6.9. SR 09-06-2011 - Laserfiche WebLink

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wastewater collection and the existing WWTF have capacity to provide wastewater ' service for the proposed development area under all three scenarios. However, under Scenario 3, 85% to over 90% of the capacity of sections of the existing trunk ' sewer system along Twin Lakes Road from 179th Avenue NW to 171St Avenue would be utilized during estimated peak hour flow conditions. Also under Scenario 3, approximately 97% of the current pumping capacity of the TH 169 Lift Station ' would be utilized during estimated peak hour flow conditions. The estimated wastewater flows and characteristics for each of the development ' scenarios as well as the proposed means for providing wastewater service to the study area is describe in the following paragraphs for each scenario. Scenario 1 In this scenario, development would be consistent with the City's current Comprehensive Plan (2004). It will be assumed that the rural residential units on the west side of TH 10 will be connected to the sanitary sewer system and each single family residential connection will generate an average of 200 gpd. An average. daily wastewater flow of 1,200 gpd/acre will be used for Highway Commercial and 700 gpd/acre will be used for Light Industrial. A peaking factor of 3.9 will be used to determine the peak hour flow from the overall AUAR area. The portion of the study area west of TH 10 would consist of 8 acres rural residential, 48 acres light industrial, 7 acres highway business, and 14 acres of open space. Therefore, the estimate average day wastewater flow from the portion of the study area west of TH 10 is 0.043 MGD and the peak hour wastewater flow is 0.17 MGD. The portion of the study area east of TH 10, between TH 10 and the Burlington Northern Railroad would consist of 57 acres highway business, 34 acres light industrial, and 75 acres of agricultural research. The estimate average day wastewater flow from this portion of the study area under Scenario 1 would be 0.092 MGD and the peak hour wastewater flow is 0.36 MGD. Future wastewater flow for the study area under Scenario 1 is shown below in Table 18-3. Table 18-3. Estimated Average Day and Peak Hour Wastewater Flow from Scenario 1 Average Total Average peak Hour Type Acres Housing Daily Daily Wastewater (Gross) (units) Wastewater Wastewater .Flow d (gp ) Flow (gpd) Flow (gpd) Agricultural Research 75 - 0 0 Rural Residential (SF) 8 3 200/unit 600 2,300 Highway Commercial 64 - 1,200/acre 76,800 299,600 Light Industrial 82 - 700/acre 57,400 224,100 Open Space 14 - 0 0 0 Right-of-Way 10 - 0 0 0 Total 253 134,800 526,000 City of Elk River Draft Alternative Urban Areawide Review August 2011 Page 45 of 90