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Existing Node w o 4pen FES � Open Node S • Proposed FES • Proposed Node �, , o Proposed Lift Station � — Existin Pi e 9 p - --� Open Channel or Ravine � ---�w Proposed Pipe -i f -30 Potential Water Quality Pond •�sc F 0 �� with ID � �d NPDES - Type f'� • Outfall ��f� • Storm Pond � '� � Structural Pollution Control Device ;o� � [� Major Drainage Districts � ` Drainage Subdistrict with ID �,4 SB-11 ,9.�. Stormwater Management Area �.�, Stormwater Management Area ID TL-P13 ` Normal Water Level 93$•2 100-Year High Water Level 940.0 '""'"''- City Li m its �.._.._..� 1 Lake ORONO — SURFACE WATER MANAGEMENT PLAN 5 System Descri ption 5.1 GENERAL The Orono Surface Water Management Plan (SWMP) adopted in 2002 involved a detailed delineation of drainage patterns within Orono's municipal boundaries for the purpose of describing future ponding and conveyance systems to serve development. Though much development has occurred, this system description is still useful for understanding the connectivity between drainage systems and subwatersheds or major drainage districts. The City of Orono was divided into eighteen major drainage districts as shown on the Surface Water System Map (Map 1), at the back of the report, and designated as shown in Table 5.1. Table 5.1 - Major Drainage Districts Drainage District Abbreviation Drainage District Abbreviation Browns Bay BB Maxwell Bay MB Carman Bay CB Mooney Lake MO Crystal Bay CY North Arm NA Forest Lake FL Painters Creek PC French Lake FR Peavey Lake PL Hadley Lake HA Smith Bay SM Lafayette Bay LF Stubbs Bay SB Lake Classen LC Tanager Lake TL Long Lake LL West Arm WA All drainage districts are within MCWD. Each of the drainage districts was then further subdivided into subdistricts identified by initials of the drainage district in which they reside followed by a number. Generally, the numbering system starts at the upstream end of the district and increases toward the outlet. Areas for the subdistricts are presented in Appendix A. SYSTEM DESIGN The runoff management system depicted on the map is based on the anticipated"fully developed"conditions. Runoff data used for system design are derived from City staff projections for planned land use changes identified in the 2008-2030 Orono Communiry Management Plan. In regards to future development the system has been designed to meet two primary criteria: City of Orono Page 51 Surface Water Management Plan �Bonestroo 000139-09034-0 1. Maintain or reduce pre-development discharge rates (rate control) 2. Obtain phosphorus loading rates below existing conditions (P-Reduction) ; It should be noted that the City will continue its policy of site plan review to ensure that runoff management features meet the requirements and objectives of this SWMP. MAP DESIGN Ponds, storm sewers, and open channels are shown on the map. The runoff management system is broken into segments by node designations. These nodes identify the addition of flow into the system from drainage areas or pond outFlows. The node-by-node capacity and the size of the existing and proposed storm sewer pipes are presented in Appendix B. Other conveyances and flow control structures are also indentified in Appendix B. APPENDICES Pond data, including type, tributary area, pond area, storage volume, normal and high water levels, and pond outflows are presented in Appendix C. These pond design details are presented for the 100-year event. In addition, pond normal water levels, high water levels, and peak outFlows are presented in Appendix D for the 1-year and 10-year events. Water quality pond data are presented in Appendix E. Pipe sizes, channel sizes, and capacities indicated for each segment of the proposed system are based on assumed grades. While the pipe size and grade can be changed in the final design, the pipe capacity of each segment should not be changed without additional hydraulic analysis. Generally, the purpose of showing potential pipes for drainage was to estimate the extent and cost of conveyance capacity so that Orono could develop equitable area charges. In reality, the rural development prevalent in Orono leads to more reliance on overland conveyance and not pipe. This is a good thing as overland conveyance provides greater opportunity to treat runoff prior to its entering a receiving water. The pipe network shown on Map 1 also described a conveyance system that operates on a regional basis than what actually has occurred. This current plan continues the trend toward less regionalization through goals and policies that specifically tie project proposers to on-site mitigation. It should also be noted that several land locked basins were shown with outlets in the 2002 Plan. In general, these outlets were intended to provide a maintained normal water level. Orono's land locked basin policy, presented in it's goals and policies; and ultimately intended to be a part of a stormwater management ordinance and restricts the use of outlets for land locked basins. Map 1 still shows these potential outlets, however both for continuity with previous analysis and as a representation of a potential emergency overFlow or drawdown outlet designed according to the land locked basin policy and the unique hydrology of each location. The storage volume and outFlow rate of a pond should be preserved for each ponding area to successfully maintain the integrity of the storm drainage system. Pond areas and water levels may change in the final design of the ponding area to best suit the proposed development. Care must be exercised so that outflow rates do not impede the performance of the downstream drainage facilities. r City of Orono Page 52 Surface Water Management Plan �Bonestroo 000139-09034-0 Peak pond outflow rates given in Appendices C and D are based on discharge through a pipe or special outlet structure with the pond at high water level. In the case of a two-stage or other , rype of outlet, suitable computer modeling of the final design is required. The following discussion of individual drainage districts identifies certain water quantity and water qualiry issues. Since 2002, some new issues have been identified. These have not been added to the narrative here but rather have been identified separately within the issues and corrective actions summary and the implementation plan. Additionally, some observations from the ensuing narrative do not constitute and are included for information purposes only. 5.2 BROWNS BAY Browns Bay is in southeastern Orono and has a drainage area of 408 acres. The Woodhill Golf Course occupies a majority of the district. The following is a summary of special issues and recommendations for this district. BB-P9 — During the 100-year storm event, the adjacent driveway will aid as an emergency overFlow to prevent structural damage to the nearby homes. It is recommended that the driveway remain at its current elevation. This overland drainage is directed into the golf course. BB-P15 has a 100-year HWL of 933.7, which results in Fox Street being overtopped by approximately 3.5 inches. To alleviate the flooding it is recommended that Fox Street be raised by one foot. 5.3 CARMAN BAY Carman Bay district is located in the southern portion of the City and has a drainage area of 146 acres. Drainage from this district drains directly into the bay by overland drainage or through pipes. Following is a summary of the special issues and recommendations for this district. CB-P2—The parking lot located just to the north of this ponding area may have minor flooding due to larger storm events. CB-3 — Drains directly into Carman Bay, currently causing sedimentation and erosion control problems. This pipe network drains a large amount of impervious surfaces. To decrease the amount of pollutants entering Carman Bay, it is strongly recommended that a multiple cell water quality pond, or equivalent functional feature, be installed. CB-P7, P8, P9 —All of these ponds have been studied in the Kelly Avenue Drainage Report, January of 1995. The report suggests utilizing a small lift station to remedy the flooding problems. CB-P11 —This small depression is located in a park. It is recommended that both a water quality and quantity pond be constructed to treat the runoff from this district prior to discharging directly into the lake. Within this area there are previously identified nuisances and drainage issues, usually yards that do not drain well. However these are private issues and not municipal issues. 5.4 CRYSTAL BAY Crystal Bay district is located in the south central section of the City and has a drainage area of 22 acres. Most of this district is located along shoreline and drains directly into the bay. The following is a summary of issues and recommendations for this district. City of Orono Page 53 Surface Water Management Plan �Bonestroo 000139-09034-0 Appendix B Pipes and Conveyances Basin ID From�"Z Toi�Z Length Dimension3�` Flows �tus of Pipe / (feet) (cfs) Carman Bay,conYd CB-1 57 56 57 12 * EXISTING CB-1 58 59 147 21 * EXISTING CB-1 59 60 111 21 * EXISTING CB-1 49 CB-P2 200 15 4.8 PROPOSED CB-2 47 OSA 481 15 5.6 PROPOSED CB-3 61 62 234 18 9.5 PROPOSED CB-3 62 CB-Q3 396 21 16 PROPOSED CB-5 64 63 127 12 * EXISTING CB-6 46 CB-Q6 284 12 4 PROPOSED CB-7 66 CB-P8 93 12 5 EXISTING CB-8 69 CB-P9 57 18 7 EXISTING CB-8 67 CB-Q9 680 6 2.1 PROPOSED CB-9 70 OSA 235 6 0.6 EXISTING CB-11 45 OSA 314 3- 15" 17.9 PROPOSED Crystal Bay CY-1 81 OSA 358 21 9 PROPOSED CY-2 82 OSA 19 5'BCW 2.8 PROPOSED Forest Lake FL-1 96 OSA 148 18 6.9 EXISTING FL-1 95 96 132 18 0 EXISTING FL-2 100 FL-P3 54 12 3.5 PROPOSED FL-3 OSA FL-P3 63 24 EXISTING FL-3 102 133 831 10'x 2' 32.4 OPEN CHANNEL FL-3 101 102 66 2- 15" 13 PROPOSED FL-4 136 FL-P5 275 12 12.7 EXISTING FL-4 OSA FL-P4 Unknown 24 * EXISTING FL-5 FL-P4 FL-Q5 610 10'x 2' 9.2 OPEN CHANNEL FL-6 114 FL-Q12.1 131 27 31.8 PROPOSED FL-6 112 FL-P6 60 27 31 PROPOSED FL-6 114 FL-P12 131 27 31.8 PROPOSED FL-7 110 FL-Q7 426 18 10.6 PROPOSED FL-7 116 FL-Q12.1 119 21 15.8 PROPOSED FL-8 106 FL-Q8 379 5'x 2' 8.4 OPEN CHANNEL � FL-9 FL-P9 FL-Q10 447 5'x 2' 9.4 OPEN CHANNEL City of Orono Surface Water Management Plan Appendix E Sub-District Outflow Water Quality Data Sub-District Pond Removal Phosphorus ID Pond IDl Volume2 Efficiency3 Outflow4 (ac-ft) (%) (ppb) Browns Bay BB-1 BB-Q1.2 3.0 77 89 BB-2 BB-P2 1.0 56 151 BB-3 BB-P3 0.6 53 120 BB-4 BB-P4 0.1 43 156 BB-5 BB-P5 0.2 47 143 BB-6 BB-P6 0.9 51 123 BB-7 BB-Q7,1 0.9 63 142 BB-8 BB-P8 0.1 5 376 BB-9 BB-P9 7.5 61 134 BB-10 BB-Q10.2 2.2 83 64 BB-11 BB-P11 3.3 60 173 BB-12 BB-P12 4.2 58 130 BB-14 BB-P14 2.9 47 193 BB-15 BB-P15 3.6 75 100 BB-16 BB-P16 1.0 51 196 BB-17 BB-Q17.1 5.0 79 92 BB-18 BB-P18 3.3 63 147 BB-19 BB-P19 0.9 65 144 BB-20 BB-P20 0.2 33 276 BB-21 BB-P21 1.1 74 98 Carman Bay CB-1 CB-P1 1.8 43 255 CB-2 CB-P2 9.2 67 149 CB-3 CB-Q3.1 1.8 79 97 CB-6 CB-Q6.1 0.8 61 161 CB-7 CB-Q7.1 2.5 60 192 CB-8 CB-P8 0.3 55 187 CB-9 CB-Q9.1 0.7 68 121 CB-11 CB-Q11.1 0.8 58 158 1 The outlet pond for the sub-district; it may be the last in series or the only pond in that sub-district Z Represents the total water quality pond volume for that sub-district 3 The removal efficiency for the outlet pond,not necessarily representative of all ponds in the sub-district 'Represents the phosphorus outflow from that sub-district,as discharge from the outlet pond