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Chapter 8: Water Supply Plan

Introduction

The Water System Plan evaluates the ability of the Lino Lakes’ Water System to meet all anticipated water demands and potential fire flows in a safe and dependable manner. First, the existing Lino Lakes Water System was evaluated to identify any needs or deficiencies with the current water system. Second, the future water system needs were identified to address water system requirements through full build out based on the proposed future land use and the guidelines of the 2030 Comprehensive Plan Update. Analysis of the existing and future water system was conducted using the criteria explained in the Water System Performance Criteria section of this plan. All improvements proposed by this plan complement the current system, provide for the safety and health of its customers, and allow for water service at affordable and competitive rates.

Vision, Goals and Policies This plan includes new development forecasts for the City, current population and expected development patterns. As a part of the comprehensive plan update, the Citizen Visioning Committee and the Citizen Comprehensive Plan Advisory Panel created goals and strategies to achieve the community vision. The planning, design and evaluation done for the 2030 Water System Plan supports this Vision. The cost-effective expansion of the water supply system indirectly supports achieving many of the City's goals, and, obviously, directly achieves the water supply goal (Goal 4) identified in the Lino Lakes 2030 Comprehensive Plan Goals and Strategies document. Below are the goals and strategies set for the water system. Community Facilities Policies: 1. Provide a low-maintenance, cost-effective water system that meets the long-term needs of

the City's residents and businesses. 2. Provide adequate water pressure for all residents and businesses. 3. Continue working with adjacent communities to provide a cooperative water system for

emergency services. 4. Provide water service for developing areas in a planned manner by constructing new mains,

water towers, wells and water treatment plants. 5. Protect the City's sustainable water supply through conservation by reducing the demand for

water, improving the efficiency of water use, and reducing loss and waste of water. 6. Protect the groundwater source from contamination by implementing the wellhead protection

plan. Design Period and Planning Area The determination of future system needs are based on conditions projected to occur through the year 2030, with special focus on the years 2010, 2020, and 2030. The 2020 and 2030 time periods serve as a basis for planning major capital improvements, such as storage tanks and

Goal 4: Provide the City's residents and businesses with affordable potable water that is safe and of high quality for daily consumption and fire demand.

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possible water treatment facilities. It is entirely possible that facilities could reach a condition where major renovation is necessary prior to the need for expansion. This Plan should be revisited and updated as necessary to ensure that the system implementation is keeping pace with development, and conversely, that the forecasted growth assumptions are still valid. A period of seven to ten years should be appropriate to allow for the refinement of the planning and water use information contained herein and, in particular, to determine the impact of demand reduction measures on the need for facility and infrastructure improvements, as recommended by this Plan. An important step in the development of an Improvement Plan is the identification of a service or planning area to accommodate the projected growth over the design period. Communities can accommodate growth in several ways. Large tracts of undeveloped land can be converted to urban uses, such as residential, commercial, business, industrial or institutional. In other cases, “in-fill” development can occur in which unused lots are converted to more intense uses. Communities can also grow if land is re-developed, that is an existing use is converted to other more intense uses. Full build out based on the proposed future land use and full build out population projections (ultimate population) was used in this plan to model future water demand and make recommendation on future infrastructure and facility needs.

Background Land Use The community of Lino Lakes anticipates growth in upcoming years. Planning for growth poses significant opportunities and challenges for the community. The city’s land use plan is an important tool to ensure that the city is adequately prepared to respond to these opportunities and challenges. The land use plan plays a key role in managing growth within the city. The future land use map is also used to estimate the community’s capacity to accommodate projected household and employment growth. These household and employment forecasts are used to develop the remaining chapters of the comprehensive plan, as sewer and water, and transportation infrastructure plans are based on the forecasts and development information presented in the land use chapter. Additionally, the future land use plan was prepared in conjunction with the Resource Management System Plan, which incorporates the Rice Creek Watershed District/Lino Lakes Resource Management Plan (RMP), the City’s Parks, Natural Open Space/Greenways and Trail System Plan, and the City’s Local Surface Water Management Plan to manage and protect community resources. As part of this process, the future land use plan was analyzed to determine impacts to the natural environment and to identify appropriate mitigation measures, which are identified in the Resource Management System Plan. This process ensures that adequate infrastructure is in place to accommodate the community’s growth and that natural resources are protected. The Full Build Out Future Land Use Plan with the Future Water System shown in Figure No. 8-1 will provide a guide for managing future development and growth by determining future land uses and development intensity. In addition to the land use plan growth management tools are used for the City to ensure that adequate infrastructure is in place to accommodate new growth. Due to market forces, its location in the Twin Cities metropolitan area, and regional policy, growth in the city is inevitable. The comprehensive plan will ensure that growth can be accommodated and adequate infrastructure is available.

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Population The population forecasts were developed through a collaborative effort guided by the Comprehensive Plan Advisory Panel by reviewing past planning documentation and to evaluate the changing demographic conditions and influencing factors. Population projections, future land-use, and growth patterns have been created and are used in the 2030 Water System Plan. Utilizing population information and growth forecasts, the water system plan provides the guidance and information on the future water system necessary to accommodate the City's forecasted growth. This involved reviewing and updating the City's proposed land-use and staged development map, estimating the number of housing units and commercial/industrial properties in the future development sites, and providing solutions based on those updates for providing water service to new development and sustaining quality service to the existing system. Population projections are shown in Table 8-1. Figure 8-2 presents this information graphically, along with estimates of historical population, and the population served by the water system. This figure also assumes that all City residents will eventually be brought onto the water system.

Table 8-1. Estimated Population Forecast

Year Total

Population Population Served by Water System

2008 19,000 14,4932010 20,026 16,2542020 25,156 22,7872030 30,286 30,286Ultimate 53,500 53,500

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Table 8-2 represents population at full build out by Sewer Sub Districts. This data is used in the analysis of the existing system and the design of the future water system. The sewer sub-districts listed above are depicted in Figure 8-3.

Table 8-2. Population and Units at Full Build Out

SEWER SUB-

DISTRICT

EXISTING EMPLOYMENT

NEW EMPLOYMENT AT FULL BUILD OUT

TOTAL UNITS AT FULL BUILD

OUT

POPULATION AT FULL BUILD

OUT 1A 190 756 2,0721B 180 1,218 3,3381C 71 306 8391D 1,075 2,9461E 294 8061F 614 1,6831G 82 2251H 80 218 5982A 386 1,0582B 530 1,109 1,819 4,9852C 750 2,0552D 69 1902E 335 36 322 8832F 1,115 339 2,019 5,5332G 153 4202H 141 151 4142I 147 2,028 5,5572J 547 1,4993A 330 1,275 592 1,6233B 60 2,479 1,402 3,8423C 559 1,5323D 157 4313E 154 4223F 40 1103G 136 247 6774A 250 666 1,8254B 460 1,2614C 98 2694D 350 9594E 90 2475A 4,309 0 05B 873 543 1,4885C 4,171 1,355 3,713

2,550 15,606 19,520 53,500

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Water System Performance Criteria This section of the plan develops the performance criteria under which the water system will be evaluated and designed. This involves an evaluation of historic population, projection of future growth, per capita water consumption including water use patterns and trends, seasonal peaks in water consumption, and the impact of major users. This section will form the “design basis” for the Water System Plan.

Water Use Historical well appropriation records provide a valuable source of information for the prediction of future water needs. City records were reviewed over the past several years to establish design parameters for this Plan. Average and Peak Day Demand Average day demand and peak day demand are commonly used as design criteria for water systems. Average day demand is the amount of water that will be consumed on an average day each year. Peak day demand is the amount of water consumed on the day with the highest rate of water consumption each year. Historical well production data is used to calculate the average day demand and peak day demand. Well production demands are a measure of the amount of water needed to satisfy the supply demands of the customers. Well production in the City of Lino Lakes should always be greater than water sales/consumption. This difference is due to leakage from the system, watermain flushing, meter inaccuracy, and other un-metered uses. Water Conservation Public water suppliers that service more than 1,000 people are required to have a Water Emergency and Conservation Plan approved by the Department of Natural Resources (DNR) (Minnesota Statutes 103G.291). This plan name has been changed to Water Supply Plan, which will be used throughout this report. The Water Supply Plan addresses water use, water supply, emergencies and conservation measures. These plans were first required in 1996 and must be updated every ten years. Minnesota Statutes 103G.291, requires public water suppliers to implement demand reduction measures before seeking approvals to construct new wells or increases in authorized volumes of water. Minnesota Rules 6115.0770, require water users to employ the best available means and practices to promote the efficient use of water. Conservation programs can be cost effective when compared to the costs of developing new sources of supply or expanding water infrastructure and facility capacities. The Water Supply Plan must address supply and demand reduction measures and allocation priorities and must identify alternative sources of water for use in an emergency. The supply and demand reduction measures set by the DNR are used along with historical well production figures to serve as design criteria for the water system. The benchmarks consist of: 1) Unaccounted for water <10% 2) Residential Gallons Per Capita Per Day Demand (gpcd) < 75 gpcd 3) Total Per Capita Demand decreasing 4) Peak Demand: Average Day Ratio < 2.6

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On September 24, 2007 the City of Lino Lakes adopted the Water Emergency and Conservation Plan (now titled Water Supply Plan).

Fire Flow Consideration The Insurance Services Office (ISO) publishes a report that quantifies the magnitude and duration of fire suppression water requirements for individual structures, and summarizes these in a Needed Fire Flow Batch Report. These estimated water requirements are primarily for major commercial, industrial, and public buildings, and consider several factors including the size of the structure, exposure to adjacent structures, construction materials, occupancy types, stored materials, and other similar factors. Identification of these locations allows a more representative evaluation of the fire capacity of the distribution system because it is based on actual fire flow needs within the City. The ISO report from October 2008 identifies the third highest needed fire flow for Lino Lakes as 4,500 gpm. This needed fire flow is used as part of the design criteria for storage requirements. In the absence of specific ISO information, typical fire suppression needs are often set at 1,000 gpm for low density residential, 1,500 gpm for a medium density and estate residential, 2,000 gpm for high density residential, and between 2,500-3,500 gpm for commercial, industrial, and institutional areas as dictated by the Minnesota State Fire Code. Buildings which are provided with internal sprinkler systems usually have greatly reduced water flow requirements, depending on the structure rating. Most systems require only 500-750 gpm for the sprinkler system and another 400 gpm for a hose stream.

Water Quality and Treatment Requirements On September 24, 2007 the City of Lino Lakes adopted a Water Treatment Plant Feasibility Study. Water quality information on the existing wells was reviewed to determine the existing water quality, levels of iron and manganese in the water, what constituents should be removed by treatment, and levels of that removal. Water demands were projected for the future based on the DNR conservation measures for appropriating water and based on population projections for Lino Lakes. Using these demand projections, a plant capacity was determined. Blending of raw well water with the treated water on peak days was evaluated to reduce the treatment plant size. Three potential future water treatment plant sites were studied. At each site a review of future storage needs, water supply, high service pumping needs, and treatment plant sizing was performed based on ultimate population projections. In addition, available treatment technology was reviewed and two types of processing equipment for iron and manganese removal were selected. The ultimate population projections used in the Water Treatment Plant Feasibility Study where modified with the 2030 Comprehensive Plan Update to a full build out population of 53,500. The treatment plant sizing and location, water storage, booster station, well production, and watermain recommendations from the Water Treatment Plant Feasibility Study where updated within this report per the new population projections. Cost and design details are discussed further in the Water Treatment section.

Water Distribution System Piping Network In order to determine the existing capabilities of the watermain system, a WaterCAD Model was developed using current WaterCAD distribution system modeling software. The model was created to simulate the existing system’s response to average and peak demands, fire-fighting requirements, and overnight tank refill. Specifically, these conditions include average daily demand, peak day withdrawal with a fire demand, peak hourly withdrawal, and refilling the tanks

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with minimal overnight water use. The model also utilized the full build out conditions based on the proposed future landuse and population projection to size future trunk watermain lines in undeveloped areas of the City. Pressure Requirements Water pressure needs are subject to individual preference. Satisfactory pressure for some may be viewed as inadequate for others. Municipal water providers are often caught between balancing increasing customer demand for water pressure and regulatory demands for conservation and demand reduction. A reasonable range for normal working pressure is 50 to 70 psi, and not less than 35 psi. The Minnesota Department of Health requires that during a fire or other emergency withdrawal condition, minimum pressures shall not be less than 20 psi. A maximum pressure of 100 psi has been established to avoid over-pressure problems with consumers’ appliances and plumbing systems. A booster station supplies areas with pressure less than 35 psi due to elevation differences between the overflow elevation of the storage tanks and the ground elevation with additional pressure. A reducing station reduces pressure for those areas of the City that may experience pressures greater than 70 psi due to the difference between the ground elevation and the overflow elevation of the storage tanks. Supply or Connection to Adjacent Communities The City of Lino Lakes’ water system is interconnected with the neighboring Cities of Centerville, Circle Pines, Hugo, Shoreview, and Blaine as shown on Figure 8-4. In addition, there exists two interconnects to the Minnesota Correctional Facility water system which uses Lino Lakes water supply in combination with water production from their well. These interconnections are important to the reliable operation of a water system, enabling cities to back-up their water supply to safeguard against failure of a well, or an extreme fire event. Several things affect the compatibility of system interconnects, including any differences in water quality and hydraulic grade lines (overflow elevations).

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Water Storage Requirements Water storage is provided in a municipal water system for three main reasons. The first is to provide for smooth pump operations, minimizing the frequent starting and stopping of large electric motors. The second reason is to provide reserve storage for emergency events, such as power outages, mechanical failure, and other events where the supply is unable to meet the instantaneous demand, or is lost altogether. Finally water storage provides sufficient equalization storage to supply a peak day event. Peak Day versus Peak Hour with Fire Flow Pumping facilities are designed to have sufficient “firm” capacity to supply the peak day demand. The peak day demand is the highest water production day of the year. Although it appears that the peak day rate enables one to establish the minimum design requirements for a system, it must be realized that the consumption rate over the period of a day follows a diurnal pattern, which means the majority of water consumption occurs during the daytime as shown in Figure 8-5. As a result, there are times during the peak day that the rate of consumption will actually exceed the “firm” pumping capacity available (i.e., peak hour, peak minute, etc.). Typically, the peak hour can be more than double the peak day rate. At this point, when demand exceeds “firm” pumping capacity, it becomes necessary to utilize storage capacity to even-out or “equalize” these instantaneous peaks. This prevents the need to provide pumping facilities to “pump on-demand” to meet the peak hour or peak minute demand, which would be costly and under utilize a large part of the facility capacity.

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Minimum storage requirements have been established by the “Ten States Standards”1, which state that, “in the event of a power failure or equipment malfunction, storage volume must be greater than or equal to the average daily consumption, and should include a reasonable fire-fighting reserve.” This requirement may be reduced when the source water and treatment facilities have sufficient standby power capacity to maintain production during electrical power interruption. The Insurance Services Organization (ISO) publishes their own storage adequacy guidelines, which recommend that the storage and distribution system be capable of supplying at least the third highest fire flow required in the City during a peak water use day. The third highest required fire flow as identified by the ISO batch report is 4,500 gpm. This Plan has based the minimum storage requirements on a storage volume sufficient to equalize the peak day demand, and supply a fire of 4,500 gpm for four hours.

1 Recommended Standards for Water Works, 2007, Great Lakes, Upper Mississippi Board of State Public Health and Environment Managers.

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Analysis of the System A computer model of the existing Lino Lakes Water System was created to analyze the systems status. A computer model based on the full build out future land use and population projections was also created to evaluate what trunk lines would be required to serve the areas of Lino Lakes to be developed. The water distribution model system was utilized to evaluate the hydraulic capability of the water system to meet the City of Lino Lakes needs by simulating the system’s response to peak demands, fire-fighting requirements, and overnight tank refill. Each condition stresses the system differently and helps to identify actual conditions of operations which cause poor levels of performance. The Ten States Standards recommends the minimum size of watermain for providing fire protection and serving fire hydrants to be six inches in diameter, with larger mains required if necessary for providing satisfactory fire flow. In addition, velocities in long watermain segments should typically be less than five feet per second (fps), but are acceptable up to about 10 fps during emergency withdrawal conditions of short duration. These standards where used in the analysis of the existing system and the design of the future water system.

Summary of Analysis and Design Criteria This section establishes the design parameters under which the existing and future water system will be evaluated and/or designed. While these criteria are largely based on historical information, which is not totally reflective of trends, it is considered to be the most reliable basis for projecting future water use patterns. Although the design parameters shown in Table 8-3 are used for analysis and design, assumptions are also made that the City conservation goals will reduce these parameters in the future. Figure 8-6 shows a graphical representation of these parameters to 2030. Table 8-3 breaks down the design criteria used for the future water system. Assumptions were made that the Average Day and Peak Day Water Demands would decrease as conservations measures enacted by the City take effect. Average Day Water Demand in gallons per capita per day is the amount of water consumed on an average day by Lino Lakes Water System customers. This number is projected to decrease as the City’s conservation goals take effect. Average day water demand may be reduced if further conservation measures are enacted by the City or the State of Minnesota. Also, under the Average Day Water Demand are gallons per day and gallons per minute, these numbers increase with the population projection increase.

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Table 8-3. Criteria for Analysis and Design 2008 2010 2020 2030 Ultimate Population Served by Water System

14,493

16,254

22,787

30,286

53,500

Average Day Water Demand

Residental Use Gallons per Capita per Day (gpcd)

86

85

80

75

75Other Use Gallons per Capita per Day (gpcd)

26

25

20

20

20

Gallons per Capita per Day (gpcd)

112

110

100

95

95

Gallons per day (gpd) 1,617,534 1,787,966 2,278,702 2,877,170 5,082,500Gallons per minute (gpm)

1,123

1,242

1,582

1,998

3,530

Peak Day Water Demand

Peak Day: Average Day Ratio

3.78

3.33

2.90

2.78

2.60

Gallons per day (gpd) 6,114,279 5,953,928 6,608,236 7,992,139 13,214,500Gallons per minute (gpm)

4,246

4,135

4,589

5,550

9,177

Storage Requirements Peak Day Equalization plus 4,500 gpm fire flow for 4 hours Pressure Requirements Nominal Working: 50-70 psi Minimum: 35 psi Minimum, at Fire Flow Withdrawal 20 psi Maximum Pressure 100 psi

The Peak Day Water Demand section gives the peak day: average day ratio, which is the peak gallons per day divided by the average gallons per day. This figure is reduced over time as population increases and per capita demand decreases due to conservation measures. Also under the Peak Day Water Demand are gallons per day and gallons per minute, these numbers increase as the population projections increase from 2008 to 2030. Storage requirements are discussed in the Water Storage Requirements section and pressure requirements are detailed in the Pressure Requirements section of this plan. These design criteria are implemented in the Future Water System section with additional descriptions of the future water system requirements.

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Existing Water System

Existing Water Use The City of Lino Lakes has a total area of 21,450 acres, of which about 3,000 acres of land is occupied by the Chain of Lakes Regional Park and 520 acres by the Interstate 35W and 35E corridors. The remainder of the City includes extensive wetland areas and many small lakes. The existing City water system consists of five active wells, two elevated storage tanks, a booster station, and a system of trunk and lateral watermains ranging in size from 6 inches to 16 inches. The City does not treat its water at a central treatment facility. However, the City does provide a chemical addition at each well to disinfect, fluoridate, and control iron and manganese amounts. The water system serves approximately 14,500 residents and maintains seven interconnections to neighboring cities and the Minnesota Correctional Facility water systems as shown in Figure 8-4 Existing Water System map. The water system daily demand averaged 1.6 million gallons per day in 2007. The peak day demand in 2007 was 6.1 million gallons. The water supplied by the five wells is pumped from the Jordan Sandstone Aquifer (groundwater aquifer), which is considered to be an abundant water source and meets all health requirements. To ensure that the ground water aquifers remain an abundant water source and can meet future water demands, the City of Lino Lakes and state agencies are working to implement water conservation measures. Water Use by Category Categorical water use can provide insight into consumption trends and patterns within a City, and be a valuable source of information when predicting future water needs. Changes in the amount of water used within a category can result in fundamental changes in daily and yearly demand patterns seen by the system. Annual water sales by category are presented for a typical year in Figure 8-7.

It should be noted that the 5% agricultural water use does not include water used for residential irrigation needs, such as watering of lawns and gardens. Of the 84% residential use, an estimated one half is for domestic use, and the other half is due to residential lawn irrigation, and other discretionary uses. Due to conservation efforts by the City of Lino Lakes the percentage of

Figure 8-7. 2007 Water Use by Category

Residential 84%

Commercial, Industrial and Institutional

11%

Irrigation5%

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residential use will reduce as the commercial, industrial, and institutional increases. Although the commercial, industrial, and institutional percentage of water use by category will increase the total gallons per capita consumed is estimated to decrease from 112 to 95 by 2030 as shown in Table 8-3. Major Water Users A major user is defined as one who consumes 5% or more of the total production. No user alone consumed greater than 5% of total sales. The Minnesota Department of Corrections - Lino Lakes Facility currently uses 13,373,000 gallons (2.3%) of the city’s water supply as of 2007. The Minnesota Department of Corrections Lino Lakes Facility pumps an additional 21,214,000 gallons from their on-site well. If this well should fail or go out of service the Lino Lakes Facility would require approximately 5.9% of the Cities production. Unaccounted-For Water Use All water systems will lose water to system leakage, watermain flushing, and other un-metered uses. As a result, the water pumped to the system will always be greater than the water sold from the system. The City of Lino Lakes unaccounted water is 2.4% over the last five years. Unaccounted-for water greater than 10% should be investigated. Most water utilities, as part of their ongoing meter maintenance program, institute a meter change-out program to retire older meters more susceptible to under-registration of water consumption. The results of a change-out program would be expected to result in the drop in unaccounted for water over several years, and increase revenues to the utility from the sale of water. Some Cities choose to limit their change out program to only the significant water users, where the effort is likely to have the greatest impact. In addition, many water utilities implement a leak detection program where their watermains are investigated annually. Identifying and correcting small leaks early enables utilities to minimize costly repairs of large watermain failures, and to avoid premature expansion to supply and treatment facilities and storage. Although this program is not needed at this time the amount of unaccounted water should be monitored as the system ages to evaluate the need for a leak detection program.

Water Conservation On September 24, 2007 the City of Lino Lakes adopted the Water Emergency and Conservation Plan (Water Supply Plan). This plan identified specific goals for the City to meet Department of Natural Resource (DNR) conservation measures as shown in Table 8-4. These goals are now being implemented by the City. The water use should be monitored yearly to ensure the success of water conservation goals. The City currently does not meet DNR benchmarks for residential gallon per capita per demand and peak demands.

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Table 8-4. Conservation Goals Unaccounted Water Average annual volume unaccounted water for the last 5 years 11,780,000 gallons Average percent unaccounted water for the last 5 years 2.4 percent AWWA recommends that unaccounted water not exceed 10%. Describe goals to reduce unaccounted water if the average of the last 5 years exceeds 10%. The City’s unaccounted water falls below the recommended 10% unaccounted water.

Residential Gallons Per Capita Demand (gpcd) Average residential gpcd use for the last 5 years 86 gpcd In 2002, average residential gpcd use in the Twin Cities Metropolitan Area was 75 gpcd. Describe goals to reduce residential demand if the average for the last 5 years exceeds 75 gpcd. Phase 1

1. Prepare an ordinance requiring rain sensors to be installed with all automatic sprinkler systems.

2. Provide public education to consumers regarding information on how to reduce water usage indoors and outdoors. 50% of water consumed by a household is used outdoors. The remaining 50% is used indoors and of that 75% is consumed in the bathroom. a. Water conservation section in the Lino Lakes Newsletter and at www.ci.lino-

lakes.mn.us, providing tips and information on water conservation. b. Monthly or bi-monthly billing encourages conservation by providing timely

information on water usage which gives customers an opportunity to make modifications in water use practices or identify and repair costly leaks. Attachments and flyers with water bills can also be used to provide information on how to use water efficiently.

Phase 2 1. Consumer surveys, feedback, and contact with high volume consumers.

a. Contact consumers with high volumes of usage to provide conservation tips and potential cost saving ideas.

b. Prepare a household water audit kit, which gathers consumer feedback on conservation measures, allows consumers to see first hand their water use and compare it to the average.

c. Analyze consumer feedback through surveys and contact to identify reasons for high per capita usage.

2. Offer incentive programs including. a. Leaking faucet repair b. Offer soil moisture meters and rain gages for monitoring of sprinkling.

Total Per Capita Demand: is the trend in overall per capita demand over the past 10 years increasing or decreasing? If total gpcd is increasing, describe the goals to lower overall per capita demand or explain the reasons for the increase. The per capita demand average for the last 10 years was 89.9. Demand is irrigation related as three years the demand was less than 75gpcd for residential use. Prepare a time of day lawn watering ordinances that restricts lawn watering during the daytime hours of 10am to 6pm. Copy of Ordinance to follow.

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Peak Demands

Average maximum day to average day ratio 3.4 If peak demands exceed a ratio of 2.6, describe the goals for lowering peak demands. Phase 1

1. Conduct evaluation of the Lino Lakes water rate structure. 2. Revise water rate structure to encourage conservation. 3. Prepare a time of day lawn watering ordinance that restricts lawn watering during the

daytime hours of 10am to 6pm.

Department of Natural Resources Appropriation In 2005, the DNR increased Lino Lakes’ groundwater appropriation permit from 335 million gallons per year (MGY) to 500 MGY. In 2007 and 2008, the City pumped 590 MGY and 536 MGY respectively and exceeded appropriations. The City should work to increase water appropriation volumes or decrease well pumping to not exceed permitted amounts. In 2009 the City submitted a request to the Minnesota DNR to increase the Lino Lakes water appropriation to 900 million gallons to meet the 2020 estimated demands as shown in Table 8-3. Wellhead Protection Plan

The primary goal of the Wellhead Protection Plan is to ensure a safe and reliable drinking water supply to the community. The Wellhead Protection Plan includes two parts. Part I was completed in July 2001 and includes a Wellhead Protection Area, a Drinking Water Supply Management Area and a Vulnerability Assessment. Part II was completed in March 2004 and focuses on a Potential Contaminant Source Management Strategy, an Evaluation Program and an Alternative Water Supply/Contingency Plan.

The Plan addresses the management of sites in the Lino Lakes drinking water supply area that

may contaminate the water supply to prevent contaminates from reaching the wellhead. The City of Lino Lakes has provided a safe, reliable, and sufficient supply of high quality ground water to its residents. The City should review the Wellhead Protection Plan recommendations to identify any action that still needs to be taken to ensure the safety of the Lino Lakes water supply.

Water Supply Facilities Water is pumped from five wells. These wells are all located within the southern section of the City and all obtain their water supply from the Jordan Aquifer. The Jordan Aquifer is the predominant aquifer in the majority of the Minneapolis/St. Paul Metro Area. In Lino Lakes the Jordan Aquifer only exists beneath the southern section of the City. There is no compatible aquifer for a well in the northern part of the City. Well Production Table 8-5 below contains the average and peak day well production volumes, along with the computed per capita well production rates for the period of 1999-2008. Figure 8-8 depicts the historic well production by average day demand and peak day demand.

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Table 8-5. Annual And Per Capita Well Production

Year Population

Served

Average Day Well

Production (gpd)

Average Day Well

Production (gpcd)

Peak Day Well

Production (gpd)

Peak Day Well

Production (gpcd)

Peak to Average

Ratio 1999 8,949 806,756 90 2,794,000 293 3.462000 9,935 1,020,759 103 3,518,000 354 3.452001 10,954 1,070,252 98 3,998,000 365 3.742002 11,843 979,997 83 3,113,000 263 3.182003 12,750 1,432,786 112 4,480,000 351 3.132004 13,161 1,297,636 99 4,815,000 366 3.702005 13,196 1,354,849 103 4,433,000 336 3.262006 14,043 1,555,792 111 5,082,000 362 3.262007 14,493 1,617,534 112 6,124,000 423 3.782008 14,580 1,468,493 101 4,610,000 316 3.14 10-Year Average = 101 4,296,700 343 3.41

gpd is gallons per day and gpcd is gallons per day per capita Well production facilities are designed to have sufficient “firm” capacity to supply the peak day demand of the system. The “firm” capacity is defined as the capacity that would be available if the highest capacity well were removed from service due to maintenance or failure. Peak day well production during this period averaged approximately 342 gpcd. As can be seen, this number is just an arithmetic average, with actual values varying by year. The highest value of 423 gpcd, or 127% of the average peak, was achieved in 2007. The lowest value of 263, or 77% of the average peak was achieved in 2002. Peak day well demand is critical in planning the water systems required well production. Average day well production is the average amount of water produced each year over the population served by the water system. The highest value of 112 gpcd occurred in 2007 while the lowest value of 83 occurred in 2002

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Existing Wells Well No. 1 is located along Black Duck Drive, east of Reshanau Lake. This well was constructed in 1971, is approximately 306 feet deep, and was renovated in 2002 with a motor upgrade, VFD installation, and an increase in capacity of 350 gallons per minute (gpm) to total 675 gpm. Well No. 2 is located along Sand Hill Drive, south and west of Rice Lake. This well was constructed in 1986, is approximately 258 feet deep, and was also renovated in 2002 with a VFD installation, and an increase in capacity of 250 gallons per minute (gpm) to a total of 625 gpm. Well No. 3 is located south of Well No. 1 along Birch Street. It was constructed in 1995, is approximately 281 feet deep, and is the largest capacity well in the City. It currently pumps at 1,200 gpm and has a capacity of 1,800 gpm. Well No. 4 is located near the intersection of Clearwater Creek Drive and Cedar Street North. This well was constructed in 1996, and is approximately 338 feet deep. The capacity is 750 gpm. Well No. 5 is located along Black Duck Drive. It was constructed in 2005 and is approximately 273 feet deep with a capacity in excess of 1,600 gpm but normally pumps in the range of 1,000 gpm to 1,100 gpm. Table 8-6 provides additional information regarding the city’s existing wells. Table 8-6. Existing Wells

Capacity

Well No. Status

Firm Pumping

Rate (Gallons

per minute)

(Gallons per minute)

Aquifer Formation

Year Installed

Static Level* (Feet)

Drawdown** (Feet)

1 Active 675 675 Jordan 1971 8.2 252 Active 625 625 Jordan 1986 9 243 Active 1,200 1,800 Jordan 1995 13 134 Active 750 750 Jordan 1996 17 175 Active 1,100 1,600 Jordan 2005 14 40

* Static Level is the non pumping groundwater elevation. ** Drawdown is the distance the static water level is lowered by well pumping. The firm pumping rate is used as an indication of the system’s ability to meet peak demands with the largest capacity well removed from service for maintenance, failure, or an emergency event. The City is currently appropriating its water supply from five active wells to supply water to the City’s customers. When pumping at their current flows, the combined capacity of the five wells is approximately 4,350 gpm, with a “firm” capacity of 3,150 gpm when the largest supply facility, Well No. 3, is removed from service. Based upon the assumptions, historical data and population projections stated in the Water System Performance Criteria section, the estimated year 2008 peak day demand of 4,246 gpm is roughly 135% of the existing “firm” capacity, necessitating the deficit in pumping capacity provided by the elevated storage tank, or an adjacent community with an interconnect to the Lino Lakes system. Per Ten State Standards and to ensure sufficient “firm”

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pumping capacity is available to the system, construction of a new well should be initiated as soon as possible. Peak Day Demand By implementing conservation measures the City has taken the first steps in managing the peak day water use. Over the past 10 years, the peak day water use has been 3.5 to 4.0 times higher than the average day demand; this can be seen in Table 8-3. In addition, summer water use is 5 to 6 times higher than winter water use. The majority of this discrepancy can be attributed to lawn irrigation and other discretionary uses. Figure 8-9 shows an example comparison of one week of production in June 2007 versus one week of production in March 2007. Figure 8-8 shows consumption ranges from approximately 260 to 350 gallons per capita demand over the past 10 years.

Trying to keep up with varying peak demands of this magnitude requires municipalities to construct additional water supply facilities much sooner than they would otherwise be warranted. If a City is treating its water supply, this also means constructing new, or expanding existing treatment facilities to keep up with these peak demands which are largely driven by discretionary uses. A logical alternative is for the City to manage its peak day water use by controlling the rate water is used for residential landscape irrigation. This is typically accomplished through even-odd day, and time-of-day watering restrictions. Discretionary use can also be addressed through an incremental, or progressive water rate structure, where exceeding certain thresholds of water use will result in high water bills to the customer. While these methods won’t completely eliminate the need for additional wells, it could delay their implementation and/or reduce the total future needed capacity. The City’s management of the peak day demands will have high returns and

Figure 8-9. Comparison of March 10-17, 2007 to June 11-18, 2007

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lessen the amount of required infrastructure. To address peak day demands the City implemented conservation measures required by the Department of Natural Resources (DNR) in the 2007 Water Supply Plan. The demand reduction measures include a public education program as well as an evaluation of the water rate structure, sprinkling ordinance, and their impact on water conservation. In 2007 the City of Lino Lakes evaluated the water rate structure, adopted an odd/even and time of day sprinkler ordinance and increased the public education program through newsletters and the City website. In 2009 the City adopted a conservation water rate structure, which is explained in Attachment E of Item No. 5 in Appendix E.

Available Fire Flows An analysis of a peak day demand with imposed fire demand was performed for two conditions. Condition one: with the tanks full and all pumps off; and Condition Two: with tank levels down 8 feet and Well Nos. 2 and 4 and one Booster Pump in operation. Most large demand junctions in the model did not meet the minimum needed fire flows by the ISO Report, but smaller demands established in the Fire Flow Consideration section were met. Six specific locations identified by the ISO Batch Report for needed fire flows were evaluated and are summarized in Table 8-7. The large demands identified by the ISO Report are mostly in the northwest sector of the system. Increased looping in this area with water distribution system improvement will increase available fire flow to meet ISO volumes. Table 8-7. 2008 Needed And Available Fire Flows Available Fire Flow

Condition Condition Location Needed Fire Flow One Two

733 Apollo Drive - Target 6,000 3,620 3,448399 Elm Street - Centennial Middle School 5,000 3,791 3,936733 Apollo Drive - Kohl's 4,500 3,620 3,448705 Town Center Drive - Lakewood Apartments 3,500 2,182 2,1276298 Hodgson Road - Rehbein Transit 3,500 3,048 3,5636680 Hodgson Road - Northern Technologies 3,000 4,171 5,000

Water Treatment Lino Lakes water supply is provided by the Jordan sandstone aquifer. This water source is considered abundant, meets all health requirements of the Minnesota Department of Health, and has iron and manganese levels that have been reasonably accepted by its customers. Historical and Existing Water Quality The City of Lino Lakes does not treat its water for iron and/or manganese removal, softening, or any other conventional treatment processes. However, the City does provide chemical addition at the wellhead. The chemical additions include disinfection, fluoridation, and the addition of polyphosphates as a sequestration agent in an attempt to control iron and manganese.

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While iron and manganese do not pose a health problem at the levels found in Lino Lakes’ groundwater, they do exceed the Secondary Maximum Contaminant Levels (SMCL) of the Safe Drinking Water Act. The SMCLs were established to set limits for contaminants which reduce the aesthetic quality, but that do not have any adverse public health effects. They are not enforceable by regulatory agencies. Table 8-8 shows the iron and manganese levels at each well compared to the Environmental Protection Agency (EPA) recommended secondary (non-health related) levels of 0.3 mg/L for iron and 0.05 mg/L for manganese.

Table 8-8. Raw Water Content of Iron and Manganese Data

Well No. 1 2 3 4 5 EPA

Iron (mg/L) 0.71 0.46 0.03 0.18 1.15 0.30

Manganese (mg/L) 0.11 0.40 0.26 0.05 0.15 0.05

Chemical Treatment Lino Lakes’ existing water system incorporates treatment by simple chemical addition at the well heads. Treatment methods include disinfection by gas chlorination and fluoridation by the addition of hydrofluorosilicic acid, for dental prophylaxis. Polyphosphates are also added at the well head as a sequestration agent in an attempt to reduce iron and manganese problems.

Water Distribution System The water distribution system consists of all the components necessary to convey water from the wells or storage tanks to the individual point(s) of demand. These demands are generated independently by all of the serviced customers and by public needs such as hydrant streams for fire-fighting, skating rink flooding, watermain maintenance, and flushing. While the major component of any system is the buried watermains, the total system also includes hydrants, valves, services and meters, and supplemental pumping facilities, as required. A distribution system’s adequacy is based solely on its ability to deliver water, at an appropriate rate and pressure, to each and every demand point in the system. The City of Lino Lakes’ water distribution system has been well maintained, and it has provided a dependable level of service to the City for many years. Geographically, the system supplies the majority of the developed City and covers a range of 55 feet of vertical elevation. Piping and Distribution Network The water distribution system was evaluated based on watermain size, leakage, static pressures, as well as operational capabilities. Watermain Size The City of Lino Lakes’ distribution system piping network consists of 10 inch through 16 inch diameter trunk transmission mains, and 6 inch through 8 inch diameter lateral distribution mains, as shown in Figure 8-4 Existing Water System Map. Most of the City watermains were constructed of cast or ductile iron pipe, and conform to the American Water Works Association (AWWA) standards for watermain materials and installation. Ten States Standards recommend that the minimum size of watermain providing fire protection should be at least 6 inches in diameter. All existing watermains in Lino Lakes appear to conform to Ten States guidelines. Table

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8-9 shows the breakdown of pipe size and the lengths of each. Figure 8-4 Existing Water System graphically depicts Table 8-9. Table 8-9. Watermain Size

Watermain Size (Inches) Length (Feet) Length (Miles) 6” 128,290 24.38” 218,440 41.410” 11,030 2.112” 69,630 13.216” 75,760 14.3TOTALS 503,150 95.3

Static Pressures Static water pressure is defined as the pressure that would be measured under a no-flow, tank full condition and is determined solely by the tank overflow and individual ground elevations. This pressure is the maximum pressure achievable at any given location without the intervention of a supplemental energy source, such as pumping. The dynamic pressure, or normal water pressure, can be defined as the static pressure minus the friction or energy loss resulting from the flow of water through the distribution mains, or the gain in pressure due to pumping. This Plan has established a normal operating pressure for Lino Lakes’ water system between 50–70 psi, and not less than 35 psi. Additionally, 20 psi is established as the minimum pressure to be maintained at all points in the distribution system under fire flow conditions, and 100 psi is set as the maximum. The two elevated tanks that serve the City have an overflow elevation of 1,054.5 feet, and currently serve ground elevations ranging from 885 feet to 950 feet, resulting in a range of static pressures between 45 and 73 psi at ground level. A ground elevation of 940 feet equates to a static pressure of roughly 50 psi. Elevations above 940 feet are generally limited to a few isolated locations within the Clearwater Creek subdivision, and represent some of the highest elevations in Anoka County. The Clearwater Creek subdivision is served by a booster station, providing pressures in excess of 50 psi. A ground elevation of 890 feet equates to a static pressure of roughly 70 psi. Elevations below 890 feet are limited to a few isolated locations. The vast majority of the City sits at an elevation somewhere between 890 feet to 930 feet. When serving this range of elevation with a single pressure zone, the storage tank overflow elevation of 1,054.5 feet is optimally set. Booster Stations / Pressure Zones The City of Lino Lakes has two water pressure zones, which are related to the ground elevation across the city as compared to the overflow elevations of the two towers. The main pressure zone covers the vast majority of the City that has optimal ground elevations for water pressure. A small area near Well No. 4 and the Clearwater Creek Subdivision requires booster stations to maintain adequate pressure for this area. The Clearwater Creek Booster Station was constructed in 2002 in the garage of Well Pumphouse No. 4, to provide the Clearwater Creek subdivision with elevated water pressure. The Booster Station consists of two centrifugal pumps with variable speed drives to maintain a constant elevated system pressure, as detailed in Table 8-10. The station also has provision for a third pump to account for future growth within the subdivision, or expansion of the higher pressure area to the west side of I-35E.

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Table 8-10. Existing Booster Pumps

Booster Pump No.

Design Boost (pounds per

square inches)

Design Pumping Rate (gallons per

minute) 1 23 4002 23 400

Connections to Adjacent Communities (Interconnections) The City of Lino Lakes’ water system is interconnected with the neighboring Cities of Centerville, Circle Pines, Hugo, and Shoreview, and a recently completed connection to the City of Blaine. In addition, there exists two interconnects to the Minnesota Correctional Facility water system. These interconnections are important to the reliable operation of a water system, enabling cities to back-up their water supply to safeguard against failure of a well, or an extreme fire event. Several things affect the compatibility of system interconnects, including any differences in water quality and hydraulic grade lines (overflow elevations). Combining treated and untreated water can result in instability of the combined water, leading to calcification of watermains and home plumbing systems, chlorine odors (if one chlorinates and the other does not), and possible overall degradation of water quality. A significant difference in hydraulic grade lines between the two communities may limit water flow to only one direction. Tables 8-11 and 8-12 detail each of the interconnections and how they function. The interconnection between Blaine and Lino Lakes allows water to be moved easily between the two cities due to the similar overflow elevations of the elevated tanks. The interconnection between Shoreview and Lino Lakes mainly benefits the City of Lino Lakes because of the higher elevation of the Shoreview tank as compared to that of the Lino Lakes elevated tanks. This elevation difference makes it difficult for water to move from Lino Lakes to Shoreview. Hugo, Circle Pines and Centerville interconnections also provide the City with additional water supply possibilities. Table 8-11. Elevated Tank Overflow Elevations of Adjacent Communities

City Water Tower No. 1 (Feet)

Water Tower No. 2 (Feet)

Water Tower No. 3 (Feet)

Blaine 1,053.37 1,053.70 1,063.70 Shoreview 1,092.50 1,092.50 N/A Circle Pines - N/A N/A Centerville - N/A N/A Hugo - - N/A Lino Lakes 1054.5 1054.5 N/A

A dash indicates a water tower, but no response was received.

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Computer Model In order to determine the existing capabilities of the watermain system, a WaterCAD model of the distribution system was created. The model was created to simulate the existing system’s response to average and peak demands, fire-fighting requirements. Specifically, these conditions include peak day withdrawal with a fire demand and peak hourly withdrawal. Each condition stresses the water system differently and helps to identify actual conditions of operation which can result in poor or reduced performance. No weaknesses in the system large enough to warrant improvements were found during analysis.

Water Storage Facilities Water storage facilities serve several purposes in a water system, including capacity to meet peak demands which exceed the capacity of the supply source(s). They also help to maintain constant system pressure, and provide for smooth pumping operation by minimizing the amount of starting and stopping they may be required to perform to keep up with the customers’ demands. Storage facilities are equally important when providing water during emergency conditions such as power outages, supply facility breakdowns, and fire fighting needs. The City of Lino Lakes currently has two elevated water storage tanks, one located east of I-35E and south of County Road 14, and the other located north and west of I-35W on Apollo Drive. The tanks are described in Table 8-13.

Pumping facilities are designed to have sufficient “firm” capacity to supply the peak day demand. The peak day demand is the highest water production day of the year. Although it appears that the peak day rate enables one to establish the minimum design requirements for a system, it must be realized that the consumption rate over the period of a day follows a diurnal pattern (see Figure 8-5). As a result, there are times during the peak day that the rate of consumption will actually exceed the “firm” pumping capacity available (i.e., peak hour, peak minute, etc.). Typically, the peak hour can be more than double the peak day rate. At this point, when demand

Table 8-12. Connections with Adjacent Communities (Interconnections)

CITY LOCATION PIPE SIZE (INCHES) OPERATION

Hugo (north) 2390 East Cedar Street 10 inch Manually (Auto capable)

Hugo (south) Main Street & Victor Path 8 inch Manually

Centerville 20th Avenue North and West Cedar Street (2000 West Cedar Street) 8 inch Automatically

Shoreview Woodridge Lane & Ash Street 6 Inch Manually Circle Pines 6697 Sandhill 8 inch Manually Blaine Sunset Avenue & Elm Street 8 inch Manually Lino Lakes Minnesota Department of Corrections Facility 6 inch Manually

Table 8-13. Existing Storage Tanks

TANK CAPACITY OVERFLOW ELEVATION

No. 1 1,000,000 Gallons 1054.5 ftNo. 2 1,000,000 Gallons 1054.5 ft

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exceeds “firm” pumping capacity, it becomes necessary to utilize storage capacity to even-out or “equalize” these instantaneous peaks. This prevents the need to provide pumping facilities to “pump on-demand” to meet the peak hour or peak minute demand, which would be costly and under utilize a large part of the facility capacity. Table 8-14 establishes peak day equalization based on the diurnal consumption plus fire reserve storage capacity for the year 2008. Based on a 2008 peak day demand of 6.11 MGD, a total of 2,376,947 gallons are required to equalize a peak day event. Adding to that a fire reserve of 1,080,000, establishes a needed storage volume for the year 2007 of approximately 3,456,947 gallons of storage. This storage number is large partly because the firm pumping capacity available is less than the volume needed. Additional water supply capacity would reduce this needed storage volume. Analysis for the years 2010, 2020, and 2030 is shown in the Capital Improvement Plan section. Table 8-14. Year 2008 – Equalization and Fire Storage Analysis PEAK DAY DEMAND 6.11 MGD FIRM PUMPING NEEDED 4,246 gpm FIRM PUMPING AVAILABLE 3,150 gpm

HR DIST. PRODUCTION DEMAND SUM

DEMAND STORAGE 1 0.10 189,000 25,476 25,476 163,5242 0.20 378,000 50,952 76,428 301,5723 0.35 567,000 89,167 165,595 401,4054 0.51 756,000 129,928 295,524 460,4765 0.68 945,000 173,238 468,761 476,2396 0.88 1,134,000 224,190 692,952 441,0487 1.13 1,323,000 287,881 980,832 342,1688 1.25 1,512,000 318,452 1,299,284 212,7169 1.00 1,701,000 254,762 1,554,046 146,95410 0.84 1,890,000 214,000 1,768,046 121,95411 0.81 2,079,000 206,357 1,974,403 104,59712 0.89 2,268,000 226,738 2,201,141 66,85913 1.03 2,457,000 262,404 2,463,545 -6,54514 1.23 2,646,000 313,357 2,776,902 -130,90215 1.44 2,835,000 366,857 3,143,759 -308,75916 1.69 3,024,000 430,547 3,574,306 -550,30617 2.00 3,213,000 509,523 4,083,829 -870,82918 2.25 3,402,000 573,214 4,657,043 -1,255,04319 2.00 3,591,000 509,523 5,166,566 -1,575,56620 1.63 3,780,000 415,261 5,581,828 -1,801,82821 1.13 3,969,000 287,881 5,869,708 -1,900,70822 0.65 4,158,000 165,595 6,035,303 -1,877,30323 0.25 4,347,000 63,690 6,098,994 -1,751,99424 0.10 4,536,000 25,476 6,124,470 -1,588,470

Equalization Storage, Gallons 2,376,947 Rate, gpm Duration, Hrs. Required Fire Flow Storage, Gallons 4,500 4 1,080,000Total Required System Storage, Gallons (Rounded) 3,456,947

Commission No. 3712.000

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System Operation

SCADA Control System The City of Lino Lakes has a SCADA control system. SCADA (Supervisory Control and Data Acquisition) systems have become the municipal standard for water systems in recent years. SCADA systems typically consist of a central, computer-based control system that communicates with each “remote” facility (i.e., well, tank, lift station, etc.) through one of several types of telemetry. The radio based telemetry system removes the City’s dependence on and cost to lease phone lines. The use of radio SCADA systems can control operations such as starting and stopping equipment, monitoring for intrusion or facility failure, and alarming a failure which could result in a potentially dangerous or costly situation. Additional benefits include data storage, report generation, and trending to establish important operating information for historical, design, and report preparation. Backup Power The City has one 135 Kilo Volt Amperes (KVA) trailer mounted Caterpillar generator that can be connected to any of the City’s five wells.

Unaccounted Water The Lino Lakes water distribution system un-metered water use is less than 10%. This amount of “un-metered” or “other” water use is well within the confines of what is considered reasonable, and no action is required to reduce these levels. However, from a billing and revenue standpoint, the City should monitor the impact of iron and manganese on meter registration, and if it proves to be significant consider a meter change out program.

System Maintenance Routine maintenance emphasizes regular service intervals for supply facilities, exercising of distribution system components; repair of hydrants, distribution mains, and valves; and regular flushing, if warranted. As a water system ages, system maintenance can be expected to increase. The water storage tanks will eventually require repainting. A well-conceived preventive maintenance routine will extend the life of the existing facilities, save money, and help maintain reliable service to the City’s customers. Table 8-15 shows several “major” maintenance items, and typical recurrence intervals. Table 8-15: Typical “Major” Maintenance Items

Maintenance Item Typical Frequency

Water Distribution System Leak Detection As needed or biannually

Well and Pump Rehabilitation 5 - 10 years

Water Storage Tank Inspection 5 - 10 years

Water Storage Tank Repainting 15 - 20 years

Water Treatment Plant Filter Inspection 1 - 2 years

Water Treatment Plant Rehabilitation 10 - 20 years

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Future Water System

Future Water Use System Demands Population and peak day water use can be used to determine the peak day per capita water utilization. This parameter is expressed in units of gallons per capita per day (gpcd), and can vary from year to year, becoming larger in drought years and smaller in wet years due to the variation in irrigational and recreational uses. Estimating per capita demands plays an important role in projecting future water system needs, and will determine how large the watermain infrastructure must be, as well as when and where they are required. When projecting future water use, population and per capita consumption are not the only variables that can influence the magnitude of future demands. Consideration must also be given to changing trends in the amount of commercial and industrial development presently served, as well as their anticipated future requirements. There are no known major water users planning to locate in Lino Lakes at the time of this report. Thus, future commercial and industrial, as well as residential, irrigation, and other water use is assumed to remain consistent with historical patterns. It is assumed that as Lino Lakes grows, demand for reduction, water conservation efforts, and better resource management will all factor in on reducing the peak day per-capita water use, as reflected in Table 8-16. By projecting population, and establishing anticipated peak per capita consumption rates, supply and treatment demands were figured and used to design the future system. Table 8-16 contains estimates for peak day demands through the design period.

Table 8-16: Projected Peak Day Demand

Year Estimated Population

Projected Per Capita

Consumption (gpcd)

Peak Day Demand (gallons)

2007 14,493 423 6,114,2792010 16,254 366 5,953,9282020 22,787 290 6,608,2362030 30,286 264 7,992,139Ultimate 53,500 247 13,214,500

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Water Conservation Water conservation through goals shown in Table 8-4 and public education are the driving factors behind the reduction in projected per capita consumption shown in Table 8-16. If the project per capita consumption figures are not met, additional infrastructure will need to be added to the system on an accelerated schedule from that given in Table 8-21 Capital Improvement Plan. To track the per capita consumption this water system plan should be updated as required and per capita consumption should be monitored each year to track trends in water consumption. Based on the water consumption trends, conservation goals may have to be reevaluated to identify their effect on water consumption. These same water conservation goals will also satisfy DNR requirements.

Water Supply Facilities The “firm” capacity is used as an indication of the system’s ability to provide adequate water supply to meet a peak day demand when the largest capacity well is out of service due to maintenance or a mechanical or power failure. The present “combined” water production capacity is 4,350 gpm, with a firm well capacity (Well No. 3 out of service) of 3,150 gpm. Table 8-17 shows the future firm well pumping capacity needed in order to supply water for a peak day. Per the Ten States Standards, the firm capacity should equal the peak day demand.

gpm is gallons per minute The estimated year 2030 City of Lino Lakes’ peak day demand of 5,551 gpm is well beyond the existing firm capacity of 3,150 gpm, and will require an additional supply capacity of 2,401 gpm. This will likely require up to three future wells by 2030, depending on their individual developed capacity as constructed. In addition to the well requirements by 2030 an additional 4 wells will be required by full build out based on the ultimate population projections discussed in Table 8-1. It is recommended that, to the extent possible, these wells be drilled into the Jordan aquifer to maintain a consistent water quality from all City wells. Figure 8-12 Future Water System shows a location of each of the additional wells required. Test drilling can be considered to verify the bedrock geology prior to well construction. The proposed locations of Wells No. 6 through No. 10 are on City or School District Property and Wells No. 11 and No. 12 will require the purchase of land for well construction. Wells No. 6 through No. 12 will utilize the Jordan Sandstone Aquifer, which is the water source for the 5 existing wells. Figure 8-10 displays water supply demand based on year and Figure 8-11 displays water supply demand based on population. Also shown on Figures 8-10 and 8-11 is the approximate point by date or population when additional well installation is recommended. Well No. 6 should be constructed as soon as budget allows in order to meet production demands and peak day requirements.

Table 8-17: Future Firm Well Pumping Capacity Needed

Year

Current Firm Well Capacity

(gpm)

Needed Firm Well Capacity (Est. Peak

Day Demand) (gpm)

Additional Well Capacity

Required (gpm) 2008 3,150 4,261 1,111 2010 3,150 4,266 1,116 2020 3,150 4,589 1,439 2030 3,150 5,551 2,401 Ulitmate 3,150 9,177 6,027

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Water Treatment Facilities The City completed a Water Treatment Feasibility Study in 2007. This Study reviewed potential locations, needs, and infrastructure required for a central treatment plant, and the resulting costs. Based on the Full Build out Future Landuse and Population Projections shown in Table 8-1 the 2007 Water Treatment Feasibility Study was updated in this plan to reflect the future demand.

Plant Locations Three sites were reviewed for Water Treatment Plant construction. The site at Wellhouse No. 3 on the south side of Birch Street approximately 500 feet east of Pheasant Run South was ruled out because of greater construction costs. Therefore, only two sites were used as potential future plant sites. One site is along Centerville Road at Birch Street (East Site). The other site is School District property along Birch Street, West of Timberlwolf Trail (West Site). Due to the West Site’s proximity to existing and proposed wells, construction costs are less. The West Site is recommended to be the first option in plant location with the East Site a second option. Water Storage Ground storage is proposed to be constructed at the treatment plant site. Future storage is discussed in Table 8-1.

Booster Station (High Service Pump Station) Booster stations are proposed to be constructed at the water treatment plant site, to deliver water from the ground storage reservoirs. In the existing water system, the wells pump water directly into the distribution system and into the two elevated water tanks which provide the desired static pressure for the distribution system. The construction of a water treatment plant or central storage will require the well pumps to send water directly to the proposed plant site. The wells will need to be modified to pump water at lower heads. Well water will be pumped directly to the water treatment plant without chemical addition at the wellhouse. To deliver water to the distribution system and the two elevated water tanks, a new high service pump station will need to be constructed at the water treatment plant. The finished water reservoir will provide water by gravity to the pump suction header and five high service pumps will supply the finished water to the distribution system and elevated storage tanks. The preliminary selection of the high service pumps are shown in Table 8-18. Table 8-18. Future Booster Stations (High Service Pumps) Number of Pumps

Individual Capacity (gpm)

Pump Capacity (gpm)

Each Pump Total Head

(ft)

Estimated Horsepower of

each pump (hp) 2 pumps @ 7,500 gpm 15,000 150 350 2 Pump @ 5,000 gpm 10,000 150 250 2 Pumps @ 3,000 gpm 6,000 150 150

31,000 gpm total pump capacity

23,500 gpm firm pump capacity

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Firm pumping capacity (Total well pumping capacity minus highest capacity pump) for the high service pump station should be 23,400 gpm to provide peak hourly flow discharge of 2.55 times the estimated ultimate daily water demand. To effectively utilize electrical energy and minimize electrical demand and costs, three pump sizes were selected to match the various daily water demands anticipated on the system. The standby generator provided should be sized to provide standby power for the two largest high service pumps and the water treatment plant during electrical power outages. The standby generator will also allow the City to obtain electrical service on the load management rate schedules. The electric utility provider allows the City to operate the generator during peak electrical demand periods and offers lower electrical rates for compensation. Well Production Wells 7 and 8 (as shown in Figure 8-12 Future Water System) are proposed to be constructed at the Water Treatment Plant Site.

Raw Watermains Raw watermains are required to link all of the wells to the water treatment plant. Raw watermains carry water pumped from the Jordan Sandstone Aquifer to the treatment plant where it will be treated and pumped into the water distribution system. The West Site has the lower cost because the amount of raw watermain required is less than that at the East Site. The raw watermain will be constructed in phases as shown in Table 8-21 Capital Improvement Plan and as discussed in the Water Distribution section. As new wells are built after the construction of the treatment plant raw watermain need to be constructed to move the untreated water to the plant. Future Water Treatment Plant Size (Blending) Many water treatment plants are designed and constructed to treat the projected peak day demands and depending upon process design selection, the plants may be constructed in phases to meet growing community water needs. However, during recent years, several metro communities are using a blending process to decrease the required water treatment plant capacity and reduce construction costs. Blending is accomplished on peak days by sending 75-80 percent of the well water supply through the treatment plant and using a bypass line to allow 20-25 percent of the well water supply to go directly to the finished water reservoir. Blending allows the community to supply their peak water demands with a smaller water treatment plant. Water treatment plants which remove iron and manganese from ground water well supply systems are ideal candidates for blending. This is because the raw water supplied to the treatment plant from wells normally does not cause health related issues in the finished water. This process method would allow the City to supply peak day finished water that is still low in iron and manganese, and to fully remove the iron and manganese from the finished water during non-peak water demand periods. The design and sizing of the proposed plant assumed that blending would be implemented in the plant to meet peak demands. The treatment plant site was created showing the treatment plant, a single 1 MG storage reservoir, driveways, and a possible garage facility. In addition, the proposed plant site will also contain two wells and up to an additional two million gallons of ground storage. The treatment plant site including wells and additional storage is estimated to need 4 to 5 acres of land including buffers and setbacks. This site plan was created to show how the facilities would fit together on a site and to determine the approximate area needed for the complex. If other facilities are added at the site, additional acreage is needed. As part of the Water Treatment Plant Feasibility Study an architectural rendering was prepared to provide the City with an idea of what a water treatment plant may look like. These views of a

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potential plant design will give an idea of the size, height, and potential look of the water treatment plant in a neighborhood and assist in consideration of a final location.

Future Water Treatment Plant Optional Processes There are three typical types of water treatment plants built for iron and manganese removal. They include a gravity open filter type plant, manufactured gravity filters in closed units and pressure filters. For this study we chose to do a preliminary layout and cost estimate for the manufactured gravity filters and the pressure filters. The manufactured gravity filters and pressure filters are modular in nature and are delivered with most of the internal components and piping attached. A full description of the two filters can be found in the 2007 Water Treatment Study.

Water Treatment Facilities Cost Estimates The cost estimates for the gravity filter plant at the east and west site and the pressure filter plant at the east and west site are shown in Table 8-19. Table 8-19. Water Treatment Plant Cost Estimate Summary No. Description Cost 1 Gravity Filter Plant at West Site $20,321,400 2 Gravity Filter Plant at East Site $20,717,400 3 Pressure Filter Plant at West Site $18,816,600 4 Pressure Filter Plant at East Site $19,212,600

Water Distribution System Water distribution facilities cannot be easily or economically increased in capacity once they are installed. Therefore, it is necessary that an accurate estimate of the water system capacity at full build out be used to generate future infrastructure needs required to serve the future demand. As a water system is expanded, it is essential that the mains be sized on the basis of future demand, which is calculated using full build out future landuse and population projections. Piping and Distribution Network A computer model was constructed to simulate the additional demands and determine what added stress is placed on the system by the future demand. As discussed in the Existing Water System and Performance section, the trunk watermain network is not looped. Additional large diameter trunk watermain should be added to the system to strengthen and “loop” the existing trunk network. Additionally, a plan for watermain constructed in undeveloped areas of the City is shown in Figure 8-12 Future Water System. While this figure provides locations for placement of trunk watermain, these locations should not be interpreted as being the only acceptable locations. The intent is to show general locations and looping required to maintain redundancy in the system. The actual implementation and placement of the watermains should be integrated in consideration with other utility issues, such as actual development patterns, roadway locations, and environmental concerns. The remainder of the future watermain shown in Figure 8-12 can be placed as property develops and demand for water service dictates. The cost for this watermain can likely be cost-shared with, or paid in full by the developers.

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Figure 8-12: Future Water System

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Future Capital Improvements to the Existing System Table 8-21 Capital Improvement Plan contains five strengthening projects proposed for the existing system between the years 2009 and 2025. The strengthening projects shown on Figure 8-12 Future Water System are titled Phase 1 through 4 and the construction of a redundant 16” watermain. Trunk Watermain Strengthening Project - Phase 1 (Item 2 in Table 8-21) is a project proposing the construction of a 12” trunk watermain from the north end of Blackduck Drive across the Rice Creek Chain of Lakes Regional Park to Aqua Lane. This project creates a redundancy in the trunk system by creating a second connection between the south and west sides of the City to the northwest side of the City. The trunk watermain in Hodgson Road is a vulnerable point in the system. Any disruption in service to the 16 inch watermain between the intersection of Blue Heron Drive and Sand Hill Drive, and the intersection of Glenview Lane and Parkview Drive would cut off the water supply to all points north and west of the Regional Park. There is, however, an 8 inch interconnect with the City of Blaine which will ensure an emergency supply of water to this area. Lake Drive Trunk Watermain Strengthening Project - Phase 2 (Item 3 in Table 8-21) connects the trunk watermain at Lake Drive and Marshan Lane to the trunk watermain at Lake Drive and Park Court. This project removes a dead end in the system. Dead ends can create stagnant water in the system and can accelerate corrosion. Redundant 16” Watermain (Item 6 in Table 8-21) is the construction of a 16” watermain from the intersection of Birch Street and 20th Avenue to the intersection of Cedar Street West and a future extension of 21st Avenue to the south. This redundant watermain will remove the vulnerable section of the water system along Birch Street and Cedar Street West. Lake Drive Trunk Watermain Strengthening Project - Phase 3 (Item 9 in Table 8-21) connects the dead end along Lake Drive near 7074 Lake Drive to the existing watermain near 2nd Avenue and Lake Drive. This project removes a dead end in the system. Dead ends can create stagnant water in the system and can accelerate corrosion. Southwest Corner Distribution Improvement - Phase 4 (Item 11 in Table 8-21) Woodridge Estates, located in the southwest corner of the distribution system, is served by approximately 4,000 feet of dead end 6 inch diameter watermain. The ground elevations in this area are relatively low, resulting in pressures of 60 - 65 pounds per square inch (psi) under most low demand conditions. However, due to the small diameter watermain serving this area, and the dead end nature of the service, any condition of high relative demand results in excessive velocity and friction loss within the watermain, and subsequently results in low system pressures and available fire flows. The 6 inch watermain will not maintain 20 psi when two hydrants are flowing, which would typically occur when fighting a fire. The Phase 4 project consists of constructing an 8 inch loop along County Road J and Baldwin Lake Road, which will remove the dead end from the system and help maintain a static pressure of 20 psi during periods of high demand. The recommended improvements are identified in Table 8-21 Capital Improvement Plan to indicate the priority of the recommended improvement. The highest priority improvements are directly related to reliability of the system, where a failure in a single component could significantly impair the ability to transmit water quickly throughout the system in an emergency. Pressure This plan recommends the construction 2.5 to 3.0 million gallons of ground storage and a series of booster pumps to move the water from ground storage to the elevated tanks. As is the case

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for the existing system future pressure will be controlled by the elevated tanks, and the existing and future wells. Existing pressure parameters should be maintained unless regulatory requirements require changes.

Booster and Reducing Stations A booster station supplies areas with pressure less than 35 psi due to elevation differences between the overflow elevation of the storage tanks and the ground elevation with additional pressure. A reducing station reduces pressure for those areas of the City that may experience pressures greater than 70 psi due to the difference between the ground elevation and the overflow elevation of the storage tanks.

Booster stations are proposed to be constructed with the ground storage tank at the proposed treatment plant site. The current Clearwater Creek Booster station serves the area of the City with the highest elevations. The need for additional booster pumps at the Clearwater Creek Booster Station should be reviewed with additional development in this area. Other areas of the City have elevations in the optimal range between 890 feet to 930 feet for the storage tank overflow elevation of 1,054.5 feet. These areas should not require booster or reducing stations, but any development with ground elevations on the fringes of the optimal range of 890 to 930 feet should be reviewed.

Supply or Connections to Adjacent Communities Lino Lakes maintains seven valuable interconnections to surrounding cities. As the Lino Lakes and surrounding cities develop the opportunity for additional interconnections may exist.

Water Storage Facilities There are generally two types of water storage that can be considered in a municipal water supply. Elevated tanks are one option. The City of Lino Lakes currently has two elevated tanks. The second and recommended option for future storage is ground storage. Ground storage works well near a water treatment plant and operates as a clearwell to receive the treated water. High service pumps transfer water from the clearwell reservoir to the elevated tanks as needed. Ground storage is less costly to build and to maintain than an elevated storage tower. The City of Lino Lakes currently has 2.0 million gallons (MG) of elevated water storage available to the system. Table 8-20 projects that by the year 2010 the storage capacity required will have exceeded the storage capacity that the City maintains. As discussed above the recommended type of future storage is ground storage to be constructed at the water treatment plant site. This storage is proposed to be constructed prior to the construction of the treatment plant as shown in Table 8-21 Capital Improvement Plan. The construction of the storage tanks will also require that the booster pumps be installed to allow for transport of the water from the ground storage tanks to the elevated storage tanks. Table 8-20. Peak Day Equalization Storage Capacity Required

Year Equalization Storage (Gal)

Fire Reserve Storage, Gal.

Storage Capacity Required (Gal)

2010 1,331,357 1,080,000 2,411,3572020 1,499,526 1,080,000 2,579,5262030 1,653,381 1,080,000 2,733,381Ultimate 2,987,700 1,080,000 4,067,700

To meet the demands of full build out future land use and population projections the construction of an additional 2.5 to 3.0 millions gallons of ground storage is recommended.

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Figure 8-13 graphically depicts the storage requirements by date. Figure 8-14 shows storage requirements by population.

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Capital Improvement Plan Table 8-21 Capital Improvement Plan summarizes all the proposed infrastructure improvements for the existing water system and future water system. This plan stages projects by an approximate timeframe and by 2008 costs. Table 8-21. Captial Improvement Plan – City of Lino Lakes Water Supply System Item No.

Description Sub Total Year Total Cost

1 Construction of Well No. 6 and Pumphouse No. 6 with water main 2010 $950,000

2 Strengthen Trunk Watermain (Phase 1) ** 2011 $825,000 3 Lake Drive Trunk Watermain Strengthening

(Phase 2) ** 2012 $330,000 4 Construction of a 2.5 MG Ground Storage Tank,

Booster Station, and Well No. 7 2013 - 2015 $4,295,000 Storage 2.5 MG $1,925,000 2013 - 2015 Booster Station $1,875,000 2013 - 2015 Well No. 7 $495,000 2013 - 2015 Optional Alternate Storage 3.0 MG $2,275,000 2013 - 2015 5 Complete Raw Watermains from Wells No. 1,

No. 3, No. 5, and No. 6 to reservoir including revision to well pumps 2016 $1,575,000

6 Redundant 16" watermain to replace north loop 2016-2020 $2,000,000 7 Construction of Treatment Plant 2018 $15,680,500 8 Complete Raw Watermain from Well No. 2 to

Reservoir Including Revision to Well Pump No. 2 2018 $1,500,000 9 Lake Drive Trunk Watermain Strengthening

(Phase 3) ** 2020 $627,000 10 Improve Distribution Watermain - Southwest

Corner (Phase 4) ** 2025+ $1,320,000 11 Construction of Well No. 8 with Pumphouse

2028+ $880,000 12 Construction of Well No. 9 with Pumphouse $880,000 2035+ $1,980,000 Including Raw Watermain for Wells No. 4, No.

9, and No. 10 $1,100,000 13 Construction of Well No. 10 with Pumphouse

2040+ $880,000 14 Construction of Well No. 11 with Pumphouse

and Raw Watermain 2045+ $950,000 15 Construction Well No. 12 with Pumphouse and

Raw Watermain 2050+ $950,000 *All Costs are in 2008 dollars ** The trunk watermain strengthening phases are discussed in the Water Distribution System Section.

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Plan Implementation Water Financing The City will annually review and evaluate the water rate structure and connection charges, to assure adequate funding of the water supply system. Development Support The City will review development proposals in light of the future Water System layout presented in the 2030 Water System Plan, and incorporate needed new mains, water towers, wells and water treatment into developers’ plans as appropriate. Wellhead Protection The City will implement the wellhead protection plan to protect the groundwater source from contamination. Emergency Service The City will continue working with adjacent communities to provide adequate water for emergency service. Conservation The City will protect its water supply through conservation efforts that reduce water demand, improve water use efficiency, and reduce loss and waste of water. Future Capacity Agreement The City will initiate negotiations with White Bear Township for interconnection with their system to provide service to the West Oaks area. Capital Planning The City will review the Capital Improvement Plan annually, with particular attention to projects upcoming during the two year period. Recommendation No. 1 - Water Production Facilities The “firm” capacity is used as an indication of the system’s ability to provide adequate water supply to meet a peak day demand when the largest capacity well is out of service. The present “combined” water production capacity is 4,350 gpm (gallons per minute), with a firm well capacity (well no. 3 out of service) of 3,150 gpm. It is recommended that firm well capacity meet peak day demand per Ten State Standards. Ten State Standards are prepared by the Great Lakes, Upper Mississippi Board of State Public Health and Environment Managers to set guidelines for waterworks. Table 8-17 shows the future firm well pumping capacity needed in order to supply water for a peak day. The estimated year 2030 City of Lino Lakes’ peak day demand of 5,551 gpm is beyond the existing firm capacity of 3,150 gpm, and will require an additional supply capacity of 2,401 gpm. This will likely require construction of up to three additional wells by 2030, depending on their individual capacity. To meet full build out capacity requirements the City of Lino Lakes will need approximately 12 wells. Figure 8-12 shows a conceptual location of each of the required wells for full build out and the Capital Improvement Plan in Table 8-21 stages the additional wells to be constructed. Based upon the assumptions, historical data and population projections, the estimated year 2008 peak day demand of 4,261 gpm is roughly 135% of the existing “firm” capacity, necessitating the deficit in pumping capacity be provided by the elevated storage tank, or an adjacent community with an interconnect to the Lino Lakes system. To ensure sufficient “firm” pumping capacity is available to the system, construction of a new well should be initiated as soon as possible. The additional well would be Well No. 6, which is preliminarily slated to be constructed on City owned property near the intersection of Birch Street and Centerville Road.

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Recommendation No. 2 - Water Storage Facilities Currently, the City of Lino Lakes has 2,000,000 gallons of elevated water storage available to the system. Table 8-20 shows the storage that will be required as water system demand increases. Based on Table 8-20, ground storage with booster station(s) should be added in consideration of possible future treatment facilities to increase storage volumes. Additional wells added in 2009 decrease the total storage required since total storage is based on peak day demand, equalization storage, and firm pumping capacity. The Capital Improvement Plan recommends construction of an additional 2.5 to 3.0 million gallons of storage at the treatment locations by 2014 to meet demands based on full build out future land use and population projections. As shown in Figures 8-13 and 8-14, this could be completed by installing 1.25 to 1.5 million gallon tanks at separate times. This would give Lino Lakes a total storage Capacity of 4.5 to 5.0 Million Gallons by full build out. Storage requirements and estimated costs are shown in Table 8-21 the Capital Improvement Plan. Recommendation No. 3 - Water Distribution System Water distribution facilities cannot be easily or economically increased in capacity once they are installed. Items 2, 3, 6, 9 and 11 shown in Table 8-21 Capital Improvement Plan are the recommended improvements to be constructed to strengthen the water distribution system. These improvements will strengthen the water system creating redundant loops in the water system, provide additional hydraulic capacity for conveying flow through the existing trunk network, and improve the overall reliability of the system. Recommendation No. 4 - Treatment Implementation Plan A water treatment study was completed in September 2007 by TKDA for the City of Lino Lakes. As shown in Table 8-21 Capital Improvement Plan, a treatment plant is recommended for construction in 2018. To allow the water treatment plant to operate in 2018 a number of other components of the water system must be constructed. These components consist of ground storage, a booster pump station and raw watermains to transport water to the treatment plant. These components are all appropriately staged in Table 8-21 Capital Improvement Plan.