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HomeMy WebLinkAbout2005-07 Storm Drainage Analysis ReportSTORM DRAINAGE ANALYSIS REPORT FOR WALMART STORE #1861 -01 5815 Norell Avenue North Oak Park Heights, MN Prepared by: McCombs Frank Roos Associates, Inc. 15050 23 Avenue North Plymouth, MN 55447 (763) 476-6010 July 2005 STORM DRAINAGE ANALYSIS REPORT FOR WALMART STORE #1861 -01 CITY OF OAK PARK HEIGHTS Prepared By: Brady Busselman and Erik Miller, P.E. I hereby certify that this report was prepared by me or under my direct supervision and that I a.m. a duly Licensed Professional Engineer under the laws of the State of Minnesota. Date Erik W. Miller, P.E Minnesota Reg. No. 41326 TABLE OF CONTENTS Page# I. EXECUTIVE SUMMARY SITE LOCATION 1 DESIGN CRITERIA 1 PROPOSED DRAINAGE SYSTEM 2 CONCLUSION 2 H. STORMWATER DRAINAGE REPORT PRE - EXPANSION POST - EXPANSION 3 3 III. DRAINAGE ANALYSIS SUBCATCHMENT DESCRIPTIONS 4 PEAK RUNOFF CONTROL ISTORMWATER FLOW VOLUME 5 WATER QUALITY 6 DOWNSTREAM WATER LEVEL 6 CONVEYANCE 6 100 -YEAR FLOOD /OVERFLOW CONDITION 8 IV. EROSION CONTROL 8 FIGURES FIGURE A FIGURE B FIGURE C FIGURE D FIGURE E FIGURE F FIGURE G FIGURE H FIGURE I - FIGURE J -- LOCATION MAP - WATERSHED MAP -- PRE - EXPANSION HYDROCAD REPORTS -- PRE - EXPANSION HYDROCAD MAP -- POST - EXPANSION HYDROCAD NURP REPORT - POST - EXPANSION HYDROCAD REPORTS - POST - EXPANSION HYDROCAD MAP - STORM SEWER 10-YEAR EVENT SPREADSHEET STORM SEWER DRAINAGE AREAS MAP PONDNET REPORT Preliminary Storm Drainage Analysis Wal -Mart Stores #1861 -01 Oak Park Heights, Minnesota January 12, 2005 Page 1 L EXECUTIVE SUMMARY SITE LOCATION The 18 acre site in the City of Oak Park Heights is currently occupied by an approximately 98,000 SF building and an approximately 10 acre parking lot (location map, Figure A). The site is bounded on the west by Norell Avenue North, on the south by 58 Street North, on the north by Highway 36, and by undeveloped land on the east. The proposed expansion will take place on a 6.3 -acre parcel of undeveloped land to the east of the existing site. The proposed expansion will add approximately 127,000 SF to the building and approximately 4 acres to the parking lot. A proposed extension of Norwich Avenue North, to be completed by others, will also take place on the 6.3 -acre parcel. This extension will add approximately 0.5 acres of impervious surface. The Norwich Avenue North extension is not part of this project. However, due to its close proximity, the anticipated impacts on runoff are addressed in this report. DESIGN CRITERIA This project is located in the Brown's Creek Watershed District, which requires that an applicant for a stormwater management permit demonstrate: (a) That peak runoff rate of the proposed conditions does not exceed that of the existing conditions for the 1.5 -year, 10 -year, and 100 -year 24 -hour storm events. (b) That stormwater flow volume from the site for a 1.5 -year, 24 -hour event will not increase, excepting the increased flow resulting from impervious cover on five percent of the site. (c) At the downgradient property boundary, there will not be an increase in total suspended solids, total nitrogen or heavy metals, or contribute to a stormwater phosphorus concentration that exceeds the inflow concentration indicated in "Brown's Creek Watershed District Rules" Appendix 2.2. Preliminary Storm Drainage Analysis Wal -Mart Stores #1861 -01 Oak Park Heights, Minnesota January 12, 2005 Page 2 (d) That there will not be an increase in the bounce in water level or duration of inundation, during a precipitation event of critical duration with a return frequency of 1.5, 10, or 100 years in the subwatershed drainage area in which the site is located, for any downstream lake or wetland beyond the limit specified in Appendix 2.3 of "Brown's Creek Watershed District Rules" for the lake or wetland susceptibility class. To determine peak runoff rates, Hydrocad software has been used for analysis. This program effectively models runoff conditions using Soil Conservation Service TR -20 method. Runoff curve numbers were estimated from open area, impervious area and the hydrologic soil group as determined from on -site soil classifications. For water quality analysis, walker's PondNET method has been used. PROPOSED DRAINAGE SYSTEM The proposed on -site drainage system will consist of curb and gutter, catch basins, storm sewer pipes and three detention ponds. Runoff will be stored in ponds on site before being discharged into the existing public storm sewer system. CONCLUSION The proposed stormwater management system has been designed to meet the City of Oak Park Height's and Brown's Creek Watershed District's stormwater management criteria and to be consistent with sound engineering practice. No significant adverse impacts to the existing stormwater management system are expected as a result of the proposed development. Preliminary Storm Drainage Analysis Wal -Mart Stores #1861m01 Oak Park Heights, Minnesota January 12, 2005 Page 3 II. STORMWATER DRAINAGE REPORT PRE - EXPANSION This site is part of Brown's Creek Watershed District (watershed map, Figure B) . Runoff currently exits the site through a network of catch basins and storm sewer pipes. These pipes drain to the west, across Norell Avenue North and empty into a stormwater pond on the west side of the street. Runoff enters the public storm sewer system from this pond and ultimately discharges into Long Lake. The proposed expansion area to the east is currently grassland. Predominant soil types on site consist of: Poorly graded sand (SP), poorly graded sand with silt (SP -SM), silty sands (SM), clayey sands (SC), and silt (MIL). Based on the predominant soil types and a soil survey of the area, Hydrologic soil group B was used for this analysis. The estimated weighted CN for the existing site is 77. There are no streams, rivers, public waters or wetlands present on the site. POST-EXPANSION The proposed improvements consist of an approximately 127,000 SF building expansion, an approximately 13 acre parking lot, a future gas station and two stormwater detention ponds. The remainder of the site will be green space. After development, the estimated weighted CN will increase to 91. Preliminary Storm Drainage Analysis Wal-Mart Stores #1861 -01 Oak Park Heights, Minnesota January 12, 2005 Page 4 The proposed drainage concept for the site is to collect stormwater in catch basins and convey runoff from the new impervious area to three detention ponds. The detention ponds have been sized to retain stormwater runoff from the entire site while minimizing the discharge rate to the public storm sewer system. III. DRAINAGE ANALYSIS SUBCATCHMENT DESCRIPTION For the purpose of ponding analysis, the site has been divided into three separate subcatchments (post - expansion hydrocad map, Figure 0). The north subcatchment consists of approximately 13.7 acres, including parking lot, gas station, Norell Avenue North and areas of open space. The north subcatchment continues to use the existing storm sewer system located near the center of the parking lot. This system drains across Norell Avenue North, directly into the existing stormwater pond. The central subcatchment consists of approximately 0.9 acre, consisting of a small area of the building roof and open space area. The central subcatchment drains to the central pond on the west side of the site. The south subcatchment consists of approximately 11.0 acres including building roof drains, parking lot and areas of open space. The south subcatchment drains into the southern pond, located at the southwest corner of the site. It is anticipated that approximately 0.5 acres of the Norwich Avenue North extension will be drained to the existing stormwater pond immediately south of Applebee's. This pond was constructed as part of the Applebee's sitework and, in addition to runoff from the Applebee' s parking lot, receives runoff from the undeveloped land to the south and east, included the 6.3 -acre expansion area. Along with the 0.5 acres of the Norwich Avenue North extension, it is anticipated that runoff from approximately 0.6 acres of open space from the 6.3-acre expansion area will continue to drain to the pond. Runoff from the rest Rainfall Depth for the 1.5, 10 and 140 year events. Event Depth (in) 1.5 -year 24 -hour , 2.8 10-year 2 -hour 4.2 100 -year 24 -hour 5.9 Preliminary Storm Drainage Analysis Wal-Mart Stores #1861 -01 Oak Park Heights, Minnesota January 12, 2005 Page 5 of the 6.3 -acre expansion area will be drained to one of the three ponds to the west. Since this pond will experience a net loss of contributing area, it is our opinion that it will continue to function within its current design capacity. PEAK RUNOFF CONTROUSTORMwATER FLOW VOLUME Brown's Creek Watershed District Rules require that the peak runoff rate of the proposed conditions does not exceed that of the existing conditions for the 1.5 -year, 10- -year, and 100 -year storm events. This requirement is met by using a series of three detention ponds along the west side of the site. Brown's Creek Watershed District Rules also require that the stormwater flow volume leaving the site for a 1.5 -year 24 -hour event does not increase. It is anticipated that, due to the increased impervious area, there will be an increase in flow volume leaving the site. However, due to a cooperative agreement between Brown's Creek Watershed District, the City of Oak Park Heights and the City of Stillwater, this requirement does not apply to this site. For peak runoff analysis, Hydrocad software was used to model the ponds for the 1.5 -, 10- and 100 -year events. A basic summary of inputs and results is as follows: Table 1 Existing Conditions d Input & Peak Flow Rates Subcatchment Area ac } Composite CN TC (min) Peak Flow Rate 1.5 -year event (cfs) Peak Flow Rate 10 -year event (cfs) Peak Flow Rate 100 -year event (cfs) EX-1S 19.37 82 17.8 27.87 54.58 88.78 EX -2S T 5.57 61 45.9 0.55 2.66 6.47 Total Area 24.94 Total peak flow off site from existin and 9p } 2.66 4.12 5.50 Subcatchment Area ac } Composite CN TC (min) Peak Flow Rate 1.5 -year event (cfs) Peak Flow Rate 10 -year event (cfs) Peak Flow Rate 10O -year event (cfs) South 10.36 94 18.3 26.15 41.01 58.83 Central 0.93 65 10.0 0 North 13.65 89 ;� 25.26 43.63 65.98 Total Area 24.94 Total peak flow off site from existin • •and 3 Preliminary Storm Drainage Analysis Wal -Mart Stores #1861 -01 Oak Park Heights, Minnesota January 12, 2005 Page 6 Table 2 Table 3 WATER QUAL1TY Brown's Creek Watershed District Rules require that at the downgradient property boundary, there will not be an increase in total suspended solids, total nitrogen or heavy metals, or contribute to a stormwater phosphorus concentration that exceeds the inflow concentration indicated in "Brown's Creek Watershed District Rules" Appendix 2.2. To provide water quality treatment, the ponds have been designed in accordance with NURP standards and to retain a 2.5" rainfall event below the NWL (post- expansion hydrocad NURP report Figure E). Preliminary Storm Drainage Analysis Wal -Mart Stores #1861 -01 Oak Park Heights, Minnesota January 12, 2005 Page 7 For the Wal -Mart expansion, Walker's PondNET method was used to determine downstream phosphorus concentrations. Upon placing the subwatershed and ponding information, the model shows the net phosphorus concentration to be 154 parts per billion (ppb) and the total phosphorus removal of 61.4 %. The 154 ppb concentration is below any BCWD inflow restriction (170 ppb is the lowest). The 61.4% removal should provide the minimum allowable removal rates for Total Suspended solids (TSS) and heavy metals based on BCWD assumptions (PondNET report, Figure J). DOWNSTREAM WATER LEVEL Brown's Creek Watershed District Rules require that there will not be an increase in the bounce in water level or duration of inundation, during a precipitation event of critical duration with a return frequency of 1.5, 10, or 100 years in the subwatershed drainage area in which the site is located, for any downstream lake or wetland beyond the limit specified in Appendix 2.3 of "Brown's Creek Watershed District Rules" for the lake or wetland susceptibility class. Based on conversations with the City's engineering consultant, runoff discharged from the existing stormwater pond drains to a city pond, not a lake or wetland. It is our opinion that this requirement does not pertain to the proposed development. CONVEYANCE Runoff from the north subcatchment is collected in a series of catch basins (storm sewer 10 -year event spreadsheet, Figure H, and storm sewer drainage areas map, Figure 1) that consists, for the most part, of existing structures. Additional runoff created from the parking lot expansion will be picked up by adding two catch basins to the east side of the parking lot. These structures will drain to the existing storm sewer line. Another new Preliminary Storm Drainage Analysis Wal -Mart Stores #1861 -01 Oak Park Heights, Minnesota January 12, 2005 Page 8 structure will be needed on the west side of the parking lot. This structure will be constructed over the existing storm line. This storm sewer line will continue to drain into the existing pond on the west side of Norell Avenue North. Runoff from the central subcatchment is collected in a roof drain on the northwest corner of the proposed building. From there the storm sewer line runs west and drains into the central pond. Runoff from the south subcatchment is collected in a series of structures beginning at the northeast corner of the building. The storm sewer line runs south, then west along the back of the building where it collects runoff from the roof drains. These structures drain into the pond at the southwest corner of the site. Due to grading constraints, it is anticipated that runoff from the Norwich Avenue North extension will be drained to the existing pond south of Applebee's. Since the net area draining to this pond is decreasing as a result of the Wal -Mart building and parking lot expansion, it is anticipated that no additional capacity will be needed. 100 -YEAR FLOOD /OVERFLOW CONDITION The three on -site detention ponds are designed to contain a 100-year flood event while limiting discharge rates to existing conditions. In the case of a storm event larger than the 100-year, designated overflow routes will direct the storm water downstream to the public storm sewer system, bypassing the proposed ponds. Parking lot overflows and ponding freeboard have been provided to minimize the downstream impacts of this event. Preliminary Storm Drainage Analysis Wal -Mart Stores #1861 -01 Oak Park Heights, Minnesota January 12, 2005 Page 9 W. EROSION CONTROL All erosion and sediment control measures shall be in accordance with the MPCA general permit authorization to discharge storm water associated with construction activity, and Wal- Mart's guidelines. Erosion and sedimentation control measures to be employed during construction will most likely consist of: silt fence, inlet sediment filter, temporary sedimentation ponds, rock construction entrances, diversion ditches with check dams, and erosion blankets. Permanent erosion and sedimentation control measures include seeding, sodding, and Landscaped open space areas, and permanent storm water ponds. Detailed erosion and sedimentation control plans will be completed as part of the final construction documents. s:l nnaiu :\Wa114918\reports\stormwater summary 7-13 FIGURE A 0th St N 60th St N 6 z 58th St N z et tip 775 z 6 Tow QJ z a • D i z 0 0 • 56th St N 55th St N C FIGURE B Property Lines DNR Water Bodies Brown's Creek WD ; s. Middle St Croix WMO EN Valley Branch WD 0.5 0 0.5 1 MiI.e5 FIGURE C Existing Pond Ut CR Existing Subcatchment4Jrains to Wal -Mart Pond S Additional Property - Drains to AppIebees Pond Drainage Diagram for WAL14918- EXISTING Prepared by Brady Busse {man - MFRA 1/31/2005 HydroCAD® 7.00 s/n 000887 © 1985 -2003 Applied Microcomputer Systems WAL14918 EXI STI N G Type if 24 -hr 1.5-YR Rainfall= 2.80" Prejared by Brady Busselman MFRA Page 2 HydroCAD® 7.00 sin 000887 0 1985 - 2003 Applied Microcomputer Systems 1/31/2005 Time span =0.00 -43.00 hrs, dt= 0.01 hrs, 4801 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment EX-IS: Existing Subcatchment - Drains to Wal- Runoff Area=19.370 ac Runoff Depth=1.22" Flow Length =1,450' Tc =17.8 min CN =82 Runoff = 27.87 cfs 1.975 of Subcatchment EX -2S: Additional Property - Drains to Applebee" Runoff Area =5.570 ac Runoff Depth =0.29 " Flow Length =970' Tc =45.9 min CN=61 Runoff =0.55 cfs 0.135 of Pond EX - Existing Pond Peak Elev = 934.50' Storage =2.380 af Inflow =27.87 cfs 1.975 af 12.0" x 87.0" Culvert Outflow=2.66 cfs 1.898 af Total Runoff Area = 24.940 ac Runoff Volume = 2.111 af Average Runoff Depth = 1.02" 1E11AL1 4'18 E XIST NG Type 11 24-hr 105-YR Rainfall -2.80" Prepared by Brady usselman .. MFRA Page 3 ...:� Y Y . H droCADQ 7.00 s/n 000887 © 1 986 - 2003 A• +died Microcom u ter S stems 1/31/2005 Subcatchment EX -1S: Existing Subcatchment- Drains to Wal -Mart Pond Runoff = 27.87 cfs a@ 12.11 hrs, Volume= 1.975 af, Depth= 1.22" Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1.5 -YR Rainfall =2.80" Area ac CN Description 11.230 98 8.140 61 >75% Grass cover, Good, HSG B 19.370 82 Weighted Average Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.3 Lag /CN Method, Rood Drains 5.9 29.00 Circular Channel (pipe), From far east roof drain. Diam 30.0" Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 Tc 14.4 260 0.0050 3.4 1,200 0.0050 17.8 1,460 Total Subcatchment EX-1S: Existing Subcatchment- Drains to Wal -Mart Pond Hydrograph 30. 28 =. 26 = 24 =� 22= 20= 0.: Paved parking & roofs 1;* 1,4 t# 100 #41dres #rAiezfire, rzzozr. erA .40/. vox, 9 7 87 'cfs e 11,24 -hr Rainfal unoff Area =19.370 ac Runoff VoIumel 975 af Runoff Depthl 22" How Length1,46O' Tc17 8 min CN =82 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) El Runoff TALI 4918 EXISTI NG Type 1124 -hr 1 5-YR Rainfall =2.80" Prepared by Brady Busselman -. MFRA Page 4 Hy roCAD® 7.00 s/n 000887 © 1 986 -2003 Applied Microcomputer Systems 1/31/2005 Subcatchment EX -2S: Additional Property - Drains to Applebee's Pond Runoff = 0.55 cfs @ 12.60 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1.5 -YR Rainfall =2.80" Area ac CN Descri.tion 5.570 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.9 970 0.0130 0.4 Lag /CN Method, 0.6 0.55- 0.5- 0.45 0.4=- 17 0 g 0.3 LL 0.25- 0.2- 0.157' 0.1 Subcatchment EX -2S: Additional Property - Drains to Applebee's Pond Hyclrograph a.55 cf 0.136 af, Depth= 0.29" e II 24 -hr ainfa11 =2.8Q" Runoff Area5 570 ac _ Runoff VoIumeO136 af Runoff DepthO 29" Flow Length97O Tc=4 9 min 0.05: d r 0 0 ArefferreA I I I 1 I I I In Ilil I LereMelee r.-Wie,7 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Runoff WALI4918 EXISTING Type 11 24-hr 1. -YR Rainfal1=2.80" Prepared by Brady Busselman - MFRA Page 5 . uter drocADO 7.00 sin 000887 U 1986-2003 A e • 1�ed Microcom u e r S stems 1/31/2005 Pond EX -P: Existing Pond Inflow Area = 19.370 ac, Inflow Depth = 1.22" for 1.5-YR event Inflow = 27.87 cfs a@ 12.11 hrs, Volume= 1.975 of Outflow = 2.66 cfs c@ 13.08 hrs, Volume= 1.898 af, Atten= 90%, Lag= 58.5 min Primary = 2.66 cfs a@ 13.08 hrs, Volume= 1.898 of Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev = 933.30' Surf.Area= 0/38 ac Storage= 1.401 af Peak Elev= 934.50' aJ 13.08 hrs Surf.Area= 0.890 ac Storage= 2.380 af (0.979 af above start) Plug -Flow detention time= 925.6 min calculated for 0.497 af (25% of inflow) Center-of-Mass det. time= 281.0 min ( 1,131.6 -- 850.6 ) # Invert Avail.Stora•e Storage Descri•tion 1 931.00' 9.015 af Custom Stage Data (Prismatic} Listed below Elevation Surf.Area Inc.Store Cum.Store feet acres acre -feet acre-feet 931.00 0.480 0.000 0.000 932.00 0.583 0.532 0.532 933.00 0.696 0.640 1.171 934.00 0.836 0.766 1.937 935.00 0.944 0.890 2.827 936.00 1.058 1 .001 3.828 937.00 1.175 1.117 4.944 938.00 1.295 1.235 6.179 939.00 1.416 1.356 7.535 940.00 1.543 1.480 9.015 # Routing Invert Outlet Devices 1 Primary 933.30' 12.0" x 87.0' long Culvert RCP, end -- section conformin g to fill, Ke 0.500 Outlet Invert= 932.87' S= 0.0049 '1' n= 0.013 Cc= 0.900 Primary OutFlow Max =2.66 cfs @ 13.08 hrs HW= 934.50' (Free Discharge) t- -1= Culvert (Barrel Controls 2.66 cfs @ 3.6 fps) WALI4918 -EXIST NG Pre - ared by Brady Busselman d MFRA H .. roCAD® 7.00 sin 000887 © 1986 -2003 A..lied Microcom 30 28 26 24 22 20 • 18 • 16 ° • 14 L 12 10 8 6 4 Pond EX P: Existing Pond Hydrograph 'rt-Treir e e dzorirafflW_M_--S ez A r dW 7f /4V ;/zr'irrozeiwfzzWAF- 14 16 18 20 22 24 26 Time (hours) uter S stems 32 34 36 38 40 Type 1124-hr 1 5-YR Rarnfall=2. 80" Page 6 1/31/2005 0 Inflow 0 Primary WAL14918 EXISTING Type 11 24 -hr 10 -YR Ratnfa11 =4.20" Pre ared by Brady Busseiman - MFRA Page 1 Hy d roCAD® 7.00 sin 000887 CD 1986 - 2003 Applied Microcomputer Systems 1/31/2005 Time span = 0.00 -48.00 hrs, dt =0.01 hrs, 4801 points Runoff by SCS TR -20 method, U H= SCS Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment EX-1S: Existing Subcatchment- Drains to Wal- Runoff Area =19.370 ac Runoff Depth = 2.37" Flow Length =1,400' Tc =17.8 min CN =82 Runoff =54.58 cfs 3.833 of Subcatchment EX -2S: Additional Property - Drains to Applebee' Runoff Area -5.570 ac Runoff Depth =0.92" Flow Length =970' Tc =45.9 min CN =61 Runoff =2.65 cfs 0.425 af Pond EX - Existing Pond Peak Elev= 935.67' Storage =3.502 af Inflow =54.58 cfs 3.833 af 12.0" x 87.0' Culvert outflow =4.12 cfs 3.748 af Total Runoff Area = 24.940 ac Runoff Volume = 4.259 af Average Runoff Depth = 2.05" AL14918 EXISTING Type 11 24-hr 1O -YR Rainfall=4.2O" Pre ared by Brady Busselman - MFRA Page 2 Hy roCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems 113//2005 Subcatchment EX-15: Existing Subcatchment- Drains to Wal -Mart Pond Runoff = 54.58 cfs @ 12.10 hrs, Volume= 3.833 af, Depth= 2.37" Runoff by SCS TR-20 method, UH= SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -YR Rainfall = 4.20" Area ac CN Descri•tion 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 11.230 8.140 19.370 82 Weighted Average TG Length Slope Velocity Capacity Description min feet flfft ft/sec cfs 14.4 260 0.0050 3.4 1 ,200 0.0050 17.8 1,460 Total 60- 55- 50 45- 40- 35 -. V 30 - 0 25µ. 20- 15- 10-- 0.3 Lag/CN Method, Rood Drains 5.9 29.00 Circular Channel (pipe), From far east roof drain. Dam= 30.0" Area 4.9 sf Perim= 7.9` r= 0.63' n= 0.013 Subcatchment EX -1S: Existing Subcatchment- Drains to Wal -Mart Pond Hydrograph e 1124 -hr 1...OYR RainfaI14.20• unoff - Area =19.370 ac Ru noff VoIume3 833 af Runoff Depth2 3711 Flow Lengthl , 460 1 Tc=17 8 min =82 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) WAL14918- EXISTING Preeared by Brady Bussetman - MFRA H droCAD® 7.00 sin 000887 © 1986 -2003 A 11 Runoff = 2.66 cfs @ 12.50 hrs, Volume= Runoff by SCS TR -20 method, UH= SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -YR Rainfall= 4.20" Area ac CN Descri•tion U 0 5.570 Subcatchment EX -2S: Additional Property - Drains to Applebee's Pond 61 >75% Grass cover, Good, HSG B To Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 45.9 970 0.0130 0.4 Subcatchment EX -2S: Additional Property - Drains to Applebee's Pond Hydrograph 2:66 cfs lied Microcom Lag/CN Method, Type 1124 - hr 1O Rainfall =4.20" Page 3 uter S stems 1/31/2005 0.425 af, Depth= 0.92" Type II 24 -hr 1OYR RainfaJI4 20tV Runoff Area5 570 ac unoff VoIumeO 425 of Runoff DepthO 92" Flow Length97O' Tc= 9 min N =61 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours} 0 Runoff WAL14918 - STING Type 11 24-hr 1O-YR Rainfall-4,2O" Prepared by Brady Busselman - MFRA Page 4 HydroCAD® TOO sin 000887 © 1986 - 2003 Applied Microcomputer Systems 1/31/2005 Inflow Area = 19.370 ac, Inflow Depth = 2.37" for 10 -YR event inflow = 54.58 cfs a@7 12.10 hrs, Volume= 3.833 of Outflow = 4.12 cfs a@ 13.28 hrs, Volume= 3.748 af, Atten= 92 %, Lag= 70.0 min Primary = 4.12 cfs @ 13.28 hrs, Volume= 3.748 of Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev= 933.30' Surf.Area 0.738 ac Storage= 1.401 af Peak Elev= 935.67' © 13.28 hrs Surf.Area 1.021 ac Storage= 3.502 af (2.101 af above start) Plug -Flow detention time 599.7 min calculated for 2.347 af (61 % of inflow) Center -of -Mass det. time 310.6 min ( 1,142.2 - 831.0 ) # Invert Avail.Stora.e Stora•e Descri tion 931.00' # Routin. 1 Primary Pond EX P: Existing Pond 9.015 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (fe (acres) (acre - feet) (ac re -feet 931.00 0.480 0.000 0.000 932.00 0.583 0.532 0.532 933.00 0.696 0.640 1.171 934.00 0.836 0.766 1.937 935.00 0.944 0.890 2.827 936.00 1.058 1.001 3.828 937.00 1.175 1.117 4.944 938.00 1.295 1.235 6.179 939.00 1.416 1.356 7.535 940.00 1.543 1.480 9.015 invert outlet Devices 933.30' 12.0 x 87.0' tong Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 932.87' S= 0.0049 '1' n= 0.013 Cc= 0.900 Primary OutFlow Max =4.12 cfs © 13.28 hrs HW= 935.67' (Free Discharge) �1= Culvert (Barrel Controls 4.12 cfs @ 5.2 fps) WAL14918-EXISTING Prepared by Brady Busselman a INFRA HydroCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems 60 55 50 45 40 35 30 0 u " 25 20 15 10 5 Pond EX -P; Existing Pond Hydrograph Type II 24 -hr 10-- YR Rainfall =4.20" Page 5 1/31/2005 Inflow Areal 9.370 ' Pe ak E1ev935 67 St orage3 502 of x 87.0' Culve . F� 00 0 PA 4 , 2 : 4 9 ( e P 477 :'*r'f'97:4 7:4 C Orag reefarefiri drirdreffffi leigMffeee • `.....j...�...t. { t a s[ e . r .. . r... i r... S _ s i- 1 - S- [ 0 2 ff 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Q Inflow 0 Primary WALT 49I 8 - EXISTING Type 11 24-hr 100-YR Rainfall =5.90" Prepared by Brady Busselman MFRA Page 1 H droCAD® 7.00 s/n 000887 © 1986-2003 A. •lied Microcom. uter S stems 1/31/2005 Time span =0.00 -48.00 hrs, dt =0.01 hrs, 4801 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment EX -1S: Existing Subcatchment-Drains to Wal- Runoff Area =19.370 ac Runoff Depth =3.90" Flow Length=1,460' Tc =17.8 min CN =82 Runoff =88.78 cfs 6.288 of Subcatchment EX-2S: Additional Property - Drains to Applebee' Runoff Area =6.570 ac Runoff Depth=1.94" Flow Length =970' Tc =45.9 min CN =61 Runoff=6.47 cfs 0.900 of Pond EX-P: Existing Pond Peak Elegy =937.09' Storage =5.056 af Inflow= 88.78 cfs 6.288 af 12.0" x 87.0' Culvert Outflow=5.50 cfs 6.188 af Total Runoff Area = 24.940 ac Runoff Volume = 7.188 af Average Runoff Depth = 3.46" W'A.L'14918 EXI STl NG Type 1124 -hr 100-YR Rainfall =5.90" Prepared by Brady Busse!man - MFRA Page 2 H droCAD® 7.00 sin 000887 © 1988 -2003 A• • fled Microcom • uter S stems 1/31/2005 Runoff = 88.78 cfs @ 12.10 hrs, Volume= Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -YR Rainfall =5.90" Area ac CN Descri tion Tc Length Slope Velocity Capacity Description min feet ft/ft ft /sec cfs 14.4 260 0.0050 3.4 1,200 0.0050 17.8 1,460 Total Subcatchment EX-1S: Existing Subcatchment-Drains to Wal -Mart Pond Hydrograph W 95- 90- 85- 80- 75. 70• 65- 60. U 55 50. o 45 , 11.230 8.140 19.370 82 Weighted Average 40- 35. 30- 25 20- 15- 10- 5- 0 Subcatchment EX -15: Existing Subcatchment- Drains to Wal -Mart Pond 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 0.288 af, Depth= 3.90" 0.3 Lag/CN Method, Rood Drains 5.9 29.00 Circular Channel (pipe), From far east roof drain. Diam= 30.0" Area 4.9 sf Perim= 7.9' r= 0.63' nW 0.013 le° 10, m • ����� ��is. �� .�.i��.� �����i,%ist�.iiiiir,�. loll ,�riiie�o� .r�ii.�iiiii.�i`ii� no r ac no Volume = of Runoff Depth 3 90" Length min 82 e 24 -hr ?00- infaU= :5.90" 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Runoff WAL.14918-EXISTING Prepared by Brady Busselman w MFRA H droCAD® 7.00 sin 000887 © 1 986 -2003 A. •lied Microcom U) U 0 LL 5 5.570 Subcatchment EX -2S: Additional Property - Drains to Applebee's Pond Runoff = 6.47 cfs @ 12.49 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type!! 24 -hr 100 -YR Rainfall =5.90 " Area ac CH Descri tion 61 >75% Grass cover, Good, HSG 13 Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 45.9 970 0.0130 0.4 Subcatchment EX 2S: Additional Property - Drains to Applebee's Pond Hydrograph 6 47::'cfs 01; 00 00 ee, 00 0 0 • ..MITMeZerirdi d '4 Fe 4°""4., 10 12 14 16 Lag/CN Method, uter S stems Type 11 24-hr 100 -YR Rainfal1=5.90" Page 3 1/31/2005 0.900 af, Depth= 1.94" 11 -24hrT Rainfafl5 90" RunoffArea5 570 ac unoff VoIumeO 900 af Runoff Depth1 94" flow Length970 Tc=459 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Runoff WAL.I 491 B EXI STI NG Type 11 24-hr 1 OO--YR Rainfall =5.90" Prepared by Brady usselman -- MFRA Page 4 � Y Y • H droCAD® 7.00 sin 000887 © 1986-2003 As shed Microcom uter S stems 1/31/2005 112005 Pond EX -P: Existing Pond Inflow Area = 19.370 ac, Inflow Depth = 3.90" for 100 -YR event Inflow = 8 cfs a@ 12.10 hrs, Volume= 6.288 of Outflow = 5.50 cfs a@ 13.53 hrs, Volume= 6.188 af, Atten= 94 %, Lag= 85.8 min Primary = 5.50 cfs a@ 13.53 hrs, Volume= 6.188 of Routing by Stor --Ind method, Time Span= 0.00 -48.00 hrs, dt = 0.01 hrs Starting Elev- 933.30' Surf.Area= 0.738 ac Storage= 1.401 af Peak Elev= 937.09' J 13.53 hrs Surf.Area= 1.186 ac Storage= 5.056 af (3.655 af above start) Plug -Flow detention time 583.3 min calculated for 4.786 af (76% of inflow) Center -of -Mass det. time 377.0 min ( 1,194.5 - 817.5 ) # Invert Avail .Storage Storage Description 1 931.00' 9.015 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area I nc. Store Cum. Store feet acres acre -feet acre -feet 931.00 0.480 0.000 0.000 932.00 0.583 0.532 0.532 933.00 0.696 0.640 1.171 934.00 0.836 0.766 1.937 935.00 0.944 0.890 2.827 936.00 1.058 1.001 3.828 937.00 1.175 1 .117 4.944 938.00 1.295 1.235 6.179 939.00 1.416 1.356 7.535 940.00 1.543 1.480 9.015 # Routine Invert Outlet Devices �� � long conforming 1 Primary 933.30' 12.0" x 87.0 lon Culvert RCP, end - section conformin to fill, Ke= 0.500 Outlet Invert= 932.87' S= 0.0049 n= 0.013 Cc= 0.900 Primary OutFlow Max =5.50 cfs © 13.53 hrs NW= 937.09' (Free Discharge) L1= Culvert (Barrel Controls 5.50 cfs @ 7.0 fps) WAL14918-EXISTING Prepared by Brady Busselman A MFRA HydroCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems 9F 9C 8E 80 7E 7C 6E 6C u 5E 4E 50- 4C 35= 30- 2E4 20- 5 0 Pond EX -Pa Existing Pond Hydrograph Type 11 24-hr 100 -YR Rainfall =5.90" Page 5 1/31/2005 ftf# "0 OF' ( jed (0,71:07,7 " 4'7:F b 410."/ , r /Ff WO Off eMdi Or 0 2 4 6 8 10 12 ' E ' 14 ' F 16 18 ' 3 ' 20 22 24 26 Time (hours) 28 30 32 34 36 38 40 42 44 46 48 FIGURE D FIGURE E Drainage Diagram for WAL14918 Prepared by Brady Busselman - MFRA 7/13/2005 HydroCAD® 7.00 sln 000887 © 1986-2003 Applied Microcomputer Systems WALL4918 Type 11 24-hr 2.5" Rainfall =+2.54" Prepared by Brady Busselman - MFRA Page 2 HydroCAD® 7.00 s/n 000887 © 1986 - 2003 Applied Microcomputer Systems 7113/2005 Time span =0.00 -48.00 hrs, dt =0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH= SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 1S: North Area/Norrell Avenue Runoff Area =1 3.650 ac Runoff Depth =1.45" Flow Length =1,000' Tc =21.2 min CN =89 Runoff =21.39 cfs 1 .655 of Subcatchment 2S: Central Runoff Area= 0.030 ac Runoff Depth =0.30" Tc =10.0 min CN =65 Runoff =0.28 cfs 0.023 of Subcatchment 35: South Runoff Area = 10.360 ac Runoff Depth= 1.96" Flow Length =1,930` Tc ='18.3 min CN =95 Runoff =22.94 cfs 1.695 of Pond 1P: South Peak EIev= 937.37' Storage =0.678 af Inflow =22.94 cfs 1.695 af 18.0" x 152.0' Culvert Outflow=9.82 cfs 1.017 af Pond 2P: Central Peak Elev =937.37` Storage =1.040 af Inflow =9.92 cfs 1.040 af outflow =0.00 cfs 0.000 af Pond 3P: Existing Pond - Modified Outlet Peak EIev =933.63' Storage =1.655 af Inflow=21.39 cfs 1.655 af outflow =0.00 cfs 0.000 af Total Runoff Area = 24.940 ac Runoff Volume = 3.373 af Average Runoff Depth = 1.62" WAL'14918 Type 1124 -hr 2.5" RaInfa11-2.50" Prepared by Brady Busselman - MFRA Page 3 HydroCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems 7/13/2005 Runoff Area ac CN Descri tion 10.190 3.460 13.650 23 22 21 20 19 18 17 16 15 �.. 14- 13- 12- v 11- 10 9- 8- 7 5- 4- 3- 2- 1- 0 2 4 8 Subcatchment IS: North ArealNorrell Avenue � - 21.39 cfs a@ 12.13 hrs, Volume= 1.655 af, Depth= 1.45" Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2.5" Rainfall =2.50" 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 89 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 21.2 1,000 0.0120 0.8 Lag /CN Method, Nome!! Avenue Subcatchment 1S: North Area/Norrell Avenue Hydrograph 30701 10, Vet O r41 L ..T e 1124-hr " Rainfa R unoffAreal3 un ff Volume=1.655 of R unoff = D 4 FIow_ - Lengtil • 1 ! 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 Time (hours) i . 46 48 u Runoff WAL t 49'18 Type 11 24-hr 2.5" Rainfall=2.50" Prepared by Brady Busselman - MFRA Page 4 HydroCAD® 7.00 s/n 000887 D 1986-2003 Applied Microcomputer Systems 7/1 3/2005 Runoff -- 0.28 cfs 12.05 hrs, Volume= 0.023 af, Depth= 0.30" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2.5" Rainfal1=2,50" Area ac CN Descri .tion Tc min 10.0 0.3 0.28- 0.26 -• 0.24 - 0.22- 0.2 0.18 0 0.16 LL 0.14 0.12 0.1 0.08- 0.06 0.04 0.02 0 0.830 61 >75% Grass cover, Good, HSG B 0.100 98 Paved parking & roofs 0.930 65 Weighted Average Description feet ft/ft ft/sec cfs Direct Entry, Length Slope Velocity Capacity 0.28 tis Subcatchment 2S: Central Subcatchment 2S: Central Hydrograph 1124 -hr .5" :...._. RainfaII2 550 RunoffArea0 930 ac noff Volume - 0.023 -af Runoff Depth0 30" 001 w deAP min 65 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) WAL'1 4913 Type 11 24-hr 25" Rainfall=2.50" Prepared by Brady Busse!man m MFRA Page 5 HydroCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems 7/13/2005 Runoff = 22.94 cfs a@ 12.10 hrs, Volume= 1.695 af, Depth= 1.96" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-48.00 hrs, dt = 0.01 hrs Type 11 24 -hr 2.5" Rainfall =2.50" Area ac CN Description 9.510 98 0.850 10.9 350 0.0050 7.4 1,580 0.0020 18.3 1,930 Total Subcatchment 3S: South Paved parking & roofs 61 >75% Grass cover, Good, HSG B 1 0.360 95 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.5 Lag/CN Method, roof drains 3.6 15.26 Circular Channel (pipe), Diam= 28.0" Area 4.3 sf Perim= 7.3' 0.58' = 0.013 Subcatchment 3S: South Hydrograph L. 25- 24- 23 22= 21- 20- 19 18- = _ 167 j: �15-�' `sT 13.i ' ' 1044 g 12- �. _ . - e ero 10-i OW 9'- - _..._ op 8-: : 000 1 A 6-- gaP . 40A, .e Ore."'d a I I 1 i Plir APArar Strbrorta fro Oro areAs r COW r driee - I s.. . 1 s r. r 3 s s e I s s: . 1 r s r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) El Runoff WALL 49I 8 Type 1! 24-hr 2.5" Rainfall=2. 50" Prepared by Brady Busselman MFRA Page 6 HydroCAD® 7.00 s/n 000887 © 1986-2003 Applied Microcomputer Systems 7/13/2005 [86] Warning: Oscillations may require smaller dt Pond 1P: South Inflow Area = 10.300 ac, Inflow Depth = 1.96" for 2.5" event Inflow = 22.94 cfs a@ 12.10 hrs, Volume= 1.095 of Outflow = 9.82 cfs a@ 12,27 hrs, Volume= 1.017 af, Atten= 57 %, Lag= 10.5 min Primary = 9.82 cfs @ 12.27 hrs, Volume= 1.017 of Routing by Sim -Route method, Time Span- 0.00 -48.00 hrs, dt= 0.01 hrs Peak Elev- 937.37' @ 24.83 hrs Surf.Area= 0.189 ac Storage= 0.678 af Plug -Flow detention time 119.6 min calculated for 1.017 af (60% of inflow) Center-of-Mass det. time= 14.3 min ( 811.3 - 797.1 ) # Invert Avail.Stora +e Stora•e Descri.tion 933.00' 3.608 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store ( feet) (acres) (acre -feet) (acre -feet 933.00 0.080 0.000 0.000 939.00 0.230 0.930 0.930 940.00 0.301 0.266 1.195 946.00 0.503 2.412 3.608 # Routine Invert outlet Devices 1 Primary 933.00' 18.0" x 152.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 933.00' S= 0.0000 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max =9.70 cfs 12.27 hrs HW= 938.50' TW ®934.53° (Dynamic Tailwater) ' ---1 =culvert (Barrel Controls 9.76 cfs aJ 5.5 fps) ° ALI 4918 Type 1124 -hr 2.5" Rainfall =2.50" Prepared by Brady Busselman - MFRA Page 7 HydroCAD® 7.00 sin 000887 © 1986 -2003 Applied Microcomputer Systems 7/13/2005 24 22 20 18 16- 14- !:: Pond 1P: South Hydrograph I nflow Area=1O36O a ak EIev =93737 StorageO 67.8 - UVV x 152OVC U I ve Yeardiffe/Are,Of dost i z e zz ,"'' , WeNCOMPRMIZSMAPOPY,' .09 7.,Ze eeZAKWAWI • I 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) El inflow CI Primary WAL14918 Prepared by Brady Busselman MFRA HydroCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems Inflow Area Inflow Outflow = Primary -- 1 933.00' Elevation Surf.Area feet) (acres 933.00 939.00 940.00 943.00 # Routin ■ 1 Primary 2 Device 1 3 Device 1 938.00' 11.290 ac, Inflow Depth = 1.11" 9.92 cfs a@ 12.27 hrs, Volume= 0.00 cfs @ 0.00 hrs, Volume= 0.00 cfs a@ 0.00 hrs, Volume= 0.152 0.324 0.440 0.556 Invert 935.87' 937.60' Pond 2P: Central Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Peak Elev= 937.37' @ 24.84 hrs Surf.Area= 0.277 ac Storage= 1.040 af Plug -Flow detention time (not calculated) Center -of -Mass det. time= (not calculated) # Invert Avai 1. Storage Storage Description Inc.Store Cum.Store acre -feet} (acre -feet 0.000 0.000 1.428 1.428 0.382 1.810 1.494 3.304 Type 11 24 2.5" Rarnfa11=2.50" Page 8 7/1 3/2005 for 2.5" event 1 .040 af 0.000 af, Atten= 100 %, Lag= 0.0 min 0.000 of 3.304 af Custom Stage Data (Prismatic) Listed below Outlet Devices 12.0" x 47.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 935.40' S= 0.0100 '1' n= 0.013 Cc= 0.900 4.0' long x 0.5' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 40.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Primary OutFlow Max =0.00 cfs a 0.00 hrs HW 933.00' TV= 931.00' (Dynamic Tailwater) 1 =Culvert ( Controls 0.00 cfs) T - 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3 =Orif ce /Grate ( Controls 0.00 cfs) WALL 49'[ B Type 11 24-hr 2.5" Rainfall=2.50" Prepared by Brady Busselman - MFRA Page 9 HydroCAD® 7.00 sin 000887 © 1980 -2003 Applied Microcomputer Systems 7/13/2005 Pond 2P: Central Hydrograph 17 415* a'ggfreM3F4Wjr" , •VAMfelePFV-cfg,501.t'4W,P,M5V1VW9,52:A4, 0 - i 7 7 I T I i 2 _ = i i i 7 i 1[ e I i 1 l r j 1 e[ 1 1 i [[ f r r 1[{ 1 r 1 r/ r r 1 i r .... r... .... ..., i .... 1 ..._ i .... 0 2 4 6 8 10 .12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Inflow J Primary WAL1 491 8 Prepared by Brady Busselman - MFRA HydroCAD® 7.00 sin 000887 © 1985 -2003 Applied Microcomputer Systems Pond 3P: Existing Pond - Modified Outlet Inflow Area = 24.940 ac, Inflow Depth = 0.80" for 2.5" event Inflow = 21.39 cfs @ 12.13 hrs, Volume= 1.655 of Outflow = 0.00 cfs a@ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs J 0.00 hrs, Volume= 0.000 af Routing by Sim-Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Peak Elev= 933.63' ac 25.21 hrs Surf.Area= 0.784 ac Storage= 1 .655 af Plug -Flow detention time (not calculated) Center -of -Mass det. time (not calculated) # Invert Avail.Storage Storage Description 1 931.00' 9.015 af Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store feet acres acre -feet acre-feet 931.00 0.480 0.000 0.000 932.00 0.583 0.532 0.532 933.00 0.696 0.640 1 .171 934.00 0.836 0.766 1 .937 935.00 0.944 0.890 2.827 936.00 1.058 1 .001 3.828 937.00 1.175 1.117 4.944 938.00 1.295 1.235 6.179 939.00 1.416 1 .356 7.535 940.00 1.543 1.480 9.015 # Routin. Invert Outlet Devices 1 Primary 933.65' 8.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 931.00' (Free Discharge) i t--1 =Orifice/Grate ( Controls 0.00 cfs) Type 11 24 2.5" Rainfall =2.50" Page 10 7/13/2005 WALI4918 Prepared by Brady Busselman MFRA HydroCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems 23 22 21 20 19 18 17 16 15 - 14 13 12 a 11 u: 10 9 8 7 6 5 4 3 2 n 0 s 0 2 4 6 8 10 12 14 16 18 20 Pond 3P: Existing Pond - Modified Outlet Hydrograph pc; 00 0 014,4 ,o5A "„p) VX*WAWfdi'4V4cor.dWAwoz,f-ff,e,rm p .9 w#7 .4„,, 22 24 26 Time (hours) 28 30 32 34 36 38 Type 11 24-hr 2.5" Rainfall =2.50 " Page 11 7/1 3/2005 4b 42 44 46 48 El Inflow 0 Primary I+IGURE F Drainage Diagram for WAL14918 Prepared by Brady Busse!man - MFRA 8/8/2005 HydroCADQ 7.00 s/n 000887 Q 1986 -2003 Applied Microcomputer Systems WAL149I8 Type 11 24-hr 1.5 -year Rainfall= 2.8O" Pr ared by Brady Busselman - MFRA _ Page 2 � � � 8/8/2005 HydroCAD® 7.00 s/n 000887 © 1986 - 2003 Applied Microcomputer Systems e Time span -0.00 -48.00 hrs, dt =0.01 hrs, 4801 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 'IS: North ArealNorrell Avenue Runoff Area = 13.650 ac Runoff Depth =1.72" Flow Length = 1,000' Tc =21.2 min CN =89 Runoff =25.26 cfs 1.957 af Subcatchment 2S: Central Runoff Area =0.930 ac Runoff Depth =0.42" Tc =19.9 min CN =65 Runoff =0.46 cfs 0.032 of Subcatchment 3S: South Runoff Area =10.360 ac Runoff Depth =2.25" Flow Length1,930' Tc =18.3 min CN=95 Runoff= 25.15 cfs 1.946 af Pond 1P: South Peak Elev= 940.08' Storage =1.219 af Inflow =26.15 cfs 1.946 af 18.0" x 152.0' Culvert Outflow=11.67 cfs 1.946 af Pond 2P: Central Peak Elev =938.79' Storage=1.377 af Inflow =11.67 cfs 1.979 af Outflow =5.55 cfs 1.978 af Pond 3P: Existing Pond - Modified Outlet Peak Elev =936.22' Storage =4.058 af Inflow= 29.89 cfs 3.935 af outflow=2.51 cfs 3.816 af Total Runoff Area = 24.940 ac Runoff Volume = 3.935 af Average Runoff Depth =1.891V WAL14918 Prepared by Brady Busselman - MFRA H droCAD® 7.00 sin 000887 © 1986-2003 As 'lied Microcom Runoff Area ac 10.190 3.460 13.650 Tc Length (min) (feet) 21.2 1,000 28- 26. 14. 12- 10 8 6- 4. 2. 0 2 4 6 8 10 12 14 uter S stems Subcatchment '1S: North ArealNorrell Avenue = 25.26 cfs @ 12.13 hrs, Volume= 1.957 af, Depth= 1.72" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1.5 -year Rainfall =2.80" CN Descri•tion 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 89 Weighted Average Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 0.0120 0.8 Lag /CN Method, Morrell Avenue Subcatchment IS: North Area/Norrell Avenue Hydrograph it 16 18 20 22 24 26 Time (hours) Type 11 24-hr 1.5 year Rainfa11 =2.80" Page 3 8/8/2005 t 0 0 0 �.�.�i' //��.s�is /. /. /fie ri //�f lam /.�,�- ./��/� ////// ////// i////// �I/ l /�./ /I/ / //ii/ //i!�' / / / /�/ /� / /�' pe it 24hr15 - RainfaIl2 80" unofF Rrea= 13.650 ac Hoff Vo1Urne = .1..95. RunaffsDepth Flovv Length-1 000 min 28 30 32 34 36 38 40 42 44 46 48 WAL1 49 8 Type 11 24-hr 1.5 -year Rainfall 2.80" Prepared by Brady Busselman �- MFRA Page 4 � y � HydroCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems 8/8/2005 Runoff = 0.46 cfs @ 12.04 hrs, Volume= Runoff by SCS TR -20 method, UH -SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1.5 -year Rainfall =2.80" Area ac CN Descri tion 61 >75% Grass cover, Good, HSG B 98 Paved • arkin• & roofs 65 Weighted Average 0.830 0.100 0.930 Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 10.0 U) 0 0.48- 0.46 0.44 0.42 0.4 -- 0.38 0.36 0.34 0.32 0.3= 0.28= 0.26_ 0.24- 0 {� 0.2 r 0.18 - 0.16- 0.147 0.12 X7 0.1 - 0.08 0.06 0.04= 0.02 0.. 0 D:4s.3cfs;. Subcatchment 2S: Central Subcatchment 2S: Central Hydrograph „0 I 0 0 4 4° 10 frArzz �/�/ /� /.//�� /,�!/ / // //���i // !mil /�'/ / ///� /�� /./� / / / /�i�� Di rect Entry, uno 0.032 af, Depth= 0.42" olume- Hoff e i f l a • 2 80" 1 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Runoff WALL 49I 8 Type 11 24-hr 1.5 ,year Rainfall =2.80" Prepared by Brady Busseiman - MFRA _ Page 5 H droCAD® 7.00 sin 000887 © 1986-2003 A• 'lied Microcom • uter S stems 8/8/2005 Subcatchment 3S: South Runoff = 26.15 cfs a@ 12.10 hrs, Volume= 1.946 af, Depth= 2.25" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1.5 -year Rainfall =2.80" Area ac CN Descri•tion 9.510 0.850 10.360 10.9 350 0.0050 7.4 1,580 0.0020 18.3 1,930 Total 28:- 26 24 22: 2D w" 6- 4 2_, 6- 6 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 95 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 2615Of 0.5 Lag/CN Method, roof drains 3.6 15.26 Circular Channel (pipe), Diam= 28.0" Area= 4.3 sf Perim= 7.3' Subcatchment 3S: South Hydrograph gig • A*, e II..2hr . 5- year RainfaII2 80" unoff AreaiO 360 ac unoff Volume =1 .946 of Runoff Depth=2 25" FIow Lengthl ,930 Tc=18 3 min 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0.58' = 0.013 3 Runoff WALL 49I 8 Type 11 24- hr 1.5 -year Rainfall=Z. 8D►► Prepared by Brady Busselman - MFRA - Page 6 HydroCAD® 7.00, s/n 000887 © 1986 - 2003 Applied Microcomputer Systems 8/8/2005 [86] Warning: Oscillations may require smaller dt Inflow Area = 1 0.360 ac, Inflow Depth = 2.25" for 1.5 -year event Inflow = 26.15 cfs a@ 12.10 hrs, Volume= 1.946 of Outflow = 11.67 cfs a@ 0.00 hrs, Volume= 1.946 af, Atten= 55 %, Lag= 0.0 min Primary = 11.67 cfs @ 0.00 hrs, Volume= 1.946 of Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev= 937.40' Surf.Area= 0.190 ac Storage= 0.682 af Peak Elev = 940.06' © 12.38 hrs Surf.Area= 0.303 ac Storage= 1.219 af (0.537 af above start) Plug -Flow detention time 221.1 min calculated for 1.264 af (65% of inflow) Center-of-Mass det. time= 35.1 min ( 828.4 - 793.3 ) # Invert Avail. Stora • e Stora • e Descri tion 933.00' Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre4eet)Jacre-feet 933.00 0.080 939.00 0.230 940.00 0.301 946.00 0.503 # Routin ■ 1 Primary 3.608 af Custom Stage Data (Prismatic) Listed below 0.000 0.930 0.266 2.412 Invert Outlet Devices Pond 1P: South 0.000 0.930 1.195 3.608 933.00' 18.0" x 152.0' long Culvert RCP, end - section conforming to fill, Ke- 0.500 Outlet Invert= 933.00' 5= 0.0000 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 937.40' TW= 937.40' (Dynamic Tailwater) t--1= Culvert ( Controls 0.00 cfs) 'ALI49IB Prepared by Brady Bussefman - MFRA H droCAD® 7.00 s/n 000887 © 1986-2003 As 'lied Microcom • 16 ▪ 14 L 044 300 28- 26 24- 22- 20- 18- 6 4 2 t o: • 1 Pond 1P: South Hydrograph uter S stems Type 11 24 1.5 year Rainfall= 2.80" Page 7 8/8/2005 Inflow Area = 10.360 ac Peak EIev=940 O6' Storagel 219 . -a 8.0" . .152 . o Culvert w "Xl ., . .. .. ' # "' d 9, 4 re rffe reirIPMF e jor 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Inflow 0 Primary WALI4918 Type 1124 -hr 1.5 -year Rainfall =2.80" Pre,pared by Brady Busselman - MFRA Page 8 y . t H droCAD® 7.00 s/n 000887 © 1986-2003 A. • Ihed Microcom uter S sterns 8/8/2005 [80] Warning: Exceeded Pond 1P by 0.10' @ 0.02 hrs (2.19 cfs) Inflow Area inflow -- Outflow -- Primary Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev= 937.40' Surf.Area= 0.278 ac Storage= 1.047 af Peak Elev- 938.79' a@ 13.01 hrs Surf.Area= 0.318 ac Storage= 1.377 af (0.330 af above start) Plug -Flow detention time 319.8 min calculated for 0.931 of (47% of inflow) Center -of -Mass det. time 36.7 min ( 866.5 - 829.7 ) # Invert Avail.Stora ■e Storage Descri tion Elevation feet 933.00 939.00 940.00 943.00 933.00' # Routin ■ 1 Primary 2 Device 1 3 Device 1 4 Device 2 11 .290 ac, Inflow Depth = 2.10" 11.67 cfs a@ 0.00 hrs, Volume= 5.65 cfs @ 13.01 hrs, Volume= 5.65 cfs 13.01 hrs, Volume= Surf.Area acres 0.152 0.324 0.440 0.556 935.87' Pond 2P: Central for 1.5 -year event 1 .979 af 1.978 af, Atten= 52°/x, Lag= 780.4 min 1.978 af 3.304 af Custom Stage Data (Prismatic) Listed below I nc. Store Cum. Store acre -feet acre -feet 0.000 0.000 1.428 1.428 0.382 1.810 1.494 3.304 Invert Outlet Devices 12.0" x 47.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert- 935.40' S= 0.0100 '1' n-- 0.013 Cc= 0.900 937.40' 4.0' long x 0.5' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 938.00' 40.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 933.00' 18.0" x 14.0' long Culvert RCP, end - section conforming to fill, Ke = 0.500 Outlet Invert= 932.86' S= 0.0100 '1' n= 0.013 Cc= 0.900 Primary OutFlow Max =5.65 cfs @ 13.01 hrs HW= 938.79' TW= 935.58' (Dynamic Tai(water) L1= Culvert (Barrel Controls 5.65 cfs @ 7.2 fps) 2= Broad - Crested Rectangular Weir (Passes < 21.70 cfs potential flow) t-- 4= Culvert (Passes < 10.02 cfs potential flow) 3= Orifice /Grate (Passes < 23.93 cfs potential flow) WAL14918 Prepared by Brady Bussetman MFRA H droCADO 7.00 sin 000887 © 1986-2003 A• 'lied Microcom u) 0 tj 13 -1 12- 11- 10- 9- 8- 7- 5- 4-_ 3- Pond 2P: Central Hydrograph uter S stems Type 11 24-hr 1.5-year Rainfall=2.80" Page 9 8/8/2005 2- 1M 49," r 1 - ' .0 / da#Z11# WMArd ZO AP r ;" dri reerarg ; ' - f Zeri ,Ze red= WOW; relre Offe WOW 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Inflow 0 Primary WAL 1491 8 Prepared by Brady Busselman - MFRA H droCAD® 7.00 sin 000887 © 1986 -2003 A 11 Inflow Area Inflow Outflow -- Primary -- Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev= 933.65' Surf.Area= 0.787 ac Storage= 1.669 af Peak Eiev= 936.22' @ 15.41 hrs Surf.Area= 1.083 ac Storage= 4.068 af (2.399 af above start) Plug -Flow detention time= 958.8 min calculated for 2.146 of (55% of inflow) Center -of -Mass det. time 521.2 min ( 1,368.3 - 847.1 ) # Invert Avail . Stora• e Stara • e Descri .tion 9.015 af Custom Stage Data (Prismatic) Listed below Elevation feet 931.00 932.00 933.00 934.00 935.00 936.00 937.00 938.00 939.00 940.00 931.00' Pond 3P: Existing Pond - Modified Outlet Inc.Store acre -feet 0.000 0.532 0.640 0.766 0.890 1.001 1.117 1.235 1.356 1.480 Surf.Area acres 0.480 0.583 0.696 0.836 0.944 1.058 1.175 1.295 1.416 1.543 lied Microcom 24.940 ac, Inflow Depth = 1.89" for 1.5 -year event 29.89 cfs a@ 12.13 hrs, Volume= 3.935 of 2.51 cfs J 15.41 hrs, Volume= 3.816 af, Atten= 92 %, Lag= 196.8 min 2.51 cfs c 15.41 hrs, Volume= 3.816 af Cum.Store acre-feet 0.000 0.532 1.171 1.937 2.827 3.828 4.944 6.179 7.535 9.015 # Routin 1 Primary 2 Device 1 3 Device 2 uter S stems Primary OutFlow Max =2.51 cfs @ 15.41 hrs HW= 936.22' (Free Discharge) t---1= Culvert (Passes 2.51 cfs of 5.11 cfs potential flow) t-2 =Orifice /Grate (Orifice Controls 2.51 cfs © 7.2 fps) L3= Culvert (Passes 2.51 cfs of 13.63 cfs potential flow) Type 11 24 1.5 - year Rainfa11 =2.80" Page 10 8/8/2005 Invert Outlet Devices ............ ....... . 933.20' 12.0" x 57.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 932.92' S= 0.0049 '!' n= 0.013 Cc- 0.900 933.65' 8.0" Vert. Orifice/Grate C= 0.600 932.47' 18.0" x 47.0' long Culvert RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 932.00' S= 0.0100 '1' n= 0.013 Cc= 0.900 WAL14918 Prepared by Brady Busse!man - MFRA H droCAD® 7.00 sin 000887 ©1 986 -2003 A. • lied Microcom 32 30 28 26 24 22 20 0 18 ..r 0 16 u- 14 12 10 8 6 4 2 Pond 3P: Existing Pond - Modified Outlet Hydrojraph s WPX9 1 717 . 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) uter S stems 32 34 Type 11 24-hr 1.5 year Rainfall =2.8O" Page 11 8/8/2005 36 38 40 42 44 46 48 wAL`I 49 1 8 Type 11 24-hr 10 year Rainfall= 4.20" by Brady usselman -- MFRA Prepared y Y Page 1 HydroCAD® 7.00 sin 000887 © 1986 -2003 Applied Microcomputer Systems 8/8/2005 Time span= 0.00 -48.00 hrs, dt =0.01 hrs, 4801 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment IS: North ArealNorrell Avenue Runoff Area =l 3.650 ac Runoff Depth-3.01" Flow Length 1 ,000' Tc =21.2 min CN =89 Runoff =43.63 cfs 3.425 of Subcatchment 2S: Central Runoff Area =0.930 ac Runoff Depth =l .15" Tc =10.0 min CN =65 Runoff =1.57 cfs 0.089 of Subcatchment 3S: South Runoff Area =10.360 ac Runoff Depth =3.63" Flow Length ='l ,930' Tc 18.3 min CN =95 Runoff =4l .01 cfs 3.132 of Pond 1P: South Peak Eiev =941.16' Storage 1 .663 af Inflow =41.01 cfs 3.132 af 18.0" x 152.0' Culvert outflow =11.67 cfs 3.132 af Pond 2P: Central Peak Elev =939.49' Storage =l .615 af lnflow =1 1.67 cfs 3.221 af outflow =6.01 cfs 3.221 af � Pond 3P: Existing Pond - Modified Outlet Peak Elev = 937.66° Storage =5.755 af Inflow =48.62 cfs 6.646 af outflow =3.22 cfs 6.416 af Total Runoff Area = 24.940 ac Runoff Volume = 6.647 af Average Runoff Depth = 3.20" WAL14918 Type 11 24-hr 10-year Rainfall= 4.2D" Prepared by Brady Busselman MFRA Page 2 HydroCAD® 7.00 sin 000887 © 1986 -2003 Applied Microcomputer Systems 8/8/2005 Subcatchment 15: North AreaMNorrell Avenue Runoff = 43.63 cfs @ 12.13 hrs, Volume= 3.425 af, Depth= 3.01" Runoff by SCS TR-20 method, UH =SCS, Time Spam 0.00 -48.00 hrs, dt= 0.01 hrs Type l 1 24-hr 10 -year Rainfall = 4.20" Area ac CN Descri tion 10.190 98 Paved parking & roofs 3.460 61 >75% Grass cover, Good, HSG B 13.650 89 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 212 1 ,000 0.0120 0.8 Lag /CN Method, Norrell Avenue Subcatchment IS: North Area /Norrell Avenue Hydrograph 10 0 0 T 1g2 i dreae 0 } } , . � ; i _ i [ _ _ i reeA ffdPiXf, re refffeZeP17 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) WAL1 49' 8 Type 11 24-hr 10 -year Rainfall = 4.20 by Brady P b Brad Busselman a MFRA Page 3 H droCAD® 7.00 s/n 000887 © 1 986 -2003 A • ■lied Microcom s uter S stems 8/8/2005 Subcatchment 2S: Central Runoff 1.57 cfs @ 12.03 hrs, Volume= 0.089 af, Depth= 1.15" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -year Rainfall= 4.20" Area ac CN Description 61 >76% Grass cover, Good, HSG B 98 Paved ■ arki n • & roofs 65 Weighted Average 0.830 0.100 0.930 Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 10.0 Direct Entry, Subcatchment 2S: Central Hydrograph 167 cis: Type II 24hr 10 -year RainfaIl4 20" Runoff Area =0.930 ac muff Volume0.089 of -- Runoff',Depth =1.15 Tc10 0 min N =65 1 0 vrA IP; Fve " Wo1 r,}71 Are le•-4•01/2/Aro OforelMOrieilla 974 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ! Runoff WAL 1 4918 Type 11 24-hr 10 year Rainfall =4.20" Prepared by Brady Bussefman - MFRA Page 4 H droCAD® 7.00 s/n 000887 © 1986 -2003 As idled Microcom • uter S stems 818/2005 Runoff = 41.01 cfs a@ 12.10 hrs, Volume= Area ac CN Descri ■ tion 9.510 0.850 10.360 98 Paved parking & roofs 61 >75% Grass cover, Good, HSG B 95 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs V 0 10.9 350 0.0050 7.4 1,580 0.0020 18.3 1,930 Total 44= 4o 38- 36 34 32 30 28- 26-- 24-= 22 20- 184 16- 14Y 12 1o= 6- 4- 2- O 001 f, „00 rofF ;40 Subcatchment 3S: South Subcatchment 3S: South Hydrograph 3.132 af, Depth= 3.63" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -year Rainfall = 4.20' 0.5 LagICN Method, roof drains 3.6 15.26 Circular Channel (pipe), Diam= 28.0" Area 4.3 sf Perim= 7.3' r= 0.58' a a .36Q ac noff,Volume =3.12 af Runoff Depth3 63" Flow Length1,93O' - Tc=1&3 in =95 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0.013 WAL14918 Prepared by Brady Busselman - MFRA H droCAD® 7.00 sin 000887 © 1986 -2003 A 11 Pond '1P: South [86] Warning: Oscillations may require smaller dt Inflow Area = 10.360 ac, Inflow Depth = 3.63" for 10 -year event Inflow = 41.01 cfs @ 12.10 hrs, Volume= 3.132 of Outflow - 11.67 cfs J 0.00 hrs, Volume= 3.132 af, Atten= 72 %, Lag= 0.0 min Primary = 11.67 cfs a@ 0.00 hrs, Volume= 3.132 of Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev = 937.40' Surf.Area= 0.190 ac Storage= 0.682 af Peak Elev= 941.16' © 12.45 hrs Surf.Area= 0.340 ac Storage= 1.663 af (0.981 af above start) Plug -Flow detention time 203.9 min calculated for 2.450 af (78% of inflow) Center -of -Mass det. time 55A min ( 836.3 - 780.8 ) # Invert AvaiI.Stora• e Stora• e Descri.tion 3.608 af Custom Stage Data (Prismatic} Listed below 933.00' Elevation Surf,Area Inc.Store Cum.Store feet acres acre -feet acre -feet ...................... 933.00 0.080 0.000 0 939.00 0.230 0.930 0.930 940.00 0.301 0.266 1.195 946.00 0.503 2.412 3.608 Type 11 24 1O -year Rainfall =4.20" Page 5 lied Microcom . uter S stems 8/8/2005 Routin. Invert Outlet Devices 1 Primary 933.00' 18.0" x 152.0' long Culvert RCP, end - section conforming to fill, Kew 0.500 Outlet invert= 933.00' S= 0.0000 `1' n= 0.013 Cc= 0.900 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 937.40' TW= 937.40' (Dynamic Tailwater) t-1 =Cu ►vent ( Controls 0.00 cfs) WALI4918 Pre,pared by Brady Busseiman o MFRA H droCAD® 7.00 sin 000887 © 1086 -2003 A 1w 444 42--` 444 36- 34-?' 324 30-2 ' 28' 26 24 7, . 22. FL 20- ' 18- 16- 11,67 tis df)rieree"/Xarerdr '1, lied Microcom Pond 1P: South Hydrograph uter S stems Type 11 24 - hr 10 Rainfall =4.20" Page 6 8/8/2005 Pe akEIev Stor 18.U" x 152 0' Culvert Inflow -Area- 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Q Inflow u Primary WAL14918 Prepared by Brady Busselman MFRA H droCAD® 7.00 sin 000887 © 1986 -2003 A. 'lied Microcom [80] Warning: Exceeded Pond 1P by 0.10' @ 0.02 hrs (2.19 cfs) Inflow Area Inflow Outflow Primary � - 11.290 ac, Inflow Depth = 3.42" 11.67 cfs a@ 0.00 hrs, Volume 6.01 cfs a@ 12.64 hrs, Volume= 6.01 cfs @ 12.64 hrs, Volume Pond 2P: Central uter S stems Type 11 24 10 - year Rainfall =4.20" Page 7 8/8/2005 for 1 0 -year event 3.221 af 3.221 af, Atten= 49 %, Lag= 758.6 min 3.221 af Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev= 937.40' Surf.Area= 0.278 ac Storage= 1.047 af 939.49' 13.65 hrs Surf.Area= 0.381 ac Storage= 1.615 af (0.567 af above start) Peak Elev 9 @ Plu 9 -Flow detention time= 267.4 min calculated for 2.174 of (67% of inflow) Center -of -Mass det. time 52.7 min ( 890.0 - 837.3 ) # Invert Avail. Stora • e Stora . e Descri tion 3.304 af Custom Stage Data (Prismatic) Listed below 1 Elevation feet 933.00 939.00 940.00 943.00 933.00' # Ro uti n • 1 Primary 2 Device 1 3 Device 1 4 Device 2 Surf.Area acres 0.152 0.324 0.440 0.556 935.87' I nc. Store Cum. Store acre -feet acre -feet 0.000 0.000 1.428 1.428 0.382 1.810 1.494 3.304 Invert outlet Devices 12.0" x 47.0' tong Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 935.40' S= 0.0100 '1' n= 0.013 Cc= 0.900 937.40' 4.0' long x 0.5' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 938.00' 40.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 933.00' 18.0" x 14.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 932.86' S= 0.0100 '1' n= 0.013 Cc= 0.900 � Primary OutFlow M ax =6.00 cfs 12.64 hrs HW =939.11' TW =936.42' (Dynamic Tailwater) -1 =Culvert (Barrel Controls 6.00 cfs a@ 7.6 fps) 4r 2=Broad - Crested Rectangular Weir (Passes < 29.66 cfs potential flow) g-- 4= Culvert (Passes < 11.12 cfs potential flow) 3 =OrificelGrate (Passes < 39.98 cfs potential flow) WAL14918 Prepared by Brady Busse !man MFRA HydroCAD® 7.00 sin 000887 © 1986-2003 Applied Microcomputer Systems 13 12 11 10 9 8 7 6 5 4 3 2 1 Pond 2P: Central Hydrograph Type 11 24-hr 10-year Rainfall=4,20" Page 8 8/8/2005 : 4 , fr4 • • - ! , , 4 A, f* WO rtil Mi i K AO Ir. e7,54 $ • . . 1 Inflow Area=11290 ac Peak E1ev=939.49' Storage=1.615 af 11"# ZAF,1": ___MRPXIIMOITYMIMMITIOM 4 €01~1 , 770.00, - MerAireZeM 2 reeg, 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Inflow 0 Primary WALL 49'18 Prepared by Brady Busselman - MFRA H droCAD® 7.00 sin 000887 © 1986 -2003 A. 'lied Microcom Inflow Area Inflow �- Outflow Primary -� Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev= 933.65' Surf.Area= 0.787 ac Storage= 1.669 af Peak Elev = 937.66' J 17.61 hrs Surf.Area= 1.254 ac Storage= 5.755 af (4.086 af above start) Plug -Flow detention time 981.8 min calculated for 4/47 af (71 % of inflow) Center -of -Mass det. time 655.7 min ( 1,505.3 - 849.6 ) # Invert Avail.Stora. e Storage Descri.tion Elevation feet 931.00 932.00 933.00 934.00 935.00 936.00 937.00 938.00 939.00 940.00 931.00' # Routi n ■ 1 Primary 2 Device 1 3 Device 2 uter S stems Pond 3P: Existing Pond - Modified Outlet 24.940 ac, Inflow Depth = 3.20" 48.62 cfs a@ 12.13 hrs, Volume= 3.22 cfs a 17.61 hrs, Volume- 3.22 cfs r 17.61 hrs, Volume= 9.015 af Custom Stage Data (Prismatic Surf.Area lnc.Store Cunl.Store acres acre -feet acre -feet 0.480 0.000 0.000 0.583 0.532 0.532 0.696 0.640 1.171 0.836 0.766 1.937 0.944 0.890 2.827 1.058 1.001 3.828 1.175 1.117 4.944 1.295 1.235 6.179 1 .416 1 .356 7.535 1.543 1.480 9.015 Type 1! 24 - hr 1O - year Rainfall =4.20" Page 9 8/8/2005 for 10 -year event 6.646 of 6.416 af, Atten= 93 %, Lag= 328.5 min 6.416 af Listed below Invert Outlet Devices 933.20' 12.0" x 57.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 932.92' S= 0.0049 '1' n= 0.013 Cc= 0.900 933.65' 8.0" Vert. Orifice/Grate C= 0.600 932.47' 18.0" x 47.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 932.00' S= 0.0100 '1' n= 0.013 Cc= 0.900 Primary OutFlow Max =3.22 cfs @ 17.61 hrs HW= 937.66° (Free Discharge) t--1= Culvert (Passes 3.22 cfs of 6.52 cfs potential flow) L-2= Orifice /Grate (Orifice Controls 3.22 cfs @ 9.2 fps) L3= Culvert (Passes 3.22 cfs of 17.03 cfs potential flow) WAL14918 Prepared by Brady Busse!man MFRA H droCAD® 7.00 sin 000887 © 1 980 -2003 As 'lied M icrocom 50 45 40 35 30- o 25 25 15- 1aµ difererffe 48.62 cf if l z f pr,4 0." op, „ 4,5„.„„t,, tigiree.ceozeiriffemvzor .." F Frf Xea": /Ace' Pond 3P: Existing Pond - Modified Outlet Hydrograph uter S stems 'floc rea=2 ak E1ev93 orate 5755 Type 11 24-hr 10-year Rainfall =4.20" Page 10 8/812005 10 12 14 15 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0 Inflow 0 Primary wAL149 "1 8 Type 11 24-hr 100-year Rainfall =5. DD" ared by Brady usselman a MFRA Page 1 Pry Y Y III H droCAD® 7.00 s/n 000887 01 986 - 2003 As 'lied Microcom ■ uter S stems 8/8/2005 Time span =0.00 -48.00 hrs, dt =0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH =SCS Reach routing by Sim -Route method - Pond routing by Sim -Route method Subcatchment 15: North Area/Norrell Avenue Runoff Area = 13.550 ac Runoff Depth = 4.84" Flow Length =l ,000' Tc =21.2 min CN=89 Runoff= 55.98 cfs 5.276 of Subcatchment 2S: Central Subcatchment 3S: South Pond 1P: South Pond 2P: Central Runoff Area = 0.930 ac Runoff Depth = 2.28" Tc =10.0 min CN=65 Runoff -3.25 cfs 0.177 of Runoff Area = 10.360 ac Runoff Depth =5.31" Flow Length = l ,930' Tc =18.3 min CN =95 Runoff -58.83 cfs 4.586 of Peak Elev =942.80' Storage= 2.241 af Inflow =58.83 cfs 4.586 af 18.0" x 152.0' Culvert outflow = 12.60 cfs 4.586 af Peak Elev= 940.50' Storage =2.057 af Inflow 13.16 cfs 4.763 af outflow =5.54 cfs 4.762 af Pond 3P: Existin g Pond - Modified Outlet Peak Elev =938.99' Storage =7.521 af Inflow =71.40 cfs 1 0.038 af outflow =3.76 cfs 9.220 af Total Runoff Area = 24.940 ac Runoff Volume = 10.039 af Average Runoff Depth = 4083 °" WAL14918 Type 11 24-hr 100-year Rainfa11= 5.90" Prepared by Brady Busselman MFRA Page 2 HydroCAD® 7.00 s/n 000887 © 1986-2003 Applied Microcomputer Systems 8/8/2005 U 0 Li 70' 65' 60 55• 50 40 35. 30 Subcatchment IS: North Area /Norrell Avenue Runoff 65.98 cfs @ 12.13 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00-48.00 hrs, dt = 0.01 hrs Type 11 24 -hr 100 -year Rainfall =5.90" Area ac CN Description 10.190 98 Paved parking & roofs 3.460 61 >75% Grass cover, Good, HSG B 13.650 89 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 21.2 1,000 0.0120 0.8 Hydrograph Lag1CN Method, Norrell Avenue Subcatchment '1 S: North Area/Norrell Avenue Type 1 r .. _ Ra infaII59O" RunoffAreal3 650 ac 12 unaff Volume- 76 af Runoff Depth4 64" . Flow Lengthl ,OOO Tc21 2 min _89 45 y IO 25- 20 ' 15- 10N 4927, litiffirejrn D z r $ E 4 r s s i s ; } 1 3 i 1 t t 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hours) 28 30 5.276 af, Depth = 4.64" 32 34 36 38 40 42 44 46 48 WAL_1 4918 Prepared by Brady Busse!man - MFRA H droCAD® 7.00 sin 000887 © 1986 -2003 A. stied Microcom Subcatchment 2S: Central Runoff = 3.25 cfs a@ 12.02 hrs, Volume= 0.177 af, Depth= 2.28 Runoff b y SCS TR -20 method, UH= SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24-hr 100 -year Rainfall =5.90 " Area ac CN Descri • tion 61 >75% Grass cover, Good, HSG B 98 Paved •arkin ■ & roofs 0.930 65 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 10.0 3- 2- �- 0 o 0 0.830 0.100 Direct Entry, Subcatchment 2S: Central Hydrograph Type 1124 -hr 100 -year Rainfall =5.90" Page 3 uter S stems 818/2005 ' 25 ?fs 1 pe- II'24 -hr 1 -OU -ye RainfaIl5 90" Runoff Area =0.930 ac unoff Volume= ,0.177 of Runoff Depth =22 T 0 min CN=65 0 1 Adasighigige- diwzo rod ra rAri m rd. z of .,,,,P•Aerff4. 4 1 0 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) WAL14918 Prepared by Brady Busse!man - MFRA H droCAD® 7.00 sin 000887 © 1986-2003 A• 'lied Microcom Runoff = 58.83 cfs @ 12.10 hrs, Volume= Runoff by SCS TR-20 method, UH =SCS, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -year Rainfali =5.90" Area ac CN Descri tion 9.510 98 Paved parking & roofs 0.850 61 >75% Grass cover, Good, HSG B 10.380 95 Weighted Average Tc Length min feet 10.9 350 0.0050 7.4 1,580 0.0020 Slope Velocity Capacity Description ft/ft ft/sec cfs 18.3 1,930 Total 657:- 60 -� 55- 56--' 45 40-- U) 35 2 30- 25 20- 15 10-; 5- 0- odt s% / f • tz/ff 58;83 ifs:- uter S stems Subcatchment 3S: South 0.5 Lag /CN Method, roof drains 3.6 15.25 Circular Channel (pipe), Diam= 28.0" Area 4.3 sf Perim= 7.3' Subcatchment 3S: South Hydrograph 4.580 af, Depth= 5.31" Typ II 24 -hr 100-y Rainfall = 5.90 RunoffAreal� 360 ac Runoff Volume=4 586 of R unoff Depth 31" F low Lengthl,930' Tc=18 3 min 11 24-hr 100 year Rainfall =5.90" Page 4 8/8/2005 =95 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) = 0.58' 0.013 0 Runoff Type ll 24 -hr 100 -year Rainfall =5.9O" Prepared by Brad y Busselman - MFRA Page 5 H droCAD® 7.00 sin 000887 0 1986 -2003 A. • Tied Microcom • uter S stems 8/8/2005 [86] Warning: Oscillations may require smaller dt Inflow Area = 10.360 ac, Inflow Depth = 5.31" for 100 -year event Inflow = 58.83 cfs a@ 12.10 hrs, Volume= 4.586 of Outflow = 12.60 cfs (J 12.36 hrs, Volume= 4.586 af, Atten= 79 %, Lag= 15.9 min Primary = 12.60 cfs @ 12.36 hrs, Volume= 4.586 of Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev= 937.40' Surf.Area= 0.190 ac Storage= 0.682 af Peak Elev = 942.60' @ 12.51 hrs Surf.Area= 0.389 ac Storage= 2.241 af (1.559 af above start) PPlug-Flow detention time= 243.5 min calculated for 3.903 of (85% of inflow) Center-of-Mass det. time= '112.1 min ( 883.8 -- 771.7 ) # Invert Avait. Stora ■ e Storage Descri .tion 3.608 af Custom Stage Data (Prismatic) Listed below 1 933.00" Elevation Surf.Area 1nc.Store Cum.Store feet acres acre -feet acre -feet 933.00 0.080 0.000 0.000 939.00 0.230 0.930 0.930 940.00 0.301 0.266 1.195 946.00 0.503 2.412 3.608 # Routine Invert Outlet Devices 1 Prima ry 933.00 ' 18.0" '1 x 52.0 long Culvert RCP, end section conforming to fill, Ke= 0.500 Outlet Invert= 933.00' S= 0.0000 '/' n= 0.013 Cc= 0.900 Pond 1P: South Primary OutFlow N1ax =12.57 cfs @ 12.36 hrs HW= 942.50' TW= 939.14" (Dynamic Tailwater) t-- 1= Culverfi (Barrel Controls 12.57 cfs @ 7.1 fps) WAL14918 Prepared by Brady Busselman - MFRA H droCAD® 7.00 s/n 000887 © 1986-2003 A. ■lied Microcom 65: 60- 55: 501 45 40-- u, - u 35: 0 30- u- - 25: 20 15-- 10- Pond 1P: South Hydrograph Time (hours) Type 1124 -hr 109 year Rainfa11 =5.90" Page 6 8/8/2005 uter S stems 1Z6O t IhflOw_�krea= ak EIeV=942.&G Storage2 .2411 a l " x 152 0' Wro keo PO4,. ;Ts fir zii` • �= r ^y 5 0 r� F x :Ts sr E #rs a r z� i s s � .. .. ; .. .. a r 6 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 0 Inflow 0 Primary WAL14918 8 Prepared by Brady Busselman -- MFRA H droCAD® 7.00 sln 000887 © 1986 -2003 As .Tied Microcom [80] Warning: Exceeded Pond 1P by 0.10' @ 0.02 hrs (2.19 cfs) Inflow Area = Inflow = Outflow Primary Routing by Sim-Route method, Time Span= 0.00 -48.00 hrs, dt= (101 hrs Starting Elev= 937.40' Surf.Area= 0278 ac Storage= 1 .047 af Peak Elev= 940.50' @ 14.27 hrs Surr.Area= 0.459 ac Storage= 2.057 af (1.010 af above start) Plug-Flow detention time 353.9 min calculated for 3.715 af (78% of inflow) Center -of -Mass det. time 120.7 min ( 1,003A - 882.6 ) # Invert Avail . Stora• e Stora f e Descri • tion ....................... 1 933.00' 3.304 af Custom Stage Data (Prismatic) Listed below Elevation feet 933.00 939.00 940.00 943.00 # Routi n• 1 Primary 12.0" x 47.0' long Culvert RCP, sq.cut end projecting, Ke= 0.500 Outlet Invert= 935.40' S= 0.0100 '1' n= 0.013 Cc= 0.900 937.40' 4.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 938.00' 40.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 933.00' 18.0" x 14.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 932.86' S= 0.0100 '1' n= 0.013 Cc= 0.900 Primary OutFlow Max= 5.48 cfs J 12.17 hrs Hw =938.70` Tw =936.45' (Dynamic Tailwater) 1- culvert (Barrel Controls 5.48 cfs J 7.0 fps) t __ 2 =Broad - crested Rectangular Weir (Passes < 19.72 cfs potential flow) 4= culvert (Passes < 9.71 cfs potential flow) 3=Orifice /Grate (Passes < 20.12 cfs potential flow) 2 Device 1 3 Device 1 4 Device 2 11 .290 ac, Inflow Depth = 5.06" for 100 -year event 13.16 cfs a@ 12.32 hrs, Volume= 4.763 of 5.54 cfs a@ 12.17 hrs, Volume= 4.762 af, Atten= 53 %, Lag= 0.0 min 5.54 cfs a@ 12.17 hrs, Volume= 4.762 of Surf.Area acres 0.152 0.324 0.440 0.556 Invert Outlet Devices 935.8T Pond 2P: Central Inc.Store Cum.Store acre -feet acre -feet 0.000 0.000 1 .428 1.428 0.382 1.810 1.494 3.304 uter S stems Type 1124 - hr 100 - year Rainfa11 =5.90" Page 7 8/8/2005 WALL 49' 8 Prepared by Brady Busse man - MFRA H droCAD® 7.00 s/n 000887 © 1986-2003 As 'lied Microcom 9. Cr N 3 8 V 7. 6. 5. 4. 3. 2. 0 0 2 4 Pond 2P: Central Hydrograph 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) uter S stems • Inflo ev =940 5O orag a f#14 '.°1°1.9r VireeZrAMPW dreartree://z dfd 4 Zede/jrfrej r dffrel f 32 34 Type 1124 -hr 100 -year Rainfall =5.90" Page 8 8/8/2005 36 38 40 42 44 46 48 WALL 49 18 Pre,pared by Brady Busselman - MFRA H droCAD® 7.00 sin 000887 © 1 986 -2003 As • lied Microcom Inflow Area Inflow -- Outflow -- Primary = 24.940 ac, Inflow Depth = 4.83" for 100 -year event 71.40 cfs a@ 12.13 hrs, Volume= 10.038 of 3.76 cfs @ 19.26 hrs, Volume= 9.220 af, Allen= 95 %, Lag= 427.8 min 3.76 cfs a@ 19.26 hrs, Volume= 9.220 of Routing by Sim -Route method, Time Span= 0.00 -48.00 hrs, dt= 0.01 hrs Starting Elev= 933.65' Surf.Area = 0.787 ac Storage= 1 .669 af Peak Elev= 938.99' J 19.26 hrs Surf.Area= 1.415 ac Storage= 7.521 af (5.852 af above start) Plug -Flow detention time= 1 ,044.4 min calculated for T552 af (75% of, inflow) Center -of -Mass det. time 725.4 min ( 1,621.6 - 896.3 ) # Invert Avail.Stora■e Storage Descri■tion 1 931.00' Elevation feet 931.00 932.00 933.00 934.00 935.00 936.00 937.00 938.00 939.00 940.00 # Routing 1 Primary 2 Device 1 3 Device 2 Surf.Area acres 0.480 0.583 0.696 0.836 0.944 1 .058 1.175 1.295 1.416 1.543 Pond 3P: Existing Pond - Modified Outlet 9.015 af Custom Stage Data (Prismatic) Listed below Inc. Store acre-feet 0.000 0.532 0.640 0.766 0.890 1.001 1.117 1.235 1 .356 1 .480 Cum. Store acre -feet 0.000 0.532 1.171 1.937 2.827 3.828 4.944 6.179 7.535 9.015 uter S stems Type 1124 - hr 100 - year Rainfall= 5.90" Page 9 818/2005 Invert Outlet Devices 933.20' 12.0" x 57.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 932.92' S= 0.0049 '1' n= 0.013 Cc= 0.900 933.65' 8.0" Vert. Orifice/Grate C= 0.600 932.47' 18.0" x 47.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 Outlet Invert= 932.00' S= 0.0100 '1' n= 0.013 Cc= 0.900 Primary OutFlow Max =3.76 cfs @ 19.26 hrs HW= 938.99' (Free Discharge) t-1= Culvert (Passes 3.76 cfs of 7.60 cfs potential flow) t-2= Orifice /Grate (Orifice Controls 3.76 cfs © 10.8 fps) Z3= Culvert (Passes 3.76 cfs of 19.66 cfs potential flow) WALI 4918 Prepared by Brady Busse!man - MFRA H droCAD® 7.00 sin 000887 © 1986-2003 A. •lied Microcom 75 - 7 o - 65: 55- 5❑=., U 4ow. iL 35- 36- 25_ 2D E 15= 10- 5w. o- 0 Pond 3P: Existing Pond - Modified Outlet Hydrograph n Type 11 24-hr 100-year Rainfall= 5.90" Page l 0 uter s stems v =938.99 I i � rag e_� a dzeo-.,,ZS 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 8/8/2005 El Inflow 0 Primary FIGURE G FIGURE H A LC t..iLATE[YBY:BDB DATE: 12/7/2004 'TNIS-[I) BY 13DB DATE: 8/8/2005 JNE NO. STRUCTURE 1 SUB- AREA )P INV DROP THRI STRUCT PIPE FROM 1D LENGTH AREA TOTAL(C) i LOWER STRUCT. DEPTH COVER AIN LINE O.06 0.06 ).54 ).71 939.66 938.95 0.00 0.00 8.00 7.24 7.17 _ 6.24 • VEST A STMH 9 27 0.()6 STME1 9 STMH 10 353 0.00 STMI-1 10 STMH 11 299 0,00 0.10 .6O 938.36 0.00 7.95 695 STh'IH 11 CBMI-1 12 280 0.00 €).36 .56 937.80 0.00 9.54 8.54 CBMH 12 CBM.H 13 121 1,32 1.48 ).36 937.43 0.00 3.90 2.40 CBMH 1 3 CBMH 14 198 1.35 2.63 ).40 LW 937.04 936.40 0.34 0.10 4.27 3.70 ").27 - 1.70 C:BMH 14 E X C B M [[ A 54 0.68 3.1 7 EXCBMH A EXCBM17 B 46 0.74 3.88 . 2 0 936.10 0.40 4.10 2.10' E XCBMH 13 EXC:BMIJ C 56 0.72 4.56 . 30 935.40 0.10 4.30 1.80 EXCB11fHC EXCBMHD 50 0.90 5.37 .30 935.00 0.00 4.60 2.1[) EX C 3M' D EXCBMH E 51 0.68 5.98 .40 934.600 0.00 4.60 2.10 EXCBMH E CBMH 18 73 0.64 7.27 70 933.90 0.00 4.40 1.90 CBIv1H 18 CBMI1 19 53 1.12 8.28 ).59 933.31 0.00 4.61) 1.61) CBM.H 1 9 .EXSTA4171 G 28 1,22 9.38 ). 31 1.10 933.00 932.90 0.00 0.00 4.69 650 1.69 3.50 °O" TR1BIYTARY E STII!f1:1 C.r PIPES TO E rFE�S MAIN 1..IN1 120 0.00 938 GC STMH 11 37 0.28 0.27 3 = 74 ._ H-- 942.26 0.00 5.00 4.00 ; ()�L� T�i 14;.x' VEST B E STMH 10 3 7 0.04 0 0 . ; 4 .. 942.26 .... r .�..... _ 0.00 .. 5.00 4.17 CB 1 CBM1-1 2 125 0.94 0.80 0. 942.55 0.40 3.50 2,00 CBMH 2 CBMH- 3 131 1.03 1637 5.2e t 941.89 0.00 3.95 1.95 CBMiI 3 C:BMI -. 4 185 0.00 1.83 1).37 941.52 0.00 6.01 4.001 CBMH 4 CBM1-1 5 198 0.25 3.00 }3.4 9 940.53 0.40 4.48 2.48 CBM.H 5 CBM.H 6 207 0.39 5.01 1;.83 939.30 0.40 5.77 3.27 CBMII 6 C.BMH 7 .220 0.14 6.96 7.39 1 ) -66 3.83 938.24 937.41 0.00 0.00 7.50 7,46 4.50 4.46 CB-MI1 7 CB.MH 8 237 0.35 WEST PAR. CBM11 8 ..I:NG LC)T LICE FES 47 0,54 .7. 0.89 0.08 7.‘.:.)0 111.111illa 1).16 937.25 0.00 7.39 4.39 CB 15 CBMH 16 63 I_.26 940.04 Wm 0.40 2.90 1.90 CBMH 16 CBMH 17 33 b.1 7 939.48 0.00 6.36 4.86 COiNfRIBUTARY CBMH 17 .:..... PIPES TO ....:..... ... I ES WEST PARKING 36 LOT LINE 0.09 1.37 ) 1 8 939.30 0.00 6.42 4.92 OOF DRAIN CB 201 S RD A C:BMI1 161 STMH 3 22 I 0.39 1111.11IM MIM1111111111EU IIIIIEIMIIIEIIIIIIIIISM 0.3 . ().15 €).t) 941.59 0 3.00 )0 2 -00 5 942.48 0.00 5.00 4.17 Imo) 13 CBMH 4 CBMH 4 ._ 941.97 0.00 5.00 4.00 RD C .45 941.75 0.00 5.00 4.003 RD D IIIIMEEMLIWE 0.45 1.94 941.26 0.00 5.00 3.5() EMI 0.38 0.36 RD E CBM1-1 5 .40 941.13 0.00 5.67 4.67 141) 'I+ CBM11 5 0.46 €1.44 740 940.98 0.00 5.82 4.82 RD 0 CB.N'IB 5 28 03.42 040 1.40 940.72 0.00 6.08 5.08 RD I-1 C13.MH 6 28 0.29 0.28 1.40 940.61 0.00 6.10 5.19 RD 1 CBMH 6 28 0.29 0,28 .40 940.52 0.00 6.28 5.28 RD J CBM1-1 6 74 0.44 ().42 i .50 939.00 940.25 0.00 7.7(1 6.70 RD K CBM I-1 6 74 0.26 0.25 ? 0.00 5.00 4.0(3 RD L CBM11 6 74 0.25 0.24 3.02 940.18 0.00 5.00 4.0() RD .M CBMH 6 74 0.29 0.28 , - . 14 940.06 0.00 5.00) 4.00 TW1A CBMH 6 28 0.0)9 0.09 .39 940.47 0.00 -0.83 TW 1 B CBM.H 6 28 0.09 0.09 1 . 1 9 940.47 0.00 0.0(1 -0.83 TW2A CBM1-1 7 74 0.1() (}- 100 .L.90 939.96 0.00 0,00 -0.83 "1'IJB TO TV 2B ..- _.....:.. GAS LEASE AREA (. B1.' IJ 7 74 0.10 1) I0} '� { ^70 93(9.96 0.00 0 } ^0(1 -0).83 S`1 .)RELL LINE EXC:'Bf''11I E 155 0.75 0.7 934.69 935.19 0.00 2.80 1.55 L.k'C'BMf.J J1 LXST441I 1 55 1.35 1. €38 ± I EXSTIIJ11 Ex.5i wi•i G 64 (1.00) 2.42 i._ {S' 934.8/ 0.€ 0 3.61 2.36 EXSS:T..:h -11-1 J Ii 513.111 G 12 1.67 1.3 L22 935.48 0.00 2.40 1 STORM SEWER PIPE SIZING CALCUI 8/8/2005 FIGURE I FIGURE Jr PONDNET 2.0 W. Walker October 1988 INPUT VARIABLES.... case labels watershed area runoff coefficient pond surface area pond mean depth upstream pond p load upstream pond outflow runoff upstream pond total inflow net sedimentation outflow pond volume vlawmo pond volume relative volume residence time residence time overflow rate inflow phos conc outflow phos conc p reaction rate 1 -rp Detention Pond Network Performance Analysis Press ALT-G for Graphs TITLE - -> WAL -MART EXPANSION, OAK PARK HEIGHTS, MN UNITS MFRA # 14918 acres acres feet lbs/yr ac-ft/yr OUTPUT VARIABLES outflow p load lbs/yr outflow volume ac -ftlyr outflow p conc ppb pond removal °Ia total removal a/a ASSUMED EXPORT FACTORS period length yrs period precipitation inches runoff total p ppb runoff ortho p /total p relative decay rate unit runoff in/yr unit export Ibslac -y POND WATER BUDGETS runoff ac -ftlyr upstream pond ac -ftlyr total inflow ac -ftlyr outflow ac -ft/yr POND PHOSPHORUS BUDGETS lbs/yr lbs/yr lbs/yr Ibslyr lbs/yr HYDRAULIC PARAMETERS acre -ft acre -ft inches years days ft/yr ppb ppb NURP 100 0.2 1 0 0 Pond 1P 13.65 0.593 0.318 4.390 0 0 Pond 2P 2,45 0.539 0.081 3,309 9.11 19.56 69.33905 9.10796 9.688899 16.32649 96.66667 19.56159 22.75292 38.9036 263.9075 171.304 156.6707 154.4021. w 59.401 57.17626 22.96799 40.1 8376 C Ovt e. A- rP c4 59.39885 57.17399 60.83232 p c) i,f2A-v-v, 0 96 0.5 1 1 29 29 29 650 400 400 0,3 0.3 0.3 1 1 1 11.6 17.197 15.631 1.7079 1.558131 1.416244 Pond 3P 8.84 0.756 0.794 2.150 9.69 22.75 1 29 400 0.3 1 21.924 1 .98642 96.66667 19.56159 3.191329 16.150 68 0 0 19.56159 22.75292 96.66667 19.56159 22.75292 38.9036 96.66667 19.56159 22.75292 38.9036 170.79 21.26848 3.469797 17.55995 0 0 9.10796 9.688899 170.79 21.26848 12.57776 27.24885 101.451 12.16052 2.888858 10.92236 69.33905 9.10796 9.688899 16.32649 4.166667 1.396 0.268 1.707 4.1666 67 1.686344 0.275115 1.3923 2.5 2.069566 2.435318 3.065072 0.043103 0.071364 0.011779 0.043878 15.73276 26.04799 4.299174 16.01536 96.66667 61.51443 280.9002 48.99697 650.0344 400.0212 203.384 257.6968 263.9075 171.304 156.6707 154.4022 3.60382 3.117788 0.387062 1.116553 0.40599 0.428237 0.77032 0.599162