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Pavement Management Plan
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Pavement Management Plan
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system will be able to serve a fully developed maximum day demand of 1,67 MGD. It is important to <br /> note that for the purpose of this analysis it was assumed that both of the existing wells were <br /> producing at there rated capacity, and that it will be necessary for the City of Centeroille to drill a <br /> third well in order to pravide firm capacity. If the third well is not drilled, and the City expands to a <br /> maximum day demand of 1.67 MGD, the City will run out of water in the event of a wel� faiiure. The <br /> maximum day demand experienced in 2006 was 0.848 MGD on July 19, 2006. That summer was <br /> hot and dry during late lune and July, so we feel that this 2006 maximum day demand should be a <br /> reasonably conservative indicator of where the current state of development is at in the City of <br /> Centerville. The 2007 maximum demands included large transfers to Lino Lakes which are not as <br /> meaningful to the Centerville system. This means that the City has the ability to accommodate an <br /> additional 0.82 MGD of maximum day demand. Subtracting the anticipated maximum day demand <br /> from the downtown redevelopment leaves 0.57 MGD of maximum day demand available for other <br /> development within the City ot Centerville. This translates to approximately 640 SF homes of <br /> equivalent development. For the purposes of this analysis, it was assumed that an additional 200 <br /> homes would be constructed in the southern residential area of Centerville, and it was assumed that <br /> the remainder of the future demand would occur in the Industrial Park located east of the new 0, 5 <br /> MG elevated tank. <br /> The updated model showed that the system can support the downtown development and the <br /> maximum day demand of 1.67 MGD. With two wells operating, the 0.5 MG tank fluctuates <br /> approximately 20 feet to keep up with the peak hourly demands associated with heavy summer <br /> usage. The tank i5 satisfactorily refilled overnight, prior to the next day's demands. The most I <br /> detailed part of the analysis looked at fireflows in the downtown area. Attached is hydraulic Fig. 1 <br /> which was based off of Figure 4 of the main report. It was determined that the supply, storage, and <br /> distribution system are capable of providing a fireflow of 2,500 gpm for 3 hours to the downtown <br /> redevelopment area. This limit is based on the size of the water tower, A fireflow of 2,500 gpm for <br /> 3 hours translates to 450,000 gallons of water. Leaving 50,000 gallons for operational <br /> consideration, and the ability of the wells to produce water equal the maximum day demand, this <br /> fireflow volume just matches the tank volume. As shown on Figure 1, all nodes shown as green are <br /> able to meet a flreflow of at least 2,500 gpm. The only node downtown that cannot meet 2,500 <br /> gpm is J-470. J-470 is a dead-end main and can provide a flow of just under 2,500 gpm. If it is <br /> determined that 1-470 needs to be ab{e to provide a fireflow of 2,500 gpm, it would need to be <br /> looped back to J-465. One additional analysis was performed concerning the possibility of adding an <br /> 8 inch main between Nodes 1-505 and J-515 on Figure t. This addition increased the available <br /> fireflow to the immediate area by 7°k, but since the desired 2,500 gpm was available without this <br /> pipe, it was not included in the final recommendation. <br /> Page1 of3 <br />
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