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2005 Storm Wateri i i Table of Contents Stormwater Calculation Summary HydroCAD Calculations (04115-Existing) HydroCAD Calculations (04115-Existing E) HydroCAD Calculations (04115-Developed NV~ HydroCAD Calculations (04115-Developed E) HydroCAD Calculations (04115-Developed ) Pond Calculations A-E Attachments 1-3 (Predeveloped Maps) Attachments 4-6 (Developed Maps) Otsego Engineer Correspondence 2 1 C ~~ A. GENERAL Hunter's Pass Estates is an urban residential development located in the northeast corner of Albertville. The net development area is around 54 acres. The development will consist of 95 single-family homes. The topography of the area is moderate slopes with good drainage. Mud Lake is located along the entire southern portion of the net development. The property also includes six wetlands ranging from Type I to Type 3. The previous land use for the property has been for cultivated agricultural purposes since f 1937. The current condition of the site is natural grass and has not been farmed for 2-3 years. Soil series present on the site according to the Soil Survey of Wright County, ' Minnesota (USDA 1968) are shown in the following table along with an estimate of their approximate percent coverage on the site. I~ '~ Table 1: On Site Soils Soil Series Estimated % Coverage of Project Site Hayden Loam 22.7% Glencoe Loam 21.1% Dundas Loam 19.6% Cordova Loam 11.6% Marsh 25.0% ' The runoff modeling was calculated with the SCS Hydrograph Method using HYDRO- CAD version 6 computer modeling program. The three rain events evaluated were the, 2- year, 10-year, and 100-year Type II, 24-hour rain events. The rain amounts are 2.7 inches, 4.1 inches, and 5.9 inches respectively. Aback-to-back 100-year storm event was modeled for the developed conditions as well. B. EXISTING CONDITIONS The entire project flows to Mud Lake except for a small watershed in the northeast corner of the property. The runoff in this area flows into a wetland where it infiltrates into the ' ground. See Attachments 1-3 for the existing conditions map. Attachment 7 is the copy of the correspondence from the Otsego City Engineer, Ron Wagner. It shows the drainage area of the watershed north of 70a` Street Northeast. The runoff from this area flows through a 14" CMP culvert onto this property. The area in the correspondence was used in the calculations. C. DEVELOPED CONDITIONS ' Approximately 6000 feet of road and 95 building pads will be constructed. The urban road section will be comprised of a bituminous road 28 feet from back of curb to back of curb. All of the home sites will be either walkout style or lookout style buildings. The storm water ponds were designed to treat the quantity and quality of runoff coming from all road areas and the front half of the lots. The homes were designed so the lowest finished floors and lowest openings are at least 3-feet above the ordinary high water mark of 947.3. They were also designed to be 2-feet above the 100-year high water mark of ' the wetlands, ponds, and drainage swales. See Attachments 4-6 for the developed conditions map. ' D. POND SIZING AND OUTLET CONTROL The storm water ponds were designed to conform to the National Urban Runoff Program ' (NURP) guidelines. Five large detention ponds are proposed for the project. The basic design of the storm drain and pond system is to retain as much runoff as t possible prior to discharge. Each pond is designed to have a dead storage volume, for water quality purposes, which is the pond volume below the Normal Water Level (NWL). The minimum design dead storage volume was calculated using the "Modified ' Walker Method" for permanent pool design. See the permanent pool calculations at the end of this report. ' Each pond is also designed to have a live storage volume, which is the pond volume above the NWL. The minimum design live storage volume is calculated using controlled ' outlet rates equal to or less than pre-development flow rates. The pond sizing calculations are listed in the table below. Special concrete skimmer/outlet structures have been designed for all five ponds. Each structure will have a small orifice inside to detain the smaller rain events. An interior baffle will discharge the larger rain events. The top of the structure will house a large ' grate that acts as the emergency overflow. Along with the overflow grate Ponds A, B, C, and D will have an additional rip-rap weir for emergency overflows. See the Hunter's Pass Grading Improvement Plan set for outlet details. E. CONCLUSIONS General Comparisons Table 2 compares the outflows of the subwatersheds within the development. Design points have been highlighted on HydroCAD calculations and attachments 1-6. These design points are used to analyze and compare the discharges at that particular point or region. Table 2~ Fxictinu vc_ Developed Comparison DESCRIPTION Existing DP10 Developed DP10 Existing DP12 Developed DP12 Existing DP20 Developed DP20 2 yr. Runoff Peak Rate (cfs) 1.56 2.09 0.51 0.62 0.83 1.08 10 yr. Runoff Peak Rate (cfs) 5.18 4.86 1.62 1.66 2.84 3.05 100 yr. Runoff Peak Rate (cfs) 11.05 8.80 3.42 3.24 7.25 8.22 2 yr. Runoff Volume (ac-ft) 0.116 0.245 0.030 0.030 0.116 0.436 10 yr. Runoff Volume (ac-ft) 0.324 0.506 0.084 0.074 0.350 0.917 100 yr. Runoff Volume (ac-ft) 0.670 0.885 0.173 0.145 0.786 1.616 4 J 0 DESCRIPTION Existing DP30 Developed DP30 Existing DP31 Developed DP31 Existing DP40 (Area E40 Developed DP40 2 yr. Runoff Peak Rate (cfs) 4.02 2.32 1.18 1.11 1.72 0.86 10 yr. Runoff Peak Rate (cfs) 9.96 6.40 3.34 2.54 5.11 3.92 100 yr. Runoff Peak Rate (cfs) 18.80 14.37 6.73 4.60 10.54 11.80 2 yr. Runoff Volume (ac-ft) 0.284 0.886 0.132 0.068 0.310 1.169 10 .Runoff Volume (ac-ft) 0.664 1.914 0.331 0.150 0.800 2.415 100 yr. Runoff Volume (ac-ft) 1.248 3.435 0.647 0.272 1.590 4.204 Note: DP30 is the outflow of Wetland #la (W #la), DP31 is the outflow of Areas E31 & D31, Note: Areas E32 and D32 are the inflows into W #lb. DESCRIPTION Existing DP50 Developed DP50 (Via E-Pi e) Existing Total Lake Inflow Developed Total Lake Inflow 2 yr. Runoff Peak Rate (cfs) 4.01 0.69 7.34 5.30 10 yr. Runoff Peak Rate (cfs) 10.78 3.93 34.21 15.46 100 yr. Runoff Peak Rate (cfs) 21.14 15.03 76.35 50.37 2 yr. Runoff Volume (ac-ft) 0.233 1.175 1.546 3.964 10 .Runoff Volume (ac-ft) 0.584 2.426 4.280 8.329 100 yr. Runoff Volume (ac-ft) 1.141 4.263 9.011 14.722 As shown in the above table, the net discharge into Mud Lake has been reduced when compared to the predevelopment conditions. Wetlands The natural water levels and water depths of the newly created wetlands were designed per the recommendations of the local TEP during the wetland permit review process. Wetland #2 will be completely eliminated. Wetlands #3, #5, and #6 will be lowered to accommodate grading issues. These three excavated wetlands will each have an 8" equalizing pipe that will maintain their natural water levels and will back feed water from the detention ponds to maintain their hydrology. The remaining wetlands have been modeled to show hydrology. Even though the discharges have been reduced the volumes have been increased. Table 3: Existing vs. Developed Wetland Comparison DESCRIPTION Existing W #la (inflow) Developed W #la (inflow Existing W #lb inflow Developed W #lb (inflow Existing W #3 (inflow) Developed W #3 (inflow 2 yr. Runoff Peak Rate (cfs) 4.03 3.78 0.37 0.74 1.98 1.34 10 yr. Runoff Peak Rate (cfs) 10.06 8.71 1.24 1.79 5.60 2.99 100 yr. Runoff Peak Rate (cfs) 19.57 17.85 2.68 3.34 11.28 5.37 2 yr. Runoff Volume (ac-ft) 0.378 0.887 0.032 0.047 0.132 0.063 10 yr. Runoff Volume (ac-ft) 1.016 1.916 0.091 0.107 0.338 0.139 100 yr. Runoff Volume (ac-ft) 2.052 3.437 0.188 0.199 0.669 0.252 J J I _I DESCRIPTION Existing W #6 (inflow Developed W #6 inflow Existing W #5 (inflow Developed W #5 (inflow Existing W #4 (inflow) Developed W #4 inflow) 2 yr. Runoff Peak Rate (cfs) 1.96 0.89 4.40 2.50 4.75 2.58 10 yr. Runoff Peak Rate (cfs) 8.07 1.94 11.71 5.81 11.51 6.41 100 yr. Runoff Peak Rate (cfs) 19.03 3.43 22.90 10.64 21.51 12.13 2 yr. Runoff Volume (ac-ft) 0.282 0.043 0.234 0.102 0.268 0.214 10 yr. Runoff Volume (ac-ft) 0.721 0.092 0.585 0.234 0.627 0.490 100 yr. Runoff Volume (ac-ft) 1.422 0.166 1.142 0.434 1.178 0.910 ' Wetland #1 a is located in the north section of the development. Wetland #1 a drains through to Wetland #1 via a swale and eventually into Mud Lake. A box culvert will replace the Swale in the developed conditions. The TEP panel requested the outlet (box culvert) be raised to improve the hydrology for the wetland. The Swale has an overflow elevation of 950.05 and the box culvert will be raised to an elevation of 950.20. The box culvert was set at this elevation since the culvert coming across 70~ Street NE is at 950.24. Wetland #lb is located at the end of the proposed street 69~ Circle NE. It currently ' drains toward the northwest. In the developed conditions, additional wetland will be constructed to the south and the discharge will be redirected to the south. Areas E32 and D32 are the predeveloped and developed watersheds respectively. ' Unanalyzed Areas DP22 was not analyzed since existing area E22 is incorporated into developed area D20 ' that flows east. Most of existing area E33 has been reduced and absorbed into developed area D30. ' Pond E Pond E will utilize the concrete baffle structure for its primary and secondary outlets. The pond easily detains the runoff for the 100-year rain event. Aback-to-back 100-year rain event was modeled to show the effects on the pond and the surrounding properties. As shown in the drainage calculations, there should be no negative affects due to the extreme flood event. J i O '~~ v C'7 W ~ ~ " ~ o ~ ~ ~ ,,~~ f ~ J /~ ~`~ O C7 W O ti W ~`. 0 N d. N C'7 W N W c O I J ~ c 0 ~,\ / ;. N W ~ p W f' U L ri 04115-Existing Type 11 24-hr Rainfall=2.71" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 sln 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=2.71" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E10: Predeveloped Area 10 Tc=15.5 min CN=67 Area=3.600 ac Runoff= 1.56 cfs 0.116 of Subcatchment E12: Predeveloped Area 12 Tc=10.2 min CN=67 Area=0.930 ac Runoff= 0.51 cfs 0.030 of Subcatchment E20: Predeveloped Area 20 Subcatchment E30: Predeveloped Area 30 Tc=37.2 min CN=67 Area=2.783 ac Runoff= 0.66 cfs 0.088 of Tc=18.6 min CN=74 Area=5.260 ac Runoff= 4.02 cfs 0.284 of Subcatchment E31: Predeveloped Area 31 Tc=34.0 min CN=71 Area=3.030 ac Runoff= 1.18 cfs 0.132 of Subcatchment E32: Predeveloped Area 32 Subcatchment E70: Predeveloped Area 70 Tc=20.2 min CN=67 Area=1.010 ac Runoff= 0.37 cfs 0.032 of Tc=19.6 min CN=69 Area=0.740 ac Runoff= 0.35 cfs 0.028 of Subcatchment Otsego: Watershed Across 70th Street Tc=23.7 min CN=67 Area=5.000 ac Runoff= 1.63 cfs 0.160 of Reach DP10: Wetland #1 Reach DP12: (new node) Reach DP20: Wetland #1 Reach Link1: Mud Lake (Link 1) Pond 70 St Cul: 70th Street Culvert Pond aW1: Wetland #1a Pond bW1: Wetland #1b Inflow= 1.56 cfs 0.116 of Outflow= 1.56 cfs 0.116 of Inflow= 0.51 cfs 0.030 of Outflow= 0.51 cfs 0.030 of Inflow= 0.83 cfs 0.116 of Outflow= 0.83 cfs 0.116 of Inflow= 3.95 cfs 0.685 of Outflow= 3.95 cfs 0.685 of Peak Storage= 3,495 cf Inflow= 1.63 cfs 0.160 of Primary= 0.17 cfs 0.094 of Outflow= 0.17 cfs 0.094 of Peak Storage= 6,945 cf Inflow= 4.03 cfs 0.378 of Primary= 1.38 cfs 0.291 of Outflow= 1.38 cfs 0.291 of Peak Storage= 1,412 cf Inflow= 0.37 cfs 0.032 of Primary= 0.00 cfs 0.000 of Outflow= 0.00 cfs 0.000 of 04115-Existing Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E10: Predeveloped Area 10 1 Runoff = 1.56 cfs @ 12.11 hrs, Volume= 0.116 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description ^ 3.600 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - - 15.5 185 0.0200 0.2 Sheet Flow, Range n- 0.130 P2- 2.71" Subcatchment E12: Predeveloped Area 12 „~ Runoff = 0.51 cfs @ 12.05 hrs, Volume= 0.030 of ~ Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 0.930 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 72 0.0139 0.1 Sheet Flow, Range n= 0.130 P2= 2.71" 1.8 168 0.0470 1.5 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.2 240 Total Subcatchment E20: Predeveloped Area 20 Runoff = 0.66 cfs @ 12.42 hrs, Volume= 0.088 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 2.783 67 Brush, Fair, HSG C r 04115-Existing Type 1124-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 18.9 212 0.0160 0.2 Sheet Flow, Sheet Flow Range n= 0.130 P2= 2.71" 3.2 190 0.0200 1.0 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 15.1 530 0.0070 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 37.2 932 Total Subcatchment E30: Predeveloped Area 30 Runoff = 4.02 cfs @ 12.13 hrs, Volume= 0.284 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 3.160 71 Pasture/grassland/range, Good, HSG C 0.600 67 Brush, Fair, HSG C 0.800 70 Woods, Fair, HSG C 0.700 98 Paved parking & roofs 5.260 74 Weighted Average Tc (min) Length (feet) Slope (ftlft) Velocity Capacity Description (ft/sec) (cfs) 15.6 190 0.0210 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 3.0 250 0.0400 1.4 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 440 Total Subcatchment E31: Predeveloped Area 31 Runoff = 1.18 cfs @ 12.34 hrs, Volume= 0.132 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" ' Area (ac) CN Description 1.530 71 Pasture/grassland/range, Good, HSG C 0.100 98 Paved parking & roofs 1.400 70 Woods, Fair, HSG C 3.030 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.0 120 0.0450 0.1 Sheet Flow, ' Woods: Dense underbrush n= 0.800 P2= 2.71" r 04115-Existing Type 1124-hrRainfall=2.71" Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E32: Predeveloped Area 32 Runoff = 0.37 cfs @ 12.17 hrs, Volume= 0.032 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 1.010 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.5 128 0.0230 0.1 Sheet Flow, n= 0.250 P2= 2.71" 1.7 110 0.0450 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 238 Total Subcatchment E70: Predeveloped Area 70 Runoff = 0.35 cfs @ 12.16 hrs, Volume= 0.028 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 0.740 69 Woods/grass comb., Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 140 0.0100 0.1 Sheet Flow, Grass: Short n= 0:150 P2= 2.71" 1.2 80 0.0500 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.6 220 Total Subcatchment Otsego: Watershed Across 70th Street Runoff = 1.63 cfs @ 12.22 hrs, Volume= 0.160 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 5.000 67 Pasture/grassland/range, Good, HSG C 04115-Existing Type 1124-hrRainfall=2.71" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 250 0.0300 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 6.9 500 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.7 750 Total Reach DP10: Wetland #1 Inflow = 1.56 cfs @ 12.11 hrs, Volume= 0.116 of Outflow = 1.56 cfs @ 12.11 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP12: (new node) Inflow = 0.51 cfs @ 12.05 hrs, Volume= 0.030 of Outflow = 0.51 cfs @ 12.05 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP20: Wetland #1 Inflow = 0.83 cfs @ 12.34 hrs, Volume= 0.116 of Outflow = 0.83 cfs @ 12.34 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach Link1: Mud Lake (Link 1) Inflow = 3.95 cfs @ 12.39 hrs, Volume= 0.685 of Outflow = 3.95 cfs @ 12.39 hrs, Volume= 0.685 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 70 St Cul: 70th Street Culvert Inflow = 1.63 cfs @ 12.22 hrs, Volume= 0.160 of Outflow = 0.17 cfs @ 14.69 hrs, Volume= 0.094 af, Atten= 89%, Lag= 148.1 min Primary = 0.17 cfs @ 14.69 hrs, Volume= 0.094 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev=951.03' Storage= 3,495 cf Plug-Flow detention time= 212.1 min calculated for 0.094 of (59% of inflow) Storage and wetted areas determined by Prismatic sections 04115-Existing Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.80 50 0 0 952.00 30,000 18,030 18,030 953.00 50,000 40,000 58,030 P imar OutFlow (Free Dischar e) y r g L1=Culvert i # Routing Invert Outlet Devices ____ 1 Primary 950.80' 14.0" x 38.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.20' S= 0.0158 '/' n= 0.024 Cc= 0.900 . Pond aW1. Wetland #1 a Inflow 4.03 cfs @ 12.13 hrs, Volume= 0.378 of Outflow 1.38 cfs @ 12.47 hrs, Volume= 0.291 af, Atten= 66%, Lag= 20.4 min Primary = 1.38 cfs @ 12.47 hrs, Volume= 0.291 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 950.20' Storage= 2,277 cf Peak Elev= 950.61' Storage= 6,945 cf (4,668 cf above starting storage) Flood Elev= 953.00' Storage= 72,062 cf (69,785 cf above starting storage) Plug-Flow detention time= 179.8 min calculated for 0.239 of (63% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.00 933 0 0 951.00 21,836 11,385 11,385 952.00 30,616 26,226 37,611 953.00 38,286 34,451 72,062 Primary OutFlow (Free Discharge) L1=B d C t d R t l W i roa - res ec angu ar e r e # Routing Invert Outlet Devices 1 Primary 950.50' 14.0' long x 83.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond bW1: Wetland #1 b Inflow 0.37 cfs @ 12.17 hrs, Volume= 0.032 of Outflow 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 04115-Existing Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Elev= 951.36' Storage= 1,412 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet} (sq-ft) (cubic-feet) (cubic-feet) 951.20 2,900 0 0 952.00 14,600 7,000 7,000 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 951.50' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00. 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 ~i t 1 i 04115-Existing Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=4.10" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E10: Predeveloped Area 10 Tc=15.5 min CN=67 Area=3.600 ac Runoff= 5.18 cfs 0.324 of Subcatchment E12: Predeveloped Area 12 Tc=10.2 min CN=67 Area=0.930 ac Runoff= 1.62 cfs 0.084 of Subcatchment E20: Predeveloped Area 20 Subcatchment E30: Predeveloped Area 30 Subcatchment E31: Predeveloped Area 31 Tc=37.2 min CN=67 Area=2.783 ac Runoff= 2.27 cfs 0.247 of Tc=18.6 min CN=74 Area=5.260 ac Runoff= 9.96 cfs 0.664 of Tc=34.0 min CN=71 Area=3.030 ac Runoff= 3.34 cfs 0.331 of Subcatchment E32: Predeveloped Area 32 Tc=20.2 min CN=67 Area=1.010 ac Runoff= 1.24 cfs 0.091 of Subcatchment E70: Predeveloped Area 70 Tc=19.6 min CN=69 Area=0.740 ac Runoff= 1.05 cfs 0.074 of Subcatchment Otsego: Watershed Across 70th Street Tc=23.7 min CN=67 Area=5.000 ac Runoff= 5.56 cfs 0.448 of Reach DP10: Wetland #1 Reach DP12: (new node) Reach DP20: Wetland #1 Reach Link1: Mud Lake (Link 1) Pond 70 St Cul: 70th Street Culvert Pond aW1: Wetland #1a Pond bW1: Wetland #1b Inflow= 5.18 cfs 0.324 of Outflow= 5.18 cfs 0.324 of Inflow= 1.62 cfs 0.084 of Outflow= 1.62 cfs 0.084 of Inflow= 2.84 cfs 0.350 of Outflow= 2.84 cfs 0.350 of Inflow= 17.41 cfs 2.011 of Outflow= 17.41 cfs 2.011 of Peak Storage= 8,647 cf Inflow= 5.56 cfs 0.448 of Primary= 1.02 cfs 0.352 of Outflow= 1.02 cfs 0.352 of Peak Storage= 9,665 cf Inflow= 10.06 cfs 1.016 of Primary= 7.78 cfs 0.923 of Outflow= 7.78 cfs 0.923 of Peak Storage= 2,739 cf Inflow= 1.24 cfs 0.091 of Primary= 0.08 cfs 0.029 of Outflow= 0.08 cfs 0.029 of J 04115-Existing Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E10: Predeveloped Area 10 Runoff = 5.18 cfs @ 12.09 hrs, Volume= 0.324 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description __ 3.600 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 185 0.0200 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" Subcatchment E12: Predeveloped Area 12 Runoff = 1.62 cfs @ 12.03 hrs, Volume= 0.084 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 0.930 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 72 0.0139 0.1 Sheet Flow, Range n= 0.130 P2= 2.71" 1.8 168 0.0470 1.5 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 10.2 240 Total Subcatchment E20: Predeveloped Area 20 Runoff = 2.27 cfs @ 12.36 hrs, Volume= 0.247 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 2.783 67 Brush, Fair, HSG C 04115-Existing ~ Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 212 0.0160 0.2 Sheet Flow, Sheet Flow Range n= 0.130 P2= 2.71" 3.2 190 0.0200 1.0 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 15.1 530 0.0070 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fos 37.2 932 Total Subcatchment E30: Predeveloped Area 30 Runoff = 9.96 cfs @ 12.12 hrs, Volume= 0.664 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (acl CN Description 3.160 71 Pasture/grassland/range, Good, HSG C 0.600 67 Brush, Fair, HSG C 0.800 70 Woods, Fair, HSG C 0.700 98 Paved parking & roofs 5.260 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.6 190 0.0210 0.2 Sheet Flow, Range.:. n= 0.130 P2= 2.71" 3.0 250 0.0400 1.4 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 440 Total Subcatchment E31: Predeveloped Area 31 Runoff = 3.34 cfs @ 12.31 hrs, Volume= 0.331 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (acl CN Description 1.530 71 Pasture/grassland/range, Good, HSG C 0.100 98 Paved parking & roofs 1.400 70 Woods, Fair, HSG C 3.030. 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.0 120 0.0450 0.1 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.71" 04115-Existing Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E32: Predeveloped Area 32 Runoff = 1.24 cfs @ 12.15 hrs, Volume= 0.091 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 1.010 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.5 128 0.0230 0.1 Sheet Flow, n= 0.250 P2= 2.71" 1.7 110 0.0450 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 238 Total Subcatchment E70: Predeveloped Area 70 Runoff = -1.05 cfs @ 12-14 hrs, Volume=_ - 0.074 of - Runoff by SCS TR 20 method, UH SCS, Time Span 5.00 20.00 hrs, dt 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 0.740 69 Woods/grass comb., Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 140 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 2.71" 1.2 80 0.0500 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 19.6 220 Total Subcatchment Otsego: Watershed Across 70th Street Runoff = 5.56 cfs @ 12.19 hrs, Volume= 0.448 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 5.000 67 Pasture/grassland/range, Good, HSG C 04115-Existing Type l/ 24-hr Rainfall=4:10" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 250 0.0300 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 6.9 500 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.7 750 Total Reach DP10: Wetland #1 Inflow = 5.18 cfs @ 12.09 hrs, Volume= 0.324 of Outflow = 5.18.. cfs @ 12.09 hrs, Volume= 0.324 af, Atten= 0%, Lag= 0.0 rein Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP12:.(new node) Inflow = 1.62 cfs @ 12.03 hrs, Volume= 0.084 of Outflow = 1.62 cfs @ 12.03 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP20: Wetland #1 Inflow = 2.84 cfs @ 12.29 hrs, Volume= 0.350 of Outflow = 2.84 cfs @ 12.29 hrs, Volume= 0.350 af, Atten'= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach Link1: Mud .Lake (Link 1) Inflow = 17.41 cfs @ 12:21 hrs, Volume= 2.011 of Outflow = 17.41 cfs @ 12.21 hrs, Volume= 2.011 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 70 St Cul: 70th Street Culvert Inflow = 5.56 cfs @ 12.19 hrs, Volume= 0.448 of Outflow = 1.02 cfs @ 12.91 hrs, Volume= 0.352 af, Atten= 82%, Lag= 43.3 min Primary = 1.02 cfs @ 12.91 hrs, Volume= 0.352 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 951.38' Storage= 8,647 cf Plug-Flow detention time= 143.7 min calculated for 0.350 of (78% of inflow) Storage and wetted areas determined by Prismatic sections 1 !1 04115-Existing Type 1124-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.80 50 0 0 952.00 30,000 18,030 18,030 953.00 50,000 40,000 58,030 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 950.80' 14.0" x 38.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.20' S= 0.0158'/' n= 0.024 Cc= 0.900 Pond aW1: Wetland #1 a Inflow = 10.06 cfs @ 12.12 hrs, Volume= 1.016 of Outflow = 7.78 cfs @ 12.24 hrs, Volume= 0.923 af, Atten= 23%, Lag= 7.0 min Primary = 7.78 cfs @ 12.24 hrs, Volume= 0.923 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 950.20' Storage= 2,277 cf Peak Elev= 950.85' Storage= 9,665 cf (7,388 cf above starting storage) Flood Elev= 953.00' Storage= 72,062 cf (69,785 cf above starting storage) Plug-Flow detention time= 72.8 min calculated for 0.871 of (86% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.00 933 0 0 951.00 21,836 11,385 11,385 952.00 30,616 26,226 37,611 953.00 38,286 34,451 72,062 Primary OutFlow (Free Discharge) t--1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.50' 14.0' long x 83.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond bW1: Wetland #1 b Inflow 1.24 cfs @ .12.15 hrs, Volume= 0.091 of Outflow 0.08 cfs @ 14.60 hrs, Volume= 0.029 af, Atten= 94%, Lag= 147.2 min Primary = 0.08 cfs @ 14.60 hrs, Volume= 0.029 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 04115-Existing Type ll 24-hr Rainfall=4.10" , Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Elev= 951.51' Storage= 2,739 cf Plug-Flow detention time= 268.5 min calculated for 0.029 of (32% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.20 2,900 0 0 952.00 14,600 7,000 7,000 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # __Routing Invert Outlet Devices , 1 Primary 951.50' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 04115-Existing Type II 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=5.90" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E10: Predeveloped Area 10 Tc=15.5 min CN=67 Area=3.600 ac Runoff= 11.05 cfs 0.670 of Subcatchment E12: Predeveloped Area 12 Tc=10.2 min CN=67 Area=0.930 ac Runoff= 3.42 cfs 0.173 of Subcatchment E20: Predeveloped Area 20 Tc=37.2 min CN=67 Area=2.783 ac Runoff= 4.98 cfs 0.513 of Subcatchment E30: Predeveloped Area 30 Tc=18.6 min CN=74 Area=5.260 ac Runoff= 18.80 cfs 1.248 of Subcatchment E31: Predeveloped Area 31 Tc=34.0 min CN=71 Area=3.030 ac Runoff= 6.73 cfs 0.647 of Subcatchment E32: Predeveloped Area 32 Tc=20.2 min CN=67 Area=1.010 ac Runoff= 2.68 cfs 0.188 of Subcatchment E70: Predeveloped Area 70 Tc=19.6 min CN=69 Area=0.740 ac Runoff= 2.16 cfs 0.148 of Subcatchment Otsego: Watershed Across 70th Street Tc=23.7 min CN=67 Area=5.000 ac Runoff= 12.04 cfs 0.927 of Reach DP10: Wetland #1 Reach DP12: (new node) Reach DP20: Wetland #1 Reach Link1: Mud Lake (Link 1) Pond 70 St Cul: 70th Street Culvert Pond aW1: Wetland #1a Pond bW1: Wetland #1b Inflow= 11.05 cfs 0.670 of Outflow= 11.05 cfs 0.670 of Inflow= 3.42 cfs 0.173 of Outflow= 3.42 cfs 0.173 of Inflow= 7.25 cfs 0.786 of Outflow= 7.25 cfs 0.786 of Inflow= 37.27 cfs 4.230 of Outflow= 37.27 cfs 4.230 of Peak Storage= 17,357 cf Inflow= 12.04 cfs 0.927 of Primary= 3.19 cfs 0.804 of Outflow= 3.19 cfs 0.804 of Peak Storage= 13,109 cf Inflow= 19.57 cfs 2.052 of Primary= 16.09 cfs 1.954 of Outflow= 16.09 cfs 1.954 of Peak Storage= 3,332 cf Inflow= 2.68 cfs 0.188 of Primary= 1.23 cfs 0.125 of Outflow= 1.23 cfs 0.125 of 04115-Existing Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E10: Predeveloped Area 10 Runoff = 11.05 cfs @ 12.08 hrs, Volume= 0.670 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 3. 600 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 185 0.0200 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" Subcatchment E12: Predeveloped Area 12 Runoff = 3.42 cfs @ 12.02 hrs, Volume= 0.173 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 0.930 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.4 72 0.0139 0.1 Sheet Flow, Range n= 0.130 P2= 2.71" 1.8 168 0.0470 1.5 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.2 240 Total Subcatchment E20: Predeveloped Area 20 Runoff = 4.98 cfs @ 12.35 hrs, Volume= 0.513 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 2.783 67 Brush, Fair, HSG C 04115-Existing Type l/ 24-Mr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 A pplied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) ( cfs) 18.9 212 0.0160 0.2 Sheet Flow, Sheet Flow Range n= 0.130 P2= 2.71" 3.2 190 0.0200 1.0 Shallow Concentrated Flow, SCF Short Grass Pasture Kv= 7.0 fps 15.1 530 0.0070 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 37.2 932 Total Subcatchme nt E30: Predeveloped Area 30 Runoff = 18.80 cfs @ 12.11 hrs, Volume= 1.248 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 3.160 71 Pasture/grassland/range, Good, HSG C 0.600 67 Brush, Fair, HSG C 0.800 70 Woods, Fair, HSG C 0.700 98 Paved parking & roofs 260 5 74 Wei hted A e . g v rage Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs).. 15.6 190 0.0210 0.2 Sheet Flow, .Range n= 0.130 P2= 2.71" 3.0 250 0.0400 1.4 Shallow Concentrated Flow, - Short Grass Pasture Kv= 7.0 fps 18.6 440 Total S b h E P u catc ment 31: redeveloped Area 31 Runoff = 6.73 cfs @ 12.30 hrs, Volume= 0.647 of ~ Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 1.530 71 Pasture/grassland/range, Good, HSG C 0.100 98 Paved parking & roofs 1.400 70 Woods, Fair, HSG C 3.030 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.0 120 0.0450 0.1 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.71" ~,~ 04115-Existing Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E32: Predeveloped Area 32 Runoff = 2.68 cfs @ 12.14 hrs, Volume= 0.188 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr_Rainfa11=5.90" Area (ac) CN Description 1.010 67 Brush, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.5 128 0.0230 0.1 Sheet Flow, n= 0.250 P2= 2.71" 1.7 110 0.0450 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 238 Total :Subcatchment E70: Predeveloped Area 70 Runoff = 2.16 cfs @ 12.13-hrs, Volume= 0.148 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 0.740 69 Woods/grass comb., Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.4 140 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 2.71" 1.2 80 0.0500 1.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 19.6 220 Total Subcatchment Otsego: Watershed,Across 70th Street Runoff = 12.04 cfs @ 12.18 hrs, Volume= 0.927 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 5.000 67 Pasture/grassland/range, Good, HSG C 04115-Existing Type 11 24-hr Rainfall=5:90" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 250 0.0300 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 6.9 500 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.7 750 Total Reach DP10: Wetland #1 Inflow = 11.05 cfs @ 12.08 hrs, Volume= 0.670 of Outflow = 11.05 cfs @ 12.08 hrs, Volume= 0.670 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DP12: (new node) Inflow = 3.42 cfs @ 12.02 hrs, Volume= 0.173 of .Outflow = 3.42 cfs @ 12.02 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05. hrs Reach DP20: Wetland #1 Inflow = 7.25 cfs @ 12.33 hrs, Volume= 0.786 of Outflow = 7.25 cfs @ 12.33 hrs, Volume= 0.786 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs .Reach Link1: Mud Lake (Link 1) Inflow = 37.27 cfs @ '12.15 hrs, Volume= 4.230 of Outflow = 37.27 cfs @ 12.15 hrs, Volume= 4.230 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 70 St Cul: 70th Street Culvert Inflow = 12.04 cfs @ 12.18 hrs, Volume= 0.927 of Outflow = 3.19 cfs @ 12.66 hrs, Volume= 0.804 af, Atten= 74%, Lag= 28.9 min Primary = 3.19 cfs @ 12.66 hrs, Volume= 0.804 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 951.96' Storage= 17,357 cf Plug-Flow detention time= 109.1 min calculated for 0.804 of (87% of inflow) Storage and wetted areas determined by Prismatic sections 04115-Existing Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.80 50 0 0 952.00 30,000 18,030 18,030 953.00 50,000 40,000 58,030 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 950.80' 14.0" x 38.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.20' S= 0.0158'/' n= 0.024 Cc= 0.900 Pond aW1: Wetland #1a Inflow = 19.57 cfs @ 12.12 hrs, Volume= 2.052 of Outflow = 16.09 cfs @ 12.22 hrs, Volume= 1.954 af, Atten= 18%, Lag= 6.1 min Primary = 16.09 cfs @ 12.22 hrs, Volume= 1.954 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Starting Elev= 950.20' Storage= 2,277 cf Peak Elev= 951.07' Storage= 13,109 cf (10,833 cf above starting storage) Flood Elev= 953.00' Storage= 72,062 cf (69,785 cf above starting storage) Plug-Flow detention time= 42.4 min calculated for 1.896 of (92% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.00 933 0 0 951.00 21,836 11,385 11,385 952.00 30,616 26,226 37,611 953.00 38,286 34,451 72,062 Primary OutFlow (Free Discharge) t-1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.50' 14.0' long x 83.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond bW1: Wetland #1 b Inflow 2.68 cfs @ 12.14 hrs, Volume= 0.188 of Outflow = 1.23 cfs @ 12.38 hrs, Volume= 0.125 af, Atten= 54%, Lag= 14.5 min Primary = 1.23 cfs @ 12.38 hrs, Volume= 0.125 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 04115-Existing Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Elev= 951.58' Storage= 3,332 cf Plug-Flow detention time= 125.8 min calculated for 0.125 of (67% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.20 2,900 0 0 952.00 14,600 7,000 7,000 Primary OutFlow (Free Discharge) t-1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 951.50' 20.0' long.. x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 w .= ~ W ~' p ~, ~_ ~ f ~ ~, ~ ~ 1 ~ l W ~ W J ~'' I W ~ ~~. ~/ O \~~'j ~., ~ W CV '~ ~ J ', ~,^~ I. ~ ~ ~ ~ ~ N J ~- ca C'T''' J -f W C =i C D U (6 '(Q ;;U 1 0 0 0 1 D 0 1 041'15-Existing E Type l/ 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=2.71" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E40: Predeveloped Area 40 Subcatchment E41: Predeveloped Area 41 Tc=64.8 min CN=70 Area=7.820 ac Runoff= 1.72 cfs 0.310 of Tc=14.9 min CN=70 Area=3.220 ac Runoff= 1.98 cfs 0.132 of Subcatchment E42: Predeveloped Area 42 Tc=16.6 min CN=71 Area=2.130 ac Runoff= 1.35 cfs 0.094 of Subcatchment E43: Predeveloped Area 43 Tc=29.2 min CN=70 Area=0.560 ac Runoff= 0.22 cfs 0.023 of Subcatchment E44: Predeveloped Area 44 Subcatchment E50: Predeveloped Area 50 Subcatchment E51: Predeveloped Area 51 Subcatchment E60: Predeveloped Area 60 Tc=13.2 min CN=70 Area=1.470 ac Runoff= 0.97 cfs 0.060 of Tc=12.1 min CN=71 Area=5.300 ac Runoff= 4.01 cfs 0.233 of Tc=9.7 min CN=71 Area=5.300 ac Runoff= 4.40 cfs 0.234 of Tc=12.4 min CN=74 Area=4.950 ac Runoff= 4.75 cfs 0.268 of Reach 400L: Overland Flow (Area 40) Inflow= 1.76 cfs 0.234 of Length= 100.0' Max Vel= 0.4 fps Capacity= 50.08 cfs Outflow= 1.55 cfs 0.231 of Reach 430L: Overland Flow (Area 43) Inflow= 1.28 cfs 0.093 of Length= 135.0' Max Vel= 0.8 fps Capacity= 0.26 cfs Outflow= 1.21 cfs 0.092 of Reach 440L: Overland Flow (Area 44) Inflow= 1.69 cfs 0.225 of Length= 220.0' Max Vet= 0.9 fps Capacity= 88.29 cfs Outflow= 1.63 cfs 0.222 of Reach Lake: Mud Lake Inflow= 7.34 cfs 1.546 of Outflow= 7.34 cfs 1.546 of Pond W2: Wetland #2 Peak Storage= 269 cf Inflow= 1.35 cfs 0.094 of Primary= 1.28 cfs 0.093 of Outflow= 1.28 cfs 0.093 of Pond W3: Wetland #3 Peak Storage= 5,726 cf Inflow= 1.98 cfs 0.132 of Primary= 0.00 cfs 0.000 of Outflow= 0.00 cfs 0.000 of Pond W4: WEtland #4 Peak Storage= 11,675 cf Inflow= 4.75 cfs 0.268 of Outflow= 0.00 cfs 0.000 of ri ~~~ 04115-Existing E Prepared by DRG -Meyer-Rohlin, Inc. HydroCAD® 6.00 s/n 001463 ©1986-2001 Ap Type 11 24-hr Rainfall=2.71 " Page 2 plied Microcomputer Systems 4/7/2005 Pond W5: Wetland #5 Peak Storage= 2,589 cf Inflow= 4.40 cfs 0.234 of Primary= 1.69 cfs 0.225 of Outflow= 1.69 cfs 0.225 of f 2 Pond W6: Wetland #6 o Peak Storage= 2,301 cf Inflow= 1.96 cfs 0.28 Primary= 1.76 cfs 0.234 of Outflow= 1.76 cfs 0.234 of f 657 78 f 0 f = 3 Link 1L: 04115-Existing File o c s . Imported In low . Primary= 3.78 cfs 0.657 of Runoff Area = 30.750 ac Volume = 1.353 of Average Depth = 0.53" i~ 0 ~I! 04115-Existing E Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E40: Predeveloped Area 40 Runoff = 1.72 cfs @ 12.78 hrs, Volume= 0.310 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs i Type II 24-hr Rainfall=2.71" Area (ac) CN Description 3.450 71 Pasture/grassland/range, Good, HSG C 4.370 70 Woods, Fair, HSG C 7.820 70 Weighted Average Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 61.7 160 0.0180 0.0 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.71" 3.1 137 0.0220 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 64.8 297 Total Subcatchment E41: Predeveloped Area 41 Runoff = 1.98 cfs @ 12.10 hrs, Volume= 0.132 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" I Area (ac) CN Description 1.330 71 Pasture/grassland/range, Good, HSG C 1.890 70 Woods, Fair, HSG C 3.220 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.1 150 0.0200 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 1.8 133 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7:0 fps 14.9 283 Total Subcatchment E42: Predeveloped Area 42 Runoff = 1.35 cfs @ 12.11 hrs, Volume= 0.094 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 2.130 71 Pasture/grassland/range, Good, HSG C 04115-Existing E Type 1124-hrRainfall=2.71" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 119 0.0130 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 3.6 252 0.0280 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.6 371 Total Subcatchment E43: Predeveloped Area 43 Runoff = 0.22 cfs @ 12.28 hrs, Volume= 0.023 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 0.560 70 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 60 0.0250 0.0 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.71" 4.5 160 0.0560 0.6 Shallow Concentrated Flow, Forest vv/Heavy Litter Kv= 2.5 fps 29.2 220 Total Subcatchment E44: Predeveloped Area 44 Runoff = 0.97 cfs @ 12.07 hrs, Volume= 0.060 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 0.700 71 Pasture/grassland/range, Good, HSG C 0.770 70 Woods, Fair, HSG C 1.470 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 120 0.0250 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 3.2 155 0.0130 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fqs 13.2 275 Total ' 04115=Existing E Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 5 ' H_ydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E50: Predeveloped Area 50 1 Runoff = 4.01 cfs @ 12.06 hrs, Volume= 0.233 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Type II 24-hr Rainfall=2.71" Area (ac) CN Description ' 5.300 71 Pasture/grassland/range;-Good, HSG C Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs)' - 9.0 172 0.0670 0.3 Sheet Flow, Range n= 0.130 P2= 2.71" 3.1 240 0.0330 1.3 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.1 412 Total Subcatchment E51: Predeveloped Area 51 Runoff = 4.40 cfs @ 12.03 hrs, Volume= 0.234 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs.., dt= 0.05 hrs Type II 24-hr Rainfall=2.71" ' Area (ac) CN Description 4.900 71 Pasture/grassland/range, Good, HSG C 0.400 68 Meadow, non-grazed, HSG C .5.300 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 90 0.0400 0.2 Sheet Flow, ' Range n= 0.130 ' P2= 2.71" 3.1 250 0.0360 1.3 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.7 340 Total ' Subcatchment E60: Predevelo ed Area 60 p ' Runoff = 4.75 cfs @' 12.06 hrs, Volume= 0.268 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 1 3.650 71 Pasture/grassland/range, Good, HSG C 0.600 98 Paved parking & roofs 0.700 68 Meadow, non-grazed, HSG C ' 4.950 74 Weighted Average 04115-Existing E Type 11 24-Mr Rainfall=2.71 " 1 Prepared by DRG -Meyer-Rohlin, Inc. Rage 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) -- 4.5 220 0.0136 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.1 285 0.0280 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps e 3.8 260 0.0260 1.1 Shallow Concentrated Flow, Short Grass .Pasture Kv= 7.0 fgs 12.4 765 Total , Reach 400L: Overland Flow (Area 40) = fs 12.46 hrs Volume= 0.234 of Inflow 1.76 c @ , Outflow = 1.55 cfs @ 12.64 hrs, Volume= 0.231 af, Atten= 12%, Lag= 11.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.4 fps, Min. Travel Time= 4.7 min Avg. Velocity = 0.2 fps, Avg. Travel Time= 8.8 min ' Peak Depth= 0.09' Capacity at bank full= 50.08 cfs ' Inlet Invert= 952.50', Outlet Invert= 951.00' 50.00' x 0.70' deep channel, n= 0.100 Length= 100.0' Slope= 0.0150 '/' Side Slope Z-value= 1.0 '/' Reach 430L: Overland Flow (Area 43) ' Inflow = 1.28 cfs @ 12.16 hrs, Volume= 0.093 of Outflow = 1.21 cfs @ 12.25 hrs, Volume= 0.092 af, Atten= 6%, Lag= 5.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.8 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.3 fps, Avg. Travel Time= 6.5 min Peak Depth= 0.16' ' Capacity at bank full= 0.26 cfs Inlet Invert= 960.30', Outlet Invert= 951.00' ' ' ' / Slope= 0.0689 10.00' x 0.05' deep channel, n= 0.100 Length= 135.0 Side Slope Z-value= 1.0 'I' Reach 440L: Overland Flow (Area 44) , Inflow = 1.69 cfs @ 12.19 hrs, Volume= 0.225 of Outflow = 1.63 cfs @ 12.33 hrs, Volume= 0.222 af, Atten= 4%, Lag= 8.2 min ' Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.9 fps, Min. Travel Time= 4.3 min Avg. Velocity = 0.4 fps, Avg. Travel Time= 8.9 min ' n 04115-Existing E Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Depth= 0.06' Capacity at bank full= 88.29 cfs Inlet Invert= 956.00', Outlet Invert= 952.50' 30.00' x 0.70' deep channel, n= 0.035 Length= 220.0' Slope= 0.0159 '/' Side Slope Z-value= 1.0 '/' Reach Lake: Mud Lake Inflow = 7.34 cfs @ 12.57 hrs, Volume= 1.546 of Outflow = 7.34 cfs @ 12.57 hrs, Volume= 1.546 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond W2: Wetland #2 Inflow = 1.35 cfs @ 12.11 hrs, Volume= 0.094 of Outflow = 1.28 cfs @ 12.16 hrs, Volume= 0.093 af, Atten= 5%, Lag= 2.7 min Primary = 1.28 cfs @ 12.16 hrs, Volume= 0.093 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 959.08' Storage= 269 cf Plug-Flow detention time= 6.1 min calculated for 0.093 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 959.00 1,000 0 0 960.00 5,509 3,255 3,255 960.50 13,500 4,752 .8,007 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 959.00' 20.0' long x44.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W3: Wetland #3 Inflow = 1.98 cfs @ 12.10 hrs, Volume= 0.132 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 951.05' Storage= 5,726 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections 04115-Existing E Type 1124-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Svstems 4/7!2005 Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 948.00 11 0 0 949.00 522 267 267 950.00 1,760 1,141 1,408 951.00 5,275 3,518 4,925 952.00 25,212 15,244 20,169 952.50 38,000 15,803 35,972 Primary OutFlow (Free Discharge) t1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 951.80' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W4: WEtland #4 Inflow = 4.75 cfs @ 12.06 hrs, Volume= 0.268 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 952.11' Storage= 11,675 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) ( cubic-feet) 951.00 3, 027 0 0 952.00 15,500 9,264 9,264 953.00 27,800 21,650 30,914 954.00 45,600 36,700 67,614 Pond W5: Wetland:#5 Inflow = 4.40 cfs @ 12.03 hrs, Volume= 0.234 of Outflow = 1.69 cfs @ 12.19 hrs, Volume= 0.225 af, Atten= 62%, Lag= 9.6 min Primary = 1.69 cfs @ 12.19 hrs, Volume= 0.225 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 956.10' Storage= 2,589 cf Plug-Flow detention time= 38.6 min calculated for 0.225 of (96% of inflow) Storage and wetted areas determined by Prismatic sections 04115-Existing E Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 9 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 956.00 5,930 0 0 957.00 45,930 25,930 25,930 958.00 69,455 57,693 83,623 ' tmary OutFlow (Free Discharge) 1-Broad-Crested Rectangular Weir ' # Routing Invert Outlet Devices 1 Primary 956.00' 20.0' long x 190.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W6: Wetland #6 Inflow = 1.96 cfs @ 12.30 hrs, Volume= 0.282 of Outflow = 1.76 cfs @ 12.46 hrs, Volume= 0.234 af, Atten= 10%, Lag= 9.4 min ' Primary = 1.76 cfs @ 12.46 hrs, Volume= 0.234 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Peak Elev= 951.90' Storage= 2,301 cf Plug-Flow detention time= 76.6 min calculated for 0.234 of (83% of inflow) Storage and wetted areas determined by Prismatic sections ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 951.00 1,500 0 0 952.00 3,600 2,550 2,550 ' Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir ' # Routing Invert Outlet Devices 1 Primary 951.80' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 ' Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Link 1 L: 04115-Existing File Inflow 3.78 cfs @ 12.40 hrs, Volume= 0.657 of Primary - 3.78 cfs @ 12.40 hrs, Volume= 0.657 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Outflow Imported from 04115-Existing~Reach Link1 0 7 L~ i ~_ r. I~ I~~ J 04115-Existing E Type 11 24-hr Rainfall=4.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=4.10" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E40: Predeveloped Area 40 Subcatchment E41: Predeveloped Area 41 Tc=64.8 min CN=70 Area=7.820 ac Runoff= 5.11 cfs 0.800 of Tc=14.9 min CN=70 Area=3.220 ac Runoff= 5.60 cfs 0.338 of Subcatchment E42: Predeveloped Area 42 Tc=16.6 min CN=71 Area=2.130 ac Runoff= 3.71 cfs 0.234 of Subcatchment E43: Predeveloped Area 43 Tc=29.2 min CN=70 Area=0.560 ac Runoff= 0.65 cfs 0.058 of Subcatchment E44: Predeveloped Area 44 Tc=13.2 min CN=70 Area=1.470 ac Runoff= 2.73 cfs 0.154 of Subcatchment E50: Predeveloped Area 50 Tc=12.1 min CN=71 Area=5.300 ac Runoff= 10.78 cfs 0.584 of Subcatchment E51: Predeveloped Area 51 Tc=9.7 min CN=71 Area=5.300 ac Runoff= 11.71 cfs 0.585 of Subcatchment E60: Predeveloped Area 60 Tc=12.4 min CN=74 Area=4.950 ac Runoff= 11.51 cfs 0.627 of Reach 400L: Overland Flow (Area 40) Inflow= 7.98 cfs 0.672 of Length= 100.0' Max Vel= 0.7 fps Capacity= 50.08 cfs Outflow= 7.86 cfs 0.668 of Reach 430L: Overland Flow (Area 43) Inflow= 3.60 cfs 0.233 of Length= 135.0' Max Vel= 0.8 fps Capacity= 0.26 cfs Outflow= 3.41 cfs 0.232 of Reach 440L: Overland Flow (Area 44) Inflow= 6.58 cfs 0.570 of Length= 220.0' Max Vel= 1.5 fps Capacity= 88.29 cfs Outflow= 6.46 cfs 0.566 of Reach Lake: Mud Lake Inflow= 34.21 cfs 4.280 of Outflow= 34.21 cfs 4.280 of Pond W2: Wetland #2 Peak Storage= 537 cf Inflow= 3.71 cfs 0.234 of Primary= 3.60 cfs 0.233 of Outflow= 3.60 cfs 0.233 of Pond W3: Wetland #3 Peak Storage= 14,695 cf Inflow= 5.60 cfs 0.338 of Primary= 0.00 cfs 0.000 of Outflow= 0.00 cfs 0.000 of Pond W4: WEtland #4 Peak Storage= 27,277 cf Inflow= 11.51 cfs 0.627 of Outflow= 0.00 cfs 0.000 of 04'115-Existing E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 2 HydroCAD~ 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Pond W5: Wetland #5 Peak Storage= 6,393 cf Inflow= 11.71 cfs 0.585 of Primary= 6.58 cfs 0.570 of Outflow= 6.58 cfs 0.570 of Pond W6: Wetland #6 Peak Storage= 2,779 cf Inflow= 8.07 cfs 0.721 of Primary= 7.98 cfs D.672 of Outflow= 7.98 cfs 0.672 of Link 1 L: 04115-Existing File Imported Inflow= 16.48 cfs 1.937 of Primary=.16.48 cfs 1.937 of Runoff Area = 30.750 ac Volume = 3.380 of Average Depth = 1.32" i ' 04115-Existing E' Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E40: Predeveloped Area 40 Runoff = 5.11 cfs @ 12.74 hrs, Volume= 0.800 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs t Type II 24-hr Rainfall=4.10" Area (ac) CN Description ' 3.450 71 Pasture/grassland/range, Good, HSG C 4.370 70 Woods, Fair, HSG C 7.820 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 61.7 160 0.0180 0.0 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.71" 3.1 137 0.0220 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps ' 64.8 297 Total Subcatchment E41: Predeveloped Area 41 Runoff = 5.60 cfs @ 12.08 hrs, Volume= 0.338 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" ' Area (ac) CN Description 1.330 71 Pasture/grassland/range, Good, HSG C 1.890 70 Woods, Fair, HSG C ' 3.220 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 13.1 150 0.0200 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 1.8 133 0.0300 1.2 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 14.9 283 Total Subcatchment E42: Predeveloped Area 42 Runoff = 3.71 cfs @ 12.10 hrs, Volume= 0.234 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" ' Area (ac) CN Description __ 2.130 71 Pasture/grassland/range, Good, HSG C 04115-Existing E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length .Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 119 0.0130 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 3.6 252 0.0280 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.6 371 Total Subcatchment E43: Predeveloped Area 43 Runoff = 0.65 cfs @ 12.25 hrs, Volume= 0.058 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 0.560 70 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.7 60 0.0250 0.0 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.71" 4.5 160 0.0560 0.6 Shallow Concentrated Flow, Forest w/Heavv Litter Kv= 2.5 fps 29.2 220 Total Subcatchment E44: Predeveloped Area 44 Runoff = 2.73 cfs @ 12.06 hrs, Volume= 0.154 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 0.700 71 Pasture/grassland/range, Good, HSG C 0.770 70 Woods, Fair, HSG C 1.470 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec} (cfs) 10.0 120 0.0250 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 3.2 155 0.0130 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.2 275 Total ' 04115-Existing E Type Il 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 5 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E50: Predeveloped Area 50 Runoff = 10.78 cfs @ 12.05 hrs, Volume= 0.584 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description ' 5.300 71 Pasture/grassland/range, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 172 0.0670 0.3 Sheet Flow, Range n= 0.130 P2= 2.71" 3.1 240 0.0330 1.3 Shallow Concentrated Flow, Short Grass Pasture Kv= 7 0 fps 12.1 412 Total ' Subcatchment E51: Predeveloped Area 51 Runoff = 11.71 cfs @ 12.02 hrs, Volume= 0.585 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs dt= 0.05 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 4.900 71 Pasture/grassland/range, Good, HSG C 0.400 68 Meadow, non-grazed, HSG C 5.300 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 90 0.0400 0.2 Sheet Flow, ' Range n= 0.130 P2= 2.71" 3.1 250 0.0360 1.3 Shallow Concentrated Flow, Short Grass Pasture Kv= 7 0 tps 9.7 340 Total Subcatchment E60: Predeveloped Area 60 Runoff = 11.51 cfs @ 12.05 hrs, Volume= 0.627 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Type II 24-hr Rainfall=4.10" Area (ac) CN Description ' 3.650 71 Pasture/grassland/range, Good, HSG C 0.600 98 Paved parking & roofs 0.700 68 Meadow, non-grazed, HSG C ' 4.950 74 Weighted Average 04115-Existing E Type /l 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 ' Tc Length Slope Velocity Capacity (min) (feet) (ft/ft) (ft/sec) (cfs) Description 4.5 220 0.0136 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.1 285 0.0280 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps , 3.8 260 0.0260 1.1 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.4 765 Total , Reach 400L: Overland Flow (Area 40) Inflow = 7.98 cfs @ 12.19 hrs, Volume= 0.672 of Outflow = 7.86 cfs @ 12.27 hrs, Volume= 0.668 af, Atten= 1 %, Lag= 4.3 min outin b Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' R g y Max. Velocity= 0.7 fps, Min. Travel Time= 2.5 min Avg. Velocity = 0.3 fps, Avg. Travel Time= 6.3 min ' Peak Depth= 0.23' Capacity at bank full= 50.08 cfs Inlet Invert= 952.50', Outlet Invert= 951.00' 50.00' x 0.70' deep channel, n= 0.100 Length= 100.0' Slope= 0.0150 '/' Side Slope Z-value= 1:0 '/' Reach 430L. Overland Flow (Area 43) Inflow = 3.60 cfs @ 12.13 hrs, Volume= 0.233 of - 1 Atten= 5%, Lag= 5.3 min Outflow = 3.41 cfs @ 12.22 hrs, Volume= 0.232 af, Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Max. Velocity= 0.8 fps, Min. Travel Time= 2.7 min Avg. Velocity = 0.4 fps, Avg. Travel Time= 5.2 min ' ! Peak Depth= 0.41 Capacity at bank full= 0.26 cfs Inlet Invert= 960.30', Outlet Invert= 951.00' ' ' / 10.00' x 0.05' deep channel, n= 0.100 Length= 135.0' Slope= 0.0689 ' Side Slope Z-value= 1.0 '/' Reach 440L: Overland Flow (Area 44) , Inflow = 6.58 cfs @ 12.13 hrs, Volume= 0.570 of Outflow = 6.46 cfs @ 12.21 hrs, Volume= 0.566 af, Atten= 2%, Lag= 4.6 min ' Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.5 fps, Min. Travel Time= 2.5 min Avg. Velocity = 0.5 fps, Avg. Travel Time= 6.9 min -~ I 04115-Existing E Type 11 24-hr Rainfall=4.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Depth= 0.15' Capacity at bank full= 88.29 cfs Inlet Invert= 956.00', Outlet Invert= 952.50' 30.00' x 0.70' deep channel, n= 0.035 Length= 220.0' Slope= 0.0159 '/' Side Slope Z-value= 1.0 '/' Reach Lake: Mud Lake Inflow 34.21 cfs @ 12.22 hrs, Volume= 4.280 of Outflow 34.21 cfs @ 12.22 hrs, Volume= 4.280 af, Atten= 0%, Lag= 0.0 min 1 n Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond W2: Wetland #2 .Inflow = 3.71 cfs @ 12.10 hrs, Volume= 0.234 of Outflow = 3.60 cfs @ 12.13 hrs, Volume= 0.233 af, Atten= 3%, Lag= 1.8 min Primary = 3.60 cfs @ 12.13 hrs, Volume= 0.233 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 959.17' Storage= 537 cf Plug-Flow detention time= 4.7 min calculated for 0.233 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store _ __ (feet) (sq-ft) (cubic-feet) (cubic-feet) 959.00 1,000 0 0 960.00 5,509 3,255 3,255 960.50 13,500 4,752 8,007 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 959.00' 20.0' long x44.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W3: Wetland #3 Inflow = 5.60 cfs @ 12.08 hrs, Volume= 0.338 of Outflow = O.OO cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 951.64' Storage= 14,695 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections j~ J 04115-Existing E Type ll 24-hr;Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 948.00 11 0 0 949.00 522 267 267 950.00 1,760 1,141 1,408 951.00 5,275 3,518 4,925 952.00 25,212 15,244 20,169 952.50 38,000 15,803 35,972 Primary OutFlow (Free Discharge) t-1=Broad-Crested Rectangular Weir # Routinq Invert Outlet Devices 1 Primary 951.80' 10.0' long x 10..0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W4: WEtland #4 Inflow = 11.51 cfs @ 12.05 hrs, Volume= 0.627 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 952.83' Storage= 27,277 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 3,027 0 0 952.00 15,500 9,264 9,264 953.00 27,800 21,650 30,914 954.00 45,600 36,700 67,614 Pond W5: Wetland #5 Inflow = 11.71 cfs @ 12.02 hrs, Volume= 0.585 of Outflow = 6.58 cfs @ 12.13 hrs, Volume= 0.570 af, Atten= 44%, Lag= 6.6 min Primary = 6.58 cfs @ 12.13 hrs, Volume= 0.570 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 956.25' Storage= 6,393 cf Plug-Flow detention time= 27.8 min calculated for 0.568 of (97% of inflow) Storage and wetted areas determined. by Prismatic sections i r u ~I ~.J~ n 04115-Existing E Type Il 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 9 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 956.00 5,930 0 0 957.00 45,930 25,930 25,930 958.00 69,455 57,693 83,623 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routinq Invert Outlet Devices 1 Primary 956.00' 20.0' long x 190.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W6: Wetland #6 Inflow = 8.07 cfs 12.17 hrs, Volume= 0.721 of Outflow = 7.98 cfs @ 12.19 hrs, Volume= 0.672 af, .Primary = 7.98 cfs @ 12.19 hrs, Volume= 0.672 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 1 Atten= 1 %, Lag= 1.5 min Peak Elev= 952.09' Storage= 2,779 cf Plug-Flow detention time= 32.1 min calculated for 0.670 of (93% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 1,500 0 0 952.00 3,600 2,550 2,550 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routinq Invert Outlet Devices 1 Primary 951.80' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Link 1 L: 04115-Existing File Inflow = 16.48 cfs @ 12.21 hrs, Volume= 1.937 of Primary = 16.48 cfs @ 12.21 hrs, Volume= 1.937 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Outflow Imported from 04115-Existing~Reach Link1 04115-Existing E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 H~rdroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR 20 method, UH=SCS, Type II 24-hr Rainfall=5.90" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment E40: Predeveloped Area 40 Tc=64.8 min CN=70 Area=7.820 ac Runoff= 10.54 cfs 1.590 of Subcatchment E41: Predeveloped Area 41 Tc=14.9 min CN=70 Area=3.220 ac Runoff= 11.28 cfs 0.669 of Subcatchment E42: Predeveloped Area 42 Tc=16.6 min CN=71 Area=2.130 ac Runoff= 7.33 cfs 0.458 of Subcatchment E43: Predeveloped Area 43 Subcatchment E44: Predeveloped Area 44 Tc=29.2 min CN=70 Area=0.560 ac Runoff= 1.33 cfs 0.116 of Tc=13.2 min CN=70 Area=1.470 ac Runoff= 5.46 cfs 0.305 of Subcatchment E50: Predeveloped Area 50 Tc=12.1 min CN=71 Area=5.300 ac Runoff= 21.14 cfs 1.141 of Subcatchment E51: Predeveloped Area 51 Tc=9.7 min CN=71 Area=5.300 ac Runoff= 22.90 cfs 1.142 of Subcatchment E60: Predeveloped Area 60 Tc=12.4 min CN=74 Area=4.950 ac Runoff= 21.51 cfs 1.178 of Reach 400L: Overland Flow (Area 40) Inflow= 18.90 cfs 1.372 of Length= 100.0' Max Vel= 1.0 fps Capacity= 50.08 cfs Outflow= 18.48 cfs 1.366 of Reach 430L: Overland Flow (Area 43) Inflow= 7.22 cfs 0.456 of Length= 135.0' Max Vet= 0.8 fps Capacity= 0.26 cfs Outflow= 6.82 cfs 0.455 of Reach 440L: Overland Flow (Area 44) Inflow= 15.42 cfs 1.121 of Length= 220.0' Max Vel= 2.1 fps Capacity= 88,29 cfs Outflow= 15.03 cfs 1.116 of Reach Lake: Mud Lake Pond W2: Wetland #2 Pond W3: Wetland #3 Pond W4: WEtland #4 Inflow= 76.35 cfs 9.011 of Outflow= 76.35 cfs 9.011 of Peak Storage= 854 cf Inflow= 7.33 cfs 0.458 of Primary= 7.22 cfs 0.456 of Outflow= 7.22 cfs 0.456 of Peak Storage= 18,664 cf Inflow= 11.28 cfs 0.669 of Primary= 0.82 cfs 0.262 of Outflow= 0.82 cfs 0.262 of Peak Storage= 51,264 cf Inflow= 21.51 cfs 1.178 of Outflow= 0.00 cfs 0.000 of 0411-5-Existing E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E40: Predeveloped Area 40 Runoff = 10.54 cfs @ 12.71 hrs, Volume= 1.590 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 3.450 71 Pasture/grassland/range, Good, HSG C 4.370 70 Woods, Fair, HSG C 7.820 70 Weighted Average Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 61.7 160 0.0180 0.0 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.71" 3.1 137 0.0220 0.7 Shallow Concentrated Flow, Woodland Kv= 5 0 fps 64.8 297 Total Subcatchment E41: Predeveloped Area 41 Runoff = 11.28 cfs 12.07 hrs Vol = @ ume 0.669 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 1.330 71 Pasture/grassland/range, Good, HSG C 1.890 70 Woods, Fair, HSG C 3.220 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet).. (ft/ft) (ft/sec) (cfs) 13.1 150 0.0200 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 1.8 133 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7 0 fps 14.9 283 Total Subcatchment E42: Predeveloped Area 42 Runoff = 7.33 cfs @ 12.09 hrs, Volume= 0.458 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 2.130 71 Pasture/grassland/range, Good, HSG C 04115-Existing E Type II 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HvdroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Velocit Ca acit Descri tion Tc Length Slope Y P Y P (min} (feet) (ft/ft) (ft/sec) (cfs) 13.0 119 0.0130 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 3.6 252 0.0280 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.6 371 Total Subcatchment E43: Predeveloped Area 43 Runoff = 1.33 cfs @ 12.24 hrs, Volume= 0.116 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs- Type II 24-hr Rainfall=5.90" Area (ac) CN Description t 0.560 70 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7 60 0.0250 0.0 Sheet Flow, 24 . Woods: Dense underbrush n= 0.800 P2= 2.71" 4.5 160 0.0560 0.6 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 29.2 220 Total Subcatchment E44: Predeveloped Area 44 305 of = 0 . Runoff = 5.46 cfs @ 12.05 hrs, Volume Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 0.700 71 Pasture/grassland/range, Good,. HSG C 0.770 70 Woods; Fair, HSG C 1.470 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 120 0.0250 0.2 Sheet Flow, ' Range n= 0.130 P2= 2.71" 3.2 155 0.0130 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.2 275 Total 04115-Existing E Type 1124-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment E50: Predeveloped Area 50 Runoff = 21.14 cfs @ 12.04 hrs, Volume= 1.141 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description ' 5.300 71 Pasture/grassland/range, Good, HSG C Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 172 0.0670 0.3 Sheet Flow, Range n= 0.130 P2= 2.71" 3.1 240 0..0330 1.3 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.1 412 Total Subcatchment E51: Predeveloped Area 51 Runoff = 22.90 cfs @ 12.01 hrs, Volume= 1.142 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 4.900 71 Pasture/grassland/range, Good, HSG C t 0.400 68 Meadow, non-grazed, HSG C 5.300 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 90 0.0400 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 3.1 250 0.0360 1.3 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.7 340 Total ' Subcatchment E60: Predevelo ed Area 60 p Runoff = 21.51 cfs @ 12.04 hrs, Volume= 1.178 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 3.650 71 Pasture/grassland/range, Good, HSG C 0.600 98 Paved parking & roofs 0.700 68 Meadow, non-grazed, HSG C 4.950 74 Weighted Average 04115-Existing E Type l/ 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 220 0.0136 0.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.1 285 0.0280 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 260 0.0260 1.1 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 12.4 765 Total Reach 400L: Overland Flow (Area 40) Inflow = 18.90 cfs @ 12.15 hrs, Volume= 1.372 of Outflow = 18.48 cfs @ 12.20 hrs, Volume= 1.366 af, Atten= 2%, Lag= 3.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.0 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.3 fps, Avg. Travel Time= 4.9 min Peak Depth= 0.39' Capacity at bank full= 50.08 cfs Inlet Invert= 952.50', Outlet Invert= 951.00' 50.00' x 0.70' deep channel, n= 0.100 Length= 100.0' Slope= 0.0150 '/' Side Slope Z-value= 1.0 '/' Reach 430L: Overland Flow (Area 43) Inflow = 7.22 cfs @ 12.12 hrs, Volume= 0.456 of Outflow = 6.82 cfs @ 12.20 hrs, Volume= 0.455 af, Atten= 6%, Lag= 5.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.8 fps, Min. Travel Time= 2.7 min Avg. Velocity = 0.5 fps, Avg. Travel Time= 4.6 min Peak Depth= 0.80' Capacity at bank full= 0.26 cfs Inlet Invert= 960.30', Outlet Invert= 951.00' 10.00' x 0.05' deep channel, n= 0.100 Length= 135.0' Slope= 0.0689 '/' Side Slope Z-value= 1.0 '/' Reach 440L: Overland Flow (Area 44) Inflow = 15.42 cfs @ 12.11 hrs, Volume= 1.121 of Outflow = 15.03 cfs @ 12.16 hrs, Volume= 1.116 af, Atten= 3%, Lag= 3.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.1 fps, Min. Travel Time= 1.8 min Avg. Velocity = 0.6 fps, Avg. Travel Time= 6.0 min r~ '~ 04115-Existing E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-200.1 Applied Microcomputer Systems 4/7/2005 Peak Depth= 0.24' Capacity at bank full= 88.29 cfs Inlet Invert= 956.00', Outlet Invert= 952.50' 30.00' x 0.70' deep channel, n= 0.035 Length= 220.0' Slope= 0.0159 '/' Side Slope Z-value= 1.0 '/' Reach .Lake: Mud Lake Inflow = 76.35 cfs @ 12.14 hrs, Volume= 9.011 of Outflow = 76.35 cfs @ .12.14 hrs, Volume= 9.011 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond W2: Wetland #2 Inflow = 7.33 cfs @ 12.09 hrs, Volume= 0.458 of Outflow = 7.22 cfs @ 12.12 hrs, Volume= 0.456 af, Atten= 1 %, Lag= 1.3 min Primary = 7.22 cfs @ 12.12 hrs, Volume= 0.456 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 959.26' Storage= 854 cf Plug-Flow detention time= 3.8 min calculated for 0.456 of (100% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 959.00 1,000 0 0 960.00 5,509 3,255' 3,255 960.50 13,500 4,752 - 8,007 - Primary OutFlow (Free Discharge) t-1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 959.00' 20.0' long x44.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1..40 1.60 Coef. (English) 2.68 2.70 -2.70 2.64 2.63 2.64 2.64 2.63 Pond W3: Wetland #3 Inflow = 11.28 cfs @ 12.07 hrs, Volume= 0.669 of Outflow = 0.82 cfs @ 13.30 hrs, Volume= 0.262 af, Atten= 93%, Lag= 73.5 min Primary = 0.82 cfs @ 13.30 hrs, Volume= 0.262 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 951.90' Storage= 18,664 cf Plug-Flow detention time= 218.7 min calculated for 0.262 of (39% of inflow) Storage and wetted areas determined by Prismatic sections 04115-Existing E Type 11 24-hr Rainfall=5.90." Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 948.00 11 0 0 949.00 522 267 267 950.00 1,760 1,141 1,408 951.00 5,275 3,518 4,925 952.00 25,212 15,244 20,169 952.50 38,000 15,803 35,972 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 951.80' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W4: WEtland #4 Inflow = 21.51 cfs @ 12.04 hrs, Volume= 1.178 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05. hrs Peak Elev= 953.55' Storage= 51,264 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 3,027 0 0 952.00 15,500 9,264 9,264 953.00 27,800 21,650 30,914 954.00 45,600 36,700 67,614 Pond W5: Wetland #5 Inflow = 22.90 cfs @ 12.01 hrs, Volume= 1.142 of Outflow = 15.42 cfs @ 12.11 hrs, Volume= 1.121 af, Atten= 33%, Primary = 15.42 cfs @ 12.11 hrs, Volume= 1.121 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 956.43' Storage= 11,244 cf Plug-Flow detention time= 22.6 min calculated for 1.121 of (98% of inflow) Storage and wetted areas determined by Prismatic sections 1 Lag= 5.5 min [] ii r,~ 1 0 i~ 1 04115-Existing E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 9 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Inc.Store Cum.Store ____ (feet) (sq-ft) (cubic-feet) (cubic-feet) 956.00 5,930 0 0 957.00 45,930 25,930 25,930 958.00 69,455 57,693 83,623 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 956.00' 20.0' long x 190.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W6: Wetland #6 Inflow = 19.03 cfs @ 12.13 hrs, Volume= 1.422 of Outflow = 18.90 cfs @ 12.15 hrs, Volume= 1.372 af, Atten= 1 %, Lag= 1.3 min Primary = 18.90 cfs @ 12.15 hrs, Volume= 1.372 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 952.40' Storage= 3,563 cf Plug-Flow detention time= 18.7 min calculated for 1.372 of (97% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 1,500 0 0 952.00 3,600 2,550 2,550 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 951.80' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Link 1 L: 04115-Existing File Inflow = 35.14 cfs @ 12.16 hrs, Volume= 4.082 of Primary = 35.14 cfs @ 12.16 hrs, Volume= 4.082 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Outflow Imported from 04115-Existing-Reach Link1 ii 7 ~l n G 0 o~ ~J c~'''' N ~J ~., ~- o ~ N ~- O ~ '~~ ~ ~ ~ ~ ~~ ~~ m, ~ ~ Q ~ "\ m ', Q O p ~ ~ c J c 0 U N II '.. ,~ ~' U ~' 7 UI I 1 04115-Developed NW Type l/ 24-hr Rainfall=2.71 Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005_ I] Time span=5.00-50,00 hrs, dt=0.01 hrs, 4501 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=2.71" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D10: Developed Area 10 Subcatchment D11: Developed Area 11 Subcatchment D12: Developed Area 12 Subcatchment D20: Developed Area 20 Subcatchment D21: Developed Area 21 Subcatchment D70: Developed Area 70 Reach 2L: Mud Lake (Link 2) Tc=13.2 min CN=84 Area=1.401 ac Runoff= 2.47 cfs 0.150 of Tc=6.8 min CN=75 Area=1.540 ac Runoff= 2.03 cfs 0.100 of Tc=5.0 min CN=70 Area=0.640 ac Runoff= 0.62 cfs 0.030 of Tc=17.1 min CN=82 Area=3.870 ac Runoff= 5.37 cfs 0.372 of Tc=5.1 min CN=70 Area=0.595 ac Runoff= 0.57 cfs 0.028 of Tc=16.1 min CN=72 Area=1.000 ac Runoff= 0.71 cfs 0.053 of Inflow= 3.29 cfs 0.711 of Outflow= 3.29 cfs 0.711 of Reach A Pipe: Outlet Pipe A Inflow= 0.22 cfs 0.146 of Length= 18.0' Max Vel= 3.3 fps Capacity= 5.31 cfs Outflow= 0.22 cfs 0.146 of Reach B-Pipe: Outlet Pipe Inflow= 0.80 cfs 0.365 of Length= 223.0' Max Vel= 1.9 fps Capacity= 9.58 cfs Outflow= 0.80 cfs 0.365 of Reach DP10: Wetland #1 Reach DP12: (new node) Inflow= 2.09 cfs 0.245 of Outflow= 2.09 cfs 0.245 of Inflow= 0.62 cfs 0.030 of Outflow= 0.62 cfs 0.030 of Reach DP20: Wetland #1 Inflow= 1.08 cfs. 0.436 of Outflow= 1.08 cfs 0.436 of Pond A: Pond A Peak Storage= 11,451 cf Inflow= 2.47 cfs 0.150 of Primary= 0.22 cfs 0.146 of Secondary= 0.00 cfs 0.000 of Outflow= 0.22 cfs 0.146 of Pond B: Pond B Peak Storage= 27,298 cf Inflow= 5.37 cfs 0.372 of Primary= 0.80 cfs 0.365 of Secondary= 0.00 cfs 0.000 of Outflow= 0.80 cfs 0.365 of Pond W16: New Wetland 16 Peak Storage= 986 cf Inflow= 0.71 cfs 0.053 of Primary= 0.43 cfs 0.044 of Outflow= 0.43 cfs 0.044 of 04115-Developed NW Type 11 24-hr.Rainfall=2.7.1 " Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D10: Developed Area 10 Runoff = 2.47 cfs @ 12.05 hrs, Volume= 0.150 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area_~ac) CN Description 0.683 70 >75% Grass cover, Good, HSG C 0.718 98 Paved parking & roofs & pond 1.401 84 Weighted Average Tc Length Slope Velocity Capacity Description ___(min) (feet) (ftJft) (ft/sec) (cfs) 12.3 75 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.9 150 0.0200 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 13.2 225 Total Subcatchment D11: Developed Area 11 Runoff = 2.03 cfs 11.99 hrs, Volume= 0.100 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 1.290 70 >75% Grass cover, Good, HSG C 0.250 98 Paved parking & roofs 1.540 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 50 0.0500 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 80 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.8 130 Total Subcatchment D12: Developed Area 12 Runoff = 0.62 cfs @ 11:97 hrs, Volume= 0.030 of '~ Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 0.640 70 >75% Grass cover, Good, HSG C 04115-Developed NW Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 4 H}~droCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.0400 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 2.71" 0.4 50 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.0 100 Total Subcatchment D20: Developed Area 20 Runoff = 5.37 cfs @ 12.10 hrs, Volume= 0.372 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 2.190 70 >75% Grass cover, Good, HSG C 1 680 98 Paved parking & roofs & pond 3.$70 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 1.6 200 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 17.1 300 Total Subcatchment D21: Developed Area 21 Runoff = 0.57 cfs @ 11.98 hrs, Volume= 0.028 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5..00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 0.595 70 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 55 0.0500 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 2.71" 0.5 70 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.1 125 Total 04115-Developed NW Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D70: Developed Area 70 Runoff = 0.71 cfs @ 12.11 hrs, Volume= 0.053 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area_(ac) CN Description 0.600 71 >75% Grass cover, Good, HSG C 0.100 98 Wetland Water 0.300 65 Brush, Good, HSG C 1.000 72 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 85 0.0250 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.1 185 Total ' Reach 2L: Mud Lake (Link 2) Inflow = 3:29 cfs @ `11:99 hrs, Volume= 0.711 of Outflow = 3.29 cfs @ 11.99 hrs, Volume= 0.711 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach A-Pipe: Outlet Pipe A ' Inflow .0.22 cfs @ 12.87 hrs, Volume= 0.146 of Outflow 0.22 cfs @ 12.87 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.2 min J Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 3.3 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.6 fps, Avg. Travel Time= 0.2 min Peak Depth= 0.14' Capacity at bank full= 5.31 cfs Inlet Invert= 947.90', Outlet Invert= 947.50' 12.0" Diameter Pipe n= 0.013 Length= 18.0' Slope= 0.0222 '/' Reach B-Pipe: Outlet Pipe Inflow = 0.80 cfs @ 12.67 hrs, Volume= 0.365 of Outflow = 0.80 cfs @ 12.73 hrs, Volume= 0.365 af, .Atten= 0%, Lag= 3.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 1.9 fps, Min. Travel Time= 2.0 min Avg. Velocity = 0.8 fps, Avg. Travel Time= 4.7 min 04115-Developed NW Type 11 24-hr Rainfall=2.71" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Depth= 0.39' Capacity at bank full= 9.58 cfs Inlet Invert= 949.90', Outlet Invert= 949.50' 24.0" Diameter Pipe n= 0.013 Length= 223.0' Slope= 0.0018 '/' Reach DP10: Wetland #1 Inflow = 2.09 cfs @ 11.99 hrs, Volume= 0.245 of Outflow = 2.09 cfs @ 11.99 hrs, Volume= 0.245 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach DP12: (new node) Inflow = 0.62 cfs @ 11.97 hrs, Volume= 0.030 of Outflow = 0.62 cfs @ 11.97 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach DP20: Wetland #1 Inflow = 1.08 cfs @ 12.33 hrs, Volume= 0.436 of Outflow = 1.08 cfs @ 12.33 hrs, Volume= 0.436 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Pond A: Pond A Inflow = 2.47 cfs @ 12.05 hrs, Volume= 0.150 of Outflow = 0.22 cfs @ 12.87 hrs, Volume= 0.146 af, Atten= 91 %, Lag= 49.0 min Primary = 0.22 cfs @ 12.87 hrs, Volume= 0.146 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 948.00' Storage= .8,202 cf Peak Elev= 948.43' Storage= 11,451 cf (3,248 cf above starting storage) Flood Elev= 949.30' Storage= 17,973 cf (9,771 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation (feet) Surf.Area (sq-ft) Perim. (feet) Inc.Store (cubic-feet) Cum.Store (cubic-feet) Wet.Area (sq-ft) 943.00 43 45.0 0 0 43 944.00 331 82.0 164 164 422 946.00 1,663 194.0 1,824 1,988 2,898 947.00 2,619 234.0 2,123. 4,111 4,277 948.00 5,767 386.0 4,091 8,202 11,782 950.00 9,414 620.0 15,033 23,235 30,542 ' 04115-Developed NW Type l/ 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 948.00' 4.0" Vert..Orifice/Grate C= 0.600 2 Primary 948.80' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 949.30' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0..60 0..80 1.00 1.20 1..40 ..1.60 Coef. (English) 2.49 2.56 2.70. 2.69 2.68 2.69 2.67 2.64 Pond B: Pond B Inflow = 5.37 cfs @ 12.10 hrs, .Volume= 0.372 of Outflow 0.80 cfs @ 12.67 hrs, Volume= 0.365 af, Atten= 85%, Lag= 34.3 min Primary 0.80 cfs @ 12.67 hrs, Volume= 0.365 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 20,054 cf Peak Elev= 950.56' Storage= 27,298 cf (7,244 cf above starting storage) Flood Elev= 952.50' Storage= 54,445 cf (34,391 cf above starting storage) Plug-Flow detention time=-.(not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 944.00 505 90.0 0 0 505 946.00 1,614 170.0 2,015 2,015 2,181 948.00 3,925 500.0 5,371 7,385 19,788 949.00 5,627 535.0 4,751 12,136 22,717 950.00 10,457 590.0 7,918 20,054 27,672 952.00 15,397 938.0 25,695 45,749 70,015 953.00 19,466 670.0 17,392 63,141 104,318 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) t-3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.30' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.50' 15.0' long x 10.0' breadth Broad-Crested Rectangular Weir 04115-Developed NW Type 1124-hr Rainfall=2.7.1" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W16: New Wetland 16 Inflow = 0.71 cfs @ 12.11 hrs, Volume= 0.053 of Outflow = 0.43 cfs @ 12.24 hrs, Volume= 0.044 af, Atten= 40%, Lag= 8.3 min Primary = 0.43 cfs @ 12.24 hrs, Volume= 0.044 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 949.00' Storage= 431 cf Peak Elev= 949.57' Storage= 986 cf (554 cf above starting storage) Plug-Flow detention time= 234.4 min calculated for 0.034 of (63% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 948.50 220 0 0 949.50 1,505 863 863 950.00 2,200 926 1,789 951.00 3,800 3,000 4,789 Primary OutFlow (Free Discharge) t-1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 949.50' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0:60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 i ii fl r C ii ii 0 0 C L i r n 0 n 04115=Developed NW Type'll 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2009 Applied Microcomputer Systems 4/7/2005 Time span=5.00-50.00 hrs, dt=0.01 hrs, 4501 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=4.10" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D10: Developed Area 10 Subcatchment D11: Developed Area 11 Subcatchment D12: Developed Area 12 Subcatchment D20: Developed Area 20 Subcatchment D21: Developed Area 21 Subcatchment D70: Developed Area 70 Reach 2L: Mud Lake (Link 2) Tc=13.2 min CN=84 Area=1.401 ac Runoff= 4.72 cfs 0.287 of Tc=6.8 min CN=75 Area=1.540 ac Runoff= 4.67 cfs 0.224 of Tc=5.0 min CN=70 Area=0.640 ac Runoff= 1.66 cfs 0.074 of Tc=17.1 min CN=82 Area=3.870 ac Runoff= 10.75 cfs 0.738 of Tc=5.1 min CN=70 Area=0.595 ac Runoff= 1.53 cfs 0.069 of Tc=16.1 min CN=72 Area=1.000 ac Runoff= 1.87 cfs 0.128 of Inflow= 8.87 cfs 1.498 of Outflow= 8.87 cfs 1.498 of Reach A-Pipe: Outlet Pipe A Inflow= 0.57 cfs 0.283 of Length= 18.0' Max Vel= 4.4 fps Capacity= 5.31 cfs Outflow= 0.57 cfs 0.283 of Reach B-Pipe: Outlet Pipe Inflow= 1.55 cfs 0.730 of Length= 223.0' Max Vel= 2.2 fps Capacity= 9.58 cfs Outflow= 1.55 cfs 0.730 of Reach DP10: Wetland #1 Reach DP12: (new node) Inflow= 4.86 cfs 0.506 of Outflow= 4.86 cfs 0.506 of Inflow= 1.66 cfs 0.074 of Outflow= 1.66 cfs 0.074 of Reach DP20: Wetland #1 Inflow= 3.05 cfs 0.917 of Outflow= 3.05 cfs 0.917 of Pond A: Pond A Peak Storage= 14,674 cf Inflow= 4.72 cfs 0.287 of Primary= 0.57 cfs 0.283 of Secondary= 0.00 cfs 0.000 of Outflow= 0.57 cfs 0.283 of Pond B: Pond B Peak Storage= 35,336 cf Inflow= 10.75 cfs 0.738 of Primary= 1.55 cfs 0.730 of Secondary= 0.00 cfs 0.000 of Outflow= 1.55 cfs 0.730 of Pond W16: New Wetland 16 Peak Storage= 1,183 cf Inflow= 1.87 cfs 0.128 of Primary= 1.79 cfs 0.118 of Outflow= 1.79 cfs 0.118 of ' 04115-Developed NW Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D10: Developed Area 10 Runoff = 4.72 cfs @ 12.05 hrs, Volume= 0.287 of Runoff by SCS TR-20 method,'UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Type II 24-hr Rainfall=4.10" Area (ac) CN Description ' 0.683 70 >75% Grass cover, Good, HSG C 0.718 98 Paved parking & roofs & pond 1.401 84 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 12.3 75 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.9 150 0.0200 2.9 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 13.2 225 Total Subcatchment D11: Developed Area 11 ' Runoff = 4.67 cfs 11.99 hrs, Volume= 0.224 of ' Runoff by SCS TR-20 method, UH=SCS; Time Span= 5:00-50.00 hrs, dt= 0.01 hrs Type...1.1.24-hr Rainfall=4.10" Area (ac) CN Description 1.290 70 >75% Grass cover,: Good, HSG C 0.250 98 Paved parking & roofs ' 1.540 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.2 50 0.0500 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 80 0.0200 2.1 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 6.8 130 Total ' Subcatchment D12 -Developed Area 12 Runoff = 1.66 cfs @ 11.97 hrs, Volume= 0.074 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" ' Area (ac) CN Description 0.640 70 >75% Grass cover, Good, HSG C 04115-Developed NW Type 1124-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/20__0.5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.0400 0.2 Sheet Flow,. Grass: Short n= 0.150 P2= 2.71" 0.4 50 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.0 100 Total Subcatchment D20: Developed Area 20 Runoff = 10.75 cfs @ 12.10 hrs, Volume= 0.738 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0:01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 2.190 70 >75% Grass cover, Good, HSG C 1.680 98 Paved parking & roofs & pond 3.870 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 1.6 200 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 17.1 300 Total Subcatchment D21: Developed Area 21 Runoff = 1.53 cfs @ 11.97 hrs, Volume= 0.069 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 0.595 70 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 55 0.0500 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 2.71" 0.5 70 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.1 125 Total 04115-Developed NW Type,ll 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 5 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D70: Developed Area 70 ' Runoff = 1.87 cfs @ 12.09 hrs, Volume= 0.128 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description ' 0.600 71 >75%° Grass cover, Good, HSG C 0.100 98 Wetland Water 0.300 65 Brush, Good, HSG C 1.000 72 Weighted Average Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" ' 0.6 85 0.0250 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15 0 fps 16.1 185 Total ' Reach 2L: Mud Lake (Link 2) Inflow = 8.87 cfs @ 11.99 hrs, Volume= 1`.498 of ' Outflow = 8.87 cfs @ 11.99 hrs, Volume= 1.498 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach A Pi e: Outlet Pi e A p p ' Inflow 0.57 cfs @ 12.58 hrs, Volume= 0.283 of Outflow 0.57 cfs @ 12.58 hrs, Volume= 0.283 af, Atten= 0%, Lag= 0.1 min e Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 4.4 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.9 fps, Avg. Travel Time= 0.2 min ' Peak Depth= 0.22' Capacity at bank full= 5.31 cfs Inlet Invert= 947.90', Outlet Invert=`947.50' ' 12.0" Diameter Pipe n= 0.013 Length= 18.0' Slope= 0.0222 '/' Reach B-Pipe: Outlet Pipe ' Inflow = 1.55 cfs @ 12.65 hrs, Volume= 0.730 of Outflow = 1.55 cfs @ 12.70 hrs, Volume= 0.730 af, Atten= 0%, Lag= 2.9 min ' Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 2.2 fps, Min. Travel Time= 1.7 min ' Avg. Velocity = 0.9 fps, Avg. Travel Time= 4.1 min 04115-Developed NW Type 1124-hr Rainfall=4.?0" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems _ 4/7/2005 Peak Depth= 0.54' Capacity at bank full= 9.58 cfs Inlet Invert= 949.90', Outlet Invert= 949.50' 24.0" Diameter Pipe n= 0.013 Length= 223.0' Slope= 0.0018 '/' Reach DP10: Wetland #1 Inflow = 4.86 cfs @ 11.99 hrs, Volume= 0.506 of Outflow = 4.86 cfs @ 11.99 hrs, Volume= 0.506 af, Atten= 0%, .Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach DP12: (new node) Inflow = 1.66 cfs @ 11.97 hrs, Volume= 0.074 of Outflow = 1.66 cfs @ 11.97 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach DP20: Wetland #1 Inflow = 3.05 cfs @ 12.15 hrs, Volume= 0.917 of Outflow = 3.05 cfs @ 12.15 hrs, .Volume= 0.917 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Pond A: Pond A Inflow = 4.72 cfs @ 12.05 hrs, Volume= 0.287 of Outflow = 0.57 cfs @ 12.58 hrs, Volume= 0.283 af, Atten= 88%, Lag= 31.8 min Primary = 0.57 cfs @ 12.58 hrs, Volume= 0.283 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 948.00' Storage= 8,202 cf Peak Elev= 948.86' Storage= 14,674 cf (6,472 cf above starting storage) Flood Elev= 949.30' Storage= 17,973 cf (9,771 cf above starting storage) Plug-Flow detention time= 758.7 min calculated for 0.095 of (33% of inflow) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 00 943 43 45.0 0 0 43 . 00 944 331 82.0 164 164 422 . 00 946 1,663 194.0 1,824 1,988 2,898 . 00 947 2,619 234.0 2,123 4,111 4,277 . 00 948 5,767 386.0 4,091 8,202 11,782 . 950.00 9,414 620.0 15,033 23,235 30,542 04115-Developed-NW .Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 7 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) ' ~1=Orifice/Grate 2=Orifice/Grate ' Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 948.00' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 948.80' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 ' 3 Secondary 949.30' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) ..0.20 0.40 .0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Pond B: Pond B Inflow = 10.75 cfs @ 12.10 hrs, Volume= 0.738 of ' Outflow _ 1.55 cfs @ 12.65 hrs, Volume= '0.730 af, Atten= 86%, Lag= 33.1 min Primary 1.55 cfs @ 12.65 hrs, Volume= 0.730 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of ' Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Starting Elev=.950.00' Storage= 20,054 cf Peak Elev= 951.19' Storage= 35,336 cf (15,282 cf above starting storage) Flood_Elev= 952.50' _Storage= 54,445 cf (34,391, cf above starting storage) Plug-Flow detention time= 603.8 min calculated for 0.270 of (37% of inflow) ' Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 944.00 505 90.0 0 0 505 946.00 1,614 170.0 2,015 2,015 2,181 ' 948.00 3,925 500.0 5,371 7,385 19,788 949.00 5,627 535.0 4,751 12,136 22,717 950.00 10,457 590.0 7,918 20,054 27,672 952.00 15,397 938.0 25,695 45,749 70,015 953.00 19,466 670.0 17,392 63,141 104,318 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate ' Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.30' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.50' 15.0' long x 10.0' breadth Broad-Crested Rectangular Weir 04115-Developed NW Type 11 24-hr Rainfall=4.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCADO 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W16: New Wetland 16 Inflow = 1.87 cfs @ 12.09 hrs, Volume= 0.128 of Outflow = 1.79 cfs @ 12.13 hrs, Volume= 0.118 af, Atten= 4%, Lag= 2.2 min Primary = 1.79 cfs @ 12.13 hrs, Volume= 0.118 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 949.00' Storage= 431 cf Peak Elev= 949.67 Storage= 1,183 cf (752 cf above starting storage) Plug-Flow detention time= 105.6 min calculated for 0.108 of (84% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 948.50 220 0 0 949.50 1,505 863 863 950.00 2,200 926 1,789 951.00 3,800 3,000 4,789 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 949.50' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60. Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 n G r C C L u i~ C 0 u 04115-Developed NW Type 1124-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-50.00 hrs dt=0.01 `hrs, 4501 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=5.90" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D10: Developed Area 10 Subcatchment D11: Developed Area 11 Subcatchment D12: Developed Area 12 Subcatchment D20: Developed Area 20 Subcatchment D21: Developed Area 21 Subcatchment D70: Developed Area 70 Reach 2L: Mud Lake (Link 2) Tc=13.2 min CN=84 Area=1.401 ac Runoff= 7.74 cfs 0.479 of Tc=6.8 min CN=75 Area=1.540 ac Runoff= 8.50 cfs 0.410 of Tc=5.0 min CN=70 Area=0.640 ac Runoff= 3.24 cfs 0.145 of Tc=17.1 min CN=82 Area=3.870 ac Runoff= 18.10 cfs 1.256 of Tc=5.1 min CN=70 Area=0.595 ac Runoff= 3.01 cfs 0.135 of Tc=16.1 min CN=72 Area=1.000 ac Runoff= 3.64 cfs 0.243 of Inflow= 17.91 cfs 2.646 of Outflow= 17.91 cfs 2.646 of Reach A-Pipe: Outlet Pipe A Inflow= 3.34 cfs 0.474 of Length= 18.0' Max Vel= 7.1 fps Capacity= 5.31 cfs Outflow= 3.34 cfs 0.474 of Reach B-Pipe: Outlet Pipe Inflow= 6.49 cfs 1.248 of Length= 223.0' Max Vel= 3.3 fps Capacity= 9.58 cfs Outflow= 6.48 cfs 1.248 of Reach DP10: Wetland #1 Reach DP12: -(new node) Inflow= 8.80 cfs 0.885 of Outflow= 8.80 cfs 0.885 of Inflow= 3.24 cfs 0.145 of Outflow= 3.24 cfs 0.145 of Reach DP20: Wetland #1 Inflow= 8.22 cfs 1.616 of Outflow= 8.22 cfs 1.616 of Pond A: Pond A Peak Storage= 17,009 cf Inflow= 7.74 cfs 0.479 of Primary= 3.34 cfs 0.474 of Secondary= 0.00 cfs 0.000 of Outflow= 3.34 cfs 0.474 of Pond B: Pond B Peak Storage= 43,095 cf Inflow= 18.10 cfs 1.256 of Primary= 6.49 cfs 1.248 of Secondary= 0.00 cfs 0.000 of Outflow= 6.49 cfs 1.248 of Pond W16: New Wetland 16 Peak Storage= 1,366 cf Inflow= 3.64 cfs 0.243 of Primary= 3.56 cfs 0.233 of Outflow= 3.56 cfs 0.233 of u ~I ' 04115-Developed NW Type 1124-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D10: Developed Area 10 Runoff = 7.74 cfs @ 12.05 hrs, Volume= 0.479 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 0.683 70 >75% Grass cover, Good, HSG C 0.718 98 Paved parking & roofs & pond 1.401 84 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 75 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.9 150 0.0200 2.9 Shallow Concentrated Flow,. Paved Kv= 20.3 fps 13.2 225 Total Subcatchment D11: Developed Area 11 Runoff = 8.50 cfs 11.98 hrs Volume= 0.410 of ' Runoff by SCS TR-20 method, UH=SCS; Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 1.290 70 >75% Grass'cover, Good, HSG C 0.250 98 Paved parking & roofs ' 1.540 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 50 0.0500 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 80 0.0200 2.1 Shallow Concentrated Flow,.. ' Grassed Waterway Kv= 15.0 fps 6.8 130 Total ' Subcatchment D12: Developed Area 12 Runoff = 3.24 cfs @ 11.96 hrs, Volume= 0.145 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 0.640 70 >75% Grass cover, Good, HSG C 04115-Developed NW Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.0400 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 2.71" 0.4 50 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.0 100 Total Subcatchment D20: Developed Area 20 Runoff = 18.10 cfs @ 12.09 hrs, Volume= 1.256 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 2.190 70 >75% Grass cover, Good, HSG C 1 680 98 Paved parking & roofs & pond 3.870 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15:5 100 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 1.6 200 0.0200 2.1 Shallow Concentrated. Flow, Grassed Waterway Kv= 15.0 fps 17.1 300 Total Subcatchment D21: Developed Area 21 Runoff = 3.01 cfs @ 11.96 hrs, Volume= 0.135 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 0.595 70 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 55 0.0500 0.2 Sheet Flow,,:.: Grass: Short n= 0.150 P2= 2.71" 0.5 70 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.1 125 Total 04115-Developed NW Prepared by DRG -Meyer-Rohlin, Inc. HVdroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcom Type l/ 24-hr Rainfall=5.90" Page 5 r ms Subcatchment D70: Developed Area 70 t Runoff = 3.64 cfs @ 12.08 hrs, Volume= 0.243 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Type II 24-hr Rainfall=5.90" Area (ac) CN Description ' 0.600 71 >75% Grass cover,"Good, HSG C 0.100 98 Wetland Water 0.300 65 Brush, Good, HSG C 1.000 72 Weighted Average Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 85 0.0250 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.1 185 Total Reach 2L: Mud Lake (Link 2) Inflow = 17.91 cfs @ 11.98 hrs, Volume= 2.646 of Outflow. = 17.91 cfs @ 11.98 hrs, Volume= 2.646 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach A-Pipe: Outlet Pipe A ' Inflow 3.34 cfs @ 12.21 hrs, Volume= 0.474 of Outflow 3.34 cfs @ 12.21 hrs, Volume= 0.474 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span=.5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 7.1 fps, Min. Travel Time= 0.0 min Avg. Velocity = 2.1 fps, Avg. Travel Time= 0.1 min Peak Depth= 0.5T Capacity at bank full= 5.31 cfs Inlet Invert= 947.90', Outlet Invert= 947.50' 12.0" Diameter Pipe n= 0.013 Length= 18.0' Slope= 0.0222 '/' -Reach B-Pipe: Outlet Pipe Inflow = .6.49 cfs @ 12.34 hrs, Volume= 1.248 of Outflow = 6.48 cfs @ 12..37 hrs, Volume= 1.248 af, Atten= 0%, Lag= 2.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 3.3 fps, Min. Travel Time= 1.1 min Avg. Velocity = 1.0 fps, Avg. Travel Time= 3.7 min 04115-Developed NW Type 1124-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Depth= 1.21' Capacity at bank full= 9.58 cfs Inlet Invert= 949.90', Outlet Invert= 949.50' 24.0" Diameter Pipe n= 0.013 Length= 223.0' Slope= 0.0018 '/' Reach DP10: Wetland #1 Inflow = 8.80 cfs @ 11.98 hrs, Volume= 0.885 of Outflow = 8.80 cfs @ 11.98 hrs, Volume= 0.885 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach DP12: (new node) Inflow = 3.24 cfs @ Outflow = 3.24 cfs @ Routing by Stor-Ind+Trans met Inflow = 8.22 cfs @ Outflow = 8.22 cfs @ 11.96 hrs, Volume= 0.145 of 11.96 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min hod, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach DP20: Wetland #1 12.32 hrs, Volume= 1.616 of 12.32 hrs,.. Volume= 1.616 af, Atten.= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Pond A: Pond A Inflow = 7.74 cfs @ 12.05 hrs, Volume= 0.479 of Outflow = 3.34 cfs @ ,12.21 hrs, Volume= 0.474 af, Atten= 57%, Lag= 10.1 min Primary = 3.34 cfs @ 12.21 hrs, Volume= 0.474 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 948.00' Storage= 8,202 cf Peak Elev= 949.17' Storage= 17,009 cf (8,807 cf above starting storage) Flood Elev= 949.30' Storage= 17,973 cf (9,771 cf above starting storage) Plug-Flow detention time= 475.2 min calculated for 0.286 of (60% of inflow) Storage and wetted areas determined by Irregular sections Elevation (feet) Surf.Area (sq-ft) Perim. (feet) Inc.Store (cubic-feet) Cum.Store (cubic-feet) Wet.Area (sq-ft) 943.00 43 45.0 0 0 43 944.00 331 82.0 164 164 422 946.00 1,663 194.0 1,824 1,988 2,898 947.00 2,619 234.0 2,123 4,111 4,277 948.00 5,767 386.0 4,091 8,202 11,782 950.00 9,414 620.0 15,033. 23,235 30,542 i I~_ 04115-Developed NW Type 11 24-hr Rainfall=5..90" Prepared by DRG -Meyer-Rohlin, Inc. Page 7 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate 1 Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir ' # Routing Invert Outlet Devices 1 Primary 948.00' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 948.80' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 949.30' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60. 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond B: Pond B Inflow = 18.10 cfs @ 12.09 hrs, Volume= 1.256 of Outflow _ 6.49 cfs @ 12.34 hrs, Volume= 1.248 af, Atten= 64%, Lag= 14.7 min Primary 6.49 cfs @ 12.34 hrs, Volume= 1.248 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 20,054 cf 1 Peak Elev= 951.79' Storage= 43,095 cf (23,041 cf above starting storage) Flood. Elev= 952.50' Storage=.54,445 cf (34,391 cf above starting storage) Plug-Flow detention time= 378.7 min calculated for 0:788af (63% of inflow) ' Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 944.00 505 90.0 0 0 505 946.00 1,614 170.0 2,015 2,015 2,181 ' 948.00 3,925 500.0 5,371 7,385 19,788 949.00 5,627 535.0 4,751 12,136 22,717 950.00 10,457 590.0 7,918 20,054 27,672 952.00 15,397 938.0 25,695 45,749 70,015 953.00 19,466 670.0 17,392 63,141 104,318 Primary OutFlow (Free Discharge) ' ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.30' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.50' 15.0' long x 10.0' breadth Broad-Crested Rectangular Weir 04115-Developed NW Type 1l 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W16: New Wetland 16 Inflow = 3.64 cfs @ 12.08 hrs, Volume= 0.243 of Outflow = 3.56 cfs @ 12.11 hrs, Volume= 0.233 af, Atten= 2%, Lag= 1.6 min Primary = 3.56 cfs @ 12.11 hrs, Volume= 0.233 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 949.00' Storage= 431 cf Peak Elev= 949.77' Storage= 1,366 cf (934 cf above starting storage) Plug-Flow detention time= 62.7 min calculated for 0.223 of (92% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 948.50 220 0 0 949.50 1,505 863 863 950.00 2,200 926 1,789 951.00 3,800 3,000 4,789 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 949.50' 10.0' long x 10.0' breadth Broad-Crested-Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1,20 1:40 1;60 ' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 i] ~l 1 n C 1 r 0411'5-Developed NW Type 11 24-hr Rainfall=5,90"x 2 Prepared by DRG -Meyer-Rohlin, Inc. -Page 9 HydroCAD® 6.00 s/n 001463 ©1986-2001 .Applied Microcomputer Systems 4/7/2005 Time span=5,00-50.00 hrs, dt=0.01 hrs, .4501 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=5.90" x 2 Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D10: Developed Area 10 Subcatchment D11: Developed Area 11 Subcatchment D12: Developed Area 12 Subcatchment D20: Developed Area 20 Subcatchment D21: Developed Area 21 Subcatchment D70: Developed Area 70 Reach 2L: Mud Lake (Link 2) Tc=13.2 min CN=84 Area=1.401 ac Runoff= 9.13 cfs 1.143 of Tc=6.8 min CN=75 Area=1.540 ac Runoff= 11.64 cfs 1.100 of Tc=5.0 min CN=70 Area=0.640 ac Runoff= 4.92 cfs 0.419 of Tc=17.1 min CN=82 Area=3.870 ac Runoff= 22.32 cfs 3.071 of Tc=5.1 min CN=70 Area=0.595 ac Runoff= 4.56 cfs 0.390 of Tc=16.1 min CN=72 Area=1.000 ac Runoff= 5.54 cfs 0.679 of Inflow= 28.09 cfs 6.696 of Outflow= 28.09 cfs 6.696 of Reach A Pipe: Outlet Pipe A Inflow= 6.24 cfs 1.108 of Length= 18.0' Max Vel= 7.7 fps Capacity= 5.31 cfs Outflow= 5.49 cfs 1.108 of Reach B-Pipe: Outlet Pipe Inflow= 11.76 cfs 3.011 of Length= 223.0' Max Vel= 3.5 fps Capacity= 9.58 cfs Outflow= 10.17 cfs 3.010 of Reach DP10: Wetland #1 Reach DP12: (new node) Inflow= 13.91 cfs 2.208 of Outflow= 13.91 cfs 2.208 of Inflow= 4.92 cfs 0.419 of Outflow= 4.92 cfs 0.419 of Reach DP20: Wetland #1 Inflow= 14.95 cfs 4.069 of Outflow= 14.95 cfs 4.069 of Pond A: Pond A Peak Storage= 18,425 cf Inflow= 9.13 cfs 1.143 of Primary= 5.84 cfs 1.104 of Secondary= 0.40 cfs 0.004 of Outflow= 6.24 cfs 1.108 of Pond B: Pond B Peak Storage= 47,810 cf Inflow= 22.32 cfs 3.071 of Primary= 11.76 cfs 3.011 of Secondary= 0.00 cfs 0.000 of Outflow= 11.76 cfs 3.011 of Pond W16: New Wetland 16 Peak Storage= 1,526 cf Inflow= 5.54 cfs 0.679 of Primary= 5.46 cfs 0.669 of Outflow= 5.46 cfs 0.669 of u 04115-Developed NW Type 11 24-hr Rainfall=.5..90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005. Subcatchment D10: Developed Area 10 ' Runoff = 9.13 cfs @ 36.04 hrs, Volume= 1.143 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 0.683 70 >75% Grasscover, Good, HSG C 0.718 98 Paved parking & roofs & pond 1.401 84 Weighted Average ' Tc Length Slope Velocity Capacity. Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 75 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.9 150 0.0200 2.9 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 13.2 225 Total Subcatchment D11: Developed Area 11 Runoff = 11.64 cfs @ 35.98 hrs, Volume= 1.100 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 1.290 70 >75% Grass cover, Good, HSG C 0.250 98 Paved parking & roofs 1.540 75 Weighted Average Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 50 0.0500 0.1 Sheet Flow, Grass: Dense n=.0.240 P2=.2.71" 0.6 80 0.0200 2.1 Shallow Concentrated .Flow, Grassed Waterway Kv= 15.0 fps 6.8 130 Total Subcatchment D12: Developed Area 12 Runoff = 4.92 cfs @ 35.96 hrs, Volume= 0.419 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 0.640 70 >75% Grass cover, Good, HSG C 0 04115-Developed NW Type 11 24-hr Rainfall=5.90"x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 50 0.0400 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 2.71" 0.4 50 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 5.0 100 Total Subcatchment D20: Developed Area 20 Runoff = 22.32 cfs @ 36.08 hrs, Volume= 3.071 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 2.190 70 >75% Grass cover, Good, HSG C 1.680 98 Paved parking & roofs & pond 3.870 82 Weighted Average Tc Length Slope Velocity Capacity Description. (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 1.6 200 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fqs 17.1 300 Total Subcatchment D21: Developed Area 21 Runoff = 4.56 cfs, @ 35.96 hrs, Volume= 0.390 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 0.595 70 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.6 55 0.0500 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 2.71" 0.5 70 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fqs 5.1 125 Total 0 f1 I~ u i7 ~I i1 04115-Developed 'NW Type 11,24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 5 Hydi-oCAD® 6.0.0 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D70: Developed Area 70 i Runoff = 5.54 cfs @ 36.08 hrs, Volume= 0.679 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description ' 0.600 71 >75%° Grass cover, Good, HSG C .0.100 98 Wetland Water 0.300 65 Brush, Good, HSG C 1.000 72 Weighted Average Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 100 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" ' 0.6 85 0.0250 2.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 16.1 185 Total ' Reach 2L: Mud Lake (Link 2) Inflow = 28.09 cfs @ 35.98 hrs, Volume= 6.696 of Outflow = 28.09 cfs @ 35.98 hrs, Volume= 6.696 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach A-Pipe: Outlet Pipe A ' Inflow 6.24 cfs @ 36.14' hrs, Volume= 1.108 of Outflow 5.49 cfs @ 36.09 hrs, Volume= 1.108 af, Atten= 12%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 7.7 fps, Min. Travel Time= 0.0 mine Avg. Velocity = 3.2 fps, Avg. Travel Time= 0.1 min Peak Depth= 1.00' Capacity at bank full= 5.31 cfs Inlet Invert= 947.90', Outlet Invert= 947.50' 12.0" Diameter Pipe n= 0.013 Length= 18.0' Slope= 0.0222 '/' Reach B-Pipe: Outlet Pipe Inflow = 11.76 cfs @ 36..25 hrs, Volume= 3.011 of Outflow = 10.17 cfs @ .36..20 hrs, Volume= 3.010 af, Atten= 14%, Lag= 0.0 min Routing by Stor-.Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 3.5 fps, Min. Travel Time= 1.1 min Avg. Velocity = 1.6 fps, Avg. Travel Time= 2.3 min J 04115-Developed NW Type l/ 24-hr Rainfal/=5.90." x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Depth= 2.00' Capacity at bank full= 9.58 cfs Inlet Invert= 949.90', Outlet Invert= 949.50' 24.0" Diameter Pipe n= 0.013 Length= 223.0' Slope= 0.0018 '/' Reach DP10: Wetland #1 Inflow = 13.91. cfs @ 35.99 hrs, Volume= 2.208 of Outflow = 13.91 cfs @ 35.99 hrs, Volume= 2.208 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach DP12: (new node) Inflow = 4.92 cfs @ 35.96 hrs, Volume= 0.419 of Outflow = 4.92 cfs @ 35.96 hrs, Volume= 0.419 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach DP20: Wetland #1 Inflow = 14.95 cfs @ 36.19 hrs, Volume= 4.069 of Outflow = 14.95 cfs @ 36.19 hrs, Volume= 4.069 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Pond A: Pond A Inflow = 9.13 cfs @ 36.04 hrs, Volume= 1.143 of Outflow = 6.24 cfs @ 36.14 hrs, Volume= 1.108 af, Atten= 32%, Lag= 6.1 min Primary = 5.84 cfs @ 36.14 hrs, Volume= 1.104 of Secondary = 0.40 cfs @ 36.14 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 948.00' Storage= 8,202 cf Peak Elev= 949.36' Storage= 18,425 cf (10,223 cf above starting storage) Flood Elev= 949.30' Storage= 17,973 cf (9,771 cf above starting storage) Plug-Flow detention time= 534.6 min calculated for 0.919 of (80% of inflow) Storage and wetted areas determined by Irregular sections Elevation (feet) Surf.Area (sq-ft) Perim. (feet) Inc.Store (cubic-feet) Cum.Store (cubic-feet) Wet.Area (sq-ft) 943.00 43 45.0 0 0 43 944.00 331 82.0 164 164 422 946.00 1,663 194.0 1, 824 1, 988 2,898 947.00 2,619 234.0 2,123 4,111 4,277 948.00 5,767 386.0 4,091 8,202 11,782 950.00. 9,414 620.0 15,033 23,235 30,542 ~I u ~I I~ ii ~~ 04115-Developed `IVW Type 1124-hr Rainfall=5.90" x2 Rrepared by DRG -Meyer-Rohlin, Inc. Page 7 Hyd'i-oCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular, Weir # Routing Invert Outlet Devices 1 Primary 948.00' 4.0" Vert.;-Orifice/Grate. C= 0.600 2 Primary 948.80' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 949.30' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir.. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1..60 Coef. ,(English} 2.49 2.56 2.70 2:.69 2.68 2.69 2 .67 2.64 Pond B: Pond B Inflow = 22.32 cfs @ 36.08 hrs, Volume= 3.071 of Outflow 11.76 cfs @ 36.25 hrs, Volume= 3.011 af, Atten= 47%, Lag= 10.3 min Primary 11.76 cfs @ 36.25 hrs, Volume= 3.0.11 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 20,054 cf Peak Elev= 952.12' Storage= 47,810 cf (27,756 cf above starting storage) Flood Elev= 952.50' Storage= 54,445 cf (34,391. cf above starting storage) Plug-Flow detention.#irne= 451 A min :calculated for 2.550 of (83% of inflow) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 944.00 505 90.0 0 0 505 946.00 1,614 170.0 2,015 2,015 2,181 948.00 3,925 500.0 5,371 7,385 19,788 949.00 5,627 535.0 4,751 12,136 22,717 950.00 10,457 590.0 7,918 20,054 27,672 952.00 15,397 938.0 25,695 45,749 70,015 ' 953.00 19,466 670.0 17,392 63,141 104,318 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) t-3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.30' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.50' 15.0' long x 10.0' breadth Broad-Crested Rectangular Weir 04115-Developed NW Type ll 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67. 2.64 Pond W16: New Wetland 16 Inflow = 5.54 cfs @ 36.08 hrs, Volume= 0.679 of Outflow = 5.46 cfs @ 36.09 hrs, Volume= 0.669 af, Atten='2%, Lag= 1.1 min Primary = 5.46 cfs @ 36.09 hrs, Volume= 0.669 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 949.00' Storage= 431 cf Peak Elev= 949.86' Storage= 1,526 cf (1,095 cf above starting storage) Plug-Flow detention time= 68.1 'min calculated for 0.659 of (97% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) {sq-ft) (cubic-feet) (cubic-feet) 948.50 220 0 0 949.50 1,505 863 863 950.00 2,200 926 1,789 951.00 3,800 3,000 4,789 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 949.50' 10.0' long x 10.0' breadth Broad-Crested-Rectangular Weir Head (feet) 0.20 0.40 0:60 0.80 1:00 1.20 1:40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 J I' L~ ~~ 0 0 u O` 0 ,~, o , ~ w .. ,~ - ~ v J w o~ ~o ~~ 0 0 _,,V;, N ~ ~ ,_...I J ~, 0 U C6 N (0 ._ U .D 7 • 0 n 0 u 0 u 0 Ci ii 04115-Developed E Type 11 24-hr Rainfall=2.7:9" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HvdroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 -Time span=5.00-50:00 hrs, dt=0.01 hrs, 4501 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=2.71" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D40: Area 40 Tc=24.4 min CN=84 Area=10.360 ac Runoff= 13.05 cfs 1.106 of Subcatchment D41: Wetland #3 - PR Subcatchment D42: Wetland #6 - PR Tc=6.0 min CN=76 Area=0.919 ac Runoff= 1.34 cfs 0.063 of Tc=6.7 min CN=77 Area=0.587 ac Runoff= 0.89 cfs 0.043 of Subcatchment D45: Predeveloped Area 45 Tc=10.7 min CN=71 Area=1.000 ac Runoff= 0.81 cfs 0.050 of Subcatchment D46: Area 46 Subcatchment D50: Area 50 Tc=12.2 min CN=76 Area=0.650 ac Runoff= 0.74 cfs 0.045 of Tc=25.0 min CN=84 Area=12.230 ac Runoff= 15.17 cfs 1.306 of Subcatchment D51: Developed Area 51 (Excavated Wetland #5) Tc=2.2 min CN=74 Area=1.680 ac Runoff= 2.50 cfs 0.102 of Reach 1L: Mud Lake (Link 1) Inflow= 1.52 cfs 2.343 of Outflow= 1.52 cfs 2.343 of Reach D-Pipe: Outlet Pipe (Pond E) Inflow= 0.76 cfs 1.092 of Length= 26.0' Max Vel= 7.1 fps Capacity= 17.46 cfs Outflow= 0.76 cfs 1.092 of Reach DP40: Design Point 40 Inflow= 0.86 cfs 1.169 of Outflow= 0.86 cfs 1.169 of Reach E-Pipe: Outlet Pipe (Pond Ej Inflow= 0.69 cfs 1.175 of Length= 300.0' Max Vel= 2.6 fps Capacity= 53.08 cfs Outflow= 0.69 cfs 1.174 of Pond D: Pond D Peak Storage= 102,431 cf Inflow= 13.06 cfs 1.178 of Primary= 0.76 cfs 1.092 of Secondary= 0.00 cfs 0.000 of Outflow= 0.76 cfs 1.092 of Pond E: Pond E Peak Storage= 131,288 cf Inflow= 15.17 cfs 1.342 of Primary= 0.69 cfs 1.175 of Secondary= 0.00 cfs 0.000 of Outflow= 0.69 cfs 1.175 of Pond W14: New Wetland #14 Peak Storage= 3,824 cf Inflow= 0.86 cfs 1.136 of Primary= 0.79 cfs 1.119 of Outflow= 0.79 cfs 1.119 of Pond W3: Wetland #3 - PR Peak Storage= 19,383 cf Inflow= 1.34 cfs 0.063 of Primary= 0.02 cfs 0.040 of Secondary= 0.00 cfs 0.000 of Outflow= 0.02 cfs 0.040 of C 0 04115-Developed E Type 1124-hr Rainfall=2.79" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 ' HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems '`4/7/2005 Subcatchment D40: Area 40 Runoff = 13.05 cfs @ 12.18 hrs, Volume= 1.106 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description ~i 5.400 71 >75% Grass cover, Good, HSG C 4 960 98 Paved parking & roofs & pond 10.360 84 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.4 150 0.0200 0.1 Sheet Flow, Grass: Dense n=:0.240 P2= 2.71" 0.4 50 0.0200 2.1 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 2.6 500 0.0050 3.2 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim- 3.1' r= 0.25' n= 0.013 24.4 700 Total Subcatchment D41: Wetland #3 - PR Runoff = 1.34 cfs @ 11.98 hrs, Volume= 0.063 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 0.758- 71 >75% Grass cover, Good, HSG C _ 0161 98 Rooftops 0.919 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) #cfs) 5.4 80 0.1800 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 50 0.0080 1.3 Shallow Concentrated Flow, Grassed Waterway Kv= :15.0 fps 6.0 130 Total Subcatchment D42: Wetland #6 - PR ' Runoff = 0.89 cfs @ 11.99 hrs, Volume= 0.043 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5:00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" 04115-Developed E Type 11 24-hr Rainfall=2.71." Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Area (ac) CN Description 0.449 71 >75% Grass cover, Good, HSG C 0.138 98 Rooftops/Driveways 0.587 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 95 0.1800 0.3 Sheet Flow, Grass: Dense n=0.240 P2= 2.71" 0.5 40 0.0080 1.3 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 figs 6.7 135 Total Subcatchment D45: Predeveloped Area 45 Runoff = 0.81 cfs @ 12.04 hrs, Volume= 0.050 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 1.000 71 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 50 0.0500 0.1 .Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.71" 1.4 60 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 1.0.7 110 Total Subcatchment D46: Area 46 Runoff = 0.74 cfs @ 12.05 hrs, Volume= 0.045 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Descriotion 0.350 71 >75% Grass cover, Good, HSG C 0.150 98 Wetland Water 0.150 67 Brush, Fair, HSG C 0.650 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 91 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 7 ' 04115-Developed E Type 1124-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 5 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D50: Area 50 ' Runoff = .15.17 cfs @ 12.19 hrs, Volume= 1.306 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 6.470 71 >75% Grass cover, Good, HSG C 5.760 98 Paved parking & roofs & Pond 12.230 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment D51: Developed Area 51 (Excavated Wetland #5) ' Runoff = 2.50 cfs @ 11.93 hrs, Volume= ..0.102 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Type II 24-hr Rainfall=2.71" Area (ac) CN Description ' 1.500 71 >75% Grass cover, Good, HSG C 0.180 98 Paved parking & roofs 1.680 74 Weighted Average Tc Length .Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 2.2 194 0.0100 1.5 Shallow. Concentrated` Flow, Grassed Waterway Kv= 15.0 fps ' Reach 1L: Mud Lake (Link 1) Inflow = 1.52 cfs @ 14.68 hrs, Volume= 2.343 of Outflow = 1.52 cfs @ 14.68 hrs; Volume= 2.343 af, Atten= 0%, Lag= 0.0 .min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01. hrs Reach D-Pipe: Outlet Pipe (Pond E) ' Inflow 0.76 cfs @ 14.80 hrs, Volume= 1.092 of Outflow 0.76 cfs @ 14.81 hrs, Volume= 1.092 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Max. Velocity= 7.1 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.0 fps, Avg. Travel Time= 0.1 min 04115-Developed E Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4!7/2005 Peak Depth= 0.18' Capacity at bank full= 17.46 cfs Inlet Invert= 949.90', Outlet Invert= 948.00' 15.0" Diameter Pipe n= 0.013 Length= 26.0' Slope= 0.0731 '/' Reach DP40: Design Point 40 Inflow. = 0.86 cfs @ 13.02 hrs, Volume= 1.169 of Outflow = 0.86 cfs @ 13.02 hrs, Volume= 1.169 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach E-Pipe: Outlet Pipe (Pond. E) Inflow = 0.69 cfs @ 15.84 hrs, Volume= 1.175 of Outflow = 0.69 cfs @ 15.90 hrs, Volume= 1.174 af, Atten= 0%, Lag= 3.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 2.6 fps, Min. Travel Time= 1.9 min Avg. Velocity = 2.0 fps, Avg. Travel Time= 2.5 min Peak Depth= 0.24' Capacity at bank full= 53.08 cfs Inlet Invert= 949.90', Outlet Invert= 948.00' 36.0" Diameter Pipe n= 0.013 Length= 300.0' Slope= 0.0063 '/' Pond D: Pond D Inflow = 13.06 cfs @ 12.18 hrs, Volume= 1.178 of Outflow = 0.76 cfs @ 14.80 hrs, Volume= 1.092 af, Atten= 94°l0, Lag= 157.6 min Primary = 0.76 cfs @ 14.80 hrs, Volume= 1.092 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 73,825 cf Peak Elev= 950.89' Storage= 102,431 cf (28,606 cf above starting storage) Flood Elev= 952.00' Storage= 166,361 cf (92,536 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections i ii n 0 C i fl ii C i 04115-Developed E Type 11 24-hr Rainfall=2.,71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation (feet) Surf.Area (sq-ft) Perim. (feet) Inc.Store (cubic-feet) Cum.Store (cubic-feet) Wet.Area (sq-ft) 942.00 2,000 320.0 0 0 2,000 944.00 4,519 517.0 6,350 6,350 15,148 946.00 8,179 710.0 12,518 18,869 34,033 ' 948.00 12,816 814.0 20,822 39,691 46,737 949.00 15,348 857.0 14,063 53,754 52;516 950.00 25,200 1,085.0 20,071 73,825 87,764 951.00 39,400 1,105.0 32,037 105,862 91,418 ' 952.00 84,424 1,566.0 60,499 166,361 189,413 953.00 100,000 16,400.0 92,102 258,463 21,397,419 i n 0 u i f r ~! ~~ Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir # Routing _; nvert Outlet Devices 1 Primary 950.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2:67 2.64 Pond E: Pond E Inflow = 15.17 cfs @ 12.19 hrs, Volume= 1.342 of Outflow = 0.69 cfs @ 15.84 hrs, Volume= 1`.175 af, Atten= 95%, Lag= 219.2 min- Primary = 0.69 cfs @ 15.84 hrs, Volume= 1:175 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 95,404 cf Peak Elev= 950.78' Storage= 131,288 cf (35,884 cf above starting storage) Flood Elev= 952.50' Storage= 219,127 cf (123,723 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas. determined_by Lrregular sections. Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 943.00 4,118 540.0 0 0 4,118 944.00 5,952 620.0 5,007 5,007 11,526 946.00 10,450 708.0 16,192 21,199 20,920 948.00 17,230 760.0 27,399 .48,598 27,169 949.00 20,.300 520:.0 18,744 67,342 51,624 950.00 36,620 1,400.0 28,062 95,404 186,081 952.00 55,934 1,550.0 91,875 1.87,279 221,418 953.00 71,790 1,696.0 63,697 250,976 259,166 04115-Developed E Type !! 24-hr Rainfall=2.71" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) 1=Orifice/Grate 2=Orifice/Grate 3=Orifice/Grate Secondary OutFlow (Free Discharge) t-4=Culvert # Routing Invert Outlet Devices 1 Primary 950.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Primary 952.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 4 Secondary 950.00' 15.0" x 240.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 952.00' S= -0.0083'/' n= 0.013 Cc= 0.900 Pond W14: New Wetland #14 Inflow = 0.86 cfs @ 12.07 hrs, Volume= 1.136 of Outflow- = 0.79 cfs @ 13.96 hrs, Volume= 1.119 af, Primary = 0.79 cfs @ 13.96 hrs, Volume= 1.119 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs C ~~'~, 0 0 Afiten= 8%, Lag= 113.6 min ' Starting Elev= 947.50' Storage= 2,723 cf Peak Elev= 947.76' Storage= 3,824 cf (1,102 cf above starting storage) Plug-Flow detention time= 143.1 min calculated for 1.056 of (93% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 946.00 50 0 0 947.30 3,000 1,982 1,982 947.70 4,400 1,480 3,463 948.00 7,600 1,800 5,262 Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 947.70' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W3: Wetland #3 - PR Inflow = 1.34 cfs @ 11.98 hrs, Volume= 0.063 of Outflow = 0.02 cfs @ 19.44 hrs, Volume= 0.040 af, Primary = 0.02 cfs @ 19.44 hrs, Volume= 0.040 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of J i IJ J Atten= 98%, Lag= 447.4 min ' ~~~ J CI L fl 04115-Developed E Type 1124-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 9 HydroGAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 17,434 cf Peak Elev= 950.15' Storage= 19,383 cf (1,949 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 948.40 3,586 223.0 0 0 3,586 949.00 11,189 384.0 4,222 4,222 11,365 951.00 15,345 448.0 26,425 30,647 15,683 Primary OutFlow (Free Discharge) t1=Culvert Secondary OutFlow (Free Discharge) 'L2=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 30.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0:013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1,40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2..69 2.67 2.64 Pond W5: Wetland #5 - PR Inflow = 2.50 cfs @ 11.93 hrs, Volume= 0.102 of Outflow = 0.02 cfs @ 24.03 hrs, Volume= 0.036 af, Atten= 99%, Lag= 725.8 min Primary = 0.02 cfs @ 24.03 hrs, Volume= 0.036 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Starting Elev= 950.00' Storage= 6,428 cf Peak Elev= 950.14' Storage= 10,371 cf (3,943 cf above starting storage) Plug-Flow detention time= (not calculated) ' Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 949.40 2,672 201.0 0 0 2,672 950.00 21,829 771.0 6,428 6,428 46,762 951.00 35,077 970.0 28,192 34,620 74,346 ' 952.00 39,708 992.0 37,369 71,989 77,918 953.00 45,590 1,078.0 42,615 114,604 92,122 L 04115-Developed E Type 11 24-hr Rainfall=2.79" Prepared by DRG -Meyer-Rohlin, Inc. Page 10 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) t1=Culvert Secondary OutFlow (Free Discharge) t-2=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 46.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W6: Wetland #6 Inflow = 0.89 cfs @ 11.99 hrs, Volume= 0.043 of Outflow = 0.02 cfs @ 16.83 hrs, Volume= 0.031 af, Atten= 98%, Lag= 290.2 min Primary = 0.02 cfs @ 16.83 hrs, Volume= 0.031 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' 'Storage= 8,472 cf Peak Elev= 950.15' Storage= 9,656 cf (1,184 cf above starting storage) Flood Elev= 952.00' Storage= 24,065 cf (15,593 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area __. __(feet) (sq-ft) (feet) (cubic-feet) {cubic-feet) (sq-ft) 948.80 1,421 142.0 0 0 1,421 949.00 5,836 345.0 676 676 9,288 951.00 9,938 428.0 15,593 16,269 14,452 Primary OutFlow (Free Discharge) t1=Culvert Secondary OutFlow (Free Discharge) L2=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 43.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 n C~ n 0 0 i J ~I u In LJ 1 ~~ 7 u 0 0 u u 04115-Developed E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463. ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-50.00 hrs, dt=0.01 hrs, 4501 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=4.10" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D40: Area 40 Tc=24.4 min CN=84 Area=10.360 ac Runoff= 25.28 cfs 2.123 of Subcatchment D41: Wetland #3 - PR Tc=6.0 min CN=76 Area=0.919 ac Runoff= 2.99 cfs 0.139 of Subcatchment D42: Wetland #6 - PR Tc=6.7 min CN=77 Area=0.587 ac Runoff= 1.94 cfs 0.092 of Subcatchment D45: Predeveloped Area 45 Tc=10.7 min CN=71 Area=1.000 ac Runoff= 2.17 cfs 0.122 of Subcatchment D46: Area 46 Subcatchment D50: Area 50 Tc=12.2 min CN=76 Area=0.650 ac Runoff= 1.68 cfs 0.098 of Tc=25.0 min CN=84 Area=12.230 ac Runoff= 29.33 cfs 2.507 of Subcatchment D51: Developed Area 51 (Excavated Wetland #5) Tc=2.2 min CN=74 Area=1.680 ac Runoff= 5.81 cfs 0.234 of Reach 1L: Mud Lake (Link 1) Inflow= 7.84 cfs 4.841 of Outflow= 7.84 cfs 4.841 of Reach D-Pipe: -0utlet Pipe (Pond E) Inflow= 3.62 cfs 2.213 of Length= 26.0' Max Vet= 11.2 fps Capacity= 17.46 cfs Outflow= 3.62 cfs 2.213 of Reach DP40: Design Point 40 Inflow= 3.92 cfs 2.415 of Outflow= 3.92 cfs 2.415 of Reach E-Pipe: Outlet Pipe (Pond E) Inflow= 3.93 cfs 2.426 of Length= 300.0' Max Vel= 4.4 fps Capacity= 53.08 cfs Outflow= 3.93 cfs 2.426 of Pond D: Pond D Peak Storage= 123,938 cf Inflow= 25.40 cfs 2.316 of Primary= 3.62 cfs 2.213 of Secondary= 0.00 cfs 0.000 of Outflow= 3.62 cfs 2.213 of Pond E: Pond E Peak Storage= 156,124 cf Inflow= 29.36 cfs 2.649 of Primary= 3.93 cfs 2.426 of Secondary= 0.00 cfs 0.000 of Outflow= 3.93 cfs 2.426 of Pond W14: New Wetland #14 Peak Storage= 4,481 cf Inflow= 3.76 cfs 2.311 of Primary= 3.75 cfs 2.293 of Outflow= 3.75 cfs 2.293 of Pond W3: Wetland #3 - PR Peak Storage= 21,048 cf Inflow= 2.99 cfs 0.139 of Primary= 0.09 cfs 0.113 of Secondary= 0.00 cfs 0.000 of Outflow= 0.09 cfs 0.113 of fl 04115-Developed E Type l/ 24-hr..Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page-2 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Pond W5: Wetland #5 - PR Peak Storage= 13,877 cf Inflow= 5.81 cfs 0.234 of Primary= 0.08 cfs 0.142 of Secondary= 0.00 cfs 0.000 of Outflow= 0.08 cfs 0.142 of Pond W6: Wetland #6 Peak Storage= 10,692 cf Inflow= 1.94 cfs 0.092 of Primary= 0.09 cfs 0.080 of Secondary= 0.00 cfs 0.000 of Outflow= 0.09 cfs 0.080 of RunofF Area = 27.426 ac Volume = 5.315 of Average Depth = 2.33" 1 04115-Developed E Type 1l 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986=2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D40: Area 40 Runoff = .25.28 cfs @ 12.17 hrs, Volume= 2.123 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description ' 5.400 71 >75% Grass cover, Good, HSG C 4.960 98 Paved-parking & roofs & pond 10.360 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.4 150 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.4 50 0.0200 2.1 Shallow Concentrated Flow, ' Grassed Waterway Kv= 15.0 fps 2.6 500 0.0050 3.2 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 ' 24.4 700 Total Subcatchment D41: Wetland #3 - PR ' Runoff = 2.99 cfs @ 11.98 hrs, Volume= 0...139 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Type II 24-hr Rainfall=4.10" Area (ac) CN Description 0.758 71 >75% Grass cover, Good, HSG C 0.161 98 Rooftops 0.919 76 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.4 80 0.1800 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 50 0.0080 1.3 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps ' 6.0 130 Total Subcatchment D42: Wetland #6 - PR ' Runoff = 1.94 cfs @ 11.98 hrs, Volume= 0.092 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" 0 04115-Developed E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Area (ac) CN Description 0.449 71 >75% Grass cover, Good, HSG C 0.138 98 Rooftops/Driveways 0.587 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 95 0.1800 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.5 40 0.0080 1.3 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.7 135 Total Subcatchment D45: Predeveloped Area 45 Runoff = 2.17 cfs @ 12.03 hrs, Volume= 0.122 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 1.000 71 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 50 0.0500 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.71" 1.4 60 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.7 110 Total Subcatchment D46: Area 46 Runoff = 1.68 cfs @ 12.05 hrs, Volume= 0.098 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (acl CN Description 0.350 71 >75% Grass cover, Good, HSG C 0.150 98 Wetland Water 0.150 67 Brush, Fair, HSG C 0.650 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (flJft) (ft/sec) (cfs) 12.2 91 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" u n u 1 04115-Developed E Type Il 24-hr: Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. ....Page 5 HydroCAD® 6.00 s/n 001463- ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D50: Area 50 Runoff = 29.33 cfs @ 12.19 hrs, Volume= 2.507 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 6.470 71 >75% Grass cover, Good, HSG C _ 5.760 98 Paved parkinq & roofs & Pond 12.230 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment D51: Developed Area 51 (Excavated Wetland #5) Runoff = 5.81 cfs @ 11.93 hrs, Volume= 0.234 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description ' 1.500 71 >75% Grass cover, Good, HSG C 0.180 98 Paved parkinq & roofs- 1.680 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 194 0.0100 1.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps ' Reach 1 L: Mud Lake (Link 1) Inflow = 7.84 cfs @ 13.01 .hrs, Volume= 4.841 of ' Outflow = 7.84 cfs @ 13.01 hrs, Volume= 4.841 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Reach D-Pipe: Outlet Pipe (Pond E) ' Inflow 3.62 cfs @ 12.96 hrs, Volume= 2.213 of Outflow 3.62 cfs @ 12.96 hrs, Volume= 2.213 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 11.2 fps, Min. Travel Time= 0.0 min Avg. Velocity = 5.8 fps, Avg. Travel Time= 0.1 min 04115-Developed E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Depth= 0.39' Capacity at bank full= 17.46 cfs Inlet Invert= 949.90', Outlet Invert= 948.00' 15.0" Diameter Pipe n= 0.013 Length= 26.0' Slope= 0.0731 '/' Reach DP40: Design Point 40 Inflow = 3.92 cfs @ 12.97 hrs, Volume= 2.415 of Outflow = 3.92 cfs @ 12.97 hrs, Volume= 2.415 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach E-Pipe: Outlet Pipe (Pond E) Inflow = 3.93 cfs @ 13.01 hrs, Volume= 2.426 of Outflow = 3.93 cfs @ 13.04 hrs, Volume= 2.426 af, Atten= 0%, Lag= 2.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 4.4 fps, Min. Travel Time= 1.1 min Avg. Velocity = 2.3 fps, Avg. Travel Time= 2.2 min Peak Depth= 0.55' Capacity at bank full= 53.08 cfs Inlet Invert= 949.90', Outlet Invert= 948.00' 36.0" Diameter Pipe n= 0.013 Length= 300.0' Slope= 0.0063 '/' Pond D: Pond D Inflow 25.40 cfs @ 12.17 hrs, Volume= 2.316 of Outflow = 3.62 cfs @ 12.96 hrs, Volume= 2.213 af, Atten= 86%, Lag= 47.0 min Primary = 3.62 cfs @ 12.96 hrs, Volume= 2.213 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 73,825 cf Peak Elev= 951.30' Storage= 123,938 cf (50,113 cf above starting storage) Flood Elev= 952.00' Storage= 166,361 cf (92,536 cf above starting storage) Plug-Flow detention time= 1,312.5 min calculated for 0.518 of (22% of inflow) Storage and wetted areas determined by Irregular sections I~ u InII L~ i ~~ 04115-Developed E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 942.00 2,000 320.0 0 0 2,000 944.00 4,519 517.0 6,350 6,350 15,148 946.00 948.00 8,179 12,816 710.0 814.0 12,518 20,822 18,869 39,691 34,033 46,737 949.00 15,348 857.0 14,063 53,754 52,516 950.00 25,200 1,085.0 20,071 73,825 87,764 951.00 39,400 1,105.0 32,037 105,862 91,418 952.00. 84,.424 1.,566.0 60.,499 166,36.1 189,413 953.00 100,000 16,400.0 92,102. 258,463 21,397,419 1 n I~ r 1 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 6.0" Vert..-.Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.00' 10.0' long. x10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 -1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond E: Pond E Inflow = 29.36 cfs @ 12.19 hrs, Volume= 2.649 of Outflow = 3.93 cfs @ 13.01 hrs, Volume= 2.426 af, Atten= 87%, Lag= 49.1 min Primary = 3.93 cfs @ 13.01 hrs, Volume= 2:426 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 95,404 cf Peak Elev= 951.32' Storage= 156,124 cf (60,720 cf above starting storage} Flood Elev= 952.50' Storage= 219,127 cf (123,723 cf above starting storage) Plug-Flow detention time= 1,893.8 min calculated for 0.236 of (9% of inflow) Storage and wetted areas determined by Irregular sections Elevation (feet) SurfArea (sq=ft) Perim. (feet) Inc.Store (cubic-feet) Cum.Store (cubic-feet) Wet.Area (sq-ft) 943.00 4,118 540.0 0 0 4,118 944.00 5,952 620.0' 5,007 5,007 11,526 946.00 10,450 708.0 16,192 21,199 20,920 948.00 17,230 760:0 27,399 48,.598 27,169 949.00 20,300 .520.0 18,744 67,342 51,624 950.00 36,620 1,400.0 28,062 95,404 186,081 952.00 55,934 1,550.0 91,875 1.87,279 221,418 953.00 71,790 1,696.0 63,697 .250,976 259,166 04115-Developed E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlovv (Free Discharge) 1=Orifice/Grate 2=Orifice/Grate 3=Orifice/Grate Secondary OutFlow (Free Discharge) t-4=Culvert # Routinq Invert Outlet Devices 1 Primary 950.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Primary 952.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 4 Secondary 950.00' 15.0" x 240.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 952.00' S= -0.0083 '/' n= 0.013 Cc= 0.900 Pond W14: New Wetland #14 Inflow = 3.76 cfs @ 12.94 hrs, Volume= 2.311 of Outflow = 3.75 cfs @ 12.99 hrs, Volume= 2:293 af, Atten= 0%, Lag= 3.3-min Primary = 3.75 cfs @ 12.99 hrs, Volume= 2.293 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 947.50' Storage= 2,723 cf Peak Elev= 947.87' Storage= 4,481 cf (1,758 cf above starting storage) Plug-Flow detention time= 75.6 min calculated for 2.230 of (96% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 946.00 50 0 0 947.30 3,000 1,982 1,982 947.70 4,400 1,480 3,463 948.00 7,600 1,800 5,262 Primary OutFoow (Free Discharge) 'L1=Broad-Crested Rectangular Weir # Routinq Invert Outlet Devices 1 Primary 947.70' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W3: Wetland #3 - PR Inflow = 2.99 cfs @ 11..98 hrs, Volume= 0.139 of Outflow = 0.09 cfs @ 14.43 hrs, Volume= 0.113 af, Primary = 0.09 cfs @ 14.43 hrs, Volume= 0.113 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of ~--1 i Atten= 97%, Lag= 147.0 min n 0 u n 04115-Developed E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 9 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 17,434 cf Peak Elev= 950.27' Storage= 21,048 cf (3,613 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 948.40 3,586.. 223.0 0 0 3,586 949.00 11,189 384:0:- 4,222 4;222 11,365 951.00 15,345 448.0 26,425 30,647 15,683 Primary OutFlow (Free Discharge) L1=Culvert Secondary OutFlow (Free Discharge) L2=Broad-Crested Rectangular Weir,. # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 30.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0:900 2 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00, 1.20 1.40 1..60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W5: Wetland #5 - PR Inflow = 5.81 cfs @ 11.93 hrs, Volume= 0.234 of Outflow = 0.08 cfs @ 19.22 hrs, Volume= 0.142 af, Atten= 99%; Lag= 437.5 min Primary = '0.08 cfs @ 19.22 hrs, Volume= 0.142 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Starting Elev= 950.00' Storage= 6,428 cf Peak Elev= 950.26' Storage= 13,877 cf (7,449 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet).. (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 949.40 2,672 201.0 0 0 2,672 950.00 21,829 771:0 6,428 6,428 46,762 951.00 -35,077 970.0 28,192 34,620 74,346 952.00 39;708 992.0 37,369 71;989 77,918 953.00 45,590 1,078.0 42;615 114,604 92,122 04115-Developed E Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 10 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) t1=Culvert Secondary OutFlow (Free Discharge) t-2=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 46.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40. 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W6: Wetland #6 Inflow = 1.94 cfs @ 11.98 hrs, Volume= 0.092 of Outflow = 0.09 cfs @ 13.40 hrs, Volume= 0.080 af, Atten= 95%, Lag= 85.1 min Primary = 0.09 cfs @ 13.40 hrs, Volume= 0.080 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 8,472 cf Peak Elev= 950.28' Storage= 10,692 cf (2,220 cf above starting storage) Flood Elev= 952.00' Storage= 24,065 cf (15,593 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet). (cubic-feet) (cubic-feet) (sq-ft) 948.80 1,421 142.0 0 0 1,421 949.00 5,836 345.0 676 676 9,288 951.00 9,938 428.0 15,593 16,269 14,452 Primary OutFlow (Free Discharge) L1=Culvert Secondary OutFlow (Free Discharge) L2=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 43.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000 '/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 f'~, ii r 04115-Developed E Type 11:24-hr,Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4%7/2005 Time span=5.00-50.00 hrs, dt=0.01 hrs, 4501 points Runoff by SCS TR-20 method, UH=SCS, Type 11 24-hr Rainfall=5.90" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D40: Area 40 79 cfs Tc=24 4 min CN=84 Area=10 360 ac Runoff= 41 542 of 3 . . . . Subcatchment D41: Wetland #3 - PR 37 cfs Tc=6 0 min CN=76 Area=0 919 ac Runoff= 5 252 of 0 . . . . Subcatchment D42: Wetland #6 - PR Tc=6.7 min CN=77 Area=0.587 ac Runoff= 3.43 cfs 0.166 of Subcatchment D45: Predeveloped Area 45 Tc=10.7 min CN=71 Area=1.000 ac Runoff= 4.24 cfs. 0.235 of Subcatchment D46: Area 46 ' Tc=12.2 min CN=76 Area=0.650 ac Runoff= 3.04 cfs 0.178 of Subcatchment D50: Area 50 Tc=25.0 min CN=84 Area=12.230 ac Runoff= 48.43 cfs 4.182 of Subcatchment D51: Developed Area 51 (Excavated Wetland #5) Tc=2.2 min CN=74 Area=1.680 ac Runoff= 10.64 cfs 0.434 of Reach 1L: Mud Lake (Link 1) Inflow= 26.81 cfs 8.466 of Outflow= 26.81 cfs 8.466 of Reach D-Pipe: Outlet Pipe (Pond E) Inflow= 11.13 cfs 3.809 of ' Length= 26.0' Max Vel= 15.1 fps Capacity= 17.46 cfs Outflow= 11.13 cfs 3.809 of Reach DP40: Design Point 40 Inflow= 11.80 cfs 4.204 of Outflow= 11.80 cfs 4.204 of ~i n Reach E-Pipe: Outlet Pipe (Pond E) Inflow= 15.03 cfs 4.263 of Length= 300.0' Max Vel= 6.5 fps Capacity= 53.08 cfs Outflow= 15.03 cfs 4.262 of Pond D: Pond D Peak Storage= 149,886 cf Inflow= 42.29 cfs 3.920 of Primary= 11.13 cfs 3.809 of Secondary= 0.00 cfs 0.000 of Outflow= 11.13 cfs 3.809 of Pond E: Pond E Peak Storage= 182,909 cf Inflow= 48.57 cfs 4.511 of Primary= 15.03 cfs 4.263 of Secondary= 0.00 cfs 0.000 of Outflow= 15.03 cfs 4.263 of Pond W14: New Wetland #14 Peak Storage= 5,615 cf Inflow= 11.44 cfs 3.988 of Primary= 11.41 cfs 3.969 of Outflow= 11.41 cfs 3.969 of Pond W3: Wetland #3 - PR Peak Storage= 23,587 cf Inflow= 5.37 cfs 0.252 of Primary= 0.29 cfs 0.225 of Secondary= 0.00 cfs 0.000 of Outflow= 0.29 cfs 0.225 of 04115-Developed E Type l/ 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 2 HvdroCAD® 6.00 s/n 001463 ©-1986-2001 Applied Microcomputer Systems 4/7/2005 Pond W5: Wetland #5 - PR Peak Storage= 18,775 cf Inflow= 10.64 cfs 0.434 of Primary= 0.23 cfs 0.329 of Secondary= 0.00 cfs 0.000 of Outflow= 0.23 cfs 0.329 of Pond W6: Wetland #6 Peak Storage= 12,276 cf Inflow= 3.43 cfs 0.166 of Primary= 0.29 cfs 0.153 of Secondary= 0.00 cfs 0.000 of Outflow= 0.29 cfs 0.153 of Runoff Area = 27.426 ac Volume = 8.990 of Average Depth = 3.93" u 04115-Developed E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6..00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D40: Area 40 Runoff = 41.79 cfs @ 12.17 hrs, Volume= 3.542 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description ' 5.400 71 >75% Grass cover, Good, HSG C 4.960 98 Paved parking & roofs & pond 10.360 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 21.4 150 0.0200 0.1 Sheet Flow, Grass: Dense n=.:0.240 P2= 2.71" 0.4 50 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.6 500 0.0050 3.2 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 24.4 700 Total Subcatchment D41: Wetland #3 - PR Runoff = 5:37 cfs @ 1.1.97 hrs, Volume= 0.252 of Runoff by SCS TR-20 method, UH=SCS; Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" - Area (ac) CN Description 0.758 71 >75% Grass cover, Good, HSG C 0.161 98 Rooftops 0.919 76 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 80 0.1800 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 50 0.0080 1.3 Shallow Concentrated Flow, Grassed Waterway:-,Kv= 15.0 fps 6.0 130 Total Subcatchment D42: Wetland #6 --PR ' Runoff = 3.43 cfs @ 11.98 hrs, Volume= 0.166 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Type II 24-hr Rainfall=5.90" 1 04115-Developed E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Fage 4 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Area (ac) CN Description 0.449 71 >75% Grass cover, Good, HSG C 0138 98 Rooftops/Driveways 0.587 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 95 0.1800 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.5 40 0.0080 1.3 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.7 135 Total Subcatchment D45: Predeveloped Area 45 Runoff = 4.24 cfs @ 12.03 hrs, Volume= 0.235 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 1.000 71 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 50 0.0500 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.71" 1.4 60 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps _ 10.7 110 Total Subcatchment D46: Area 46 Runoff = 3.04 cfs @ 12.04 hrs, Volume= 0.178 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50:00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 0.350. 71 >75% Grass cover, Good, HSG C 0.150 98 Wetland Water 0.150 67 Brush, Fair, HSG C 0.650 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 91 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" i 1 n C ~I n n 04115-Developed E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D50: Area 50 r Runoff = 48.43 cfs @ 12.19 hrs, Volume= 4.182 of 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 6.470 71 >75% Grass cover, Good, HSG C 5.760 98 Paved parking & roofs & Pond 12.230 84 Weighted Average Tc Length .Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Subcatchment D51: Developed Area 51 (Excavated Wetland #5) Runoff = 10.64 cfs @ 11.93 hrs, Volume= 0.434 of ii r~ f~ ~~ Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" __ Area (ac) CN Description 1.500 71 >75% Grass cover, Good, HSG C 0.180 98 Paved parking & roofs 1.680 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 194 0.0100 1.5 Shallow Concentrated Flow, Grassed Waterway I<v= 15.0 fps Reach 1L: Mud Lake (Link 1) Inflow = 26.81 cfs @ 12.63 hrs, Volume= 8.466 of Outflow = 26.81 cfs @ 12.63 hrs, Volume= 8.466 of Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach D-Pipe: Outlet Pipe (Pond E) Inflow = 11.13 cfs @ 12.64 hrs, Volume= 3.809 of Outflow = 11.13 cfs @ 12.64 hrs, Volume= 3.809 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 15.1 fps, Min. Travel Time= 0.0 min Avg. Velocity = 6.3 fps, Avg. Travel Time= 0.1 min 04115-Developed E Type 1124-hr Rainfall=5..90" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 H}~droCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Peak Depth= 0.73' Capacity at bank full= 17.46 cfs Inlet Invert= 949.90', Outlet Invert= 948.00' 15.0" Diameter Pipe n= 0.013 Length= 26.0' Slope= 0.0731 '/' Reach DP40: Design Point 40 Inflow = 11.80 cfs @ 12.65 hrs, Volume= 4.204 of Outflow = 11.80 cfs @ 12.65 hrs, Volume= 4.204 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach E-Pipe: Outlet Pipe (Pond E) Inflow = 15.03 cfs @ 12.59 hrs, Volume= 4.263 of Outflow = 15.03 cfs @ 12.61 hrs, Volume= 4.262 af, Atten= 0%, Lag= 1.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 6.5 fps, Min. Travel Time= 0.8 min Avg. Velocity = 2.5 fps, Avg. Travel Time= 2.0 min Peak Depth= 1.09' Capacity at bank full= 53.08 cfs Inlet Invert= 949.90', Outlet Invert= 948.00' 36.0" Diameter Pipe n= 0.013 Length= 300.0' Slope= 0.0063'/' Pond D: Pond D Inflow = 42.29 cfs @ 12.17 hrs, Volume= 3.920 of Outflow = 11.13 cfs @ 12.64 hrs, Volume= 3.809 af, Atten= 74%, tag= 28.1 min Primary = 11.13 cfs @ 12.64 hrs, Volume= 3.809 of Secondary = 0.00 cfs. @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 73,825 cf Peak Elev= 951.73' Storage= 149,886 cf (76,060 cf above starting storage) Flood Elev= 952.00' .Storage= 166,361 cf (92,536 cf above starting storage) Plug-Flow detention time= 682.9 min calculated for 2.114 of (54% of inflow) Storage and wetted areas determined by Irregular sections i~ 1 L~ 04115-Developed E Type 1124-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-200.1 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area _ (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 942.00 2,000 320.0 0 0 2,000 944.00 4,519 517.0 6,350 6,350 15,148. 946.00 8,179 710.0 12,518 18,869 34,033 948.00 12,816 814.0 20,822 39,691 46,737 949.00 15,348 857.0 14,063 53,754 52,516 950.00 25,200 1,085.0 20,071 73,825 87,764 951.00 39,400 1,105.0 32,037 105,862 91,418 952..00. ....84,424 1,566.0 60,499 166,361 189,413 953.00 100,000 16,400.0 92,102 258,463: 21,397,419 Primary OutFlow (Free Discharge) ~1'=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) t3=Broad-Crested Rectangular Weir 1 n ~~ # Routing Lnvert Outlet Devices 1 Primary 950.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.00' 10.0' long, x 10.0' breadth:Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 .0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68. 2.69 2.67 2.64 Pond E: Pond f Inflow = 48.57 cfs @ 12.19 hrs, Volume= 4.511 of Outflow = 15.03 cfs @ 12.59 hrs, Volume= 4.263 af, Atten= 69%, Lag= 24.0 min Primary = 15.03 cfs @ 12.59 hrs, Volume= _. 4:263 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 95,404 cf Peak Elev= 951.90' Storage= 182,909 cf (87,505 cf above starting storage) Flood Elev= 952.50' Storage= 219,127 cf (123,723 cf abov e starting storage) Plug-Flow detention time= 864.5 min calculated for 2.072 of ( 46% of inflow) Storage and wetted areas determined_by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 943.00 4,118 540.0 0 - 0 4,118 944.00 5,952 620.0 5,007 ..:5,007 11,526 946.00 10,450 708.0 16,192 21,199 20,920 948.00 17,230 760.0 27,399 48;,598 27,169 949.00- 20,300. .520.0 18,744 67.,342 51,624 950.00 36,620 1,400.0 28,062 .95.,404 186,081 952.00 55,934 1,550.0 91,875 187,279 221,418 953.00 71,790 1,696.0 63,697 250,976 259,166 04115-Developed E Type 11 24-hr Rainfall=5:90" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) 1=Orifice/Grate 2=Orifice/Grate 3=Orifice/Grate Secondary OutFlow (Free Discharge) L4=Culvert # Routing Invert Outlet Devices 1 Primary 950.0.0' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Primary 952.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 4 Secondary 950.00' 15.0" x 240.0' long Culvert CMP, end-section conforming to-fill, Ke= 0.500 Outlet Invert= 952.00' S= -0.0083'/' n= 0.013 Cc= 0.900 Pond W14: New Wetland #14 Inflow = 11.44 cfs @ 12.62 hrs, Volume= 3.988 of Outflow = 11.41 cfs @ 12.67 hrs, Volume= 3.969 af, Atten= 0%, Lag= 2.6 min Primary = 11.41 cfs @ 12.67 hrs, Volume= 3.969 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs; dt= 0.01 hrs Starting Elev= 947.50' Storage= 2,723 cf Peak Elev= 948.06' Storage= 5,615 cf (2,893 cf above starting storage) Plug-Flow detention time= 46.3 min calculated for 3:906 of (98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store CumStore (feet) (sq-ft) (cubic-feet) (cubic-feet) 946.00 50 0 0 947.30 3,000 1,982 1,982 947.70 4,400 1,480 3,463 948.00 7,600 1,800 5,262 Primary OutFlow (Free Discharge) t-1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 947.70' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W3: Wetland #3 - PR n I LJ n LI, Inflow = 5.37 cfs @ 11.97 hrs, Volume= 0.252 of Outflow = 0.29 cfs @ 12.99 hrs, Volume= 0.225 af, Primary = 0.29 cfs @ 12.99 hrs, Volume= 0.225 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= Atten= 95%, Lag= 60.9 min 0.000 of .04115-Developed E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 9 HydroCAD® 6.0.0 s/n 001463 ©1986-2001 Applied MicrocomputerSystems 4/7/2005 Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 17,434 cf Peak Elev= 950.47' Storage= 23,587 cf (6,153 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) -(sq-ft) 948.40 3,586 223.0 0 0 3,586 949.00 11,189 384.0 4,222 4,222 11,365 951.00 15;345 448.0 26,425 30,647 15,683 Primary OutFlow (Free Discharge) L1=Culvert Seconda OutFlow Free Dischar e rY ( 9 ) L2=Broad-Crested Rectangular Weir __ # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 30.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0,013 Cc=.0.900 2 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.4 0 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69. 2.67 2.64 Pond W5: Wetland #5 - PR Inflow = 10.64 cfs @ 11.93 hrs, Volume= 0.434 of Outflow = 0.23 cfs @ 15.27 hrs, Volume= 0.329 af, Atten= 98%, Lag= 200.3 min Primary = 0.23 cfs @ 15.27 hrs,. Volume= 0.329 af` ' Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of ' Routing by Stor-In d method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 6,428 cf Peak Elev= 950.44' Storage= 18,775 cf (12,347 cf above starting storage) Plug-Flow detention time= 1,107.2 min calculated for 0.181 of (42% of inflow) Storage and wetted areas determined b Irre ular sections y g Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area __ (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 949.40 2,672 201.0 0 0 2,672 950.00 21,829 771.0 6,428- 6,428 46,762 951.00 35,077 970:0 28,192 34,620 74,346 952.00 39,708 992.0 37,369 71,989 77,918 953.00 45,590 1,078.0 42,615 114,604 92,122 04115-Developed E Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 10 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) t1=Culvert Secondary OutFlow (Free Discharge) 'L2=Broad-Crested Rectangular Weir # Routinq Invert Outlet Devices 1 Primary 950.00' 8.0" x 46.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0..60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W6: Wetland #6 Inflow = 3.43 cfs @ 11.98 hrs, Volume= 0.166 of Outflow = 0.29 cfs @ 12.53 hrs, Volume= 0.153 af, Atten= 92%, Lag= 33.2 min Primary 0.29 cfs @ 12.53 hrs, Volume= 0.153 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 8,472 cf Peak Elev= 950.49' Storage= 12,276 cf (3,804 cf above starting storage) Flood Elev= 952.00' Storage= 24,065 cf (15,593 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 948.80 1,421 142.0 0 0 1,421 949.00 5,836 345.0 676 676 9,288 951.00 9,938 428.0 15,593 16,269 14,452 Primary OutFlow (Free Discharge) L1=Culvert Secondary OutFlow (Free Discharge) L2=Broad-Crested Rectangular Weir # Routinq Invert Outlet Devices 1 Primary 950.00' 8.0" x 43.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 r-, '~I i_.J 0 ~J L 04115-Developed E Type 1l 24-hr Rainfall=5.90" x:2 Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=5.00-50.00 hrs, dt=0.01 hrs, 4501 points Runoff by SCS TR-20 method, UH=SCS, Type li 24-hr Rainfall=5.90" x 2 Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method 1 Subcatchment D40: Area 40 Tc=24.4 min CN=84 Area=10.360 ac Runoff= 49.83 cfs 8.449 of Subcatchment D41: Wetland #3 - PR Tc=6.0 min CN=76 Area=0.919 ac Runoff= 7.18 cfs 0.667 of Subcatchment D42: Wetland #6 - PR Tc=6.7 min CN=77 Area=0.587 ac Runoff= 4.52 cfs 0.433 of Subcatchment D45: Predeveloped Area 45 Subcatchment D46: Area 46 Subcatchment D50: Area 50 Subcatchment D51: Developed Area 51 (Excavated Wetland #5) Tc=2.2 min CN=74 Area=1.680 ac Runoff= 14.56 cfs 1.180 of Reach 1L: Mud Lake (Link 1) Tc=10.7 min CN=71 Area=1.000 ac Runoff= 6.46 cfs 0.667 of Tc=12.2 min CN=76 Area=0.650 ac Runoff= 4.17 cfs 0.472 of Tc=25.0 min CN=84 Area=12.230 ac Runoff= 58.06 cfs 9.974 of Inflow= 52.27 cfs 19.708 of Outflow= 52.27 cfs 19.708 of Reach D-Pipe: Outlet Pipe (Pond E) Inflow= 19.58 cfs 8.717 of Length= 26.0' Max Vel= 16.2 fps Capacity= 17.46 cfs Outflow= 18.84 cfs 8.717 of Reach DP40: Design Point 40 Inflow= 20.41 cfs 9.865 of Outflow= 20.41 cfs 9.865 of C u ~~ Reach E-Pipe: Outlet Pipe (Pond E) Inflow= 31.85 cfs 9.827 of Length= 300.0' Max Vel= 7.8 fps Capacity= 53.08 cfs Outflow= 31.84 cfs 9.824 of Pond D: Pond D Peak Storage= 177,095 cf Inflow= 51.24 cfs 9.442 of Primary= 19.58 cfs 8.717 of Secondary= 1.00 cfs 0.034 of Outflow= 20.59 cfs 8.751 of Pond E: Pond E Peak Storage= 209,660 cf Inflow= 58.74 cfs 10.880 of .Primary= 31.85 cfs 9.827 of Secondary= 0.58 cfs 0.019 of Outflow= 32.43 cfs 9.847 of Pond W14: New Wetland #14 Peak Storage= 6,710 cf Inflow= 20.23 cfs 9.223 of Primary= 19.39 cfs 9.197 of Outflow= 19.39 cfs 9.197 of Pond W3: Wetland #3 - PR Peak Storage= 28,585 cf Inflow= 7.18 cfs 0.667 of Primary= 0.75 cfs 0.594 of Secondary= 0.00 cfs 0.000 of Outflow= 0.75 cfs 0.594 of 04115-Developed E Type II 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 2 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 I _ pR Peak Stora e= 32,137 cf Inflow= 14.56 cfs 1.180 of Pond W5: Wet and #5 g Primary= 0.70 cfs 0.905 of Secondary= 0.00 cfs 0.000 of Outflow= 0.70 cfs 0.905 of ~ Pond W6: Wetland #6 Peak Storage= 14,897 cf Inflow= 4.52 cfs 0.433 of ~' Primary= 0.67 cfs 0.399 of Secondary= 0.00 cfs 0.000 of Outflow= 0.67 cfs 0.399 of Runoff Area = 27.426 ac Volume = 21.841 of Average Depth = 9.56" L ~~~ 0411`5-Developed E Type 1124-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ,©_9986,2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D40: Area 40 Runoff = 49.83 cfs @ 36.16 hrs, Volume= 8.449 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description ' 5.400 71 >75% Grass' cover, Good, HSG C 4.960 98 Paved parking & roofs & pond 10.360 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.4 150 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.4 50 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway. Kv= 15.0 fps 2.6 500 0.0050 3.2 2.52 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 24.4 700 Total Subcatchment D41: Wetland #3 - PR Runoff = 7.18 cfs @ 35.97 hrs,: Volume= 0.667 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x`2 Area (ac) CN Description 0.758 71 >75% Grass cover, Good, HSG C 0.161 98 Rooftops 0.919 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 80 0.1800 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 0.6 50 0.0080 1.3 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 6.0 130 Total Subcatchment D42: Wetland #6 - PR Runoff = 4.52 cfs @ 35.98 hrs, Volume= 0.433 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5:00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5:90" x 2 0 ~I J 04115-Developed E Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Area (ac) CN Description 0.449 71 >75% Grass cover, Good, HSG C 0.138 98 Rooftops/Driveways 0.587 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet} (ft/ft) (ft/sec) (cfs) 6.2 95 0.1800 0.3 Sheet Flow, E Grass: Dense n= 0.240 P2= 2.71" 0.5 40 0.0080 1.3 Shallow Concentrated. Flow, Grassed Waterway Kv= 15:0 fps 6.7 135 Total Subcatchment D45: Predeveloped Area 45 Runoff = 6.46 cfs @ 36.02 hrs, Volume= 0.667 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 1.000 71 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 50 0.0500 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.71" 1.4 60 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.7 110 Total Subcatchment D46: Area 46 Runoff = 4.17 cfs @ 36.03 hrs, Volume= 0.472 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 0.350 71 >75% Grass cover, Good, HSG C 0.150 98 Wetland Water 0.150 67 Brush, Fair, HSG C 0.650 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 91 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" n C r r L C 04115-Develo ed E Type 1124-hr Rainfall=5.90" x 2 P Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD®6 00 s!n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D50: Area 50 Runoff = 58.06 cfs @ 36.17 hrs, Volume= 9.974 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 6.470` 71 >75% Grass cover, Good, HSG C 5 760 98 Paved parking & roofs & Pond 12.230 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) ' 25.0 Direct Entry, Subcatchment D51: Developed Area 51 (Excavated Wetland #5) Runoff = 14.56 cfs @ 35.92 hrs, Volume= 1.180 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 1.500 71 >75% Grass cover, Good, HSG C 0 180 98 Paved parking & roofs 1.680 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) ' (feet) (ft/ft) (ft/sec) (cfs) 2.2 194 0.0100 1.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps Reach 1 L: Mud Lake (Link 1) Inflow = 52.27 cfs @ 36.41 hrs, Volume= 19.708 of Outflow = 52.27 cfs @ 36.41 hrs, Volume= 19.708 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Reach D-Pipe: Outlet Pipe (Pond E) Inflow 19.58 cfs @ 36.48 hrs, Volume= 8.717 of Outflow 18.84 cfs @ 36.33 hrs, Volume= 8.717 af, Atten= 4%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 16.2 fps, Min. Travel Time= 0.0 min Avg. Velocity = 8.5 fps, Avg. Travel Time= 0.1 min 04115-Developed E Type 11 24-hr.Rainfall=5.90"x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7!2005 Peak Depth= 1.25' Capacity at bank full= 17.46 cfs Inlet Invert= 949.90', Outlet Invert= 948.00' 15.0" Diameter Pipe n= 0.013 Length= 26.0' Slope= 0.0731 '/' Reach DP40: Design Point 40 Inflow = 20.41 cfs @ 36.34 hrs, Volume= 9.865 of Outflow = 20.41 cfs @ 36.34 hrs, Volume= 9.865 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Reach E-Pipe: Outlet Pipe (Pond E) Inflow = 31.85 cfs @ 36.40 hrs, Volume= 9.827 of Outflow = 31.84 cfs @ 36.42 hrs, Volume= 9.824 af, Atten= 0%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Max. Velocity= 7.8 fps, Min. Travel Time= 0.6 min Avg. Velocity = 3.3 fps, Avg. Travel Time= 1.5 min Peak Depth= 1.6T Capacity at bank full= 53.08 cfs Inlet Invert= 949.90', Outlet Invert= 948.00' 36.0" Diameter Pipe n= 0.013 Length= 300.0' Slope= 0.0063 '/' Pond D: Pond D Inflow = 51.24 cfs @ 36.16 hrs, Volume= 9.442 of Outflow = 20.59 cfs @ 36.48 hrs, Volume= 8.751 af, Atten= 60%, Lag= 19.2 min Primary = 19.58 cfs @ 36.48 hrs, Volume= 8.717 of Secondary = 1.00 cfs @ 36.48 hrs, Volume= 0.034 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 73,825 cf Peak Elev= 952.12' Storage= 177,095 cf (103,270 cf above starting storage) Flood Elev= 952.00' Storage= 166,361 cf (92,536 cf above starting storage) Plug-Flow detention time= 646.0 min calculated for 7.055 of (75% of inflow) Storage and wetted areas determined by Irregular sections r fl n i LJ Ll~ r L ~~~ J ii [~ 04115=Developed E Type // 24-hr Rainfall=5.:90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems.. 4/7/2005 Elevation (feet) Surf.Area (sq-ft) Perim. (feet) Inc.Store (cubic-feet) Cum.Store (cubic-feet) Wet.Area (sq-ft) 942.00 2,000 320.0 0 0 2,000 944.00 4,519 517.0 6,350 6,350 15,148 946.00 8,179 710.0 12,518 18,869 34,033 948.00 12,816 814.0 20,822 39,691 46,737 949.00 15,348 857.0 14,063 53,.754 52,516 950.00 25,200 1,085.0 20,071 73,825 87,764 951.00 39,400 1,105.0 32,037 105,862 91,418 952..00 84,.424 1,566.0 60,49.9.... 166,361.`- 189,413 953.00 100,000 16,400.0 92,102. 258,463 21,397,419 ' Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate h F Di ree sc arge).:: Secondary OutFlow ( L3=Broad-Crested. Rectangular Weir C' L L_! 0 # Routing Invert. Outlet Devices __ 1 Primary 950.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.00' 10.0' long x 10.0' breadth..Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2:68 2.69 2.67 2:64 -Pond E: Pond E Inflow = 58.74 cfs @ 36.17 hrs, Volume= 10.880 of Outflow = 32.43 cfs @ 36.40 hrs, Volume= 9.847 af, Atten= 45%; Lag= 13.9 min Primary = 31.85 cfs @ 36.40 hrs, Volume= 9.827 of Secondary = 0.58 cfs @ 36.40 hrs, Volume= 0.019 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 95,404 cf Peak Elev= 952.35' Storage= 209,660 cf (114,256 cf above starting storage) Flood Elev= 952.50' Storage= 219,127 cf (123,723 cf above starting storage) Plug-Flow detention time= 745.6 min calculated for 7.656 of (70% of inflow) Storage. and wetted areas dete rmined by Irregular sections. Elevation Surf:Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) .(feet) (cubic-feet) (cubic-feet)- (sq-ft) 943.00 4,118 540.0 0 0 4,1.18 944.00 5,952 620.0 5,.007 5,007 11,526 946.00 10,450 708.0 16,192 21,199 20,920 948.00 17,230 760.0 27,399 48,598 _...27,169 949.00 20,300 520.0 18,744 67,342 51,624 950.00 36,620 1,400.0 28,062: :95,404 186,081 952.00 55,934 1,550.0 91,875 •1.87,279 221,418 953.00 71,790 1,696.0 63,697 250,976 259,166 u 04115-Developed E Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge) 1=Orifice/Grate 2=Orifice/Grate 3=Orifice/Grate Secondary OutFlow (Free Discharge) L4=Culvert # Routinq Invert Outlet Devices 1 Primary 950.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Primary 952.00' 48.0" Horiz. Orifice/Grate Limited to weir flow. C=.0.600 4 Secondary 950.00' 15.0" x 240.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 952.00' S= -0.0083'1' n= 0.013 Cc= 0.900 Pond W14: New Wetland #14 Inflow = 20.23 cfs @ 36.33 hrs, Volume= 9.223 of Outflow = 19.39 cfs @ 36.34 hrs, Volume= 9.197 af, Atten= 4%, Lag= 0.7 min Primary = 19.39 cfs @ 36.34 hrs, Volume= 9.197 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 947.50' Storage= 2,723 cf Peak Elev= 948.24' Storage= 6,710 cf (3,987 cf above starting storage) Plug-Flow detention time= 24.4 min calculated for 9:135 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 946.00 50 0 0 947.30 3,000 1,982 1,982 947.70 4,400 1,480 3,463 948.00 7,600 1,800 5,262 Primary OutFlow (Free Discharge) t1=Broad-Crested Rectangular Weir # Routinq Invert Outlet Devices 1 Primary 947.70' 20.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W3: Wetland #3 - PR Inflow = 7.18 cfs @ 35.97 hrs, Volume= 0.667 of Outflow = 0.75 cfs @ 36.33 hrs, Volume= 0.594 af, Primary = 0.75 cfs @ 36.33 hrs, Volume= 0.594 of Secondary = 0.00 cfs @ .5.00 hrs, Volume= 0.000 of f' 0 CI L R 1 u Atten= 90%, Lag= 22.0 min n C L L i f r 04115=Developed E Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 9 HydroCAD® 6.00 s!n 001463 ©1986=2001 Applied Microcomputer Systems 4/7/2005 Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 17,434 cf Peak Elev= 950.84' Storage= 28,585 cf (11,151 cf above starting storage) Plug-Flow detention time= 1,815.1 min calculated for 0.194 of (29% of inflow) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 948.40 3,586 223.0 0 0 3,586 949.00 11,189 384.0 4,222- 4;222 11,365- 951.00 15,345 448.0 26,425 30,647 15,683 Primary OutFlow (Free Discharge) L1=Culvert Secondary OutFlow (Free Discharge) t-2=Broad-Crested. Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 30.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70. 2.69 2.68 2.69 2.67 2.64 Pond W5: Wetland #5 = PR Inflow = 14.56 cfs @ 35.92 hrs, Volume= 1.180 of Outflow = 0.70 cfs @ 36.77 hrs, Volume= 0.905 af, Atten= 95%, Lag= 50.5 min Primary = ` 0.70 cfs-@ 36.77 hrs, .Volume= 0.905 af`' Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Starting Elev= 950.00' Storage= 6,428 cf Peak Elev= 950.91' Storage= 32,137 cf (25,709 cf above starting storage) Plug-Flow detention time= 957.9 min calculated for 0.758 of (64% of inflow) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) {sq-ft) (feet) (cubic-feet). (cubic-feet) {sq-ft) 949.40 2,672' 201.0 0 0 2,672 950.00 21,829 771.0 6,428 6,428 46,762 951.00 35,077 970.0 28,192 34,620 74,346- ' 952.00 39,708 992.0 37,369- 71,989 77,918 953.00 45,590 1,078.0 42,615 114,604 92,122 7 0 04115-Developed E Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 10 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Primary OutFlow (Free Discharge} L1=Culvert Secondary OutFlow (Free Discharge) t-2=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 46.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1..60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Pond W6: Wetland #6 Inflow = 4.52 cfs @ 35.98 hrs, Volume= 0.433 of Outflow = 0.67 cfs @ 36.20 hrs, Volume= 0.399 af, Atten= 85%, Lag= 13.7 min Primary = 0.67 cfs @ 36.20 hrs, Volume= 0.399 of Secondary = O.OO cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.00' Storage= 8,472 cf Peak Elev= 950.82' Storage= 14,897 cf (6,425 cf above starting storage) Flood Elev= 952.00' Storage= 24,065 cf (15,593 cf above starting storage) Plug-Flow detention time= 1,391.2 min calculated for 0.204 of (47% of inflow) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 948.80 1,421 142.0 0 0 1,421 949.00 5,836 345.0 676 676 9,288 951.00 9,938 428.0 15,593 16,269. 14,452 Primary OutFlow (Free Discharge) t-1=Culvert Secondary OutFlow (Free Discharge) L2=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" x 43.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.00' S= 0.0000'/' n= 0.013 Cc= 0.900 2 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 i i I~ ~~ L C I 0 u ii n n 0 l % ~^~~.` / ~ i ~~ ~._ ~M~y~ ~' 1 .~~ m = `~ ~\ O " ~~ I ~ r ~ a~ ~ ~ ~ ~ CV L~ N c~ U i,, ~% III( ~ M0 I `. J ;;.. '' ..\ J c 0 U (6 (9 U ~ ; ~'' ,'. ~ '; ' ' J n 0 u i_ C C LJ 04115-Developed Type 7l 24-hr Rainfall=2.74 " Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time pan=1:00-50.00 hrs, dt=0.01 hrs, 4901 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=2.71" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D30: Developed Area 30 Subcatchment D31: Developed Area 31 Subcatchment D32: Developed Area 32 Subcatchment D34: Developed Area 30 Subcatchment D60: Developed Area 60 Tc=19.1 min CN=84 Area=3.610 ac Runoff= 5.27 cfs 0.385 of Tc=12.4 min CN=76 Area=0.990 ac Runoff= 1.11 cfs 0.068 of Tc=12.7 min CN=74 Area=0.770 ac Runoff= 0.74 cfs 0.047 of Tc=20.5 min CN=78 Area=3.650 ac Runoff= 3.56 cfs 0.282 of Tc=20.1 min CN=74 Area=3.520 ac Runoff= 2.58 cfs 0.214 of Subcatchment Otsego: Watershed Across 70th Street Tc=23.7 min CN=71 Area=5.000 ac Runoff= 2.52 cfs 0.250 of Reach C-Pipe: Outlet Pipe (Pond C) Inflow= 0.50 cfs 0.370 of .Length= 25.0' Max Vel= 2.2 fps Capacity= 6.64 cfs Outflow= 0.50 cfs 0.370 of Reach Lake: Mud Lake Pond 70 St Cul: 70th Street Culvert Pond aW1: Wetland #1a Inflow= 5.30 cfs 3.964 of Outflow= 5.30 cfs 3.964 of Peak Storage= 4,593 cf Inflow= 2.52 cfs 0.250 of Primary= 0.30 cfs 0.235 of Outflow= 0:30 cfs 0.235 of Peak Storage= 5,266 cf Inflow= 3.78 cfs 0.887 of Primary= 2.32 cfs 0.886 of Outflow= 2.32 cfs 0.886 of Pond bW1: Wetland #1 b Peak Storage= 2,490 cf Inflow= 0.74 cfs 0.047 of Primary= 0.00 cfs 0.000 of Outflow= 0.00 cfs 0.000 of Pond C: Pond C Peak Storage= 32,245 cf Inflow= 5.27 cfs 0.385 of Primary= 0.50 cfs 0.370 of Secondary= 0.00 cfs 0.000 of Outflow= 0.50 cfs 0.370 of Pond W4: WEtland #4 Link 1 L: 04115-Developed E Link 2L: 04115-Developed NW Peak Storage= 9,253 cf Inflow= 2.58 cfs 0.214 of .Outflow= 0.00 cfs 0.000 of Imported Inflow= 1.52 cfs 2.343 of Primary= 1.52 cfs. 2.343 of Imported Inflow= 3.29 cfs 0.668 of Primary= 3.29 cfs 0.668 of ' 04115-Developed Type 1124-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 3 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied:Microcomputer Systems 4/7/2005 ' Subcatchment D30: Developed Area 30 ' Runoff = 5.27 cfs @ 12.12 hrs, Volume= 0.385 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 1.700 98 Paved parking & roofs & pond 1.910 71 >75% Grass cover, Good, HSG C 3.610 84 Weighted Average ' Tc Length... Slope... Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.1 130 0.0200 0.1 Sheet Flow, ' Grass: Dense n= 0.240 P2= 2.71" Subcatchment D31: Developed Area-31- ' Runoff = 1.11 cfs @ 12.05 hrs, Volume= 0.068 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description ' 0.640 71 >75% Grass cover, Good, HSG C 0.200 98 Paved parking & roofs 0.150 70 Woods,'Fair,_HSG C ' 0 990 76 Weighted Average . Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft} (ft/sec) (cfs) 10.3 60 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 2.1 55 0.0300 0.4 Shallow Concentrated. Flow, Forest w/Heavy Litter Kv= 2.5 fps 12.4 115 Total Subcatchment D32: Developed Area 32 Runoff = 0.74 cfs @ 12.06 hrs, Volume= 0.047 of Runoff by SCS TR-20 method, UH=SCS, Time Span=1.00-50.00 hrs, dt=-0.01 hrs ' Type II 24-hr Rainfall=2.71" ....Area (ac) CN Description `- 0.570 0.200 65 Brush, Good, HSG C 98 Wetland Water 0.770 74 Weighted Average 04115-Developed Type l/ 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 95 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" Subcatchment D34: Developed Area 30 Runoff = 3.56 cfs @ 12.14 hrs, Volume= 0.282 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 1.800 71 >75% Grass cover, Good, HSG C 0.600 67 Brush, Fair, HSG C 0.150 70 Woods, Fair, HSG C _ 1 100 98 Paved parking & roofs & pond 3.650 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 14.7 75 0.0360 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.71" 5.8 521 0.0100 1.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.5 596 Total Subcatchment D60: Developed Area 60 Runoff = 2.58 cfs @ 12.15 hrs, Volume= 0.214 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=2.71" Area (ac) CN Description 0.700 68 Meadow, non-grazed, HSG C 0.520 98 Paved parking & roofs 2.300 71 >75% Grass cover, Good, HSG C 3.520 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 128 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 1.2 158 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.1 286 Total n fl fl r L C~ n ' 04115-Developed Type 11 24-hr Rainfall=2.71 " Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied MicrocomputerSystems 4/7/2005 ' Subcatchment Otse o: Watershed g Across 70th Street Runoff = 2.52 cfs @ 12.20 hrs, Volume= 0.250 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.'00 hrs, dt= 0.01 hrs ' Type II 24-hr Rainfall=2.71" Area (ac) CN Description ' 5.000 71 Pasture/grassland/range, Good, HSG C Tc Length Slope Velocity Capacity Description ___(min) (feet) (ft/ft) (ft/sec) (cfs) 16.8 250 0.0300 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 6.9 500 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.7 750 Total Reach C-Pipe: Outlet Pipe (Pond C) Inflow = 0.50 cfs @ 13.13 hrs, Volume= 0.370 of ' Outflow = 0.50 cfs @ 13.13 hrs, Volume= 0.370 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method., Time Span= 1..00-50.00. hrs, dt= 0.01 -hrs Max. Velocity= 2.2 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.2 fps, Avg.. Travel Time= 0.4 min Peak Depth= 0.28' Capacity at bank full= 6.64 cfs Inlet Invert= 950.90', Outlet Invert= 950.80' 18.0" Diameter Pipe n= 0.013 Length= 25.0' Slope= 0.0040 '/' Reach Lake: Mud Lake ' Inflow 5.30 cfs @ 12.01 hrs, Volume= 3.964 of Outflow 5.30 cfs @ 12.01 hrs, Volume= 3.964 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Pond. 70 St Cul:.70th-Street Culvert Inflow = 2.52 cfs @ 12.20 hrs, Volume= 0.250 of Outflow = 0.30 cfs @ 13.71 hrs, -Volume= 0235`af, Atten= 88%, Lag= 90.7 min ' Primary = 0.30 cfs @ 13.71 hrs, Volume= 0.235 of Routing by Stor-Ind method, Time Span= 1:00-50.00 hrs, dt= 0.01 hrs Peak Elev= 951.11' Storage= 4,593 cf Plug-Flow detention time= 332.3 min calculated for 0.235 of (94% of inflow) Storage and wetted areas determined by Prismatic sections 04115-Developed Type 11 24-hr Rainfall=2.71" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 e Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 950.80 50 0 0 952.00 30,000 18,030 18,030 953.00 50,000 40,000 58,030 ' Primary OutFlow (Free Discharge) L1=Culvert O # Routin Invert Outlet Devices 1 Primary 950.80' 14.0" x 38.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.20'. S= 0.0158'/' n= 0.024 Cc= 0.900 , Pond aW1: Wetland #1 a f Inflow = 3.78 cfs @ 12.15 hrs, Volume= 0.887 o Outflow = 2.32 cfs @ 12.37 hrs, Volume= 0.886 af, Atten= 39%, Lag= 12.8 min Primary = 2.32 cfs @ 12.37 hrs; ,Volume= 0.886 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.20' Storage= 2,277 cf Peak Elev= 950.46'. Storage= 5,266 cf (2,989 cf above starting. storage) Flood Elev= 953.00' Storage= 72,062 cf (69,785 cf above starting storage) Plug-Flow detention time= 126.8 min calculated for 0.833 of (94% of inflow) ' Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.00 933 0 0 951.00 21,836 11,385 11,385 952.00 30,616 26,226 .37,61,1 953.00 38,286 34,451 72,062 Primary OutFlow ' (Free Discharge) L1=Culvert # Routing Invert Outlet Devices , 1 Primary 950.20' 5.00' x 4.00' x 65.0' long Culvert Box, 30-75° wingwalls, square crown, Ke= 0.400 Outlet Invert= 949.40' S= 0.0123'/' n= 0.013 Cc= 0.900 Pond bW1: Wetland #1 b Inflow = 0.74 cfs @ 12.06 hrs, Volume= 0.047 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Primary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs _ °° La = 0.0 min t Atten 100 / , g u ' 04115-Developed - Type 11 24-hr Rainfall=2.71 Prepared by DRG -Meyer-Rohlin, Inc. Page 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 .Applied Microcomputer Systems 4/7/2005 Starting. Elev= 947.00' Storage= 450 cf Peak Elev= 947.37 Storage= 2,490 cf (2,040 cf above starting storage) ' Plug-Flow detention time= (not calculated) Storage and wetted. areas determined by;Prismatic sections Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 946.00 20 0 0 ' 947.00 948.00 880 10,000 450 .5,440 450 5,890 948.50.. 14,600 6,150 12,040 ' Primary OutFlow (Free Discharge) t1=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 947.50' 10.0' long x 10.0' breadth Broad-Crested_Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond C: Pond C Inflow = 5.27 cfs @ 12.12 hrs, Volume= 0.385 of Outflow = 0.50 cfs @ 13.13 hrs, Volume= 0'.370 af, Primary = 0.50 cfs @ 13.13 hrs, Volume= 0.370 of ' Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1 .00-50.00 hrs, dt= 0.01. hrs.. 0 Atten= 91 %, Lag= 60.5 min Starting Elev= 951.00' Storage= 23,623 cf Peak Elev= 951.53' Storage= 32,245 cf (8,622 cf above starting storage): Plug-Flow detention time= (not calculated) _ Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. 1nc.Store CumSfore Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 946.00 1,21.5 186.0 0 0 1,215 .948.00 `' 3,030 '250.0 4,109 4,109 3,478 950.00 7,175 590.0 9,912 14,021 26,221 951.00 12,255 654.0 9,602 23,623 32,587 954.00 20,803 746.0 49,025 72,648 43,049 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir u 04115-Developed Type ll 24-hr Rainfall=2.71" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 # Routing Invert Outlet Devices 1 Primary 951.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 952.00' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 953.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W4: WEtland #4 Inflow = 2.58 cfs @ 12.15 hrs, Volume= 0.214 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Peak Elev= 952.00' Storage= 9,253 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet} (cubic-feet) 951.00 3,027 0 0 952.00 15,500 9,264 9,264 953.00 27,800 21,650 30,914 954.00 45,600 36,700 67,614 Link 1 L: 04115-Developed E Inflow = 1.52 cfs @ 14.68 hrs, Volume= 2.343 of Primary = 1.52 cfs @ 14.68 hrs, Volume= 2.343 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Outflow Imported from 04115-Developed E~Reach 1 L Link 2L: 04115-Developed NW Inflow = 3.29 cfs @ 11.99 hrs, Volume= 0.668 of Primary = 3.29 cfs @ 11.99 hrs, Volume= 0.668 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Outflow Imported from 04115-Developed NW~Reach 2L fJ u i u ~J n (~ u J 04115-Developed Type 11 24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time`span=1.00-50.00 hrs, dt=0:01 hrs; 4901 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=4.10" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D30: Developed Area 30 Subcatchment D31: Developed Area 31 Subcatchment D32: Developed Area 32 Subcatchment D34: Developed Area 30 Subcatchment D60: Developed Area 60 Tc=19.1 min CN=84 Area=3.610 ac Runoff= 10.14 cfs 0.740 of Tc=12.4 min CN=76 Area=0.990 ac Runoff= 2.54 cfs 0.150 of Tc=12.7 min CN=74 Area=0.770 ac Runoff= 1.79 cfs 0.107 of Tc=20.5 min CN=78 Area=3.650 ac Runoff= 7.86 cfs 0.598 of Tc=20.1 min CN=74 Area=3.520 ac Runoff= 6.41 cfs 0.490 of Subcatchment Otsego: Watershed Across 70th Street Tc=23.7 min CN=71 Area=5.000 ac Runoff= 7.06 cfs 0.610 of Reach C-Pipe: Outlet Pipe (Pond C) Inflow= 1.08 cfs 0.723 of Length= 25.0' Max Vet= 2.8 fps Capacity= 6.64 cfs Outflow= 1.08 cfs 0.723 of Reach Lake: Mud Lake Pond 70 St Cul: 70th Street Culvert Pond aW1: Wetland #1a Inflow= 15.46 cfs 8.329 of Outflow= 15.46 cfs 8.329 of Peak Storage=.10,680 cf Inflow= 7.06 cfs 0.610 of Primary= 1.49 cfs 0.594 of Outflow= 1.49 cfs 0.594 of Peak Storage= 8,167 cf Inflow= 8.71 cfs 1.916 of Primary= 6.40 cfs 1.914 of Outflow= 6.40 cfs 1.914 of Pond bW1: Wetland #1b Peak Storage= 3,305 cf Inflow= 1.79 cfs 0.107 of Primary= 0.10 cfs 0.045 of Outflow= 0.10 cfs 0.045 of Pond C: Pond C Peak Storage= 40,990 cf Inflow= 10.14 cfs 0.740 of Primary= 1.08 cfs 0.723 of Secondary= 0.00 cfs 0.000 of Outflow= 1.08 cfs 0.723 of Pond W4: WEtland #4 Link 1 L: 04115-Developed E Link 2L: 04115-Developed NW Peak Storage= 21,340 cf Inflow= 6.41 cfs 0.490 of Outflow= 0.00 cfs 0.000 of Imported Inflow= 7.84 cfs 4.841 of Primary= 7.84 cfs 4.841 of Imported Inflow= 8.30 cfs 1.380 of Primary= 8.30 cfs 1.380 of 04115-Developed Type 11 24-hr Rainfall=4.1.0" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 ' HydroCAD® 6.00 s/n 001463 ©1986=2001.Applied Microcomputer Systerns 4/7/2005 Subcatchment D30: Developed Area 30 Runoff = 10.14 cfs @ 12.12 hrs, Volume= 0.740 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs ' Type II 24-hr Rainfall=4.10" Area (ac) CN Description 1.700 98 Paved parking & roofs & pond 1.910 71 >75% Grass cover, -Good, HSG C 3.610 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 19.1 130 0.0200 0.1 Sheet Flow, Grass: Dense n= 0:240 P2= 2.71" Subcatchment D31: Developed Area 31 ' = hrs V lum = 0.150 of Runoff 2.54 cfs @ 12.05 o e Runoff by SCS TR-20 method, UH=SCS, Time Span= 1:.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) - CN Description - 0.640 71 >75% Grass cover, Good, HSG C 0.200 98 Paved parking & roofs 0.150 70 Woods, Fair, HSG C 0.990 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) {ft/sec) (cfs) 10.3 60 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 2.1 55 0.0300 0.4 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps` 12.4 115 Total Subcatchment D32: Developed Area 32 I Runoff = 1.79 cfs @ 12.05 hrs, Volume= 0.107 of Runoff by SCS TR-20 method, UH=SCS, Time'Span= 1`.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description.. 0.570 65 Brush, Good, HSG C 0.200 98 Wetland Water 0.770 74 Weighted Average ~~ 04115-Developed Type 1124-hr Rainfall=4.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HvdroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 95 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" Subcatchment D34: Developed Area 30 Runoff = 7.86 cfs @ 12.14 hrs, .Volume= 0.598 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (acl CN Description 1.800 71 >75% Grass cover, Good, HSG C 0.600 67 Brush, Fair, HSG C 0.150 70 Woods, Fair, HSG C 1.100 98 Paved parking & roofs & pond 3.650 78 Weighted`Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.7 75 0.0360 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.71" 5.8 521 0.0100 1.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.5 596 Total Subcatchment D60: Developed Area 60 Runoff = 6.41 cfs @ 12.13 hrs, Volume= 0.490 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 0.700 68 Meadow, non-grazed, HSG C 0.520 98 Paved parking & roofs 2.300 71 >75% Grass cover, Good, HSG C 3.520 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8.9 128 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 1.2 158 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.1 286 Total n L~__J ~~ ~I 1 04115-Developed Type 1l 24-hrRainfati=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied MicrocomputerSystems 4/7/2005 Subcatchment Otse o: Watershed Across 70th Street 9 i Runoff = 7.06 cfs @ 12.19 hrs, Volume= 0.610 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=4.10" Area (ac) CN Description 5.000 71 Pasture/grassland/range, Good, HSG C Tc Length Slope- Velocity Capacity Description I~ ~J 16.8 250 0.0300 02 Sheet Flow, Range n= 0.130 P2= 2.71" 6.9 500 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.7 750 Total Reach C-Pipe: Outlet Pipe (Pond C) Inflow = 1.08 cfs @ 12.90 hrs, Volume= Outflow = 1.08 cfs @ 12.90 hrs, Volume= 0.723 of 0.723 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time,Span= 1.00-50..00 hrs, dt= 0.01 hrs Max. Velocity= 2.8 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.3 fps, Avg. Travel Time= 0.3 min ~~ Peak Depth= 0.41' Capacity at bank full= 6.64 cfs Inlet Invert= 950.90', Outlet Invert= 950.80' 18.0" Diameter Pipe n= 0.013 Length= 25..0' Slope= 0.0040 '/' Reach Lake: Mud Lake Inflow = 15.46 cfs @ 12.01 hrs, Volume= 8.329 of Outflow = 15.46 cfs @ 12.01 hrs, Volume= 8.329 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-50.00 hrs, dt= 0.01-hrs ,Pond 70 St Cul: 70th Street Culvert: Inflow = 7.06 cfs @ 12.19 hrs, Volume= 0.610 of Outflow = 1.49 cfs @ 12.78 hrs, Volume= 0.594 af, Atten= 79%, Lag= 35.4 min Primary = 1.49 cfs @ 12.78 hrs, Volume= 0.594 of Routing ;by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Peak Elev= 951.51' Storage= 10,680 cf Plug-Flow detention time= 204.5 min calculated for .0..594 of (97% of inflow) Storage and wetted areas determined by Prismatic sections u 04115-Developed Type I/ 24-hr Rainfall=4t 20" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 Hydi•oCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.80 50 0 0 952.00 30,000 18,030 18,030 953.00 50,000 40,000 58,030 Primary OutFlow (Free Discharge) L1=Culvert # Routing Invert Outlet Devices 1 Primary 950.80' 14.0" x 38.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.20' S= 0.0158 '/' n= D.024 Cc= 0.900 "~ Pond aW1: Wetland #1 a Inflow = 8.71 cfs @ 12.14 hrs, Volume= 1.916 of Outflow = 6.40 cfs @ 12.31 hrs, Volume= 1.914 af, Atten= 27%, Lag= 9.9 min Primary = 6.40 cfs @ 12.31 hrs, Volume= 1.914 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.20' Storage= 2,277 cf Peak Elev= 950.72' Storage= 8,167 cf (5,891 cf above starting storage) Flood Elev= 953.00' Storage= 72,062 cf (69,785 cf above starting storage) Plug-Flow detention time= 70.1 min calculated for 1.861 of (97% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.00 933 0 0 951.00 21,836 11,385 11,385 952.00 30,616 26,226 37,611 953.00 38,286 34,451 72,062 Primary OutFlow (Free Discharge) L1=Culvert # Routing Invert Outlet Devices 1 Primary 950.20' 5.00' x 4.00' x 65.0' long Culvert Box, 30-75° wingwalls, square crown, Ke= 0.400 Outlet Invert= 949.40' S= 0.0123'/' n= 0.013 Cc= 0.900 Pond bW1: Wetland #1 b Inflow = 1.79 cfs @ 12.05 hrs, Volume= 0.107 of Outflow = 0.10 cfs @ 13.75 hrs, Volume= 0.045 af, Primary = 0.10 cfs @ 13.75 hrs, Volume= 0.045 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs i Atten= 95% La = 102.1 min 9 n 04115-Developed Type 11.24-hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page. 7 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Starting Elev= 947.00' Storage= 450 cf Peak Elev= 947.52' Storage=3,305 cf (2,855 cf above.. starting storage) Plug-Flow detention time= 398.0 min calculated for 0..034 of (32% of inflow) Storage and wetted<areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum:Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 946.00 20 0 0 ~' 947.00 948.00 880 10,000 450 5,440 450 ..5,890 948.50 14,600 6,150 12, 040 Primary OutFlow (Free Discharge) t1=Broad-Crested Rectangular Weir I~ # Routing Invert Outlet Devices 1 Primary 947.50' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir. Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond C: Pond C e 1 Inflow = 10.14 cfs @ 12.12 hrs, Volume= 0.740 of Outflow = 1.08 cfs @ 12.90 hrs, Volume= 0.723 af, Atten= 89%, Lag= 47.0 rnin Primary = 1.08 cfs @ 12.90 hrs, Volume= 0.723 of Secondary = 0.00 cfs @ 1.00 hrs; Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 951.00' Storage.= 23,623 cf Peak Elev= 952.06' Storage= 40,990 cf (17,367. cf above starting storage) Plug-Flow detention time= 941.8 min calculated for 0.181 of (24%° of inflow) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ___ (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 946.00 1,215 186.0 0 0 1,215 948.00 3,030 250.0 4,109 4,109 3,478 950.00 7,175 590.0 9,912. 14,021 26,221 951.00 12,255 654.0 9,602 23,623 32,587 954.00 20,803 746.0 49,025 72,648 43,049 7 i Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir 04115-Developed Type 1l 24 hr Rainfall=4.10" Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 # Routing Invert Outlet Devices 1 Primary 951.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 952.00' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 953.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W4: WEtland #4 Inflow = 6.41 cfs @ 12.13 hrs, Volume= 0.490 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Peak Elev= 952.56' Storage= 21,340 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 3,027 0 0 952.00 15,500 9,264 9,264 953.00 27,800 21-;650 30,914 954.00 45,600 36,700 67,614 Link 1 L: 04115-Developed E Inflow = 7.84 cfs @ 13.01 hrs, Volume= 4.841 of Primary = 7.84 cfs @ 13.01 hrs, Volume= 4.841 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 1.00-50.00'hrs, dt= 0.01 hrs Outflow Imported from 04115-Developed E~Reach 1L Link 2L: 04115-Developed NW Inflow = 8.30 cfs @ 11.98 hrs, Volume= 1.380 of Primary = 8.30 cfs @ 11.98 hrs, Volume= 1.380 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Outflow Imported from 04115-Developed NW~Reach 2L L s r t fJ it '~,l 04115-Developed Type 1124-hr Rainfall=5..90" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=1.00-50:00 hrs, dt=0:01 hrs 4901 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=5.90" Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D30: Developed Area 30 Tc=19.1 min CN=84 Area=3.610 ac Runoff= 16.69 cfs 1.234 of Subcatchment D31: Developed Area 31 Tc=12.4 min CN=76 Area=0.990 ac Runoff= 4.60 cfs 0.272 of Subcatchment D32: Developed Area 32 Tc=12.7 min CN=74 Area=0.770 ac Runoff= 3.34 cfs 0.199 of Subcatchment D34: Developed Area 30 Tc=20.5 min CN=78 Area=3.650 ac Runoff= 13.99 cfs 1.062 of Subcatchment D60: Developed Area 60 Tc=20.1 min CN=74 Area=3.520 ac Runoff= 12.13 cfs 0.910 of Subcatchment Otsego: Watershed Across 70th Street Tc=23.7 min CN=71 Area=5.000 ac Runoff= 14.08 cfs 1.174 of Reach C-Pipe: Outlet Pipe (Pond C) Inflow= 5.57 cfs 1.217 of Length= 25.0' Max Vel= 4.2 fps Capacity= 6.64 cfs Outflow= 5.57 cfs 1.217 of Reach Lake: Mud Lake Pond 70 St Cul: 70th Street Culvert Pond aW1: Wetland #1a Inflow= 50.37 cfs 14.722 of Outflow= 50.37 cfs 14.722 of Peak Storage= 20,655 cf Inflow= 14.08 cfs 1.174 of Primary= 3.56 cfs 1.158 of Outflow= 3.56 cfs 1.158 of Peak Storage= 13,671 cf Inflow= 17.85 cfs 3.437 of Primary= 14.37 cfs 3.435 of Outflow= 14.37 cfs 3.435 of Pond bW1: Wetland #1b Peak Storage= 3,995 cf Inflow= 3.34 cfs 0.199 of Primary= 1.47 cfs 0.137 of Outflow= 1.47 cfs 0.137 of Pond C: Pond C Peak Storage= 48,093 cf Inflow= 16.69 cfs 1.234 of Primary= 5.57 cfs 1.217 of Secondary= 0.00 cfs 0.000 of Outflow= 5.57 cfs 1.217 of Pond W4: WEtland #4 Link 1 L: 04115-Developed E Link 2L: 04115-Developed NW Peak Storage= 39,623 cf Inflow= 12.13 cfs 0.910 of Outflow= 0.00 cfs 0.000 of Imported Inflow= 26.81 cfs 8.466 of Primary= 26.81 cfs 8.466 of Imported Inflow= 15.89 cfs 2.413 of Primary= 15.89 cfs 2.413 of i 04115-Developed Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 3 H~rdroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment D30: Developed Area 30 Runoff = 16.69 cfs @ 12.11 hrs, Volume= 1.234 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description ' 1.700 98 Paved parking & roofs & pond 1.910 71 >75% Grass cover, Good, HSG C 3.610 84 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) {ft/ft) (ft/sec) (cfs) 19.1 130 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" Subcatchment D31: Developed Area 31 Runoff = .4.60 cfs @ 12.04 hrs, Volume= 0.272 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" -Area (ac) CN ... Description 0.640 71 >75% Grass cover, Good, HSG C 0.200 98 Paved parking & roofs 0.150 70 Woods, Fair, HSG C 0.990 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft)" (ft/sec) (cfs) 10.3 60 0.0200 0.1 Sheet Flow, Grass: Dense. n= 0.240 P2= 2.71" 2.1 55 0..0300.. 0.4 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 12.4 115 Total Subcatchment D32: Developed Area 32 Runoff = 3.34 cfs @ 12.05 hrs, Volume= 0.199 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) - CN - Description 0.570 65 Brush, Good, HSG C 0.200 98 Wetland Water 0.770 74 Weighted Average 04115-Developed Type l/ 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 95 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" Subcatchment D34: Developed Area 30 Runoff = 13.99 cfs @ 12.14 hrs, Volume= 1.062 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 1.800 71 >75% Grass cover, Good, HSG C 0.600 67 Brush, Fair, HSG C 0.150 70 Woods, Fair, HSG C 1.100 98 Paved parking & roofs & pond 3.650 78 Weighted Average. , Tc Length (min) (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 14.7 75 0.0360 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.71" 5.8 521 0.0100 1.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fos 20.5 596 Total Subcatchment D60: Developed. Area 60 Runoff = 12.13 cfs @ 12.13 hrs, Volume= 0.910 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" Area (ac) CN Description 0.700 68 Meadow, non-grazed, HSG C 0.520 98 Paved parking & roofs 2.300 71 >75% Grass cover, Good, HSG C 3.520 74 Weighted Average Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 18.9 128 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 1.2 158 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.1 286 Total r C Ali J fl ii 0 ii u j 04115=Developed Type 11 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. ;Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer.Systems 4/7/2005 W ter hed Across 70th Street Subcatchment Otsego a s t Runoff = 14.08 cfs @ 12.17 hrs, Volume= 1.174 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" _ Area (ac) CN Description 5.000 71 Pasture/grassland/range, Good, HSG C Tc Length Slope Velocity Capacity Description ' (min} (feet) (ft/ft)- (ft/sec) (cfs) 16.8 250 0.0300 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 6.9 500 0.0300 1.2 Shallow-Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.7 750 Total ' Reach C-Pipe: Outlet Pipe (Pond C) Inflow = 5.57 cfs @ 12.40 hrs, Volume= 1.217 of Outflow = 5.57 cfs @ 12.41 hrs, Volume= 1.217 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method,. Time Span= 1.00-50.00 hrs, dt= 0.01 hrs ' Max. Velocity= 4.2 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.5 fps, Avg. Travel Time= 0.3 min Peak Depth= 1.05' .Capacity at bank full= 6.64 cfs Inlet Invert= 950.90', Outlet Invert= 950.80' 18.0" Diameter Pipe n= 0.013 Length= 25.0' Slope= 0.0040 '/' Reach Lake: Mud Lake Inflow 50.37 cfs @ 12.49 hrs, Volume= 14.722 of Outflow - 50.37 cfs @ 12.49 hrs, Volume= 14.722 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Pond 70 St Cul: 70th Street Culvert Inflow = 14.08 cfs @ 12.17 hrs, Volume= 1.174 of Outflow = 3.56 cfs @ 12.66 hrs„ Volume= 1.158 af, Atten= 75%, Lag= 29.2 min ' Primary = 3.56 cfs @ 12.66 hrs, Volume= 1.158 of Routing by Stor-Ind method, Time, Span= 1.00-50.00 hrs, dt= 0.01. hrs Peak Elev= 952.0T Storage= 20,655 cf Plug-Flow detention time= 149.3 min calculated for 1.158 of (99% of inflow) Storage and wetted areas determined by Prismatic sections 04115-Developed Type l/ 24-hr Rainfall=5.90" Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4!7/2005 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.80 50 0 0 952.00 30,000 18,030 18,030 953.00. 50,000 40,000 58,030 Primary OutFlow (Free Discharge) L1=Culvert # Routinq Invert Outlet Devices 1 Primary 950.80' 14.0" x 38.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.20' S= 0.0158'/' n= 0.024 Cc= 0.900 Pond aW1: Wetland #1 a Inflow = 17.85 cfs @ 12.21 hrs, Volume= 3.437 of Outflow = 14.37 cfs @ 12.41 hrs, Volume= 3.435 af, Atten= 19%, Lag= 12.2 min Primary = 14.37 cfs @ 12.41 hrs,_ Volume= .3.435 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.20' Storage= 2,277 cf Peak Elev= 951.09' Storage= 13,671 cf (11,394 cf above starting storage) Flood Elev= 953.00' Storage= 72,062 cf (69,785 cf above starting storage) Plug-Flow detention time= 47.0 min calculated for 3.382 of (98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.00 933 0 0 951.00 21,836 11,385 11,385 952.00 30,616 26,226 37,611 953.00 38,286 34,451 72,062 Primary OutFlow (Free Discharge) L1=Culvert i~ n n 0 # Routinq Invert Outlet Devices 1 Primary 950.20' 5.00' x 4.00' x 65.0' long Culvert Box, 30-75° wingwalls, square crown, Ke= 0.400 Outlet Invert= 949.40' S= 0.0123'/' n= 0.013 Cc= 0.900 Pond bW1: Wetland #1 b Inflow = 3.34 cfs @ 12.05 hrs, Volume= 0.199 of Outflow = 1.47 cfs @ 12.20 hrs, Volume= 0.137 af, Atten= 56%, Lag= 9.6 min Primary = 1.47 cfs @ 12.20 hrs, Volume= 0.137 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs u u ~1 04115-Developed Type 1124-hr Rainfall=.5.90." Prepared by DRG -Meyer-Rohlin, Inc. Page T HvtlroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Starting.. Elev= .947.00' Storage= 450 cf Peak Elev= 947.65' Storage= 3,995 cf (3,545 cf above starting storage) Plug-Flow detention time= 202.7 min calculated for 0.126 of (63% of inflow) Storage and wetted areas determined by:Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 946.00 20 0 - 0 947.00 880 450 450 1 948.00 10,000 5,440 5,890 948.50- 14,600. 6,150 12,040 rimary OutFlow ,P (Free Discharge) L 1-Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 947.50' 10.0' long x 10.0' breadth Broad-Crested, Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2..: 49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Po nd C: Pond C '1 i 0 Inflow = 16.69 cfs @ 12.11 hrs, Volume= 1.234 of Outflow = 5.57 cfs @ 12.40 hrs, Volume= 1.217 af, Atten= 67%, Lag= 17.4 min Primary = 5.57 cfs @ 12.40 hrs, Volume= 1.217 of Secondary = 0.00 cfs @ 1.00 hrs, .Volume= 0.000 af! Routing by Stor-Ind method, Time Span=.1,00-50.00 hrs, dt= 0.01 hrs Starting Elev= 951.00' Storage= 23,623 cf Peak Elev= 952.50' Storage= 48,093 cf (24,470 cf above starting storage) Plug-Flow detention time= 557.6 min calculated for 0.675 of (55% of inflow).. Storage and wetted areas determined by Irregular sections- Elevation Surf.Area Perim. IncStore Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 946.00 1,21.5 186.0 0 0 '1,215 948.00 3,030 250A 4,109 4;109 3,478 950.00 7,175 590.0 9,912 14,021 26,221 951.00 12,255 654.0 9,602 23,623' 32,587 954.00 20,803 746.0 49,025 72,648" 43,049 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir ii u 04115-Developed Type 1124-hr Rainfall=5.90" i Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 # Routin Invert Outlet Devices 1 Primary 951.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 952.00' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 953.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W4: WEtland #4 Inflow = 12.13 cfs @ 12.13 hrs, Volume= 0.910 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs ' Peak Elev= 953.24' Storage= 39,623 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 3,027 0 0 952.00 15,500 9,264 9,264 953.00 27,800 21,650 30,914 954.00 45,600 36,700 67,614 Link 1 L: 04115-Developed E ' Inflow = 26.81 cfs @ 12.63 hrs, Volume= 8.466 of 81 cfs @ 12 Primary = 26 63 hrs Volume= 8 466 af Atten= 0% Lag= 0 0 min . . , . , . , Primary outflow =Inflow, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Outflow Imported from 04115-Developed E~Reach 1 L Link 2L: 04115-Developed NW Inflow = 15.89 cfs @ 11.98 hrs, Volume= 2.413 of Primary = 15.89 cfs @ 11.98 hrs, Volume= 2.413 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Outflow Imported from 04115-Developed NW--Reach 2L n n n 0 I1 C ~I, n fl 04115-Developed ` Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Time span=1.00-50.00 hrs, dt=0.01 hrs,-4901 points Runoff by SCS TR-20 method, UH=SCS, Type II 24-hr Rainfall=5.90" x 2 Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method Subcatchment D30: Developed Area 30 Subcatchment D31: Developed Area 31 Subcatchment D32: Developed Area 32 Subcatchment D34: Developed Area 30 Subcatchment D60: Developed Area 60 Tc=19.1 min CN=84 Area=3.610 ac Runoff= 19.90 cfs 2.944 of Tc=12.4 min CN=76 Area=0.990 ac Runoff= 6.32 cfs 0.718 of Tc=12.7 min CN=74 Area=0.770 ac Runoff= 4.79 cfs 0.541 of Tc=20.5 min CN=78 Area=3.650 ac Runoff= 18.73 cfs 2.732 of Tc=20.1 min CN=74 Area=3.520 ac Runoff= 17.77 cfs 2.472 of Subcatchment Otsego: Watershed Across 70th Street Tc=23.7 min CN=71 Area=5.000 ac Runoff= 22.48 cfs 3.336 of Reach C-Pipe: Outlet Pipe (Pond C) Inflow= 10.54 cfs 2.825 of Length= 25.0' Max Vel= 4.3 fps Capacity= 6.64 cfs Outflow= 6.86 cfs 2.825 of Reach Lake: Mud Lake Pond 70 St Cul: 70th Street Culvert Pond aW1: Wetland #1a Pond bW1: Wetland #1 b Inflow= 91.45 cfs 35.720 of Outflow= 91.45 cfs 35.720 of Peak Storage= 40,036 cf Inflow= 22.48 cfs 3.336 of Primary= 4.25 cfs 3.256 of Outflow= 4.25 cfs 3.256 of Peak Storage= 19,943 cf Inflow= 29.29 cfs 8.813 of Primary= 20.56 cfs 8.788 of Outflow= 20.56 cfs 8.788 of Peak Storage= 4,813 cf Inflow= 4.79 cfs 0.541 of Primary= 4.19 cfs 0.478 of Outflow= 4.19 cfs 0.478 of Pond C: Pond C Peak Storage= 53,198 cf Inflow= 19.90 cfs 2.944 of Primary= 10.54 cfs 2.825 of Secondary= 0.00 cfs 0.000 of Outflow= 10.54 cfs 2.825 of Pond W4: WEtland #4 Peak Storage= 107,698 cf Inflow= 17.77 cfs 2.472 of Outflow= 0.00 cfs 0.000 of Link 1L: 04115-Developed E Link 2L: 04115-Developed NW Imported Inflow= 52.27 cfs 19.708 of Primary= 52.27 cfs 19.708 of Imported Inflow= 24.36 cfs 6.027 of Primary= 24.36 cfs 6.027 of 7 C1 0411`5-Developed Type 1124-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 3 ' HydroCAD®6 00-s/n 00.1463 ©_1986-2001 Applied Microcomputer Systerns ` 4/7/2005 Subcatchment D30: Developed Area 30` Runoff = 19.90 cfs @ 36.10 hrs, Volume= 2.944 of Runoff by SCS TR-20 method,. UH=SCS, Time Span= 1.00-50.00 hrs, dt=.0.01 hrs ' Type II 24-hr Rainfall=5.90" x 2' Area (ac) CN Description - 1.700 98 Paved parking & roofs & pond 1.910 71 >75% Grass cover, Good, HSG C 3.610 84 Weighted Average ' Tc Length Slope- Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 19.1 130 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" Subcatchment D31: Developed Area 31 ' Hoff = 6.32 .cfs 36.03 hrs Volume= 0.718 of Ru @ , Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5:90" x 2 Area (ac) CN Description 0.640 71 >75% Grass cover, Good, HSG C 0.200 98 Paved parking & roofs 0.150 70 Woods, Fair, HSG C 0.990 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ff) (ft/sec) (cfs) 10.3 60 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 2:1 55 0.0300 0.4 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 12.4 115 Total Subcatchment D32: Developed Area 32 Runoff = 4.79 cfs @ 36.04 hrs, Volume= 0.541 of [l Runoff by SCS TR-20 method, UH=SCS, Time`Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area {ae) CN Description- - 0.570 65 Brush, Good, HSG C 0.200 98 Wetland Water 0.770 74 Weighted Average 0 04115-Developed Type 11 24-hr Rainfall=5,90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page.. 4 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 95 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" Subcatchment D34: Developed Area 30 Runoff = 18.73 cfs @ 36.12 hrs, Volume= 2.732 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 1.800 71 >75% Grass cover, Good, HSG C 0.600 67 Brush, Fair, HSG C 0.150 70 Woods, Fair, HSG C 1.100 98 Paved parking & roofs & pond 3.650 78 Weighted Average. Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.7 75 0.0360 0.1 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.71" 5.8 521 0.0100 1.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.5 596 Total Subcatchment D60: Developed Area 60 Runoff = 17.77 cfs @ 36.11 hrs, Volume= 2.472 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 0.700 68 Meadow,. non-grazed, HSG C 0.520 98 Paved parking & roofs 2.300 71 >75% Grass cover, Good, HSG C 3.520 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 128 0.0200 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.71" 1.2 158 0.0200 2.1 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps. 20.1 286 Total 1 L L i r 0 r 0 ~~ i~ 1 7 04115-Developed Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 5 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Subcatchment Otsego: Watershed Across 70th Street ' Runoff = 22.48 cfs @ 36.16 hrs, Volume= 3.336 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-50:00'hrs, dt= 0.01 hrs ' Type II 24-hr Rainfall=5.90" x 2 Area (ac) CN Description 5.000 71 Pasture/grassland/range, Good, HSG C Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) ' (ft/sec) '(cfs) 16.8 250 0.0300 0.2 Sheet Flow, Range n= 0.130 P2= 2.71" 6.9 500 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 23.7 750 Total ' Reach C-Pipe: Outlet Pipe (Pond C) Inflow = 10.54 cfs @ 36.29 hrs, Volume= 2.825 of ' Outflow = 6.86 cfs @ 36.13 hrs, Volume= 2.825 af, Atten.= 35%, Lag= 0.0 min Routing by Stor-Ind+Trans method,. Time Span= 1.00-50.00 hrs, dt= 0.01 hrs ' Max. Velocity= 4.3 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.2 fps, Avg. Travel Time= 0.2 min ' Peak Depth= 1.50' Capacity at bank full= 6.64 cfs Inlet Invert= 950.90', Outlet Invert= 950.80' ' 18.0" Diameter Pipe n= 0.013 Length= 25.0' Slope= 0.0040 '/' Reach Lake: Mud Lake ' Inflow _ 91.45 cfs @ 36.33 hrs, Volume= 35.720 of Outflow - 91.45 cfs @ 36.33 hrs, Volume= 35.720 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Pond. 70 St Cul: 70th Street Culvert Inflow = 22.48 cfs @ 36.16 hrs, Volume= 3.336 of Outflow = 4.25 cfs @ 36.71 hrs; Volume= 3.256 af, Atten= 81 %, Lag= 33.1 min ' Primary = 4.25 cfs @ 36.71 hrs, Volume= 3.256 of Routing by Stor-Ind _method, Tirne .Span= 1.00-50.00 hrs, dt= 0.01 hrs Peak Elev= 952.55' Storage= 40,036 cf Plug-Flow detention time= 141.2 min calculated for 3.256 of (98% of inflow) Storage and wetted areas determined by Prismatic sections 04115-Developed Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 6 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4/7/2005 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.80 50 0 0 952.00 30,000 18,030 18,030 953.00 50,000 40,000 58,030 Primary OutFlow (Free Discharge) t-1=Culvert # Routing Invert Outlet Devices 1 Primary 950.80' 14.0" x 38.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 950.20' S= 0.0158'/' n= 0.024 Cc= 0.900 Pond aW1: Wetland #1 a Inflow = 29.29 cfs @ 36.13 hrs, Volume= 8.813 of Outflow = 20.56 cfs @ 36.32 hrs, Volume= 8.788 af, Atten= 30%, Lag= 11.3 min Primary = 20.56 cfs @ 36.32 hrs, Volume= 8.788 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 950.20' Storage= 2,277 cf Peak Elev= 951.33' Storage= 19,943 cf (17,666 cf above starting storage) Flood Elev= 953.00' Storage= 72,062 cf (69,785 cf above starting storage) Plug-Flow detention time= 32.8 min calculated for 8.734 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 950.00 933 0 0 951.00 21,836 11,385 11,385 952.00 30,616 26,226 37,611 953.00 38,286 34,451 72,062 Primary OutFlow (Free Discharge) t1=Culvert # Routing Invert Outlet Devices 1 Primary 950.20' 5.00' x 4.00' x 65.0' long Culvert Box, 30-75° wingvvalls, square crown, Ke= 0.400 Outlet Invert= 949.40' S= 0.0123'/' n= 0.013 Cc= 0.900 Pond bW1: Wetland #1 b Inflow = 4.79 cfs @ 36.04 hrs, Volume= 0.541 of Outflow = 4.19 cfs @ 36.09 hrs, Volume= 0.478 af, Atten= 13%, Lag= 3.4 min Primary = 4.19 cfs @ 36.09 hrs, Volume= 0.478 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs u u ii n I~~ C i_ u LI ii i 7 04115-Developed' Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. ;Page 7 HydroCAD®6.00 s/n 001463 ©1986-2Q01 Applied MicrocomputerSystems 4/7/2005 Starting..Elev=.947,00' ..Storage= 450 cf _ Peak Elev= 947.80' Storage= 4,813 cf (4,363 cf above starting storage) Plug-Flow detention time= 294.3 min calculated for. 0.468 of (87% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area 1nc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 946.00 20 0: - 0 947.00 880 450 450 948.00 10,000 5,440 5,890 948.50 14,600 6,150 12,040 ' Primary OutFlow (Free Discharge) L1=Broad-Crested Rectangular Weir ii # Routing Invert Outlet Devices _ 1 Primary 947.50' 10.0' long x 10.0' breadth Broad-Crested Rectangular,Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English). 2.49 2.56 2.70: 2..69 2.68 2.69 2.67 2.64 Pond C: Pond C ' Inflow = 19.90 cfs @ 36.10 hrs, Volume= 2.944 of Outflow = 10.54 cfs @ 36.29 hrs, Volume= 2.825` af, Atten= 47% , Lag= 11.4 min. Primary = 10.54 cfs @ 36.29 hrs, Volume= 2.825 of ' Secondary = 0.00 cfs @ 1.00 hrs;....: Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-50,00 hrs, dt= 0.01..hrs ' 1 ' = Storage= 23,623 cf .00 95 Starting Elev Peak Elev= 952.81' Storage= 53,198 cf {29,575 cf above starting storage) ' Plug-Flow detention time= 610.9 min calculated for 2.282. of (78% of inflow) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 946.00 1,215 186.0 0 0 .1,215 948.00 3,030 250.0 4,109 912 175 590.0 9 00 7 950 4,109 14,021 3,478 26..,221 , , . 951.00 12,255 654.0 9,602 23,623 32,587 954.00 20,803 746.0 49,025 72,648' 43,049 Primary OutFlow ~1=Orifice/Grate 2=Orifice/Grate (Free Discharge) Secondary OutFlow (Free Discharge) t3=Broad-Crested Rectangular Weir 04115-Developed Type 11 24-hr Rainfall=5.90" x 2 Prepared by DRG -Meyer-Rohlin, Inc. Page 8 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 4!7/2005 # Routing Invert Outlet Devices 1 Primary 951.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 952.00' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 953.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Pond W4: WEtland #4 Inflow = 17.77 cfs @ 36.11 hrs, Volume= 2.472 of Outflow = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Peak Elev= 955.09' Storage= 107,698 cf Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 951.00 3,027 0 0 952.00 15,500 9,264 9,264 953.00 27,800 21,650 30,914 954.00 45,600 36,700 67,614 Link 1 L: 04115-Developed E Inflow = 52.27 cfs @ 36.41 hrs, Volume= 19.708 of Primary = 52.27 cfs @ 36.41 hrs, Volume= 19.708 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Outflow Imported from 04115-Developed E~Reach 1 L Link 2L: 04115-.Developed NW Inflow = 24.36 cfs @ 35.97 hrs, Volume= 6.027 of Primary = 24.36 cfs @ 35.97 hrs, Volume= 6.027 af, Atten= 0%, Lag= 0.0 min Primary outflow =Inflow, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs Outflow Imported from 04115-Developed NW~Reach 2L i CI L fl 0 u J J 7 ' PERMANENT POOL VOLUME Hunter's Pass Estates 04115-POND A The permanent pool volume is calculated to equal expected runoff from a 2.5-inch ' rainstorm under full watershed development. The calculation is based upon the SCS soil cover complex method; impervious and pervious portions of the watershed are treated separately. The impervious portion includes all impervious surfaces draining to stormwater ' conveyors (storm sewers, street gutters, and stream channels). Watershed Characteristics: AW =total watershed area = 1.41 ac A;mp =impervious area = 0.75 ac F; =impervious fraction = 53.2% CN =SCS curve number for = 73 pervious portion from HydroCAD P =design storm size = 2.5 inches (VLAWMO/NURP ' __ _ _ _ _ . criterion) Maximum Soil Retention Calculation: S = (1000/CN) - 10 = 3.70 inches ' Runoff for design storm calculation ' R = PF;+(((P-.2S)2)/(P+.8S))(1-F;) = 1.60 inches ' Permanent Pool Volume calculation V = RAW/12 = 0.19 ac-ft ' 8,166 cf ' Normal Water Elevation (NWL) of Pond = 948.00 Total Volume Under NWL = 8,202 cf 8,202 > 8,166 Permanent Pool Satisfied MPCA Requirement of 1800 cf of Dead Storage per acre of watershed: Required Volume = 2,538 cf ' 8,202 > 2,538 Permanent Pool Satisfied MPCA WATER QUALITY DISCHARGE Hunter's Pass Estates 04115-POND A Basin outlets shall be designed such that the water quality volume is discharged at no more that 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin's water qualtity volume is calculated as 1/2 inch of runoff from the new impervious surfaces created by the project. Watershed Characteristics: AW =total watershed area = 1.41 ac A; =impervious area = 0.7500 ac VWq =Water Quality Volume = (A; x 1/2")/12 = 0.031 ac-ft 1,361 cf AP =Pond Surface Area = 5,767 sf 0.132 ac Allowable Discharge = 5.66AP = 0.75 cfs Proposed Discharge with Volume =VWq = 0.030 cfs 0.030 < 0.75 MPCA Discharge Satisfied CI ~~ 04115-Developed NW Type 11 24-hr Rainfall=1.18" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 3/21/2005 Pond A: Pond A Inflow = 0.52 cfs @ 12.07 hrs, Volume= 0.034 of Outflow = 0.03 cfs @ 15.10 hrs, Volume= 0.031 af, Atten= 95%, Lag= 182.2 min Primary = 0.03 cfs @ 15.10 hrs, Volume= 0.031 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs Starting Elev= 948.00' Storage= 8,202 cf Peak Elev= 948.10' Storage= 8,970 cf (768 cf above starting storage) Flood Elev= 949.30' Storage= 17,973 cf (9,771 cf above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 943.00 43 45.0 0 0 43 944.00 331 82.0 164 164 422 946.00 1,663 194.0 1,824 1,988 2,898 947.00 2,619 234.0 2,123 4,111 4,277 ~L -X948.00 5,767 386.0 4,091 8,202 11,782 950.00 9,414 620.0 15,033 23,235 30,542 Primary OutFlow (Free Discharge) ' ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) t-3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 948.00' 4.0" Vert. Orifice/Grate C= 0.600 2 Primary 948.80' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 949.30' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 n n n PERMANENT POOL VOLUME Hunter's Pass Estates 04115-POND B The permanent pool volume is calculated to equal expected runoff from a 2.5-inch rainstorm under full watershed development. The calculation is based upon the SCS soil cover complex method; impervious and pervious portions of the watershed are treated separately. The impervious portion includes all impervious surfaces draining to stormwater conveyors (storm sewers, street gutters, and stream channels). Watershed Characteristics: AW =total watershed area = A;mp =impervious area = F; =impervious fraction = CN =SCS curve number for = pervious portion from HydroCAD P =design storm size = 3.87 ac 1.68 ac 43.4% 73 2.5 inches (VLAWMO/NURP criterion) Maximum Soil Retention Calculation: S = (1000/CN) - 10 = 3.70 inches Runoff for design storm calculation R = PF;+(((P-.2S)2)/(P+.8S))(1-F;) _ 1.41 inches Permanent Pool Volume calculation V = RA,N/12 = 0.45 19, 758 Normal Water Elevation (NWL) of Pond = 950.00 Total Volume Under NWL = 20,054 20,054 > 19,758 ac-ft cf cf Permanent Pool Satisfied MPCA Requirement of 1800 cf of Dead Storage per acre of watershed: Required Volume = 20,054 > 6,966 cf 6,966. Permanent Pool Satisfied MPCA WATER QUALITY DISCHARGE Hunter's Pass Estates 04115-POND B Basin outlets shall be designed such that the water quality volume is discharged at no more that 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin's water qualtity volume is calculated as 1/2 inch of runoff from the new impervious surfaces created by the project. Watershed Characteristics: AW =total watershed area = 3.87 ac A; =impervious area = 1.6800 ac VWq =Water Quality Volume = (A; x 1/2")/12 = 0.070 ac-ft 3, 049 cf Ap =Pond Surface Area = 10,457 sf 0.240 ac Allowable Discharge = 5.66Ap = 1.36 cfs Proposed Discharge with Volume =VWq = 0.060 cfs 0.060 < 1.36 MPCA Discharge Satisfied 04115-Developed NW Type 11 24-hr Rainfall=1.19" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 3/21/2005 Pond B: Pond B ' Inflow = 0.94 cfs @ 12.12 hrs, Volume= 0.078 of Outflow = 0.06 cfs @ 15.30 hrs, Volume= 0.071 af, Atten= 9 4%, Lag= 191.0 min Primary = 0.06 cfs @ 15.30 hrs, Secondary = 0.00 cfs @ 5.00 hrs, Volume= Volume= 0.071 of 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs = 20 054 c 00' St = 950 El f orage , Starting ev . Peak Elev= 950.13' Storage= 21,716 cf (1,662 cf above starting storage) Flood Elev= 952.50' Storage= 54,445 cf (34,391 cf above starting storage) ' Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 944.00 505 90.0 0 0 505 946.00 1,614 170.0 2,015 2,015 2,181 948.00 3,925 500.0 5,371 7,385 19,788 949.00 5,627 535.0 4,751 12,136 22,717 N~'~'-''~950.00 10,457 590.0 7,918 20,054 27,672 952.00 15,397 938.0 25,695 45,749 70,015 953.00 19,466 670.0 17,392 63,141 104,318 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate h Di F arge) ree sc Secondary OutFlow ( L3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 950.00' 8.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.30' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.50' 15.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PERMANENT POOL VOLUME Hunter's Pass Estates 04115-POND C The permanent pool volume is calculated to equal expected runoff from a 2.5-inch rainstorm under full watershed development. The calculation is based upon the SCS soil cover complex method; impervious and pervious portions of the watershed are treated separately. The impervious portion includes all impervious surfaces draining to stormwater conveyors (storm sewers, street gutters, and stream channels). Watershed Characteristics: AW =total watershed area = F; =impervious fraction = CN =SCS curve number for = pervious portion from HydroCAD P =design storm size = 3.61 ac 48.0% 73 2.5 inches (VLAWMO/NURP criterion) Maximum Soil Retention Calculation: S = (1000/CN) - 10 = 3.70 inches Runoff for design storm calculation R = PF;+(((P-.2S)2)/(P+.8S))(1-F;) _ 1.50 inches Permanent Pool Volume calculation V = RAW/12 = 0.45 19,593 Normal Water Elevation (NWL) of Pond = 951.00 Total Volume Under NWL = 23,623 23,623 > 19,593 ac-ft cf cf Permanent Pool Satisfied MPCA Requirement of 1800 cf of Dead Storage per acre of watershed: Required Volume = 23,623 > 6,498 cf 6,498 Permanent Pool Satisfied i MPCA WATER QUALITY DISCHARGE Hunter's Pass Estates 04115-POND C Basin outlets shall be designed such that the water quality volume is discharged at no more that 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin's water qualtity volume is calculated as 1/2 inch of runoff from the new impervious surfaces created by the project. Watershed Characteristics: AW =total watershed area = 3.61 ac A; =impervious area = 1.7328 ac VWq =Water Quality Volume = (A; x 1/2")/12 = 0.072 ac-ft 3,145 cf AP =Pond Surface Area = 12,255 sf 0.281 ac Allowable Discharge = 5.66Ap = 1.59 cfs Proposed Discharge with Volume = VWq = 0.050 cfs 0.050 < 1.59 MPCA Discharge Satisfied 04115-Developed Type 11 24-hr Rainfall=1.21 " Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 3/21/2005 Pond C: Pond C ' Inflow = 1.00 cfs @ 12.14 hrs, Volume= 0.084 of Outflow = 0.05 cfs @ 16.50 hrs, Volume= 0.072 af, Atten= 95%, Lag= 261.4 min Primary = 0.05 cfs @ 16.50 hrs, Volume= 0.072 of Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-50.00 hrs, dt= 0.01 hrs 623 cf = 23 00' St = 951 El , orage . ev Starting Peak Elev= 951.13' Storage= 25,705 cf (2,082 cf above starting storage) Plug-Flow detention time= (not calculated) ' Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 946.00 1,215. 186.0 0 0 1,215 948.00 3,030 250.0 4,109 4,109 3,478 950.00 7,175 590.0 9,912 14,021 26,221 A/w1L --X951.00 12,255 654.0 9,602 23,623 32,587 954.00 20,803 746.0 49,025 72,648 43,049 r u i Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) t-3=Broad-Crested Rectangular Weir # Routing Invert Outlet Devices 1 Primary 951.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 952.00' 4.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 953.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 il~ PERMANENT POOL VOLUME Hunter's Pass Estates 04115-POND D The permanent pool volume is calculated to equal expected runoff from a 2.5-inch rainstorm under full watershed development. The calculation is based upon the SCS soil cover complex method; impervious and pervious portions of the watershed are treated separately. The impervious portion includes all impervious surfaces draining to stormwater conveyors (storm sewers, street gutters, and stream channels). Watershed Characteristics: AW =total watershed area = A;mp =impervious area = F; =impervious fraction = CN =SCS curve number for = pervious portion from HydroCAD P =design storm size = 10.36 ac 4.96 ac 47.9% 73 2.5 inches (VLAWMO/NURP criterion) Maximum Soil Retention Calculation: S = (1000/CN) - 10 = 3.70 inches Runoff for design storm calculation R = PF;+(((P-.2S)2)/(P+.8S))(1-F;) _ 1.49 inches Permanent Pool Volume calculation V = RA,N/12 = 1.29 56,138 Normal Water Elevation (NWL) of Pond = 950.00 Total Volume Under NWL = 73,825 73,825 > 56,138 ac-ft cf cf Permanent Pool Satisfied MPCA Requirement of 1800 cf of Dead Storage per acre of watershed: Required Volume = 18,648 cf 73,825 > 18,648 Permanent Pool Satisfied MPCA WATER QUALITY DISCHARGE Hunter's Pass Estates 04115-POND D Basin outlets shall be designed such that the water quality volume is discharged at no more that 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin's water qualtity volume is calculated as 1/2 inch of runoff from the new impervious surfaces created by the project. Watershed Characteristics: AW =total watershed area = 10.36 ac A; =impervious area = 4.9600 ac VWq =Water Quality Volume = (A; x 1/2")/12 = 0.207 ac-ft 9,002 cf Ap =Pond Surface Area = 25,200 sf 0.579 ac Allowable Discharge = 5.66Ap = 3.27 cfs Proposed Discharge with Volume =VWq = 0.120 cfs 0.120 < 3.27 MPCA Discharge Satisfied ' 04115-Developed E Type 1124-hr Rainfall=1.22" Prepared by DRG -Meyer-Rohlin, Inc. Page 1 ' HydroCAD® 6.00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 3/21/2005 Pond D: Pond D i Inflow = 2.50 cfs @ 12.21 hrs, Volume= 0.247 of Outflow = 0.12 cfs @ 18.14 hrs, Volume= 0.201 af, Atten= 9 5%, Lag= 356.3 min Primary = 0.12 cfs @ 18.14 hrs, Volume= 0.201 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5 .00-50.00 hrs, dt= 0.01 hrs ' 825 = 73 ' f c , Storage Starting Elev= 950.00 Peak Elev= 950.20' Storage= 80,375 cf (6,550 cf above starting storage) Flood Elev= 952.00' Storage= 166,361 cf (92,536 cf abov e starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections 1 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ft) (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq- 942.00 2,000 320.0 0 0 2,000 ' 944.00 4,519 517.0 6,350 6,350 15,148 946.00 8,179 710.0 12,518 18,869 34,033 948.00 12,816 814.0 20,822 39,691 46,737 949.00 15,348 857.0 14,063 53,754 52,516 ~ wL -~ 950.00 25,200 1,085.0 20,071 73,825 87,764 951.00 39,400 1,105.0 32,037 105,862 91,418 952.00 84,424 1,566.0 60,499 166,361 189,413 ' 953.00 100,000 16,400.0 92,102 258,463 21,397,419 Primary OutFlow (Free Discharge) ~1=Orifice/Grate 2=Orifice/Grate Secondary OutFlow (Free Discharge) L3=Broad-Crested Rectangular Weir # Routin Invert Outlet Devices 1 Primary 950.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Secondary 952.00' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ~I CI r PERMANENT POOL VOLUME Hunter's Pass Estates 04115-POND E The permanent pool volume is calculated to equal expected runoff from a 2.5-inch rainstorm under full watershed development. The calculation is based upon the SCS soil cover complex method; impervious and pervious portions of the watershed are treated separately. The impervious portion includes all impervious surfaces draining to stormwater conveyors (storm sewers, street gutters, and stream channels). Watershed Characteristics: AW =total watershed area = A;mp =impervious area = F; =impervious fraction = CN =SCS curve number for = pervious portion from HydroCAD P =design storm size = 12.23 ac 5.76 ac 47.1 73 2.5 inches (VLAWMO/NURP criterion) Maximum Soil Retention Calculation: S = (1000/CN) - 10 = 3.70 inches Runoff for design storm calculation R = PF;+(((P-.2S)2)/(P+.8S))(1-F;) _ 1.48 inches Permanent Pool Volume calculation V=RAW/12= 1.51 65,603 Normal Water Elevation (NWL) of Pond = 950.00 Total Volume Under NWL = 95,404 95,404 > 65,603 ac-ft cf cf Permanent Pool Satisfied MPCA Requirement of 1800 cf of Dead Storage per acre of watershed: Required Volume = 95,404 > 22,014 cf 22,014 Permanent Pool Satisfied a i i i i i i i i MPCA WATER QUALITY DISCHARGE Hunter's Pass Estates 04115-POND E Basin outlets shall be designed such that the water quality volume is discharged at no more that 5.66 cubic feet per second (cfs) per acre of surface area of the pond. The basin's water qualtity volume is calculated as 1/2 inch of runoff from the new impervious surfaces created by the project. Watershed Characteristics: AW =total watershed area = 12.23 ac A; =impervious area = 5.7600 ac VWq =Water Quality Volume = (A; x 1/2")/12 = 0.240 ac-ft 10,454 cf Ap =Pond Surface Area = 36,620 sf 0.841 ac Allowable Discharge = 5.66Ap = 4.76 cfs Proposed Discharge with Volume = VWq = 0.130 cfs 0.130 < 4.76 MPCA Discharge Satisfied J ' 04115-Developed E Type 11 24-hr Rainfall=1.41 " Prepared by DRG -Meyer-Rohlin, Inc. Page 1 HydroCAD®6 00 s/n 001463 ©1986-2001 Applied Microcomputer Systems 3/21/2005 Pond E: Pond E ' Inflow 3.32 cfs @ 12.22 hrs, Volume= 0.335 of Outflow - 0.13 cfs @ 19.94 hrs, Volume= 0.239 af, Atten= 96% , Lag= 463.6 min Primary = 0.13 cfs @ 19.94 hrs, Volume= 0.239 of ' Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-50.00 hrs, dt= 0.01 hrs ' Starting Elev= 950.00' Storage= 95,404 cf Peak Elev= 950.21' Storage= 105,258 cf (9,854 cf above starting storage) Flood Elev= 952.50' Storage= 219,127 cf (123,723 cf above starting storage) ' Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 943.00 4,118 540.0 0 0 4,118 944.00 5,952 620.0 5,007 5,007 11,526 ' 946.00 10,450 708.0 16,192 21,199 20,920 948.00 17,230 760.0 27,399 48,598 27,169 949.00 20,300 520.0 18,744 67,342 062 95,404 400.0 28 00 36 620 1 N 950 51,624 186,081 , , ~y . 952.00 55,934 1,550.0 91,875 187,279 221, 953.00 71,790 1,696.0 63,697 250,976 259,166 ' h D arge) isc Primary OutFlow (Free 1=Orifice/Grate ' 2=Orifice/Grate 3=Orifice/Grate Secondary OutFlow (Free Discharge) ' L4=Culvert # Routing Invert Outlet Devices ' 1 Primary 950.00' 6.0" Vert. Orifice/Grate C= 0.600 2 Primary 951.00' 5.00' x 1.00' Vert. Orifice/Grate C= 0.600 3 Primary 952.00' 48.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 4 Secondary 950.00' 15.0" x 240.0' long Culvert CMP, end-section conforming to fill, Ke= 0.500 ' Outlet Invert= 952.00' S= -0.0083'/' n= 0.013 Cc= 0.900 i n n ~ ~ / N O / _ ~ / ~. 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