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09-24-18 CC WS Agenda Packet CITY OF SHOREWOOD 5755 COUNTRY CLUB ROAD CITY COUNCIL WORK SESSION COUNCIL CHAMBERS MONDAY, SEPTEMBER 24, 2018 6:00 P.M. AGENDA 1. CONVENE CITY COUNCIL WORK SESSION A. Roll Call Mayor Zerby _____ Johnson _____ Labadie _____ Siakel _____ Sundberg _____ B. Review Agenda ATTACHMENTS 2. SOLID WASTE COLLECTION City Administrator Memo 3. GRANT STREET DRAINAGE Engineer Memo 4. ADJOURN #2 MEETING TYPE City of Shorewood Council Meeting Item WORK SESSION Title / Subject: Solid Waste Collection Investigation Meeting Date: September 24, 2018 Prepared by: Greg Lerud, City Administrator Reviewed by: Tim Keane, City Attorney Background: Staff commenced the solid waste collection investigation process earlier this spring. On May 8, staff met with the Shorewood licensed haulers. At the May 14 council meeting, the council heard from residents who preferred no changes to the present collection and from those who wanted to consider an organized approach. As was clearly stated at the meeting with the haulers and at the May 14 council meeting, the city does not have a pre-determined timeline or outcome of this process. Since that meeting, the issue has not been on a council or work session agenda, but Council members and staff have received numerous comments from residents expressing their opinions and suggestions. The Council has previously stated that this investigative process should provide ample opportunity for community engagement and public input. Staff has been looking at what other cities are doing as they also examine solid waste collection in their communities. A common step in the investigative process for many of the cities is conducting a survey of the residents regarding solid waste collection. Staff has considered options for conducting a survey and contacted the firm of Morris Leatherman about conducting a survey. Their firm has conducted surveys in several other cities – some specifically on this topic. A scientific survey conducted by an outside company would cost approximately $7,000, and it would be that initial opportunity for public input. There are sufficient funds available in the Recycling Fund to cover the cost of a survey. If the council decides to pursue a survey, staff will request an updated proposal that will detail survey methods and timing. Next Steps and Timeline: Staff requests council direction for the next step in this process, and staff will take that direction and bring the matter back to a future meeting for a formal council decision. Mission Statement: The City of Shorewood is committed to providing residents quality public services, a healthy environment, a variety of attractive amenities, a sustainable tax base, and sound financial management through effective, efficient, and visionary leadership. Page 1 mme', I CITY OF SHOREWOOD GRANT STREET DRAINAGE PROJECT SEPTEMBER 19,2018 Prepared for City of Shorewood 5755 Country Club Road Shorewood, MN 55331 WSB PROJECT NO. 12046-000 O WSB FEASIBILITY REPORT GRANT STREET DRAINAGE PROJECT For: CITY OF SHOREWOOD INA:491aIll110LI I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. William Alms, PE Reg. No. 54301 GRANT STREET DRAINAGE FEASIBILITY REPORT CERTIFICATION City of Shorewood, MN WSB Project No. 12046 -000 Ifil:34:90]WKe]LN9:1LIN &y 1. INTRODUCTION AND BACKGROUND ............................................................. ..............................1 2. EXISTING CONDITIONS .................................................................................... ..............................2 3. PROPOSED IMPROVEMENTS .......................................................................... ..............................3 3.1. Option 1: South Ponding ................................................................................. ..............................3 3.2. Option 2: North Ponding .................................................................................. ..............................4 3.3. Option 3: Lowering Park Street Profile ............................................................ ..............................4 4. FINANCING ......................................................................................................... ..............................6 4.1. Cost Estimates ................................................................................................ ..............................6 4.2. Funding ........................................................................................................... ..............................6 5. PROJECT SCHEDULE ....................................................................................... ..............................7 5.1. Permitting Considerations ............................................................................... ..............................7 5.2. Schedule ......................................................................................................... ..............................7 6. RECOMMENDATION ......................................................................................... ..............................8 LIST OF TABLES Table 1: Impacts of 2017 Trunk Watermain Extension Table 2: Impacts of South Ponding Table 3: Impacts of North Ponding Table 4: Impacts of Lowering Park Street Profile Table 5: Cost Estimate Summary APPENDICES Appendix A — Figures Figure 1: Drainage Areas Figure 2: Existing Cross Section Figure 3: Proposed Ponding Options Appendix B — HydroCAD Reports Existing Pre -2017 Project Proposed South Pond Proposed North Pond Proposed Road Profile Appendix C — Opinions of Probable Cost Option 1: South Pond Option 2: North Pond GRANT STREET DRAINAGE FEASIBILITY REPORT TABLE OF CONTENTS City of Shorewood, MN WSB Project No. 12046 -000 I10 1110 [10191861 0 1010I _101971 -7_N3 XCI :10111 0 11] There is a localized low point in the northeast quadrant of the Grant Street and Park Street intersection in Shorewood, Minnesota at 5925 Grant Street. There are 7.4 acres draining to this low point, runoff is conveyed south under Park Street in a 12 -inch reinforced concrete pipe (RCP) to a channel through a wooded area and eventually to a ditch in Minnesota Department of Transportation (MnDOT) right -of -way (ROW) along MN -7 (Figure 1, Appendix A). There have been historic reports of flooding at this property. The home at 5925 Grant Street and many surrounding it, were built in the 1950s. The City did not have the same stormwater management rules in place at that time as it does now. Currently, the structures in this area are not in compliance with City standards. The low openings of 5925 Grant Street and 5915 Grant Street (the property to the north) are below the elevation at which water will overtop Park Street and flow into the channel as shown in Figure 2, Appendix A. Neither an adequate emergency overflow nor the required freeboard to structures are provided in this area. In 2017, a trunk watermain extension project was completed in Shorewood. At the intersection of Grant Street and Park Street, the project included the replacement of several drainage structures. After the project was completed, the owner of 5925 Grant Street reported flooding, specifically due to a rain event on August 16, 2017. Although a rain gauge was not present at the exact project location, the available information for surrounding areas indicate that the storm event on August 16 was between a 10 -year and 25 -year event. Based on the historic accounts of flooding and this recent occurrence, the City decided to study the issue further. This feasibility report investigates the existing conditions that have contributed to the flooding and proposes solutions to alleviate it and protect structures. GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 1 A HydroCAD model was developed for the area around 5925 Grant Street. An MSE 3, 24 -hour storm distribution was used with Atlas 14 rainfall depths for the 1 -, 2 -, 10 -, and 100 -year storm events. The model was checked against the August 16 rain event, flooding of the structure at 5925 Grant Street occurs between the 10- and 25 -year events. See Figure 1, Appendix A for the drainage area delineations. Storm sewer under Park Street conveys water from the area around 5925 Grant Street to a channel that parallels Grant Street and ultimately outlets through a wooded area to a ditch in the MnDOT ROW along MN -7. The HydroCAD model includes the offsite area that drains to the MN -7 ditch. This ditch drains northeast to a culvert under Academy Avenue to College Lake in Excelsior, Minnesota. See Appendix B for the HydroCAD report. A HydroCAD analysis of conditions prior to the 2017 trunk watermain extension project indicates that the changes made to the drainage structures as part of the project maintained similar drainage conditions. In all storm events, the high water level (HWL) changed less than 0.15 feet at 5925 Grant Street from pre - 2017 trunk watermain project to existing conditions (post -2017 trunk watermain project) as shown in Table 1. The only event in which the HWL increased was the 100 -year event, and then only by 0.03 feet, which is considered negligible. Table 1: Impacts of 2017 Trunk Watermain Extension GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 2 HWL at 5925 Grant E2P 1- ear 2- ear 10- ear 100- ear Pre -2017 Trunk Watermain Extension 963.33 963.65 964.32 965.31 Existing Conditions 963.23 963.52 964.25 965.34 GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 2 M*09 Eel >•[61 Each potential solution involves numerous modifications and improvements to the existing drainage system to address flooding at 5925 Grant Street, while managing discharge rates to the MnDOT ROW along MN -7. Each subsequent option addresses more City standards, but also increases in price. The proposed conditions were also modeled in HydroCAD, see Appendix B for results. Each potential solution was evaluated for the following desired outcomes: • Flood prevention and freeboard • Providing an emergency overflow • Maintaining discharge rates to MnDOT ROW 3.1. Option 1: South Ponding In Option 1, the City would purchase the property at 5965 Grant Street to utilize it as a stormwater ponding area as shown in Figure 3, Appendix A. Inlets would be improved at 5925 Grant Street and a piped outlet would convey drainage to the new ponding area. To improve the inlets, a large tree and row of lilac bushes along the south property line would need to be removed at 5925 Grant Street. The existing channel would be maintained at a shallower depth to allow drainage conveyance from properties on the south side of Park Street to the MN -7 ROW. Raising the bottom of the channel would allow for cover over the pipe that would convey drainage from the north side of Park Street to the MN -7 ROW. Table 2 shows the impacts of this option on the discharge rates to the MN -7 ditch and on the 100 -year HWL at 5925 Grant Street and the MN -7 ditch. Table 2: Impacts of South Ponding The elevations of the low openings at 5915 and 5925 Grant Street are 963.98 and 964.34 respectively. In the 100 -year event, this option reduces the HWL on the properties to 963.93, approximately the elevation of the low opening at 5915 Grant Street. Because there is not adequate freeboard, the properties' low openings should be floodproofed. Discharge rates to the MnDOT ROW would be at or below existing conditions in the 1- and 2 -year events but exceed existing in the 10- and 100 -year events. This increased discharge would raise the 100 -year HWL in the MN -7 ditch 0.25 feet. The elevation of the shoulder of MN -7 is approximately 954.0. In existing conditions, 0.26 feet of freeboard is provided. In proposed conditions, 0.01 feet of freeboard would be provided. No flooding concerns have been raised for MN -7 in this area. Therefore, we believe that this model is conservative in estimating the HWL and freeboard to MN- 7 at this location. Summary of Option 1: South Ponding Flood prevention and freeboard • 0.39 feet freeboard to the low opening at 5925 Grant Street. • 0.05 feet freeboard to the low opening at 5915 Grant Street. • 0.01 feet freeboard to the MN -7 shoulder. Emergency overflow • Provided at south ponding area. GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 3 Discharge Rate cfs 100 -year HWL at 5925 Grant E2P 100 -year HWL at MN -7 Ditch EOffWP 1 -year 2 -year 10 -year 100 -year Existing 4.14 5.32 9.96 21.22 965.34 953.74 Proposed 3.34 4.42 11.17 34.54 963.93 953.99 The elevations of the low openings at 5915 and 5925 Grant Street are 963.98 and 964.34 respectively. In the 100 -year event, this option reduces the HWL on the properties to 963.93, approximately the elevation of the low opening at 5915 Grant Street. Because there is not adequate freeboard, the properties' low openings should be floodproofed. Discharge rates to the MnDOT ROW would be at or below existing conditions in the 1- and 2 -year events but exceed existing in the 10- and 100 -year events. This increased discharge would raise the 100 -year HWL in the MN -7 ditch 0.25 feet. The elevation of the shoulder of MN -7 is approximately 954.0. In existing conditions, 0.26 feet of freeboard is provided. In proposed conditions, 0.01 feet of freeboard would be provided. No flooding concerns have been raised for MN -7 in this area. Therefore, we believe that this model is conservative in estimating the HWL and freeboard to MN- 7 at this location. Summary of Option 1: South Ponding Flood prevention and freeboard • 0.39 feet freeboard to the low opening at 5925 Grant Street. • 0.05 feet freeboard to the low opening at 5915 Grant Street. • 0.01 feet freeboard to the MN -7 shoulder. Emergency overflow • Provided at south ponding area. GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 3 M*09 Eel >•[61 Discharge rates to MnDOT ROW • Below existing in 1- and 2 -year events. • Above existing in 10- and 100 -year events (see freeboard above). 3.2. Option 2: North Ponding In Option 2, the City would purchase the property at 5925 Grant Street to utilize it as a stormwater ponding area and the property at 5965 Grant Street to acquire an easement as shown in Figure 3, Appendix A. The southern portion of 5965 Grant Street could potentially be sold and returned to private ownership. For the stormwater ponding area at 5925 Grant Street, the City of Shorewood requires at least two feet of separation between the 100 -year HWL of a stormwater pond and the low opening of adjacent structures. The low opening of the structure to the north of this property, 5915 Grant Street, is 963.98 and would require a HWL less than or equal to 961.98. For additional flood protection, the City may also decide to purchase the property at 5915 Grant Street. The City's stormwater management rules also require that an emergency outlet from the ponding area be installed one foot below the low opening of adjacent structures. This outlet needs to be able to convey three times the 100 -year peak discharge rate from the basin, which would require a 36 -inch equivalent pipe under the existing channel. Table 3 shows the impacts of this option on the discharge rates to the MN -7 ditch and on the 100 -year HWL at 5925 Grant Street and the MN -7 ditch. Table 3: Impacts of North ndin Discharge rates to the MnDOT ROW would be at or below existing conditions in the 1- and 2 -year events but exceed existing in the 10- and 100 -year events. The increased discharge raises the 100 -year HWL in the MN -7 ditch 0.21 feet. The elevation of the shoulder of MN -7 is approximately 954.0. In existing conditions, 0.26 feet of freeboard is provided. In proposed conditions, 0.05 feet of freeboard would be provided. No flooding concerns have been raised for MN -7 in this area. Therefore, we believe that this model is conservative in estimating the HWL and freeboard to MN -7 at this location. Summary of Option 2: North Ponding Flood prevention and freeboard • 2.02 feet freeboard to the low opening at 5915 Grant Street. • 0.05 feet freeboard to the MN -7 shoulder. Emergency overflow • Provided at north ponding area. Discharge rates to MnDOT ROW • Below existing in 1- and 2 -year events. • Above existing in 10- and 100 -year events (see freeboard above). 3.3. Option 3: Lowering Park Street Profile In Option 3, the centerline profile of Park Street would be lowered to approximately 963.0 to create an overflow one foot below the low opening elevation of the structure at 5915 Grant Street. Currently, the low point on Park Street adjacent to 5925 Grant Street is 965.0. Lowering the GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 4 Discharge Rate cfs 100 -year HWL at 5925 Grant (E2P) 100 -year HWL at MN -7 Ditch (EOffWP 1 -year 2 -year 10 -year 100 -year Existing 4.14 5.32 9.96 21.22 965.34 953.74 Proposed 2.69 4.20 11.68 34.94 961.96 953.95 Discharge rates to the MnDOT ROW would be at or below existing conditions in the 1- and 2 -year events but exceed existing in the 10- and 100 -year events. The increased discharge raises the 100 -year HWL in the MN -7 ditch 0.21 feet. The elevation of the shoulder of MN -7 is approximately 954.0. In existing conditions, 0.26 feet of freeboard is provided. In proposed conditions, 0.05 feet of freeboard would be provided. No flooding concerns have been raised for MN -7 in this area. Therefore, we believe that this model is conservative in estimating the HWL and freeboard to MN -7 at this location. Summary of Option 2: North Ponding Flood prevention and freeboard • 2.02 feet freeboard to the low opening at 5915 Grant Street. • 0.05 feet freeboard to the MN -7 shoulder. Emergency overflow • Provided at north ponding area. Discharge rates to MnDOT ROW • Below existing in 1- and 2 -year events. • Above existing in 10- and 100 -year events (see freeboard above). 3.3. Option 3: Lowering Park Street Profile In Option 3, the centerline profile of Park Street would be lowered to approximately 963.0 to create an overflow one foot below the low opening elevation of the structure at 5915 Grant Street. Currently, the low point on Park Street adjacent to 5925 Grant Street is 965.0. Lowering the GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 4 M*09 Eel >•[61 profile 2.0 feet would require significant adjustments to the road profile, driveway tie -ins, and existing utilities. Storm sewer structures would be adjusted to match the new road grades and storm sewer inverts lowered to allow adequate cover. Additionally, the invert of the downstream channel would be lowered, requiring clearing and grading. To manage discharge rates to the MnDOT ROW, the south ponding area would also need to be constructed as discussed in Option 1. Table 4 shows the impacts of this option on the discharge rates to the MN-7 ditch and on the 100 -year HWL at 5925 Grant Street and the MN -7 ditch. Table 4: Impacts of Lowering Park Street Profile This option provides 0.69 and 1.05 feet of freeboard to the low openings at 5915 and 5925 Grant Street respectively. Because there is not adequate freeboard, the properties' low openings should be floodproofed. Discharge rates to the MnDOT ROW would be at or below existing conditions in the 1- and 2 -year events but exceed existing in the 10- and 100 -year events. This increased discharge would raise the 100 -year HWL in the MN -7 ditch 0.25 feet, providing 0.01 feet of freeboard to the approximate shoulder elevation of 954.0. No flooding concerns have been raised for MN -7 in this area. Therefore, we believe that this model is conservative in estimating the HWL and freeboard to MN -7 at this location. Summary of Option 3: Lowering Park Street Profile Flood prevention and freeboard • 1.05 feet freeboard to the low opening at 5925 Grant Street. • 0.69 feet freeboard to the low opening at 5915 Grant Street. • 0.01 feet freeboard to the MN -7 shoulder. Emergency overflow • Provided by lowering Park Street. Discharge rates to MnDOT ROW • Below existing in 1- and 2 -year events. • Above existing in 10- and 100 -year events (see freeboard above). GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 5 Discharge Rate cfs 100 -year HWL at 5925 Grant (E2P) 100 -year HWL at MN -7 Ditch (EOffWP 1 -year 2 -year 10 -year 100 -year Existing 4.14 5.32 9.96 21.22 965.34 953.74 Proposed 3.25 4.36 11.06 40.68 963.29 953.99 This option provides 0.69 and 1.05 feet of freeboard to the low openings at 5915 and 5925 Grant Street respectively. Because there is not adequate freeboard, the properties' low openings should be floodproofed. Discharge rates to the MnDOT ROW would be at or below existing conditions in the 1- and 2 -year events but exceed existing in the 10- and 100 -year events. This increased discharge would raise the 100 -year HWL in the MN -7 ditch 0.25 feet, providing 0.01 feet of freeboard to the approximate shoulder elevation of 954.0. No flooding concerns have been raised for MN -7 in this area. Therefore, we believe that this model is conservative in estimating the HWL and freeboard to MN -7 at this location. Summary of Option 3: Lowering Park Street Profile Flood prevention and freeboard • 1.05 feet freeboard to the low opening at 5925 Grant Street. • 0.69 feet freeboard to the low opening at 5915 Grant Street. • 0.01 feet freeboard to the MN -7 shoulder. Emergency overflow • Provided by lowering Park Street. Discharge rates to MnDOT ROW • Below existing in 1- and 2 -year events. • Above existing in 10- and 100 -year events (see freeboard above). GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 5 4. FINANCING 4.1. Cost Estimates Detailed opinions of probable cost are given in Appendix C for Options 1 and 2 and summarized in Table 5. Option 3, lowering the Park Street profile, was not included because of the extensive impacts, high anticipated costs, and recent road reconstruction in this area. The opinions of cost include 15% contingency and 25% for related indirect costs (legal, administrative, engineering, and financing) based on the construction costs (not including property acquisition). Table 5: Cost Estimate Summary ' Based on 2018 Tax Market value (PID: 3411723310041). Assume 50% resale credit. 2 Based on 2018 Tax Market value (PID: 3411723420015). 4.2. Funding The project will be funded by assessment, the City's Stormwater Utility, grant funds, or a combination of these. A Flood Damage Reduction Grant from the Minnesota Department of Natural Resources might be available to cover 50% of the cost of the property acquisition for Options 1 and 2. GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 6 Estimated Total Cost Option 1: South Fondling Construction $287,265.00 Property Acquisition $148,000.00 Option 1 Total $388,465.00 Option 2: North Fondling Construction $308,995.00 Property Acquisition 1,2 $453,000.00 Option 2 Total $761,995.00 Option 3: Lowering Park Street Profile N/A ' Based on 2018 Tax Market value (PID: 3411723310041). Assume 50% resale credit. 2 Based on 2018 Tax Market value (PID: 3411723420015). 4.2. Funding The project will be funded by assessment, the City's Stormwater Utility, grant funds, or a combination of these. A Flood Damage Reduction Grant from the Minnesota Department of Natural Resources might be available to cover 50% of the cost of the property acquisition for Options 1 and 2. GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 6 (- ;J:Zeal =Cot d&103:I=1 Bill " 5.1. Permitting Considerations The lead time to acquire the appropriate permits will have an impact on the project schedule. The permits described below will likely be required from regulatory agencies. Minnesota Department of Transportation A drainage permit is required for changes in drainage to the MnDOT ROW. On July 24, 2018, representatives from WSB & Associates, Inc. met with Brian Kelly, a Project Manager in MnDOT's Metro Water Resources Engineering Group. He confirmed that runoff to the MN -7 ditch in the project area drains to College Lake and eventually to Galpin Lake. He indicated that there have not been reports of flooding issues in the area and stated that increased discharge resulting in a small rise in the HWL in the ditch would be acceptable. Minnehaha Creek Watershed District (MCWD) Erosion Control — An erosion control permit is required when disturbing more than 5,000 square feet or grading, excavating, or filling more than 50 cubic yards of earth. Stormwater Management — A stormwater management permit is required when changing the contours of a parcel in a way that affects the direction, peak rate, volume, or water quality of runoff from a parcel. Minnesota Pollution Control Agency (MPCA) A National Pollutant Discharge Elimination System ( NPDES) Construction Activity permit is required for activities that result in one acre or more of land disturbance. Depending on the final design, this project may or may not require an NPDES permit. 5.2. Schedule If the City Council wishes to proceed with the Grant Street Drainage Improvements project, a proposed schedule with the earliest start dates is below. This may be adjusted based on the decision of the City Council regarding preferred timeline and funding sources (use of assessments may impact the timeline). City Council Accepts Feasibility Report .................................. ............................... September 2018 Public Hearing /City Council Authorizes Improvements ............... ............................... October 2018 60% Plans /Permitting /Property Acquisition .............................. ............................... December 2018 Final Plans and Specs /Advertisement for Bid .................................. ............................... March 2019 Open Bids /City Council Awards Contract ........................................... ............................... April 2019 BeginConstruction .............................................................................. ............................... May 2019 Substantial Completion ............................................. ............................... ...........................July 2019 GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 7 M*09 Eel ki91 [- :0= 01ITAIPAI=101 97-AV010101 While all preceding options are feasible, WSB & Associates, Inc. recommends proceeding with Option 1: South Ponding. This option is feasible, necessary, and cost - effective from an engineering perspective. Option 1: South Ponding is recommended based on the cost of the project, including acquiring the necessary parcel, the ability to maintain private ownership of the lots at 5925 and 5915 Grant Street, and the added flood protection. The economic feasibility will be determined by the City Council. GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 Page 8 let »ALl IQKvil APPENDIX A Figures GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 APPENDIX A 9I6 � m - rn o+ gib 9]q 9]fi m 960 952 3 _ gcA 9 9qp cademy'Avel 9]Q 952 ° 9 9B 10 95ry o p g `� 9,q8 994 �OOA 2� 8r, E2 978 _ 0¢0 M s `q 1002 �S2 942 � 9 Sp `� 9� 952 994 rn 992 E4 E31 .982 9b`L 'B' a H 98b �'N Jppp 1006 $ m 00 m 1004 � O 1020 � � 000 1008 ,p ° gob 9y0 o � 3 ors o app 93p 9Ag N 1004 1pOp a. EOffN 9� 0 iW6 1010 os �'A �`� 9� `& 1ppg m e� gg2 9j B b 992 988 -986. �� 0 996 �0 999 �� 9yb g9A 994 m�' m 1008 2 1p1q � 9� � 9 90b 0 1�0 1002 1020 � a o gy9 9" ^opA a O + � 101fi �� 0 000 o 988 98p 101b %✓ n o r,. m $ 960 Legend „� o� 992 � Poini 960 060 ” e oo"'o 0 � Flow Direction ooNm °o a3 930 �6 9ss Drainage Areas �o ssq 1024 B N °' �� • Storm Manholes 98b o m � 1000010 99s s � ♦ Storm Inlets /Outlets 930 ippfi 1008 �� Storm Sewer 988 ^O0ry 1016 1018 ipip 2 ¢' o ¢°' �" 1022' 1024 1028 1p26 2 q, a9 6' + Dralntle 9�g9 g82 1032 103b 1pgp1�4 1p3p pip b 6 � /��� L� Figure 1: Drainage Areas N ' Grant Street Drainage Feasibility Study o �+ 200 WJB Feet r rvor City of Shorewood, MN 1 me � SHOR WCOO Park Street Channel 965.02 964.20 962.00 961.95 960.80 Facing West Grant Street 965.28 964.20 OPENING 962.20 962.58 961.38 6'draintile 961.73 Legend Facing North Flow Direction //���� f,� Figure 2: Existing Cross Sections A�+ ' Grant Street Drainage Feasibility Study WJB CITY OF City of Shorewood, MN SHOREWCOO r '1 '4+ F5915 Grant Street Low opening = 963.98 t 5925 Grant Street Low opening = 964.34 100 -year H W L = 963.93 4 proved inlets and sized draintile Tw ' 30" equiv. pipe beneath shallower channel y. 5965 Grant Street -�%'"� Option 1: South Pondin ' Figure 3: Proposed Ponding Options 8 Grant Street Drainage Feasibility Study s „o°.w°oou City of Shorewood, MN 9Z4 s>2 s>o .. 952 100 -year H W L = 957.57 Mri ROW 100 -year HWL = 953.99 Legend —� Proposed Storm Sewer Proposed Ponds Parcels to Acquire - -- Proposed HWL - - - -- Existing HWL Existing Storm Sewer M36” equiv. pipe beneath shallower 5965 Grant Street 2: North +- 5915 Grant Street Low openinq = 963.98 HWL= 961.96 needed for ent for 36" pipe. al to resell southern Mri ROW 100 -year HWL= 953.95 956 �p N - o so W.S'B Feet 1 mrn =so rear � Fil :1 u A Ll I Q PAV :3 APPENDIX B HydroCAD Reports GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 APPENDIX B E1.5 E2 YJ 1 5 \ 2 E4 � E4 I /—\ E5 — EOffE b EorrEP Subcat Reach on Lin k Electric Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 2 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points x 2 Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.68" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.18 cfs 0.081 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.56" Flow Length =411' Tc =10.1 min CN =73 Runoff =1.88 cfs 0.112 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.68" Flow Length =832' Tc =25.0 min CN =76 Runoff =2.19 cfs 0.200 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth = 0.88" Tc =10.0 min CN =80 Runoff =0.61 cfs 0.033 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.04" Tc =10.0 min CN =83 Runoff =0.51 cfs 0.028 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.38" Flow Length =615' Tc =14.5 min CN =68 Runoff =0.68 cfs 0.058 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.24" Tc =10.0 min CN =63 Runoff =0.13 cfs 0.013 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.64" Flow Length =490' Tc =29.2 min CN =75 Runoff =1.87 cfs 0.190 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.52" Tc =45.0 min CN =72 Runoff =6.09 cfs 0.863 of Reach 1 R: Channel Avg. Flow Depth =0.57' Max Vet =1.35 fps Inflow =4.14 cfs 0.509 of n =0.100 L= 100.0' S=0.02507 Capacity= 115.84 cfs Outflow =4.14 cfs 0.509 of Pond E1.5P: Peak Elev= 965.21' Storage =0.018 of Inflow =1.88 cfs 0.112 of Outflow =1.66 cfs 0.099 of Pond E1 P: Peak Elev= 965.42' Storage =0.001 of Inflow =1.18 cfs 0.081 of Primary =1.18 cfs 0.080 of Secondary =0.00 cfs 0.000 of Outflow =1.18 cfs 0.080 of Pond E2P: Peak Elev= 963.23' Storage =0.038 of Inflow =4.43 cfs 0.379 of Primary =3.12 cfs 0.379 of Secondary =0.00 cfs 0.000 of Outflow =3.12 cfs 0.379 of Pond E4P: Peak Elev= 965.96' Storage =0.004 of Inflow =0.51 cfs 0.028 of Primary =0.50 cfs 0.025 of Secondary =0.00 cfs 0.000 of Outflow =0.50 cfs 0.025 of Pond EOffEP: Frontier Electric Peak Elev= 949.63' Storage =0.093 of Inflow =10.58 cfs 1.498 of Primary =9.31 cfs 1.491 of Secondary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =9.31 cfs 1.491 of Pond EOffWP: MN -7 Ditch Peak Elev= 952.30' Storage =0.149 of Inflow =9.63 cfs 1.371 of Outflow =9.36 cfs 1.308 of Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 3 Total Runoff Area = 34.196 ac Runoff Volume = 1.578 of Average Runoff Depth = 0.55" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment E1: Runoff = 1.18 cfs @ 12.25 hrs, Volume= 0.081 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 1.88 cfs @ 12.19 hrs, Volume= 0.112 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment E2: Runoff = 2.19 cfs @ 12.39 hrs, Volume= 0.200 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.61 cfs @ 12.18 hrs, Volume= 0.033 af, Depth= 0.88" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment E4: Runoff = 0.51 cfs @ 12.18 hrs, Volume= 0.028 af, Depth= 1.04" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 0.68 cfs @ 12.27 hrs, Volume= 0.058 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment E6: Runoff = 0.13 cfs @ 12.23 hrs, Volume= 0.013 af, Depth= 0.24" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 1.87 cfs @ 12.46 hrs, Volume= 0.190 af, Depth= 0.64" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 6.09 cfs @ 12.70 hrs, Volume= 0.863 af, Depth= 0.52" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 8 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.57" for 1 -Year event Inflow = 4.14 cfs @ 12.30 hrs, Volume= 0.509 of Outflow = 4.14 cfs @ 12.32 hrs, Volume= 0.509 af, Atten= 0 %, Lag= 1.2 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 1.35 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.49 fps, Avg. Travel Time= 3.4 min Peak Storage= 307 cf @ 12.32 hrs Average Depth at Peak Storage= 0.57' Bank -Full Depth= 3.00' Flow Area= 34.5 sf, Capacity= 115.84 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.0 3.07' Top Width= 19.00' Length= 100.0' Slope= 0.0250'/' Inlet Invert= 962.00', Outlet Invert= 959.50' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.56" for 1 -Year event Inflow = 1.88 cfs @ 12.19 hrs, Volume= 0.112 of Outflow = 1.66 cfs @ 12.24 hrs, Volume= 0.099 af, Atten= 12 %, Lag= 2.9 min Primary = 1.66 cfs @ 12.24 hrs, Volume= 0.099 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.21'@ 12.24 hrs Surf.Area= 0.049 ac Storage= 0.018 of Plug -Flow detention time = 72.0 min calculated for 0.099 of (88% of inflow) Center -of -Mass det. time= 20.3 min ( 869.3 - 849.0) Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 964.00' 0.082 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.00 0.089 0.044 0.082 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.66 cfs @ 12.24 hrs HW= 965.21' TW= 962.89' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 1.66 cfs @ 0.84 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.68" for 1 -Year event Inflow = 1.18 cfs @ 12.25 hrs, Volume= 0.081 of Outflow = 1.18 cfs @ 12.25 hrs, Volume= 0.080 af, Atten= 0 %, Lag= 0.1 min Primary = 1.18 cfs @ 12.25 hrs, Volume= 0.080 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.42'@ 12.25 hrs Surf.Area= 0.002 ac Storage= 0.001 of Plug -Flow detention time= 3.5 min calculated for 0.080 of (100% of inflow) Center -of -Mass det. time= 0.9 min ( 844.8 - 843.9) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 962.20' 12.0" Round 12" RCP L= 48.0' Ke= 0.500 Inlet / Outlet Invert= 961.38'/ 962.20' S= - 0.0171 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 10 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =1.18 cfs @ 12.25 hrs HW= 965.42' TW= 962.92' (Dynamic Tailwater) t1 =12' RCP (Passes 1.18 cfs of 5.74 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.18 cfs @ 1.21 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.40' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth= 0.62" for 1 -Year event Inflow = 4.43 cfs @ 12.28 hrs, Volume= 0.379 of Outflow = 3.12 cfs @ 12.54 hrs, Volume= 0.379 af, Atten= 30 %, Lag= 15.7 min Primary = 3.12 cfs @ 12.54 hrs, Volume= 0.379 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 963.23'@ 12.51 hrs Surf.Area= 0.114 ac Storage= 0.038 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.393 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 3.3 min ( 859.0 - 855.7) Volume Invert Avail.Storage Storage Description #1 962.40' 1.195 of Ponding at CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.054 0.019 0.019 963.50 0.187 0.060 0.079 964.00 0.427 0.153 0.233 964.50 0.557 0.246 0.479 965.00 0.734 0.323 0.802 965.50 0.841 0.394 1.195 Device Routing Invert Outlet Devices #1 Primary 961.95' 12.0" Round 12" RCP L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 960.80'/ 961.95' S=-0.0338T Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 965.02' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 11 3.30 3.31 3.32 Primary OutFlow Max =3.12 cfs @ 12.54 hrs HW= 963.22' TW= 962.55' (Dynamic Tailwater) L1 =12" RCP (Inlet Controls 3.12 cfs @ 3.97 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 962.00' (Dynamic Tailwater) L2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.04" for 1 -Year event Inflow = 0.51 cfs @ 12.18 hrs, Volume= 0.028 of Outflow = 0.50 cfs @ 12.20 hrs, Volume= 0.025 af, Atten= 2 %, Lag= 0.9 min Primary = 0.50 cfs @ 12.20 hrs, Volume= 0.025 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.96'@ 12.20 hrs Surf.Area= 0.013 ac Storage= 0.004 of Plug -Flow detention time= 58.8 min calculated for 0.025 of (90% of inflow) Center -of -Mass det. time= 15.1 min ( 835.2 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =0.50 cfs @ 12.20 hrs HW= 965.96' TW= 962.46' (Dynamic Tailwater) t1 =12" RCP (Passes 0.50 cfs of 6.85 cfs potential flow) L2= Orifice/Grate (Weir Controls 0.50 cfs @ 0.91 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.00' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 12 Summary for Pond EOffEP: Frontier Electric Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.53" for 1 -Year event Inflow = 10.58 cfs @ 12.71 hrs, Volume= 1.498 of Outflow = 9.31 cfs @ 12.92 hrs, Volume= 1.491 af, Atten= 12 %, Lag= 12.4 min Primary = 9.31 cfs @ 12.92 hrs, Volume= 1.491 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 949.63'@ 12.92 hrs Surf.Area= 0.140 ac Storage= 0.093 of Plug -Flow detention time= 8.9 min calculated for 1.491 of (99% of inflow) Center -of -Mass det. time= 5.7 min ( 894.4 - 888.7) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Existing MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 13 Primary OutFlow Max =9.31 cfs @ 12.92 hrs HW= 949.63' (Free Discharge) t1 =18" RCP (Inlet Controls 9.31 cfs @ 5.27 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth= 0.54" for 1 -Year event Inflow = 9.63 cfs @ 12.65 hrs, Volume= 1.371 of Outflow = 9.36 cfs @ 12.76 hrs, Volume= 1.308 af, Atten= 3 %, Lag= 6.2 min Primary = 9.36 cfs @ 12.76 hrs, Volume= 1.308 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 952.30'@ 12.76 hrs Surf.Area= 0.206 ac Storage= 0.149 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 40.7 min calculated for 1.307 of (95% of inflow) Center -of -Mass det. time= 17.2 min ( 892.8 - 875.6) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =9.36 cfs @ 12.76 hrs HW= 952.30' TW= 949.54' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 9.36 cfs @ 1.86 fps) Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 14 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points x 2 Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.92" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.64 cfs 0.109 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.77" Flow Length =411' Tc =10.1 min CN =73 Runoff =2.74 cfs 0.156 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.92" Flow Length =832' Tc =25.0 min CN =76 Runoff =3.06 cfs 0.270 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 1.15" Tc =10.0 min CN =80 Runoff =0.81 cfs 0.044 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.33" Tc =10.0 min CN =83 Runoff =0.66 cfs 0.035 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.56" Flow Length =615' Tc =14.5 min CN =68 Runoff =1.12 cfs 0.085 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.38" Tc =10.0 min CN =63 Runoff =0.27 cfs 0.021 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.87" Flow Length =490' Tc =29.2 min CN =75 Runoff =2.65 cfs 0.259 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.73" Tc =45.0 min CN =72 Runoff =9.06 cfs 1.209 of Reach 1 R: Channel Avg. Flow Depth =0.65' Max Vet =1.45 fps Inflow =5.33 cfs 0.704 of n =0.100 L= 100.0' S=0.02507 Capacity= 115.84 cfs Outflow =5.32 cfs 0.704 of Pond E1.5P: Peak Elev= 965.24' Storage =0.019 of Inflow =2.74 cfs 0.156 of Outflow =2.62 cfs 0.143 of Pond E1 P: Peak Elev= 965.45' Storage =0.001 of Inflow =1.64 cfs 0.109 of Primary =1.64 cfs 0.109 of Secondary =0.00 cfs 0.000 of Outflow =1.64 cfs 0.109 of Pond E2P: Peak Elev= 963.52' Storage =0.083 of Inflow =6.34 cfs 0.521 of Primary =3.63 cfs 0.521 of Secondary =0.00 cfs 0.000 of Outflow =3.63 cfs 0.521 of Pond E4P: Peak Elev= 965.97' Storage =0.004 of Inflow =0.66 cfs 0.035 of Primary =0.65 cfs 0.033 of Secondary =0.00 cfs 0.000 of Outflow =0.65 cfs 0.033 of Pond EOffEP: Frontier Electric Peak EIev= 950.27' Storage =0.220 of Inflow =14.81 cfs 2.108 of Primary =11.43 cfs 2.100 of Second ary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =11.43 cfs 2.100 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.42' Storage =0.173 of Inflow =13.43 cfs 1.912 of Outflow =13.09 cfs 1.849 of Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 15 Total Runoff Area = 34.196 ac Runoff Volume = 2.188 of Average Runoff Depth = 0.77" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment E1: Runoff = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 2.74 cfs @ 12.19 hrs, Volume= 0.156 af, Depth= 0.77" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment E2: Runoff = 3.06 cfs @ 12.39 hrs, Volume= 0.270 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.81 cfs @ 12.18 hrs, Volume= 0.044 af, Depth= 1.15" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment E4: Runoff = 0.66 cfs @ 12.18 hrs, Volume= 0.035 af, Depth= 1.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 1.12 cfs @ 12.26 hrs, Volume= 0.085 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment E6: Runoff = 0.27 cfs @ 12.21 hrs, Volume= 0.021 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 2.65 cfs @ 12.45 hrs, Volume= 0.259 af, Depth= 0.87" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 9.06 cfs @ 12.69 hrs, Volume= 1.209 af, Depth= 0.73" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 20 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.79" for 2 -Year event Inflow = 5.33 cfs @ 12.25 hrs, Volume= 0.704 of Outflow = 5.32 cfs @ 12.27 hrs, Volume= 0.704 af, Atten= 0 %, Lag= 0.9 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 1.45 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.54 fps, Avg. Travel Time= 3.1 min Peak Storage= 366 cf @ 12.27 hrs Average Depth at Peak Storage= 0.65' Bank -Full Depth= 3.00' Flow Area= 34.5 sf, Capacity= 115.84 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.0 3.07' Top Width= 19.00' Length= 100.0' Slope= 0.0250'/' Inlet Invert= 962.00', Outlet Invert= 959.50' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.77" for 2 -Year event Inflow = 2.74 cfs @ 12.19 hrs, Volume= 0.156 of Outflow = 2.62 cfs @ 12.21 hrs, Volume= 0.143 af, Atten= 4 %, Lag= 1.6 min Primary = 2.62 cfs @ 12.21 hrs, Volume= 0.143 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.24'@ 12.21 hrs Surf.Area= 0.054 ac Storage= 0.019 of Plug -Flow detention time= 54.2 min calculated for 0.143 of (91 % of inflow) Center -of -Mass det. time= 14.3 min ( 854.8 - 840.5) Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 21 Volume Invert Avail.Storage Storage Description #1 964.00' 0.082 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.00 0.089 0.044 0.082 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =2.62 cfs @ 12.21 hrs HW= 965.24' TW= 963.07' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 2.62 cfs @ 0.98 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.92" for 2 -Year event Inflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Outflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Atten= 0 %, Lag= 0.1 min Primary = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.45'@ 12.24 hrs Surf.Area= 0.002 ac Storage= 0.001 of Plug -Flow detention time= 2.7 min calculated for 0.109 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 837.4 - 836.7) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 962.20' 12.0" Round 12" RCP L= 48.0' Ke= 0.500 Inlet / Outlet Invert= 961.38'/ 962.20' S= - 0.0171 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 22 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =1.64 cfs @ 12.24 hrs HW= 965.45' TW= 963.17' (Dynamic Tailwater) t1 =12' RCP (Passes 1.64 cfs of 5.49 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.64 cfs @ 1.35 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.40' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 0.85" for 2 -Year event Inflow = 6.34 cfs @ 12.26 hrs, Volume= 0.521 of Outflow = 3.63 cfs @ 12.61 hrs, Volume= 0.521 af, Atten= 43 %, Lag= 21.2 min Primary = 3.63 cfs @ 12.61 hrs, Volume= 0.521 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 963.52'@ 12.57 hrs Surf.Area= 0.195 ac Storage= 0.083 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.393 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 6.7 min ( 853.5 - 846.8) Volume Invert Avail.Storage Storage Description #1 962.40' 1.195 of Ponding at CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.054 0.019 0.019 963.50 0.187 0.060 0.079 964.00 0.427 0.153 0.233 964.50 0.557 0.246 0.479 965.00 0.734 0.323 0.802 965.50 0.841 0.394 1.195 Device Routing Invert Outlet Devices #1 Primary 961.95' 12.0" Round 12" RCP L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 960.80'/ 961.95' S=-0.0338T Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 965.02' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 23 3.30 3.31 3.32 Primary OutFlow Max =3.63 cfs @ 12.61 hrs HW= 963.51' TW= 962.59' (Dynamic Tailwater) L1 =12" RCP (Inlet Controls 3.63 cfs @ 4.62 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 962.00' (Dynamic Tailwater) L2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.33" for 2 -Year event Inflow = 0.66 cfs @ 12.18 hrs, Volume= 0.035 of Outflow = 0.65 cfs @ 12.19 hrs, Volume= 0.033 af, Atten= 2 %, Lag= 0.9 min Primary = 0.65 cfs @ 12.19 hrs, Volume= 0.033 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.97'@ 12.19 hrs Surf.Area= 0.013 ac Storage= 0.004 of Plug -Flow detention time= 48.4 min calculated for 0.033 of (92% of inflow) Center -of -Mass det. time= 12.3 min ( 827.2 - 814.9) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =0.65 cfs @ 12.19 hrs HW= 965.97' TW= 962.60' (Dynamic Tailwater) t1 =12" RCP (Passes 0.65 cfs of 6.86 cfs potential flow) L2= Orifice/Grate (Weir Controls 0.65 cfs @ 0.99 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.00' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 24 Summary for Pond EOffEP: Frontier Electric Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.74" for 2 -Year event Inflow = 14.81 cfs @ 12.69 hrs, Volume= 2.108 of Outflow = 11.43 cfs @ 13.05 hrs, Volume= 2.100 af, Atten= 23 %, Lag= 21.3 min Primary = 11.43 cfs @ 13.05 hrs, Volume= 2.100 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 950.27'@ 13.05 hrs Surf.Area= 0.264 ac Storage= 0.220 of Plug -Flow detention time= 10.3 min calculated for 2.100 of (100% of inflow) Center -of -Mass det. time= 8.1 min ( 886.1 - 878.0 ) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Existing MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 25 Primary OutFlow Max =11.43 cfs @ 13.05 hrs HW= 950.27' (Free Discharge) t1 =18" RCP (Barrel Controls 11.43 cfs @ 6.47 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 0.75" for 2 -Year event Inflow = 13.43 cfs @ 12.65 hrs, Volume= 1.912 of Outflow = 13.09 cfs @ 12.75 hrs, Volume= 1.849 af, Atten= 2 %, Lag= 5.8 min Primary = 13.09 cfs @ 12.75 hrs, Volume= 1.849 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 952.42'@ 12.75 hrs Surf.Area= 0.223 ac Storage= 0.173 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 31.7 min calculated for 1.849 of (97% of inflow) Center -of -Mass det. time= 14.0 min ( 881.5 - 867.5) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =13.09 cfs @ 12.75 hrs HW= 952.42' TW= 950.05' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 13.09 cfs @ 2.12 fps) Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 26 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points x 2 Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 1.94" Flow Length =542' Tc =14.7 min CN =76 Runoff =3.58 cfs 0.229 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 1.72" Flow Length =411' Tc =10.1 min CN =73 Runoff =6.43 cfs 0.347 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 1.94" Flow Length =832' Tc =25.0 min CN =76 Runoff =6.75 cfs 0.569 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 2.26" Tc =10.0 min CN =80 Runoff =1.60 cfs 0.086 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 2.51" Tc =10.0 min CN =83 Runoff =1.24 cfs 0.067 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 1.37" Flow Length =615' Tc =14.5 min CN =68 Runoff =3.17 cfs 0.210 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 1.06" Tc =10.0 min CN =63 Runoff =1.04 cfs 0.060 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 1.86" Flow Length =490' Tc =29.2 min CN =75 Runoff =6.01 cfs 0.555 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 1.65" Tc =45.0 min CN =72 Runoff =22.54 cfs 2.738 of Reach 1 R: Channel Avg. Flow Depth =0.91' Max Vet =1.75 fps Inflow =9.99 cfs 1.551 of n =0.100 L= 100.0' S=0.02507 Capacity= 115.84 cfs Outflow =9.96 cfs 1.551 of Pond E1.5P: Peak Elev= 965.35' Storage =0.026 of Inflow =6.43 cfs 0.347 of Outflow =6.25 cfs 0.333 of Pond E1 P: Peak Elev= 965.57' Storage =0.001 of Inflow =3.58 cfs 0.229 of Primary =3.58 cfs 0.229 of Secondary =0.00 cfs 0.000 of Outflow =3.58 cfs 0.229 of Pond E2P: Peak Elev= 964.25' Storage =0.347 of Inflow =14.47 cfs 1.131 of Primary =4.72 cfs 1.131 of Secondary =0.00 cfs 0.000 of Outflow =4.72 cfs 1.131 of Pond E4P: Peak EIev= 966.02' Storage =0.005 of Inflow =1.24 cfs 0.067 of Primary =1.22 cfs 0.064 of Secondary =0.00 cfs 0.000 of Outflow =1.22 cfs 0.064 of Pond EOffEP: Frontier Electric Peak EIev= 951.58' Storage =0.762 of Inflow =31.97 cfs 4.780 of Primary =15.11 cfs 4.210 of Secondary =2.10 cfs 0.063 of Tertiary =9.17 cfs 0.500 of Outflow =26.38 cfs 4.773 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.83' Storage =0.279 of Inflow =28.80 cfs 4.289 of Outflow =28.07 cfs 4.225 of Existing MSE 24 -hr 3 10 -Year Rainfall = 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 27 Total Runoff Area = 34.196 ac Runoff Volume = 4.861 of Average Runoff Depth = 1.71" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Existing MSE 24 -hr 3 10 -Year Rainfall = 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment E1: Runoff = 3.58 cfs @ 12.23 hrs, Volume= 0.229 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 6.43 cfs @ 12.18 hrs, Volume= 0.347 af, Depth= 1.72" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment E2: Runoff = 6.75 cfs @ 12.36 hrs, Volume= 0.569 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 1.60 cfs @ 12.18 hrs, Volume= 0.086 af, Depth= 2.26" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment E4: Runoff = 1.24 cfs @ 12.18 hrs, Volume= 0.067 af, Depth= 2.51" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 3.17 cfs @ 12.24 hrs, Volume= 0.21Oaf, Depth= 1.37" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment E6: Runoff = 1.04 cfs @ 12.19 hrs, Volume= 0.060 af, Depth= 1.06" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 6.01 cfs @ 12.43 hrs, Volume= 0.555 af, Depth= 1.86" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 22.54 cfs @ 12.65 hrs, Volume= 2.738 af, Depth= 1.65' Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 © 2016 HydroCAD Software Solutions LLC Page 32 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 1.75" for 10 -Year event Inflow = 9.99 cfs @ 12.21 hrs, Volume= 1.551 of Outflow = 9.96 cfs @ 12.23 hrs, Volume= 1.551 af, Atten= 0 %, Lag= 0.8 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 1.75 fps, Min. Travel Time= 1.0 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 2.5 min Peak Storage= 571 cf @ 12.23 hrs Average Depth at Peak Storage= 0.91' Bank -Full Depth= 3.00' Flow Area= 34.5 sf, Capacity= 115.84 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.0 3.07' Top Width= 19.00' Length= 100.0' Slope= 0.0250'/' Inlet Invert= 962.00', Outlet Invert= 959.50' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 1.72" for 10 -Year event Inflow = 6.43 cfs @ 12.18 hrs, Volume= 0.347 of Outflow = 6.25 cfs @ 12.20 hrs, Volume= 0.333 af, Atten= 3 %, Lag= 1.2 min Primary = 6.25 cfs @ 12.20 hrs, Volume= 0.333 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.35'@ 12.20 hrs Surf.Area= 0.068 ac Storage= 0.026 of Plug -Flow detention time= 27.6 min calculated for 0.333 of (96% of inflow) Center -of -Mass det. time= 7.3 min ( 829.5 - 822.1 ) Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 33 Volume Invert Avail.Storage Storage Description #1 964.00' 0.082 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.00 0.089 0.044 0.082 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =6.25 cfs @ 12.20 hrs HW= 965.35' TW= 963.61' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 6.25 cfs @ 1.31 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 1.94" for 10 -Year event Inflow = 3.58 cfs @ 12.23 hrs, Volume= 0.229 of Outflow = 3.58 cfs @ 12.24 hrs, Volume= 0.229 af, Atten= 0 %, Lag= 0.3 min Primary = 3.58 cfs @ 12.24 hrs, Volume= 0.229 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.57'@ 12.24 hrs Surf.Area= 0.006 ac Storage= 0.001 of Plug -Flow detention time= 1.5 min calculated for 0.229 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 820.9 - 820.5) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 962.20' 12.0" Round 12" RCP L= 48.0' Ke= 0.500 Inlet / Outlet Invert= 961.38'/ 962.20' S= - 0.0171 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 34 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =3.58 cfs @ 12.24 hrs HW= 965.57' TW= 963.73' (Dynamic Tailwater) t1 =12' RCP (Passes 3.58 cfs of 4.92 cfs potential flow) t2= Orifice/Grate (Weir Controls 3.58 cfs @ 1.76 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.40' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 1.84" for 10 -Year event Inflow = 14.47 cfs @ 12.24 hrs, Volume= 1.131 of Outflow = 4.72 cfs @ 12.79 hrs, Volume= 1.131 af, Atten= 67 %, Lag= 33.0 min Primary = 4.72 cfs @ 12.79 hrs, Volume= 1.131 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 964.25'@ 12.73 hrs Surf.Area= 0.491 ac Storage= 0.347 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.393 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 26.0 min ( 854.0 - 828.0) Volume Invert Avail.Storage Storage Description #1 962.40' 1.195 of Ponding at CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.054 0.019 0.019 963.50 0.187 0.060 0.079 964.00 0.427 0.153 0.233 964.50 0.557 0.246 0.479 965.00 0.734 0.323 0.802 965.50 0.841 0.394 1.195 Device Routing Invert Outlet Devices #1 Primary 961.95' 12.0" Round 12" RCP L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 960.80'/ 961.95' S=-0.0338T Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 965.02' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 35 3.30 3.31 3.32 Primary OutFlow Max =4.72 cfs @ 12.79 hrs HW= 964.24' TW= 962.68' (Dynamic Tailwater) L1 =12" RCP (Inlet Controls 4.72 cfs @ 6.01 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 962.00' (Dynamic Tailwater) L2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 2.51" for 10 -Year event Inflow = 1.24 cfs @ 12.18 hrs, Volume= 0.067 of Outflow = 1.22 cfs @ 12.19 hrs, Volume= 0.064 af, Atten= 1 %, Lag= 0.8 min Primary = 1.22 cfs @ 12.19 hrs, Volume= 0.064 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 966.02'@ 12.19 hrs Surf.Area= 0.014 ac Storage= 0.005 of Plug -Flow detention time= 30.1 min calculated for 0.064 of (96% of inflow) Center -of -Mass det. time= 8.6 min ( 810.6 - 802.0) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =1.22 cfs @ 12.19 hrs HW= 966.02' TW= 962.89' (Dynamic Tailwater) t1 =12" RCP (Passes 1.22 cfs of 6.69 cfs potential flow) L2= Orifice/Grate (Weir Controls 1.22 cfs @ 1.23 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.00' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 36 Summary for Pond EOffEP: Frontier Electric Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 31.97 cfs @ 12.66 hrs, Volume= 4.780 of Outflow = 26.38 cfs @ 12.95 hrs, Volume= 4.773 af, Atten= 17 %, Lag= 17.1 min Primary = 15.11 cfs @ 12.95 hrs, Volume= 4.210 of Secondary = 2.10 cfs @ 12.95 hrs, Volume= 0.063 of Tertiary = 9.17 cfs @ 12.95 hrs, Volume= 0.500 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 951.58'@ 12.95 hrs Surf.Area= 0.563 ac Storage= 0.762 of Plug -Flow detention time= 17.9 min calculated for 4.772 of (100% of inflow) Center -of -Mass det. time= 16.9 min ( 877.0 - 860.1 ) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Existing MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 37 Primary OutFlow Max =15.11 cfs @ 12.95 hrs HW= 951.58' (Free Discharge) t1 =18" RCP (Inlet Controls 15.11 cfs @ 8.55 fps) Secondary OutFlow Max =2.10 cfs @ 12.95 hrs HW= 951.58' (Free Discharge) t2 =Flow north over Academy (Weir Controls 2.10 cfs @ 1.15 fps) Tertiary OutFlow Max =9.17 cfs @ 12.95 hrs HW= 951.58' (Free Discharge) t3 =Flow east over Water (Weir Controls 9.17 cfs @ 1.90 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 28.80 cfs @ 12.65 hrs, Volume= 4.289 of Outflow = 28.07 cfs @ 12.71 hrs, Volume= 4.225 af, Atten= 3 %, Lag= 4.0 min Primary = 28.07 cfs @ 12.71 hrs, Volume= 4.225 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 952.83'@ 12.71 hrs Surf.Area= 0.286 ac Storage= 0.279 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 18.1 min calculated for 4.224 of (98% of inflow) Center -of -Mass det. time= 9.7 min ( 863.2 - 853.6) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =28.07 cfs @ 12.71 hrs HW= 952.83' TW= 951.37' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 28.07 cfs @ 2.71 fps) Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 38 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points x 2 Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 4.54" Flow Length =542' Tc =14.7 min CN =76 Runoff =8.37 cfs 0.537 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 4.21" Flow Length =411' Tc =10.1 min CN =73 Runoff =15.82 cfs 0.851 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 4.54" Flow Length =832' Tc =25.0 min CN =76 Runoff =15.91 cfs 1.332 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 4.99" Tc =10.0 min CN =80 Runoff =3.47 cfs 0.190 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth = 5.33" Tc =10.0 min CN =83 Runoff =2.55 cfs 0.141 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 3.67" Flow Length =615' Tc =14.5 min CN =68 Runoff =8.84 cfs 0.560 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 3.14" Tc =10.0 min CN =63 Runoff =3.32 cfs 0.178 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 4.43" Flow Length =490' Tc =29.2 min CN =75 Runoff =14.43 cfs 1.321 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71% Impervious Runoff Depth= 4.10" Tc =45.0 min CN =72 Runoff =57.82 cfs 6.829 of Reach 1 R: Channel Avg. Flow Depth =1.34' Max Vet =2.15 fps Inflow =21.29 cfs 3.773 of n =0.100 L= 100.0' S= 0.0250'/' Capacity= 115.84 cfs Outflow =21.22 cfs 3.773 of Pond E1.5P: Peak Elev= 965.54' Storage =0.041 of Inflow =15.82 cfs 0.851 of Outflow =15.42 cfs 0.837 of Pond E1 P: Peak Elev= 966.28' Storage =0.020 of Inflow =8.37 cfs 0.537 of Primary =4.93 cfs 0.488 of Secondary =3.23 cfs 0.049 of Outflow =7.91 cfs 0.537 of Pond E2P: Peak Elev= 965.34' Storage =1.066 of Inflow =34.35 cfs 2.706 of Primary =5.75 cfs 2.426 of Secondary =4.96 cfs 0.280 of Outflow =10.67 cfs 2.706 of Pond E4P: Peak EIev= 966.09' Storage =0.006 of Inflow =2.55 cfs 0.141 of Primary =2.29 cfs 0.136 of Secondary =0.25 cfs 0.002 of Outflow =2.54 cfs 0.138 of Pond EOffEP: Frontier Electric Peak EIev= 952.24' Storage =1.180 of Inflow =77.97 cfs 11.859 of Primary =16.61 cfs 7.310 of Secondary =22.20 cfs 1.460 of Tertiary =37.20 cfs 3.081 of Outflow =76.01 cfs 11.852 of Pond EOffWP: MN -7 Ditch Peak EIev= 953.74' Storage =0.599 of Inflow =71.80 cfs 10.602 of Outflow =69.18 cfs 10.539 of Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 39 Total Runoff Area = 34.196 ac Runoff Volume = 11.940 of Average Runoff Depth = 4.19" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment E1: Runoff = 8.37 cfs @ 12.23 hrs, Volume= 0.537 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 15.82 cfs @ 12.18 hrs, Volume= 0.851 af, Depth= 4.21" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment E2: Runoff = 15.91 cfs @ 12.36 hrs, Volume= 1.332 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 3.47 cfs @ 12.17 hrs, Volume= 0.190 af, Depth= 4.99" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment E4: Runoff = 2.55 cfs @ 12.17 hrs, Volume= 0.141 af, Depth= 5.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 8.84 cfs @ 12.23 hrs, Volume= 0.560 af, Depth= 3.67" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment E6: Runoff = 3.32 cfs @ 12.18 hrs, Volume= 0.178 af, Depth= 3.14" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 14.43 cfs @ 12.42 hrs, Volume= 1.321 af, Depth= 4.43" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 57.82 cfs @ 12.64 hrs, Volume= 6.829 af, Depth= 4.10" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 44 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 4.25" for 100 -Year event Inflow = 21.29 cfs @ 12.20 hrs, Volume= 3.773 of Outflow = 21.22 cfs @ 12.21 hrs, Volume= 3.773 af, Atten= 0 %, Lag= 0.6 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 2.15 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.84 fps, Avg. Travel Time= 2.0 min Peak Storage= 986 cf @ 12.21 hrs Average Depth at Peak Storage= 1.34' Bank -Full Depth= 3.00' Flow Area= 34.5 sf, Capacity= 115.84 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.0 3.07' Top Width= 19.00' Length= 100.0' Slope= 0.0250'/' Inlet Invert= 962.00', Outlet Invert= 959.50' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 4.21" for 100 -Year event Inflow = 15.82 cfs @ 12.18 hrs, Volume= 0.851 of Outflow = 15.42 cfs @ 12.20 hrs, Volume= 0.837 af, Atten= 2 %, Lag= 1.1 min Primary = 15.42 cfs @ 12.20 hrs, Volume= 0.837 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.54'@ 12.20 hrs Surf.Area= 0.089 ac Storage= 0.041 of Plug -Flow detention time= 14.2 min calculated for 0.837 of (98% of inflow) Center -of -Mass det. time= 5.1 min ( 808.7 - 803.6 ) Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 45 Volume Invert Avail.Storage Storage Description #1 964.00' 0.082 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.00 0.089 0.044 0.082 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =15.40 cfs @ 12.20 hrs HW= 965.54' TW= 964.30' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 15.40 cfs @ 1.79 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 4.54" for 100 -Year event Inflow = 8.37 cfs @ 12.23 hrs, Volume= 0.537 of Outflow = 7.91 cfs @ 12.26 hrs, Volume= 0.537 af, Atten= 6 %, Lag= 2.1 min Primary = 4.93 cfs @ 12.20 hrs, Volume= 0.488 of Secondary = 3.23 cfs @ 12.27 hrs, Volume= 0.049 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 966.28'@ 12.27 hrs Surf.Area= 0.044 ac Storage= 0.020 of Plug -Flow detention time= 1.5 min calculated for 0.537 of (100% of inflow) Center -of -Mass det. time= 1.1 min ( 804.3 - 803.2 ) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 962.20' 12.0" Round 12" RCP L= 48.0' Ke= 0.500 Inlet / Outlet Invert= 961.38'/ 962.20' S= - 0.0171 T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 46 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =4.93 cfs @ 12.20 hrs HW= 966.15' TW= 964.31' (Dynamic Tailwater) t1 =12' RCP (Outlet Controls 4.93 cfs @ 6.28 fps) t2= Orifice/Grate (Passes 4.93 cfs of 17.86 cfs potential flow) Secondary OutFlow Max =3.23 cfs @ 12.27 hrs HW= 966.28' TW= 964.65' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.(Weir Controls 3.23 cfs @ 1.33 fps) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 4.41" for 100 -Year event Inflow = 34.35 cfs @ 12.25 hrs, Volume= 2.706 of Outflow = 10.67 cfs @ 12.73 hrs, Volume= 2.706 af, Atten= 69 %, Lag= 28.9 min Primary = 5.75 cfs @ 13.36 hrs, Volume= 2.426 of Secondary = 4.96 cfs @ 12.72 hrs, Volume= 0.280 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 965.34'@ 12.72 hrs Surf.Area= 0.807 ac Storage= 1.066 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.393 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 58.4 min ( 868.2 - 809.8) Volume Invert Avail.Storage Storage Description #1 962.40' 1.195 of Ponding at CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.054 0.019 0.019 963.50 0.187 0.060 0.079 964.00 0.427 0.153 0.233 964.50 0.557 0.246 0.479 965.00 0.734 0.323 0.802 965.50 0.841 0.394 1.195 Device Routing Invert Outlet Devices #1 Primary 961.95' 12.0" Round 12" RCP L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 960.80'/ 961.95' S=-0.0338T Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Secondary 965.02' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 47 3.30 3.31 3.32 Primary OutFlow Max =5.75 cfs @ 13.36 hrs HW= 965.16' TW= 962.85' (Dynamic Tailwater) L1 =12" RCP (Inlet Controls 5.75 cfs @ 7.32 fps) Secondary OutFlow Max =4.96 cfs @ 12.72 hrs HW= 965.34' TW= 963.07' (Dynamic Tailwater) L2 =Flow south over Park St. (Weir Controls 4.96 cfs @ 1.54 fps) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 5.33" for 100 -Year event Inflow = 2.55 cfs @ 12.17 hrs, Volume= 0.141 of Outflow = 2.54 cfs @ 12.18 hrs, Volume= 0.138 af, Atten= 0 %, Lag= 0.5 min Primary = 2.29 cfs @ 12.18 hrs, Volume= 0.136 of Secondary = 0.25 cfs @ 12.18 hrs, Volume= 0.002 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 966.09'@ 12.18 hrs Surf.Area= 0.016 ac Storage= 0.006 of Plug -Flow detention time= 17.9 min calculated for 0.138 of (98% of inflow) Center -of -Mass det. time= 6.6 min ( 793.7 - 787.0) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =2.29 cfs @ 12.18 hrs HW= 966.09' TW= 963.32' (Dynamic Tailwater) t1 =12' RCP (Passes 2.29 cfs of 6.30 cfs potential flow) L2= Orifice/Grate (Weir Controls 2.29 cfs @ 1.51 fps) Secondary OutFlow Max =0.25 cfs @ 12.18 hrs HW= 966.09' TW= 963.32' (Dynamic Tailwater) L3 =Flow east over Grant St (Weir Controls 0.25 cfs @ 0.56 fps) Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 48 Summary for Pond EOffEP: Frontier Electric Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 4.16" for 100 -Year event Inflow = 77.97 cfs @ 12.67 hrs, Volume= 11.859 of Outflow = 76.01 cfs @ 12.76 hrs, Volume= 11.852 af, Atten= 3 %, Lag= 5.5 min Primary = 16.61 cfs @ 12.76 hrs, Volume= 7.310 of Secondary = 22.20 cfs @ 12.76 hrs, Volume= 1.460 of Tertiary = 37.20 cfs @ 12.76 hrs, Volume= 3.081 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 952.24'@ 12.76 hrs Surf.Area= 0.698 ac Storage= 1.180 of Plug -Flow detention time= 14.7 min calculated for 11.850 of (100% of inflow) Center -of -Mass det. time= 14.3 min ( 861.4 - 847.1 ) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Existing MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 49 Primary OutFlow Max =16.61 cfs @ 12.76 hrs HW= 952.24' (Free Discharge) t1 =18" RCP (Inlet Controls 16.61 cfs @ 9.40 fps) Secondary OutFlow Max =22.20 cfs @ 12.76 hrs HW= 952.24' (Free Discharge) t2 =Flow north over Academy (Weir Controls 22.20 cfs @ 2.64 fps) Tertiary OutFlow Max =37.20 cfs @ 12.76 hrs HW= 952.24' (Free Discharge) t3 =Flow east over Water (Weir Controls 37.20 cfs @ 3.26 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 4.15" for 100 -Year event Inflow = 71.80 cfs @ 12.63 hrs, Volume= 10.602 of Outflow = 69.18 cfs @ 12.71 hrs, Volume= 10.539 af, Atten= 4 %, Lag= 4.6 min Primary = 69.18 cfs @ 12.71 hrs, Volume= 10.539 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 953.74'@ 12.72 hrs Surf.Area= 0.422 ac Storage= 0.599 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 11.6 min calculated for 10.539 of (99% of inflow) Center -of -Mass det. time= 7.8 min ( 850.7 - 842.9) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =69.18 cfs @ 12.71 hrs HW= 953.74' TW= 952.24' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 69.18 cfs @ 3.57 fps) E1.5 E2 1.5P / d/ EOffE E1 1P E4 4P E3 EOffEP 1 R a- rontier Electric E5 E6 Channe\ EOIe EOffW MN -7 Ditch SubCat Reach On Link Routing Diagram for Pre -2017 Project Prepared by Hewlett- Packard Company, Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 O 2016 HydroCAD Software Solutions LLC Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 2 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.68" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.18 cfs 0.081 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.56" Flow Length =411' Tc =10.1 min CN =73 Runoff =1.88 cfs 0.112 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.68" Flow Length =832' Tc =25.0 min CN =76 Runoff =2.19 cfs 0.200 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth = 0.88" Tc =10.0 min CN =80 Runoff =0.61 cfs 0.033 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.04" Tc =10.0 min CN =83 Runoff =0.51 cfs 0.028 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.38" Flow Length =615' Tc =14.5 min CN =68 Runoff =0.68 cfs 0.058 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.24" Tc =10.0 min CN =63 Runoff =0.13 cfs 0.013 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.64" Flow Length =490' Tc =29.2 min CN =75 Runoff =1.87 cfs 0.190 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.52" Tc =45.0 min CN =72 Runoff =6.09 cfs 0.863 of Reach 1 R: Channel Avg. Flow Depth =0.59' Max Vet =1.37 fps Inflow =4.40 cfs 0.512 of n =0.100 L= 100.0' S=0.02507 Capacity= 115.84 cfs Outflow =4.39 cfs 0.512 of Pond E1.5P: Peak Elev= 965.21' Storage =0.018 of Inflow =1.88 cfs 0.112 of Outflow =1.66 cfs 0.099 of Pond E1 P: Peak Elev= 964.93' Storage =0.000 of Inflow =1.18 cfs 0.081 of Primary =1.18 cfs 0.081 of Secondary =0.00 cfs 0.000 of Outflow =1.18 cfs 0.081 of Pond E2P: Peak Elev= 963.33' Storage =0.031 of Inflow =4.43 cfs 0.380 of Primary =3.31 cfs 0.380 of Secondary =0.00 cfs 0.000 of Outflow =3.31 cfs 0.380 of Pond E4P: Peak EIev= 964.60' Storage =0.001 of Inflow =0.51 cfs 0.028 of Primary =0.51 cfs 0.028 of Secondary =0.00 cfs 0.000 of Outflow =0.51 cfs 0.028 of Pond EOffEP: Frontier Electric Peak EIev= 949.64' Storage =0.094 of Inflow =10.72 cfs 1.501 of Primary =9.35 cfs 1.494 of Secondary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =9.35 cfs 1.494 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.31' Storage =0.149 of Inflow =9.76 cfs 1.374 of Outflow =9.46 cfs 1.311 of Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADS 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 3 Total Runoff Area = 34.196 ac Runoff Volume = 1.578 of Average Runoff Depth = 0.55" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment E1: Runoff = 1.18 cfs @ 12.25 hrs, Volume= 0.081 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 1.88 cfs @ 12.19 hrs, Volume= 0.112 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Paved parking, HSG C 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment E2: Runoff = 2.19 cfs @ 12.39 hrs, Volume= 0.200 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Paved parking, HSG C 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.61 cfs @ 12.18 hrs, Volume= 0.033 af, Depth= 0.88" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment E4: Runoff = 0.51 cfs @ 12.18 hrs, Volume= 0.028 af, Depth= 1.04" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 0.68 cfs @ 12.27 hrs, Volume= 0.058 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment E6: Runoff = 0.13 cfs @ 12.23 hrs, Volume= 0.013 af, Depth= 0.24" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 1.87 cfs @ 12.46 hrs, Volume= 0.190 af, Depth= 0.64" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 6.09 cfs @ 12.70 hrs, Volume= 0.863 af, Depth= 0.52" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 8 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.58" for 1 -Year event Inflow = 4.40 cfs @ 12.29 hrs, Volume= 0.512 of Outflow = 4.39 cfs @ 12.31 hrs, Volume= 0.512 af, Atten= 0 %, Lag= 1.1 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.37 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.49 fps, Avg. Travel Time= 3.4 min Peak Storage= 320 cf @ 12.31 hrs Average Depth at Peak Storage= 0.59' Bank -Full Depth= 3.00' Flow Area= 34.5 sf, Capacity= 115.84 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.0 3.07' Top Width= 19.00' Length= 100.0' Slope= 0.0250'/' Inlet Invert= 962.00', Outlet Invert= 959.50' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.56" for 1 -Year event Inflow = 1.88 cfs @ 12.19 hrs, Volume= 0.112 of Outflow = 1.66 cfs @ 12.24 hrs, Volume= 0.099 af, Atten= 12 %, Lag= 2.9 min Primary = 1.66 cfs @ 12.24 hrs, Volume= 0.099 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.21'@ 12.24 hrs Surf.Area= 0.049 ac Storage= 0.018 of Plug -Flow detention time = 72.0 min calculated for 0.099 of (88% of inflow) Center -of -Mass det. time= 20.3 min ( 869.3 - 849.0) Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 964.00' 0.082 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.00 0.089 0.044 0.082 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.66 cfs @ 12.24 hrs HW= 965.21' TW= 963.00' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 1.66 cfs @ 0.84 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.68" for 1 -Year event Inflow = 1.18 cfs @ 12.25 hrs, Volume= 0.081 of Outflow = 1.18 cfs @ 12.25 hrs, Volume= 0.081 af, Atten= 0 %, Lag= 0.1 min Primary = 1.18 cfs @ 12.25 hrs, Volume= 0.081 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 964.93'@ 12.25 hrs Surf.Area= 0.001 ac Storage= 0.000 of Plug -Flow detention time= 0.1 min calculated for 0.081 of (100% of inflow) Center -of -Mass det. time= 0.1 min ( 844.0 - 843.9 ) Volume Invert Avail.Storage Storage Description #1 964.80' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.80 0.001 0.000 0.000 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 962.29' 12.0" Round 12" RCP L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 962.29'/ 959.15' S= 0.0654'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 964.79' 27.0" Horiz. Orifice /Grate C= 0.600 Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 10 Limited to weir flow at low heads #3 Secondary 965.60' 10.0' long x 1.0' breadth Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =1.18 cfs @ 12.25 hrs HW= 964.93' TW= 963.04' (Dynamic Tailwater) t1 =12' RCP (Passes 1.18 cfs of 4.99 cfs potential flow) L2= Orifice/Grate (Weir Controls 1.18 cfs @ 1.21 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 964.80' TW= 962.40' (Dynamic Tailwater) L3 =Flow east over Grant St. ( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth= 0.62" for 1 -Year event Inflow = 4.43 cfs @ 12.28 hrs, Volume= 0.380 of Outflow = 3.31 cfs @ 12.51 hrs, Volume= 0.380 af, Atten= 25 %, Lag= 13.8 min Primary = 3.31 cfs @ 12.51 hrs, Volume= 0.380 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 963.33'@ 12.48 hrs Surf.Area= 0.087 ac Storage= 0.031 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.344 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 2.5 min ( 858.0 - 855.6) Volume Invert Avail.Storage Storage Description #1 962.40' 1.147 of Ponding at CB (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.029 0.012 0.012 963.50 0.116 0.036 0.048 964.00 0.427 0.136 0.184 964.50 0.557 0.246 0.430 965.00 0.735 0.323 0.753 965.50 0.841 0.394 1.147 Device Routing Invert Outlet Devices #1 Primary 962.00' 12.0" Round 12" RCP L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 961.15'/ 962.00' S=-0.0250T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Secondary 964.91' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 11 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =3.31 cfs @ 12.51 hrs HW= 963.33' TW= 962.57' (Dynamic Tailwater) t1 =12" RCP (Inlet Controls 3.31 cfs @ 4.22 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 962.00' (Dynamic Tailwater) t2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.04" for 1 -Year event Inflow = 0.51 cfs @ 12.18 hrs, Volume= 0.028 of Outflow = 0.51 cfs @ 12.19 hrs, Volume= 0.028 af, Atten= 1 %, Lag= 0.8 min Primary = 0.51 cfs @ 12.19 hrs, Volume= 0.028 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 964.60'@ 12.19 hrs Surf.Area= 0.003 ac Storage= 0.001 of Plug -Flow detention time= 3.7 min calculated for 0.028 of (100% of inflow) Center -of -Mass det. time= 2.7 min ( 822.8 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 964.20' 0.022 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.20 0.001 0.000 0.000 965.00 0.005 0.002 0.002 965.50 0.010 0.004 0.006 966.00 0.014 0.006 0.012 966.50 0.025 0.010 0.022 Device Routing Invert Outlet Devices #1 Primary 964.24' 12.0" Round 12" CMP L= 15.0' Ke= 0.500 Inlet/ Outlet Invert= 964.24'/ 962.68' S= 0.1040'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.79 sf #2 Secondary 965.90' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.51 cfs @ 12.19 hrs HW= 964.59' TW= 962.47' (Dynamic Tailwater) t1 =12" CMP (Inlet Controls 0.51 cfs @ 2.03 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 964.20' TW= 962.00' (Dynamic Tailwater) t2 =Flow east over Grant St ( Controls 0.00 cfs) Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 12 Summary for Pond EOffEP: Frontier Electric Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.53" for 1 -Year event Inflow = 10.72 cfs @ 12.70 hrs, Volume= 1.501 of Outflow = 9.35 cfs @ 12.89 hrs, Volume= 1.494 af, Atten= 13 %, Lag= 11.5 min Primary = 9.35 cfs @ 12.89 hrs, Volume= 1.494 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 949.64'@ 12.89 hrs Surf.Area= 0.142 ac Storage= 0.094 of Plug -Flow detention time= 8.9 min calculated for 1.494 of (99% of inflow) Center -of -Mass det. time= 5.7 min ( 893.9 - 888.2 ) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pre -2017 Project MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 13 Primary OutFlow Max =9.35 cfs @ 12.89 hrs HW= 949.64' (Free Discharge) t1 =18" RCP (Inlet Controls 9.35 cfs @ 5.29 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth= 0.54" for 1 -Year event Inflow = 9.76 cfs @ 12.65 hrs, Volume= 1.374 of Outflow = 9.46 cfs @ 12.74 hrs, Volume= 1.311 af, Atten= 3 %, Lag= 5.4 min Primary = 9.46 cfs @ 12.74 hrs, Volume= 1.311 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.31'@ 12.74 hrs Surf.Area= 0.206 ac Storage= 0.149 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 40.7 min calculated for 1.311 of (95% of inflow) Center -of -Mass det. time= 17.2 min ( 892.2 - 875.0) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =9.46 cfs @ 12.74 hrs HW= 952.31' TW= 949.55' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 9.46 cfs @ 1.87 fps) Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 14 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.92" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.64 cfs 0.109 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.77" Flow Length =411' Tc =10.1 min CN =73 Runoff =2.74 cfs 0.156 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.92" Flow Length =832' Tc =25.0 min CN =76 Runoff =3.06 cfs 0.270 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 1.15" Tc =10.0 min CN =80 Runoff =0.81 cfs 0.044 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.33" Tc =10.0 min CN =83 Runoff =0.66 cfs 0.035 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.56" Flow Length =615' Tc =14.5 min CN =68 Runoff =1.12 cfs 0.085 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.38" Tc =10.0 min CN =63 Runoff =0.27 cfs 0.021 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.87" Flow Length =490' Tc =29.2 min CN =75 Runoff =2.65 cfs 0.259 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.73" Tc =45.0 min CN =72 Runoff =9.06 cfs 1.209 of Reach 1 R: Channel Avg. Flow Depth =0.67' Max Vet =1.48 fps Inflow =5.62 cfs 0.707 of n =0.100 L= 100.0' S=0.02507 Capacity= 115.84 cfs Outflow =5.61 cfs 0.707 of Pond E1.5P: Peak Elev= 965.24' Storage =0.019 of Inflow =2.74 cfs 0.156 of Outflow =2.62 cfs 0.143 of Pond E1 P: Peak Elev= 964.96' Storage =0.000 of Inflow =1.64 cfs 0.109 of Primary =1.64 cfs 0.109 of Secondary =0.00 cfs 0.000 of Outflow =1.64 cfs 0.109 of Pond E2P: Peak Elev= 963.65' Storage =0.072 of Inflow =6.34 cfs 0.522 of Primary =3.85 cfs 0.522 of Secondary =0.00 cfs 0.000 of Outflow =3.85 cfs 0.522 of Pond E4P: Peak Elev= 964.65' Storage =0.001 of Inflow =0.66 cfs 0.035 of Primary =0.65 cfs 0.035 of Secondary =0.00 cfs 0.000 of Outflow =0.65 cfs 0.035 of Pond EOffEP: Frontier Electric Peak EIev= 950.30' Storage =0.228 of Inflow =15.02 cfs 2.111 of Primary =11.53 cfs 2.104 of Secondary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =11.53 cfs 2.104 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.43' Storage =0.175 of Inflow =13.63 cfs 1.915 of Outflow =13.30 cfs 1.852 of Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADS 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 15 Total Runoff Area = 34.196 ac Runoff Volume = 2.188 of Average Runoff Depth = 0.77" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment E1: Runoff = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 2.74 cfs @ 12.19 hrs, Volume= 0.156 af, Depth= 0.77" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Paved parking, HSG C 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment E2: Runoff = 3.06 cfs @ 12.39 hrs, Volume= 0.270 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Paved parking, HSG C 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.81 cfs @ 12.18 hrs, Volume= 0.044 af, Depth= 1.15" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment E4: Runoff = 0.66 cfs @ 12.18 hrs, Volume= 0.035 af, Depth= 1.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 1.12 cfs @ 12.26 hrs, Volume= 0.085 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment E6: Runoff = 0.27 cfs @ 12.21 hrs, Volume= 0.021 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 2.65 cfs @ 12.45 hrs, Volume= 0.259 af, Depth= 0.87" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 9.06 cfs @ 12.69 hrs, Volume= 1.209 af, Depth= 0.73" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 20 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.80" for 2 -Year event Inflow = 5.62 cfs @ 12.25 hrs, Volume= 0.707 of Outflow = 5.61 cfs @ 12.27 hrs, Volume= 0.707 af, Atten= 0 %, Lag= 0.8 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.48 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.53 fps, Avg. Travel Time= 3.1 min Peak Storage= 380 cf @ 12.27 hrs Average Depth at Peak Storage= 0.67' Bank -Full Depth= 3.00' Flow Area= 34.5 sf, Capacity= 115.84 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.0 3.07' Top Width= 19.00' Length= 100.0' Slope= 0.0250'/' Inlet Invert= 962.00', Outlet Invert= 959.50' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.77" for 2 -Year event Inflow = 2.74 cfs @ 12.19 hrs, Volume= 0.156 of Outflow = 2.62 cfs @ 12.21 hrs, Volume= 0.143 af, Atten= 4 %, Lag= 1.6 min Primary = 2.62 cfs @ 12.21 hrs, Volume= 0.143 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.24'@ 12.21 hrs Surf.Area= 0.054 ac Storage= 0.019 of Plug -Flow detention time= 54.2 min calculated for 0.143 of (91% of inflow) Center -of -Mass det. time= 14.3 min ( 854.8 - 840.5) Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 21 Volume Invert Avail.Storage Storage Description #1 964.00' 0.082 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.00 0.089 0.044 0.082 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =2.62 cfs @ 12.21 hrs HW= 965.24' TW= 963.20' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 2.62 cfs @ 0.98 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.92" for 2 -Year event Inflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Outflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Atten= 0 %, Lag= 0.0 min Primary = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 964.96'@ 12.24 hrs Surf.Area= 0.001 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 0.1 min ( 836.8 - 836.7 ) Volume Invert Avail.Storage Storage Description #1 964.80' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.80 0.001 0.000 0.000 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 962.29' 12.0" Round 12" RCP L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 962.29'/ 959.15' S= 0.0654'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 964.79' 27.0" Horiz. Orifice /Grate C= 0.600 Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 22 Limited to weir flow at low heads #3 Secondary 965.60' 10.0' long x 1.0' breadth Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =1.64 cfs @ 12.24 hrs HW= 964.96' TW= 963.31' (Dynamic Tailwater) t1 =12' RCP (Passes 1.64 cfs of 4.67 cfs potential flow) L2= Orifice/Grate (Weir Controls 1.64 cfs @ 1.35 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 964.80' TW= 962.40' (Dynamic Tailwater) L3 =Flow east over Grant St. ( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 0.85" for 2 -Year event Inflow = 6.34 cfs @ 12.26 hrs, Volume= 0.522 of Outflow = 3.85 cfs @ 12.59 hrs, Volume= 0.522 af, Atten= 39 %, Lag= 19.9 min Primary = 3.85 cfs @ 12.59 hrs, Volume= 0.522 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 963.65'@ 12.55 hrs Surf.Area= 0.209 ac Storage= 0.072 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.344 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 5.3 min ( 851.9 - 846.6) Volume Invert Avail.Storage Storage Description #1 962.40' 1.147 of Ponding at CB (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.029 0.012 0.012 963.50 0.116 0.036 0.048 964.00 0.427 0.136 0.184 964.50 0.557 0.246 0.430 965.00 0.735 0.323 0.753 965.50 0.841 0.394 1.147 Device Routing Invert Outlet Devices #1 Primary 962.00' 12.0" Round 12" RCP L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 961.15'/ 962.00' S=-0.0250T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Secondary 964.91' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 23 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =3.85 cfs @ 12.59 hrs HW= 963.65' TW= 962.61' (Dynamic Tailwater) t1 =12" RCP (Inlet Controls 3.85 cfs @ 4.90 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 962.00' (Dynamic Tailwater) t2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.33" for 2 -Year event Inflow = 0.66 cfs @ 12.18 hrs, Volume= 0.035 of Outflow = 0.65 cfs @ 12.19 hrs, Volume= 0.035 af, Atten= 1 %, Lag= 0.8 min Primary = 0.65 cfs @ 12.19 hrs, Volume= 0.035 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 964.65'@ 12.19 hrs Surf.Area= 0.003 ac Storage= 0.001 of Plug -Flow detention time= 3.2 min calculated for 0.035 of (100% of inflow) Center -of -Mass det. time= 2.5 min ( 817.3 - 814.9) Volume Invert Avail.Storage Storage Description #1 964.20' 0.022 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.20 0.001 0.000 0.000 965.00 0.005 0.002 0.002 965.50 0.010 0.004 0.006 966.00 0.014 0.006 0.012 966.50 0.025 0.010 0.022 Device Routing Invert Outlet Devices #1 Primary 964.24' 12.0" Round 12" CMP L= 15.0' Ke= 0.500 Inlet/ Outlet Invert= 964.24'/ 962.68' S= 0.1040'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.79 sf #2 Secondary 965.90' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.65 cfs @ 12.19 hrs HW= 964.65' TW= 962.63' (Dynamic Tailwater) t1 =12" CMP (Inlet Controls 0.65 cfs @ 2.17 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 964.20' TW= 962.00' (Dynamic Tailwater) t2 =Flow east over Grant St ( Controls 0.00 cfs) Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 24 Summary for Pond EOffEP: Frontier Electric Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.74" for 2 -Year event Inflow = 15.02 cfs @ 12.69 hrs, Volume= 2.111 of Outflow = 11.53 cfs @ 13.04 hrs, Volume= 2.104 af, Atten= 23 %, Lag= 21.1 min Primary = 11.53 cfs @ 13.04 hrs, Volume= 2.104 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 950.30'@ 13.04 hrs Surf.Area= 0.271 ac Storage= 0.228 of Plug -Flow detention time= 10.4 min calculated for 2.103 of (100% of inflow) Center -of -Mass det. time= 8.2 min ( 885.6 - 877.4 ) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pre -2017 Project MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 25 Primary OutFlow Max =11.53 cfs @ 13.04 hrs HW= 950.30' (Free Discharge) t1 =18" RCP (Barrel Controls 11.53 cfs @ 6.53 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 0.75" for 2 -Year event Inflow = 13.63 cfs @ 12.65 hrs, Volume= 1.915 of Outflow = 13.30 cfs @ 12.75 hrs, Volume= 1.852 af, Atten= 2 %, Lag= 5.7 min Primary = 13.30 cfs @ 12.75 hrs, Volume= 1.852 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.43'@ 12.75 hrs Surf.Area= 0.224 ac Storage= 0.175 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 31.7 min calculated for 1.852 of (97% of inflow) Center -of -Mass det. time= 14.0 min ( 880.9 - 866.9) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =13.30 cfs @ 12.75 hrs HW= 952.43' TW= 950.08' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 13.30 cfs @ 2.13 fps) Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 26 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 1.94" Flow Length =542' Tc =14.7 min CN =76 Runoff =3.58 cfs 0.229 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 1.72" Flow Length =411' Tc =10.1 min CN =73 Runoff =6.43 cfs 0.347 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 1.94" Flow Length =832' Tc =25.0 min CN =76 Runoff =6.75 cfs 0.569 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 2.26" Tc =10.0 min CN =80 Runoff =1.60 cfs 0.086 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 2.51" Tc =10.0 min CN =83 Runoff =1.24 cfs 0.067 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 1.37" Flow Length =615' Tc =14.5 min CN =68 Runoff =3.17 cfs 0.210 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 1.06" Tc =10.0 min CN =63 Runoff =1.04 cfs 0.060 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 1.86" Flow Length =490' Tc =29.2 min CN =75 Runoff =6.01 cfs 0.555 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 1.65" Tc =45.0 min CN =72 Runoff =22.54 cfs 2.738 of Reach 1 R: Channel Avg. Flow Depth =0.92' Max Vet =1.76 fps Inflow =10.26 cfs 1.554 of n =0.100 L= 100.0' S= 0.0250'/' Capacity= 115.84 cfs Outflow =10.22 cfs 1.554 of Pond E1.5P: Peak Elev= 965.35' Storage =0.026 of Inflow =6.43 cfs 0.347 of Outflow =6.25 cfs 0.333 of Pond E1 P: Peak EIev= 965.08' Storage =0.000 of Inflow =3.58 cfs 0.229 of Primary =3.58 cfs 0.229 of Secondary =0.00 cfs 0.000 of Outflow =3.58 cfs 0.229 of Pond E2P: Peak EIev= 964.32' Storage =0.334 of Inflow =14.47 cfs 1.131 of Primary =4.82 cfs 1.131 of Secondary =0.00 cfs 0.000 of Outflow =4.82 cfs 1.131 of Pond E4P: Peak EIev= 964.82' Storage =0.002 of Inflow =1.24 cfs 0.067 of Primary =1.22 cfs 0.067 of Secondary =0.00 cfs 0.000 of Outflow =1.22 cfs 0.067 of Pond EOffEP: Frontier Electric Peak EIev= 951.59' Storage =0.764 of Inflow =32.07 cfs 4.783 of Primary =15.12 cfs 4.199 of Secondary =2.17 cfs 0.066 of Tertiary =9.29 cfs 0.511 of Outflow =26.58 cfs 4.776 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.84' Storage =0.279 of Inflow =28.90 cfs 4.292 of Outflow =28.17 cfs 4.228 of Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall = 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADS 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 27 Total Runoff Area = 34.196 ac Runoff Volume = 4.861 of Average Runoff Depth = 1.71" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall = 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment E1: Runoff = 3.58 cfs @ 12.23 hrs, Volume= 0.229 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 6.43 cfs @ 12.18 hrs, Volume= 0.347 af, Depth= 1.72" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Paved parking, HSG C 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment E2: Runoff = 6.75 cfs @ 12.36 hrs, Volume= 0.569 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Paved parking, HSG C 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 1.60 cfs @ 12.18 hrs, Volume= 0.086 af, Depth= 2.26" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment E4: Runoff = 1.24 cfs @ 12.18 hrs, Volume= 0.067 af, Depth= 2.51" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 3.17 cfs @ 12.24 hrs, Volume= 0.21Oaf, Depth= 1.37" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment E6: Runoff = 1.04 cfs @ 12.19 hrs, Volume= 0.060 af, Depth= 1.06" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 6.01 cfs @ 12.43 hrs, Volume= 0.555 af, Depth= 1.86" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 22.54 cfs @ 12.65 hrs, Volume= 2.738 af, Depth= 1.65' Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 © 2016 HydroCAD Software Solutions LLC Page 32 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 1.75" for 10 -Year event Inflow = 10.26 cfs @ 12.21 hrs, Volume= 1.554 of Outflow = 10.22 cfs @ 12.22 hrs, Volume= 1.554 af, Atten= 0 %, Lag= 0.8 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.76 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.65 fps, Avg. Travel Time= 2.5 min Peak Storage= 581 cf @ 12.22 hrs Average Depth at Peak Storage= 0.92' Bank -Full Depth= 3.00' Flow Area= 34.5 sf, Capacity= 115.84 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.0 3.07' Top Width= 19.00' Length= 100.0' Slope= 0.0250'/' Inlet Invert= 962.00', Outlet Invert= 959.50' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 1.72" for 10 -Year event Inflow = 6.43 cfs @ 12.18 hrs, Volume= 0.347 of Outflow = 6.25 cfs @ 12.20 hrs, Volume= 0.333 af, Atten= 3 %, Lag= 1.2 min Primary = 6.25 cfs @ 12.20 hrs, Volume= 0.333 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.35'@ 12.20 hrs Surf.Area= 0.068 ac Storage= 0.026 of Plug -Flow detention time= 27.6 min calculated for 0.333 of (96% of inflow) Center -of -Mass det. time= 7.3 min ( 829.5 - 822.1 ) Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 33 Volume Invert Avail.Storage Storage Description #1 964.00' 0.082 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.00 0.089 0.044 0.082 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =6.25 cfs @ 12.20 hrs HW= 965.35' TW= 963.75' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 6.25 cfs @ 1.31 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 1.94" for 10 -Year event Inflow = 3.58 cfs @ 12.23 hrs, Volume= 0.229 of Outflow = 3.58 cfs @ 12.24 hrs, Volume= 0.229 af, Atten= 0 %, Lag= 0.0 min Primary = 3.58 cfs @ 12.24 hrs, Volume= 0.229 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.08'@ 12.24 hrs Surf.Area= 0.001 ac Storage= 0.000 of Plug -Flow detention time= 0.1 min calculated for 0.229 of (100% of inflow) Center -of -Mass det. time= 0.1 min ( 820.6 - 820.5 ) Volume Invert Avail.Storage Storage Description #1 964.80' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.80 0.001 0.000 0.000 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 962.29' 12.0" Round 12" RCP L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 962.29'/ 959.15' S= 0.0654'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 964.79' 27.0" Horiz. Orifice /Grate C= 0.600 Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 34 Limited to weir flow at low heads #3 Secondary 965.60' 10.0' long x 1.0' breadth Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =3.58 cfs @ 12.24 hrs HW= 965.08' TW= 963.85' (Dynamic Tailwater) t1 =12' RCP (Passes 3.58 cfs of 4.04 cfs potential flow) L2= Orifice/Grate (Weir Controls 3.58 cfs @ 1.76 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 964.80' TW= 962.40' (Dynamic Tailwater) L3 =Flow east over Grant St. ( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 1.84" for 10 -Year event Inflow = 14.47 cfs @ 12.24 hrs, Volume= 1.131 of Outflow = 4.82 cfs @ 12.79 hrs, Volume= 1.131 af, Atten= 67 %, Lag= 32.8 min Primary = 4.82 cfs @ 12.79 hrs, Volume= 1.131 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 964.32'@ 12.72 hrs Surf.Area= 0.510 ac Storage= 0.334 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.344 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 23.9 min ( 851.8 - 827.9) Volume Invert Avail.Storage Storage Description #1 962.40' 1.147 of Ponding at CB (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.029 0.012 0.012 963.50 0.116 0.036 0.048 964.00 0.427 0.136 0.184 964.50 0.557 0.246 0.430 965.00 0.735 0.323 0.753 965.50 0.841 0.394 1.147 Device Routing Invert Outlet Devices #1 Primary 962.00' 12.0" Round 12" RCP L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 961.15'/ 962.00' S=-0.0250T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Secondary 964.91' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 35 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =4.82 cfs @ 12.79 hrs HW= 964.32' TW= 962.69' (Dynamic Tailwater) t1 =12" RCP (Inlet Controls 4.82 cfs @ 6.14 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 962.00' (Dynamic Tailwater) t2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 2.51" for 10 -Year event Inflow = 1.24 cfs @ 12.18 hrs, Volume= 0.067 of Outflow = 1.22 cfs @ 12.19 hrs, Volume= 0.067 af, Atten= 1 %, Lag= 0.8 min Primary = 1.22 cfs @ 12.19 hrs, Volume= 0.067 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 964.82'@ 12.19 hrs Surf.Area= 0.004 ac Storage= 0.002 of Plug -Flow detention time= 2.6 min calculated for 0.067 of (100% of inflow) Center -of -Mass det. time= 2.0 min ( 804.0 - 802.0) Volume Invert Avail.Storage Storage Description #1 964.20' 0.022 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.20 0.001 0.000 0.000 965.00 0.005 0.002 0.002 965.50 0.010 0.004 0.006 966.00 0.014 0.006 0.012 966.50 0.025 0.010 0.022 Device Routing Invert Outlet Devices #1 Primary 964.24' 12.0" Round 12" CMP L= 15.0' Ke= 0.500 Inlet/ Outlet Invert= 964.24'/ 962.68' S= 0.1040'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.79 sf #2 Secondary 965.90' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.22 cfs @ 12.19 hrs HW= 964.82' TW= 962.90' (Dynamic Tailwater) t1 =12" CMP (Inlet Controls 1.22 cfs @ 2.59 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 964.20' TW= 962.00' (Dynamic Tailwater) t2 =Flow east over Grant St ( Controls 0.00 cfs) Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 36 Summary for Pond EOffEP: Frontier Electric Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 32.07 cfs @ 12.66 hrs, Volume= 4.783 of Outflow = 26.58 cfs @ 12.94 hrs, Volume= 4.776 af, Atten= 17 %, Lag= 16.9 min Primary = 15.12 cfs @ 12.94 hrs, Volume= 4.199 of Secondary = 2.17 cfs @ 12.94 hrs, Volume= 0.066 of Tertiary = 9.29 cfs @ 12.94 hrs, Volume= 0.511 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 951.59'@ 12.94 hrs Surf.Area= 0.564 ac Storage= 0.764 of Plug -Flow detention time= 18.1 min calculated for 4.776 of (100% of inflow) Center -of -Mass det. time= 16.9 min ( 876.4 - 859.4) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pre -2017 Project MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 37 Primary OutFlow Max =15.12 cfs @ 12.94 hrs HW= 951.59' (Free Discharge) t1 =18" RCP (Inlet Controls 15.12 cfs @ 8.56 fps) Secondary OutFlow Max =2.17 cfs @ 12.94 hrs HW= 951.59' (Free Discharge) t2 =Flow north over Academy (Weir Controls 2.17 cfs @ 1.16 fps) Tertiary OutFlow Max =9.29 cfs @ 12.94 hrs HW= 951.59' (Free Discharge) t3 =Flow east over Water (Weir Controls 9.29 cfs @ 1.91 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 28.90 cfs @ 12.65 hrs, Volume= 4.292 of Outflow = 28.17 cfs @ 12.71 hrs, Volume= 4.228 af, Atten= 3 %, Lag= 4.0 min Primary = 28.17 cfs @ 12.71 hrs, Volume= 4.228 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.84'@ 12.71 hrs Surf.Area= 0.286 ac Storage= 0.279 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 18.1 min calculated for 4.227 of (98% of inflow) Center -of -Mass det. time= 9.7 min ( 862.5 - 852.8) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =28.17 cfs @ 12.71 hrs HW= 952.84' TW= 951.38' (Dynamic Tailwater) L1 =Ditch overflowto NE (Weir Controls 28.17 cfs @2.72 fps) Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 38 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 4.54" Flow Length =542' Tc =14.7 min CN =76 Runoff =8.37 cfs 0.537 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 4.21" Flow Length =411' Tc =10.1 min CN =73 Runoff =15.82 cfs 0.851 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 4.54" Flow Length =832' Tc =25.0 min CN =76 Runoff =15.91 cfs 1.332 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 4.99" Tc =10.0 min CN =80 Runoff =3.47 cfs 0.190 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth = 5.33" Tc =10.0 min CN =83 Runoff =2.55 cfs 0.141 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 3.67" Flow Length =615' Tc =14.5 min CN =68 Runoff =8.84 cfs 0.560 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 3.14" Tc =10.0 min CN =63 Runoff =3.32 cfs 0.178 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 4.43" Flow Length =490' Tc =29.2 min CN =75 Runoff =14.43 cfs 1.321 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71% Impervious Runoff Depth= 4.10" Tc =45.0 min CN =72 Runoff =57.82 cfs 6.829 of Reach 1 R: Channel Avg. Flow Depth =1.35' Max Vet =2.16 fps Inflow =21.46 cfs 3.776 of n =0.100 L= 100.0' S= 0.0250'/' Capacity= 115.84 cfs Outflow =21.40 cfs 3.776 of Pond E1.5P: Peak Elev= 965.54' Storage =0.041 of Inflow =15.82 cfs 0.851 of Outflow =15.42 cfs 0.837 of Pond E1 P: Peak Elev= 965.88' Storage =0.006 of Inflow =8.37 cfs 0.537 of Primary =4.63 cfs 0.454 of Secondary =4.08 cfs 0.083 of Outflow =8.23 cfs 0.537 of Pond E2P: Peak Elev= 965.31' Storage =0.991 of Inflow =34.87 cfs 2.707 of Primary =5.62 cfs 2.308 of Secondary =6.88 cfs 0.399 of Outflow =12.42 cfs 2.707 of Pond E4P: Peak Elev= 965.16' Storage =0.003 of Inflow =2.55 cfs 0.141 of Primary =2.48 cfs 0.141 of Secondary =0.00 cfs 0.000 of Outflow =2.48 cfs 0.141 of Pond EOffEP: Frontier Electric Peak Elev= 952.26' Storage =1.194 of Inflow =80.11 cfs 11.862 of Primary =16.65 cfs 7.207 of Secondary =23.09 cfs 1.508 of Tertiary =38.29 cfs 3.141 of Outflow =78.03 cfs 11.855 of Pond EOffWP: MN -7 Ditch Peak Elev= 953.78' Storage =0.615 of Inflow =74.09 cfs 10.606 of Outflow =71.18 cfs 10.542 of Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADS 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 39 Total Runoff Area = 34.196 ac Runoff Volume = 11.940 of Average Runoff Depth = 4.19" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment E1: Runoff = 8.37 cfs @ 12.23 hrs, Volume= 0.537 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 15.82 cfs @ 12.18 hrs, Volume= 0.851 af, Depth= 4.21" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Paved parking, HSG C 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 41 Summary for Subcatchment E2: Runoff = 15.91 cfs @ 12.36 hrs, Volume= 1.332 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Paved parking, HSG C 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 3.47 cfs @ 12.17 hrs, Volume= 0.190 af, Depth= 4.99" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment E4: Runoff = 2.55 cfs @ 12.17 hrs, Volume= 0.141 af, Depth= 5.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 8.84 cfs @ 12.23 hrs, Volume= 0.560 af, Depth= 3.67" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment E6: Runoff = 3.32 cfs @ 12.18 hrs, Volume= 0.178 af, Depth= 3.14" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 14.43 cfs @ 12.42 hrs, Volume= 1.321 af, Depth= 4.43" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 57.82 cfs @ 12.64 hrs, Volume= 6.829 af, Depth= 4.10" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 44 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 4.26" for 100 -Year event Inflow = 21.46 cfs @ 12.20 hrs, Volume= 3.776 of Outflow = 21.40 cfs @ 12.21 hrs, Volume= 3.776 af, Atten= 0 %, Lag= 0.6 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 2.16 fps, Min. Travel Time= 0.8 min Avg. Velocity = 0.82 fps, Avg. Travel Time= 2.0 min Peak Storage= 992 cf @ 12.21 hrs Average Depth at Peak Storage= 1.35' Bank -Full Depth= 3.00' Flow Area= 34.5 sf, Capacity= 115.84 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.0 3.07' Top Width= 19.00' Length= 100.0' Slope= 0.0250'/' Inlet Invert= 962.00', Outlet Invert= 959.50' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 4.21" for 100 -Year event Inflow = 15.82 cfs @ 12.18 hrs, Volume= 0.851 of Outflow = 15.42 cfs @ 12.20 hrs, Volume= 0.837 af, Atten= 2 %, Lag= 1.1 min Primary = 15.42 cfs @ 12.20 hrs, Volume= 0.837 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.54'@ 12.20 hrs Surf.Area= 0.089 ac Storage= 0.041 of Plug -Flow detention time= 14.1 min calculated for 0.837 of (98% of inflow) Center -of -Mass det. time= 4.9 min ( 808.6 - 803.6) Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 45 Volume Invert Avail.Storage Storage Description #1 964.00' 0.082 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.00 0.089 0.044 0.082 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =15.40 cfs @ 12.20 hrs HW= 965.54' TW= 964.39' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 15.40 cfs @ 1.79 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 4.54" for 100 -Year event Inflow = 8.37 cfs @ 12.23 hrs, Volume= 0.537 of Outflow = 8.23 cfs @ 12.24 hrs, Volume= 0.537 af, Atten= 2 %, Lag= 0.7 min Primary = 4.63 cfs @ 12.13 hrs, Volume= 0.454 of Secondary = 4.08 cfs @ 12.26 hrs, Volume= 0.083 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.88'@ 12.26 hrs Surf.Area= 0.025 ac Storage= 0.006 of Plug -Flow detention time= 0.3 min calculated for 0.537 of (100% of inflow) Center -of -Mass det. time= 0.3 min ( 803.5 - 803.2 ) Volume Invert Avail.Storage Storage Description #1 964.80' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.80 0.001 0.000 0.000 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 962.29' 12.0" Round 12" RCP L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 962.29'/ 959.15' S= 0.0654'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 964.79' 27.0" Horiz. Orifice /Grate C= 0.600 Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 46 Limited to weir flow at low heads #3 Secondary 965.60' 10.0' long x 1.0' breadth Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =4.57 cfs @ 12.13 hrs HW= 965.70' TW= 964.11' (Dynamic Tailwater) t1 =12' RCP (Outlet Controls 4.57 cfs @ 5.82 fps) L2= Orifice/Grate (Passes 4.57 cfs of 18.22 cfs potential flow) Secondary OutFlow Max =4.07 cfs @ 12.26 hrs HW= 965.88' TW= 964.65' (Dynamic Tailwater) L3 =Flow east over Grant St. (Weir Controls 4.07 cfs @ 1.44 fps) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 4.41" for 100 -Year event Inflow = 34.87 cfs @ 12.23 hrs, Volume= 2.707 of Outflow = 12.42 cfs @ 12.66 hrs, Volume= 2.707 af, Atten= 64 %, Lag= 25.8 min Primary = 5.62 cfs @ 13.45 hrs, Volume= 2.308 of Secondary = 6.88 cfs @ 12.66 hrs, Volume= 0.399 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.31'@ 12.66 hrs Surf.Area= 0.801 ac Storage= 0.991 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.344 of Plug -Flow detention time= (not calculated: outtlow precedes inflow) Center -of -Mass det. time= 49.1 min ( 858.8 - 809.6) Volume Invert Avail.Storage Storage Description #1 962.40' 1.147 of Ponding at CB (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.029 0.012 0.012 963.50 0.116 0.036 0.048 964.00 0.427 0.136 0.184 964.50 0.557 0.246 0.430 965.00 0.735 0.323 0.753 965.50 0.841 0.394 1.147 Device Routing Invert Outlet Devices #1 Primary 962.00' 12.0" Round 12" RCP L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 961.15'/ 962.00' S=-0.0250T Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Secondary 964.91' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 47 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =5.62 cfs @ 13.45 hrs HW= 965.04' TW= 962.83' (Dynamic Tailwater) t1 =12" RCP (Inlet Controls 5.62 cfs @ 7.16 fps) Secondary OutFlow Max =6.88 cfs @ 12.66 hrs HW= 965.31' TW= 963.16' (Dynamic Tailwater) t2 =Flow south over Park St. (Weir Controls 6.88 cfs @ 1.72 fps) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 5.33" for 100 -Year event Inflow = 2.55 cfs @ 12.17 hrs, Volume= 0.141 of Outflow = 2.48 cfs @ 12.19 hrs, Volume= 0.141 af, Atten= 3 %, Lag= 1.2 min Primary = 2.48 cfs @ 12.19 hrs, Volume= 0.141 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.16'@ 12.19 hrs Surf.Area= 0.007 ac Storage= 0.003 of Plug -Flow detention time= 1.8 min calculated for 0.141 of (100% of inflow) Center -of -Mass det. time= 1.6 min ( 788.6 - 787.0) Volume Invert Avail.Storage Storage Description #1 964.20' 0.022 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.20 0.001 0.000 0.000 965.00 0.005 0.002 0.002 965.50 0.010 0.004 0.006 966.00 0.014 0.006 0.012 966.50 0.025 0.010 0.022 Device Routing Invert Outlet Devices #1 Primary 964.24' 12.0" Round 12" CMP L= 15.0' Ke= 0.500 Inlet/ Outlet Invert= 964.24'/ 962.68' S= 0.1040'/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.79 sf #2 Secondary 965.90' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =2.48 cfs @ 12.19 hrs HW= 965.16' TW= 963.34' (Dynamic Tailwater) t1 =12" CMP (Inlet Controls 2.48 cfs @ 3.27 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 964.20' TW= 962.00' (Dynamic Tailwater) t2 =Flow east over Grant St ( Controls 0.00 cfs) Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 48 Summary for Pond EOffEP: Frontier Electric Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 4.16" for 100 -Year event Inflow = 80.11 cfs @ 12.66 hrs, Volume= 11.862 of Outflow = 78.03 cfs @ 12.75 hrs, Volume= 11.855 af, Atten= 3 %, Lag= 5.5 min Primary = 16.65 cfs @ 12.75 hrs, Volume= 7.207 of Secondary = 23.09 cfs @ 12.75 hrs, Volume= 1.508 of Tertiary = 38.29 cfs @ 12.75 hrs, Volume= 3.141 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.26'@ 12.75 hrs Surf.Area= 0.701 ac Storage= 1.194 of Plug -Flow detention time= 14.8 min calculated for 11.855 of (100% of inflow) Center -of -Mass det. time= 14.2 min ( 859.1 - 844.9) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pre -2017 Project MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 49 Primary OutFlow Max =16.65 cfs @ 12.75 hrs HW= 952.26' (Free Discharge) t1 =18" RCP (Inlet Controls 16.65 cfs @ 9.42 fps) Secondary OutFlow Max =23.08 cfs @ 12.75 hrs HW= 952.26' (Free Discharge) t2 =Flow north over Academy (Weir Controls 23.08 cfs @ 2.68 fps) Tertiary OutFlow Max =38.28 cfs @ 12.75 hrs HW= 952.26' (Free Discharge) t3 =Flow east over Water (Weir Controls 38.28 cfs @ 3.30 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 4.16" for 100 -Year event Inflow = 74.09 cfs @ 12.60 hrs, Volume= 10.606 of Outflow = 71.18 cfs @ 12.70 hrs, Volume= 10.542 af, Atten= 4 %, Lag= 6.0 min Primary = 71.18 cfs @ 12.70 hrs, Volume= 10.542 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 953.78'@ 12.71 hrs Surf.Area= 0.427 ac Storage= 0.615 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 11.4 min calculated for 10.540 of (99% of inflow) Center -of -Mass det. time= 7.8 min ( 848.2 - 840.4) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =71.14 cfs @ 12.70 hrs HW= 953.78' TW= 952.25' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 71.14 cfs @ 3.60 fps) E1.5 E2 E1.5P A O V P2Pipe E4 v , /I /-� E5 a EOffE OffEP Subcat Reach on Lin k Electric Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 2 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.68" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.18 cfs 0.081 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.56" Flow Length =411' Tc =10.1 min CN =73 Runoff =1.88 cfs 0.112 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.68" Flow Length =832' Tc =25.0 min CN =76 Runoff =2.19 cfs 0.200 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth = 0.88" Tc =10.0 min CN =80 Runoff =0.61 cfs 0.033 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.04" Tc =10.0 min CN =83 Runoff =0.51 cfs 0.028 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.38" Flow Length =615' Tc =14.5 min CN =68 Runoff =0.68 cfs 0.058 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.24" Tc =10.0 min CN =63 Runoff =0.13 cfs 0.013 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.64" Flow Length =490' Tc =29.2 min CN =75 Runoff =1.87 cfs 0.190 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.52" Tc =45.0 min CN =72 Runoff =6.09 cfs 0.863 of Reach 1 R: Channel - SHALLOWER Avg. Flow Depth =0.23' Max Vet =1.07 fps Inflow =1.66 cfs 0.116 of n =0.100 L= 150.0' S= 0.0400'/' Capacity =72.19 cfs Outflow =1.61 cfs 0.116 of Pond E1.5P: Peak Elev= 965.21' Storage =0.018 of Inflow =1.88 cfs 0.112 of Outflow =1.66 cfs 0.099 of Pond E1 P: Peak Elev= 965.42' Storage =0.001 of Inflow =1.18 cfs 0.081 of Primary =1.18 cfs 0.080 of Secondary =0.00 cfs 0.000 of Outflow =1.18 cfs 0.080 of Pond E2P: Peak Elev= 962.87' Storage =0.013 of Inflow =3.30 cfs 0.299 of Primary =0.00 cfs 0.000 of Secondary =3.25 cfs 0.296 of Tertiary =0.00 cfs 0.000 of Outflow =3.25 cfs 0.296 of Pond E4P: Peak Elev= 965.96' Storage =0.004 of Inflow =0.51 cfs 0.028 of Primary =0.50 cfs 0.025 of Secondary =0.00 cfs 0.000 of Outflow =0.50 cfs 0.025 of Pond EOffEP: Frontier Electric Peak Elev= 949.54' Storage =0.082 of Inflow =10.14 cfs 1.494 of Primary =8.98 cfs 1.487 of Secondary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =8.98 cfs 1.487 of Pond EOffWP: MN -7 Ditch Peak Elev= 952.29' Storage =0.146 of Inflow =9.35 cfs 1.368 of Outflow =9.02 cfs 1.304 of Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 3 Pond P2Pipe: Peak EIev= 960.68' Storage =0.001 of Inflow =4.27 cfs 0.376 of 36.3" x 22.5 ", R= 18.8 "/51.0" Pipe Arch Culvert n =0.012 L= 190.0' S= 0.0158 7 Outflow =4.27 cfs 0.376 of Pond P6P: Peak EIev= 953.48' Storage =0.202 of Inflow =5.84 cfs 0.505 of Primary =3.34 cfs 0.505 of Secondary =0.00 cfs 0.000 of Outflow =3.34 cfs 0.505 of Total Runoff Area = 34.196 ac Runoff Volume = 1.578 of Average Runoff Depth = 0.55" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment E1: Runoff = 1.18 cfs @ 12.25 hrs, Volume= 0.081 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 1.88 cfs @ 12.19 hrs, Volume= 0.112 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment E2: Runoff = 2.19 cfs @ 12.39 hrs, Volume= 0.200 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.61 cfs @ 12.18 hrs, Volume= 0.033 af, Depth= 0.88" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment E4: Runoff = 0.51 cfs @ 12.18 hrs, Volume= 0.028 af, Depth= 1.04" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 0.68 cfs @ 12.27 hrs, Volume= 0.058 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment E6: Runoff = 0.13 cfs @ 12.23 hrs, Volume= 0.013 af, Depth= 0.24" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 1.87 cfs @ 12.46 hrs, Volume= 0.190 af, Depth= 0.64" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 6.09 cfs @ 12.70 hrs, Volume= 0.863 af, Depth= 0.52" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 8 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - SHALLOWER Inflow Area = 2.606 ac, 30.01% Impervious, Inflow Depth = 0.53" for 1 -Year event Inflow = 1.66 cfs @ 12.21 hrs, Volume= 0.116 of Outflow = 1.61 cfs @ 12.24 hrs, Volume= 0.116 af, Atten= 3 %, Lag= 1.8 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.07 fps, Min. Travel Time= 2.3 min Avg. Velocity = 0.31 fps, Avg. Travel Time= 7.9 min Peak Storage= 226 cf @ 12.24 hrs Average Depth at Peak Storage= 0.23' Bank -Full Depth= 2.00' Flow Area= 20.0 sf, Capacity= 72.19 cfs 6.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 14.00' Length= 150.0' Slope= 0.0400'/' Inlet Invert= 963.00', Outlet Invert= 957.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.56" for 1 -Year event Inflow = 1.88 cfs @ 12.19 hrs, Volume= 0.112 of Outflow = 1.66 cfs @ 12.24 hrs, Volume= 0.099 af, Atten= 12 %, Lag= 2.9 min Primary = 1.66 cfs @ 12.24 hrs, Volume= 0.099 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.21'@ 12.24 hrs Surf.Area= 0.049 ac Storage= 0.018 of Plug -Flow detention time = 72.1 min calculated for 0.099 of (88% of inflow) Center -of -Mass det. time= 20.3 min ( 869.3 - 849.0) Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.66 cfs @ 12.24 hrs HW= 965.21' TW= 962.82' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 1.66 cfs @ 0.84 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.68" for 1 -Year event Inflow = 1.18 cfs @ 12.25 hrs, Volume= 0.081 of Outflow = 1.18 cfs @ 12.25 hrs, Volume= 0.080 af, Atten= 0 %, Lag= 0.1 min Primary = 1.18 cfs @ 12.25 hrs, Volume= 0.080 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.42'@ 12.25 hrs Surf.Area= 0.002 ac Storage= 0.001 of Plug -Flow detention time= 3.5 min calculated for 0.080 of (100% of inflow) Center -of -Mass det. time= 0.9 min ( 844.8 - 843.9) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 10 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.18 cfs @ 12.25 hrs HW= 965.42' TW= 960.64' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 1.18 cfs of 6.82 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.18 cfs @ 1.21 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.40' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 5.942 ac, 37.51% Impervious, Inflow Depth = 0.60" for 1 -Year event Inflow = 3.30 cfs @ 12.30 hrs, Volume= 0.299 of Outflow = 3.25 cfs @ 12.35 hrs, Volume= 0.296 af, Atten= 1 %, Lag= 2.8 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 3.25 cfs @ 12.35 hrs, Volume= 0.296 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 962.87'@ 12.35 hrs Surf.Area= 0.045 ac Storage= 0.013 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.393 of Plug -Flow detention time= 11.3 min calculated for 0.296 of (99% of inflow) Center -of -Mass det. time= 4.8 min ( 863.5 - 858.7) Volume Invert Avail.Storage Storage Description #1 962.40' 1.195 of Ponding at CB (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.054 0.019 0.019 963.50 0.187 0.060 0.079 964.00 0.427 0.153 0.233 964.50 0.557 0.246 0.479 965.00 0.734 0.323 0.802 965.50 0.841 0.394 1.195 Device Routing Invert Outlet Devices #1 Primary 963.75' 72.0" Horiz. CB at Grant/Park - LOWERED C= 0.600 Limited to weir flow at low heads #2 Secondary 960.50' 28.5" W x 18.0" H, R= 14.8 "/40.7" Pipe Arch RCP-Arch 29x18 L= 87.0' Ke= 0.500 Inlet/ Outlet Invert= 960.50'/ 960.00' S= 0.0057'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.79 sf Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 11 #3 Device 2 962.60' 27.0" Horiz. Draintile Grate - NEW C= 0.600 Limited to weir flow at low heads #4 Tertiary 965.03' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 960.00' (Dynamic Tailwater) 't-1 =CB at Grant/Park - LOWERED ( Controls 0.00 cfs) Secondary OutFlow Max =3.25 cfs @ 12.35 hrs HW= 962.87' TW= 960.67' (Dynamic Tailwater) L2= RCP_Arch 29x18 (Passes 3.25 cfs of 15.83 cfs potential flow) t3= Draintile Grate - NEW (Weir Controls 3.25 cfs @ 1.70 fps) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 963.00' (Dynamic Tailwater) t4 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.04" for 1 -Year event Inflow = 0.51 cfs @ 12.18 hrs, Volume= 0.028 of Outflow = 0.50 cfs @ 12.20 hrs, Volume= 0.025 af, Atten= 2 %, Lag= 0.9 min Primary = 0.50 cfs @ 12.20 hrs, Volume= 0.025 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.96'@ 12.20 hrs Surf.Area= 0.013 ac Storage= 0.004 of Plug -Flow detention time= 58.8 min calculated for 0.025 of (90% of inflow) Center -of -Mass det. time= 15.1 min ( 835.2 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 12 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =0.50 cfs @ 12.20 hrs HW= 965.96' TW= 963.22' (Dynamic Tailwater) t1 =12' RCP (Passes 0.50 cfs of 6.26 cfs potential flow) t2= Orifice/Grate (Weir Controls 0.50 cfs @ 0.91 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 963.00' (Dynamic Tailwater) t3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.52" for 1 -Year event Inflow = 10.14 cfs @ 12.76 hrs, Volume= 1.494 of Outflow = 8.98 cfs @ 12.96 hrs, Volume= 1.487 af, Atten= 11 %, Lag= 11.9 min Primary = 8.98 cfs @ 12.96 hrs, Volume= 1.487 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 949.54'@ 12.96 hrs Surf.Area= 0.127 ac Storage= 0.082 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 9.9 min calculated for 1.487 of (99% of inflow) Center -of -Mass det. time= 5.6 min ( 905.6 - 900.0) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 13 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =8.98 cfs @ 12.96 hrs HW= 949.54' (Free Discharge) t1 =18" RCP (Inlet Controls 8.98 cfs @ 5.08 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth= 0.54" for 1 -Year event Inflow = 9.35 cfs @ 12.69 hrs, Volume= 1.368 of Outflow = 9.02 cfs @ 12.79 hrs, Volume= 1.304 af, Atten= 4 %, Lag= 6.3 min Primary = 9.02 cfs @ 12.79 hrs, Volume= 1.304 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.29'@ 12.79 hrs Surf.Area= 0.204 ac Storage= 0.146 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 43.2 min calculated for 1.304 of (95% of inflow) Center -of -Mass det. time= 17.7 min ( 905.8 - 888.1 ) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =9.02 cfs @ 12.79 hrs HW= 952.29' TW= 949.45' (Dynamic Tailwater) 't--1 =Ditch overflow to NE (Weir Controls 9.02 cfs @ 1.83 fps) Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 14 Summary for Pond P2Pipe: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth= 0.61" for 1 -Year event Inflow = 4.27 cfs @ 12.31 hrs, Volume= 0.376 of Outflow = 4.27 cfs @ 12.31 hrs, Volume= 0.376 af, Atten= 0 %, Lag= 0.1 min Primary = 4.27 cfs @ 12.31 hrs, Volume= 0.376 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 960.68'@ 12.31 hrs Surf.Area= 0.001 ac Storage= 0.001 of Flood Elev= 964.34' Surf.Area= 0.005 ac Storage= 0.007 of Plug -Flow detention time= 0.4 min calculated for 0.376 of (100% of inflow) Center -of -Mass det. time= 0.3 min ( 859.8 - 859.5) Volume Invert Avail.Storage Storage Description #1 960.00' 0.020 of Ponding in CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 960.00 0.001 0.000 0.000 963.00 0.001 0.003 0.003 966.00 0.010 0.016 0.020 Device Routing Invert Outlet Devices #1 Primary 960.00' 36.3" W x 22.5" H, R= 18.8 "/51.0" Pipe Arch RCP _Arch 37x23 L= 190.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 960.00'/ 957.00' S= 0.0158'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 4.43 sf Primary OutFlow Max =4.27 cfs @ 12.31 hrs HW= 960.68' TW= 953.03' (Dynamic Tailwater) L1= RCP_Arch 37x23 (Inlet Controls 4.27 cfs @ 2.47 fps) Summary for Pond P6P: Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.57" for 1 -Year event Inflow = 5.84 cfs @ 12.29 hrs, Volume= 0.505 of Outflow = 3.34 cfs @ 12.60 hrs, Volume= 0.505 af, Atten= 43 %, Lag= 18.4 min Primary = 3.34 cfs @ 12.60 hrs, Volume= 0.505 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Starting Elev= 952.20' Surf.Area= 0.064 ac Storage= 0.103 of Peak Elev= 953.48'@ 12.60 hrs Surf.Area= 0.090 ac Storage= 0.202 of (0.098 of above start) Plug -Flow detention time= 147.3 min calculated for 0.402 of (79% of inflow) Center -of -Mass det. time= 34.0 min ( 893.9 - 859.9) Proposed _South Pon d_2 Node MSE 24 -hr 3 1 -Year Rainfall= 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 15 Volume Invert Avail.Storage Storage Description #1 950.00' 2.083 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 950.00 0.031 0.000 0.000 952.00 0.060 0.091 0.091 954.00 0.100 0.160 0.251 956.00 0.154 0.254 0.505 957.00 0.182 0.168 0.673 958.00 0.197 0.189 0.862 960.00 0.305 0.502 1.364 962.00 0.414 0.719 2.083 Device Routing Invert Outlet Devices #1 Primary 952.20' 21.0" Round Outlet Pipe L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 952.20'/ 952.00' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 956.50' 48.0" Horiz. OCS Grate C=0.600 Limited to weir flow at low heads #3 Device 1 952.20' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 955.60' 4.0' long x 0.90' rise Weir Wall 2 End Contraction(s) #5 Secondary 957.00' 10.0' long x 2.0' breadth Basin Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max =3.34 cfs @ 12.60 hrs HW= 953.48' TW= 952.23' (Dynamic Tailwater) t1 = Outlet Pipe (Passes 3.34 cfs of 5.92 cfs potential flow) 2 =OCS Grate ( Controls 0.00 cfs) 3= Orifice/Grate (Orifice Controls 3.34 cfs @ 4.25 fps) =Weir Wall ( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 952.20' TW= 951.00' (Dynamic Tailwater) -5 =Basin Overflow ( Controls 0.00 cfs) Proposed _South Pond_Mode MSE 24 -hr 3 2 -Year Rainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 16 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.92" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.64 cfs 0.109 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.77" Flow Length =411' Tc =10.1 min CN =73 Runoff =2.74 cfs 0.156 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.92" Flow Length =832' Tc =25.0 min CN =76 Runoff =3.06 cfs 0.270 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 1.15" Tc =10.0 min CN =80 Runoff =0.81 cfs 0.044 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.33" Tc =10.0 min CN =83 Runoff =0.66 cfs 0.035 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.56" Flow Length =615' Tc =14.5 min CN =68 Runoff =1.12 cfs 0.085 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.38" Tc =10.0 min CN =63 Runoff =0.27 cfs 0.021 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.87" Flow Length =490' Tc =29.2 min CN =75 Runoff =2.65 cfs 0.259 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.73" Tc =45.0 min CN =72 Runoff =9.06 cfs 1.209 of Reach 1 R: Channel - SHALLOWER Avg. Flow Depth =0.29' Max Vet =1.22 fps Inflow =2.42 cfs 0.161 of n =0.100 L= 150.0' S= 0.0400'/' Capacity =72.19 cfs Outflow =2.36 cfs 0.161 of Pond E1.5P: Peak Elev= 965.24' Storage =0.019 of Inflow =2.74 cfs 0.156 of Outflow =2.62 cfs 0.143 of Pond E1 P: Peak Elev= 965.45' Storage =0.001 of Inflow =1.64 cfs 0.109 of Primary =1.64 cfs 0.109 of Secondary =0.00 cfs 0.000 of Outflow =1.64 cfs 0.109 of Pond E2P: Peak Elev= 962.94' Storage =0.016 of Inflow =4.72 cfs 0.413 of Primary =0.00 cfs 0.000 of Secondary =4.66 cfs 0.409 of Tertiary =0.00 cfs 0.000 of Outflow =4.66 cfs 0.409 of Pond E4P: Peak Elev= 965.97' Storage =0.004 of Inflow =0.66 cfs 0.035 of Primary =0.65 cfs 0.033 of Secondary =0.00 cfs 0.000 of Outflow =0.65 cfs 0.033 of Pond EOffEP: Frontier Electric Peak EIev= 950.22' Storage =0.205 of Inflow =14.69 cfs 2.104 of Primary =11.24 cfs 2.097 of Secondary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =11.24 cfs 2.097 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.42' Storage =0.173 of Inflow =13.46 cfs 1.909 of Outflow =13.08 cfs 1.845 of Proposed _South Pond_Mode MSE 24 -hr 3 2 -Year Rainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 17 Pond P2Pipe: Peak EIev= 960.84' Storage =0.001 of Inflow =6.17 cfs 0.518 of 36.3" x 22.5 ", R= 18.8 "/51.0" Pipe Arch Culvert n =0.012 L= 190.0' S= 0.0158 7 Outflow =6.17 cfs 0.518 of Pond P6P: Peak EIev= 954.07' Storage =0.258 of Inflow =8.66 cfs 0.700 of Primary =4.42 cfs 0.700 of Secondary =0.00 cfs 0.000 of Outflow =4.42 cfs 0.700 of Total Runoff Area = 34.196 ac Runoff Volume = 2.188 of Average Runoff Depth = 0.77" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment E1: Runoff = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 2.74 cfs @ 12.19 hrs, Volume= 0.156 af, Depth= 0.77" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment E2: Runoff = 3.06 cfs @ 12.39 hrs, Volume= 0.270 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.81 cfs @ 12.18 hrs, Volume= 0.044 af, Depth= 1.15" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment E4: Runoff = 0.66 cfs @ 12.18 hrs, Volume= 0.035 af, Depth= 1.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 1.12 cfs @ 12.26 hrs, Volume= 0.085 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment E6: Runoff = 0.27 cfs @ 12.21 hrs, Volume= 0.021 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 2.65 cfs @ 12.45 hrs, Volume= 0.259 af, Depth= 0.87" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 9.06 cfs @ 12.69 hrs, Volume= 1.209 af, Depth= 0.73" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 22 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - SHALLOWER Inflow Area = 2.606 ac, 30.01 % Impervious, Inflow Depth= 0.74" for 2 -Year event Inflow = 2.42 cfs @ 12.21 hrs, Volume= 0.161 of Outflow = 2.36 cfs @ 12.24 hrs, Volume= 0.161 af, Atten= 2 %, Lag= 1.5 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.22 fps, Min. Travel Time= 2.0 min Avg. Velocity = 0.34 fps, Avg. Travel Time= 7.3 min Peak Storage= 290 cf @ 12.24 hrs Average Depth at Peak Storage= 0.29' Bank -Full Depth= 2.00' Flow Area= 20.0 sf, Capacity= 72.19 cfs 6.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 14.00' Length= 150.0' Slope= 0.0400'/' Inlet Invert= 963.00', Outlet Invert= 957.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.77" for 2 -Year event Inflow = 2.74 cfs @ 12.19 hrs, Volume= 0.156 of Outflow = 2.62 cfs @ 12.21 hrs, Volume= 0.143 af, Atten= 4 %, Lag= 1.6 min Primary = 2.62 cfs @ 12.21 hrs, Volume= 0.143 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.24'@ 12.21 hrs Surf.Area= 0.054 ac Storage= 0.019 of Plug -Flow detention time= 54.2 min calculated for 0.143 of (91% of inflow) Center -of -Mass det. time= 14.3 min ( 854.8 - 840.5) Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 23 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =2.62 cfs @ 12.21 hrs HW= 965.24' TW= 962.90' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 2.62 cfs @ 0.98 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.92" for 2 -Year event Inflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Outflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Atten= 0 %, Lag= 0.1 min Primary = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.45'@ 12.24 hrs Surf.Area= 0.002 ac Storage= 0.001 of Plug -Flow detention time= 2.7 min calculated for 0.109 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 837.4 - 836.7) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 24 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.64 cfs @ 12.24 hrs HW= 965.45' TW= 960.82' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 1.64 cfs of 6.85 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.64 cfs @ 1.35 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.40' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 5.942 ac, 37.51 % Impervious, Inflow Depth= 0.83" for 2 -Year event Inflow = 4.72 cfs @ 12.27 hrs, Volume= 0.413 of Outflow = 4.66 cfs @ 12.32 hrs, Volume= 0.409 af, Atten= 1 %, Lag= 2.5 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 4.66 cfs @ 12.32 hrs, Volume= 0.409 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 962.94'@ 12.32 hrs Surf.Area= 0.050 ac Storage= 0.016 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.393 of Plug -Flow detention time= 9.0 min calculated for 0.409 of (99% of inflow) Center -of -Mass det. time= 4.0 min ( 853.3 - 849.2 ) Volume Invert Avail.Storage Storage Description #1 962.40' 1.195 of Ponding at CB (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.054 0.019 0.019 963.50 0.187 0.060 0.079 964.00 0.427 0.153 0.233 964.50 0.557 0.246 0.479 965.00 0.734 0.323 0.802 965.50 0.841 0.394 1.195 Device Routing Invert Outlet Devices #1 Primary 963.75' 72.0" Horiz. CB at Grant/Park - LOWERED C= 0.600 Limited to weir flow at low heads #2 Secondary 960.50' 28.5" W x 18.0" H, R= 14.8 "/40.7" Pipe Arch RCP-Arch 29x18 L= 87.0' Ke= 0.500 Inlet/ Outlet Invert= 960.50'/ 960.00' S= 0.0057'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.79 sf Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 25 #3 Device 2 962.60' 27.0" Horiz. Draintile Grate - NEW C= 0.600 Limited to weir flow at low heads #4 Tertiary 965.03' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 960.00' (Dynamic Tailwater) 't-1 =CB at Grant/Park - LOWERED ( Controls 0.00 cfs) Secondary OutFlow Max =4.66 cfs @ 12.32 hrs HW= 962.94' TW= 960.84' (Dynamic Tailwater) L2= RCP_Arch 29x18 (Passes 4.66 cfs of 16.25 cfs potential flow) t3= Draintile Grate - NEW (Weir Controls 4.66 cfs @ 1.92 fps) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 963.00' (Dynamic Tailwater) t4 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.33" for 2 -Year event Inflow = 0.66 cfs @ 12.18 hrs, Volume= 0.035 of Outflow = 0.65 cfs @ 12.19 hrs, Volume= 0.033 af, Atten= 2 %, Lag= 0.9 min Primary = 0.65 cfs @ 12.19 hrs, Volume= 0.033 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.97'@ 12.19 hrs Surf.Area= 0.013 ac Storage= 0.004 of Plug -Flow detention time= 48.4 min calculated for 0.033 of (92% of inflow) Center -of -Mass det. time= 12.3 min ( 827.2 - 814.9) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 26 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =0.65 cfs @ 12.19 hrs HW= 965.97' TW= 963.28' (Dynamic Tailwater) t1 =12' RCP (Passes 0.65 cfs of 6.21 cfs potential flow) t2= Orifice/Grate (Weir Controls 0.65 cfs @ 0.99 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 963.00' (Dynamic Tailwater) t3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.74" for 2 -Year event Inflow = 14.69 cfs @ 12.73 hrs, Volume= 2.104 of Outflow = 11.24 cfs @ 13.07 hrs, Volume= 2.097 af, Atten= 23 %, Lag= 20.4 min Primary = 11.24 cfs @ 13.07 hrs, Volume= 2.097 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 950.22'@ 13.07 hrs Surf.Area= 0.250 ac Storage= 0.205 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 10.6 min calculated for 2.096 of (100% of inflow) Center -of -Mass det. time= 7.8 min ( 895.1 - 887.3) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 27 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =11.24 cfs @ 13.07 hrs HW= 950.22' (Free Discharge) t1 =18" RCP (Barrel Controls 11.24 cfs @ 6.36 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 0.75" for 2 -Year event Inflow = 13.46 cfs @ 12.66 hrs, Volume= 1.909 of Outflow = 13.08 cfs @ 12.77 hrs, Volume= 1.845 af, Atten= 3 %, Lag= 6.7 min Primary = 13.08 cfs @ 12.77 hrs, Volume= 1.845 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.42'@ 12.77 hrs Surf.Area= 0.223 ac Storage= 0.173 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 33.2 min calculated for 1.845 of (97% of inflow) Center -of -Mass det. time= 14.2 min ( 892.2 - 878.0) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =13.08 cfs @ 12.77 hrs HW= 952.42' TW= 949.97' (Dynamic Tailwater) 't--1 =Ditch overflow to NE (Weir Controls 13.08 cfs @ 2.11 fps) Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 28 Summary for Pond P2Pipe: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 0.84" for 2 -Year event Inflow = 6.17 cfs @ 12.28 hrs, Volume= 0.518 of Outflow = 6.17 cfs @ 12.29 hrs, Volume= 0.518 af, Atten= 0 %, Lag= 0.1 min Primary = 6.17 cfs @ 12.29 hrs, Volume= 0.518 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 960.84'@ 12.29 hrs Surf.Area= 0.001 ac Storage= 0.001 of Flood Elev= 964.34' Surf.Area= 0.005 ac Storage= 0.007 of Plug -Flow detention time= 0.4 min calculated for 0.518 of (100% of inflow) Center -of -Mass det. time= 0.3 min ( 850.2 - 849.9) Volume Invert Avail.Storage Storage Description #1 960.00' 0.020 of Ponding in CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 960.00 0.001 0.000 0.000 963.00 0.001 0.003 0.003 966.00 0.010 0.016 0.020 Device Routing Invert Outlet Devices #1 Primary 960.00' 36.3" W x 22.5" H, R= 18.8 "/51.0" Pipe Arch RCP _Arch 37x23 L= 190.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 960.00'/ 957.00' S= 0.0158'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 4.43 sf Primary OutFlow Max =6.17 cfs @ 12.29 hrs HW= 960.84' TW= 953.37' (Dynamic Tailwater) L1= RCP_Arch 37x23 (Inlet Controls 6.17 cfs @ 2.79 fps) Summary for Pond P6P: Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.79" for 2 -Year event Inflow = 8.66 cfs @ 12.27 hrs, Volume= 0.700 of Outflow = 4.42 cfs @ 12.61 hrs, Volume= 0.700 af, Atten= 49 %, Lag= 20.3 min Primary = 4.42 cfs @ 12.61 hrs, Volume= 0.700 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Starting Elev= 952.20' Surf.Area= 0.064 ac Storage= 0.103 of Peak Elev= 954.07'@ 12.61 hrs Surf.Area= 0.102 ac Storage= 0.258 of (0.154 of above start) Plug -Flow detention time= 116.1 min calculated for 0.597 of (85% of inflow) Center -of -Mass det. time= 31.6 min ( 882.0 - 850.4) Proposed _ South Pond_2Node MSE24 -hr3 2- YearRainfall= 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 29 Volume Invert Avail.Storage Storage Description #1 950.00' 2.083 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 950.00 0.031 0.000 0.000 952.00 0.060 0.091 0.091 954.00 0.100 0.160 0.251 956.00 0.154 0.254 0.505 957.00 0.182 0.168 0.673 958.00 0.197 0.189 0.862 960.00 0.305 0.502 1.364 962.00 0.414 0.719 2.083 Device Routing Invert Outlet Devices #1 Primary 952.20' 21.0" Round Outlet Pipe L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 952.20'/ 952.00' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 956.50' 48.0" Horiz. OCS Grate C=0.600 Limited to weir flow at low heads #3 Device 1 952.20' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 955.60' 4.0' long x 0.90' rise Weir Wall 2 End Contraction(s) #5 Secondary 957.00' 10.0' long x 2.0' breadth Basin Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max =4.42 cfs @ 12.61 hrs HW= 954.07' TW= 952.37' (Dynamic Tailwater) t1 = Outlet Pipe (Passes 4.42 cfs of 10.37 cfs potential flow) 2 =OCS Grate ( Controls 0.00 cfs) 3= Orifice/Grate (Orifice Controls 4.42 cfs @ 5.63 fps) =Weir Wall ( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 952.20' TW= 951.00' (Dynamic Tailwater) -5 =Basin Overflow ( Controls 0.00 cfs) Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 30 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 1.94" Flow Length =542' Tc =14.7 min CN =76 Runoff =3.58 cfs 0.229 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 1.72" Flow Length =411' Tc =10.1 min CN =73 Runoff =6.43 cfs 0.347 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 1.94" Flow Length =832' Tc =25.0 min CN =76 Runoff =6.75 cfs 0.569 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 2.26" Tc =10.0 min CN =80 Runoff =1.60 cfs 0.086 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 2.51" Tc =10.0 min CN =83 Runoff =1.24 cfs 0.067 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 1.37" Flow Length =615' Tc =14.5 min CN =68 Runoff =3.17 cfs 0.210 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 1.06" Tc =10.0 min CN =63 Runoff =1.04 cfs 0.060 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 1.86" Flow Length =490' Tc =29.2 min CN =75 Runoff =6.01 cfs 0.555 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 1.65" Tc =45.0 min CN =72 Runoff =22.54 cfs 2.738 of Reach 1 R: Channel - SHALLOWER Avg. Flow Depth =0.49' Max Vet =1.66 fps Inflow =5.74 cfs 0.359 of n =0.100 L= 150.0' S= 0.0400'/' Capacity =72.19 cfs Outflow =5.67 cfs 0.359 of Pond E1.5P: Peak Elev= 965.35' Storage =0.026 of Inflow =6.43 cfs 0.347 of Outflow =6.25 cfs 0.333 of Pond E1 P: Peak Elev= 965.57' Storage =0.001 of Inflow =3.58 cfs 0.229 of Primary =3.58 cfs 0.229 of Secondary =0.00 cfs 0.000 of Outflow =3.58 cfs 0.229 of Pond E2P: Peak Elev= 963.19' Storage =0.034 of Inflow =10.89 cfs 0.902 of Primary =0.00 cfs 0.000 of Secondary =10.53 cfs 0.899 of Tertiary =0.00 cfs 0.000 of Outflow =10.53 cfs 0.899 of Pond E4P: Peak EIev= 966.02' Storage =0.005 of Inflow =1.24 cfs 0.067 of Primary =1.22 cfs 0.064 of Secondary =0.00 cfs 0.000 of Outflow =1.22 cfs 0.064 of Pond EOffEP: Frontier Electric Peak EIev= 951.62' Storage =0.782 of Inflow =35.65 cfs 4.776 of Primary =15.19 cfs 4.137 of Secondary =2.75 cfs 0.084 of Tertiary =10.23 cfs 0.548 of Outflow =28.18 cfs 4.769 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.92' Storage =0.304 of Inflow =32.93 cfs 4.285 of Outflow =31.65 cfs 4.221 of Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 31 Pond P2Pipe: Peak EIev= 961.40' Storage =0.001 of Inflow =13.89 cfs 1.128 of 36.3" x 22.5 ", R= 18.8 "/51.0" Pipe Arch Culvert n =0.012 L= 190.0' S= 0.0158'/' Outflow =13.89 cfs 1.128 of Pond P6P: Peak EIev= 956.09' Storage =0.518 of Inflow =20.13 cfs 1.547 of Primary=1 1. 17 cfs 1.547 of Secondary =0.00 cfs 0.000 of Outflow=1 1. 17 cfs 1.547 of Total Runoff Area = 34.196 ac Runoff Volume = 4.861 of Average Runoff Depth = 1.71" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment E1: Runoff = 3.58 cfs @ 12.23 hrs, Volume= 0.229 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 6.43 cfs @ 12.18 hrs, Volume= 0.347 af, Depth= 1.72" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment E2: Runoff = 6.75 cfs @ 12.36 hrs, Volume= 0.569 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 1.60 cfs @ 12.18 hrs, Volume= 0.086 af, Depth= 2.26" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment E4: Runoff = 1.24 cfs @ 12.18 hrs, Volume= 0.067 af, Depth= 2.51" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 3.17 cfs @ 12.24 hrs, Volume= 0.21Oaf, Depth= 1.37" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment E6: Runoff = 1.04 cfs @ 12.19 hrs, Volume= 0.060 af, Depth= 1.06" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 6.01 cfs @ 12.43 hrs, Volume= 0.555 af, Depth= 1.86" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 22.54 cfs @ 12.65 hrs, Volume= 2.738 af, Depth= 1.65' Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 36 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - SHALLOWER Inflow Area = 2.606 ac, 30.01% Impervious, Inflow Depth = 1.65" for 10 -Year event Inflow = 5.74 cfs @ 12.21 hrs, Volume= 0.359 of Outflow = 5.67 cfs @ 12.23 hrs, Volume= 0.359 af, Atten= 1 %, Lag= 1.1 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.66 fps, Min. Travel Time= 1.5 min Avg. Velocity = 0.42 fps, Avg. Travel Time= 6.0 min Peak Storage= 513 cf @ 12.23 hrs Average Depth at Peak Storage= 0.49' Bank -Full Depth= 2.00' Flow Area= 20.0 sf, Capacity= 72.19 cfs 6.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 14.00' Length= 150.0' Slope= 0.0400'/' Inlet Invert= 963.00', Outlet Invert= 957.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 1.72" for 10 -Year event Inflow = 6.43 cfs @ 12.18 hrs, Volume= 0.347 of Outflow = 6.25 cfs @ 12.20 hrs, Volume= 0.333 af, Atten= 3 %, Lag= 1.2 min Primary = 6.25 cfs @ 12.20 hrs, Volume= 0.333 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.35'@ 12.20 hrs Surf.Area= 0.068 ac Storage= 0.026 of Plug -Flow detention time= 27.7 min calculated for 0.333 of (96% of inflow) Center -of -Mass det. time= 7.3 min ( 829.5 - 822.1 ) Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 37 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =6.25 cfs @ 12.20 hrs HW= 965.35' TW= 963.13' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 6.25 cfs @ 1.31 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 1.94" for 10 -Year event Inflow = 3.58 cfs @ 12.23 hrs, Volume= 0.229 of Outflow = 3.58 cfs @ 12.24 hrs, Volume= 0.229 af, Atten= 0 %, Lag= 0.3 min Primary = 3.58 cfs @ 12.24 hrs, Volume= 0.229 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.57'@ 12.24 hrs Surf.Area= 0.006 ac Storage= 0.001 of Plug -Flow detention time= 1.5 min calculated for 0.229 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 820.9 - 820.5) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 38 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =3.58 cfs @ 12.24 hrs HW= 965.57' TW= 961.38' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 3.58 cfs of 6.96 cfs potential flow) t2= Orifice/Grate (Weir Controls 3.58 cfs @ 1.76 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 962.40' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 5.942 ac, 37.51% Impervious, Inflow Depth = 1.82" for 10 -Year event Inflow = 10.89 cfs @ 12.25 hrs, Volume= 0.902 of Outflow = 10.53 cfs @ 12.30 hrs, Volume= 0.899 af, Atten= 3 %, Lag= 3.5 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 10.53 cfs @ 12.30 hrs, Volume= 0.899 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 963.19'@ 12.30 hrs Surf.Area= 0.105 ac Storage= 0.034 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.393 of Plug -Flow detention time= 5.6 min calculated for 0.899 of (100% of inflow) Center -of -Mass det. time= 3.1 min ( 833.0 - 829.8 ) Volume Invert Avail.Storage Storage Description #1 962.40' 1.195 of Ponding at CB (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.054 0.019 0.019 963.50 0.187 0.060 0.079 964.00 0.427 0.153 0.233 964.50 0.557 0.246 0.479 965.00 0.734 0.323 0.802 965.50 0.841 0.394 1.195 Device Routing Invert Outlet Devices #1 Primary 963.75' 72.0" Horiz. CB at Grant/Park - LOWERED C= 0.600 Limited to weir flow at low heads #2 Secondary 960.50' 28.5" W x 18.0" H, R= 14.8 "/40.7" Pipe Arch RCP-Arch 29x18 L= 87.0' Ke= 0.500 Inlet/ Outlet Invert= 960.50'/ 960.00' S= 0.0057'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.79 sf Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 39 #3 Device 2 962.60' 27.0" Horiz. Draintile Grate - NEW C= 0.600 Limited to weir flow at low heads #4 Tertiary 965.03' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 960.00' (Dynamic Tailwater) 't-1 =CB at Grant/Park - LOWERED ( Controls 0.00 cfs) Secondary OutFlow Max =10.53 cfs @ 12.30 hrs HW= 963.19' TW= 961.39' (Dynamic Tailwater) L2= RCP_Arch 29x18 (Passes 10.53 cfs of 17.59 cfs potential flow) t3= Draintile Grate - NEW (Weir Controls 10.53 cfs @ 2.52 fps) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 963.00' (Dynamic Tailwater) t4 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 2.51" for 10 -Year event Inflow = 1.24 cfs @ 12.18 hrs, Volume= 0.067 of Outflow = 1.22 cfs @ 12.19 hrs, Volume= 0.064 af, Atten= 1 %, Lag= 0.8 min Primary = 1.22 cfs @ 12.19 hrs, Volume= 0.064 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.02'@ 12.19 hrs Surf.Area= 0.014 ac Storage= 0.005 of Plug -Flow detention time= 30.1 min calculated for 0.064 of (96% of inflow) Center -of -Mass det. time= 8.6 min ( 810.6 - 802.0) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 40 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =1.22 cfs @ 12.19 hrs HW= 966.02' TW= 963.47' (Dynamic Tailwater) t1 =12' RCP (Passes 1.22 cfs of 6.04 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.22 cfs @ 1.23 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 963.00' (Dynamic Tailwater) t3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 35.65 cfs @ 12.66 hrs, Volume= 4.776 of Outflow = 28.18 cfs @ 12.94 hrs, Volume= 4.769 af, Atten= 21 %, Lag= 16.6 min Primary = 15.19 cfs @ 12.94 hrs, Volume= 4.137 of Secondary = 2.75 cfs @ 12.94 hrs, Volume= 0.084 of Tertiary = 10.23 cfs @ 12.94 hrs, Volume= 0.548 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 951.62'@ 12.94 hrs Surf.Area= 0.572 ac Storage= 0.782 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 17.8 min calculated for 4.768 of (100% of inflow) Center -of -Mass det. time= 16.6 min ( 881.1 - 864.5) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 41 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =15.19 cfs @ 12.94 hrs HW= 951.62' (Free Discharge) t1 =18" RCP (Inlet Controls 15.19 cfs @ 8.60 fps) Secondary OutFlow Max =2.75 cfs @ 12.94 hrs HW= 951.62' (Free Discharge) t2 =Flow north over Academy (Weir Controls 2.75 cfs @ 1.26 fps) Tertiary OutFlow Max =10.23 cfs @ 12.94 hrs HW= 951.62' (Free Discharge) t3 =Flow east over Water (Weir Controls 10.23 cfs @ 1.97 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 32.93 cfs @ 12.60 hrs, Volume= 4.285 of Outflow = 31.65 cfs @ 12.69 hrs, Volume= 4.221 af, Atten= 4 %, Lag= 5.6 min Primary = 31.65 cfs @ 12.69 hrs, Volume= 4.221 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.92'@ 12.69 hrs Surf.Area= 0.298 ac Storage= 0.304 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 18.7 min calculated for 4.221 of (99% of inflow) Center -of -Mass det. time= 9.6 min ( 868.3 - 858.7) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =31.65 cfs @ 12.69 hrs HW= 952.92' TW= 951.31' (Dynamic Tailwater) 't--1 =Ditch overflow to NE (Weir Controls 31.65 cfs @ 2.83 fps) Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 42 Summary for Pond P2Pipe: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 1.84" for 10 -Year event Inflow = 13.89 cfs @ 12.27 hrs, Volume= 1.128 of Outflow = 13.89 cfs @ 12.27 hrs, Volume= 1.128 af, Atten= 0 %, Lag= 0.0 min Primary = 13.89 cfs @ 12.27 hrs, Volume= 1.128 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 961.40'@ 12.27 hrs Surf.Area= 0.001 ac Storage= 0.001 of Flood Elev= 964.34' Surf.Area= 0.005 ac Storage= 0.007 of Plug -Flow detention time= 0.3 min calculated for 1.128 of (100% of inflow) Center -of -Mass det. time= 0.2 min ( 830.7 - 830.5 ) Volume Invert Avail.Storage Storage Description #1 960.00' 0.020 of Ponding in CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 960.00 0.001 0.000 0.000 963.00 0.001 0.003 0.003 966.00 0.010 0.016 0.020 Device Routing Invert Outlet Devices #1 Primary 960.00' 36.3" W x 22.5" H, R= 18.8 "/51.0" Pipe Arch RCP _Arch 37x23 L= 190.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 960.00'/ 957.00' S= 0.0158'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 4.43 sf Primary OutFlow Max =13.88 cfs @ 12.27 hrs HW= 961.40' TW= 955.00' (Dynamic Tailwater) L1= RCP_Arch 37x23 (Inlet Controls 13.88 cfs @ 3.76 fps) Summary for Pond P6P: Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 1.74" for 10 -Year event Inflow = 20.13 cfs @ 12.25 hrs, Volume= 1.547 of Outflow = 11.17 cfs @ 12.53 hrs, Volume= 1.547 af, Atten= 44 %, Lag= 16.9 min Primary = 11.17 cfs @ 12.53 hrs, Volume= 1.547 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Starting Elev= 952.20' Surf.Area= 0.064 ac Storage= 0.103 of Peak Elev= 956.09'@ 12.54 hrs Surf.Area= 0.156 ac Storage= 0.518 of (0.415 of above start) Plug -Flow detention time = 73.7 min calculated for 1.443 of (93% of inflow) Center -of -Mass det. time= 31.9 min ( 862.6 - 830.7) Proposed _South Pond_2 Node MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 43 Volume Invert Avail.Storage Storage Description #1 950.00' 2.083 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 950.00 0.031 0.000 0.000 952.00 0.060 0.091 0.091 954.00 0.100 0.160 0.251 956.00 0.154 0.254 0.505 957.00 0.182 0.168 0.673 958.00 0.197 0.189 0.862 960.00 0.305 0.502 1.364 962.00 0.414 0.719 2.083 Device Routing Invert Outlet Devices #1 Primary 952.20' 21.0" Round Outlet Pipe L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 952.20'/ 952.00' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 956.50' 48.0" Horiz. OCS Grate C=0.600 Limited to weir flow at low heads #3 Device 1 952.20' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 955.60' 4.0' long x 0.90' rise Weir Wall 2 End Contraction(s) #5 Secondary 957.00' 10.0' long x 2.0' breadth Basin Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max =11.15 cfs @ 12.53 hrs HW= 956.09' TW= 952.81' (Dynamic Tailwater) t1= Outlet Pipe (Passes 11.15 cfs of 20.09 cfs potential flow) 2 =OCS Grate ( Controls 0.00 cfs) 3= Orifice/Grate (Orifice Controls 6.84 cfs @ 8.71 fps) =Weir Wall (Weir Controls 4.31 cfs @ 2.28 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 952.20' TW= 951.00' (Dynamic Tailwater) -5 =Basin Overflow ( Controls 0.00 cfs) Proposed _South Pond_Mode MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 44 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 4.54" Flow Length =542' Tc =14.7 min CN =76 Runoff =8.37 cfs 0.537 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 4.21" Flow Length =411' Tc =10.1 min CN =73 Runoff =15.82 cfs 0.851 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 4.54" Flow Length =832' Tc =25.0 min CN =76 Runoff =15.91 cfs 1.332 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 4.99" Tc =10.0 min CN =80 Runoff =3.47 cfs 0.190 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth = 5.33" Tc =10.0 min CN =83 Runoff =2.55 cfs 0.141 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 3.67" Flow Length =615' Tc =14.5 min CN =68 Runoff =8.84 cfs 0.560 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 3.14" Tc =10.0 min CN =63 Runoff =3.32 cfs 0.178 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 4.43" Flow Length =490' Tc =29.2 min CN =75 Runoff =14.43 cfs 1.321 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71% Impervious Runoff Depth= 4.10" Tc =45.0 min CN =72 Runoff =57.82 cfs 6.829 of Reach 1 R: Channel - SHALLOWER Avg. Flow Depth =0.83' Max Vet =2.24 fps Inflow =14.31 cfs 0.889 of n =0.100 L= 150.0' S=0.04007 Capacity =72.19 cfs Outflow =14.21 cfs 0.889 of Pond E1.5P: Peak Elev= 965.54' Storage =0.041 of Inflow =15.82 cfs 0.851 of Outflow =15.41 cfs 0.837 of Pond E1 P: Peak EIev= 966.08' Storage =0.012 of Inflow =8.37 cfs 0.537 of Primary =7.16 cfs 0.536 of Secondary =0.25 cfs 0.001 of Outflow =7.35 cfs 0.537 of Pond E2P: Peak EIev= 963.93' Storage =0.203 of Inflow =26.67 cfs 2.170 of Primary =4.57 cfs 0.078 of Secondary =18.37 cfs 2.089 of Tertiary =0.00 cfs 0.000 of Outflow =21.42 cfs 2.167 of Pond E4P: Peak EIev= 966.09' Storage =0.006 of Inflow =2.55 cfs 0.141 of Primary =2.29 cfs 0.136 of Secondary =0.25 cfs 0.002 of Outflow =2.54 cfs 0.138 of Pond EOffEP: Frontier Electric Peak EIev= 952.37' Storage =1.273 of Inflow =92.79 cfs 11.856 of Primary =16.90 cfs 6.743 of Secondary =28.42 cfs 1.731 of Tertiary =44.85 cfs 3.374 of Outflow =90.17 cfs 11.848 of Pond EOffWP: MN -7 Ditch Peak EIev= 953.99' Storage =0.710 of Inflow =86.88 cfs 10.599 of Outflow =82.82 cfs 10.535 of Proposed _South Pond_Mode MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 45 Pond P2Pipe: Peak Elev= 962.51' Storage =0.003 of Inflow =27.05 cfs 2.703 of 36.3" x 22.5 ", R= 18.8 "/51.0" Pipe Arch Culvert n =0.012 L= 190.0' S= 0.0158'/' Outflow =27.06 cfs 2.703 of Pond P6P: Peak Elev= 957.57' Storage =0.780 of Inflow =40.79 cfs 3.770 of Primary =23.82 cfs 3.458 of Secondary =11.35 cfs 0.311 of Outflow =34.54 cfs 3.769 of Total Runoff Area = 34.196 ac Runoff Volume = 11.940 of Average Runoff Depth = 4.19" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment E1: Runoff = 8.37 cfs @ 12.23 hrs, Volume= 0.537 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 15.82 cfs @ 12.18 hrs, Volume= 0.851 af, Depth= 4.21" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 47 Summary for Subcatchment E2: Runoff = 15.91 cfs @ 12.36 hrs, Volume= 1.332 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 3.47 cfs @ 12.17 hrs, Volume= 0.190 af, Depth= 4.99" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 48 Summary for Subcatchment E4: Runoff = 2.55 cfs @ 12.17 hrs, Volume= 0.141 af, Depth= 5.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 8.84 cfs @ 12.23 hrs, Volume= 0.560 af, Depth= 3.67" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment E6: Runoff = 3.32 cfs @ 12.18 hrs, Volume= 0.178 af, Depth= 3.14" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 14.43 cfs @ 12.42 hrs, Volume= 1.321 af, Depth= 4.43" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 57.82 cfs @ 12.64 hrs, Volume= 6.829 af, Depth= 4.10" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 50 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - SHALLOWER Inflow Area = 2.606 ac, 30.01% Impervious, Inflow Depth = 4.09" for 100 -Year event Inflow = 14.31 cfs @ 12.20 hrs, Volume= 0.889 of Outflow = 14.21 cfs @ 12.22 hrs, Volume= 0.889 af, Atten= 1 %, Lag= 0.8 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 2.24 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.53 fps, Avg. Travel Time= 4.7 min Peak Storage= 952 cf @ 12.22 hrs Average Depth at Peak Storage= 0.83' Bank -Full Depth= 2.00' Flow Area= 20.0 sf, Capacity= 72.19 cfs 6.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 14.00' Length= 150.0' Slope= 0.0400'/' Inlet Invert= 963.00', Outlet Invert= 957.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 4.21" for 100 -Year event Inflow = 15.82 cfs @ 12.18 hrs, Volume= 0.851 of Outflow = 15.41 cfs @ 12.20 hrs, Volume= 0.837 af, Atten= 3 %, Lag= 1.2 min Primary = 15.41 cfs @ 12.20 hrs, Volume= 0.837 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.54'@ 12.20 hrs Surf.Area= 0.091 ac Storage= 0.041 of Plug -Flow detention time= 14.0 min calculated for 0.837 of (98% of inflow) Center -of -Mass det. time= 4.8 min ( 808.4 - 803.6) Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 51 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =15.39 cfs @ 12.20 hrs HW= 965.54' TW= 963.55' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 15.39 cfs @ 1.79 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 4.54" for 100 -Year event Inflow = 8.37 cfs @ 12.23 hrs, Volume= 0.537 of Outflow = 7.35 cfs @ 12.29 hrs, Volume= 0.537 af, Atten= 12 %, Lag= 3.6 min Primary = 7.16 cfs @ 12.27 hrs, Volume= 0.536 of Secondary = 0.25 cfs @ 12.30 hrs, Volume= 0.001 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.08'@ 12.30 hrs Surf.Area= 0.036 ac Storage= 0.012 of Plug -Flow detention time= 1.0 min calculated for 0.537 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 803.8 - 803.2 ) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 52 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =7.13 cfs @ 12.27 hrs HW= 966.06' TW= 962.21' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Outlet Controls 7.13 cfs @ 9.08 fps) t2= Orifice/Grate (Passes 7.13 cfs of 15.95 cfs potential flow) Secondary OutFlow Max =0.25 cfs @ 12.30 hrs HW= 966.08' TW= 963.83' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.(Weir Controls 0.25 cfs @ 0.56 fps) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 5.942 ac, 37.51% Impervious, Inflow Depth = 4.38" for 100 -Year event Inflow = 26.67 cfs @ 12.23 hrs, Volume= 2.170 of Outflow = 21.42 cfs @ 12.44 hrs, Volume= 2.167 af, Atten= 20 %, Lag= 12.3 min Primary = 4.57 cfs @ 12.42 hrs, Volume= 0.078 of Secondary = 18.37 cfs @ 12.62 hrs, Volume= 2.089 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 963.93'@ 12.42 hrs Surf.Area= 0.392 ac Storage= 0.203 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.393 of Plug -Flow detention time= 5.2 min calculated for 2.167 of (100% of inflow) Center -of -Mass det. time= 4.2 min ( 815.3 - 811.1 ) Volume Invert Avail.Storage Storage Description #1 962.40' 1.195 of Ponding at CB (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 962.40 0.010 0.000 0.000 963.00 0.054 0.019 0.019 963.50 0.187 0.060 0.079 964.00 0.427 0.153 0.233 964.50 0.557 0.246 0.479 965.00 0.734 0.323 0.802 965.50 0.841 0.394 1.195 Device Routing Invert Outlet Devices #1 Primary 963.75' 72.0" Horiz. CB at Grant/Park - LOWERED C= 0.600 Limited to weir flow at low heads #2 Secondary 960.50' 28.5" W x 18.0" H, R= 14.8 "/40.7" Pipe Arch RCP-Arch 29x18 L= 87.0' Ke= 0.500 Inlet/ Outlet Invert= 960.50'/ 960.00' S= 0.0057'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 2.79 sf Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 53 #3 Device 2 962.60' 27.0" Horiz. Draintile Grate - NEW C= 0.600 Limited to weir flow at low heads #4 Tertiary 965.03' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =4.56 cfs @ 12.42 hrs HW= 963.93' TW= 962.37' (Dynamic Tailwater) 't-1 =CB at Grant/Park - LOWERED (Weir Controls 4.56 cfs @ 1.37 fps) Secondary OutFlow Max =18.43 cfs @ 12.62 hrs HW= 963.75' TW= 961.87' (Dynamic Tailwater) L2= RCP_Arch 29x18 (Inlet Controls 18.43 cfs @ 6.59 fps) t3= Draintile Grate - NEW (Passes 18.43 cfs of 20.50 cfs potential flow) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 962.40' TW= 963.00' (Dynamic Tailwater) t4 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 5.33" for 100 -Year event Inflow = 2.55 cfs @ 12.17 hrs, Volume= 0.141 of Outflow = 2.54 cfs @ 12.18 hrs, Volume= 0.138 af, Atten= 0 %, Lag= 0.5 min Primary = 2.29 cfs @ 12.18 hrs, Volume= 0.136 of Secondary = 0.25 cfs @ 12.18 hrs, Volume= 0.002 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.09'@ 12.18 hrs Surf.Area= 0.016 ac Storage= 0.006 of Plug -Flow detention time= 17.9 min calculated for 0.138 of (98% of inflow) Center -of -Mass det. time= 6.6 min ( 793.7 - 787.0) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 54 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Pri ry ma OutFlow Max =2.29 cfs @ 12.18 hrs HW= 966.09' TW= 963.80' (Dynamic Tailwater) t1 =12' RCP (Passes 2.29 cfs of 5.72 cfs potential flow) t2= Orifice/Grate (Weir Controls 2.29 cfs @ 1.51 fps) Secondary OutFlow Max =0.25 cfs @ 12.18 hrs HW= 966.09' TW= 963.80' (Dynamic Tailwater) t3 =Flow east over Grant St (Weir Controls 0.25 cfs @ 0.56 fps) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 4.16" for 100 -Year event Inflow = 92.79 cfs @ 12.61 hrs, Volume= 11.856 of Outflow = 90.17 cfs @ 12.72 hrs, Volume= 11.848 af, Atten= 3 %, Lag= 6.5 min Primary = 16.90 cfs @ 12.72 hrs, Volume= 6.743 of Secondary = 28.42 cfs @ 12.72 hrs, Volume= 1.731 of Tertiary = 44.85 cfs @ 12.72 hrs, Volume= 3.374 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.37'@ 12.72 hrs Surf.Area= 0.719 ac Storage= 1.273 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 13.8 min calculated for 11.848 of (100% of inflow) Center -of -Mass det. time= 13.1 min ( 854.9 - 841.8) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 55 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =16.90 cfs @ 12.72 hrs HW= 952.37' (Free Discharge) t1 =18" RCP (Inlet Controls 16.90 cfs @ 9.56 fps) Secondary OutFlow Max =28.42 cfs @ 12.72 hrs HW= 952.37' (Free Discharge) t2 =Flow north over Academy (Weir Controls 28.42 cfs @ 2.92 fps) Tertiary OutFlow Max =44.85 cfs @ 12.72 hrs HW= 952.37' (Free Discharge) t3 =Flow east over Water (Weir Controls 44.85 cfs @ 3.52 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 4.15" for 100 -Year event Inflow = 86.88 cfs @ 12.55 hrs, Volume= 10.599 of Outflow = 82.82 cfs @ 12.67 hrs, Volume= 10.535 af, Atten= 5 %, Lag= 7.0 min Primary = 82.82 cfs @ 12.67 hrs, Volume= 10.535 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 953.99'@ 12.67 hrs Surf.Area= 0.460 ac Storage= 0.710 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 11.5 min calculated for 10.533 of (99% of inflow) Center -of -Mass det. time= 7.7 min ( 844.7 - 837.0) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =82.77 cfs @ 12.67 hrs HW= 953.99' TW= 952.36' (Dynamic Tailwater) 't--1 =Ditch overflow to NE (Weir Controls 82.77 cfs @ 3.78 fps) Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 56 Summary for Pond P2Pipe: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 4.41" for 100 -Year event Inflow = 27.05 cfs @ 12.40 hrs, Volume= 2.703 of Outflow = 27.06 cfs @ 12.40 hrs, Volume= 2.703 af, Atten= 0 %, Lag= 0.0 min Primary = 27.06 cfs @ 12.40 hrs, Volume= 2.703 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 962.51'@ 12.40 hrs Surf.Area= 0.001 ac Storage= 0.003 of Flood Elev= 964.34' Surf.Area= 0.005 ac Storage= 0.007 of Plug -Flow detention time= 0.1 min calculated for 2.702 of (100% of inflow) Center -of -Mass det. time= 0.1 min ( 813.1 - 813.0 ) Volume Invert Avail.Storage Storage Description #1 960.00' 0.020 of Ponding in CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 960.00 0.001 0.000 0.000 963.00 0.001 0.003 0.003 966.00 0.010 0.016 0.020 Device Routing Invert Outlet Devices #1 Primary 960.00' 36.3" W x 22.5" H, R= 18.8 "/51.0" Pipe Arch RCP _Arch 37x23 L= 190.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 960.00'/ 957.00' S= 0.0158'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 4.43 sf Primary OutFlow Max =27.04 cfs @ 12.40 hrs HW= 962.51' TW= 957.57' (Dynamic Tailwater) L1= RCP_Arch 37x23 (Inlet Controls 27.04 cfs @ 6.10 fps) Summary for Pond P6P: Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 4.25" for 100 -Year event Inflow = 40.79 cfs @ 12.22 hrs, Volume= 3.770 of Outflow = 34.54 cfs @ 12.41 hrs, Volume= 3.769 af, Atten= 15 %, Lag= 11.6 min Primary = 23.82 cfs @ 12.30 hrs, Volume= 3.458 of Secondary = 11.35 cfs @ 12.42 hrs, Volume= 0.311 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Starting Elev= 952.20' Surf.Area= 0.064 ac Storage= 0.103 of Peak Elev= 957.57'@ 12.42 hrs Surf.Area= 0.191 ac Storage= 0.780 of (0.677 of above start) Plug -Flow detention time= 43.1 min calculated for 3.665 of (97% of inflow) Center -of -Mass det. time= 23.6 min ( 836.1 - 812.6) Proposed _ South Pond_2Node MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 57 Volume Invert Avail.Storage Storage Description #1 950.00' 2.083 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 950.00 0.031 0.000 0.000 952.00 0.060 0.091 0.091 954.00 0.100 0.160 0.251 956.00 0.154 0.254 0.505 957.00 0.182 0.168 0.673 958.00 0.197 0.189 0.862 960.00 0.305 0.502 1.364 962.00 0.414 0.719 2.083 Device Routing Invert Outlet Devices #1 Primary 952.20' 21.0" Round Outlet Pipe L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 952.20'/ 952.00' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 956.50' 48.0" Horiz. OCS Grate C=0.600 Limited to weir flow at low heads #3 Device 1 952.20' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 955.60' 4.0' long x 0.90' rise Weir Wall 2 End Contraction(s) #5 Secondary 957.00' 10.0' long x 2.0' breadth Basin Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max =23.70 cfs @ 12.30 hrs HW= 957.36' TW= 953.17' (Dynamic Tailwater) t1 = Outlet Pipe (Inlet Controls 23.70 cfs @ 9.86 fps) 2 =OCS Grate (Passes < 32.78 cfs potential flow) 3= Orifice/Grate (Passes < 7.74 cfs potential flow) =Weir Wall (Passes < 19.21 cfs potential flow) Secondary OutFlow Max =11.34 cfs @ 12.42 hrs HW= 957.57' TW= 953.61' (Dynamic Tailwater) -5 =Basin Overflow (Weir Controls 11.34 cfs @ 1.98 fps) E1.5 E2 1.5 F'roposM YJ Channel Z1I. EOffE OffEP Subcat Reach on Lin k Electric Proposed-North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 2 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.68" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.18 cfs 0.081 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.56" Flow Length =411' Tc =10.1 min CN =73 Runoff =1.88 cfs 0.112 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.68" Flow Length =832' Tc =25.0 min CN =76 Runoff =2.19 cfs 0.200 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth = 0.88" Tc =10.0 min CN =80 Runoff =0.61 cfs 0.033 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.04" Tc =10.0 min CN =83 Runoff =0.51 cfs 0.028 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.38" Flow Length =615' Tc =14.5 min CN =68 Runoff =0.68 cfs 0.058 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.24" Tc =10.0 min CN =63 Runoff =0.13 cfs 0.013 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.64" Flow Length =490' Tc =29.2 min CN =75 Runoff =1.87 cfs 0.190 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.52" Tc =45.0 min CN =72 Runoff =6.09 cfs 0.863 of Reach 1 R: Channel - SHALLOWER Avg. Flow Depth =0.25' Max Vet =1.00 fps Inflow =1.66 cfs 0.116 of n =0.100 L= 150.0' S= 0.0333'/' Capacity =65.90 cfs Outflow =1.60 cfs 0.116 of Pond E1.5P: Peak Elev= 965.21' Storage =0.018 of Inflow =1.88 cfs 0.112 of Outflow =1.66 cfs 0.099 of Pond E1 P: Peak Elev= 965.42' Storage =0.001 of Inflow =1.18 cfs 0.081 of Primary =1.18 cfs 0.080 of Secondary =0.00 cfs 0.000 of Outflow =1.18 cfs 0.080 of Pond E4P: Peak Elev= 965.96' Storage =0.004 of Inflow =0.51 cfs 0.028 of Primary =0.50 cfs 0.025 of Secondary =0.00 cfs 0.000 of Outflow =0.50 cfs 0.025 of Pond EOffEP: Frontier Electric Peak Elev= 949.46' Storage =0.071 of Inflow =9.49 cfs 1.497 of Primary =8.62 cfs 1.490 of Secondary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =8.62 cfs 1.490 of Pond EOffWP: MN -7 Ditch Peak Elev= 952.27' Storage =0.142 of Inflow =8.65 cfs 1.371 of Outflow =8.36 cfs 1.307 of Pond P2P: Proposed Pond Peak Elev= 959.63' Storage =0.102 of Inflow =4.43 cfs 0.379 of Primary =2.04 cfs 0.379 of Secondary =0.00 cfs 0.000 of Outflow =2.04 cfs 0.379 of Proposed—North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 3 Link 1L: MnDOT ROW Inflow =2.69 cfs 0.508 of Primary =2.69 cfs 0.508 of Total Runoff Area = 34.196 ac Runoff Volume = 1.578 of Average Runoff Depth = 0.55" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposed—North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment E1: Runoff = 1.18 cfs @ 12.25 hrs, Volume= 0.081 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 1.88 cfs @ 12.19 hrs, Volume= 0.112 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposed—North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment E2: Runoff = 2.19 cfs @ 12.39 hrs, Volume= 0.200 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.61 cfs @ 12.18 hrs, Volume= 0.033 af, Depth= 0.88" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposed—North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment E4: Runoff = 0.51 cfs @ 12.18 hrs, Volume= 0.028 af, Depth= 1.04" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 0.68 cfs @ 12.27 hrs, Volume= 0.058 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposed—North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment E6: Runoff = 0.13 cfs @ 12.23 hrs, Volume= 0.013 af, Depth= 0.24" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 1.87 cfs @ 12.46 hrs, Volume= 0.190 af, Depth= 0.64" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 6.09 cfs @ 12.70 hrs, Volume= 0.863 af, Depth= 0.52" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Proposed-North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 8 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - SHALLOWER Inflow Area = 2.606 ac, 30.01% Impervious, Inflow Depth = 0.53" for 1 -Year event Inflow = 1.66 cfs @ 12.21 hrs, Volume= 0.116 of Outflow = 1.60 cfs @ 12.24 hrs, Volume= 0.116 af, Atten= 3 %, Lag= 1.9 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.00 fps, Min. Travel Time= 2.5 min Avg. Velocity = 0.29 fps, Avg. Travel Time= 8.5 min Peak Storage= 239 cf @ 12.24 hrs Average Depth at Peak Storage= 0.25' Bank -Full Depth= 2.00' Flow Area= 20.0 sf, Capacity= 65.90 cfs 6.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 14.00' Length= 150.0' Slope= 0.0333'/' Inlet Invert= 963.00', Outlet Invert= 958.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.56" for 1 -Year event Inflow = 1.88 cfs @ 12.19 hrs, Volume= 0.112 of Outflow = 1.66 cfs @ 12.24 hrs, Volume= 0.099 af, Atten= 12 %, Lag= 2.9 min Primary = 1.66 cfs @ 12.24 hrs, Volume= 0.099 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.21'@ 12.24 hrs Surf.Area= 0.049 ac Storage= 0.018 of Plug -Flow detention time = 72.1 min calculated for 0.099 of (88% of inflow) Center -of -Mass det. time= 20.3 min ( 869.3 - 849.0) Proposed-North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.66 cfs @ 12.24 hrs HW= 965.21' TW= 959.21' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 1.66 cfs @ 0.84 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.68" for 1 -Year event Inflow = 1.18 cfs @ 12.25 hrs, Volume= 0.081 of Outflow = 1.18 cfs @ 12.25 hrs, Volume= 0.080 af, Atten= 0 %, Lag= 0.1 min Primary = 1.18 cfs @ 12.25 hrs, Volume= 0.080 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.42'@ 12.25 hrs Surf.Area= 0.002 ac Storage= 0.001 of Plug -Flow detention time= 3.5 min calculated for 0.080 of (100% of inflow) Center -of -Mass det. time= 0.9 min ( 844.8 - 843.9) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed-North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 10 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.18 cfs @ 12.25 hrs HW= 965.42' TW= 959.23' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 1.18 cfs of 6.82 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.18 cfs @ 1.21 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 959.00' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.04" for 1 -Year event Inflow = 0.51 cfs @ 12.18 hrs, Volume= 0.028 of Outflow = 0.50 cfs @ 12.20 hrs, Volume= 0.025 af, Atten= 2 %, Lag= 0.9 min Primary = 0.50 cfs @ 12.20 hrs, Volume= 0.025 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.96'@ 12.20 hrs Surf.Area= 0.013 ac Storage= 0.004 of Plug -Flow detention time= 58.8 min calculated for 0.025 of (90% of inflow) Center -of -Mass det. time= 15.1 min ( 835.2 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed-North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 11 Pri ry ma OutFlow Max =0.50 cfs @ 12.20 hrs HW= 965.96' TW= 963.23' (Dynamic Tailwater) t1 =12' RCP (Passes 0.50 cfs of 6.25 cfs potential flow) L2= Orifice/Grate (Weir Controls 0.50 cfs @ 0.91 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 963.00' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.53" for 1 -Year event Inflow = 9.49 cfs @ 12.75 hrs, Volume= 1.497 of Outflow = 8.62 cfs @ 12.93 hrs, Volume= 1.490 af, Atten= 9 %, Lag= 10.7 min Primary = 8.62 cfs @ 12.93 hrs, Volume= 1.490 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 949.46'@ 12.93 hrs Surf.Area= 0.113 ac Storage= 0.071 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 10.2 min calculated for 1.490 of (99% of inflow) Center -of -Mass det. time= 5.4 min ( 908.1 - 902.7) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Proposed-North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 12 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =8.62 cfs @ 12.93 hrs HW= 949.46' (Free Discharge) t1 =18" RCP (Inlet Controls 8.62 cfs @ 4.88 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth= 0.54" for 1 -Year event Inflow = 8.65 cfs @ 12.66 hrs, Volume= 1.371 of Outflow = 8.36 cfs @ 12.79 hrs, Volume= 1.307 af, Atten= 3 %, Lag= 7.4 min Primary = 8.36 cfs @ 12.79 hrs, Volume= 1.307 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.27'@ 12.79 hrs Surf.Area= 0.201 ac Storage= 0.142 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 43.8 min calculated for 1.307 of (95% of inflow) Center -of -Mass det. time= 18.1 min ( 908.8 - 890.7) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =8.36 cfs @ 12.79 hrs HW= 952.27' TW= 949.39' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 8.36 cfs @ 1.78 fps) Proposed-North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 13 Summary for Pond P2P: Proposed Pond Flood elevation is low opening elevation of the house north of the proposed pond Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth= 0.62" for 1 -Year event Inflow = 4.43 cfs @ 12.28 hrs, Volume= 0.379 of Outflow = 2.04 cfs @ 12.67 hrs, Volume= 0.379 af, Atten= 54 %, Lag= 23.9 min Primary = 2.04 cfs @ 12.67 hrs, Volume= 0.379 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 959.63'@ 12.67 hrs Surf.Area= 0.172 ac Storage= 0.102 of Flood Elev= 963.98' Surf.Area= 0.424 ac Storage= 1.246 of Plug -Flow detention time= 59.9 min calculated for 0.379 of (100% of inflow) Center -of -Mass det. time= 59.2 min ( 914.9 - 855.7) Volume Invert Avail.Storage Storage Description #1 959.00' 2.229 of Proposed pond (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 959.00 0.151 0.000 0.000 960.00 0.185 0.168 0.168 961.00 0.221 0.203 0.371 962.00 0.260 0.240 0.612 963.00 0.300 0.280 0.892 964.00 0.427 0.363 1.255 965.00 0.734 0.581 1.836 965.50 0.841 0.394 2.229 Device Routing Invert Outlet Devices #1 Primary 959.00' 43.8" W x 26.6" H, R= 22.5 "/62.0" Pipe Arch RCP-Arch 44x27 L= 230.0' Ke= 0.500 Inlet/ Outlet Invert= 959.00'/ 955.90' S= 0.0135'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 6.29 sf #2 Secondary 965.02' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Device 1 961.98' 72.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 959.00' Custom Weir /Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 2.50 2.51 2.98 Width (feet) 1.25 1.25 6.00 6.00 Proposed—North Pon d_OCS MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 14 Primary OutFlow Max =2.04 cfs @ 12.67 hrs HW= 959.63' TW =0.00' (Dynamic Tailwater) t1 =RCP _Arch 44x27 (Passes 2.04 cfs of 4.33 cfs potential flow) 3= Overflow Grate ( Controls 0.00 cfs) = Custom Weir /Orifice (Weir Controls 2.04 cfs @ 2.60 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 959.00' TW= 963.00' (Dynamic Tailwater) t2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Link 1L: MnDOT ROW Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.57" for 1 -Year event Inflow = 2.69 cfs @ 12.55 hrs, Volume= 0.508 of Primary = 2.69 cfs @ 12.55 hrs, Volume= 0.508 af, Atten= 0 %, Lag= 0.0 min Primary outtlow = Inflow, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Proposed-North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 15 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.92" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.64 cfs 0.109 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.77" Flow Length =411' Tc =10.1 min CN =73 Runoff =2.74 cfs 0.156 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.92" Flow Length =832' Tc =25.0 min CN =76 Runoff =3.06 cfs 0.270 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 1.15" Tc =10.0 min CN =80 Runoff =0.81 cfs 0.044 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.33" Tc =10.0 min CN =83 Runoff =0.66 cfs 0.035 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.56" Flow Length =615' Tc =14.5 min CN =68 Runoff =1.12 cfs 0.085 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.38" Tc =10.0 min CN =63 Runoff =0.27 cfs 0.021 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.87" Flow Length =490' Tc =29.2 min CN =75 Runoff =2.65 cfs 0.259 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.73" Tc =45.0 min CN =72 Runoff =9.06 cfs 1.209 of Reach 1 R: Channel - SHALLOWER Avg. Flow Depth =0.31' Max Vet =1.15 fps Inflow =2.42 cfs 0.161 of n =0.100 L= 150.0' S= 0.0333'/' Capacity =65.90 cfs Outflow =2.36 cfs 0.161 of Pond E1.5P: Peak Elev= 965.24' Storage =0.019 of Inflow =2.74 cfs 0.156 of Outflow =2.62 cfs 0.143 of Pond E1 P: Peak Elev= 965.45' Storage =0.001 of Inflow =1.64 cfs 0.109 of Primary =1.64 cfs 0.109 of Secondary =0.00 cfs 0.000 of Outflow =1.64 cfs 0.109 of Pond E4P: Peak Elev= 965.97' Storage =0.004 of Inflow =0.66 cfs 0.035 of Primary =0.65 cfs 0.033 of Secondary =0.00 cfs 0.000 of Outflow =0.65 cfs 0.033 of Pond EOffEP: Frontier Electric Peak EIev= 950.17' Storage =0.193 of Inflow =14.34 cfs 2.107 of Primary =11.08 cfs 2.100 of Second ary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =11.08 cfs 2.100 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.40' Storage =0.170 of Inflow =13.00 cfs 1.912 of Outflow =12.62 cfs 1.848 of Pond P2P: Proposed Pond Peak EIev= 959.84' Storage =0.140 of Inflow =6.34 cfs 0.521 of Primary =3.17 cfs 0.521 of Secondary =0.00 cfs 0.000 of Outflow =3.17 cfs 0.521 of Proposed—North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 16 Link 1L: MnDOT ROW Inflow =4.20 cfs 0.703 of Primary =4.20 cfs 0.703 of Total Runoff Area = 34.196 ac Runoff Volume = 2.188 of Average Runoff Depth = 0.77' 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposed—North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment E1: Runoff = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 2.74 cfs @ 12.19 hrs, Volume= 0.156 af, Depth= 0.77" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposed—North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment E2: Runoff = 3.06 cfs @ 12.39 hrs, Volume= 0.270 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.81 cfs @ 12.18 hrs, Volume= 0.044 af, Depth= 1.15" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposed—North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment E4: Runoff = 0.66 cfs @ 12.18 hrs, Volume= 0.035 af, Depth= 1.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 1.12 cfs @ 12.26 hrs, Volume= 0.085 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposed—North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment E6: Runoff = 0.27 cfs @ 12.21 hrs, Volume= 0.021 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 2.65 cfs @ 12.45 hrs, Volume= 0.259 af, Depth= 0.87" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 9.06 cfs @ 12.69 hrs, Volume= 1.209 af, Depth= 0.73" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Proposed-North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 21 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - SHALLOWER Inflow Area = 2.606 ac, 30.01 % Impervious, Inflow Depth= 0.74" for 2 -Year event Inflow = 2.42 cfs @ 12.21 hrs, Volume= 0.161 of Outflow = 2.36 cfs @ 12.24 hrs, Volume= 0.161 af, Atten= 3 %, Lag= 1.6 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.15 fps, Min. Travel Time= 2.2 min Avg. Velocity = 0.32 fps, Avg. Travel Time= 7.8 min Peak Storage= 307 cf @ 12.24 hrs Average Depth at Peak Storage= 0.31' Bank -Full Depth= 2.00' Flow Area= 20.0 sf, Capacity= 65.90 cfs 6.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 14.00' Length= 150.0' Slope= 0.0333'/' Inlet Invert= 963.00', Outlet Invert= 958.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.77" for 2 -Year event Inflow = 2.74 cfs @ 12.19 hrs, Volume= 0.156 of Outflow = 2.62 cfs @ 12.21 hrs, Volume= 0.143 af, Atten= 4 %, Lag= 1.6 min Primary = 2.62 cfs @ 12.21 hrs, Volume= 0.143 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.24'@ 12.21 hrs Surf.Area= 0.054 ac Storage= 0.019 of Plug -Flow detention time= 54.2 min calculated for 0.143 of (91% of inflow) Center -of -Mass det. time= 14.3 min ( 854.8 - 840.5) Proposed-North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 22 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =2.62 cfs @ 12.21 hrs HW= 965.24' TW= 959.31' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 2.62 cfs @ 0.98 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.92" for 2 -Year event Inflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Outflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Atten= 0 %, Lag= 0.1 min Primary = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.45'@ 12.24 hrs Surf.Area= 0.002 ac Storage= 0.001 of Plug -Flow detention time= 2.7 min calculated for 0.109 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 837.4 - 836.7) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed-North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 23 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.64 cfs @ 12.24 hrs HW= 965.45' TW= 959.39' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 1.64 cfs of 6.85 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.64 cfs @ 1.35 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 959.00' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.33" for 2 -Year event Inflow = 0.66 cfs @ 12.18 hrs, Volume= 0.035 of Outflow = 0.65 cfs @ 12.19 hrs, Volume= 0.033 af, Atten= 2 %, Lag= 0.9 min Primary = 0.65 cfs @ 12.19 hrs, Volume= 0.033 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.97'@ 12.19 hrs Surf.Area= 0.013 ac Storage= 0.004 of Plug -Flow detention time= 48.4 min calculated for 0.033 of (92% of inflow) Center -of -Mass det. time= 12.3 min ( 827.2 - 814.9) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed-North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 24 Pri ry ma OutFlow Max =0.65 cfs @ 12.19 hrs HW= 965.97' TW= 963.29' (Dynamic Tailwater) t1 =12' RCP (Passes 0.65 cfs of 6.19 cfs potential flow) L2= Orifice/Grate (Weir Controls 0.65 cfs @ 0.99 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 963.00' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.74" for 2 -Year event Inflow = 14.34 cfs @ 12.70 hrs, Volume= 2.107 of Outflow = 11.08 cfs @ 13.02 hrs, Volume= 2.100 af, Atten= 23 %, Lag= 19.6 min Primary = 11.08 cfs @ 13.02 hrs, Volume= 2.100 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 950.17'@ 13.02 hrs Surf.Area= 0.239 ac Storage= 0.193 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 10.6 min calculated for 2.099 of (100% of inflow) Center -of -Mass det. time= 7.4 min ( 896.4 - 889.0) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Proposed-North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 25 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =11.08 cfs @ 13.02 hrs HW= 950.17' (Free Discharge) t1 =18" RCP (Barrel Controls 11.08 cfs @ 6.27 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 0.75" for 2 -Year event Inflow = 13.00 cfs @ 12.65 hrs, Volume= 1.912 of Outflow = 12.62 cfs @ 12.74 hrs, Volume= 1.848 af, Atten= 3 %, Lag= 5.5 min Primary = 12.62 cfs @ 12.74 hrs, Volume= 1.848 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.40'@ 12.74 hrs Surf.Area= 0.221 ac Storage= 0.170 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 33.6 min calculated for 1.848 of (97% of inflow) Center -of -Mass det. time= 14.5 min ( 894.1 - 879.6) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =12.62 cfs @ 12.74 hrs HW= 952.40' TW= 949.94' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 12.62 cfs @ 2.09 fps) Proposed-North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 26 Summary for Pond P2P: Proposed Pond Flood elevation is low opening elevation of the house north of the proposed pond Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 0.85" for 2 -Year event Inflow = 6.34 cfs @ 12.26 hrs, Volume= 0.521 of Outflow = 3.17 cfs @ 12.62 hrs, Volume= 0.521 af, Atten= 50 %, Lag= 21.5 min Primary = 3.17 cfs @ 12.62 hrs, Volume= 0.521 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 959.84'@ 12.62 hrs Surf.Area= 0.180 ac Storage= 0.140 of Flood Elev= 963.98' Surf.Area= 0.424 ac Storage= 1.246 of Plug -Flow detention time= 52.9 min calculated for 0.521 of (100% of inflow) Center -of -Mass det. time= 52.1 min ( 898.8 - 846.8) Volume Invert Avail.Storage Storage Description #1 959.00' 2.229 of Proposed pond (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 959.00 0.151 0.000 0.000 960.00 0.185 0.168 0.168 961.00 0.221 0.203 0.371 962.00 0.260 0.240 0.612 963.00 0.300 0.280 0.892 964.00 0.427 0.363 1.255 965.00 0.734 0.581 1.836 965.50 0.841 0.394 2.229 Device Routing Invert Outlet Devices #1 Primary 959.00' 43.8" W x 26.6" H, R= 22.5 "/62.0" Pipe Arch RCP-Arch 44x27 L= 230.0' Ke= 0.500 Inlet/ Outlet Invert= 959.00'/ 955.90' S= 0.0135'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 6.29 sf #2 Secondary 965.02' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Device 1 961.98' 72.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 959.00' Custom Weir /Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 2.50 2.51 2.98 Width (feet) 1.25 1.25 6.00 6.00 Proposed—North Pon d_OCS MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 27 Primary OutFlow Max =3.17 cfs @ 12.62 hrs HW= 959.84' TW =0.00' (Dynamic Tailwater) t1 =RCP _Arch 44x27 (Passes 3.17 cfs of 7.25 cfs potential flow) 3= Overflow Grate ( Controls 0.00 cfs) = Custom Weir /Orifice (Weir Controls 3.17 cfs @ 3.01 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 959.00' TW= 963.00' (Dynamic Tailwater) t2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Link 1L: MnDOT ROW Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.79" for 2 -Year event Inflow = 4.20 cfs @ 12.50 hrs, Volume= 0.703 of Primary = 4.20 cfs @ 12.50 hrs, Volume= 0.703 af, Atten= 0 %, Lag= 0.0 min Primary outtlow = Inflow, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Proposed-North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 28 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 1.94" Flow Length =542' Tc =14.7 min CN =76 Runoff =3.58 cfs 0.229 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 1.72" Flow Length =411' Tc =10.1 min CN =73 Runoff =6.43 cfs 0.347 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 1.94" Flow Length =832' Tc =25.0 min CN =76 Runoff =6.75 cfs 0.569 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 2.26" Tc =10.0 min CN =80 Runoff =1.60 cfs 0.086 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 2.51" Tc =10.0 min CN =83 Runoff =1.24 cfs 0.067 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 1.37" Flow Length =615' Tc =14.5 min CN =68 Runoff =3.17 cfs 0.210 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 1.06" Tc =10.0 min CN =63 Runoff =1.04 cfs 0.060 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 1.86" Flow Length =490' Tc =29.2 min CN =75 Runoff =6.01 cfs 0.555 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 1.65" Tc =45.0 min CN =72 Runoff =22.54 cfs 2.738 of Reach 1 R: Channel - SHALLOWER Avg. Flow Depth =0.52' Max Vet =1.56 fps Inflow =5.74 cfs 0.359 of n =0.100 L= 150.0' S= 0.0333'/' Capacity =65.90 cfs Outflow =5.66 cfs 0.359 of Pond E1.5P: Peak Elev= 965.35' Storage =0.026 of Inflow =6.43 cfs 0.347 of Outflow =6.25 cfs 0.333 of Pond E1 P: Peak Elev= 965.57' Storage =0.001 of Inflow =3.58 cfs 0.229 of Primary =3.58 cfs 0.229 of Secondary =0.00 cfs 0.000 of Outflow =3.58 cfs 0.229 of Pond E4P: Peak EIev= 966.02' Storage =0.005 of Inflow =1.24 cfs 0.067 of Primary =1.22 cfs 0.064 of Secondary =0.00 cfs 0.000 of Outflow =1.22 cfs 0.064 of Pond EOffEP: Frontier Electric Peak EIev= 951.65' Storage =0.798 of Inflow =35.64 cfs 4.780 of Primary =15.26 cfs 4.088 of Secondary =3.32 cfs 0.106 of Tertiary =11.11 cfs 0.577 of Outflow =29.70 cfs 4.772 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.92' Storage =0.303 of Inflow =32.40 cfs 4.288 of Outflow =31.53 cfs 4.224 of Pond P2P: Proposed Pond Peak EIev= 960.63' Storage =0.291 of Inflow =14.47 cfs 1.131 of Primary =8.48 cfs 1.130 of Secondary =0.00 cfs 0.000 of Outflow =8.48 cfs 1.130 of Proposed—North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall = 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 29 Link 1L: MnDOT ROW Inflow =11.68 cfs 1.550 of Primary =11.68 cfs 1.550 of Total Runoff Area = 34.196 ac Runoff Volume = 4.861 of Average Runoff Depth = 1.71" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposed—North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall = 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment E1: Runoff = 3.58 cfs @ 12.23 hrs, Volume= 0.229 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 6.43 cfs @ 12.18 hrs, Volume= 0.347 af, Depth= 1.72" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposed—North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment E2: Runoff = 6.75 cfs @ 12.36 hrs, Volume= 0.569 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 1.60 cfs @ 12.18 hrs, Volume= 0.086 af, Depth= 2.26" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposed—North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment E4: Runoff = 1.24 cfs @ 12.18 hrs, Volume= 0.067 af, Depth= 2.51" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 3.17 cfs @ 12.24 hrs, Volume= 0.21Oaf, Depth= 1.37" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposed—North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment E6: Runoff = 1.04 cfs @ 12.19 hrs, Volume= 0.060 af, Depth= 1.06" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 6.01 cfs @ 12.43 hrs, Volume= 0.555 af, Depth= 1.86" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 22.54 cfs @ 12.65 hrs, Volume= 2.738 af, Depth= 1.65' Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Proposed-North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 34 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - SHALLOWER Inflow Area = 2.606 ac, 30.01% Impervious, Inflow Depth = 1.65" for 10 -Year event Inflow = 5.74 cfs @ 12.21 hrs, Volume= 0.359 of Outflow = 5.66 cfs @ 12.23 hrs, Volume= 0.359 af, Atten= 1 %, Lag= 1.2 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.56 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.39 fps, Avg. Travel Time= 6.4 min Peak Storage= 544 cf @ 12.23 hrs Average Depth at Peak Storage= 0.52' Bank -Full Depth= 2.00' Flow Area= 20.0 sf, Capacity= 65.90 cfs 6.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 14.00' Length= 150.0' Slope= 0.0333'/' Inlet Invert= 963.00', Outlet Invert= 958.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 1.72" for 10 -Year event Inflow = 6.43 cfs @ 12.18 hrs, Volume= 0.347 of Outflow = 6.25 cfs @ 12.20 hrs, Volume= 0.333 af, Atten= 3 %, Lag= 1.2 min Primary = 6.25 cfs @ 12.20 hrs, Volume= 0.333 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.35'@ 12.20 hrs Surf.Area= 0.068 ac Storage= 0.026 of Plug -Flow detention time= 27.7 min calculated for 0.333 of (96% of inflow) Center -of -Mass det. time= 7.3 min ( 829.5 - 822.1 ) Proposed-North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 35 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =6.25 cfs @ 12.20 hrs HW= 965.35' TW= 959.91' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 6.25 cfs @ 1.31 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 1.94" for 10 -Year event Inflow = 3.58 cfs @ 12.23 hrs, Volume= 0.229 of Outflow = 3.58 cfs @ 12.24 hrs, Volume= 0.229 af, Atten= 0 %, Lag= 0.3 min Primary = 3.58 cfs @ 12.24 hrs, Volume= 0.229 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.57'@ 12.24 hrs Surf.Area= 0.006 ac Storage= 0.001 of Plug -Flow detention time= 1.5 min calculated for 0.229 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 820.9 - 820.5) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed-North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 36 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =3.58 cfs @ 12.24 hrs HW= 965.57' TW= 960.08' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 3.58 cfs of 6.96 cfs potential flow) t2= Orifice/Grate (Weir Controls 3.58 cfs @ 1.76 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 959.00' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 2.51" for 10 -Year event Inflow = 1.24 cfs @ 12.18 hrs, Volume= 0.067 of Outflow = 1.22 cfs @ 12.19 hrs, Volume= 0.064 af, Atten= 1 %, Lag= 0.8 min Primary = 1.22 cfs @ 12.19 hrs, Volume= 0.064 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.02'@ 12.19 hrs Surf.Area= 0.014 ac Storage= 0.005 of Plug -Flow detention time= 30.1 min calculated for 0.064 of (96% of inflow) Center -of -Mass det. time= 8.6 min ( 810.6 - 802.0) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed-North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 37 Pri ry ma OutFlow Max =1.22 cfs @ 12.19 hrs HW= 966.02' TW= 963.50' (Dynamic Tailwater) t1 =12' RCP (Passes 1.22 cfs of 6.01 cfs potential flow) L2= Orifice/Grate (Weir Controls 1.22 cfs @ 1.23 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 963.00' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 35.64 cfs @ 12.64 hrs, Volume= 4.780 of Outflow = 29.70 cfs @ 12.90 hrs, Volume= 4.772 af, Atten= 17 %, Lag= 15.6 min Primary = 15.26 cfs @ 12.90 hrs, Volume= 4.088 of Secondary = 3.32 cfs @ 12.90 hrs, Volume= 0.106 of Tertiary = 11.11 cfs @ 12.90 hrs, Volume= 0.577 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 951.65'@ 12.90 hrs Surf.Area= 0.578 ac Storage= 0.798 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 17.5 min calculated for 4.771 of (100% of inflow) Center -of -Mass det. time= 16.1 min ( 879.1 - 863.0) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Proposed-North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 38 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =15.26 cfs @ 12.90 hrs HW= 951.65' (Free Discharge) t1 =18" RCP (Inlet Controls 15.26 cfs @ 8.64 fps) Secondary OutFlow Max =3.32 cfs @ 12.90 hrs HW= 951.65' (Free Discharge) t2 =Flow north over Academy (Weir Controls 3.32 cfs @ 1.34 fps) Tertiary OutFlow Max =11.11 cfs @ 12.90 hrs HW= 951.65' (Free Discharge) t3 =Flow east over Water (Weir Controls 11.11 cfs @ 2.03 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 32.40 cfs @ 12.60 hrs, Volume= 4.288 of Outflow = 31.53 cfs @ 12.69 hrs, Volume= 4.224 af, Atten= 3 %, Lag= 5.1 min Primary = 31.53 cfs @ 12.69 hrs, Volume= 4.224 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.92'@ 12.69 hrs Surf.Area= 0.298 ac Storage= 0.303 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 18.8 min calculated for 4.223 of (98% of inflow) Center -of -Mass det. time= 9.7 min ( 866.5 - 856.9) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =31.53 cfs @ 12.69 hrs HW= 952.92' TW= 951.44' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 31.53 cfs @ 2.82 fps) Proposed-North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 39 Summary for Pond P2P: Proposed Pond Flood elevation is low opening elevation of the house north of the proposed pond Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 1.84" for 10 -Year event Inflow = 14.47 cfs @ 12.24 hrs, Volume= 1.131 of Outflow = 8.48 cfs @ 12.52 hrs, Volume= 1.130 af, Atten= 41%, Lag= 16.7 min Primary = 8.48 cfs @ 12.52 hrs, Volume= 1.130 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 960.63'@ 12.52 hrs Surf.Area= 0.208 ac Storage= 0.291 of Flood Elev= 963.98' Surf.Area= 0.424 ac Storage= 1.246 of Plug -Flow detention time= 39.6 min calculated for 1.130 of (100% of inflow) Center -of -Mass det. time= 39.5 min ( 867.5 - 828.0) Volume Invert Avail.Storage Storage Description #1 959.00' 2.229 of Proposed pond (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 959.00 0.151 0.000 0.000 960.00 0.185 0.168 0.168 961.00 0.221 0.203 0.371 962.00 0.260 0.240 0.612 963.00 0.300 0.280 0.892 964.00 0.427 0.363 1.255 965.00 0.734 0.581 1.836 965.50 0.841 0.394 2.229 Device Routing Invert Outlet Devices #1 Primary 959.00' 43.8" W x 26.6" H, R= 22.5 "/62.0" Pipe Arch RCP-Arch 44x27 L= 230.0' Ke= 0.500 Inlet/ Outlet Invert= 959.00'/ 955.90' S= 0.0135'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 6.29 sf #2 Secondary 965.02' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Device 1 961.98' 72.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 959.00' Custom Weir /Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 2.50 2.51 2.98 Width (feet) 1.25 1.25 6.00 6.00 Proposed—North Pon d_OCS MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 40 Primary OutFlow Max =8.48 cfs @ 12.52 hrs HW= 960.63' TW =0.00' (Dynamic Tailwater) t1 =RCP _Arch 44x27 (Passes 8.48 cfs of 20.93 cfs potential flow) 3= Overflow Grate ( Controls 0.00 cfs) = Custom Weir /Orifice (Weir Controls 8.48 cfs @ 4.17 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 959.00' TW= 963.00' (Dynamic Tailwater) t2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Link 1L: MnDOT ROW Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 1.75" for 10 -Year event Inflow = 11.68 cfs @ 12.32 hrs, Volume= 1.550 of Primary = 11.68 cfs @ 12.32 hrs, Volume= 1.550 af, Atten= 0 %, Lag= 0.0 min Primary outtlow = Inflow, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Proposed-North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 41 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 4.54" Flow Length =542' Tc =14.7 min CN =76 Runoff =8.37 cfs 0.537 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 4.21" Flow Length =411' Tc =10.1 min CN =73 Runoff =15.82 cfs 0.851 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 4.54" Flow Length =832' Tc =25.0 min CN =76 Runoff =15.91 cfs 1.332 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 4.99" Tc =10.0 min CN =80 Runoff =3.47 cfs 0.190 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth = 5.33" Tc =10.0 min CN =83 Runoff =2.55 cfs 0.141 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 3.67" Flow Length =615' Tc =14.5 min CN =68 Runoff =8.84 cfs 0.560 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 3.14" Tc =10.0 min CN =63 Runoff =3.32 cfs 0.178 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 4.43" Flow Length =490' Tc =29.2 min CN =75 Runoff =14.43 cfs 1.321 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71% Impervious Runoff Depth= 4.10" Tc =45.0 min CN =72 Runoff =57.82 cfs 6.829 of Reach 1 R: Channel - SHALLOWER Avg. Flow Depth =0.87' Max Vet =2.10 fps Inflow =14.31 cfs 0.889 of n =0.100 L= 150.0' S=0.03337 Capacity =65.90 cfs Outflow= 14.20 cfs 0.889 of Pond E1.5P: Peak Elev= 965.54' Storage =0.041 of Inflow =15.82 cfs 0.851 of Outflow =15.41 cfs 0.837 of Pond E1 P: Peak EIev= 966.04' Storage =0.01Oaf Inflow =8.37 cfs 0.537 of Primary =7.39 cfs 0.537 of Secondary =0.00 cfs 0.000 of Outflow =7.39 cfs 0.537 of Pond E4P: Peak EIev= 966.09' Storage =0.006 of Inflow =2.55 cfs 0.141 of Primary =2.29 cfs 0.136 of Secondary =0.25 cfs 0.002 of Outflow =2.54 cfs 0.138 of Pond EOffEP: Frontier Electric Peak EIev= 952.36' Storage =1.263 of Inflow =91.24 cfs 11.859 of Primary =16.87 cfs 6.674 of Secondary =27.73 cfs 1.762 of Tertiary =44.01 cfs 3.414 of Outflow =88.61 cfs 11.851 of Pond EOffWP: MN -7 Ditch Peak EIev= 953.95' Storage =0.691 of Inflow =84.13 cfs 10.602 of Outflow =80.39 cfs 10.538 of Pond P2P: Proposed Pond Peak EIev= 961.96' Storage =0.602 of Inflow =33.96 cfs 2.706 of Primary =25.68 cfs 2.706 of Secondary =0.00 cfs 0.000 of Outflow =25.68 cfs 2.706 of Proposed—North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 42 Link 1L: MnDOT ROW Inflow =34.94 cfs 3.772 of Primary =34.94 cfs 3.772 of Total Runoff Area = 34.196 ac Runoff Volume = 11.940 of Average Runoff Depth = 4.19" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposed—North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment E1: Runoff = 8.37 cfs @ 12.23 hrs, Volume= 0.537 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 15.82 cfs @ 12.18 hrs, Volume= 0.851 af, Depth= 4.21" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposed—North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment E2: Runoff = 15.91 cfs @ 12.36 hrs, Volume= 1.332 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 3.47 cfs @ 12.17 hrs, Volume= 0.190 af, Depth= 4.99" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposed—North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment E4: Runoff = 2.55 cfs @ 12.17 hrs, Volume= 0.141 af, Depth= 5.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 8.84 cfs @ 12.23 hrs, Volume= 0.560 af, Depth= 3.67" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposed—North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment E6: Runoff = 3.32 cfs @ 12.18 hrs, Volume= 0.178 af, Depth= 3.14" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 14.43 cfs @ 12.42 hrs, Volume= 1.321 af, Depth= 4.43" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 57.82 cfs @ 12.64 hrs, Volume= 6.829 af, Depth= 4.10" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Proposed-North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 47 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - SHALLOWER Inflow Area = 2.606 ac, 30.01% Impervious, Inflow Depth = 4.09" for 100 -Year event Inflow = 14.31 cfs @ 12.20 hrs, Volume= 0.889 of Outflow = 14.20 cfs @ 12.22 hrs, Volume= 0.889 af, Atten= 1 %, Lag= 0.9 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 2.10 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.49 fps, Avg. Travel Time= 5.1 min Peak Storage= 1,013 cf @ 12.22 hrs Average Depth at Peak Storage= 0.87' Bank -Full Depth= 2.00' Flow Area= 20.0 sf, Capacity= 65.90 cfs 6.00' x 2.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 14.00' Length= 150.0' Slope= 0.0333'/' Inlet Invert= 963.00', Outlet Invert= 958.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 4.21" for 100 -Year event Inflow = 15.82 cfs @ 12.18 hrs, Volume= 0.851 of Outflow = 15.41 cfs @ 12.20 hrs, Volume= 0.837 af, Atten= 3 %, Lag= 1.2 min Primary = 15.41 cfs @ 12.20 hrs, Volume= 0.837 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.54'@ 12.20 hrs Surf.Area= 0.091 ac Storage= 0.041 of Plug -Flow detention time= 14.0 min calculated for 0.837 of (98% of inflow) Center -of -Mass det. time= 4.8 min ( 808.4 - 803.6) Proposed-North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 48 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =15.39 cfs @ 12.20 hrs HW= 965.54' TW= 961.11' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 15.39 cfs @ 1.79 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 4.54" for 100 -Year event Inflow = 8.37 cfs @ 12.23 hrs, Volume= 0.537 of Outflow = 7.39 cfs @ 12.29 hrs, Volume= 0.537 af, Atten= 12 %, Lag= 3.9 min Primary = 7.39 cfs @ 12.29 hrs, Volume= 0.537 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.04'@ 12.29 hrs Surf.Area= 0.034 ac Storage= 0.010 of Plug -Flow detention time= 0.9 min calculated for 0.537 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 803.7 - 803.2 ) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed-North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 49 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =7.39 cfs @ 12.29 hrs HW= 966.04' TW= 961.71' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Barrel Controls 7.39 cfs @ 9.41 fps) t2= Orifice/Grate (Passes 7.39 cfs of 15.21 cfs potential flow) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 959.00' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 5.33" for 100 -Year event Inflow = 2.55 cfs @ 12.17 hrs, Volume= 0.141 of Outflow = 2.54 cfs @ 12.18 hrs, Volume= 0.138 af, Atten= 0 %, Lag= 0.5 min Primary = 2.29 cfs @ 12.18 hrs, Volume= 0.136 of Secondary = 0.25 cfs @ 12.18 hrs, Volume= 0.002 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.09'@ 12.18 hrs Surf.Area= 0.016 ac Storage= 0.006 of Plug -Flow detention time= 17.9 min calculated for 0.138 of (98% of inflow) Center -of -Mass det. time= 6.6 min ( 793.7 - 787.0) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed-North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 50 Pri ry ma OutFlow Max =2.29 cfs @ 12.18 hrs HW= 966.09' TW= 963.84' (Dynamic Tailwater) t1 =12' RCP (Passes 2.29 cfs of 5.67 cfs potential flow) L2= Orifice/Grate (Weir Controls 2.29 cfs @ 1.51 fps) Secondary OutFlow Max =0.25 cfs @ 12.18 hrs HW= 966.09' TW= 963.84' (Dynamic Tailwater) L3 =Flow east over Grant St (Weir Controls 0.25 cfs @ 0.56 fps) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 4.16" for 100 -Year event Inflow = 91.24 cfs @ 12.58 hrs, Volume= 11.859 of Outflow = 88.61 cfs @ 12.68 hrs, Volume= 11.851 af, Atten= 3 %, Lag= 6.2 min Primary = 16.87 cfs @ 12.68 hrs, Volume= 6.674 of Secondary = 27.73 cfs @ 12.68 hrs, Volume= 1.762 of Tertiary = 44.01 cfs @ 12.68 hrs, Volume= 3.414 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.36'@ 12.68 hrs Surf.Area= 0.717 ac Storage= 1.263 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 13.6 min calculated for 11.851 of (100% of inflow) Center -of -Mass det. time= 12.9 min ( 853.3 - 840.4) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Proposed-North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 51 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =16.87 cfs @ 12.68 hrs HW= 952.36' (Free Discharge) t1 =18" RCP (Inlet Controls 16.87 cfs @ 9.54 fps) Secondary OutFlow Max =27.73 cfs @ 12.68 hrs HW= 952.36' (Free Discharge) t2 =Flow north over Academy (Weir Controls 27.73 cfs @ 2.89 fps) Tertiary OutFlow Max =44.00 cfs @ 12.68 hrs HW= 952.36' (Free Discharge) t3 =Flow east over Water (Weir Controls 44.00 cfs @ 3.50 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 4.15" for 100 -Year event Inflow = 84.13 cfs @ 12.54 hrs, Volume= 10.602 of Outflow = 80.39 cfs @ 12.63 hrs, Volume= 10.538 af, Atten= 4 %, Lag= 5.5 min Primary = 80.39 cfs @ 12.63 hrs, Volume= 10.538 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 953.95'@ 12.64 hrs Surf.Area= 0.453 ac Storage= 0.691 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 11.6 min calculated for 10.536 of (99% of inflow) Center -of -Mass det. time= 7.7 min ( 843.2 - 835.4) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =80.34 cfs @ 12.63 hrs HW= 953.95' TW= 952.35' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 80.34 cfs @ 3.74 fps) Proposed-North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 52 Summary for Pond P2P: Proposed Pond Flood elevation is low opening elevation of the house north of the proposed pond. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 4.41" for 100 -Year event Inflow = 33.96 cfs @ 12.23 hrs, Volume= 2.706 of Outflow = 25.68 cfs @ 12.41 hrs, Volume= 2.706 af, Atten= 24 %, Lag= 10.7 min Primary = 25.68 cfs @ 12.41 hrs, Volume= 2.706 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 961.96'@ 12.41 hrs Surf.Area= 0.259 ac Storage= 0.602 of Flood Elev= 963.98' Surf.Area= 0.424 ac Storage= 1.246 of Plug -Flow detention time= 30.1 min calculated for 2.705 of (100% of inflow) Center -of -Mass det. time= 30.1 min ( 839.8 - 809.6) Volume Invert Avail.Storage Storage Description #1 959.00' 2.229 of Proposed pond (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 959.00 0.151 0.000 0.000 960.00 0.185 0.168 0.168 961.00 0.221 0.203 0.371 962.00 0.260 0.240 0.612 963.00 0.300 0.280 0.892 964.00 0.427 0.363 1.255 965.00 0.734 0.581 1.836 965.50 0.841 0.394 2.229 Device Routing Invert Outlet Devices #1 Primary 959.00' 43.8" W x 26.6" H, R= 22.5 "/62.0" Pipe Arch RCP-Arch 44x27 L= 230.0' Ke= 0.500 Inlet/ Outlet Invert= 959.00'/ 955.90' S= 0.0135'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 6.29 sf #2 Secondary 965.02' 10.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Device 1 961.98' 72.0" Horiz. Overflow Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 959.00' Custom Weir /Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 2.50 2.51 2.98 Width (feet) 1.25 1.25 6.00 6.00 Proposed—North Pon d_OCS MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/13/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 53 Primary OutFlow Max =25.67 cfs @ 12.41 hrs HW= 961.96' TW =0.00' (Dynamic Tailwater) t1 =RCP _Arch 44x27 (Passes 25.67 cfs of 41.69 cfs potential flow) 3= Overflow Grate ( Controls 0.00 cfs) = Custom Weir /Orifice (Weir Controls 25.67 cfs @ 4.37 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 959.00' TW= 963.00' (Dynamic Tailwater) t2 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Link 1L: MnDOT ROW Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 4.25" for 100 -Year event Inflow = 34.94 cfs @ 12.37 hrs, Volume= 3.772 of Primary = 34.94 cfs @ 12.37 hrs, Volume= 3.772 af, Atten= 0 %, Lag= 0.0 min Primary outtlow = Inflow, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs E 1.5 EOffE E2 E1.5P 2 L� OftEP E4 v 4 E3 \ , _ rontier Electric 1 R e E5 Channel -IDEE IS Off WP / MN -7 Ditch EOffW SubCat Reach On Link Routing Diagram for Proposed—option 3 Prepared by Hewlett- Packard Company, Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 O 2016 HydroCAD Software Solutions LLC Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 2 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.68" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.18 cfs 0.081 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.56" Flow Length =411' Tc =10.1 min CN =73 Runoff =1.88 cfs 0.112 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.68" Flow Length =832' Tc =25.0 min CN =76 Runoff =2.19 cfs 0.200 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth = 0.88" Tc =10.0 min CN =80 Runoff =0.61 cfs 0.033 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.04" Tc =10.0 min CN =83 Runoff =0.51 cfs 0.028 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.38" Flow Length =615' Tc =14.5 min CN =68 Runoff =0.68 cfs 0.058 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.24" Tc =10.0 min CN =63 Runoff =0.13 cfs 0.013 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.64" Flow Length =490' Tc =29.2 min CN =75 Runoff =1.87 cfs 0.190 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.52" Tc =45.0 min CN =72 Runoff =6.09 cfs 0.863 of Reach 1 R: Channel - DEEPER Avg. Flow Depth =0.86' Max Vet =1.17 fps Inflow =5.88 cfs 0.482 of n =0.100 L= 150.0' S=0.0117? Capacity =69.19 cfs Outflow =5.73 cfs 0.482 of Pond E1.5P: Peak Elev= 965.21' Storage =0.018 of Inflow =1.88 cfs 0.112 of Outflow =1.66 cfs 0.099 of Pond E1 P: Peak Elev= 965.42' Storage =0.001 of Inflow =1.18 cfs 0.081 of Primary =1.18 cfs 0.080 of Secondary =0.00 cfs 0.000 of Outflow =1.18 cfs 0.080 of Pond E2P: Peak Elev= 962.69' Storage =0.018 of Inflow =4.43 cfs 0.379 of Primary =4.42 cfs 0.366 of Secondary =0.00 cfs 0.000 of Outflow =4.42 cfs 0.366 of Pond E4P: Peak Elev= 965.96' Storage =0.004 of Inflow =0.51 cfs 0.028 of Primary =0.50 cfs 0.025 of Secondary =0.00 cfs 0.000 of Outflow =0.50 cfs 0.025 of Pond EOffEP: Frontier Electric Peak Elev= 949.53' Storage =0.080 of Inflow =10.04 cfs 1.484 of Primary =8.91 cfs 1.477 of Secondary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =8.91 cfs 1.477 of Pond EOffWP: MN -7 Ditch Peak Elev= 952.29' Storage =0.146 of Inflow =9.30 cfs 1.358 of Outflow =8.94 cfs 1.294 of Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 3 Pond P6P: Peak Elev= 953.44' Storage =0.198 of Inflow =5.84 cfs 0.495 of Primary =3.25 cfs 0.495 of Secondary =0.00 cfs 0.000 of Outflow =3.25 cfs 0.495 of Total Runoff Area = 34.196 ac Runoff Volume = 1.578 of Average Runoff Depth = 0.55" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposedl_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment E1: Runoff = 1.18 cfs @ 12.25 hrs, Volume= 0.081 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 1.88 cfs @ 12.19 hrs, Volume= 0.112 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposedl_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment E2: Runoff = 2.19 cfs @ 12.39 hrs, Volume= 0.200 af, Depth= 0.68" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.61 cfs @ 12.18 hrs, Volume= 0.033 af, Depth= 0.88" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposedl_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment E4: Runoff = 0.51 cfs @ 12.18 hrs, Volume= 0.028 af, Depth= 1.04" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 0.68 cfs @ 12.27 hrs, Volume= 0.058 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposedl_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment E6: Runoff = 0.13 cfs @ 12.23 hrs, Volume= 0.013 af, Depth= 0.24" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 1.87 cfs @ 12.46 hrs, Volume= 0.190 af, Depth= 0.64" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 6.09 cfs @ 12.70 hrs, Volume= 0.863 af, Depth= 0.52" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 1 -Year Rainfall= 2.48" Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 8 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - DEEPER Inflow Area = 9.967 ac, 35.98% Impervious, Inflow Depth = 0.58" for 1 -Year event Inflow = 5.88 cfs @ 12.27 hrs, Volume= 0.482 of Outflow = 5.73 cfs @ 12.31 hrs, Volume= 0.482 af, Atten= 3 %, Lag= 2.3 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.17 fps, Min. Travel Time= 2.1 min Avg. Velocity = 0.36 fps, Avg. Travel Time= 6.9 min Peak Storage= 733 cf @ 12.31 hrs Average Depth at Peak Storage= 0.86' Bank -Full Depth= 3.00' Flow Area= 30.0 sf, Capacity= 69.19 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 16.00' Length= 150.0' Slope= 0.0117'/' Inlet Invert= 958.75', Outlet Invert= 957.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.56" for 1 -Year event Inflow = 1.88 cfs @ 12.19 hrs, Volume= 0.112 of Outflow = 1.66 cfs @ 12.24 hrs, Volume= 0.099 af, Atten= 12 %, Lag= 2.9 min Primary = 1.66 cfs @ 12.24 hrs, Volume= 0.099 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.21'@ 12.24 hrs Surf.Area= 0.049 ac Storage= 0.018 of Plug -Flow detention time = 72.1 min calculated for 0.099 of (88% of inflow) Center -of -Mass det. time= 20.3 min ( 869.3 - 849.0) Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.66 cfs @ 12.24 hrs HW= 965.21' TW= 962.69' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 1.66 cfs @ 0.84 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.68" for 1 -Year event Inflow = 1.18 cfs @ 12.25 hrs, Volume= 0.081 of Outflow = 1.18 cfs @ 12.25 hrs, Volume= 0.080 af, Atten= 0 %, Lag= 0.1 min Primary = 1.18 cfs @ 12.25 hrs, Volume= 0.080 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.42'@ 12.25 hrs Surf.Area= 0.002 ac Storage= 0.001 of Plug -Flow detention time= 3.5 min calculated for 0.080 of (100% of inflow) Center -of -Mass det. time= 0.9 min ( 844.8 - 843.9) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 10 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.18 cfs @ 12.25 hrs HW= 965.42' TW= 962.69' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 1.18 cfs of 6.00 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.18 cfs @ 1.21 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 959.00' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth= 0.62" for 1 -Year event Inflow = 4.43 cfs @ 12.28 hrs, Volume= 0.379 of Outflow = 4.42 cfs @ 12.29 hrs, Volume= 0.366 af, Atten= 0 %, Lag= 0.8 min Primary = 4.42 cfs @ 12.29 hrs, Volume= 0.366 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 962.69'@ 12.29 hrs Surf.Area= 0.032 ac Storage= 0.018 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.405 of Plug -Flow detention time= 24.3 min calculated for 0.366 of (96% of inflow) Center -of -Mass det. time= 6.0 min ( 861.7 - 855.7) Volume Invert Avail.Storage Storage Description #1 959.00' 1.207 of Ponding at CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 959.00 0.001 0.000 0.000 960.50 0.001 0.002 0.002 962.40 0.010 0.010 0.012 963.00 0.054 0.019 0.031 963.50 0.187 0.060 0.091 964.00 0.427 0.153 0.245 964.50 0.557 0.246 0.491 965.00 0.734 0.323 0.814 965.50 0.841 0.394 1.207 Device Routing Invert Outlet Devices #1 Primary 959.25' 24.0" Round Outlet Pipe L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 959.25'/ 958.75' S= 0.0147'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Device 1 962.50' 60.0" Horiz. CB at Grant/Park - LOWERED C= 0.600 Limited to weir flow at low heads Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 11 #3 Secondary 962.98' 25.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =4.42 cfs @ 12.29 hrs HW= 962.69' TW= 959.60' (Dynamic Tailwater) t1 = Outlet Pipe (Passes 4.42 cfs of 23.65 cfs potential flow) t2 =CB at Grant/Park - LOWERED (Weir Controls 4.42 cfs @ 1.44 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 959.00' TW= 958.75' (Dynamic Tailwater) t3 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.04" for 1 -Year event Inflow = 0.51 cfs @ 12.18 hrs, Volume= 0.028 of Outflow = 0.50 cfs @ 12.20 hrs, Volume= 0.025 af, Atten= 2 %, Lag= 0.9 min Primary = 0.50 cfs @ 12.20 hrs, Volume= 0.025 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.96'@ 12.20 hrs Surf.Area= 0.013 ac Storage= 0.004 of Plug -Flow detention time= 58.8 min calculated for 0.025 of (90% of inflow) Center -of -Mass det. time= 15.1 min ( 835.2 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 12 Pri ry ma OutFlow Max =0.50 cfs @ 12.20 hrs HW= 965.96' TW= 959.25' (Dynamic Tailwater) t1 =12' RCP (Passes 0.50 cfs of 6.85 cfs potential flow) L2= Orifice/Grate (Weir Controls 0.50 cfs @ 0.91 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 958.75' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.52" for 1 -Year event Inflow = 10.04 cfs @ 12.77 hrs, Volume= 1.484 of Outflow = 8.91 cfs @ 12.96 hrs, Volume= 1.477 af, Atten= 11 %, Lag= 11.7 min Primary = 8.91 cfs @ 12.96 hrs, Volume= 1.477 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 949.53'@ 12.96 hrs Surf.Area= 0.124 ac Storage= 0.080 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 9.9 min calculated for 1.477 of (99% of inflow) Center -of -Mass det. time= 5.6 min ( 907.0 - 901.4) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 13 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =8.91 cfs @ 12.96 hrs HW= 949.53' (Free Discharge) t1 =18" RCP (Inlet Controls 8.91 cfs @ 5.04 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth= 0.53" for 1 -Year event Inflow = 9.30 cfs @ 12.69 hrs, Volume= 1.358 of Outflow = 8.94 cfs @ 12.80 hrs, Volume= 1.294 af, Atten= 4 %, Lag= 6.3 min Primary = 8.94 cfs @ 12.80 hrs, Volume= 1.294 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.29'@ 12.80 hrs Surf.Area= 0.204 ac Storage= 0.146 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 43.5 min calculated for 1.294 of (95% of inflow) Center -of -Mass det. time= 17.8 min ( 907.5 - 889.6) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =8.94 cfs @ 12.80 hrs HW= 952.29' TW= 949.44' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 8.94 cfs @ 1.83 fps) Proposed_Option 3 MSE 24 -hr 3 1 -Year Rainfall = 2.48" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 14 Summary for Pond P6P: Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.56" for 1 -Year event Inflow = 5.84 cfs @ 12.31 hrs, Volume= 0.495 of Outflow = 3.25 cfs @ 12.62 hrs, Volume= 0.495 af, Atten= 44 %, Lag= 18.7 min Primary = 3.25 cfs @ 12.62 hrs, Volume= 0.495 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Starting Elev= 952.20' Surf.Area= 0.064 ac Storage= 0.103 of Peak Elev= 953.44'@ 12.62 hrs Surf.Area= 0.089 ac Storage= 0.198 of (0.095 of above start) Plug -Flow detention time= 150.9 min calculated for 0.392 of (79% of inflow) Center -of -Mass det. time= 34.2 min ( 898.3 - 864.1 ) Volume Invert Avail.Storage Storage Description #1 950.00' 2.083 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 950.00 0.031 0.000 0.000 952.00 0.060 0.091 0.091 954.00 0.100 0.160 0.251 956.00 0.154 0.254 0.505 957.00 0.182 0.168 0.673 958.00 0.197 0.189 0.862 960.00 0.305 0.502 1.364 962.00 0.414 0.719 2.083 Device Routing Invert Outlet Devices #1 Primary 952.20' 21.0" Round Outlet Pipe L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 952.20'/ 952.00' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 956.50' 48.0" Horiz. OCS Grate C=0.600 Limited to weir flow at low heads #3 Device 1 952.20' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 955.60' 4.0' long x 0.90' rise Weir Wall 2 End Contraction(s) #5 Secondary 957.00' 10.0' long x 2.0' breadth Basin Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max =3.25 cfs @ 12.62 hrs HW= 953.44' TW= 952.23' (Dynamic Tailwater) t1 = Outlet Pipe (Passes 3.25 cfs of 5.64 cfs potential flow) 2 =OCS Grate ( Controls 0.00 cfs) 3= Orifice/Grate (Orifice Controls 3.25 cfs @ 4.14 fps) =Weir Wall ( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 952.20' TW= 951.00' (Dynamic Tailwater) -5 =Basin Overflow ( Controls 0.00 cfs) Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 15 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth = 0.92" Flow Length =542' Tc =14.7 min CN =76 Runoff =1.64 cfs 0.109 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth = 0.77" Flow Length =411' Tc =10.1 min CN =73 Runoff =2.74 cfs 0.156 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth = 0.92" Flow Length =832' Tc =25.0 min CN =76 Runoff =3.06 cfs 0.270 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 1.15" Tc =10.0 min CN =80 Runoff =0.81 cfs 0.044 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 1.33" Tc =10.0 min CN =83 Runoff =0.66 cfs 0.035 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth = 0.56" Flow Length =615' Tc =14.5 min CN =68 Runoff =1.12 cfs 0.085 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth = 0.38" Tc =10.0 min CN =63 Runoff =0.27 cfs 0.021 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth = 0.87" Flow Length =490' Tc =29.2 min CN =75 Runoff =2.65 cfs 0.259 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 0.73" Tc =45.0 min CN =72 Runoff =9.06 cfs 1.209 of Reach 1 R: Channel - DEEPER Avg. Flow Depth =1.05' Max Vet =1.31 fps Inflow =8.56 cfs 0.669 of n =0.100 L= 150.0' S=0.0117? Capacity =69.19 cfs Outflow =8.42 cfs 0.669 of Pond E1.5P: Peak Elev= 965.24' Storage =0.019 of Inflow =2.74 cfs 0.156 of Outflow =2.62 cfs 0.143 of Pond E1 P: Peak Elev= 965.45' Storage =0.001 of Inflow =1.64 cfs 0.109 of Primary =1.64 cfs 0.109 of Secondary =0.00 cfs 0.000 of Outflow =1.64 cfs 0.109 of Pond E2P: Peak Elev= 962.75' Storage =0.020 of Inflow =6.34 cfs 0.521 of Primary =6.33 cfs 0.508 of Secondary =0.00 cfs 0.000 of Outflow =6.33 cfs 0.508 of Pond E4P: Peak Elev= 965.97' Storage =0.004 of Inflow =0.66 cfs 0.035 of Primary =0.65 cfs 0.033 of Secondary =0.00 cfs 0.000 of Outflow =0.65 cfs 0.033 of Pond EOffEP: Frontier Electric Peak EIev= 950.20' Storage =0.202 of Inflow =14.62 cfs 2.094 of Primary =11.19 cfs 2.087 of Secondary =0.00 cfs 0.000 of Tertiary =0.00 cfs 0.000 of Outflow =11.19 cfs 2.087 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.42' Storage =0.173 of Inflow =13.40 cfs 1.899 of Outflow =13.02 cfs 1.835 of Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 16 Pond P6P: Peak Elev= 954.03' Storage =0.254 of Inflow =8.65 cfs 0.690 of Primary =4.36 cfs 0.690 of Secondary =0.00 cfs 0.000 of Outflow =4.36 cfs 0.690 of Total Runoff Area = 34.196 ac Runoff Volume = 2.188 of Average Runoff Depth = 0.77" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposedl_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment E1: Runoff = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 2.74 cfs @ 12.19 hrs, Volume= 0.156 af, Depth= 0.77" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposedl_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment E2: Runoff = 3.06 cfs @ 12.39 hrs, Volume= 0.270 af, Depth= 0.92" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 0.81 cfs @ 12.18 hrs, Volume= 0.044 af, Depth= 1.15" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposedl_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment E4: Runoff = 0.66 cfs @ 12.18 hrs, Volume= 0.035 af, Depth= 1.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 1.12 cfs @ 12.26 hrs, Volume= 0.085 af, Depth= 0.56" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposedl_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment E6: Runoff = 0.27 cfs @ 12.21 hrs, Volume= 0.021 af, Depth= 0.38" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 2.65 cfs @ 12.45 hrs, Volume= 0.259 af, Depth= 0.87" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 9.06 cfs @ 12.69 hrs, Volume= 1.209 af, Depth= 0.73" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 2 -Year Rainfall= 2.86" Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 21 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - DEEPER Inflow Area = 9.967 ac, 35.98% Impervious, Inflow Depth= 0.81" for 2 -Year event Inflow = 8.56 cfs @ 12.25 hrs, Volume= 0.669 of Outflow = 8.42 cfs @ 12.28 hrs, Volume= 0.669 af, Atten= 2 %, Lag= 1.7 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.31 fps, Min. Travel Time= 1.9 min Avg. Velocity = 0.39 fps, Avg. Travel Time= 6.3 min Peak Storage= 964 cf @ 12.28 hrs Average Depth at Peak Storage= 1.05' Bank -Full Depth= 3.00' Flow Area= 30.0 sf, Capacity= 69.19 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 16.00' Length= 150.0' Slope= 0.0117'/' Inlet Invert= 958.75', Outlet Invert= 957.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 0.77" for 2 -Year event Inflow = 2.74 cfs @ 12.19 hrs, Volume= 0.156 of Outflow = 2.62 cfs @ 12.21 hrs, Volume= 0.143 af, Atten= 4 %, Lag= 1.6 min Primary = 2.62 cfs @ 12.21 hrs, Volume= 0.143 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.24'@ 12.21 hrs Surf.Area= 0.054 ac Storage= 0.019 of Plug -Flow detention time= 54.2 min calculated for 0.143 of (91% of inflow) Center -of -Mass det. time= 14.3 min ( 854.8 - 840.5) Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 22 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =2.62 cfs @ 12.21 hrs HW= 965.24' TW= 962.73' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 2.62 cfs @ 0.98 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 0.92" for 2 -Year event Inflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Outflow = 1.64 cfs @ 12.24 hrs, Volume= 0.109 af, Atten= 0 %, Lag= 0.1 min Primary = 1.64 cfs @ 12.24 hrs, Volume= 0.109 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.45'@ 12.24 hrs Surf.Area= 0.002 ac Storage= 0.001 of Plug -Flow detention time= 2.7 min calculated for 0.109 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 837.4 - 836.7) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 23 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =1.64 cfs @ 12.24 hrs HW= 965.45' TW= 962.74' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 1.64 cfs of 5.98 cfs potential flow) t2= Orifice/Grate (Weir Controls 1.64 cfs @ 1.35 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 959.00' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 0.85" for 2 -Year event Inflow = 6.34 cfs @ 12.26 hrs, Volume= 0.521 of Outflow = 6.33 cfs @ 12.27 hrs, Volume= 0.508 af, Atten= 0 %, Lag= 0.8 min Primary = 6.33 cfs @ 12.27 hrs, Volume= 0.508 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 962.75'@ 12.27 hrs Surf.Area= 0.035 ac Storage= 0.020 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.405 of Plug -Flow detention time= 18.3 min calculated for 0.508 of (97% of inflow) Center -of -Mass det. time= 4.5 min ( 851.2 - 846.8) Volume Invert Avail.Storage Storage Description #1 959.00' 1.207 of Ponding at CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 959.00 0.001 0.000 0.000 960.50 0.001 0.002 0.002 962.40 0.010 0.010 0.012 963.00 0.054 0.019 0.031 963.50 0.187 0.060 0.091 964.00 0.427 0.153 0.245 964.50 0.557 0.246 0.491 965.00 0.734 0.323 0.814 965.50 0.841 0.394 1.207 Device Routing Invert Outlet Devices #1 Primary 959.25' 24.0" Round Outlet Pipe L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 959.25'/ 958.75' S= 0.0147'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Device 1 962.50' 60.0" Horiz. CB at Grant/Park - LOWERED C= 0.600 Limited to weir flow at low heads Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 24 #3 Secondary 962.98' 25.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =6.32 cfs @ 12.27 hrs HW= 962.75' TW= 959.80' (Dynamic Tailwater) t1 = Outlet Pipe (Passes 6.32 cfs of 23.91 cfs potential flow) t2 =CB at Grant/Park - LOWERED (Weir Controls 6.32 cfs @ 1.63 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 959.00' TW= 958.75' (Dynamic Tailwater) t3 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 1.33" for 2 -Year event Inflow = 0.66 cfs @ 12.18 hrs, Volume= 0.035 of Outflow = 0.65 cfs @ 12.19 hrs, Volume= 0.033 af, Atten= 2 %, Lag= 0.9 min Primary = 0.65 cfs @ 12.19 hrs, Volume= 0.033 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.97'@ 12.19 hrs Surf.Area= 0.013 ac Storage= 0.004 of Plug -Flow detention time= 48.4 min calculated for 0.033 of (92% of inflow) Center -of -Mass det. time= 12.3 min ( 827.2 - 814.9) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 25 Pri ry ma OutFlow Max =0.65 cfs @ 12.19 hrs HW= 965.97' TW= 959.64' (Dynamic Tailwater) t1 =12' RCP (Passes 0.65 cfs of 6.86 cfs potential flow) L2= Orifice/Grate (Weir Controls 0.65 cfs @ 0.99 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 958.75' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 0.73" for 2 -Year event Inflow = 14.62 cfs @ 12.73 hrs, Volume= 2.094 of Outflow = 11.19 cfs @ 13.07 hrs, Volume= 2.087 af, Atten= 23 %, Lag= 20.3 min Primary = 11.19 cfs @ 13.07 hrs, Volume= 2.087 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 950.20'@ 13.07 hrs Surf.Area= 0.247 ac Storage= 0.202 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 10.6 min calculated for 2.086 of (100% of inflow) Center -of -Mass det. time= 7.7 min ( 896.1 - 888.4) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 26 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =11.19 cfs @ 13.07 hrs HW= 950.20' (Free Discharge) t1 =18" RCP (Barrel Controls 11.19 cfs @ 6.33 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t2 =Flow north over Academy ( Controls 0.00 cfs) Tertiary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 947.00' (Free Discharge) t3 =Flow east over Water ( Controls 0.00 cfs) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 0.74" for 2 -Year event Inflow = 13.40 cfs @ 12.66 hrs, Volume= 1.899 of Outflow = 13.02 cfs @ 12.77 hrs, Volume= 1.835 af, Atten= 3 %, Lag= 6.7 min Primary = 13.02 cfs @ 12.77 hrs, Volume= 1.835 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.42'@ 12.77 hrs Surf.Area= 0.223 ac Storage= 0.173 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 33.4 min calculated for 1.835 of (97% of inflow) Center -of -Mass det. time= 14.3 min ( 893.4 - 879.1 ) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =13.02 cfs @ 12.77 hrs HW= 952.42' TW= 949.96' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 13.02 cfs @ 2.11 fps) Proposed_Option 3 MSE 24 -hr 3 2 -Year Rainfall = 2.86" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 27 Summary for Pond P6P: Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 0.78" for 2 -Year event Inflow = 8.65 cfs @ 12.28 hrs, Volume= 0.690 of Outflow = 4.36 cfs @ 12.62 hrs, Volume= 0.690 af, Atten= 50 %, Lag= 20.5 min Primary = 4.36 cfs @ 12.62 hrs, Volume= 0.690 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Starting Elev= 952.20' Surf.Area= 0.064 ac Storage= 0.103 of Peak Elev= 954.03'@ 12.62 hrs Surf.Area= 0.101 ac Storage= 0.254 of (0.150 of above start) Plug -Flow detention time= 117.4 min calculated for 0.587 of (85% of inflow) Center -of -Mass det. time= 31.7 min ( 885.2 - 853.5) Volume Invert Avail.Storage Storage Description #1 950.00' 2.083 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 950.00 0.031 0.000 0.000 952.00 0.060 0.091 0.091 954.00 0.100 0.160 0.251 956.00 0.154 0.254 0.505 957.00 0.182 0.168 0.673 958.00 0.197 0.189 0.862 960.00 0.305 0.502 1.364 962.00 0.414 0.719 2.083 Device Routing Invert Outlet Devices #1 Primary 952.20' 21.0" Round Outlet Pipe L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 952.20'/ 952.00' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 956.50' 48.0" Horiz. OCS Grate C=0.600 Limited to weir flow at low heads #3 Device 1 952.20' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 955.60' 4.0' long x 0.90' rise Weir Wall 2 End Contraction(s) #5 Secondary 957.00' 10.0' long x 2.0' breadth Basin Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max =4.36 cfs @ 12.62 hrs HW= 954.03' TW= 952.38' (Dynamic Tailwater) t1 = Outlet Pipe (Passes 4.36 cfs of 10.10 cfs potential flow) 2 =OCS Grate ( Controls 0.00 cfs) 3= Orifice/Grate (Orifice Controls 4.36 cfs @ 5.55 fps) =Weir Wall ( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 952.20' TW= 951.00' (Dynamic Tailwater) -5 =Basin Overflow ( Controls 0.00 cfs) Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 28 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 1.94" Flow Length =542' Tc =14.7 min CN =76 Runoff =3.58 cfs 0.229 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 1.72" Flow Length =411' Tc =10.1 min CN =73 Runoff =6.43 cfs 0.347 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 1.94" Flow Length =832' Tc =25.0 min CN =76 Runoff =6.75 cfs 0.569 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 2.26" Tc =10.0 min CN =80 Runoff =1.60 cfs 0.086 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth= 2.51" Tc =10.0 min CN =83 Runoff =1.24 cfs 0.067 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 1.37" Flow Length =615' Tc =14.5 min CN =68 Runoff =3.17 cfs 0.210 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 1.06" Tc =10.0 min CN =63 Runoff =1.04 cfs 0.060 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 1.86" Flow Length =490' Tc =29.2 min CN =75 Runoff =6.01 cfs 0.555 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71 % Impervious Runoff Depth= 1.65" Tc =45.0 min CN =72 Runoff =22.54 cfs 2.738 of Reach 1 R: Channel - DEEPER Avg. Flow Depth =1.63' Max Vet =1.66 fps Inflow =19.87 cfs 1.477 of n =0.100 L= 150.0' S=0.01177 Capacity =69.19 cfs Outflow= 19.68 cfs 1.477 of Pond E1.5P: Peak Elev= 965.35' Storage =0.026 of Inflow =6.43 cfs 0.347 of Outflow =6.25 cfs 0.333 of Pond E1 P: Peak Elev= 965.57' Storage =0.001 of Inflow =3.58 cfs 0.229 of Primary =3.58 cfs 0.229 of Secondary =0.00 cfs 0.000 of Outflow =3.58 cfs 0.229 of Pond E2P: Peak Elev= 962.93' Storage =0.027 of Inflow =14.47 cfs 1.131 of Primary =14.42 cfs 1.118 of Secondary =0.00 cfs 0.000 of Outflow =14.42 cfs 1.118 of Pond E4P: Peak EIev= 966.02' Storage =0.005 of Inflow =1.24 cfs 0.067 of Primary =1.22 cfs 0.064 of Secondary =0.00 cfs 0.000 of Outflow =1.22 cfs 0.064 of Pond EOffEP: Frontier Electric Peak EIev= 951.62' Storage =0.781 of Inflow =35.58 cfs 4.767 of Primary =15.19 cfs 4.133 of Secondary =2.72 cfs 0.083 of Tertiary =10.17 cfs 0.544 of Outflow =28.08 cfs 4.759 of Pond EOffWP: MN -7 Ditch Peak EIev= 952.92' Storage =0.304 of Inflow =32.87 cfs 4.275 of Outflow =31.61 cfs 4.211 of Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall = 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 29 Pond P6P: Peak Elev= 956.08' Storage =0.517 of Inflow =20.51 cfs 1.537 of Primary =11.06 cfs 1.537 of Secondary =0.00 cfs 0.000 of Outflow =11.06 cfs 1.537 of Total Runoff Area = 34.196 ac Runoff Volume = 4.861 of Average Runoff Depth = 1.71" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposedl_Option 3 MSE 24 -hr 3 10 -Year Rainfall = 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment E1: Runoff = 3.58 cfs @ 12.23 hrs, Volume= 0.229 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 6.43 cfs @ 12.18 hrs, Volume= 0.347 af, Depth= 1.72" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposedl_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment E2: Runoff = 6.75 cfs @ 12.36 hrs, Volume= 0.569 af, Depth= 1.94" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 1.60 cfs @ 12.18 hrs, Volume= 0.086 af, Depth= 2.26" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposedl_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment E4: Runoff = 1.24 cfs @ 12.18 hrs, Volume= 0.067 af, Depth= 2.51" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 3.17 cfs @ 12.24 hrs, Volume= 0.21Oaf, Depth= 1.37" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposedl_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment E6: Runoff = 1.04 cfs @ 12.19 hrs, Volume= 0.060 af, Depth= 1.06" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 6.01 cfs @ 12.43 hrs, Volume= 0.555 af, Depth= 1.86" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 22.54 cfs @ 12.65 hrs, Volume= 2.738 af, Depth= 1.65' Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 10 -Year Rainfall= 4.26" Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 34 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - DEEPER Inflow Area = 9.967 ac, 35.98% Impervious, Inflow Depth = 1.78" for 10 -Year event Inflow = 19.87 cfs @ 12.24 hrs, Volume= 1.477 of Outflow = 19.68 cfs @ 12.26 hrs, Volume= 1.477 af, Atten= 1 %, Lag= 1.3 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 1.66 fps, Min. Travel Time= 1.5 min Avg. Velocity = 0.47 fps, Avg. Travel Time= 5.3 min Peak Storage= 1,780 cf @ 12.26 hrs Average Depth at Peak Storage= 1.63' Bank -Full Depth= 3.00' Flow Area= 30.0 sf, Capacity= 69.19 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 16.00' Length= 150.0' Slope= 0.0117'/' Inlet Invert= 958.75', Outlet Invert= 957.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 1.72" for 10 -Year event Inflow = 6.43 cfs @ 12.18 hrs, Volume= 0.347 of Outflow = 6.25 cfs @ 12.20 hrs, Volume= 0.333 af, Atten= 3 %, Lag= 1.2 min Primary = 6.25 cfs @ 12.20 hrs, Volume= 0.333 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.35'@ 12.20 hrs Surf.Area= 0.068 ac Storage= 0.026 of Plug -Flow detention time= 27.7 min calculated for 0.333 of (96% of inflow) Center -of -Mass det. time= 7.3 min ( 829.5 - 822.1 ) Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 35 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =6.25 cfs @ 12.20 hrs HW= 965.35' TW= 962.91' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 6.25 cfs @ 1.31 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 1.94" for 10 -Year event Inflow = 3.58 cfs @ 12.23 hrs, Volume= 0.229 of Outflow = 3.58 cfs @ 12.24 hrs, Volume= 0.229 af, Atten= 0 %, Lag= 0.3 min Primary = 3.58 cfs @ 12.24 hrs, Volume= 0.229 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.57'@ 12.24 hrs Surf.Area= 0.006 ac Storage= 0.001 of Plug -Flow detention time= 1.5 min calculated for 0.229 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 820.9 - 820.5) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 36 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =3.58 cfs @ 12.24 hrs HW= 965.57' TW= 962.93' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Passes 3.58 cfs of 5.91 cfs potential flow) t2= Orifice/Grate (Weir Controls 3.58 cfs @ 1.76 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 959.00' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.( Controls 0.00 cfs) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 1.84" for 10 -Year event Inflow = 14.47 cfs @ 12.24 hrs, Volume= 1.131 of Outflow = 14.42 cfs @ 12.25 hrs, Volume= 1.118 af, Atten= 0 %, Lag= 0.7 min Primary = 14.42 cfs @ 12.25 hrs, Volume= 1.118 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 962.93'@ 12.25 hrs Surf.Area= 0.049 ac Storage= 0.027 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.405 of Plug -Flow detention time= 9.5 min calculated for 1.118 of (99% of inflow) Center -of -Mass det. time= 2.7 min ( 830.7 - 828.0) Volume Invert Avail.Storage Storage Description #1 959.00' 1.207 of Ponding at CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 959.00 0.001 0.000 0.000 960.50 0.001 0.002 0.002 962.40 0.010 0.010 0.012 963.00 0.054 0.019 0.031 963.50 0.187 0.060 0.091 964.00 0.427 0.153 0.245 964.50 0.557 0.246 0.491 965.00 0.734 0.323 0.814 965.50 0.841 0.394 1.207 Device Routing Invert Outlet Devices #1 Primary 959.25' 24.0" Round Outlet Pipe L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 959.25'/ 958.75' S= 0.0147'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Device 1 962.50' 60.0" Horiz. CB at Grant/Park - LOWERED C= 0.600 Limited to weir flow at low heads Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 37 #3 Secondary 962.98' 25.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =14.42 cfs @ 12.25 hrs HW= 962.93' TW= 960.38' (Dynamic Tailwater) t1 = Outlet Pipe (Passes 14.42 cfs of 24.14 cfs potential flow) t2 =CB at Grant/Park - LOWERED (Weir Controls 14.42 cfs @ 2.14 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 959.00' TW= 958.75' (Dynamic Tailwater) t3 =Flow south over Park St. ( Controls 0.00 cfs) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 2.51" for 10 -Year event Inflow = 1.24 cfs @ 12.18 hrs, Volume= 0.067 of Outflow = 1.22 cfs @ 12.19 hrs, Volume= 0.064 af, Atten= 1 %, Lag= 0.8 min Primary = 1.22 cfs @ 12.19 hrs, Volume= 0.064 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.02'@ 12.19 hrs Surf.Area= 0.014 ac Storage= 0.005 of Plug -Flow detention time= 30.1 min calculated for 0.064 of (96% of inflow) Center -of -Mass det. time= 8.6 min ( 810.6 - 802.0) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 38 Pri ry ma OutFlow Max =1.22 cfs @ 12.19 hrs HW= 966.02' TW= 960.26' (Dynamic Tailwater) t1 =12' RCP (Passes 1.22 cfs of 6.91 cfs potential flow) L2= Orifice/Grate (Weir Controls 1.22 cfs @ 1.23 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 965.00' TW= 958.75' (Dynamic Tailwater) L3 =Flow east over Grant St ( Controls 0.00 cfs) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 1.67" for 10 -Year event Inflow = 35.58 cfs @ 12.66 hrs, Volume= 4.767 of Outflow = 28.08 cfs @ 12.94 hrs, Volume= 4.759 af, Atten= 21 %, Lag= 16.6 min Primary = 15.19 cfs @ 12.94 hrs, Volume= 4.133 of Secondary = 2.72 cfs @ 12.94 hrs, Volume= 0.083 of Tertiary = 10.17 cfs @ 12.94 hrs, Volume= 0.544 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 951.62'@ 12.94 hrs Surf.Area= 0.571 ac Storage= 0.781 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 17.8 min calculated for 4.758 of (100% of inflow) Center -of -Mass det. time= 16.6 min ( 881.7 - 865.1 ) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 39 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =15.19 cfs @ 12.94 hrs HW= 951.62' (Free Discharge) t1 =18" RCP (Inlet Controls 15.19 cfs @ 8.60 fps) Secondary OutFlow Max =2.72 cfs @ 12.94 hrs HW= 951.62' (Free Discharge) t2 =Flow north over Academy (Weir Controls 2.72 cfs @ 1.25 fps) Tertiary OutFlow Max =10.17 cfs @ 12.94 hrs HW= 951.62' (Free Discharge) t3 =Flow east over Water (Weir Controls 10.17 cfs @ 1.97 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 1.68" for 10 -Year event Inflow = 32.87 cfs @ 12.60 hrs, Volume= 4.275 of Outflow = 31.61 cfs @ 12.69 hrs, Volume= 4.211 af, Atten= 4 %, Lag= 5.7 min Primary = 31.61 cfs @ 12.69 hrs, Volume= 4.211 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.92'@ 12.69 hrs Surf.Area= 0.298 ac Storage= 0.304 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 18.5 min calculated for 4.211 of (98% of inflow) Center -of -Mass det. time= 9.6 min ( 868.9 - 859.3) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =31.60 cfs @ 12.69 hrs HW= 952.92' TW= 951.30' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 31.60 cfs @ 2.82 fps) Proposed_Option 3 MSE 24 -hr 3 10 -Year Rainfall= 4.26" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 40 Summary for Pond P6P: Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 1.73" for 10 -Year event Inflow = 20.51 cfs @ 12.25 hrs, Volume= 1.537 of Outflow = 11.06 cfs @ 12.53 hrs, Volume= 1.537 af, Atten= 46 %, Lag= 16.8 min Primary = 11.06 cfs @ 12.53 hrs, Volume= 1.537 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Starting Elev= 952.20' Surf.Area= 0.064 ac Storage= 0.103 of Peak Elev= 956.08'@ 12.54 hrs Surf.Area= 0.156 ac Storage= 0.517 of (0.414 of above start) Plug -Flow detention time = 74.0 min calculated for 1.433 of (93% of inflow) Center -of -Mass det. time= 32.0 min ( 864.5 - 832.5) Volume Invert Avail.Storage Storage Description #1 950.00' 2.083 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 950.00 0.031 0.000 0.000 952.00 0.060 0.091 0.091 954.00 0.100 0.160 0.251 956.00 0.154 0.254 0.505 957.00 0.182 0.168 0.673 958.00 0.197 0.189 0.862 960.00 0.305 0.502 1.364 962.00 0.414 0.719 2.083 Device Routing Invert Outlet Devices #1 Primary 952.20' 21.0" Round Outlet Pipe L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 952.20'/ 952.00' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 956.50' 48.0" Horiz. OCS Grate C=0.600 Limited to weir flow at low heads #3 Device 1 952.20' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 955.60' 4.0' long x 0.90' rise Weir Wall 2 End Contraction(s) #5 Secondary 957.00' 10.0' long x 2.0' breadth Basin Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max =11.04 cfs @ 12.53 hrs HW= 956.08' TW= 952.81' (Dynamic Tailwater) t1 = Outlet Pipe (Passes 11.04 cfs of 20.07 cfs potential flow) 2 =OCS Grate ( Controls 0.00 cfs) 3= Orifice/Grate (Orifice Controls 6.83 cfs @ 8.70 fps) =Weir Wall (Weir Controls 4.21 cfs @ 2.26 fps) Secondary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 952.20' TW= 951.00' (Dynamic Tailwater) -5 =Basin Overflow ( Controls 0.00 cfs) Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 41 Time span =0.00 -60.00 hrs, dt =0.01 hrs, 6001 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Dyn -Stor -Ind method - Pond routing by Dyn -Stor -Ind method SubcatchmentE1: Runoff Area =1.419 ac 40.52% Impervious Runoff Depth= 4.54" Flow Length =542' Tc =14.7 min CN =76 Runoff =8.37 cfs 0.537 of SubcatchmentE1.5: Runoff Area =2.424 ac 31.35% Impervious Runoff Depth= 4.21" Flow Length =411' Tc =10.1 min CN =73 Runoff =15.82 cfs 0.851 of SubcatchmentE2: Runoff Area =3.518 ac 41.76% Impervious Runoff Depth= 4.54" Flow Length =832' Tc =25.0 min CN =76 Runoff =15.91 cfs 1.332 of SubcatchmentE3: Runoff Area =0.456 ac 51.75% Impervious Runoff Depth= 4.99" Tc =10.0 min CN =80 Runoff =3.47 cfs 0.190 of SubcatchmentE4: Runoff Area =0.318 ac 60.69% Impervious Runoff Depth = 5.33" Tc =10.0 min CN =83 Runoff =2.55 cfs 0.141 of SubcatchmentE5: Runoff Area =1.832 ac 19.27% Impervious Runoff Depth= 3.67" Flow Length =615' Tc =14.5 min CN =68 Runoff =8.84 cfs 0.560 of SubcatchmentE6: Runoff Area =0.681 ac 12.04% Impervious Runoff Depth= 3.14" Tc =10.0 min CN =63 Runoff =3.32 cfs 0.178 of SubcatchmentEOffE: Runoff Area =3.575 ac 36.84% Impervious Runoff Depth= 4.43" Flow Length =490' Tc =29.2 min CN =75 Runoff =14.43 cfs 1.321 of SubcatchmentEOffW: Runoff Area = 19.973 ac 29.71% Impervious Runoff Depth= 4.10" Tc =45.0 min CN =72 Runoff =57.82 cfs 6.829 of Reach 1 R: Channel - DEEPER Avg. Flow Depth =2.47' Max Vet =2.07 fps Inflow =46.06 cfs 3.581 of n =0.100 L= 150.0' S= 0.0117 7 Capacity =69.19 cfs Outflow =45.89 cfs 3.581 of Pond E1.5P: Peak Elev= 965.54' Storage =0.041 of Inflow =15.82 cfs 0.851 of Outflow =15.41 cfs 0.837 of Pond E1 P: Peak Elev= 966.19' Storage =0.016 of Inflow =8.37 cfs 0.537 of Primary =6.20 cfs 0.523 of Secondary =1.61 cfs 0.014 of Outflow =7.81 cfs 0.537 of Pond E2P: Peak Elev= 963.29' Storage =0.058 of Inflow =34.04 cfs 2.706 of Primary =22.80 cfs 2.467 of Secondary =11.74 cfs 0.226 of Outflow =33.49 cfs 2.693 of Pond E4P: Peak EIev= 966.09' Storage =0.006 of Inflow =2.55 cfs 0.141 of Primary =2.29 cfs 0.136 of Secondary =0.25 cfs 0.002 of Outflow =2.54 cfs 0.138 of Pond EOffEP: Frontier Electric Peak EIev= 952.38' Storage =1.276 of Inflow =94.38 cfs 11.846 of Primary =16.90 cfs 6.734 of Secondary =28.63 cfs 1.730 of Tertiary =45.11 cfs 3.374 of Outflow =90.65 cfs 11.838 of Pond EOffWP: MN -7 Ditch Peak EIev= 953.99' Storage =0.709 of Inflow =88.22 cfs 10.589 of Outflow =82.83 cfs 10.525 of Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 42 Pond P6P: Peak Elev= 957.75' Storage =0.814 of Inflow =48.27 cfs 3.760 of Primary =24.35 cfs 3.381 of Secondary =16.88 cfs 0.379 of Outflow =40.68 cfs 3.759 of Total Runoff Area = 34.196 ac Runoff Volume = 11.940 of Average Runoff Depth = 4.19" 68.07% Pervious = 23.277 ac 31.93% Impervious = 10.919 ac Proposedl_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment E1: Runoff = 8.37 cfs @ 12.23 hrs, Volume= 0.537 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.844 61 >75% Grass cover, Good, HSG B 0.575 98 Impervious 1.419 76 Weighted Average 0.844 61 59.48% Pervious Area 0.575 98 40.52% Impervious Area Tc Length Capacity Description i 'f�\ 10.4 100 0.1400 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 4.3 442 0.0610 1.73 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 14.7 542 Total Summary for Subcatchment E1.5: Runoff = 15.82 cfs @ 12.18 hrs, Volume= 0.851 af, Depth= 4.21" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.664 61 >75% Grass cover, Good, HSG B 0.760 98 Impervious 2.424 73 Weighted Average 1.664 61 68.65% Pervious Area 0.760 98 31.35% Impervious Area Tc Length Capacity Description i 'f�\ 6.0 100 0.0800 0.28 Sheet Flow, Grass: Short n=0.150 P2=2.86" 4.1 311 0.0322 1.26 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.1 411 Total Proposedl_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 44 Summary for Subcatchment E2: Runoff = 15.91 cfs @ 12.36 hrs, Volume= 1.332 af, Depth= 4.54" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.049 61 >75% Grass cover, Good, HSG B 1.469 98 Impervious 3.518 76 Weighted Average 2.049 61 58.24% Pervious Area 1.469 98 41.76% Impervious Area Tc Length Capacity Description 9.5 78 0.0150 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 7.1 300 0.0100 0.70 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.9 235 0.0380 1.36 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.5 219 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 25.0 832 Total Summary for Subcatchment E3: Runoff = 3.47 cfs @ 12.17 hrs, Volume= 0.190 af, Depth= 4.99" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.220 61 >75% Grass cover, Good, HSG B 0.236 98 Impervious 0.456 80 Weighted Average 0.220 61 48.25% Pervious Area 0.236 98 51.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Minimum Tc Proposedl_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment E4: Runoff = 2.55 cfs @ 12.17 hrs, Volume= 0.141 af, Depth= 5.33" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.125 61 >75% Grass cover, Good, HSG B 0.193 98 Impervious 0.318 83 Weighted Average 0.125 61 39.31 % Pervious Area 0.193 98 60.69% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment E5: Runoff = 8.84 cfs @ 12.23 hrs, Volume= 0.560 af, Depth= 3.67" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 1.479 61 >75% Grass cover, Good, HSG B 0.353 98 Impervious 1.832 68 Weighted Average 1.479 61 80.73% Pervious Area 0.353 98 19.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.4 60 0.0167 0.14 Sheet Flow, Grass: Short n=0.150 P2=2.86" 0.4 50 0.1000 2.21 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.5 185 0.0160 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.2 320 0.0560 1.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 14.5 615 Total Proposedl_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 46 Summary for Subcatchment E6: Runoff = 3.32 cfs @ 12.18 hrs, Volume= 0.178 af, Depth= 3.14" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 0.599 58 Woods /grass comb., Good, HSG B 0.082 98 Impervious 0.681 63 Weighted Average 0.599 58 87.96% Pervious Area 0.082 98 12.04% Impervious Area Tc Length Capacity Description 10.0 Direct Entry, Minimum Tc Summary for Subcatchment EOffE: Runoff = 14.43 cfs @ 12.42 hrs, Volume= 1.321 af, Depth= 4.43" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Area (ac) CN Description 2.258 61 >75% Grass cover, Good, HSG B 1.317 98 Impervious 3.575 75 Weighted Average 2.258 61 63.16% Pervious Area 1.317 98 36.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 85 0.0190 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 8.8 405 0.0120 0.77 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 29.2 490 Total Summary for Subcatchment EOffW: Runoff = 57.82 cfs @ 12.64 hrs, Volume= 6.829 af, Depth= 4.10" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs MSE 24 -hr 3 100 -Year Rainfall= 7.32" Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 47 Area (ac) CN Description 14.039 61 >75% Grass cover, Good, HSG B 5.934 98 Impervious 19.973 72 Weighted Average 14.039 61 70.29% Pervious Area 5.934 98 29.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Reach 1 R: Channel - DEEPER Inflow Area = 9.967 ac, 35.98% Impervious, Inflow Depth = 4.31" for 100 -Year event Inflow = 46.06 cfs @ 12.25 hrs, Volume= 3.581 of Outflow = 45.89 cfs @ 12.27 hrs, Volume= 3.581 af, Atten= 0 %, Lag= 0.8 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Max. Velocity= 2.07 fps, Min. Travel Time= 1.2 min Avg. Velocity = 0.58 fps, Avg. Travel Time= 4.3 min Peak Storage= 3,318 cf @ 12.27 hrs Average Depth at Peak Storage= 2.47' Bank -Full Depth= 3.00' Flow Area= 30.0 sf, Capacity= 69.19 cfs 4.00' x 3.00' deep channel, n= 0.100 Earth, dense brush, high stage Side Slope Z- value= 2.07' Top Width= 16.00' Length= 150.0' Slope= 0.0117'/' Inlet Invert= 958.75', Outlet Invert= 957.00' Summary for Pond E1.5P: Inflow Area = 2.424 ac, 31.35% Impervious, Inflow Depth = 4.21" for 100 -Year event Inflow = 15.82 cfs @ 12.18 hrs, Volume= 0.851 of Outflow = 15.41 cfs @ 12.20 hrs, Volume= 0.837 af, Atten= 3 %, Lag= 1.2 min Primary = 15.41 cfs @ 12.20 hrs, Volume= 0.837 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 965.54'@ 12.20 hrs Surf.Area= 0.091 ac Storage= 0.041 of Plug -Flow detention time= 14.0 min calculated for 0.837 of (98% of inflow) Center -of -Mass det. time= 4.8 min ( 808.4 - 803.6) Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 48 Volume Invert Avail.Storage Storage Description #1 964.00' 0.151 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 964.00 0.001 0.000 0.000 965.00 0.020 0.010 0.010 965.50 0.089 0.027 0.038 966.50 0.137 0.113 0.151 Device Routing Invert Outlet Devices #1 Primary 965.11' 20.0' long x 1.0' breadth Flow east over Grant Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =15.39 cfs @ 12.20 hrs HW= 965.54' TW= 963.21' (Dynamic Tailwater) 't-1 =Flow east over Grant (Weir Controls 15.39 cfs @ 1.79 fps) Summary for Pond E1 P: Inflow Area = 1.419 ac, 40.52% Impervious, Inflow Depth = 4.54" for 100 -Year event Inflow = 8.37 cfs @ 12.23 hrs, Volume= 0.537 of Outflow = 7.81 cfs @ 12.28 hrs, Volume= 0.537 af, Atten= 7 %, Lag= 2.8 min Primary = 6.20 cfs @ 12.26 hrs, Volume= 0.523 of Secondary = 1.61 cfs @ 12.28 hrs, Volume= 0.014 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.19'@ 12.28 hrs Surf.Area= 0.040 ac Storage= 0.016 of Plug -Flow detention time= 1.1 min calculated for 0.537 of (100% of inflow) Center -of -Mass det. time= 0.7 min ( 803.9 - 803.2 ) Volume Invert Avail.Storage Storage Description #1 965.00' 0.062 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.002 0.001 0.001 966.00 0.032 0.008 0.009 966.50 0.054 0.021 0.031 967.00 0.071 0.031 0.062 Device Routing Invert Outlet Devices #1 Primary 961.38' 12.0" Round 12" RCP - POSITIVE SLOPE L= 48.0' Ke= 0.500 Inlet/ Outlet Invert= 961.38'/ 960.90' S= 0.0100'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.28' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 49 #3 Secondary 966.04' 10.0' long x 1.0' breadth Top of curb - Flow east over Grant St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =6.19 cfs @ 12.26 hrs HW= 966.19' TW= 963.29' (Dynamic Tailwater) t1 =12" RCP - POSITIVE SLOPE (Outlet Controls 6.19 cfs @ 7.88 fps) t2= Orifice/Grate (Passes 6.19 cfs of 18.24 cfs potential flow) Secondary OutFlow Max =1.60 cfs @ 12.28 hrs HW= 966.19' TW= 963.29' (Dynamic Tailwater) t3 =Top of curb - Flow east over Grant St.(Weir Controls 1.60 cfs @ 1.05 fps) Summary for Pond E2P: Flood elevation is elevation of house in NE quadrant of interesection of Grant and Park. Inflow Area = 7.361 ac, 38.09% Impervious, Inflow Depth = 4.41" for 100 -Year event Inflow = 34.04 cfs @ 12.25 hrs, Volume= 2.706 of Outflow = 33.49 cfs @ 12.28 hrs, Volume= 2.693 af, Atten= 2 %, Lag= 1.8 min Primary = 22.80 cfs @ 12.14 hrs, Volume= 2.467 of Secondary = 11.74 cfs @ 12.28 hrs, Volume= 0.226 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 963.29'@ 12.28 hrs Surf.Area= 0.131 ac Storage= 0.058 of Flood Elev= 964.34' Surf.Area= 0.515 ac Storage= 0.405 of Plug -Flow detention time= 5.1 min calculated for 2.693 of (100% of inflow) Center -of -Mass det. time= 2.0 min ( 811.7 - 809.7 ) Volume Invert Avail.Storage Storage Description #1 959.00' 1.207 of Ponding at CB (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 959.00 0.001 0.000 0.000 960.50 0.001 0.002 0.002 962.40 0.010 0.010 0.012 963.00 0.054 0.019 0.031 963.50 0.187 0.060 0.091 964.00 0.427 0.153 0.245 964.50 0.557 0.246 0.491 965.00 0.734 0.323 0.814 965.50 0.841 0.394 1.207 Device Routing Invert Outlet Devices #1 Primary 959.25' 24.0" Round Outlet Pipe L= 34.0' Ke= 0.500 Inlet/ Outlet Invert= 959.25'/ 958.75' S= 0.0147'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Device 1 962.50' 60.0" Horiz. CB at Grant/Park - LOWERED C= 0.600 Limited to weir flow at low heads Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 50 #3 Secondary 962.98' 25.0' long x 1.0' breadth Flow south over Park St. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =22.42 cfs @ 12.14 hrs HW= 963.09' TW= 960.89' (Dynamic Tailwater) t1 = Outlet Pipe (Inlet Controls 22.42 cfs @ 7.14 fps) t2 =CB at Grant/Park - LOWERED (Passes 22.42 cfs of 23.16 cfs potential flow) Secondary OutFlow Max =11.72 cfs @ 12.28 hrs HW= 963.29' TW= 961.22' (Dynamic Tailwater) t3 =Flow south over Park St. (Weir Controls 11.72 cfs @ 1.51 fps) Summary for Pond E4P: Inflow Area = 0.318 ac, 60.69% Impervious, Inflow Depth = 5.33" for 100 -Year event Inflow = 2.55 cfs @ 12.17 hrs, Volume= 0.141 of Outflow = 2.54 cfs @ 12.18 hrs, Volume= 0.138 af, Atten= 0 %, Lag= 0.5 min Primary = 2.29 cfs @ 12.18 hrs, Volume= 0.136 of Secondary = 0.25 cfs @ 12.18 hrs, Volume= 0.002 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 966.09'@ 12.18 hrs Surf.Area= 0.016 ac Storage= 0.006 of Plug -Flow detention time= 17.9 min calculated for 0.138 of (98% of inflow) Center -of -Mass det. time= 6.6 min ( 793.7 - 787.0) Volume Invert Avail.Storage Storage Description #1 965.00' 0.014 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 965.00 0.001 0.000 0.000 965.50 0.001 0.001 0.001 966.00 0.014 0.004 0.004 966.50 0.025 0.010 0.014 Device Routing Invert Outlet Devices #1 Primary 962.18' 12.0" Round 12" RCP L= 32.0' Ke= 0.500 Inlet/ Outlet Invert= 962.18'/ 961.91' S= 0.0084'/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 965.88' 27.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Secondary 966.05' 10.0' long x 1.0' breadth Flow east over Grant St Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 51 Pri ry ma OutFlow Max =2.29 cfs @ 12.18 hrs HW= 966.09' TW= 961.06' (Dynamic Tailwater) t1 =12' RCP (Passes 2.29 cfs of 6.99 cfs potential flow) L2= Orifice/Grate (Weir Controls 2.29 cfs @ 1.51 fps) Secondary OutFlow Max =0.25 cfs @ 12.18 hrs HW= 966.09' TW= 961.06' (Dynamic Tailwater) L3 =Flow east over Grant St (Weir Controls 0.25 cfs @ 0.56 fps) Summary for Pond EOffEP: Frontier Electric Flood Elevation is MN -7 Shoulder PI Inflow Area = 34.196 ac, 31.93% Impervious, Inflow Depth = 4.16" for 100 -Year event Inflow = 94.38 cfs @ 12.56 hrs, Volume= 11.846 of Outflow = 90.65 cfs @ 12.68 hrs, Volume= 11.838 af, Atten= 4 %, Lag= 7.1 min Primary = 16.90 cfs @ 12.68 hrs, Volume= 6.734 of Secondary = 28.63 cfs @ 12.68 hrs, Volume= 1.730 of Tertiary = 45.11 cfs @ 12.68 hrs, Volume= 3.374 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 952.38'@ 12.68 hrs Surf.Area= 0.720 ac Storage= 1.276 of Flood Elev= 952.50' Surf.Area= 0.739 ac Storage= 1.366 of Plug -Flow detention time= 13.6 min calculated for 11.836 of (100% of inflow) Center -of -Mass det. time= 13.1 min ( 854.9 - 841.8) Volume Invert Avail.Storage Storage Description #1 947.00' 10.890 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 947.00 0.010 0.000 0.000 948.00 0.013 0.011 0.011 949.00 0.038 0.025 0.037 950.00 0.201 0.119 0.157 952.00 0.659 0.860 1.016 956.00 1.301 3.920 4.936 960.00 1.676 5.954 10.890 Device Routing Invert Outlet Devices #1 Primary 947.68' 18.0" Round 18" RCP L= 75.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 947.68'/ 947.04' S= 0.0085'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Secondary 951.40' 10.0' long x 1.0' breadth Flow north over Academy Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Tertiary 951.10' 10.0' long x 1.0' breadth Flow east over Water Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 52 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max =16.90 cfs @ 12.68 hrs HW= 952.38' (Free Discharge) t1 =18" RCP (Inlet Controls 16.90 cfs @ 9.57 fps) Secondary OutFlow Max =28.63 cfs @ 12.68 hrs HW= 952.38' (Free Discharge) t2 =Flow north over Academy (Weir Controls 28.63 cfs @ 2.93 fps) Tertiary OutFlow Max =45.11 cfs @ 12.68 hrs HW= 952.38' (Free Discharge) t3 =Flow east over Water (Weir Controls 45.11 cfs @ 3.53 fps) Summary for Pond EOMP: MN -7 Ditch Flood Elevation is MN -7 Shoulder PI Inflow Area = 30.621 ac, 31.36% Impervious, Inflow Depth = 4.15" for 100 -Year event Inflow = 88.22 cfs @ 12.49 hrs, Volume= 10.589 of Outflow = 82.83 cfs @ 12.61 hrs, Volume= 10.525 af, Atten= 6 %, Lag= 6.8 min Primary = 82.83 cfs @ 12.61 hrs, Volume= 10.525 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Peak Elev= 953.99'@ 12.62 hrs Surf.Area= 0.459 ac Storage= 0.709 of Flood Elev= 954.00' Surf.Area= 0.461 ac Storage= 0.714 of Plug -Flow detention time= 11.5 min calculated for 10.523 of (99% of inflow) Center -of -Mass det. time= 7.7 min ( 844.8 - 837.1 ) Volume Invert Avail.Storage Storage Description #1 951.00' 8.246 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 951.00 0.026 0.000 0.000 952.00 0.160 0.093 0.093 954.00 0.461 0.621 0.714 958.00 0.957 2.836 3.550 962.00 1.391 4.696 8.246 Device Routing Invert Outlet Devices #1 Primary 951.80' 10.0' long x 4.0' breadth Ditch overflow to NE Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max =82.74 cfs @ 12.61 hrs HW= 953.99' TW= 952.36' (Dynamic Tailwater) 't-1 =Ditch overflow to NE (Weir Controls 82.74 cfs @ 3.78 fps) Proposed_Option 3 MSE 24-hr 3 100 -Year Rainfall = 7.32" Prepared by Hewlett- Packard Company Printed 9/17/2018 HydroCADO 10.00 -19 s/n 00883 @2016 HydroCAD Software Solutions LLC Page 53 Summary for Pond P6P: Inflow Area = 10.648 ac, 34.45% Impervious, Inflow Depth = 4.24" for 100 -Year event Inflow = 48.27 cfs @ 12.26 hrs, Volume= 3.760 of Outflow = 40.68 cfs @ 12.37 hrs, Volume= 3.759 af, Atten= 16 %, Lag= 6.7 min Primary = 24.35 cfs @ 12.29 hrs, Volume= 3.381 of Secondary = 16.88 cfs @ 12.38 hrs, Volume= 0.379 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -60.00 hrs, dt= 0.01 hrs Starting Elev= 952.20' Surf.Area= 0.064 ac Storage= 0.103 of Peak Elev= 957.75'@ 12.38 hrs Surf.Area= 0.193 ac Storage= 0.814 of (0.710 of above start) Plug -Flow detention time= 42.8 min calculated for 3.655 of (97% of inflow) Center -of -Mass det. time= 23.4 min ( 836.3 - 812.9) Volume Invert Avail.Storage Storage Description #1 950.00' 2.083 of Custom Stage Data (Prismatic )Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre -feet) (acre -feet) 950.00 0.031 0.000 0.000 952.00 0.060 0.091 0.091 954.00 0.100 0.160 0.251 956.00 0.154 0.254 0.505 957.00 0.182 0.168 0.673 958.00 0.197 0.189 0.862 960.00 0.305 0.502 1.364 962.00 0.414 0.719 2.083 Device Routing Invert Outlet Devices #1 Primary 952.20' 21.0" Round Outlet Pipe L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 952.20'/ 952.00' S= 0.0100'/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 2.41 sf #2 Device 1 956.50' 48.0" Horiz. OCS Grate C=0.600 Limited to weir flow at low heads #3 Device 1 952.20' 12.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 955.60' 4.0' long x 0.90' rise Weir Wall 2 End Contraction(s) #5 Secondary 957.00' 10.0' long x 2.0' breadth Basin Overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max =24.21 cfs @ 12.29 hrs HW= 957.57' TW= 953.20' (Dynamic Tailwater) t1 = Outlet Pipe (Inlet Controls 24.21 cfs @ 10.06 fps) 2 =OCS Grate (Passes < 45.18 cfs potential flow) 3= Orifice/Grate (Passes < 7.90 cfs potential flow) =Weir Wall (Passes < 20.68 cfs potential flow) Secondary OutFlow Max =16.88 cfs @ 12.38 hrs HW= 957.75' TW= 953.58' (Dynamic Tailwater) -5 =Basin Overflow (Weir Controls 16.88 cfs @ 2.25 fps) let »Aki IQ /AV11111 APPENDIX C Opinions of Probable Cost GRANT STREET DRAINAGE FEASIBILITY REPORT City of Shorewood, MN WSB Project No. 12046 -000 APPENDIX C Option 1: South Ponding - Opinion of Probable Cost MB Project: Grant Street Drainage Feasibility Study Design By. LGR Project Location: City of Shorewood Checked By. WCA MB Protect No: 12046-000 Date: 9/1212018 Item No. Description Unit Estimated Total Quantity Estimated Unit price Estimated Total Cost 1 MOBILIZATION LUMP SUM 1 $12,000.00 $12,000.00 2 UTILITY COORDINATION LUMP SUM 1 $10,000.00 $10,000.00 3 SITE GRADING LUMP SUM 1 $30,000.00 $30,000.00 4 EROSION CONTROL LUMP SUM 1 $2500.00 $2500.00 5 POND EXCAVATION CU LID 1500 $25.00 $3]500.00 6 REMOVE DRAINAGE STRUCTURE EACH 2 $500.00 $1,000.00 REMOVE STORM SEWER LIN FT 82 $20.00 $1,640.00 8 REMOVE DRAINTILE LIN FT 90 $12.00 $1,080.00 9 REMOVE PAVEMENT SO YD 115 $10.00 $1,150.00 10 REMOVE CONCRETE CURB AND GUTTER LIN FT 120 $700 $840.00 11 BITUMINOUS PAVEMENT PATCH ING TON 46 $200.00 $9200.00 12 CONCRETE CURB AND GUTTER DESIGN B618 LIN FT 120 $35.00 $4200.00 13 12" RC PIPE SEWER LIN FT 48 $35.00 $1,680.00 14 121 " RC PIPE SEWER LIN FT 20 1 $55.00 $1,100.00 15 21 PC PIPE APRON EACH 2 $800.00 $1,600.00 16 28" SPAN RC PIPE ARCH LIN FT 90 $110.00 $9 900.00 17 36" SPAN RC PIPE ARCH LIN FT 210 $125.00 $26 250.00 18 36" SPAN RC PIPE ARCH APRON EACH 1 $2,000.00 $2,000.00 19 CONNECT INTO EXISTING DRAINAGE STRUCTURE EACH 1 $1,000.00 $1,000.00 20 CONNECT TO EXISTING STORM SEWER EACH 2 $800.00 $1,600.00 22 CONSTRUCT DRAINAGE STRUCTURE DESIGN 484020 EACH 1 $2,000.00 $2,000.00 21 CONSTRUCT DRAINAGE STRUCTURE DESIGN 844020 EACH 3 $6,000.00 $18,000.00 23 CONSTRUCT DRAINAGE STRUCTURE DESIGN SPECIAL EACH 1 $4,000.00 $4,000.00 24 RANDOM RIPRAP, CL III CU YD 10 $1]0.00 $1 ]00.00 25 GEOTEXTILE FILTER TYPE 4 SOLD 35 $5.00 $1]5.00 26 EROSION CONTROL BLANKETS CATEGORY 3 SOLD 1500 $3.00 $4500.00 27 HYDROSEEDING SO YD 1500 $2.00 $3,000.00 28 SEED MIX 33-261 POUND 11 $2 0 .00 $220.00 29 FLOODPROOFING LUMP SUM 1 $10,000.00 $10,000.00 Subtotal Schedule A Improvements $199,835.00 + 15% Contingencies $29,980.00 Subtotal $229,815.00 +25% Indirect Cost $57,450.00 Option 1 Total $287,265.00 Option 2: North Ponding - Opinion of Probable Cost WSB Project: Grant Street Drainage Feasibility Study Design By. LGR Project Location: City of Shorewood Checked By: WCA WSB Proect No: 12046 -000 Date: 9/1212018 Item No. Description Unit Estimated Total Quantity Estimated Unit price Estimated Total Cost 1 MOBILIZATION LUMP SUM 1 $20,000.00 $20,000.00 2 UTILITY COORDINATION LUMP SUM 1 $10,000.00 $10,000.00 3 SITE GRADING LUMP SUM 1 $30,000.00 $30,000.00 4 EROSION CONTROL LUMP SUM 1 $2500.00 $2500.00 5 POND EXCAVATION CU YD 1800 $25.00 $45,000.00 6 BUILDING DEMOLITION LUMP SUM 1 $20,000.00 $20,000.00 REMOVE DRAINAGE STRUCTURE EACH 2 $500.00 $1,000.00 8 REMOVE STORM SEWER LIN FT 82 $20.00 $1,640.00 9 REMOVE DRAINTILE LIN FT 90 $12.00 $1,080.00 10 REMOVE PAVEMENT SO YD 115 $10.00 $1,150.00 11 REMOVE CONCRETE CURB AND GUTTER LIN FT 120 $700 $840.00 12 REMOVE GAS SUPPLY LINE (ABANDONED) LIN FT 130 $10.00 $1 300.00 13 BITUMINOUS PAVEMENT PATCHING TON 46 $200.00 $9200.00 14 ICONCRETE CURB AND GUTTER DESIGN B618 LIN FT 120 $35.00 $4200.00 15 12" RC PIPE SEWER LIN FT 48 $35.00 $1,680.00 16 24" RC PIPE SEWER LIN FT 20 $]0.00 $1,400.00 17 24 "RCPIPEAPRON EACH 1 $1,000.00 $1,000.00 18 44" SPAN RC PIPE ARCH CULVERT LIN FT 210 $150.00 $31 500.00 19 44" SPAN RC PIPE ARCH APRON EACH 1 $1,800.00 $1,800.00 20 CONNECT INTO EXISTING DRAINAGE STRUCTURE EACH 1 $1,000.00 $1,000.00 21 CONNECT TO EXISTING STORM SEWER EACH 2 $800.00 $1,600.00 22 CONSTRUCT DRAINAGE STRUCTURE DESIGN 72-4020 EACH 2 $5,000.00 $10,000.00 23 CONSTRUCT DRAINAGE STRUCTURE DESIGN SPECIAL EACH 1 $6,000.00 $6,000.00 24 RANDOM RIPRAP, CL III CU YD 15 $1]0.00 $2550.00 25 GEOTEXTILE FILTER TYPE 4 SOLD 51 $5.00 $255.00 26 EROSION CONTROL BLANKETS CATEGORY 3 SOLD 1600 $3.00 $4,800.00 27 HYDROSEEDING SOLD 1600 $2.00 $3200.00 28 SEED MIX 33261 POUND 13 $20.00 $260.00 Subtotal Schedule A Improvements $214,955.00 + 15% Contingencies $32,240.00 Subtotal $247,195.00 + 25% Indirect Cost $61,800.00 Option 2 Total $308,995.00