Water System Study. Report. Village of. Brooklyn, WI. August 2011

Transcription

1 Water System Study Report Village of Brooklyn, WI August 2011

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3 TABLE OF CONTENTS Page No. or Following EXECUTIVE SUMMARY SECTION 1 INTRODUCTION 1.01 Purpose Scope Definitions SECTION 2 WATER SYSTEM INVENTORY 2.01 General Description Well No Well No Storage SECTION 3 WATER SUPPLY 3.01 Source Quality SECTION 4 HISTORICAL AND PROJECTED WATER DEMANDS 4.01 General Service Area Population Trends Water Sales and Pumpage Demands Demands SECTION 5 ADDITIONAL REQUIRED CAPACITY 5.01 General Capacity Capacity SECTION 6 COMPUTER MODEL 6.01 General Model Calibration Model Analyses Areas of Deficient Fire Flow SECTION 7 CONCLUSIONS AND RECOMMENDATIONS 7.01 Conclusions Recommendations i

4 TABLE OF CONTENTS Continued Page No. or Following TABLES Inorganic Compound Data Iron and Manganese Data Radionuclide Data Model Calibration Results FIGURES Existing Distribution System Well No. 1 Exterior Well No. 1 Discharge Piping Well No. 1 Chemicals Well No. 1 Standby Motor Well No. 2 Exterior Well No. 2 Discharge Head Well No. 2 Discharge Piping Well No. 2 Chemical Feed Elevated Tank Elevated Tank With Logo Population Projections Sales to Pumpage Ratios Maximum Day to Average Day Ratios Per Capita Sales Projected Average and Maximum Day Demands Average Day Pressure Contours Maximum Day Pressure Contours Fire Flow Analysis Fire Flow Availability Contours Planned 2030 Development Average Day Pressure Contours Maximum Day Pressure Contours Fire Flow Analysis Fire Flow Availability Contours APPENDICES APPENDIX A WELL LOGS APPENDIX B ORGANIC COMPOUND TESTING RESULTS APPENDIX C HISTORICAL WATER USE ii

5 SECTION 1 INTRODUCTION

6 Village of Brooklyn, Wisconsin Water System Study Section 1 Introduction 1.01 PURPOSE The report presents the water system study for the Village of Brooklyn (Village). The purpose of this study is to review the existing facilities, water quality, and capacity of the Village water system and develop a plan for future system improvements. This study will allow system improvements to be implemented to provide an adequate and economical system as water demands increase. Present day requirements and those expected through the year 2030 were reviewed. Recommendations for future improvements and expansions are based on past water records, present conditions, and projected future growth and expansions to the existing service area SCOPE The scope of the study comprises the following items summarized from the Scope of Services as presented in Task Order No Evaluate the existing system, which includes a physical inventory of the major components of the facilities and reviewing and evaluating existing water data. 2. Evaluate future water demands by utilizing future estimated populations based on projections by others and per capita water use. Determine level of service objectives that will primarily relate to water pressure, flow quantity, water quality, and system redundancy. 3. Create a water model using digital information supplied by the Village. Model calibration will be completed through fire flow field tests performed throughout the Village. The model will evaluate present day and year 2030 maximum day demand scenarios and fire flow availability. 4. Identify areas of low pressure, deficient fire flows, and areas of potential growth through year 2030, and develop a list of recommended improvements. 5. Prepare and present final report to the Village DEFINITIONS gcd GIS gpm hp ISO MCL mg/l µg/l gallons per capita per day Geographic Information System gallons per minute horsepower Insurance Services Office maximum contaminant level milligram per liter microgram per liter Prepared by Strand Associates, Inc. 1-1 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S1.docx\8/2/2011

7 Village of Brooklyn, Wisconsin Water System Study Section 1 Introduction pci/l PSC psi SCADA SMCL TDH USEPA VFD WDNR WDOA WWTP picocurie per liter Public Service Commission pounds per square inch Supervisory Control And Data Acquisition secondary maximum contaminant level total dynamic head United States Environmental Protection Agency variable frequency drive Wisconsin Department of Natural Resources Wisconsin Department of Administration wastewater treatment plant Prepared by Strand Associates, Inc. 1-2 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S1.docx\8/2/2011

8 SECTION 2 WATER SYSTEM INVENTORY

9 Village of Brooklyn, Wisconsin Water System Study Section 2 Water System Inventory 2.01 GENERAL DESCRIPTION The water distribution system in the Village consists of approximately 37,500 feet of water main, ranging from 6 to 10 inches in diameter, two wells, one elevated storage tank, and one pressure zone. The water mains, wells, and elevated tank are shown in Figure The remainder of this section presents a brief overview of each facility in the Village. An in-depth analysis of each facility, including adherence to Wisconsin Department of Natural Resource (WDNR) code, is not included in this report WELL NO. 1 Wellhouse No. 1 is located on Railroad Street, adjacent to Legion Park (see Figure ). The wellhouse contains the wellhead, vertical turbine pump and variable frequency drive (VFD)-controlled motor, chemical feed equipment, and standby motor for auxiliary power (see Figures , , and ). Figure Well No. 1 Exterior Figure Well No. 1 Discharge Piping Figure Well No. 1 Chemicals Figure Well No. 1 Standby Motor Prepared by Strand Associates, Inc. 2-1 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S2.docx\8/2/2011

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11 Village of Brooklyn, Wisconsin Water System Study Section 2 Water System Inventory The well was constructed in 1956 to a depth of 615 feet. A 14-inch-diameter hole was drilled to a depth of 75 feet, a 10-inch-diameter hole was drilled from 75 to 300 feet, and an 8-inch-diameter hole was drilled from 300 to 615 feet. The pump at Well No. 1 is a Mid-America 15 stage, Model 8TH rated at 400 gallons per minute (gpm) at 330 feet total dynamic head (TDH). Actual pumpage varies from approximately 230 to 270 gpm and is only operated once every three days to fill the elevated tank. Actual pumpage is lower than the pump capacity because the VFD is set at a lower speed to avoid pumping sand and damaging internal pump components. The pump is housed in a block building with a flat roof. The well discharge is treated with fluoride, chlorine, and blended phosphates prior to entering the distribution system. The chemicals are stored adjacent to each other in large plastic drums and do not meet current WDNR code requirements WELL NO. 2 Wellhouse No. 2 is located on Hotel Street (see Figure ). The wellhouse contains the wellhead, vertical turbine pump and VFD-controlled motor, and chemical feed equipment (see Figures , , and ). Figure Well No. 2 Exterior Figure Well No. 2 Discharge Head Figure Well No. 2 Discharge Piping Figure Well No. 2 Chemical Feed Prepared by Strand Associates, Inc. 2-2 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S2.docx\8/2/2011

12 Village of Brooklyn, Wisconsin Water System Study Section 2 Water System Inventory Well construction was completed in January 1987 and was drilled to a depth of 670 feet. A 16-inchdiameter hole was drilled to a depth of 176 feet, a inch-diameter hole was drilled from 176 to 285 feet, and a 10-inch-diameter hole was drilled from 285 to 670 feet. The pump at Well No. 2 is a Fairbanks 8-stage, Model 10M 7000 rated at 400 gpm at 370 feet TDH. Actual pumpage varies from 460 to 500 gpm and is operated two out of every three days to fill the elevated tank. The pump is housed in a block building with a pitched, shingled roof. The well discharge is treated with fluoride, chlorine, and blended phosphates prior to entering the distribution system. The chemicals are stored adjacent to each other in large plastic drums and do not meet current WDNR code requirements STORAGE Storage in the Village consists of a single pedestal spheroid elevated tank, located on Douglas Drive, that has a capacity of 200,000 gallons and is shown in Figures and The tank was constructed in 1997 and has a height of 133 feet and 5 inches to the tank overflow. The tank level controls the pumps at Well Nos. 1 and 2. Figure Elevated Tank With Logo Figure Elevated Tank Prepared by Strand Associates, Inc. 2-3 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S2.docx\8/2/2011

13 SECTION 3 WATER SUPPLY

14 Village of Brooklyn, Wisconsin Water System Study Section 3 Water Supply 3.01 SOURCE The Village is served by two deep wells, as described in Section 2. In general, the deep wells are open to the and dolomite formations of the Cambrian-Ordovician aquifers. Well logs are located in Appendix A. The Tunnel City (Franconian), Wonewoc (Galesville), Eau Claire, and Mt. Simon formations, all formed during the Cambrian Period, produce most of the water pumped in the Village. Because of the thickness and wide extent of the formations below the Village, adequate quantities of water should be available to supply Village demands in the future QUALITY A. Inorganic Compound Data Table presents the most recent (April 12, 2011) inorganic compound analysis for the wells in Brooklyn. This analytical data is compared with the United States Environmental Protection Agency (USEPA) primary and secondary drinking water standards for each compound. The primary drinking water standards, also known as maximum contaminant levels (MCL), are established to protect public health while secondary standards, also known as secondary maximum contaminant levels (SMCL), set maximum limits for aesthetic purposes. Water quality data was obtained from WDNR records on the most recent dates the compound was last tested. These samples can be characterized as typical of water from these aquifers and are of high quality. Comparison of the inorganic compound data of Table with the federal drinking water standards, measured in milligrams per liter (mg/l) indicates the water in the Village does not exceed any primary or secondary standards for the inorganic compounds listed. Parameter MCL (mg/l) SMCL Well 1 (mg/l) Well 2 (mg/l) Antimony (Sb) Arsenic (As) Barium (Ba) Beryllium (Be) Cadmium (Cd) Chromium (Cr) Fluoride (F) Mercury (Hg) Nickel (Ni) Nitrate-Nitrite (NO3+NO2) Nitrite (NO2) Selenium (Se) Sodium (Na) Thallium (Tl) Table Inorganic Compound Data Prepared by Strand Associates, Inc. 3-1 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S3.docx\8/3/2011

15 Village of Brooklyn, Wisconsin Water System Study Section 3 Water Supply It should be noted that testing for iron (SMCL of 0.3 mg/l) and manganese (SMCL of 0.05 mg/l) was not completed during the last round of testing. Evaluation of the past 20 years of water quality testing revealed that tests for iron and manganese were completed in March 1991, December 1999, and March Table presents the iron and manganese water quality test results. Well 1 Well 2 Parameter Date of Test (mg/l) (mg/l) Iron 0.07 N/A March 1991 Manganese N/A Iron December 1999 Manganese Iron March 2008 Manganese Bold numbers indicate exceedance of Secondary Maximum Contaminant Levels Table Iron and Manganese Data Iron and manganese levels above the USEPA secondary standards do not generally constitute a health hazard to humans. Iron and manganese at high levels may cause staining of laundry and plumbing fixtures. Iron may accumulate as deposits in the distribution system, and manganese may produce an unpleasant color or taste. Iron levels have been increasing at Well No. 1, and manganese levels have been increasing at Well Nos. 1 and 2. Testing for iron and manganese has been infrequent and may not fully represent actual levels. B. Organic Compound Data Evaluation of the most recent synthetic and volatile organic compounds, as tested on April 12, 2011, showed no detectable results. The full listing of compounds tested is located in Appendix B. C. Radionuclide Data Table presents the results of the most recent (March 26, 2008) full round of radionuclide testing for the wells in Brooklyn. Gross alpha, combined uranium, and combined radium, which includes Ra-226 and Ra-228, are all regulated at the state and federal levels. These contaminants naturally occur in some drinking water sources. The MCL for these contaminants is 15 picocuries per liter (pci/l), 30 micrograms per liter (µg/l), and 5 pci/l, respectively. Compliance with the radionuclide rule requires that the rolling average of the previous four quarterly samples be below the MCL. Prepared by Strand Associates, Inc. 3-2 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S3.docx\8/3/2011

16 Village of Brooklyn, Wisconsin Water System Study Section 3 Water Supply Parameter MCL Well 1 Well 2 Gross Alpha (pci/l) Radium-226 (pci/l) Radium-228 (pci/l) Radium ( ) (pci/l) Combined Uranium (µg/l) Table Radionuclide Data Evaluation of the past 20 years of water quality testing revealed that testing for gross alpha was also completed in 1993, 1997, 2001, and The results of these tests ranged from 1.4 to 2.9 pci/l. Radium-228 was also subsequently tested in October 2009 and July 2010 for the wells. The results ranged from 0.73 to 0.99 pci/l. All the results from the testing dating back to 1993 fall under the MCL. Prepared by Strand Associates, Inc. 3-3 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S3.docx\8/3/2011

17 SECTION 4 HISTORICAL AND PROJECTED WATER DEMANDS

18 Village of Brooklyn, Wisconsin Water System Study Section 4 Historical and Projected Water Demands 4.01 GENERAL This section presents the water demands currently experienced by the Village and develops a projection of future demands. Water use trends are applied to population to estimate the future demand projections. Water demand rate terminology used in this report is defined as follows: Average Day: Maximum Day: Fire Demand: The total volume of water pumped in a year divided by the number of days in the year. The day of the year on which the maximum amount of water is pumped. The design maximum day normally occurs during dry summer periods when lawn sprinkling is at a maximum. Estimate of the amount of water required in a community to fight a fire. This demand is generally specified as a rate of flow, in gpm, for a given period of time, in hours. The Insurance Services Office (ISO) has prepared a guide for determining fire demand. The calculated fire demand is added to the average domestic demand during the maximum day to obtain the demand on a day that a major fire occurs. Fire demand generally increases the volume of storage that must be available on the maximum day. The estimation of future water demands is not precise. The best forecast of future water demand is obtained by projecting average daily demand based on population or customer growth and water use within the service area. Future maximum day demands are then estimated by analyzing past ratios of maximum to average day demand and applying the resulting factor to average day projections. Prudent operation of a water utility requires that system capacity always be in excess of system demands. Hence, recommended future improvements may be deferred until they become necessary, or they may have to be implemented sooner if demands increase at a rate faster than projected SERVICE AREA Water service is presently provided to the corporate boundaries of the Village of Brooklyn. Figure shows the approximate extent of areas served by the system. Prepared by Strand Associates, Inc. 4-1 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S4.docx\8/3/2011

19 Village of Brooklyn, Wisconsin Water System Study Section 4 Historical and Projected Water Demands 4.03 POPULATION TRENDS Figure presents United States Census Bureau population data from 1980, 1990, 2000, and The figure is supplemented by projections from the Wisconsin Department of Administration (WDOA) Demographic Services Center as well as projections from the Village of Brooklyn Comprehensive Plan revision, completed by General Engineering Company Estimate: 1,435 Figure Population Projections The Census data shows the Village s population increased by 25.8 percent from 1980 to 1990, 16.1 percent from 1990 to 2000, and 52.9 percent from 2000 to The 2010 Census estimated the Village population at 1,401. The WDOA population projection in 2030 is estimated to be 1,884. The Comprehensive Plan revision features several population projections, based on linear and compound methodologies. The Comprehensive Plan revision recommends using the Compound projection as it appears to be the most representative based on historic data, recent trends, and the potential impact of neighboring community projections. Design populations of 1,435 and 2,208 will be used for projecting demands in the years 2011 and 2030, respectively. Prepared by Strand Associates, Inc. 4-2 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S4.docx\8/3/2011

20 Village of Brooklyn, Wisconsin Water System Study Section 4 Historical and Projected Water Demands 4.04 WATER SALES AND PUMPAGE A. Water Use Records The Village s historical water use records were obtained from the Wisconsin Public Service Commission (PSC) Water, Electrical, Gas, and Sewer Annual Reports for the years 2000 through 2010 and are provided in Appendix C. B. Sales to Pumpage Ratio Figure presents plotted sales to pumpage ratios since Sales will be less than pumpage because of meter losses, leakage, water main breaks, and hydrant flushing. The efficiency has ranged from 83 percent to 92 percent. The sales to pumpage ratio used to calculate future demands will be 85 percent. This is a reasonable value to sustain for a well-maintained water system like Brooklyn s. If the efficiency cannot be maintained at 85 percent, then future demand projections will increase and future water supply improvements, if necessary, will be required sooner. 85% Figure Sales to Pumpage Ratios Prepared by Strand Associates, Inc. 4-3 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S4.docx\8/3/2011

21 Village of Brooklyn, Wisconsin Water System Study Section 4 Historical and Projected Water Demands C. Maximum to Average Day Ratio Figure presents plotted ratios of maximum day to average day since The values range from 2.3 to 7.5. In 2006 and 2009, the elevated tank overfilled, causing the ratio to increase drastically and can be considered outliers. For estimation of future maximum day demands, a value of 2.5 will be used. This value, while lower than many of the ratios seen in the past 10 years, is on the high end of typical values found in communities and therefore will be a conservative value to use for projecting future maximum day demands. In addition to the elevated tank overflows in 2006 and 2009, several other ratios that occurred in the past 10 years are from incidents that should not be contemplated when developing future ratios. For example, in 2001 the valve at Well No. 1 stuck open and in 2002 and 2005 flushing of new construction and hydrants, respectively, caused high maximum to average day ratios. The value of 2.5 agrees with the remaining years. 2.5 Figure Maximum Day to Average Day Ratios Prepared by Strand Associates, Inc. 4-4 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S4.docx\8/3/2011

22 Village of Brooklyn, Wisconsin Water System Study Section 4 Historical and Projected Water Demands D. Total Sales Per Capita Figure presents the plotted total sales per capita per day values since Historic data shows an overall decreasing trend in water usage. Although there is a downward trend in sales per capita in the past, a continued and long-term decline in per capita sales is not likely. Therefore, the 2011 value is estimated to be 45 gallons per capita per day (gcd), and the 2030 value is estimated to be 55 gcd to account for possible increases in water usage. 45 gcd Figure Per Capita Sales Prepared by Strand Associates, Inc. 4-5 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S4.docx\8/3/2011

23 Village of Brooklyn, Wisconsin Water System Study Section 4 Historical and Projected Water Demands DEMANDS Demands in this section refer to pumpage and not sales. A Average Day The projected 2011 average day pumpage was calculated by multiplying the design population of 1,435 by the water use factors developed in Section The estimated average day pumpage is approximately 76,000 gpd, or 53 gpm. B Maximum Day 1. Domestic The 2011 maximum day pumpage is estimated at 190,000 gpd by applying the maximum to average day ratio of 2.5 to the 2011 average day pumpage. This is equal to 132 gpm. 2. Domestic Plus Fire The ISO typically recommends basic fire flow requirements that are based on the amount of water a municipality should be able to supply on the day of maximum domestic need. The 2000 Report on Water Facilities Needs Assessment, completed by Strand Associates Inc., reported a needed fire flow of 1,500 gpm for a duration of 1 hour. This value is in line with communities that are highly residential in nature. Because the majority of growth for the Village in the past 10 years has been residential and to maintain consistency with previous planning documents, a needed fire flow of 1,500 gpm for a duration of 1 hour will be used in this report. The total volume of water required to fight a fire on the maximum day would be: Domestic Fire (1 hr at 1,500 gpm) Total 190,000 gallons 90,000 gallons 280,000 gallons Prepared by Strand Associates, Inc. 4-6 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S4.docx\8/3/2011

24 Village of Brooklyn, Wisconsin Water System Study Section 4 Historical and Projected Water Demands DEMANDS A Average Day The projected 2030 average day pumpage was calculated by multiplying the design population of 2,208 by the water use factors developed in Section The estimated average day pumpage is approximately 143,000 gpd, or 99 gpm. B Maximum Day 1. Domestic The 2030 maximum day pumpage is estimated at 357,000 gpd by applying the maximum to average day ratio of 2.5 to the 2030 average day pumpage. This is equal to 248 gpm. Figure presents the projected average and maximum day demands through Figure Projected Average and Maximum Day Demands 2. Domestic Plus Fire A fire flow demand of 1,500 gpm for a duration of 1 hour was used for calculation purposes. Basic fire flow requirements are based on the amount of water the Village should be able to supply on the day of maximum domestic demand. The total volume of water required to fight a fire on the maximum day would be: Domestic Fire (1 hr at 1,500 gpm) Total 357,000 gallons 90,000 gallons 447,000 gallons Prepared by Strand Associates, Inc. 4-7 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S4.docx\8/3/2011

25 SECTION 5 ADDITIONAL REQUIRED CAPACITY

26 Village of Brooklyn, Wisconsin Water System Study Section 5 Additional Required Capacity 5.01 GENERAL Days of maximum demand occur on several days in succession. As a result, water withdrawn from storage during any one maximum day must be replaced before the following day to ensure an adequate supply of water for the next day. Therefore, total demand on the maximum day determines the minimum amount of water that must be available for the next day. Because days of maximum domestic demand can occur frequently, and for extended periods of time, it is recommended the system be designed to meet maximum domestic demands with the most critical pumping unit out of service. The total amount of water that can be withdrawn from the ground with the largest well out of service is termed the system s firm well capacity. If the firm well capacity is less than the maximum day demand, storage will be depleted and an inadequate amount of water may exist for the following day. Alternatively, if the well capacity of the system meets or exceeds the total demands, then the storage tank may be refilled during any 24-hour period and water will be available to meet the following maximum day demands. If the system s firm capacity just equals the maximum day domestic demand rate, the amount of storage required would be equal to fire requirements plus peak domestic storage demands. Water withdrawn from storage to meet fire demand need not be replaced the same day or the day following the fire. However, it is advisable to replenish the storage as soon as possible CAPACITY A Maximum Day-Domestic The total pumpage on the maximum day in 2011 is estimated to be 190,000 gpd (132 gpm). Section 2 discusses the capacity of the existing wells. For the purpose of this report, it will be assumed the capacity of each well will be the rated capacity of the pump, which is 400 gpm for each well. The total well capacity is 800 gpm, and the firm well capacity is 400 gpm. The firm well capacity exceeds the 2011 projected maximum day domestic demands. The Village has a reserve well supply of 268 gpm, and no additional well capacity is required to meet projected 2011 maximum day domestic demands. Communities the size of Brooklyn typically require storage at least equal to 25 percent of the maximum day to meet peak hourly demands and to allow for operational fluctuation in the tank. In 2011, the projected maximum day domestic demand is 190,000 gpd. The volume of storage required to meet the domestic demand requirements is equal to 48,000 gallons. The total storage available in the Village is 200,000 gallons. Therefore, the Village will have a reserve storage capacity of 152,000 gallons to meet 2011 projected maximum day domestic demands. B Maximum Day Plus Fire Section 4.04 discussed the 2011 fire demand conditions for the Village. A demand rate of 1,632 gpm (132 gpm domestic demand plus 1,500 gpm fire demand) for 1 hour must be satisfied to provide the necessary fire protection. Because a fire can start at any time during the day, the expected domestic use must be taken into account when computing available capacity. Prepared by Strand Associates, Inc. 5-1 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S5.docx\8/3/2011

27 Village of Brooklyn, Wisconsin Water System Study Section 5 Additional Required Capacity The total amount of water available to satisfy the maximum day plus fire demand is equal to the firm well capacity plus the water available from storage in the elevated tank. It will be assumed the storage is depleted 48,000 gallons at the start of the initial fire demand. This leaves 152,000 gallons remaining in the elevated tank at the start of the fire. Maximum Day Demand Fire Demand Firm Well Capacity Storage Capacity* Total * Storage capacity = 152,000 gallons/60 minutes gpm -1,500 gpm 400 gpm 2,533 gpm 1,301 gpm During a 60-minute fire flow event, the system is projected to have a reserve capacity of 1,301 gpm or approximately 78,000 gallons. Therefore, no additional storage is needed to meet the projected 2011 maximum day plus fire demand CAPACITY A Maximum Day-Domestic The total pumpage on the maximum day in 2030 is estimated to be 357,000 gpd (248 gpm). The firm well capacity of 400 gpm exceeds the 2030 projected maximum day domestic demands. The Village has a reserve well supply of 152 gpm, and no additional well capacity is required to meet projected 2011 maximum day domestic demands. Communities the size of Brooklyn typically require storage at least equal to 25 percent of the maximum day to meet peak hourly demands and to allow for operational fluctuation in the tank. In 2030, the projected maximum day domestic demand is 357,000 gpd. The volume of storage required to meet the domestic demand requirements is equal to 89,250 gallons. The total storage available in the Village is 200,000 gallons. Therefore, the Village will have a reserve storage capacity of 110,750 gallons to meet 2030 projected maximum day domestic demands. B Maximum Day Plus Fire Section 4.05 discussed the 2030 fire demand conditions for the Village. A demand rate of 1,748 gpm (248 gpm domestic demand plus 1,500 gpm fire demand) for 1 hour must be satisfied to provide the necessary fire protection. The total amount of water available to satisfy the maximum day plus fire demand is equal to the firm well capacity plus the water available from storage in the elevated tank. It will be assumed the storage is depleted 89,250 gallons at the start of the initial fire demand. This leaves 110,750 gallons remaining in the elevated tank at the start of the fire. Prepared by Strand Associates, Inc. 5-2 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S5.docx\8/3/2011

28 Village of Brooklyn, Wisconsin Water System Study Maximum Day Demand Fire Demand Firm Well Capacity Storage Capacity* Total * Storage capacity = 110,750 gallons/60 minutes. Section 5 Additional Required Capacity -248 gpm -1,500 gpm 400 gpm 1,846 gpm 498 gpm During a 60-minute fire flow event, the system is projected to have a reserve capacity of 498 gpm or approximately 30,000 gallons. Therefore, no additional storage is needed to meet the projected 2030 maximum day plus fire demand. However, if large areas of industrial development occur in the southeast portion of the Village, the required fire flow rate and duration is likely to increase. To plan for this industrial development, a fire flow demand of 2,500 gpm for 2 hours will be utilized. It will be assumed the storage is depleted 89,250 gallons (25 percent of the maximum day domestic demand of 357,000 gpd) at the start of the initial fire demand. This leaves 110,750 gallons remaining in the elevated tank at the start of the fire. Maximum Day Demand Fire Demand Firm Well Capacity Storage Capacity* Total * Storage capacity = 110,750 gallons/120 minutes gpm -2,500 gpm 400 gpm 923 gpm -1,425 gpm During a 120-minute fire flow event, the system is projected to have a deficit of 1,425 gpm or approximately 171,000 gallons. Some industrial development may require a greater fire flow demand than 2,500 gpm for 2 hours and the storage deficit would also increase. Prepared by Strand Associates, Inc. 5-3 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S5.docx\8/3/2011

29 SECTION 6 COMPUTER MODEL

30 Village of Brooklyn, Wisconsin Water System Study Section 6 Computer Model 6.01 GENERAL The computer model of the Village of Brooklyn water distribution system was created using WaterGEMS V8i as part of this study. The distribution system was imported into the model using Geographic Information System (GIS) shape files. Well and pump data were added to the model using daily pumpage monitoring and pump curves provided by the Village. Storage facility criteria was input in the model to reflect the appropriate volume to depth ratios and operating ranges. Each element in the model was assigned an elevation using WaterGEMS subroutines. Water demands were allocated evenly throughout the model. Adjustments to the demands were used to model estimated average and maximum day demands. The model was used to evaluate the distribution system s ability to supply year 2011 and 2030 water demands throughout the Village with the needed flows for fire fighting and reasonable system pressure. The results of the analyses are discussed in detail in this section MODEL CALIBRATION To accurately simulate real world conditions, it is critical that results of the model can be verified against actual observed conditions in the distribution system. This was done by performing field testing of hydrant flows in various parts of the distribution system. Five flow tests were completed on June 9, 2011 and two flow tests were performed on July 28, The flow tests utilized one monitoring hydrant and one flowing hydrant. The monitoring hydrant was used to observe the static pressure when no hydrants were flowing and residual pressure when the flowing hydrant was opened. A pressure gauge was attached to the monitoring hydrant and air was purged from the hydrant and gauge manifold prior to initial readings. When the flowing hydrant was fully opened, the residual pressure reading was taken at the monitoring hydrant. If a pressure drop of less than 10 pounds per square inch (psi) was observed or if the pressure was too high out of the flowing hydrant for the purpose of taking pressure readings, the flowing hydrant was slowly closed and a second cap on the hydrant was removed to yield more flow. The residual pressure was recorded at the monitoring hydrant, and the pressure of the flow in each stream from the flowing hydrant was recorded using a pitot gauge. After obtaining all the readings, the hydrants were closed and the caps were replaced. The flow from the hydrants was calculated after the field tests were completed. The flow from each outlet was determined based on the pitot gauge reading observed and the diameter of the hydrant outlet. Discharge rates were obtained using the following equation: Q = * C * d 2 * P 0.5 Q = flow in gpm D = diameter of outlet in inches P = pitot pressure in psi C = discharge coefficient for the outlet* Prepared by Strand Associates, Inc. 6-1 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S6.docx\8/3/2011

31 Village of Brooklyn, Wisconsin Water System Study Section 6 Computer Model * A coefficient C of 0.90 for the 2.5-inch outlet and 0.75 for a 4.5-inch outlet, which assumes a full and relatively smooth flow from the hydrant outlet, is typical for most standard utility hydrants. A computer model is typically considered to be sufficiently calibrated when the static and residual pressures predicted by the model at specific flow test locations are within 5 psi of the field measurements. Real-time operating data taken from the Village s Supervisory Control and Data Acquisition (SCADA) system and data taken manually from Well No. 2 during each field flow test were used to set pumping rates and elevated tank level in the model. The model was then used to simulate the flow tests under the observed conditions. Table shows the flows and pressures measured in the field compared to the model-simulated pressures at various points in the distribution system under both static and residual flow conditions. A comparison of the static and residual pressures indicates a good agreement between the model and field results in all but one of the locations. Several fire flow tests were performed in the northwest area of the Village on 4th Street, but the model consistently reported a lower residual pressure than what was recorded during the flow test. Efforts to decrease the head loss from the elevated tank to the northwest area in the model were unsuccessful; therefore, results estimated by the model can be considered conservative. Field Static Pressure (psi) Modeled Static Pressure (psi) Field Residual Pressure (psi) Modeled Residual Pressure (psi) Field Measured Fire Flow (gpm) Test Number Address 1 4th Street ,800 2 Main Street ,800 3 South Kerch Street ,400 4 Cedar Street ,200 5 Easy Street ,800 1 Retest 4th Street , th Street ,900 Table Model Calibration Results Prepared by Strand Associates, Inc. 6-2 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S6.docx\8/3/2011

32 Village of Brooklyn, Wisconsin Water System Study Section 6 Computer Model 6.03 MODEL ANALYSES A Conditions 1. Average Day The average day condition was modeled using a steady-state analysis with no wells operating and the elevated tank level set at 5 feet below overflow. Running the model showed the elevated tank was draining at a rate of 53 gpm. The lowest modeled pressures occur in the central part of the Village along North Rutland Avenue (County Highway MM) between Hotel Street and Church Street. The modeled pressures of approximately 55 to 56 psi are likely the results of higher elevations in this part of the distribution system. The highest pressures in the system occur near the wastewater treatment plant (WWTP). The modeled pressure of approximately 68 psi is likely the result of the low elevation in this part of the distribution system. These pressures, however, are well within the normal operating pressure range. Figure shows the resulting pressure contours from this analysis. 2. Maximum Day The maximum day condition was modeled using a steady-state analysis with no wells operating and the elevated tank level set 5 feet below overflow. Running the model showed the elevated tank was draining at a rate of 132 gpm. The lowest and highest modeled pressures in the system were found in the same location as in the average day scenario and are within the normal operating pressure range. Figure shows the resulting pressure contours from this analysis. 3. Fire Flow Analysis A fire flow analysis was conducted using the maximum day conditions for the base demands. Restrictions were set in the model to compute the flow available from each hydrant while maintaining a minimum of 20 psi throughout the system. The modeled available flow ranged from approximately 700 to 6,000 gpm. The high end value of 6,000 gpm is not a realistic field value but indicates very strong areas of the system, generally near elevated tanks, where fire flow will only be limited by the size of the hydrants and firefighting equipment utilized. Typically, the available fire flow will be highest near elevated storage and lowest on dead end mains, small diameter mains, and at higher elevations. Figure shows the contours of available fire flow throughout the system. Prepared by Strand Associates, Inc. 6-3 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S6.docx\8/3/2011

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36 Village of Brooklyn, Wisconsin Water System Study Section 6 Computer Model B Conditions Several water main extensions were added to the model to account for the anticipated growth through the year To remain consistent with the most recent water main installations in the Village, the future water main extensions are anticipated to be 10-inch-diameter ductile iron pipe. The location of the water main extensions are based on the conceptual road locations found in the Comprehensive Plan revision. Because not all of the planned land use will be developed by 2030, the Village identified areas of planned land use where development is likely to occur. Figure shows these areas of planned development. These areas are generally located around the periphery of the Village. The difference in average day and maximum day demands between 2011 and 2030 was allocated in the model over the proposed development areas. 1. Average Day The average day condition was modeled using a steady-state analysis with no wells operating and the elevated tank level set at 5 feet below overflow. Running the model showed the elevated tank was draining at a rate of 99 gpm. The lowest modeled pressures occur in the central part of the Village along North Rutland Avenue (County Highway MM) between Hotel Street and Church Street. The modeled pressures of approximately 55 to 56 psi are likely the results of higher elevations in this part of the distribution system. The highest pressures in the system occur near the WWTP, in portions of the proposed West Neighborhood, and on the eastern edge of the distribution system near the intersection of Church Street (State Road 92) and King Lake Road. The modeled pressures of approximately 68 psi are likely the result of the low elevation in these parts of the distribution system. These pressures, however, are well within the normal operating pressure range. Figure shows the resulting pressure contours from this analysis. 2. Maximum Day The maximum day condition was modeled using a steady-state analysis with no wells operating and the elevated tank level set 5 feet below overflow. Running the model showed the elevated tank was draining at a rate of 248 gpm. The lowest and highest modeled pressures in the system were found in the same location as in the average day scenario. Figure shows the resulting pressure contours from this analysis. 3. Fire Flow Analysis The modeled available flow ranged from approximately 700 to 6,000 gpm. Typically, the available fire flow will be highest near elevated storage and lowest on dead-end mains, small diameter mains, and at higher elevations. The areas estimated to be developed by 2030 had modeled available fire flows that ranged from approximately 900 to 5,000 gpm. Available fire flows in the western portion of the system, including near the elementary school, increased approximately 700 to 2,500 gpm by looping the distribution across the railroad tracks from Marcie Street to Second and Fourth Street. Figure shows the contours of available fire flow throughout the system. Prepared by Strand Associates, Inc. 6-4 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S6.docx\8/3/2011

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41 Village of Brooklyn, Wisconsin Water System Study Section 6 Computer Model 6.04 AREAS OF DEFICIENT FIRE FLOW Generally acceptable fire flow capacity is 1,000 to 1,500 gpm of flow for residential districts. Small multifamily, light industrial, and commercial zones require between 1,000 and 3,000 gpm of flow. Larger commercial zones, industrial complexes, or larger apartment buildings may require up to 4,000 gpm or more of flow. Community water systems are rated in part on their ability to provide fire demand for a given duration. The demand must be supplied by well pumps, from storage, or a combination of both. The following areas were found to have deficient fire flows. These deficiencies can be improved by replacing the existing pipe with 10-inch mains and looping dead-end mains where feasible. A. Existing Southeast Neighborhood Low available fire flows of approximately 700 to 1,100 gpm were estimated at the hydrants on the dead-end mains located in the existing southeast neighborhood on South Kerch Street, Hilltop Court, and Hilltop Circle. By replacing the older 6-inch main along Hilltop Circle and South Kerch Street with 10-inch main, available fire flow is estimated to increase to approximately 1,600 to 2,000 gpm. B. Proposed Southeast Neighborhood If South Kerch Street is extended to the south to serve proposed residential lots and the water main extension terminates in a dead end, low fire flows of approximately 900 gpm are anticipated. Fire flow to this area is estimated to increase to 2,100 gpm by replacing the older 6-inch main along the entirety of South Kerch Street with 10-inch main. C. South Rutland Avenue The available fire flows from the hydrants near the WWTP on South Rutland Avenue are estimated to be approximately 900 gpm. Fire flow to this area is estimated to increase to 2,000 gpm by replacing the older 6-inch main along South Rutland Avenue from Church Street to the WWTP with 10-inch main. D. Proposed Southeast Industrial Park The available fire flows in the proposed southeast industrial park range from approximately 2,250 to 2,500 gpm. Operating Well No. 2, nearest the proposed industrial area, only results in an available fire flow increase of approximately 100 gpm. Depending on the type of industrial development that will occur in this area, these flows may be adequate. However, development should be monitored so that industries requiring a greater fire flow than what is available be required to provide their own fire fighting capabilities or the Village would need to construct additional water supply infrastructure. Prepared by Strand Associates, Inc. 6-5 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S6.docx\8/3/2011

42 Village of Brooklyn, Wisconsin Water System Study Section 6 Computer Model E. Other System Improvements Currently, there is no continuous 10-inch main connection from the elevated tank to the southern half of the Village. The connections on Market Street, North Rutland Avenue, and North Kerch Street all have portions of 6-inch main, which reduces available fire flow to the southern half of the Village. Replacing the 6-inch main on Market Street is likely the best alternative because it contains the shortest stretch of main replacement and it has not been reconstructed or resurfaced in recent past. Available fire flows in the center and western half of the Village, which are most directly affected by the main replacement, increase an average of approximately 350 gpm. Prepared by Strand Associates, Inc. 6-6 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S6.docx\8/3/2011

43 SECTION 7 CONCLUSIONS AND RECOMMENDATIONS

44 Village of Brooklyn, Wisconsin Water System Study Section 7 Conclusions and Recommendations 7.01 CONCLUSIONS A. Supply and Demand The projected 2011 maximum day demand is 132 gpm. The existing firm well capacity, assuming Well No. 1 operates at the rated pump capacity, is 400 gpm and exceeds the projected 2011 maximum day demand. Maximum day demands are projected to increase to 248 gpm in the year 2030, resulting in a reserve well supply of 152 gpm. With the exception of iron and manganese exceeding the secondary contaminant levels, there are no water quality issues in the Village. The SMCL is 0.3 mg/l for iron and 0.05 mg/l for manganese. Testing of these compounds over the past 20 years shows iron levels have been increasing at Well No. 1 and manganese levels have been increasing at both wells. However, the tests have been infrequent. B. Storage The total capacity of the elevated storage in the Village is 200,000 gallons. The current volume is sufficient to satisfy maximum day plus fire demands over the planning period of this study if a fire demand of 1,500 gpm for 1 hour is used. However, if a fire demand of 2,500 gpm for 2 hours is used for industrial development planning in the southeast portion of the Village, a storage deficit of approximately 1,425 gpm for 2 hours or 171,000 gallons is projected. This deficit grows larger as the fire demand increases. C. Distribution System The existing and proposed water distribution system provides adequate operating pressure under all modeled scenarios over the planning period. Areas of low fire flow were identified with the computerized water system model. These low flows are primarily caused by small-diameter old mains that feed dead ends. Replacement of the mains and looping, where feasible, will improve flow to these areas. Prepared by Strand Associates, Inc. 7-1 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S7.docx\8/3/2011

45 Village of Brooklyn, Wisconsin Water System Study Section 7 Conclusions and Recommendations 7.02 RECOMMENDATIONS A. Well Supply and Storage Previous sections show there is reserve well supply and either a reserve or deficit storage volume, depending on the fire demand, for meeting the projected demands throughout the planning period. Therefore, periodic review of the water system demands and analysis of the water system capacity are recommended. Industrial development should also be monitored so that industries requiring a larger fire demand storage volume are required to provide their own fire fighting capabilities or the Village would need to construct additional storage or well supply. Because testing for iron and manganese has been infrequent over the past 20 years, it is recommended that testing be performed quarterly at a minimum. Testing should also be performed consistently during the middle of the well pump operation to avoid potential high concentrations of compounds during pump start-up. B. Distribution System Overall, the Brooklyn distribution system provides strong hydraulic connections between the points of supply, storage, and demand. The improvements recommended here are primarily intended to increase available fire flows and eliminate 6-inch mains in the older areas of the system. In general, all aged 6-inch mains should be replaced along with street reconstruction projects. 1. Existing Southeast Neighborhood Fire flow availability at the hydrants located on South Kerch Street, Hilltop Court, and Hilltop Circle can be improved by replacing the existing 6-inch older mains on South Kerch Street and Hilltop Circle with 10-inch main. It is recommended these improvements coincide with street reconstruction projects. 2. Proposed Southeast Neighborhood The proposed residential development, located south of South Kerch Street, is likely to encounter low available fire flows if no improvements are made to the main on S. Kerch Street. If development occurs before South Kerch Street is reconstructed, it is recommended the older 6-inch main on South Kerch Street be replaced with 10-inch main. To increase system redundancy, it is also recommended to ultimately loop the main that extends through the proposed residential development to the existing main to the west along S. Rutland Avenue. 3. South. Rutland Avenue Fire flow availability from the hydrants located on S. Rutland Avenue near the WWTP is estimated to be approximately 900 gpm. This flow can be improved by replacing the older 6-inch main with 10-inch main. It is recommended this improvement coincide with street reconstruction projects. 4. Proposed Southeast Industrial Park Estimated fire flow availability ranges from approximately 2,250 to 2,500 gpm. While this magnitude of flow may be adequate for some industrial development, it is recommended that individual industrial fire flow requirements be monitored as development occurs. Prepared by Strand Associates, Inc. 7-2 R:\MAD\Documents\Reports\Archive\2011\Brooklyn, WI\WSS JRB.jul\Report\S7.docx\8/3/2011