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arc Table 3. Existin and Pro osed Peak Runoff Rates Storm Event Existing Conditions Proposed Conditions s cfu cfu 2 1.57 1.74 5 3.09 1.79 10 4.37 1.83 lOO 8.44 1.98 As illustrated in Table 3, it appears that the proposed peak discharge rates for all storm events except the 2-yr will be less than existing rates. It should be noted that the high water level obtained from the storage volume modeled was approximately 892 feet. The newly configured pond can be expected to have a high water level somewhere between 892 feet and the existing high water level of 894 feet. Nevertheless, the exact size and configuration of the pond outlet will need to be field verified to better determine proposed discharge rates. The outlet may have to be modified due to the changes in the storage volume. It is possible that the new pond can meet the CRWD's requirement that the existing peak discharge rates for the 2-,5-,10-, and 100- yr storm events. WATER QUALITY Water quality for the site was evaluated using P8, a water quality modeling tool model for predicting the generation and transport of stormwater runoff pollutants. The portion of the pond indicated as Dead Storage in Table 2 was incorporated into the model to predict the annual total phosphorus reduction from the site. The results of the P8 model indicate that approximately 63.5% in annual total phosphorus reduction will be achieved through a pond configured as shown in Table 2. Therefore, this pond is sized appropriately in order to meet the CRWD's requirements for phosphorus reduction for the proposed development SANITARY AND WATER The GIS information provided by the City ofRoseville indicates that water main is located along both Elmer Street and McCarrons Boulevard for use for the development. Additionally, sanitary manholes are located within Elmer Street and within McCarrons Boulevard in front of the parcels that are being considered for redevelopment. Therefore, sanitary and water main will be readily available for the development. Both these utilities will need to be avoided when installing a storm sewer across Elmer Street. CONCLUSION From our analysis, based on the developable area, drainage, and available utilities, a 40-unit multi-family development would be well suited for the Guptil and Elmer Street parcels. Based on actual wetland and waterbody boundaries and buffers, as well as actual building and parking