the costs for each project by phase of the capacity CIP. 9-1 Wastewater Master Plan Update City of Pearland FREESE •7 NICHOLS Table 9-1: Wastewater Capital Improvements Plan Unit Costs elines Cost/Diam-in/LF Force Mains $15 Gravity Lines < 8-feet deep $14 Gravity Lines 8 - 16-feet deep $15 Gravity Lines > 16-feet deep $16 Manholes Cost/Manhole Standard 4-ft (48") Diameter up to 8-ft Depth $7,500 Each additional foot of depth $250/foot Standard 5-ft (60") Diameter up to 8-ft Depth $10,000 Each additional foot of depth $500/foot a, us Ea, ra o 8-ft — 16-ft depth $20,000 > 16-ft — 24-ft depth $25,000 > 24-ft — 30-ft depth $30,000 Contingency Percentage All Projects 25% Engineering & Survey Percentage WRFs and Lift Stations 20% Gravity and Force Mains 15% Table 9- t: Wastewater Capacity CIP Summary (by Phase and ProjE 5 Years (by 2025) Treatment $0 Collection $30,634,500 Sub -total $30,634,500 Buildout (by 2042) Treatment $45,000,000 Collection $24,220,100 Sub -total $69,220,100 Total Buildout Capacity CIP Cost $99,854,600 ct Type) 9-2 Wastewater Master Plan Update City of Pearland Table 9-3: Wastewater Capacity CIP Summary FREESE •I NICHOLS 5-Year (by 2025) Project Number 4 Project Name Cost (2020 Dollars) 1 Replacement 18/24/36/42-inch Plum Street and Barry Rose Road Gravity Lines $ 6,848,900 2 Replacement 10/12-inch Alexander Lane and London Court Gravity Lines $ 910,000 3 Southdown Diversion Sewer Infrastructure $ 11,660,300 4 New Cullen Road 15-inch Gravity Line $ 1,644,500 5 Replacement 27/30-inch Walnut Street and Barry Rose Road Gravity Line $ 6,188,100 6 Woodthrush Lift Station Expansion and Relocation $ 2,021,300 7 Green Tee Lift Station Relocation and Force Main Re -Route $ 1,361,400 Total 2021 - 2025 $ 30,634,500 3 N o -aN 7 >` 00 zt= 8 Kirby North Pumping Capacity Expansion $ 2,208,000 9 Westgate Pumping Capacity Expansion $ 593,800 10 New 12/18-inch Roy Road, Max Road, and Garden Road Gravity Lines $ 6,115,200 11 Westlea Pumping Capacity Expansion and 10-inch Gravity $ 2,141,900 12 Cullen Pumping Capacity Expansion $ 1,400,200 13 Reflection Bay WRF 1.0 MGD Expansion to 7.0 MGD $ 15,000,000 14 JHEC WRF 2.0 MGD Expansion to 8.0 MGD $ 30,000,000 15 Veterans Drive II Lift Station Expansion $ 4,245,000 16 New 15-inch Bailey Avenue Gravity Line and Park Village Lift Station Consolidation $ 1,970,200 17 Dixie Farm South and Hwy 35 South Sewer System $ 5,545,800 Total 2026 - 2042 $ 69,220,100 Buildout Capacity CIP Total Cost $ 99,854,600 Oversize Agreement Wastewater CIP Project with Oversizing Agreement Total Cost (2020 Dollars) 01 Riverstone Ranch Pumping Capacity Expansion $ 861,900 9-3 LL 0 0 -4 m S SAM HOUSTON PKWY E - - _�S-SAfu1-HOU- STON-TOtL-WA'1�E= �S S,B, OUSTf_P-KiNY ce z w S SAM HOUSTON PKWY E S-SAM-HOUS7�N334�L�W��-S1,3=H o. •:c TON=P=D r l Southdown Diversion LS (Replaced Lake Park LS) Flow Transferred to Reflection Bay WRF Expand Firm Capacity to 6.8 MGD (by 2025) EVERGREEN R WILL S'ST m r m-PALMETTO THIRD ST JASMINE WILLOW ST DALLAS ST M N ST =16 I� ,O O v 0 O m 0 18" I I I12" 288 TEXAS -�� ,I ✓' 18�� F.M. 18'I i 18"F.M�- 11, I -,�;; �. 1r /1 - ror / e 1 s 0� a:�C�•��.< _ _� /• v �� VJI E6RpOKD 1•� v wV ��WO/�*� N1 / 6, rm R ►• _`W 1 ' m ICI. i\cP�/' i- ` ' ` ��.. 1' I a„ 8, le \ 8„I 15 'r :x' -. e-, �.-. `�./'VA _ ;4'!_ r ,. e�; _ Aram%'�5'��!�'� t °/ I,i a° /'�r�eA �� ,' �‘ . 8 =I 4lY i a' , vi 10 , 11 Smith Ranch LS (LS #65) LL r \ADIA B', _-DR ,,,-,,,,,'.,..I�`i-_1`7?•. ;� / s /�. \ 8 \/ �.� ro� 8r',m , � \% �/i -__ oF- ` o l., ,„ Z: � ��. ARIA.,-4 ► �, �,' '/ sVA I 1 1 I ' -�N. ♦ -.. 'M I ,� $,. J a„ -- / / • � I I 1 c, 1 I - g„ 1 •-" ro•• '- /Irk '\ `.,<►�i1i� '.� i w� - \ AO" 8„ ' ,a-' -a'i Shadow Creek Ranch LS (LS #69) - ' .- , I $; I '�, \ I° I 8„ / I aT I W _ /J,,_.,.a I �m 18.,_\I. � �� ='-M. ' I- ,.= r `• .10`_1 15" jo b �la o � i- : +I . I 15:. !�u -- , ` / a 1`° 1_! II,_- _',1.o. I M I I°' I I I� j i - 1°'- 1 I ' 1 1 ►.-w I i 1 I I 1- 18" 2 I 24 24�' I I24" . -- ,, � : �f 10> I I I � i -8„ 8„ ' - \ , ow -a. N. 1 =0 1 I�, 1 I � a� ,8_"_ �/ 8„1 �, „;/ Io' I , '` /1.8 ,J "`'I`/J �•/1LI-/� v 1 ,I I 11 I ♦I I 1 I . -- iI I 8 I I SOUTH FWY S FELLOWS RD Beltway 8 LS (LS #64)) 10,, 0y'• Lakes at Country Place LS (LS #60) FM 2234 TX N W• r m 13 ID FELLOWS RD ID _- I GRAMMAR RD , S SAM HOUSTON PKWY W _ -_ o - -TRITE RD - N RILEY I A m 0 D 0 TRIAL DR • Kirby North LS (LS #68) Firm Capacity = 0.58 MGD Expand Firm Capacity to 4.2 MGD (by 20421 Reflection Bay (Far Northwest) WRF Permitted Capacity = 6.0 MGD Expand Permitted Capacity to 7.0 MGD (by 2042 •[ 188' WORTH RD�a � ,x" � 18" Iki� 1� �a rr . 18 42" 42" 42" • golt' ;o I.� fro/ --S-SAM HOUSTON TOLLWAY W 1 P LM ST 4- z 10., -1 0" la�� 1 • g_1{'_b ... •�-�- -ti [�►$.. 1\% . . ► __8" 8" _ ' 111 I g' p / r-� 1 ' \ 4t / 1 1 r I � I I 1 '1 I I -''' _, / ` <P- Lco,-' o4,---'I,,_- 1 I `- ' I � I I -"• I� / I I I -a--- ' 4 - _ -8" W• I -I i4� _I 1 I JENS WQ • Ir1 1 gG� s' %°' 4 14„+'ISpUTHL fm• �- { 1 I§ I 1 1 - +fir 5 I� _ v� 14.7 _____-- 0 DALLAS RD CR 564A I -s II 114 I 1 114 1! I s I-~--� CR 895 11 CR 894 NORWALK IF 4 ID Io 1� 1 KINCAID RD III I +� I -� 1_ I 0" i. -10" South Gate LS (LS #67) 77. I z n m z m 8" GRIMES o 8" I_ 10"` I -I_ • Io ♦ lam, .. ♦/�� I _ it" ■ • • l ► t • Southdown WRF �� ` .a I n� 1 ) Decommission (by 2025) - I �j --0 CCountry Place LS (LS #58) � __ _ - _ 1.1I /Ii(�1-►�I Southdown LS (LS #59) I l .wl is 11 ,� h I I I I I I I I I''$„i -1 1 j (_ -�I_ -« - -III 1 a 4"'FMI South Hampton LS (LS #57) Autumn Lakes LS (LS #62) SMITH RANCH 1 RD SMl° RANCH 2 Rh r.• N 1 1 1 1 Miller Ranch Road LS (LS #61) I I � Wooten Road LS (LS #63) r,. III 1 118., 1 is t MEGA ENERC'� O� CEIGHP.Na 1744 n 0 l� S PRESIDENTS Sr ' co r _ { I0 4r m z = 0 KILNAR DAGG RD - Southdown Diversion LS (Replaced Lake Park LS) y----�+ Flow Transferred to Reflection Bay WRF \Expand Firm Capacity to 6.8 MGD (by 2025)i See Inset i;$,rF M. mME- ■■■■ 24" 24" LS 24"1 NEWBUR� C� Business Center LS (LS #66) SAe�EI r -717 I EIMEDETIMEM 8"_ I ( 1 �10" 10I �Ir I I 1 I 8" Rs`I 1 - 12" F.M. '1Ji; 1r 0 c . r 0 TOND 9' 1 r Z 0 z 01 A 1 Crystal Lakes North LS (LS #53) 00 I. 8" 8" 8" 1 " ''��'"8"� Crystal Lakes West LS (LS #54) ( 9) 110" 1 I_ ►:�� West Gate LS (LS #49) Firm Capacity = 1.12 MGD Expand Firm Capacity to 1.5 MGD (by 2042) r Cullen Blvd. LS (LS #52) Firm Capacity = 1.81 MGD Rehabilitation Under Design Z I Expand Firm Capacity to 4.0 MGD (by 2042)J /J I " + *_� 1 0 1 0_ I 1 m- , rej II I rN� SUMMERWIND CT /+ - - - - T r r'� � II z 1, _ _ -��= "O� � � CLARESTONE DFI•�j°J 5= � j' :' -� :i • 11 I ��: -OO_f + SOUTH -- r �� SAND DR 7 � SOUTHWYCK PKWY _ Q `' �\' - III �'-� „ice. 1 '.. I _ . I 11 T I^\ ti; ml � V-�•,- 11iC� t,�o•l �,. 1 N,. Y 2 CO r • '141 'o,. Village of Edgewater LS (LS #51) e o 1 I Is RO° �� ROSEMARY CT•/r0 �9/rE•� W r OA.. I - R "1 <q�SO °R WOR f r� R SO�UT/iFO 3 III n { 7 -9�m R 191 LANDERA CT -I 4z WOOD DR m N ;Ili -- c ll� 8" 1�, I-18"r Is) -I 1 _ --- _os, 1 Silverlake WRF 18" 0 0 O z 1 2 z 1 W {• ° O I � I � I '�0 IBROOKSIDE RD 11 II •1 11 SOUTHDOWN 0 v 1 C12560 • m II'' z-I I�a„� m III 181 I -I II 0 I 11 I I I I ICI I 1 - HUGHES RANCH' 'I I I' I 11 I 11 I 11 I 1 to" 1 142 W CLIFF STONE RD • SHELTON RD 8 R t ' 1 IA 0 II o MANRY AVE m A ELLEN DR ' O O r 3 A 1p A A r o G N r A O A "0 Z O .Z O o m 0 Private School LS ill GREEP�' :111J1. MARTIN Spring Meadow LS (LS #43) ROBIN SOUND ST QA12 Z_J 0 0 SHARON DR 4" F.M III 1 I I 8� 8„ Village Grove LS (LS #42) Avalon Terrace LS (LS #48) 10� 8I_ 8" F.M Tranquility LS (LS #50) 12" ETHEL ST 24" 130" / Albertson's/Food Town LS (LS #46) Decommission (by 2042) 1 8" Force Main to be Decommissioned IN 4I 1:18„ 1 11 7 I JHEC 1� � I � I _ _ 30" 1FITERD -*� I_ °'I 12" •�=8•- 8" mil- I o _ iv, Centennial Water Private LS $" � � 1 l 07- 1 I' I 1 - Park LS (LS #39) I, 1 111 fir h�I it-It. T II 8"11Iis/I' 1 - - -I Ic; I �2��/ i �j ' 90" j10" 'l10„ I_ LTETt -t I o_I_ !I 1---- 8" I _I _ �110"_1 a° _T18 .-a:::: . I = 1 -I - - _ - Oran e & M kawS #36 114,2 r:,I g Y )�;� ,. _ Garden Rd. LS (LS #44) ["" 1 - Decommission (by 2042) 1 vo I I I I i t 1 10" 1 4" Force Main to be Decommissioned ° I "1 _I_�1 I� (EGA .L I 4" rn i' PEAR S,T _ �� I � ( i " r i Walnut LS (LS #33) _ r I ter- 8" ��. _ '.,r - 1 1 L - _ I 10 >D.. I Ig„ I I I 1--- ______ -- 1 i in l I 7 11 �N-� 18" -Ill O ,8„ 11 �\ \•8" 18"I I �� _-----1 Blockbuster LS (LS #32) \11I JHEC (SWEC) WRF Permitted Capacity = 4.0 MGD Expand Permitted Capacity to 6.0 MGD Expand Permitted Capacity from 6.0 to 8.0 MGD (by 2042), I I 1 8" MEADOW },N b. �-- 102 1m II C0 ARRYayRgi_2R CR 880 ' � 8 JIcP. , r-; �. PAT,R1 DE �R-I / . 8„ TREASURE LN 1 . . 8j I = x KD Southwyck 8 LS ,''.,__ 4 m m KORENEK DR z i • In D',� lr. � F KDR N. MI 2 v �� m MEADE A 'n`,�.�W�ERRI ON EWING z �I L�� • � MIRA GLEN CO O<t _ I z SADDLEBRED DR .y�°R 288 A ` � I• St, � Massey Lakes LS (LS #47) • 1 SOUTHFORKA .. ---V. ` o l - -I i �'A/GF �:'-__ '�'�. URST DR ARNOLD DR f Iz OJ - KLyy `1-JI 7 111 _ - - _. I �OODDR J o • I - �' J � I 'i NORTON DR! CRESCENrD m t=-= �_ I }Ir. / O �•IA o'. A N Ip A � ' m D p II B CR 222 _{0 01. A N < z RANMAN �' �' • .11 Z SUMMERLAND DRj-_p-GLENHILL DR--�-�- ---- ---- d__-- -----_ too N i-� _y`-- 1 D o CENTENIAL I z ASPEN LN O O ��; CR 90A A m x z I_ z < r O BIG ISLAND DR- _1 10 I' L .N SE O A z_ z o CR �. '. � I tiA LAKES DR �1L n WENDY LN o,. •�L - WEESTWOOD LN m W ' I Lift Station Firm Capacity Existing (MGD) Proposed (Phase) Lift Station Firm Capacity Existing 0.4 (MGD) Proposed (Phase) Lift Station Firm Capacity Existing (MGD) Proposed (Phase) Autumn Lakes 0.6 Knapp Rd West South Hampton 0.2 Avalon Terrace 0.4 Lake Park 0.82/076 Southdown 0.7 Barnett Drywall E 0.1 Lakes At Country Place 0.7 Spring Meadow 0.4 Barnett Drywall W 0.1 Lakes of Highland Glen 0.2 Sunrise Lakes 0.5 Bellavita 0.9 Liberty 0.2 Sunset Lakes 0.7 Beltway 8 0.8 Mary's Creek 0.2 Sunset Meadows 0.3 Business Center 0.9 Massey Lakes 0.2 _ Super WalMart -_ 0.3 Centennial Water Park - Miller Ranch 1.3 The Preserve 0.4 Clear Creek Park 0.2 North Main/Blockbuster - _ Tower Bridge 0.2 Country Place 1.4 Oakbrook Estates 0.2 Towne Lk Sewer 0.7 Crystal Lake North 0.4 Decommission Orange & Mykawa 0.1 0.9 _ _ Tranquility Lakes 0.5 Crystal Lake West 0.4 Park Village 0.9 Decommission Veterans Dr I 0.1 Decommission Cullen Blvd 1.8 4.0 Parkview 0.3 Veterans Dr II 4.5 9.2 Dixie Farm N 3.1 Pine Hollow 0.7 Village Grove 0.4 Dixie Farm S 0.3 1.7 Pirates Alley - _ Village of Edgewater - Food Town 0.6 Decommission Riverstone Ranch 0.8 2.4 Villages Of Mary'S Creek 0.4 Garden Rd 0.3 Decommission Riverwalk 0.3 Walnut 4.2 Green Tee I 0.5 Relocate Royal Oaks Apts 0.1 Westgate 1.1 1.5 Green Tee III 0.5 Rustic Elem School 0.4 a Westlea 0.5 0.6 Green Tee IV 1.0 0,8 Scott & Mykawa 0.4 1.0 Whispering Winds 0.2 Green Tee V 0.8 Shadow Creek 3.2 Woodthrush 1.0 1.2 Hatfield III 0.3 Shank & Mykawa 0.2 Decommission Wooten Rd - Kirby North 0.6 4.2 Smith Ranch Rd 0.2 Knapp Rd East 0.7 South Gate 0.6 _ ELl087 ' 0 2,000 4,000 SCALE IN FEET 10 18" 18"�: • 42" 11 77 1 8' l , 1 BAFiDETI ST z - 1 il .1 _ _ _ _ _H; it- - T_ ��2�� BOS BA TLETT WA Shank & Mykawa LS (LS #37)� I Decommission Under nasir' _I 1_1._Lakes of Highland _a CLEO ST ELLA ST 35 Knapp W LS (LS #35) LESIKER RD 11 jl I ISLA ST Scott & Mykawa LS (LS #38)' Firm Capacity = 0.40 MGD o er Design J 8" F.M.6"FMM 12 ' _ _ _ 8„ _118:11-7-12 8„ 8„ . • ` 8„ Knapp Rd East LS (LS #31)JI°i _fo e 1 - 101, Ici Woodthrush LS (LS #28) Firm Capacity = 1.03 MGD Expand Firm Capacity to 1.2 MGD and Lift Station Relocation (by 2025) ( ''.'5‘" ' „" e [--,1 .,YALI:,,1‘1.-- ,..___ :,:'-BARRY ROSE iJ'I't,-' \, \ • 9'/ 0 CR '6 ,..ii: / /(:.6), Hatfield #3 LS (LS #41) New Orange & Mykawa LS(LS 9 Y #36) 1A a 8„ 8 TERRELL DR 1 1 1 Westlea LS (LS #45) 0 Expand Firm Capacity to 0.6 MGD (by 2042), A II 41 iy iy 1,11 11 so DR • PREGEANT LN IlHiNILAON ST Park Village LS (LS #40) Decommission (by 2042) 6" Force Main to be Decommissioned -71 Developer LS • TRANS Ltsl Masspy Oaks Tract 171 GRACE LN 36" co i4 71-8" ;c, I ...171 II : ,12.1-:: I.8:..8.."._.8:':._, o 107 I I I 10. I I .111t4.1 -il,.•,;2 1 o Private LS WILLIAMS DR CR 50 03 CR 100 11 o lei r 17t IE JA, MINE ST 12, Veterans Dr I LS 10" ts • • • • • The Preserve LS (LS #19) Barry Rose WRF Riverstone Ranch LS (LS #14) Firm Capacity = 0.82 MGD Expand Firm Capacity to 2.4 MGD (by 2025), Clear Creek Par/k-L-S-(17,,,,,#,,,21...-1);;_soi. WIN • s. Veterans II LS (LS #34) Firm Capacity = 4.5 MGD Expand Firm Capacity to 9.2 MGD (by 2042) KEIS RD WARREN ,RD _HERBERT DR JENKINS RD LESTER DR DARE RD Lrri STONECREST RD 03 0 Liberty LS (LS #22) /2' %/ \/,‘"‘ / Towne Lake Estates LS (LS #25) CARRIE LN JHEC • 12" • • • • • 41 • crimplumm • Lift Station Relocation and Force Main Re -Route (by 2025) LI _ s''\' `<o//://,/c://;;;; 4i,,'':/•'/---/' •', /:-:::\.,//.1P\%, 4.0 Green Tee IV LS (LS #12) Firm Capacity = 0.95 MGD Reduce Firm Capacity to 0.78 MGD (by 2025), 410/ • • / Dixie Farm N LS (LS #10) cammir' Longherridge LS (LS #17) Relocated Dixie Farm South LS (LS #18) Fi n Capacity = 1.7 MGD (by 2042) ce Lki TYE LN OVER ST 73 Private LS S HASTINGS FIELD RD • Project timing is subject to change based on development patterns. The utility alignment shown on this figure are for illustration purposes only and do not set the alignment. The alignment will be determined at the time of engineering design of the utility. / /Zstic .// • / Pine Hollow LS (LS #8) <4, Dixie Farm South LS (LS #18) Firm Capacity = 0.35 MGD Decommisson (by 2042) 35 TEXAS WRF SERVICE AREAS Barry Rose JHEC Longwood Reflection Bay Southdown oq- • • Green Tee III LS (LS #9) Bellavita LS (LS #7) • Longwood Diversion LS Firm Capacity = 8 MGD • Barnett Drywall W. LS (LS #6) ,a Tor 1- ZUZ1 LAP Barnett Drywall E. LS (LS #5) Royal Oaks Apts. LS (LS #4) SANITARY SEWER EVALUATION PROJECTS LW-03 Basin LW-04 Basin BR-03 Basin BR-04 Basin BR-07 Basin JH-05 Basin JH-07B Basin JH-01 Basin SD-03 Basin ** SD-01 Basin Riverwalk LS (LS #1)) FIGURE 9-1 CITY OF PEARLAND WASTEWATER MASTER PLAN UPDATE CAPITAL IMPROVEMENTS PLAN LEGEND Under Design Improvements Lift Station Water Reclamation Facility Wastewater Line Force Main 2025 Proposed Improvements WIF WIIF Lift Station Water Reclamation Facility Wastewater Line Force Main 2042 Proposed Improvements WRF Lift Station Water Reclamation Facility Wastewater Line - - - Force Main Oversize Agreement Improvements IM1. Lift Station Developer Improvements M. Lift Station Force Main Existing Wastewater System Manhole Lift Station Water Reclamation Facility 8" and Smaller Wastewater Line 10" and Larger Wastewater Line 8" and Smaller Force Main 10" and Larger Force Main Road Railroad Stream Parcel City Limit ETJ Boundary WRF i County Boundary FREESE Created By Freese and Nichols, Inc. Job No.: PRL18631 Location: 1-1:85/_WW_PLANNING101_DELIVERABLES100_FINAL_REPORT1(Figure_09-1)-Wastewater_CIRmxd User Name: 03812 Wastewater Master Plan Update City of Pearland FREESE r7 NICHOILS 9.1 UNDER DESIGN/CONSTRUCTION CAPITAL IMPROVEMENT PROJECTS The following projects are under design as of June 2020. A brief description of planned improvements, as understood by FNI, is provided for each project. Veterans Dr. I Lift Station The City is currently in the process of decommissioning this lift station. The wastewater flows from this area will be conveyed to the 30-inch gravity main along Magnolia Road. This project is anticipated to be completed in 2020. Mykawa Lift Stations The City is currently in the process of decommissioning the Shank and Mykawa Lift Station, expanding the Scott and Mykawa Lift Station, and relocating and expanding the Orange and Mykawa Lift Station. The City is also re-routing the flow in this area so that the Shank and Mykawa and Orange and Mykawa lift station service area flows will be diverted to the JHEC service area. McHard Road Trunk Sewer The City is in the process of constructing a 15/18-inch gravity line from McHard Road to Lake Park Lift Station. This line will extend wastewater services to existing septic users and projected future development. Hughes Ranch Road Gravity Line The City is in the process of constructing a 12-inch gravity line along Hughes Ranch Road. This line will allow for the decommissioning of the Crystal Lakes North Lift Station. Bailey Road Area Gravity Line The City is in the process of constructing a 24-inch gravity line along Bailey Road that will connect to the 27-inch line along Veterans Drive. This line will convey pre-treatment facility flows from the Bailey Water Treatment Plant. 9-5 Wastewater Master Plan Update City of Pearland Barry Rose Expansion and Longwood Diversion Lift Station NM FREESE rimNICHOILS The City is in the process of consolidating the Longwood Water Reclamation Facility and diverting these flows to Barry Rose WRF utilizing an 8.0 MGD lift station. Barry Rose WRF is undergoing an expansion from 3.1 MGD to 6.5 MGD average daily flow. JHEC WRF Expansion The City is in the process of an expansion from 4.0 MGD to 6.0 MGD at the JHEC Water Reclamation Facility. 9.2 FIVE YEAR PROJECTS (2021 - 2025) Project 1— Replacement 18/24/36/42-inch Plum Street and Barry Rose Road Gravity Lines Project Description: This project includes the construction of replacement gravity lines along Plum Street and Barry Rose Road. This project is sized to serve the model predicted buildout (2042) peak wet weather flow. The 18 and 24-inch Plum Street lines are sized to convey approx. 4.1 MGD. The 36 and 42-inch Barry Rose Road line is sized to convey approx. 9.9 MGD. Project Driver: The calibrated hydraulic wastewater model indicated model -predicted surcharging in these gravity lines under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). Project 2 — Replacement 10/12-inch Alexander Lane and London Court Gravity Lines Project Description: This project includes the construction of replacement 10-inch and 12-inch gravity lines along Alexander Lane and London Court. This project is sized to serve the model predicted buildout (2042) peak wet weather flow. The 10 and 12-inch lines are sized to convey approx. 1.0 MGD. Project Driver: The calibrated hydraulic wastewater model indicated model -predicted surcharging in these gravity lines under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). 9-6 Wastewater Master Plan Update City of Pearland Project 3 — Southdown Diversion Sewer Infrastructure in FREESE 9 NICNOLS Project Description: This project includes the construction of an expansion/replacement diversion lift station with a firm capacity of 6.8 MGD. This project also includes approximately 12,500 feet of 18-inch force main and a 27-inch gravity line between the existing Southdown WRF and the proposed diversion lift station. The existing Southdown WRF is proposed to be decommissioned and all flow will be sent to the diversion lift station. This project is sized to serve the model predicted buildout (2042) peak wet weather flow. The 24-inch gravity line is sized to convey a peak wet weather flow of 4.7 MGD. Project Driver: This project is part of the City's plan to consolidate wastewater treatment at three Water Reclamation Facilities (WRFs): Reflection Bay, JHEC, and Barry Rose. This project will send all wastewater flow generated in the Southdown service area (between State Highway 288 and Garden Road) to the Reflection Bay WRF. Project 4 — New Cullen Road 15-inch Gravity Line Project Description: This project includes the construction of a new 15-inch gravity line along Cullen Road from Hughes Ranch Road to McHard Road. This project is sized to serve the model predicted buildout (2042) peak wet weather flow. The 15-inch line is sized to convey approx. 1.1 MGD. Project Driver: This project will connect the under construction 12-inch Hughes Ranch Road gravity line to the recently constructed McHard Road gravity sewer line, allowing for the consolidation of the Crystal Lakes North Lift Station. This project will also allow the City to expand wastewater services to existing septic users and projected future development. Project 5 — Replacement 27/30-inch Walnut Street and Barry Rose Road Gravity Line Project Description: This project includes the construction of a replacement gravity line along Walnut Street and Barry Rose Road. The 27-inch line is sized to convey approx. 4.8 MGD. The 30-inch line is sized to convey approx. 7.2 MGD. This project is sized to serve the model predicted buildout (2042) peak wet weather flow with Walnut Lift Station pumping to Barry Rose Water Reclamation Facility (WRF) Project Driver: The calibrated hydraulic wastewater model indicated model -predicted surcharging in these gravity lines under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer 9-7 Wastewater Master Plan Update in FREESE City of Pearland 1 NICHOLS system (TCEQ §217.53). It will also give the City operational flexibility to send Walnut Lift Station flows to Barry Rose WRF. Project 6 — Woodthrush Lift Station Expansion and Relocation Project Description: This project includes the decommissioning of the existing Woodthrush Lift Station and the construction of a new 1.2 MGD lift station in a different location. This project also includes a relocation analysis. Project Driver: The wastewater flow monitoring records indicated surcharging during multiple rain events during the field-testing period. The calibrated hydraulic wastewater model indicated surcharging in the gravity lines upstream of the lift station under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). Project 7 — Green Tee Lift Station Relocation and Force Main Re -Route Project Description: This project includes the decommission of the Green Tee I Lift Station and the construction of a new 0.46 MGD lift station in a different location. This project also includes the construction of a 4-inch force main and replacement 0.78 MGD pumps at Green Tee 4 Lift Station. Project Driver: Green Tee I and Green Tee IV lift stations are currently repumped by Green Tee V lift station to convey the flows to the Riverstone Lift Station service area. The firm capacity at Green Tee V is lower than Green Tee IV firm pumping capacity. This project will eliminate the requirement of Green Tee I repumping via Green Tee V Lift Station. The hydraulic model predicted buildout flows in the Green Tee VI service area under the 2-year and 24-year design storm is approx. 0.78 MGD. Replacing the Green Tee VI Lift Station pumps to achieve a 0.78 MGD firm capacity at that lift station will eliminate the need to expand the Green Tee V Lift Station. 9-8 Wastewater Master Plan Update r' FREESE NICHELS City of Pearland 9.3 BUILDOUT PROJECTS (2026 - 2042) Project 8 — Kirby North Pumping Capacity Expansion Project Description: This project includes the expansion of lift station firm pumping capacity to 4.2 MGD and the construction of a 16-inch force main. This project does not include expansion of the lift station wet well. Project Driver: The wastewater flow projections in the Kirby North Lift Station Service Area show the need for additional capacity at this facility to serve the projected buildout flows in the area. The calculated wet well capacities indicate that the current lift station wet well is sized adequately for the proposed firm capacity. Project 9 — Westgate Pumping Capacity Expansion Project Description: This project includes the expansion of lift station firm pumping capacity to 1.5 MGD. This project does not include expansion of the lift station wet well. Project Driver: Note: This project will be impacted by TxDOT widening of FM 518. The wastewater flow projections in the Westgate Lift Station Service Area show the need for additional capacity at this facility to serve the projected buildout flows in the area. The calculated wet well capacities indicate that the current lift station wet well is sized adequately for the proposed firm capacity. Project 10 — New 12/18-inch Roy Road, Max Road, and Garden Road Gravity Lines Project Description: This project includes the construction of 12-inch and 18-inch gravity lines along Roy Road, Max Road, and Garden Road sized to serve approx. 1.1 MGD projected flows in the area. The project also includes the decommissioning of Garden Road and Albertson's/Food Town Lift Stations. Project Driver: Note: This project will be impacted by TxDOT widening of FM 518. The construction of this project will extend wastewater services to existing septic users and projected future developments in the area. This project will also allow for the consolidation of the Garden Road and Albertson's/Food Town Lift Stations. 9-9 Wastewater Master Plan Update City of Pearland FREESE r-� 11NICHOLS Project 11— Westlea Pumping Capacity Expansion and Replacement 10/12-inch Gravity Line Project Description: This project includes the expansion of firm pumping capacity to 0.6 MGD. This project also includes the construction of 10-inch and 12-inch gravity lines. This project does not include expansion of the lift station wet well. Project Driver: The wastewater flow projections in the Westlea Lift Station Service Area show the need for additional capacity at this facility within the next 22 years. This project will also extend wastewater services to existing septic users and projected future development. Project 12 — Cullen Pumping Capacity Expansion Project Description: This project includes the expansion of lift station firm pumping capacity to 4.0 MGD. This project does not include expansion of the lift station wet well. Project Driver: The wastewater flow projections in the Cullen Lift Station Service Area show the need for additional capacity to serve the projected buildout flows in the area. The calculated wet well capacities indicate that the current lift station wet well is sized adequately for the proposed firm capacity. Project 13 — Reflection Bay WRF 1.0 MGD Expansion to 7.0 MGD Project Description: This project includes the construction of an additional 1.0 MGD of wastewater treatment capacity at the Reflection Bay WRF. The facility is currently permitted for 6.0 MGD average daily flow. Project Driver: This project is part of the City's plan to consolidate wastewater treatment at three Water Reclamation Facilities (WRFs): Reflection Bay, JHEC, and Barry Rose. This project will allow for all wastewater flow generated in the Southdown service area (between State Highway 288 and Garden Road) to be sent to the Reflection Bay WRF Project 14 — JHEC WRF 2.0 MGD Expansion to 8.0 MGD Project Description: This project includes the construction of an additional 2.0 MGD of wastewater treatment capacity at the JHEC WRF Project Driver: The wastewater flow projections in the JHEC WRF Service Area show the need for additional treatment capacity to serve the projected development in the service area. 9-10 Wastewater Master Plan Update FREESE City of Pearland NICHOLS Project 15 — Veterans Drive II Lift Station Expansion Project Description: This project includes the expansion of lift station firm pumping capacity to 9.2 MGD. Project Driver: The wastewater flow projections in the Veterans Drive II Lift Station service area show the need for additional capacity to serve projected buildout flows. This project will also allow for the consolidation of the Park Village Lift Station (Project 17). Project 16 — New 15-inch Bailey Avenue Gravity Line and Park Village Lift Station Consolidation Project Description: This project includes the decommission of the Park Village Lift Station and the construction of a 15-inch gravity line along Bailey Avenue to Veterans Drive Project Driver: Note: This project is linked to the capacity expansion of Veterans Drive 11 Lift Station (Project 15). This project will allow for the consolidation of the Park Village Lift Station. Project 17 — Dixie Farm South and Hwy 35 South Sewer System Project Description: This project includes the decommission of the existing Dixie Farm South Lift Station and the construction of a new 1.7 MGD lift station and 12-inch force main along Highway 35. This project also includes the construction of 8-inch and 18-inch gravity lines along Dixie Farm Road and Highway 35 to convey the flows to the new lift station. This projects also includes lift station analysis to identify future site for relocation. Project Driver: Note: This project is linked to the capacity expansion of Veterans Drive 11 Lift Station (Project 15). The wastewater flow projections in the new Dixie Farm Lift Station service area show the need for additional capacity to serve the projected development in the area. 9.4 OVERSIZE AGREEMENT PROJECTS Project 01— Riverstone Ranch Pumping Capacity Expansion Project Description: This project includes the expansion of firm pumping capacity to 2.4 MGD. This project does not include expansion of the lift station wet well. Prqject Driver: The wastewater flow monitoring records indicated surcharging during multiple rain events during the field-testing period. The calibrated hydraulic wastewater model indicated surcharging in the gravity lines upstream of the lift station under the 2-year 24-hour design storm conditions. This 9-11 Wastewater Master Plan Update in FREESE City of Pearland 1 NICNOLS signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). 9-12 Wastewater Master Plan Update City of Pearland FREESE '1 NICNOLS 10.0 SANITARY SEWER EVALUATION STUDY (SSES) PROJECTS The flow monitoring and GIS data collected during this study were utilized to create a prioritized plan to address the sewer basins contributing the greatest amounts of inflow and infiltration (1/1) throughout the City. It is recommended to address high levels of I/1 through a targeted approach via Sanitary Sewer Evaluation Study (SSES) projects. An SSES Capital Improvements Plan was developed based on the results of the sewer basin I/1 analysis discussed in Section 3.0. Planning level costs were developed for the recommended SSES projects in all high I/1 basins in 2020 dollars. These costs are based on previous similar SSES studies and include allowances for contingencies and engineering. 10.1 FY21 TO FY25 SEWER REHABILITATION PROJECTS The City recently completed sanitary sewer rehabilitation projects in the Green Tee area that included gravity sewer line replacement with High Density Polyethylene (HDPE) via pipe bursting. This effort also included rehabilitation of the manholes with SewperCoat®. In 2020, the City also completed rehabilitation of the gravity sewer lines in the Twin Creek Woods area. The City's FY21 Capital Improvements Plan includes five additional areas where the City has been planning to conduct sewer rehabilitation of aging infrastructure. These projects and the budgeted sewer rehabilitation costs are provided in Table 10-1. The planned efforts include the replacement or rehabilitation of all sewer lines and manholes nearing the end of useful design life. These project areas are shown in purple on Figure 10-1. Sewer Rehab Approach and Project Prioritization It is recommended that sewer rehab projects beyond FY21 be re -prioritized based on empirical flow monitoring data and upcoming infrastructure projects such as the Longwood Diversion Lift Station and Barry Rose WRF expansion. Additionally, it is recommended that a targeted SSES program be implemented to identify specific rehabilitation recommendations. These are discussed further in the following sections. 10-1 Wastewater Master Plan Update City of Pearland Table 10-1: FREESE •I NICHOLS Ongoing and Planned Sanitary Sewer Rehabilitation Projects Project Name1l� Fiscal Year FY20 Project Number WW2003 Linear Footage 33,900 Number o� Manholes1 115 Project Budget $1,500,000 Status Completed Sanitary Sewer Rehabilitation (Green Tee) Sanitary Sewer Rehabilitation (Twin Creek Woods Area) FY20 Completed Willowcrest Subdivision Sanitary Sewer FY20 WW1905 12,500 40 $1,540,000 Pending Sanitary Sewer Rehabilitation (Old Town District) FY21 WW2102 11,200 40 $4,000,000 Pending Sanitary Sewer Rehabilitation (Old Town District) FY22 WW2102 14,696 30 $4,000,000 Pending Sanitary Sewer Rehabilitation (Old Town District) FY23 WW2102 16,210 41 $5,000,000 Pending Sanitary Sewer Rehabilitation (Brookside Acres) FY24 - 15,295 47 $5,000,000 Pending Sanitary Sewer Rehabilitation (Sleepy Hollow) FY25 - 18,000 62 $7,000,000 Pending (1) From FY21 CIP (2) Approximate number of manholes from GIS when not specified in the FY21 CIP 10-2 Wastewater Master Plan Update Ir' FREESE NICHQL.S City of Pearland 10.2 SSES PROJECT PRIORITIZATION Ten of the 32 wastewater flow meter basins in this study were identified as high I/1 basins (greater than 4.0 Gal/LF/inch) during the field-testing phase (Section 3.0). All wastewater basins with high levels of I/1 are shown in Table 10-2 and are recommended for Sanitary Sewer Evaluation Study (SSES). Due to major wastewater facility projects under design in the Longwood and Barry Rose WRF basins, it is recommended that the City prioritize the implementation of SSES projects in the high I/1 basins in these service areas. Table 10-2 shows the prioritized SSES projects by flow meter basin. Table 10-2: Wastewater SSES CIP Basins SSES CIP Project Ranking Meter ID RF Basi Gravi Lines (LF) 86,670 MHsf Average I/1 (Gal/LF/in) 4.5 1 LW-03 Longwood 318 2 LW-04 Longwood 57,170 271 4.2 4 BR-03 Barry Rose 68,690 371 9.0 5 BR-04 Barry Rose 29,330 108 7.4 6 BR-07 Barry Rose 109,320 364 6.5 3 JH-05 JHEC 68,260 278 10.1 7 JH-07B JHEC 14,590 57 6.1 8 JH-01 JHEC 101,610 274 5.8 9 SD-03 Southdown 21,010 179 4.5 10 SD-01 Southdown 30,130 136 4.3 10-3 x 's '-11.4-y S• OU T.NTiL XI • uc' G 44 �G 3GG G GE L 1RD S SAM HOUSTON PKWY W te �'r •'-`- - -I� fi{� rt no. I c -- ,, ' '-- OAF 7, cl 2,000 4,000 I tY rr N J LL 1- �N▪ OWARDBPY DR MARIOGE;LN y WATERMIST DR CRESTWIND DR � ALDER GLEN LN 1 ASPEN RIDE LN Y RP• RB-04A RB-04B 41, ok tr. Rs&ANTS Bq . L•,I7:'.• • 1. RB-07N S CLE R LAKE LOOP SHADY BROOK LN DAWNMIST CT ®HIBEL-RIDGE m 62, N SPECTRUM BLVD SHADOW CREEK PKWY PALM BAY ST GRIMES AVE KAY LN ARMSTRONG LN Lw- 288 TEXAS SPECTRUM BLVD LAMBETO, 0 SHERBORNE SI O ninPWICH ST Aagt rt • 1 V 0 Ets,1,;c v L • iz COTTAGE ST ciWTY Dr'3.�d�r°fir, I• '=`SJG'illuLL L'1n7C CO O O z m N W STERLING DR It a GATE DR 7 SUNRIDGE CT SUN KING DR u HAWK R, FREEDOM DR z U m w iBEACON BEND LN a 4 NIPPER LN .1 ^rral•=d�9Rg7PFn� �e J RIVER PASS DR STONE ARBOR LN MISTY LAKE LN LA'•K�SI 1I r ^I NILFERI WY: .A.r7r-matrirmi ,0 Brookside Acres FY2024 BUTLER RD KELLY LN DUBLIN LN LAURIE ST VILLAGE GROVE DR Willowcrest Subdivision SILVER DR RUBY DR JOSEPHINE ST v rn z z FY2020 JH-07A SHANK RD Old Town District FY2023 JH-07B SPRING BRANCH DR CAPROCK DR LOCKHART DI BLANCO DR r`-r`' 1 L' I` KNAPP Twin Creek Woods FY2020 (In Progress) ALICE ST B(RO05 HALIK RD RICE DRIER RD EMERALD FALLS LN BOSC DR BARTLETT WAY DR Old Town District FY2022 BRAZOS BEND DR \!`'J�JLP 71roo PARRY DR BRENTWOOD LN Old Town District FY2021 E WALNUT ST KAMAN LN HAMPSHIRE ST 'SWENSEN RD KEIS RD WARREN RD HERBERT DR • NOTTINGHAM RD RAT, Qy T ORANGE` NO NAME INDUSTRIAL DR HASTIN, I ` t B R`0.6:. PEARLAND DRAFT FY2021 SSES CIP Completed/ In Progress Rehab project identified in City's FY2021 5- Year CIP plan SSES Project Area Fiscal Year 04 r `. .7" _ 1' $ a .� �ti,;Pivf 4. r, ••il.�f 6 {s , ..• f �+7 FIGURE 10-1 CITY OF PEARLAND WASTEWATER MASTER PLAN UPDATE SANITARY SEWER REHABILITATION AREAS LEGEND Inflow/Infiltration Less than 2.0 gal/LF/in (Low I/1) 2.00-4.00 gal/LF/in (Moderate I/1) Greater than 4.0 gal/LF/in (High I/1) Non -Metered *JH-02 I/1 unavailable O Flow Meter O Rain Gauge Railroad Stream ▪ City Limit ETJ Boundary County Boundary Flow Meter Basin ID Average I/1 (gal/LF/in) FFREESE l.?1111CHOLS Created By Freese and Nichols Inc Job No PRL18631 Location H\W_WW PLANNING\01_DELIVERABLES\00_FINAL_REPORT\(Figure_10-1)-Sanitary_Sewer_Rehabwtabon_Areas mxd Updated Monday, October 12, 2020 10 09 07 AM User Name 03812 Wastewater Master Plan Update City of Pearland 10.3 SSES CAPITAL IMPROVEMENTS PLAN FNI recommends an SSES project approach for I/1 reduction as shown on Figure 10-2. Large Scale Flow Monitoring Identify Basins with high for SSES Figure 10-2: SSES Project Approach for I/1 Reduction Targeted Flow Monitoring Rank sub -basins by level of I/1 identify line and manhole component defects 4 Sewer Rehabilitation Plan Develop specific rehabilitation recommendations SSES project costs are shown in Table 10-3 for all basins with high 1/1 based on large scale flow monitoring (Step 1) FREESE •7 NICHOLS dr implementation of Repair and Rehabilitation Projects SSES Steps 1. The Large Scale Flow Monitoring was completed as part of this wastewater master plan project and is described in Section 3.0. Thirty-two flow meters and six rain gauges were installed throughout the collection system. 2. The Targeted Flow Monitoring breaks down the ten high I/1 basins into smaller sub -basins and ranks these sub -basins based on observed I/1. 3. Results from Targeted Flow Monitoring inform decisions for the Field Inspections, that may include manhole inspection and CCTV/smoke testing on lines, in the appropriate sub basins. 4. Based on the findings from Field Inspections, a prioritized Sewer Rehabilitation Plan will be developed for the SSES areas. 5. The Sewer Rehabilitation Plan is implemented. Step 1 was completed as part of this Wastewater Master Plan Update. The flow monitoring discussed in Section 3.0 served as the large-scale flow monitoring discussed above. 10-5 Wastewater Master Plan Update City of Pearland in FREESE '1 NICHOLS Budgetary costs for Steps 2 - 4 were developed for each of the 10 high I/1 basins and are shown in Table 10-3. GIS information was utilized to approximate the linear footage of gravity lines and number of manholes for field inspections (Step 3). Table 10-3. SSES Project Costs (Steps 2-4) Basin Ranking by I/1 1 Master Flow Meter ID Plan Flow Basins Gravity Lines (LF) 86,670 Meter No. of MHs 318 Focused Flow Monitoring' SSES (2020 CCTV and Manhole Inspection(2 Cost Dollars) Program Total SSES Management Project & Rehabilitation (Steps 2-4)(4) Plan(3) LW-03 $35,900 $58,200 $100,000 $217,700 2 LW-04 57,170 271 $23,700 $64,100 $100,000 $209,800 3 BR-03 68,690 371 $28,400 $74,300 $100,000 $228,400 4 BR-04 29,330 108 $18,600 $23,100 $35,000 $87,200 5 BR-07 109,320 364 $45,200 $100,700 $100,000 $282,400 6 JH-05 68,260 278 $28,300 $63,600 $100,000 $214,900 7 JH-07B 14 590 57 None Recommended $26,100 $35,000 $67,700 8 JH-01 101,610 274 $42,000 $76,500 $100,000 $248,200 9 SD-03 21,010 179 $18,600 $35,700 $60,000 $127,900 10 SD-01 30,130 136 $18,600 $35,400 $60,000 $127,500 Total 586,780 2,356 - - - $1,811,700 (1)Focused flow monitoring based on linear footage of gravity lines and basin connectivity. (2) Provision for CCTV of 20% - 100% of gravity lines based on GIS material and age information and recent rehabilitation efforts. Provision for inspection of 50% of the manholes in each basin. (3) Program management and development of rehab recommendations based on field inspection data. (4) SSES costs include 25% contingency on field inspection efforts. The SSES projects identified in Table 10-3 will result in targeted recommendations for manhole and gravity line rehabilitation based on field inspected data. This results in a more efficient use of rehab dollars to target specific assets based on known condition information. Annual Rehabilitation Budget Based on recent rehab project costs in Green Tee and Twin Creek, discussions with City staff, and the size of the high I/1 basins, it is recommended for the City to budget at least $4.0M per year for sewer rehabilitation efforts as directed by the SSES projects. 10-6 Wastewater Master Plan Update FREESE 2NICHOLS City of Pearland 11.0 LIFT STATION REHABILITATION PROJECTS A Lift Station Rehabilitation Capital Improvements Plan was developed based on the results of the lift station risk -based assessment discussed in Section 5.0. Planning level costs were calculated for recommended rehabilitation and renewal projects in 2020 dollars. 11.1 ONGOING AND PLANNED LIFT STATION REHABILITATION PROJECTS As of June 2020, there are two ongoing lift station reconstruction or rehabilitation projects: Riverwalk Lift Station and Cullen Regional Lift Station. The City has programmed an additional five lift stations into the FY21 CIP for rehabilitation. Brief descriptions of planned rehab work at each of these lift stations are included below. Riverwalk Lift Station: Reconstruction (FY 2020) This project included major rehabilitation of the existing lift station that included structural rehabilitation of the wet well, replacement of the existing pumps, electrical controller cabinets, and addition of SCADA, automated reporting switches and manual transfer switch for the portable generator hookup. This project is anticipated to be completed in 2020. Cullen Regional Lift Station: Odor Control and Rehab (FY 2020) This project included replacement of existing discharge piping and installation of an odor control unit. This project also included addition of a permanent generator on site with automatic transfer switch. This project is anticipated to be completed in 2020. Miller Ranch Regional Lift Station: Rehabilitation (FY 2021) This project included rehabilitation of the wet well and replacement of pumps, valves, recoating piping, new electrical control panel, automatic transfer switch for permanent generator connection and diesel generator. This project is anticipated to be completed in 2021. Royal Oaks Lift Station: Rehabilitation (FY 2021) This project included rehabilitation of the wet well lining, replacement of pumps, valves and discharge piping, new electrical control panel, manual transfer switch for mobile generator connection, replacement of concrete work slab, and installation of new fence. This project is anticipated to be completed in 2021. 11-7 Wastewater Master Plan Update City of Pearland Shadow Creek Regional Lift Station: Rehab and Generator (FY 2021) on FREESE '1 NICHOLS This project included rehabilitation of the wet well lining, replacement of pumps, guiderails and valves, re -coat piping, installation of plug valve for emergency bypass pumping, new electrical control panel, automatic transfer switch for permanent generator connection and diesel generator. This project is anticipated to be completed in 2021. East and West Barnett Lift Stations: Rehabilitation (FY 2021) This project included rehabilitation of the wet well lining, replacement of pumps, guiderails, valves and discharge piping, new electrical control panel, manual transfer switch for mobile generator connection, replacement of concrete work slab, and installation of new fence. This project is anticipated to be completed in 2021. 11.2 LIFT STATION RENEWAL CAPITAL IMPROVEMENTS PLAN FNI developed a lift station renewal plan utilizing the risk based assessment scoring (Section 5.0) and input from City staff. This lift station renewal CIP is summarized in Table 11-1. This plan considers the following: • A goal of rehabbing all lift stations within a 15-20 year serviceable life window. • The development of lift station specific rehabilitation costs. • The inclusion of all lift stations with the exception of facilities planned to be decommissioned or expanded based on the wastewater master plan analysis. • Prioritization based on the results on lift station risk based assessment results presented on Section 5.0. Planning level costs are provided in 2020 dollars and include rehabilitation of pumps and motors, structure, electrical and instrumentation, piping and valves, and improvement of site conditions at each lift station. All costs include 25% contingency and 15% engineering. It is recommended that the city-wide lift station risk based assessment be updated during the next wastewater master plan study to update the lift station renewal CIP. 11-8 Wastewater Master Plan Update City of Pearland Table 11-1: FREESE •I RNICHOLS Lift Station Renewal Capital Improvements Plan Priority Order Ongoing and Planned Lift Station Reconstruction/Rehabilitation Projects Lift Station Name Riverwalk /2021 Cost (in 2020 Dollars) $ - early Total Cost (in 2020 Dollars) 1 7 Cullen $ - Miller Ranch $ - Royal Oaks Apts $ Shadow Creek $ - East & West Barnett $ - Scott and Mykawa $ - Orange and Mykawa $ - Lift Station Renewal CIP Priority Order Lift Station Name Rehab p Year Cost (in 2020 Dollars) Yearly Total Cost (in 2020 Dollars) 9 Autumn Lakes 2022 $ 678,300 $1,521,600 10 Bellavita $ 843,300 11 Sunrise Lakes 2023 $ 662,200 $2,857,900 12 Dixie Farm N $ 2,195,700 13 Green Tee IV 2024 $ 877,500 $1,437,000 14 Wooten Rd $ 559,500 15 Centennial Water Park 2025 $ 483,000 $1,163,300 16 Sunset Lakes $ 680,300 17 Whispering Winds 2026 $ 432,800 $1,735,000 18 Green Tee III $ 595,700 19 Lakes at Country Place $ 706,500 11-9 Wastewater Master Plan Update City of Pearland in FREESE '1 NICHOLS Table 11-1: Litt Station Renewal Capital Improvements Plan (continued) Item Lift Station N RehM Year Cost (in 2020 Dollars) Yearly Total Cost (in 2020 Dollars) 20 Clear Creek Park 2027 $ 473,000 $998,400 21 Crystal Lake West $ 525,400 22 Country Place 2028 $ 1,066,700 $1,580,000 23 Rustic Elem School $ 513,300 24 Sunset Meadows 2029 $ 517,300 $1,002,400 25 Garden Rd $ 485,100 26 Villages of Mary's Creek 2030 $ 589,800 $1,497,600 27 Tower Bridge $ 444,900 28 Oakbrook Estates $ 462,900 29 South Gate 2031 $ 714,500 $1,264,000 30 Spring Meadow $ 549,500 31 Village of Edgewater 2032 $ 636,000 $1,845,700 32 Towne Lakes Sewer $ 718,600 33 Super WalMart $ 491,100 34 North Main 2033 $ 469,000 $921,900 35 Knapp Rd West $ 452,900 36 Walnut 2034 $ 2,515,700 $3,103,400 37 Smith Ranch $ 587,700 38 Food Town 2035 $ 652,100 $2,022,700 39 Hatfield III $ 543,400 40 Green Tee V $ 827,200 41 Parkview 2036 $ 497,200 $1,217,700 42 Pine Hollow $ 720,500 43 Business Center 2037 $ 861,400 $1,334,400 44 South Hampton $ 473,000 45 Tranquility Lakes 2038 $ 622,000 $2,018,900 46 Beltway 8 $ 831,300 47 The Preserve $ 565,600 48 Lakes of Highland Glen 2039 $ 465,000 $1,668,600 49 Liberty $ 440,800 50 Lake Park $ 762,800 51 Massey Lakes 2040 $ 479,000 $1,243,800 52 Knapp Rd East $ 764,800 53 Avalon Terrace 2041 $ 561,600 $1,030,600 54 Village Grove $ 469,000 55 Shank and Mykawa 2042 $ 469,000 $1,407,000 56 Mary's Creek $ 469,000 57 Pirates Alley $ 469,000 Total Lift Station Renewal CIP $32,871,900 11-10 Wastewater Master Plan Update City of Pearland NM FREESE rimNICHOILS APPENDIX A Wastewater System CIP Opinions of Probable Construction Cost 5 o City of Pearland r7 NICCHOSLS` `' ° Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 *Planning Level Costs in 2020 Dollars CIP Project Number: O Phase: 5 Year Project Name: Project Description: This project Plum Street model predicted inch Plum Street 42-inch Barry Replacement 18/24/36/42-inch Plum Street and Barry Rose Road Gravity Lines includes the construction of replacement gravity lines along and Barry Rose Road. This project is sized to serve the buildout (2042) peak wet weather flow. The 18 and 24- lines are sized to convey approx. 4.1 MGD. The 36 and Rose Road line is sized to convey approx. 9.9 MGD. i \, e, ,� i� r �► \\ ! ��i "/:' , `\ 6, �•"ai �ry /1' / �\ ,e^ - `,".r'', r� O Highland Glee LS ._ �Ls#ss1�o,, , ' = • . X.'s' r�` , ',Li _. 1 '` pWaimartLS Super (LS$3o1 I —i—I_ `j ` ' — i Tr- - _<<N .- j -I '� } 4 27^ - j 1 JZ i:. �/I l - — --1— za' tELL, Ii 0 I 1 �• '° '.: i ° 40 3 /, Project Drivers: The calibrated hydraulic wastewater model indicated model -predicted surcharging in these gravity lines under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). •\ Tower Bridge LS ILS - 6� 1� ia 1Whispering Winds LS (LS 077).1. :�,„.. _�M4, ClearCreek Pa k LS (LS#2 f �f` Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 18" Pipe 8- 16 feet deep 2,000 LF $ 270 $ 540,000 2 60" Diameter Manhole (16' Depth) 9 EA $ 14,000 $ 126,000 3 24" Pipe > 16 feet deep 3,700 LF $ 384 $ 1,420,800 4 60" Diameter Manhole (16' Depth) 11 EA $ 14,000 $ 154,000 5 36" Pipe > 16 feet deep 2,700 LF $ 576 $ 1,555,200 6 72 Diameter Manhole (16' - 24') 9 EA $ 25,000 $ 225,000 7 42" Pipe > 16 feet deep 700 LF $ 672 $ 470,400 8 72 Diameter Manhole (16' - 24') 3 EA $ 25,000 $ 75,000 9 Concrete Pavement Repair 2,200 LF $ 90 $ 198,000 SUBTOTAL: $ 4,764,400 CONTINGENCY I 25% $ 1,191,100 SUBTOTAL: $ 5,955,500 ENG/SURVEY I 15% $ 893,400 SUBTOTAL: $ 6,848,900 $ 6,848,900 Estimated Project Total: d ",4'". % City of Pearland r7 NICHOLS aR, Wastewater CIP - Opinion of Probable Constructio October 12, 2020 *Planning Level Costs in 2020 Dollars CIP Project Number: Phase: 5 Year Project Name: Replacement 10/12-inch Alexander Lane and London Court Gravity Lines Project Description This project includes the construction of replacement 10-inch and 12- inch gravity lines along Alexander Lane and London Court. This project is sized to serve the model predicted buildout (2042) peak wet weather flow. The 10 and 12-inch lines are sized to convey approx. 1.0 MGD. f - ��-(f '- 1 P• j: r .'" fti,' \� ��\ f / / f/ I / ,; �- ___. - g,. �' �\ �'6, "\ •' �� / , _61%b`v N' 0� , . \, 0 / N• , N. \- 1 N •� � �— El 1 .1 124 1 1 ' %p�f ' {` / _ ��= Project Drivers: The calibrated hydraulic wastewater model indicated model -predicted surcharging in these gravity lines under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). ‘ Tower Bridge LS (LS #26 _ N7 i f _ /,:y// , r` Ls ITEM Opinion of Probable DESCRIPTION Construction QUANTITY Cost UNIT — UNIT PRICE TOTAL 1 10" Pipe 8- 16 feet deep 1,500 LF $ 150 $ 225,000 2 12" Pipe 8- 16 feet deep 900 LF $ 180 $ 162,000 3 60" Diameter Manhole (12' Depth) 10 EA $ 12,000 $ 120,000 4 Concrete Pavement Repair 1,400 LF $ 90 $ 126,000 SUBTOTAL: $ 633,000 CONTINGENCY I 25% $ 158,300 SUBTOTAL: $ 791,300 ENG/SURVEY I 15% $ 118,700 SUBTOTAL: $ 910,000 Estimated Project Total: $ 910,000 City of Pearland co .� 0,4. J o rill NICHOLS `01 `0. Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 *Planning Level Costs in 2020 Dollars CIP Project Number: Phase: 5 Year Project Name: Southdown Diversion Sewer Infrastructure Project Description: This project includes the construction of an expansion/replacement �Ir- --: ----,1 diversion lift station with a firm capacity of 6.8 MGD. This project also Behr,a Ls(Ls *ail I includes approximately 12,500 feet of 18-inch force main and a 27-inch gravity line between the existing Southdown WRF and the proposed diversion lift station. The existing Southdown WRF is proposed to be decommissioned and all flow will be sent to the diversion lift station. - This project is sized to serve the model predicted buildout (2042) peak �", f �� soulhdcwnOWersion Ls Snm�c.d La.e a�� l-8] FI�.�rTrans,e„ea,oReBenlonBa,.., :,,,,,,fry ph,,. Ls �Ex panel Firm Gapacliy io 6 8 MGG;by 2025) wet weather flow. The 24-inch gravity line is sized to convey a peak wet Lsaee, f ! -;— ... flow 4.7 MGD. See nset `•"-3S" F"11A~ weather of ti Jw- ." ., "SC� - Project Drivers: _ ,� i� 1 Southdown WRF - ;-.—' -. e L. �� oecanm�cs^�on(by72,, '- F� --. , Place LS 1LS b58] i y n .. This project ispart of the Cit '$plan to consolidate wastewater p l Y Idor.n LS {LS i59) ' j. 1 'I 1 I .� Y �`'- l-1 it 1.1 1 � - k:. treatment at three Water Reclamation Facilities (WRFs): Reflection Bay, . r _ — -I I i I-� 1 l , ,' -� JHEC, and Barry Rose. This project will send all wastewater flow j':-- s— . , 1:. i 1� Lakes LS 1L3 »e21 _•A Semth Mamptpn LS {LS p57}i ; 1 generated in the Southdown service area (between State Highway 288 _- — Pnve LetS ~ �'`" and Garden Road) to the Reflection Bay WRF. Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 Southdown Div. LS Wet Well Replacement 1 LS $ 1,508,000 $ 1,508,000 2 Southdown Div. LS Pumps 1 LS $ 595,000 $ 595,000 3 Southdown Div. LS Electrical 1 LS $ 644,000 $ 644,000 4 Southdown Div. LS Piping and Valves 1 0 $ 217,000 $ 217,000 5 27" Pipe > 16 feet deep 1,500 LF $ 432 $ 648,000 6 18" Force Main < 8 feet deep 12,500 LF $ 270 $ 3,375,000 7 WWTP Decommission 1 EA $ 500,000 $ 500,000 8 Concrete Pavement Repair 1,350 LF $ 90 $ 121,500 9 30" Boring and Casing 250 LF $ 660 $ 165,000 SUBTOTAL: $ 7,773,500 CONTINGENCY I 25% $ 1,943,400 SUBTOTAL: $ 9,716,900 ENG/SURVEY I 20% $ 1,943,400 SUBTOTAL: $ 11,660,300 Estimated Project Total: $ 11,660,300 City of Pearland p, d n,,� 4 J e r7 NICHOLS 0441011111 '', Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 *Planning Level Costs in 2020 Dollars CIP Project Number: O Phase: 5 Year Project Name: New Cullen Road 15-inch Gravity Line Project Description: Vicinity Map This project includes the construction of a new 15-inch gravity line along Cullen Road from Hughes Ranch Road to McHard Road. This project is sized to serve the model predicted buildout (2042) peak wet weather flow. The 15-inch line is sized to convey approx. 1.1 MGD. Project Drivers: This project will connect the under construction 12-inch Hughes Ranch Road gravity line to the recently constructed McHard Road gravity sewer line, allowing for the consolidation of the Crystal Lakes North Lift Station. This project will also allow the City to expand wastewater services to existing septic users and projected future development. ■ Ili ■ 2 Southdown WRF set Decommission by 2025 4 ioi i 8-- A i __ Im '- 1s 1$� M� L Crustal Lakes North LS [ (Ls #57) i Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 15" Pipe 8- 16 feet deep 4,200 LF $ 225 $ 945,000 2 60" Diameter Manhole (16' Depth) 11 EA $ 14,000 $ 154,000 3 Concrete Pavement Repair 500 LF $ 90 $ 45,000 SUBTOTAL: $ 1,144,000 CONTINGENCY I 25% $ 286,000 SUBTOTAL: $ 1,430,000 ENG/SURVEY I 15% $ 214,500 SUBTOTAL: $ 1,644,500 Estimated Project Total: $ 1,644,500 City of Pearland d 0,4... % rFREESE di10014411 7 NICHOLS Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 *Planning Level Costs in 2020 Dollars CIP Project Number: 0 Phase: 5 Year Project Name: Replacement 27/30-inch Walnut Street and Barry Rose Road Gravity Line Project Descri . icinity Map This project includes the construction of a replacement gravity line along Walnut Street and Barry Rose Road. The 27-inch line is sized to convey approx. 4.8 MGD. The 30-inch line is sized to convey approx. 7.2 MGD. This project is sized to serve the model predicted buildout (2042) peak wet weather flow with Walnut Lift Station pumping to Barry Rose Water Reclamation Facility (WRF). 1H-I • 1— — ` L I— ; --'---~ / Super Walman LS (LS #3U)rIm I� ,/ }- II ti_ _ i _ `" 24. �, _ �g„ " �l 18'�}� ��— ..„ 11 8 ,_/'A (LS#36) i, t - N. N w4 "1 0� —,1_ "' Project Drivers: I _ tie"I—I e"-�`-K.App, ` y Jj 27.. ' — 17 • ,,,!:. a }— I i 1 I , -1r 30"= l L , L / / r'i.e....., The calibrated hydraulic wastewater model indicated model predicted surcharging in these gravity lines under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). .3 G 1 %gf� 1 Whisperin Win( J _ iy; ; _. . I c \\ '-. .}Clear Cr �_.. . I y -- . // N �\ ' ��' _i I inion of Proba e Con ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 27" Pipe 8- 16 feet deep 2,500 LF $ 405 $ 1,012,500 2 30" Pipe > 16 feet deep 5,000 LF $ 480 $ 2,400,000 3 72 Diameter Manhole (16' - 24') 21 EA $ 25,000 $ 525,000 4 Concrete Pavement Repair 1,000 LF $ 90 $ 90,000 5 42" Boring and Casing 300 LF $ 924 $ 277,200 SUBTOTAL: $ 4,304,700 CONTINGENCY I 25% $ 1,076,200 SUBTOTAL: $ 5,380,900 ENG/SURVEY I 15% $ 807,200 SUBTOTAL: $ 6,188,100 Estimated Project Total: $ 6,188,100 City of Pearland d 0,... % r7 NICHOLS Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 *Planning Level Costs in 2020 Dollars CIP Project Number: 0 Phase: 5 Year Project Name: Woodthrush Lift Station Expansion and Relocation Project Description: Vicinity Map This project includes the decommissioning of the existing Woodthrush Lift Station and the construction of a new 1.2 MGD lift station in a different location. This project also includes a relocation analysis. Woodthrush LS (LS#28) Firm Capacity = 1.03 MGO Expand Firm Capacity to 1.2 MGD and Project Drivers: .\ei` . ;2- LI ft Station Relocation (by 2025} ,-.c The wastewater flow monitoring records indicated surcharging during multiple rain events during the field-testing period. The calibrated hydraulic wastewater model indicated surcharging in the gravity lines upstream of the lift station under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). -(s•: " �. t �- + .7� „ x }� %�`+ f : 4.•' `'�• •ti J :-,'. 4. 24 ..-' ( . . �,- '�,-,' 1 ,K.�`� a { 'i': .tom', 1 / 7 4./ • ' { '�`' `�" mj : `` . 7 s:�R - R'as� �w. Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 Decommission Lift Station 1 EA $ 200,000 $ 200,000 2 Woodthrush Wet Well Replacement 1 EA $ 452,000 $ 452,000 3 Woodthrush Pumps 1 LS $ 183,000 $ 183,000 4 Woodthrush Electrical 1 LS $ 190,000 $ 190,000 5 Woodthrush Piping and Valves 1 LS $ 69,000 $ 69,000 6 8" Force Main < 8 feet deep 1,500 LF $ 120 $ 180,000 7 Concrete Pavement Repair 150 LF $ 90 $ 13,500 8 Lift Station Relocation Analysis 1 EA $ 50,000 $ 50,000 9 Property Acquisition 1 LS $ 10,000 $ 10,000 SUBTOTAL: $ 1,347,500 CONTINGENCY I 25% $ 336,900 SUBTOTAL: $ 1,684,400 ENG/SURVEY I 20% $ 336,900 SUBTOTAL: $ 2,021,300 Estimated Project Total: $ 2,021,300 City of Pearland d 0,4•. 0 r7 NICHOLS Wastewater CIP - Opinion of Probable Constructio October 12, 2020 *Planning Level Costs in 2020 Dollars CIP Project Number: Phase: 5 Year Project Name: Green Tee Lift Station Relocation and Force Main Re -Route Project Description icinity Map This project includes the decommission of the Green Tee I Lift Station and the construction of a new 0.46 MGD lift station in a different location. This project also includes the construction of a 4-inch force main and replacement 0.78 MGD pumps at Green Tee 4 Lift Station. / •- . - , / • �r -4 hti i/ 7 /� / ',/,. :. • " a"Y Ftos.a,�RF l`':: ' r A "-� Green Tee IIFL `•F 1 in I J t .- ; »�--/ / ry��.�- . ' • ;:.. . �-`,„ �! ff / !/! ./, -"- a� ,. -` Green Tj1S IV75j �iLifeStationn ke kero ecalion and Franc Maio RedRoute(by 2025) f/ r � � ` -;� 6/, r r}k-/ . Project Drivers: Green Tee I and Green Tee IV lift stations are currently repumped by Green Tee V lift station to convey the flows to the Riverstone Lift Station service area. The firm capacity at Green Tee V is lower than Green Tee IV firm pumping capacity. This project will eliminate the requirement of Green Tee I repumping via Green Tee V Lift Station. The hydraulic model predicted buildout flows in the Green Tee VI service area under the 2-year and 24-year design storm is approx. 0.78 MGD. Replacing the Green Tee VI Lift Station pumps to achieve a 0.78 MGD firm capacity at that lift station will eliminate the need to expand the Green Tee V Lift Station. -'-1..- // Green Tee IV LS (L$ #12} ti f Firm Cnocily = 0 95 MG❑ Reduce F.nn Capacity to 0 78 MGP (by 2025 i J \ c. f i / r ram-, 'N., �•-- .. reenTee VLS(LSdtSF �-*/".. il--,,zfn 4. - { �. � � = a T -, }`" _� ,.4./ f`n.>/r:l� m �• r �' ,•- ,$ /ram /-, 2...,,''' fr `� f -. - ¢ .;N'i `:ka- tesAlley LSCLSA�2Cjl / , -Ufa. f f• r / / , y ` 1., i.Farm X LS ELS l OF ^ \ ce ` -r / V--,-- ` / �� S/Ipr., to LS � r viewLS(LS521}i ,! f 4/ ,. ./ r an�I P`IAr- X1- f %��1I Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 Decommission Lift Station 1 EA $ 200,000 $ 200,000 2 4" Force Main < 8 feet deep 1,300 LF $ 60 $ 78,000 3 Green Tee 1 Wet Well Replacement 1 LS $ 174,000 $ 174,000 4 Green Tee 1 Pumps 1 LS $ 65,000 $ 65,000 5 Green Tee 1 Electrical 1 LS $ 88,000 $ 88,000 6 Green Tee 1 Piping and Valves 1 LS $ 47,000 $ 47,000 7 10" Pipe 8- 16 feet deep 200 LF $ 150 $ 30,000 8 Green Tee 4 Pumps 1 LS $ 110,000 $ 110,000 9 24" Boring and Casing 200 LF $ 528 $ 105,600 10 Property Acquisition 1 LS $ 10,000 $ 10,000 SUBTOTAL: $ 907,600 CONTINGENCY I 25% $ 226,900 SUBTOTAL: $ 1,134,500 ENG/SURVEY I 20% $ 226,900 SUBTOTAL: $ 1,361,400 Estimated Project Total: $ 1,361,400 City of Pearland o ! "4. 0 rii FREESE Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: Q Phase: 22 Year Project Name: Kirby North Pumping Capacity Expansion Project Description: Vicinity Map This project includes the expansion of lift station firm pumping capacity to 4.2 MGD and the construction of a 16-inch force main. -i tf .: 1 I. This project does not include expansion of the lift station wet well. Kirby North LS (LS %BSj Firm Capacity = 0.58 MGD Ekpar d Firm Capacity to n.2 MG[ (lay 20421 r 1`--- Project Drivers: (Far Northwest) WRF1 ' T Capacity=80 MGD ,I, •city Cn 7.0 MOD by 2042) i18" F- The wastewater flow projections in the Kirby North Lift Station Service Area show the need for additional capacity at this facility to serve the projected buildout flows in the area. The calculated wet well capacities indicate that the current lift station wet well is sized adequately for the proposed firm capacity. '+a' I , IV- — q-� ; . 18'k q2- 42' 42' i -«—`--`—� i _ 1— �a .. 9 1, , -i' r i. j� - t ^. _, l- `` , I-, ,,_ _{ ;;,: _y , e V. 'i .1 _6. ;'t 'sx �`' rrl ' fl, ! Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 Kirby North Pumps 1 LS $ 441,000 $ 441,000 2 Kirby North Electrical 1 LS $ 436,000 $ 436,000 3 Kirby North Piping and Valves 1 LS $ 140,000 $ 140,000 4 16" Force Main < 8 feet deep 1,700 LF $ 240 $ 408,000 5 30" Boring and Casing 100 LF $ 660 $ 66,000 6 Concrete Pavement Repair 500 LF $ 90 $ 45,000 SUBTOTAL: $ 1,536,000 CONTINGENCY I 25% $ 384,000 SUBTOTAL: $ 1,920,000 ENG/SURVEY I 15% $ 288,000 SUBTOTAL: $ 2,208,000 Estimated Project Total: $ 2,208,000 City of Pearland rim o` "4. 0 FREESE giwkwak Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: O Phase: 22 Year Project Name: Westgate Pumping Capacity Expansion Project Description: Vicinity Map This project includes the expansion of lift station firm pumping 9 ,v ; e. 2..;_;" capacity to 1.5 MGD. This project does not include expansion of the , - crystal Lakes west LS (LS 01sa)j`. lift station wet well. I 1 ;_ 1{i- 1 • West Gate LS {LS AW9} i F as s, Project Drivers: - �Cxz pnd Finn Car F::c •!y l0 1.5 MG) ;6;y 2042; 111.7 Firm Capacity = 1 12 MGD I^ 4 Note: This project will be impacted by TxDOT widening of FM 518. '7-- ' 1= The wastewater flow projections in the Westgate Lift Station Cullen Blvd. LS (LS N52) Firm Capacity = 1 81 MG° I°' 1 --- �o Service Area show the need for additional capacity at this facility to :oar,C Firm Cap;;city io .0 MGDivy 2042) Tranqui serve the projected buildout flows in the area. The calculated wet well capacities indicate that the current lift station wet well is sized adequately for the proposed firm capacity. 12 1 1 '.v.., 12' _ ___ -- _ . I-- iAi ;'�,- a '``'•-''' .1 ''•-- --'•1. - ._ am: Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 Westgate Pumps 1 LS $ 168,000 $ 168,000 2 Westgate Electrical 1 LS $ 178,000 $ 178,000 3 Westgate Piping and Valves 1 LS $ 67,000 $ 67,000 SUBTOTAL: $ 413,000 CONTINGENCY I 25% $ 103,300 SUBTOTAL: $ 516,300 ENG/SURVEY I 15% $ 77,500 SUBTOTAL: $ 593,800 Estimated Project Total: $ 593,800 City of Pearland , ilidakebiii NM FREESE IIiNICHOLS `" ' "' Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: Q Phase: 22 Year Project Name: New 12/18-inch Roy Road, Max Road, and Project Description: Garden Road Gravity Lines Vicinity Map '.,of�9® This project includes the construction of 12-inch and 18-inch 1r, lines along Roy Road, Max Road, and Garden Road sized to ` ' gravity 1.1 MGD flows in The Ll � -= -,_- I. serve approx. projected the area. project also 1 ,.�,M,,. f includes the decommissioning of Garden Road and ' Albertson's/Food Town Lift Stations. -, 10h Project Drivers: _ �' I ;10', - 10 l i9 j ,,. „- . `, .. fig• 18" �' Note: This project will be impacted by TxDOT widening of FM 518. ,� a aen.onwroaerown taus oval �1, � I' �.:':'I.' ,;«° t1�� -_ ��I The construction of this project will extend wastewater services to mil. l~ { r existing septic users and projected future developments in the JHEC - -=""�=J— —i �- 0.--, —t c.Men,. area. This project will also allow for the consolidation of the Garden Road and Albertson's/Food Town Lift Stations. i ?i. f1.L_l.]_I ! i; ; ;5`. I X —' r ""- -1.4_0 4 ,-'�1,�.- ._� ___%,— ' Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 Decommission Lift Station 2 EA $ 200,000 $ 400,000 2 18" Pipe 8- 16 feet deep 6,300 LF $ 270 $ 1,701,000 3 12" Pipe 8- 16 feet deep 7,200 LF $ 180 $ 1,296,000 4 60" Diameter Manhole (16' Depth) 16 EA $ 14,000 $ 224,000 5 48" Diameter Manhole (16' Depth) 18 EA $ 9,500 $ 171,000 6 Concrete Pavement Repair 4,400 LF $ 90 $ 396,000 7 30" Boring and Casing 100 LF $ 660 $ 66,000 SUBTOTAL: $ 4,254,000 CONTINGENCY I 25% $ 1,063,500 SUBTOTAL: $ 5,317,500 ENG/SURVEY I 15% $ 797,700 SUBTOTAL: $ 6,115,200 Estimated Project Total: $ 6,115,200 City of Pearland r. 0 FREESE wookil Wastewater CIP - Opinion of Probable Construction Cos October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: ('�I 1 Phase: ' year Project Name: Westlea Pumping Capacity Expansion and 10-inch Gravity Project Descripti icinity Map This project includes the expansion of firm pumping capacity to 0.6 MGD. This project also includes the construction of 10 inch and 12 i 1` I, 1. tiR ;g� ,#Ls; _ .r�---p,: --i' -i lq li' — -• ,� E i i"'---! inch gravity lines. This project does not include expansion of the lift -r a 1 10.. station wet well. 1 Project Drivers: - w ..w. �s [�s rase FirmCapacity, =o4a0.,Git expeoef F11. C.+peuly to o.h !NW to y`Zaa2i The wastewater flow projections in the Westlea Lift Station Serviceg. Area show the need for additional capacity at this facility within the next 22 years. This project will also extend wastewater services to existing septic users and projected future development. [t 1. ii Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 10" Pipe 8- 16 feet deep 7,000 LF $ 150 $ 1,050,000 2 48" Diameter Manhole (16' Depth) 13 EA $ 9,500 $ 123,500 3 Concrete Pavement Repair 950 LF $ 90 $ 85,500 4 Westlea Wet Well Replacement 1 0 $ - $ - 5 Westlea Pumps 1 0 $ 84,000 $ 84,000 6 Westlea Electrical 1 0 $ 98,000 $ 98,000 7 Westlea Piping and Valves 1 0 $ 49,000 $ 49,000 SUBTOTAL: $ 1,490,000 CONTINGENCY I 25% $ 372,500 SUBTOTAL: $ 1,862,500 ENG/SURVEY I 15% $ 279,400 SUBTOTAL: $ 2,141,900 Estimated Project Total: $ 2,141,900 City of Pearland o` "4. S.0 Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: m Phase: 22 Year Project Name: Cullen Pumping Capacity Expansion Project Description: Vicinity Map 1 Crystal Lakes North LS Y53) ' lift firm (LS (LS �57) im U'" 'i nirs5i L•nd4 Uisiyn This project includes the expansion of station pumping ate LS •i = e_^ J L I capacity to 4.0 MGD. This project does not include expansion of the ''" --_1Crystal Lakes West LS (LS N54) lei lift station wet well. !— 11--� 1 i.,o; ~ r{ #46] 1' Wand Gale LS #d9) l Project Drivers: 1I iY iy T (LS Firm Capacky = 1.12 MGD Expand FFrrn Capacity to 1.5 MGD by 2042! y { The flow in the Cullen Lift Station Service _� wastewater projections Area show the need for additional capacity to serve the projected p Y r C„11e„ 6 d. LS {L LS #52) Firm Capacity= 1-81 MGD Renabiri Linder Design kW ' -- s ry0, buildout flows in The Caon CRUD `FxtfandFin Capacity to GGD by2O42]� 1 Tr. the area. calculated wet well capacities indicate that the current lift station wet well is sized adequately for the proposed firm capacity. 2 t1a I t; -� -- ;-. "- u 1� 4 a ,2 ° ' -- -1 Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 Cullen Pumps 1 LS $ 420,000 $ 420,000 2 Cullen Electrical 1 LS $ 420,000 $ 420,000 3 Cullen Piping and Valves 1 LS $ 134,000 $ 134,000 SUBTOTAL: $ 974,000 CONTINGENCY I 25% $ 243,500 SUBTOTAL: $ 1,217,500 ENG/SURVEY I 15% $ 182,700 SUBTOTAL: $ 1,400,200 Estimated Project Total: $ 1,400,200 City of Pearland 0 rim FREESE Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: r:17.2 Phase: 22 Year Project Name: Reflection Bay WRF 1.0 MGD Expansion to 7.0 MGD Project Description Vicinity Map This project includes the construction of an additional 1.0 MGD of wastewater treatment capacity at the Reflection Bay WRF. The facility is currently permitted for 6.0 MGD average daily flow. 1 3 Reflection Bay (Far Northwest] WRF Permitted Capacty- 6-0MCo Expand Permitted Capacity .0 iA MGP (by 2042) - :7, fr' , c; �,1$ 4242' :;-i}= ;� .--` _� J s--,-,. -a�`-t' 't i . \R `� -- 5 `=' �� ` -- .� . .'::.r` -� `' ''`�• _ �'� `-�d,- . 3 '�» I A� Ir .�a � - . -F �Y ' � // `E' /i-i ;=' ;` J If m. . .'`,2F•_ l _ y a7 r - - •�fT Project Driver:`''`�� This project is part of the City's plan to consolidate wastewater treatment at three Water Reclamation Facilities (WRFs): Reflection Bay, JHEC, and Barry Rose. This project will allow for all wastewater flow generated in the Southdown service area (between State Highway 288 and Garden Road) to be sent to the Reflection Bay WRF. RanchtLS ILS #69)� - _ . '; i --- f Probable Construction Cost, ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 1 MGD WRF Expansion 1 LS $ 10,000,000 $ 10,000,000 SUBTOTAL: $ 10,000,000 CONTINGENCY I 25% $ 2,500,000 SUBTOTAL: $ 12,500,000 ENG/SURVEY I 20% $ 2,500,000 SUBTOTAL: $ 15,000,000 Estimated Project Total: $ 15,000,000 �`°�m� �� U��=� ��U� ~~U N-~~~~.U°~�� N�IMMNCHOLS � * ^�. m- �� Wastewater C|P'Opinion ofProbable Construction Cost* Octmber12, 2020 Planning Level Costs /n2Q2DDollars C|PProject Number: Phase: 22 Year Project Name: ]HE[VVRF2.D&8G0Expansion to8'OK8GO Project Description: Vicinity Map This project includes the construction ofanadditional 2.0PWGDof treatment the ]HE[VVRF. | JHEC - �-�� - wastewater capacity at -- �� »F - Project Drivers: ILL I ' �---~-- - - '' ' - --'-''-'°--�� The wastevvaterUowprNectionsinthe ]HE[VVRFService Area show the need for additional treatment capacity toserve the projected development inthe semioearea. ' ` °� '�+. � � -�� ^ o 1- P ----' 0pini»nofProbable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 ZK4GDVVKFExpansion 1 L3 $ 20,000000 20,000000 SUBTOTAL: $ 20,000000 CONTINGENCY 25% $ 5'000'000 SUBTOTAL: $ 25,000,000 ENG/SURVEY 20Y6 $ 5'000'000 SUBTOTAL: $ 30,000,000 Estimated Project Total: $ 30,000,000 City of Pearland NM I, FREESE glidakebiii Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: ® Phase: 22 Year Project Name: Veterans Drive II Lift Station Expansion Project Description: This project includes the expansion of lift station firm pumping Vicinity Map c}a + 10� 10 i = capacity to 9.2 MGD. \ N Private Ls : Project Drivers\. Veterans Dr I LS iR —?:— Yo^ \ -`tom 7:-ML The wastewater flow projections in the Veterans Drive II Lift Station L._, 3 Veterans a 45 ILS IK3A1 _ Fin*, c:,uo Ly=4.5Mca ;� E s pand f km 1;ep asnyr m 9 2 #BGD rhy zna2i -i 4 '� service area show the need for additional capacity to serve I 15^_ x A� Villages of Mara Greek L' 0:4 '�P projected buildout flows. This project will also allow for the consolidation of the Park Village Lift Station (Project 17). " ` h 1 _, _: 1" t•---. i �:I, i 2. r.--1.....\\. 1 -, Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 Veterans Dr. II Wet Well Replacement 1 LS $ 673,000 $ 673,000 2 Veterans Dr. II Pumps 1 LS $ 805,000 $ 805,000 3 Veterans Dr. II Electrical 1 LS $ 836,000 $ 836,000 4 Veterans Dr. II Piping and Valves 1 LS $ 205,000 $ 205,000 5 Bypass Pumping 1 LS $ 311,000 $ 311,000 SUBTOTAL: $ 2,830,000 CONTINGENCY I 25% $ 707,500 SUBTOTAL: $ 3,537,500 ENG/SURVEY I 20% $ 707,500 SUBTOTAL: $ 4,245,000 Estimated Project Total: $ 4,245,000 City of Pearland r. 0 FREESE wookil Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: ('� a) Phase: 22 Year Project Nam I New 15-inch Bailey Avenue Gravity Line and Park Village Lift Station Consolidation Project Desc Vicinity M. This project includes the decommission of the Park Village Lift Station and the construction of a 15-inch gravityline alongBailey_"4z Avenue to Veterans Drive• • l [ rL. I 1:__ )N o n� d )' ~ `'--15-- — � � i- �f`� �'—� �i � = 1. 1' H -_ - '` 1 V"4. _. �+ i-- , , —� :- — —'� F — i •. � �• _ Park Village L5 (L5 rani farm Capacity=0.94 h1GP l]"corrmission ihy E84%I �`° °e'"a'"�deoa°°""'ss'o"a" I ya! I Sal I -r ILI ••� { -H'F ll II - a= Project Drivers: Note: This project is linked to the capacity expansion of Veterans Drive II Lift Station (Project 15). This project will allow for the consolidation of the Park Village Lift Station. - 16 F 1 L. w• -'•n of Probable Construction C TOTAL ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE 1 Decommission Lift Station 1 EA $ 200,000 $ 200,000 2 15" Pipe 8- 16 feet deep 3,700 LF $ 225 $ 832,500 3 48" Diameter Manhole (16' Depth) 10 EA $ 9,500 $ 95,000 4 Concrete Pavement Repair 500 LF $ 90 $ 45,000 5 30" Boring and Casing 300 LF $ 660 $ 198,000 SUBTOTAL: $ 1,370,500 CONTINGENCY I 25% $ 342,700 SUBTOTAL: $ 1,713,200 ENG/SURVEY I 15% $ 257,000 SUBTOTAL: $ 1,970,200 Estimated Project Total: $ 1,970,200 City of Pearland 0 mozoobil Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: m Phase: 22 Year Project Nam • Dixie Farm South Hwy 35 South Sewer and System Project Desc = icinity Map This project includes the decommission of the existing Dixie Farm i, .a ' South Lift Station and the construction of a new 1.7 MGD lift , .......LS ILS a,,, hrwx E.tav L9iL6.,N, jz station and 12-inch force main along Highway 35. This project also includes the construction of 8-inch and 18-inch gravity lines along_ Dixie Farm Road and Highway 35 to convey the flows to the new lift BEM M.ry LF b \ JfIEC \'' - 17 station. This also includes lift station analysis to identify}� m.,F.ae.V.UE.a„u ' �'��° �7 ,'.� "'� ' projects Y �m future site for relocation. Project Drivers: - - —— Note: This project is linked to the capacity expansion of Veterans Drive II Lift Station (Project 15). The wastewater flow projections in the new Dixie Farm Lift Station service area show the need for additional capacity to serve the projected development in the area. •,'17 ) ry -- 1 El i .-., _ _ __ �_s_ _ Opinion of Probable Construction Cost ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL 1 18" Pipe 8- 16 feet deep 5,800 LF $ 270 $ 1,566,000 2 60" Diameter Manhole (16' Depth) 15 EA $ 14,000 $ 210,000 3 Dixie Farm South Wet Well Replacement 1 LS $ 511,000 $ 511,000 4 Dixie Farm South Pumps 1 LS $ 179,000 $ 179,000 5 Dixie Farm South Piping and Valves 1 LS $ 70,000 $ 70,000 6 12" Force Main < 8 feet deep 3,200 LF $ 180 $ 576,000 7 Property Acquisition 1 LS $ 10,000 $ 10,000 8 Decommission Lift Station 1 EA $ 200,000 $ 200,000 9 8" Pipe < 8 feet deep 2,100 LF $ 112 $ 235,200 10 Concrete Pavement Repair 1,000 LF $ 90 $ 90,000 11 Lift Station Relocation Analysis 1 EA $ 50,000 $ 50,000 SUBTOTAL: $ 3,697,200 CONTINGENCY I 25% $ 924,300 SUBTOTAL: $ 4,621,500 ENG/SURVEY I 20% $ 924,300 SUBTOTAL: $ 5,545,800 Estimated Project Total: $ 5,545,800 City of Pearland o _® .'4., 0 FREESE diatakebil Wastewater CIP - Opinion of Probable Construction Cost* October 12, 2020 Planning Level Costs in 2020 Dollars CIP Project Number: 01 Phase: 5-Year Project Name. (Riverstone Ranch Pumping Capacity Expansion Project Descrip Vicinity Map This project includes the expansion of firm pumping capacity to 2.4 MGD. This project does not include expansion of the lift station wet well. LS (LS #49]] Project Drivers: + The wastewater flow monitoring records indicated surcharging Rivers-toneRanch LS E Finn acity = 0.82 MGD m Capacity Expand Finn Capacity to 2.4 MGD {by 2025) during multiple rain events during the field-testing period. The �l: B ,o• �r// / f`.;,; calibrated hydraulic wastewater model indicated surcharging in the l ;..fa /f -f Cf Green Tro71E LS (LS gravity lines upstream of the lift station under the 2-year 24-hour design storm conditions. This signifies a lack of capacity to convey _. r c 7, / .g '4Y / �,,,,-:• \- r. peak wet weather wastewater flows. This project will help the City maintain regulatory compliance regarding the prevention of ,i Ls (Ls #as] Relocation e_Reine {by and J 1� 2025] f x-" Nr-7,. u,_- ./f= , ° iZ`.I N'.`-.- a� / •'' ; , ,V`t•., surcharging and sanitary sewer overflows in a gravity sewer system (TCEQ §217.53). , // - Green Tee IV LS (LS#12) Fin, apacity=9.78MGD Reduce Firm Capacity to 9.78 MOD (6y 21125] •w, 6/ ( f17 - ITEM Opinion of Probable DESCRIPTION Construction Cost TOTAL QUANTITY UNIT UNIT PRICE 1 Riverstone Ranch Piping and Valves 1 LS $ 83,000 $ 83,000 2 Riverstone Ranch Pumps 1 LS $ 252,000 $ 252,000 3 Riverstone Ranch Electrical 1 LS $ 242,000 $ 242,000 4 Concrete Pavement Repair 250 LF $ 90 $ 22,500 SUBTOTAL: $ 599,500 CONTINGENCY I 25% $ 149,900 SUBTOTAL: $ 749,400 ENG/SURVEY I 15% $ 112,500 SUBTOTAL: $ 861,900 Estimated Project Total: $ 861,900