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