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Hydrology Report HYDROLOGY CALCULATIONS FOR MISSION HILLS SENIOR LIVING CHANHASSEN, MN BKBM Job No. 15139 December 04, 2014 Prepared for: Headwaters Development 17550 Hemlock Avenue Lakeville, MN 55044 Contact: Michael Hoagberg Prepared by: BKBM Engineers, Inc. 5930 Brooklyn Boulevard Minneapolis, Minnesota 55429-2518 (763) 843-0420 5930 Brooklyn Boulevard, Minneapolis, MN 55429 763-843-0420 (F) 763-843-0421 425 Second Street SE, Suite 950, Cedar Rapids, IA 52401 319-365-4001 (F) 319-365-4002 104 Third Avenue NW, Suite 304, Mandan, ND 58554 701-220-8450 www.bkbm.com HYDROLOGY FOR MISSION HILLS SENIOR LIVING CHANHASSEN, MINNESOTA December 4, 2014 EXISTING SITE DESCRIPTION The site is a 8.64 acre parcel located at the south west corner of the intersection of Highway 101 and 86th Street West. Currently the site is a farm field used for row crops. A majority of the site drains to the culverts/storm sewer located in the north east and south east corners of the site. A portion of the site drains to the adjacent property to the east. All drainage is via sheet flow and shallow concentrated flow. No storm water management is currently being provided for this site. EXISTING SITE DRAINAGE CHARACTERISTICS Detail 1/C500 of the Storm Water Pollution Prevention Plan (SWPPP) shows the existing delineated site drainage areas. Table 1 briefly summarizes the ground cover characteristics and drainage routing of each numbered drainage area. Most of the site drainage to each respective drainage point is via overland sheet flow and shallow concentrated flow. Table 1: Existing Site Drainage Descriptions (Refer to Detail 1/C500) Drainage Area No. Description Drainage Routes to: 1 North portion of the site, row crops Intersection of Highway 101 and 86th Street West 2 East portion of the site, row crops Intersection of Highway 101 and Highway 312 off ramp 3 South portion of the site, row crops Adjacent property to east EXISTING SITE DRAINAGE FLOW RATES HydroCAD was used to model the existing site hydrology. The NRCS Method of Abstractions was used in the model with Type II, 24-hour rainfall events from the NOAA Atlas 14 precipitation frequency estimates (refer to Table 3). NRCS curve numbers were derived based on topographic survey information (completed by Sunde Land Surveying) and information on cover and underlying soil types from geotechnical information from Braun Intertec Corporation. Table 2 lists the derived curve runoff numbers for each cover type. Peak runoff computations were performed for the 2-year, 10-year, and 100-year/24-hour return period rainfall events, listed in Table 3, and the 100-year 10-day snow melt event (10.9-inches in 10-days). The weighted curve number for each drainage area is based on a weighted average of each area of ground cover type as listed in Table 2. Peak HydroCAD runoff computations are summarized in Table 4 and are included as an appendix to this report. Table 4: Summary of Peak Runoff Rates: Existing Drainage Areas (Detail 1/C500) Drainage Area No. Time of Concentration (minutes) 24-hour Storm Events Peak Runoff Rates 2-year (cfs) 10-year (cfs) 100-year (cfs) Snow-Melt (cfs) 1 13.7 8.15 13.75 26.27 5.31 2 10.6 10.04 16.89 32.16 5.96 3 12.3 3.67 6.19 11.81 2.29 Total 21.86 36.83 70.24 13.56 PROPOSED DEVELOPMENT DESCRIPTION The proposed development will include the addition of an approximate 55,000 square foot senior housing building and 9 townhome buildings. Parking, Walking paths, and sidewalks will be provided to service the proposed building. Stormwater Management for the site will be provided via 5 filtration basins, sump catch basins, and grass swales. Due to the clay onsite soils infiltration is not feasible. PROPOSED SITE DRAINAGE ROUTING Detail 2/C500 of the Storm Water Pollution Prevention Plan shows the proposed delineated site drainage areas. Table 5 gives a brief summary and routing of the proposed drainage patterns on site. Table 2: NRCS Hydrologic Soil Group and Runoff Curve Numbers Ground Cover Type Hydrologic Soil Group Curve Number (CN) Existing Pervious Area D 89 Proposed Pervious Area D 80 Paving/Buildings NA 98 Table 3: NOAA Atlas 14 24-hour Duration Storm Events for Each Return Period (inches) 2-year 10-year 100-year Snow-Melt 2.87” 4.26” 7.38” 10.90” Table 5: Proposed Site Drainage Descriptions (Refer to Detail 2/C500) Drainage Area No. Description Drainage Routes to: 1 Bituminous trail and grass area to south Sheet flows offsite to south 2 West parking lot and majority of building roof Sheet flows and open channel flows to onsite storm sewer which discharges into filtration basin #1 3 Portion of building roof and patio area west of senior building. Sheet flows and open channel flows to filtration basin #2 4 Portion of townhome roofs and grassy area. Sheet flows and open channel flows to filtration basin #3, overflows to filtration basin #5 5 Portion of town home roofs and main drive Sheet flows and open channel flows to filtration basin #4, overflows to filtration basin #5 6 Portion of town home roofs, grass swale, and town home drive access Sheet flows and open channel flows to filtration basin #5, overflows to northeast corner of site 7 Townhome roof and grass area to northwest. Sheet flows and open channel flows to northwest corner of site. PROPOSED SITE STORM WATER TREATMENT HydroCAD was used to model the proposed site hydrology. The NRCS Method of Abstractions was used with Type II, 24-hour rainfall events from the NOAA Atlas 14 precipitation frequency estimates (refer to Table 3). NRCS curve numbers were derived based on a weighted average of each area of ground cover type. Refer to Table 2 for runoff curve numbers used in the proposed computations. The project is located within the Riley Purgatory Bluff Creek Watershed District and the City of Chanhassen. The most stringent treatment and runoff standards for the two agencies are the following; Water Quality – Provide for at least sixty percent (60 percent) annual removal efficiency for total phosphorus, and at least ninety percent (90%) annual removal efficiency for total suspended solids from site runoff. The onsite abstraction of runoff may be included in demonstrating compliance with the total suspended solids and total phosphorus removal requirements. Volume Control – Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel; · Where infiltration or filtration facilities, practices or systems are proposed, pretreatment of runoff must be provided. · The bottom of infiltration facilities must be at least three feet above the seasonal high water table. Peak Stormwater Runoff Control – Limit peak runoff flow rates to that from existing conditions for the 2-, 10- and 100-year frequency storm events using a nested 24- hour rainfall distribution, and a 100-year frequency, 10-day snowmelt event, for all points where stormwater discharge leaves the site; To meet the above requirements a series of filtration basins are being proposed. Pretreatment to the filtration basins is being provided via sump catch basins and grass swales. A P8 model was run for the site to demonstrate compliance with the water quality requirement. The inputs and results of the P8 model are provided as an attachment to this report. Infiltration is not feasible for this site due to the presence of clay soils. In liu of using infiltration to meet the volume control requirement, the filtration basins have been sized to fully filter 1.1 inches over the impervious areas. See Table 6. Table 6: Filtration Requirement Filtration Basin Impervious Area to Basin (Acre) 1.1” of Stormwater Runoff Over Impervious Areas (CF) Filtered Volume Provided 1 1.854 7,403 8,787 2 0.566 2,260 5,697 3 0.150 599 1,637 4 0.497 *1,985 255 5 0.881 3,518 4,334 Total 3.948 15,764 20,710 Table 7 shows a summary of the peak runoff rates for the proposed conditions. Table 8 compares the existing site runoff rates with the proposed site runoff rates. Table 6: Summary of Peak Runoff Rates: Proposed Drainage Areas (Detail 2/C500) Drainage Area No. Time of Concentration (minutes) 24-hour Storm Events Peak Runoff Rates 2-year (cfs) 10-year (cfs) 100-year (cfs) Snow-Melt (cfs) 1 5.0 1.79 3.28 6.78 0.89 2 5.0 - - - - 3 5.0 - - - - 4 5.0 - - - - 5 5.0 - - - - 6 5.0 - - - - 7 5.0 0.66 1.17 2.34 0.31 Filtration Basin #1 4.98 13.91 15.77 5.00 Filtration Basin #2 0.10 0.62 10.56 1.80 Filtration Basin #3 - - - - Filtration Basin #4 - - - - Filtration Basin #5 8.03 17.42 34.44 5.39 Total 15.56 36.40 69.89 13.39 Table 7: Comparison of Peak Runoff Rates: Existing vs. Proposed (cfs) Condition 2-year/ 24-hr 10-year/ 24-hr 100-year/ 24-hr Snow-Melt 10-day Existing 21.86 36.83 70.24 13.56 Proposed 16.19 36.43 70.07 13.39 1E EX. SUBCATCHMENT 1 2E EX. SUBCATCHMENT 2 3E EX. SUBCATCHMENT 3 Routing Diagram for 15139 Existing Snowmelt 2014-11-13 Prepared by {enter your company name here}, Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 15139 Existing Snowmelt 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 2HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CNDescription (subcatchment-numbers) 8.64489Row crops, straight row, Good, HSG D (1E, 2E, 3E) 8.64489TOTAL AREA 15139 Existing Snowmelt 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 3HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000HSG A 0.000HSG B 0.000HSG C 8.644HSG D1E, 2E, 3E 0.000Other 8.644TOTAL AREA 15139 Existing Snowmelt 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 4HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.0000.0000.0008.6440.0008.644Row crops, straight row, Good1E, 2E, 3E 0.0000.0000.0008.6440.0008.644TOTAL AREA Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Existing Snowmelt 2014-11 Printed 12/4/2014Prepared by {enter your company name here} Page 5HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-260.00 hrs, dt=0.01 hrs, 26000 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=7.85"Subcatchment 1E: EX. SUBCATCHMENT 1 Flow Length=610' Tc=13.7 min AMC Adjusted CN=76/0 Runoff=5.31 cfs 2.228 af Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=7.85"Subcatchment 2E: EX. SUBCATCHMENT 2 Flow Length=360' Tc=10.6 min AMC Adjusted CN=76/0 Runoff=5.96 cfs 2.472 af Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=7.85"Subcatchment 3E: EX. SUBCATCHMENT 3 Flow Length=270' Tc=12.3 min AMC Adjusted CN=76/0 Runoff=2.29 cfs 0.957 af Total Runoff Area = 8.644 ac Runoff Volume = 5.657 af Average Runoff Depth = 7.85" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Existing Snowmelt 2014-11 Printed 12/4/2014Prepared by {enter your company name here} Page 6HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: EX. SUBCATCHMENT 1 Runoff=5.31 cfs @ 119.17 hrs, Volume=2.228 af, Depth=7.85" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac)CNAdjDescription 3.40489Row crops, straight row, Good, HSG D 3.4048976Weighted Average, AMC Adjusted 3.4048976100.00% Pervious Area, AMC Adjusted TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.51000.04200.20 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 5.25100.03251.62 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 13.7610Total Summary for Subcatchment 2E: EX. SUBCATCHMENT 2 Runoff=5.96 cfs @ 119.13 hrs, Volume=2.472 af, Depth=7.85" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac)CNAdjDescription 3.77789Row crops, straight row, Good, HSG D 3.7778976Weighted Average, AMC Adjusted 3.7778976100.00% Pervious Area, AMC Adjusted TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.71000.04000.19 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.92600.06542.30 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 10.6360Total Summary for Subcatchment 3E: EX. SUBCATCHMENT 3 Runoff=2.29 cfs @ 119.16 hrs, Volume=0.957 af, Depth=7.85" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Existing Snowmelt 2014-11 Printed 12/4/2014Prepared by {enter your company name here} Page 7HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area (ac)CNAdjDescription 1.46389Row crops, straight row, Good, HSG D 1.4638976Weighted Average, AMC Adjusted 1.4638976100.00% Pervious Area, AMC Adjusted TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 10.51000.02500.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.81700.02941.54 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 12.3270Total 1E EX. SUBCATCHMENT 1 2E EX. SUBCATCHMENT 2 3E EX. SUBCATCHMENT 3 Routing Diagram for 15139 Existing 2014-11-13 Prepared by {enter your company name here}, Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 2HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CNDescription (subcatchment-numbers) 8.64489Row crops, straight row, Good, HSG D (1E, 2E, 3E) 8.64489TOTAL AREA 15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 3HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000HSG A 0.000HSG B 0.000HSG C 8.644HSG D1E, 2E, 3E 0.000Other 8.644TOTAL AREA 15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 4HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.0000.0000.0008.6440.0008.644Row crops, straight row, Good1E, 2E, 3E 0.0000.0000.0008.6440.0008.644TOTAL AREA Type II 24-hr 2-YEAR Rainfall=2.87"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 5HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=1.78"Subcatchment 1E: EX. SUBCATCHMENT 1 Flow Length=610' Tc=13.7 min CN=89/0 Runoff=8.15 cfs 0.506 af Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=1.78"Subcatchment 2E: EX. SUBCATCHMENT 2 Flow Length=360' Tc=10.6 min CN=89/0 Runoff=10.04 cfs 0.561 af Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=1.78"Subcatchment 3E: EX. SUBCATCHMENT 3 Flow Length=270' Tc=12.3 min CN=89/0 Runoff=3.67 cfs 0.217 af Total Runoff Area = 8.644 ac Runoff Volume = 1.284 af Average Runoff Depth = 1.78" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac Type II 24-hr 2-YEAR Rainfall=2.87"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 6HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: EX. SUBCATCHMENT 1 Runoff=8.15 cfs @ 12.05 hrs, Volume=0.506 af, Depth=1.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 3.40489Row crops, straight row, Good, HSG D 3.40489100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.51000.04200.20 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 5.25100.03251.62 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 13.7610Total Summary for Subcatchment 2E: EX. SUBCATCHMENT 2 Runoff=10.04 cfs @ 12.02 hrs, Volume=0.561 af, Depth=1.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 3.77789Row crops, straight row, Good, HSG D 3.77789100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.71000.04000.19 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.92600.06542.30 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 10.6360Total Summary for Subcatchment 3E: EX. SUBCATCHMENT 3 Runoff=3.67 cfs @ 12.04 hrs, Volume=0.217 af, Depth=1.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 1.46389Row crops, straight row, Good, HSG D 1.46389100.00% Pervious Area Type II 24-hr 2-YEAR Rainfall=2.87"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 7HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 10.51000.02500.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.81700.02941.54 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 12.3270Total Type II 24-hr 10-YEAR Rainfall=4.26"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 8HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=3.07"Subcatchment 1E: EX. SUBCATCHMENT 1 Flow Length=610' Tc=13.7 min CN=89/0 Runoff=13.75 cfs 0.870 af Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=3.07"Subcatchment 2E: EX. SUBCATCHMENT 2 Flow Length=360' Tc=10.6 min CN=89/0 Runoff=16.89 cfs 0.966 af Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=3.07"Subcatchment 3E: EX. SUBCATCHMENT 3 Flow Length=270' Tc=12.3 min CN=89/0 Runoff=6.19 cfs 0.374 af Total Runoff Area = 8.644 ac Runoff Volume = 2.210 af Average Runoff Depth = 3.07" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac Type II 24-hr 10-YEAR Rainfall=4.26"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 9HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: EX. SUBCATCHMENT 1 Runoff=13.75 cfs @ 12.05 hrs, Volume=0.870 af, Depth=3.07" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 3.40489Row crops, straight row, Good, HSG D 3.40489100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.51000.04200.20 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 5.25100.03251.62 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 13.7610Total Summary for Subcatchment 2E: EX. SUBCATCHMENT 2 Runoff=16.89 cfs @ 12.02 hrs, Volume=0.966 af, Depth=3.07" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 3.77789Row crops, straight row, Good, HSG D 3.77789100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.71000.04000.19 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.92600.06542.30 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 10.6360Total Summary for Subcatchment 3E: EX. SUBCATCHMENT 3 Runoff=6.19 cfs @ 12.04 hrs, Volume=0.374 af, Depth=3.07" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 1.46389Row crops, straight row, Good, HSG D 1.46389100.00% Pervious Area Type II 24-hr 10-YEAR Rainfall=4.26"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 10HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 10.51000.02500.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.81700.02941.54 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 12.3270Total Type II 24-hr 100-YEAR Rainfall=7.38"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 11HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=6.08"Subcatchment 1E: EX. SUBCATCHMENT 1 Flow Length=610' Tc=13.7 min CN=89/0 Runoff=26.27 cfs 1.725 af Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=6.08"Subcatchment 2E: EX. SUBCATCHMENT 2 Flow Length=360' Tc=10.6 min CN=89/0 Runoff=32.16 cfs 1.914 af Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=6.08"Subcatchment 3E: EX. SUBCATCHMENT 3 Flow Length=270' Tc=12.3 min CN=89/0 Runoff=11.81 cfs 0.741 af Total Runoff Area = 8.644 ac Runoff Volume = 4.379 af Average Runoff Depth = 6.08" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100-YEAR Rainfall=7.38"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 12HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: EX. SUBCATCHMENT 1 Runoff=26.27 cfs @ 12.05 hrs, Volume=1.725 af, Depth=6.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 3.40489Row crops, straight row, Good, HSG D 3.40489100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.51000.04200.20 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 5.25100.03251.62 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 13.7610Total Summary for Subcatchment 2E: EX. SUBCATCHMENT 2 Runoff=32.16 cfs @ 12.02 hrs, Volume=1.914 af, Depth=6.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 3.77789Row crops, straight row, Good, HSG D 3.77789100.00% Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 8.71000.04000.19 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.92600.06542.30 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 10.6360Total Summary for Subcatchment 3E: EX. SUBCATCHMENT 3 Runoff=11.81 cfs @ 12.04 hrs, Volume=0.741 af, Depth=6.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 1.46389Row crops, straight row, Good, HSG D 1.46389100.00% Pervious Area Type II 24-hr 100-YEAR Rainfall=7.38"15139 Existing 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 13HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) 10.51000.02500.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.81700.02941.54 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 12.3270Total PROPOSED AREA 1 PROPOSED AREA 1 PROPOSED AREA 2 PROPOSED AREA 2 PROPOSED AREA 3 PROPOSED AREA 3 PROPOSED AREA 4 PROPOSED AREA 4 PROPOSED AREA 5 PROPOSED AREA 5 PROPOSED AREA 6 PROPOSED AREA 6 PROPOSED AREA 7 PROPOSED AREA 7 1P Filtration Basin #4 2P Filtration Basin #5 3P Filtration Basin #1 5P Filtration Basin #2 6P Filtration Basin #3 Routing Diagram for 15139 Proposed Snowmelt 2014-11-13 Prepared by {enter your company name here}, Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 15139 Proposed Snowmelt 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 2HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CNDescription (subcatchment-numbers) 4.56380>75% Grass cover, Good, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 4.08098Roofs, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 8.64288TOTAL AREA 15139 Proposed Snowmelt 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 3HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000HSG A 0.000HSG B 0.000HSG C 8.642HSG DPROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7 0.000Other 8.642TOTAL AREA 15139 Proposed Snowmelt 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 4HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.0000.0000.0004.5630.0004.563>75% Grass cover, GoodPROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 5, PROPO SED AREA 6, PROPO SED AREA 7 0.0000.0000.0004.0800.0004.080RoofsPROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 15139 Proposed Snowmelt 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 5HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) (continued) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.0000.0000.0008.6420.0008.642TOTAL AREA Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Proposed Snowmelt 2014- Printed 12/4/2014Prepared by {enter your company name here} Page 6HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-260.00 hrs, dt=0.01 hrs, 26000 points x 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.631 ac 12.38% Impervious Runoff Depth=6.57"Subcatchment PROPOSED AREA 1: Tc=0.0 min AMC Adjusted CN=63/94 Runoff=0.89 cfs 0.346 af Runoff Area=3.094 ac 59.92% Impervious Runoff Depth=8.52"Subcatchment PROPOSED AREA 2: Tc=0.0 min AMC Adjusted CN=63/94 Runoff=5.13 cfs 2.198 af Runoff Area=1.181 ac 47.96% Impervious Runoff Depth=8.03"Subcatchment PROPOSED AREA 3: Tc=0.0 min AMC Adjusted CN=63/94 Runoff=1.88 cfs 0.790 af Runoff Area=0.775 ac 19.34% Impervious Runoff Depth=6.86"Subcatchment PROPOSED AREA 4: Tc=0.0 min AMC Adjusted CN=63/94 Runoff=1.12 cfs 0.443 af Runoff Area=0.921 ac 53.95% Impervious Runoff Depth=8.28"Subcatchment PROPOSED AREA 5: Tc=0.0 min AMC Adjusted CN=63/94 Runoff=1.50 cfs 0.635 af Runoff Area=1.827 ac 48.23% Impervious Runoff Depth=8.04"Subcatchment PROPOSED AREA 6: Tc=0.0 min AMC Adjusted CN=63/94 Runoff=2.91 cfs 1.225 af Runoff Area=0.213 ac 24.98% Impervious Runoff Depth=7.09"Subcatchment PROPOSED AREA 7: Tc=0.0 min AMC Adjusted CN=63/94 Runoff=0.31 cfs 0.126 af Peak Elev=912.70' Storage=389 cf Inflow=1.50 cfs 0.635 afPond 1P: Filtration Basin #4 Outflow=1.48 cfs 0.635 af Peak Elev=907.98' Storage=5,514 cf Inflow=5.48 cfs 2.303 afPond 2P: Filtration Basin #5 Primary=5.27 cfs 1.125 af Secondary=0.12 cfs 1.178 af Outflow=5.39 cfs 2.303 af Peak Elev=899.79' Storage=10,277 cf Inflow=5.13 cfs 2.198 afPond 3P: Filtration Basin #1 Outflow=5.00 cfs 2.198 af Peak Elev=919.62' Storage=6,575 cf Inflow=1.88 cfs 0.790 afPond 5P: Filtration Basin #2 Primary=1.68 cfs 0.181 af Secondary=0.12 cfs 0.609 af Outflow=1.80 cfs 0.790 af Peak Elev=914.66' Storage=1,947 cf Inflow=1.12 cfs 0.443 afPond 6P: Filtration Basin #3 Outflow=1.09 cfs 0.443 af Total Runoff Area = 8.642 ac Runoff Volume = 5.763 af Average Runoff Depth = 8.00" 52.79% Pervious = 4.563 ac 47.21% Impervious = 4.080 ac Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Proposed Snowmelt 2014- Printed 12/4/2014Prepared by {enter your company name here} Page 7HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff=0.89 cfs @ 119.02 hrs, Volume=0.346 af, Depth=6.57" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac)CNAdjDescription 0.55380>75% Grass cover, Good, HSG D 0.07898Roofs, HSG D 0.6318266Weighted Average, AMC Adjusted 0.553806387.62% Pervious Area, AMC Adjusted 0.078989412.38% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff=5.13 cfs @ 119.02 hrs, Volume=2.198 af, Depth=8.52" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac)CNAdjDescription 1.24080>75% Grass cover, Good, HSG D 1.85498Roofs, HSG D 3.0949180Weighted Average, AMC Adjusted 1.240806340.08% Pervious Area, AMC Adjusted 1.854989459.92% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff=1.88 cfs @ 119.02 hrs, Volume=0.790 af, Depth=8.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac)CNAdjDescription 0.61580>75% Grass cover, Good, HSG D 0.56698Roofs, HSG D 1.1818976Weighted Average, AMC Adjusted 0.615806352.04% Pervious Area, AMC Adjusted 0.566989447.96% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff=1.12 cfs @ 119.02 hrs, Volume=0.443 af, Depth=6.86" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Proposed Snowmelt 2014- Printed 12/4/2014Prepared by {enter your company name here} Page 8HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area (ac)CNAdjDescription 0.62580>75% Grass cover, Good, HSG D 0.15098Roofs, HSG D 0.7758367Weighted Average, AMC Adjusted 0.625806380.66% Pervious Area, AMC Adjusted 0.150989419.34% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff=1.50 cfs @ 119.02 hrs, Volume=0.635 af, Depth=8.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac)CNAdjDescription 0.42480>75% Grass cover, Good, HSG D 0.49798Roofs, HSG D 0.9219078Weighted Average, AMC Adjusted 0.424806346.05% Pervious Area, AMC Adjusted 0.497989453.95% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff=2.91 cfs @ 119.02 hrs, Volume=1.225 af, Depth=8.04" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac)CNAdjDescription 0.94680>75% Grass cover, Good, HSG D 0.88198Roofs, HSG D 1.8278976Weighted Average, AMC Adjusted 0.946806351.77% Pervious Area, AMC Adjusted 0.881989448.23% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff=0.31 cfs @ 119.02 hrs, Volume=0.126 af, Depth=7.09" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac)CNAdjDescription 0.16080>75% Grass cover, Good, HSG D 0.05398Roofs, HSG D 0.2138468Weighted Average, AMC Adjusted 0.160806375.02% Pervious Area, AMC Adjusted 0.053989424.98% Impervious Area, AMC Adjusted Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Proposed Snowmelt 2014- Printed 12/4/2014Prepared by {enter your company name here} Page 9HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Filtration Basin #4 Inflow Area =0.921 ac,53.95% Impervious, Inflow Depth = 8.28" for Snow Melt event Inflow=1.50 cfs @ 119.02 hrs, Volume=0.635 af Outflow=1.48 cfs @ 119.02 hrs, Volume=0.635 af, Atten= 1%, Lag= 0.4 min Primary=1.48 cfs @ 119.02 hrs, Volume=0.635 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.70' @ 119.02 hrs Surf.Area= 718 sf Storage= 389 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 75.9 min ( 7,767.6 - 7,691.7 ) VolumeInvertAvail.StorageStorage Description #1912.00'2,096 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 912.0039400 913.00857626626 914.001,3671,1121,738 914.251,5003582,096 DeviceRouting InvertOutlet Devices #1Primary907.20'24.0" Round Culvert L= 80.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 907.20' / 906.70' S= 0.0063 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2Device 1912.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1912.00'1.000 in/hr Exfiltration over Surface area #4Device 1913.90'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=1.48 cfs @ 119.02 hrs HW=912.70' TW=907.98' (Dynamic Tailwater) 1=Culvert (Passes 1.48 cfs of 31.91 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.47 cfs @ 1.46 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: Filtration Basin #5 Inflow Area =3.523 ac,43.37% Impervious, Inflow Depth = 7.84" for Snow Melt event Inflow=5.48 cfs @ 119.02 hrs, Volume=2.303 af Outflow=5.39 cfs @ 119.03 hrs, Volume=2.303 af, Atten= 2%, Lag= 1.0 min Primary=5.27 cfs @ 119.03 hrs, Volume=1.125 af Secondary=0.12 cfs @ 119.03 hrs, Volume=1.178 af Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Proposed Snowmelt 2014- Printed 12/4/2014Prepared by {enter your company name here} Page 10HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 907.98' @ 119.03 hrs Surf.Area= 5,269 sf Storage= 5,514 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 175.7 min ( 8,003.3 - 7,827.6 ) VolumeInvertAvail.StorageStorage Description #1906.70'8,451 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 906.703,37400 907.003,7791,0731,073 908.005,2974,5385,611 908.506,0622,8408,451 DeviceRouting InvertOutlet Devices #1Primary907.75'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2Secondary906.70'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=5.27 cfs @ 119.03 hrs HW=907.98' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 5.27 cfs @ 1.14 fps) Secondary OutFlow Max=0.12 cfs @ 119.03 hrs HW=907.98' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 3P: Filtration Basin #1 Inflow Area =3.094 ac,59.92% Impervious, Inflow Depth = 8.52" for Snow Melt event Inflow=5.13 cfs @ 119.02 hrs, Volume=2.198 af Outflow=5.00 cfs @ 119.03 hrs, Volume=2.198 af, Atten= 2%, Lag= 0.9 min Primary=5.00 cfs @ 119.03 hrs, Volume=2.198 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 899.79' @ 119.03 hrs Surf.Area= 5,232 sf Storage= 10,277 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 390.2 min ( 8,044.7 - 7,654.5 ) VolumeInvertAvail.StorageStorage Description #1897.25'20,711 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Proposed Snowmelt 2014- Printed 12/4/2014Prepared by {enter your company name here} Page 11HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 897.252,79800 898.003,5972,3982,398 899.004,4704,0346,432 900.005,4314,95111,382 901.006,4785,95517,337 901.507,0213,37520,711 DeviceRouting InvertOutlet Devices #1Primary895.25'16.0" Round Culvert L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.25' / 895.00' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.40 sf #2Device 1899.50'36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1897.25'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=5.00 cfs @ 119.03 hrs HW=899.79' (Free Discharge) 1=Culvert (Passes 5.00 cfs of 13.24 cfs potential flow) 2=Orifice/Grate (Weir Controls 4.88 cfs @ 1.77 fps) 3=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 5P: Filtration Basin #2 Inflow Area =1.181 ac,47.96% Impervious, Inflow Depth = 8.03" for Snow Melt event Inflow=1.88 cfs @ 119.02 hrs, Volume=0.790 af Outflow=1.80 cfs @ 119.04 hrs, Volume=0.790 af, Atten= 4%, Lag= 1.5 min Primary=1.68 cfs @ 119.04 hrs, Volume=0.181 af Secondary=0.12 cfs @ 119.04 hrs, Volume=0.609 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.62' @ 119.04 hrs Surf.Area= 5,202 sf Storage= 6,575 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 261.4 min ( 7,992.7 - 7,731.3 ) VolumeInvertAvail.StorageStorage Description #1918.00'8,640 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.002,92300 919.004,3053,6143,614 920.005,7465,0268,640 DeviceRouting InvertOutlet Devices #1Primary919.45'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 Type II 24-hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=115139 Proposed Snowmelt 2014- Printed 12/4/2014Prepared by {enter your company name here} Page 12HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2Secondary918.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=1.68 cfs @ 119.04 hrs HW=919.62' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.68 cfs @ 0.97 fps) Secondary OutFlow Max=0.12 cfs @ 119.04 hrs HW=919.62' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 6P: Filtration Basin #3 Inflow Area =0.775 ac,19.34% Impervious, Inflow Depth = 6.86" for Snow Melt event Inflow=1.12 cfs @ 119.02 hrs, Volume=0.443 af Outflow=1.09 cfs @ 119.03 hrs, Volume=0.443 af, Atten= 3%, Lag= 1.0 min Primary=1.09 cfs @ 119.03 hrs, Volume=0.443 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 914.66' @ 119.03 hrs Surf.Area= 2,036 sf Storage= 1,947 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 225.7 min ( 8,185.2 - 7,959.5 ) VolumeInvertAvail.StorageStorage Description #1913.00'4,058 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.0047000 914.001,254862862 915.002,4391,8472,709 915.502,9581,3494,058 DeviceRouting InvertOutlet Devices #1Primary909.62'15.0" Round Culvert L= 176.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.62' / 908.34' S= 0.0073 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2Device 1914.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1913.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=1.09 cfs @ 119.03 hrs HW=914.66' TW=907.98' (Dynamic Tailwater) 1=Culvert (Passes 1.09 cfs of 9.37 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.04 cfs @ 1.31 fps) 3=Exfiltration (Exfiltration Controls 0.05 cfs) PROPOSED AREA 1 PROPOSED AREA 1 PROPOSED AREA 2 PROPOSED AREA 2 PROPOSED AREA 3 PROPOSED AREA 3 PROPOSED AREA 4 PROPOSED AREA 4 PROPOSED AREA 5 PROPOSED AREA 5 PROPOSED AREA 6 PROPOSED AREA 6 PROPOSED AREA 7 PROPOSED AREA 7 1P Filtration Basin #4 2P Filtration Basin #5 3P Filtration Basin #1 5P Filtration Basin #2 6P Filtration Basin #3 Routing Diagram for 15139 Proposed 2014-11-13 Prepared by {enter your company name here}, Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 2HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CNDescription (subcatchment-numbers) 4.56380>75% Grass cover, Good, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 4.08098Roofs, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 8.64288TOTAL AREA 15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 3HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000HSG A 0.000HSG B 0.000HSG C 8.642HSG DPROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7 0.000Other 8.642TOTAL AREA 15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 4HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.0000.0000.0004.5630.0004.563>75% Grass cover, GoodPROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 5, PROPO SED AREA 6, PROPO SED AREA 7 0.0000.0000.0004.0800.0004.080RoofsPROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 5HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) (continued) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.0000.0000.0008.6420.0008.642TOTAL AREA Type II 24-hr 2-YEAR Rainfall=2.87"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 6HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points x 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.631 ac 12.38% Impervious Runoff Depth=1.34"Subcatchment PROPOSED AREA 1: Tc=0.0 min CN=80/98 Runoff=1.79 cfs 0.070 af Runoff Area=3.094 ac 59.92% Impervious Runoff Depth=2.04"Subcatchment PROPOSED AREA 2: Tc=0.0 min CN=80/98 Runoff=12.10 cfs 0.527 af Runoff Area=1.181 ac 47.96% Impervious Runoff Depth=1.87"Subcatchment PROPOSED AREA 3: Tc=0.0 min CN=80/98 Runoff=4.30 cfs 0.184 af Runoff Area=0.775 ac 19.34% Impervious Runoff Depth=1.44"Subcatchment PROPOSED AREA 4: Tc=0.0 min CN=80/98 Runoff=2.32 cfs 0.093 af Runoff Area=0.921 ac 53.95% Impervious Runoff Depth=1.95"Subcatchment PROPOSED AREA 5: Tc=0.0 min CN=80/98 Runoff=3.48 cfs 0.150 af Runoff Area=1.827 ac 48.23% Impervious Runoff Depth=1.87"Subcatchment PROPOSED AREA 6: Tc=0.0 min CN=80/98 Runoff=6.66 cfs 0.285 af Runoff Area=0.213 ac 24.98% Impervious Runoff Depth=1.52"Subcatchment PROPOSED AREA 7: Tc=0.0 min CN=80/98 Runoff=0.66 cfs 0.027 af Peak Elev=912.84' Storage=497 cf Inflow=3.48 cfs 0.150 afPond 1P: Filtration Basin #4 Outflow=3.30 cfs 0.150 af Peak Elev=908.05' Storage=5,872 cf Inflow=9.94 cfs 0.528 afPond 2P: Filtration Basin #5 Primary=7.91 cfs 0.233 af Secondary=0.12 cfs 0.295 af Outflow=8.03 cfs 0.528 af Peak Elev=899.79' Storage=10,273 cf Inflow=12.10 cfs 0.527 afPond 3P: Filtration Basin #1 Outflow=4.98 cfs 0.527 af Peak Elev=919.13' Storage=4,187 cf Inflow=4.30 cfs 0.184 afPond 5P: Filtration Basin #2 Primary=0.00 cfs 0.000 af Secondary=0.10 cfs 0.184 af Outflow=0.10 cfs 0.184 af Peak Elev=914.56' Storage=1,748 cf Inflow=2.32 cfs 0.093 afPond 6P: Filtration Basin #3 Outflow=0.28 cfs 0.093 af Total Runoff Area = 8.642 ac Runoff Volume = 1.336 af Average Runoff Depth = 1.85" 52.79% Pervious = 4.563 ac 47.21% Impervious = 4.080 ac Type II 24-hr 2-YEAR Rainfall=2.87"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 7HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff=1.79 cfs @ 11.90 hrs, Volume=0.070 af, Depth=1.34" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 0.55380>75% Grass cover, Good, HSG D 0.07898Roofs, HSG D 0.63182Weighted Average 0.5538087.62% Pervious Area 0.0789812.38% Impervious Area Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff=12.10 cfs @ 11.90 hrs, Volume=0.527 af, Depth=2.04" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 1.24080>75% Grass cover, Good, HSG D 1.85498Roofs, HSG D 3.09491Weighted Average 1.2408040.08% Pervious Area 1.8549859.92% Impervious Area Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff=4.30 cfs @ 11.90 hrs, Volume=0.184 af, Depth=1.87" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 0.61580>75% Grass cover, Good, HSG D 0.56698Roofs, HSG D 1.18189Weighted Average 0.6158052.04% Pervious Area 0.5669847.96% Impervious Area Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff=2.32 cfs @ 11.90 hrs, Volume=0.093 af, Depth=1.44" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Type II 24-hr 2-YEAR Rainfall=2.87"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 8HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.62580>75% Grass cover, Good, HSG D 0.15098Roofs, HSG D 0.77583Weighted Average 0.6258080.66% Pervious Area 0.1509819.34% Impervious Area Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff=3.48 cfs @ 11.90 hrs, Volume=0.150 af, Depth=1.95" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 0.42480>75% Grass cover, Good, HSG D 0.49798Roofs, HSG D 0.92190Weighted Average 0.4248046.05% Pervious Area 0.4979853.95% Impervious Area Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff=6.66 cfs @ 11.90 hrs, Volume=0.285 af, Depth=1.87" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 0.94680>75% Grass cover, Good, HSG D 0.88198Roofs, HSG D 1.82789Weighted Average 0.9468051.77% Pervious Area 0.8819848.23% Impervious Area Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff=0.66 cfs @ 11.90 hrs, Volume=0.027 af, Depth=1.52" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YEAR Rainfall=2.87" Area (ac)CNDescription 0.16080>75% Grass cover, Good, HSG D 0.05398Roofs, HSG D 0.21384Weighted Average 0.1608075.02% Pervious Area 0.0539824.98% Impervious Area Type II 24-hr 2-YEAR Rainfall=2.87"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 9HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Filtration Basin #4 Inflow Area =0.921 ac,53.95% Impervious, Inflow Depth = 1.95" for 2-YEAR event Inflow=3.48 cfs @ 11.90 hrs, Volume=0.150 af Outflow=3.30 cfs @ 11.91 hrs, Volume=0.150 af, Atten= 5%, Lag= 0.6 min Primary=3.30 cfs @ 11.91 hrs, Volume=0.150 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.84' @ 11.91 hrs Surf.Area= 784 sf Storage= 497 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 47.0 min ( 820.9 - 773.9 ) VolumeInvertAvail.StorageStorage Description #1912.00'2,096 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 912.0039400 913.00857626626 914.001,3671,1121,738 914.251,5003582,096 DeviceRouting InvertOutlet Devices #1Primary907.20'24.0" Round Culvert L= 80.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 907.20' / 906.70' S= 0.0063 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2Device 1912.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1912.00'1.000 in/hr Exfiltration over Surface area #4Device 1913.90'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=3.29 cfs @ 11.91 hrs HW=912.84' TW=908.03' (Dynamic Tailwater) 1=Culvert (Passes 3.29 cfs of 32.47 cfs potential flow) 2=Orifice/Grate (Weir Controls 3.27 cfs @ 1.91 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: Filtration Basin #5 Inflow Area =3.523 ac,43.37% Impervious, Inflow Depth = 1.80" for 2-YEAR event Inflow=9.94 cfs @ 11.90 hrs, Volume=0.528 af Outflow=8.03 cfs @ 11.93 hrs, Volume=0.528 af, Atten= 19%, Lag= 1.9 min Primary=7.91 cfs @ 11.93 hrs, Volume=0.233 af Secondary=0.12 cfs @ 11.93 hrs, Volume=0.295 af Type II 24-hr 2-YEAR Rainfall=2.87"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 10HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.05' @ 11.93 hrs Surf.Area= 5,372 sf Storage= 5,872 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 242.2 min ( 1,106.9 - 864.7 ) VolumeInvertAvail.StorageStorage Description #1906.70'8,451 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 906.703,37400 907.003,7791,0731,073 908.005,2974,5385,611 908.506,0622,8408,451 DeviceRouting InvertOutlet Devices #1Primary907.75'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2Secondary906.70'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=7.89 cfs @ 11.93 hrs HW=908.05' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 7.89 cfs @ 1.32 fps) Secondary OutFlow Max=0.12 cfs @ 11.93 hrs HW=908.05' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 3P: Filtration Basin #1 Inflow Area =3.094 ac,59.92% Impervious, Inflow Depth = 2.04" for 2-YEAR event Inflow=12.10 cfs @ 11.90 hrs, Volume=0.527 af Outflow=4.98 cfs @ 11.97 hrs, Volume=0.527 af, Atten= 59%, Lag= 4.2 min Primary=4.98 cfs @ 11.97 hrs, Volume=0.527 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 899.79' @ 11.97 hrs Surf.Area= 5,231 sf Storage= 10,273 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 559.4 min ( 1,329.2 - 769.8 ) VolumeInvertAvail.StorageStorage Description #1897.25'20,711 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 2-YEAR Rainfall=2.87"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 11HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 897.252,79800 898.003,5972,3982,398 899.004,4704,0346,432 900.005,4314,95111,382 901.006,4785,95517,337 901.507,0213,37520,711 DeviceRouting InvertOutlet Devices #1Primary895.25'16.0" Round Culvert L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.25' / 895.00' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.40 sf #2Device 1899.50'36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1897.25'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=4.97 cfs @ 11.97 hrs HW=899.79' (Free Discharge) 1=Culvert (Passes 4.97 cfs of 13.23 cfs potential flow) 2=Orifice/Grate (Weir Controls 4.85 cfs @ 1.77 fps) 3=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 5P: Filtration Basin #2 Inflow Area =1.181 ac,47.96% Impervious, Inflow Depth = 1.87" for 2-YEAR event Inflow=4.30 cfs @ 11.90 hrs, Volume=0.184 af Outflow=0.10 cfs @ 14.02 hrs, Volume=0.184 af, Atten= 98%, Lag= 127.2 min Primary=0.00 cfs @ 0.01 hrs, Volume=0.000 af Secondary=0.10 cfs @ 14.02 hrs, Volume=0.184 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.13' @ 14.02 hrs Surf.Area= 4,493 sf Storage= 4,187 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 406.2 min ( 1,184.5 - 778.4 ) VolumeInvertAvail.StorageStorage Description #1918.00'8,640 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.002,92300 919.004,3053,6143,614 920.005,7465,0268,640 DeviceRouting InvertOutlet Devices #1Primary919.45'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 Type II 24-hr 2-YEAR Rainfall=2.87"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 12HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2Secondary918.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=918.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.10 cfs @ 14.02 hrs HW=919.13' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond 6P: Filtration Basin #3 Inflow Area =0.775 ac,19.34% Impervious, Inflow Depth = 1.44" for 2-YEAR event Inflow=2.32 cfs @ 11.90 hrs, Volume=0.093 af Outflow=0.28 cfs @ 12.07 hrs, Volume=0.093 af, Atten= 88%, Lag= 10.3 min Primary=0.28 cfs @ 12.07 hrs, Volume=0.093 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 914.56' @ 12.07 hrs Surf.Area= 1,917 sf Storage= 1,748 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 392.4 min ( 1,200.1 - 807.6 ) VolumeInvertAvail.StorageStorage Description #1913.00'4,058 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.0047000 914.001,254862862 915.002,4391,8472,709 915.502,9581,3494,058 DeviceRouting InvertOutlet Devices #1Primary909.62'15.0" Round Culvert L= 176.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.62' / 908.34' S= 0.0073 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2Device 1914.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1913.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.28 cfs @ 12.07 hrs HW=914.56' TW=907.88' (Dynamic Tailwater) 1=Culvert (Passes 0.28 cfs of 9.27 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.24 cfs @ 0.80 fps) 3=Exfiltration (Exfiltration Controls 0.04 cfs) Type II 24-hr 10-YEAR Rainfall=4.26"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 13HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points x 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.631 ac 12.38% Impervious Runoff Depth=2.48"Subcatchment PROPOSED AREA 1: Tc=0.0 min CN=80/98 Runoff=3.28 cfs 0.130 af Runoff Area=3.094 ac 59.92% Impervious Runoff Depth=3.32"Subcatchment PROPOSED AREA 2: Tc=0.0 min CN=80/98 Runoff=19.44 cfs 0.855 af Runoff Area=1.181 ac 47.96% Impervious Runoff Depth=3.11"Subcatchment PROPOSED AREA 3: Tc=0.0 min CN=80/98 Runoff=7.10 cfs 0.306 af Runoff Area=0.775 ac 19.34% Impervious Runoff Depth=2.60"Subcatchment PROPOSED AREA 4: Tc=0.0 min CN=80/98 Runoff=4.15 cfs 0.168 af Runoff Area=0.921 ac 53.95% Impervious Runoff Depth=3.21"Subcatchment PROPOSED AREA 5: Tc=0.0 min CN=80/98 Runoff=5.66 cfs 0.246 af Runoff Area=1.827 ac 48.23% Impervious Runoff Depth=3.11"Subcatchment PROPOSED AREA 6: Tc=0.0 min CN=80/98 Runoff=10.99 cfs 0.474 af Runoff Area=0.213 ac 24.98% Impervious Runoff Depth=2.70"Subcatchment PROPOSED AREA 7: Tc=0.0 min CN=80/98 Runoff=1.17 cfs 0.048 af Peak Elev=912.98' Storage=606 cf Inflow=5.66 cfs 0.246 afPond 1P: Filtration Basin #4 Outflow=5.41 cfs 0.246 af Peak Elev=908.23' Storage=6,882 cf Inflow=19.15 cfs 0.888 afPond 2P: Filtration Basin #5 Primary=17.29 cfs 0.570 af Secondary=0.13 cfs 0.318 af Outflow=17.42 cfs 0.888 af Peak Elev=900.20' Storage=12,470 cf Inflow=19.44 cfs 0.855 afPond 3P: Filtration Basin #1 Outflow=13.91 cfs 0.855 af Peak Elev=919.54' Storage=6,141 cf Inflow=7.10 cfs 0.306 afPond 5P: Filtration Basin #2 Primary=0.62 cfs 0.052 af Secondary=0.12 cfs 0.254 af Outflow=0.73 cfs 0.306 af Peak Elev=914.83' Storage=2,322 cf Inflow=4.15 cfs 0.168 afPond 6P: Filtration Basin #3 Outflow=3.22 cfs 0.168 af Total Runoff Area = 8.642 ac Runoff Volume = 2.227 af Average Runoff Depth = 3.09" 52.79% Pervious = 4.563 ac 47.21% Impervious = 4.080 ac Type II 24-hr 10-YEAR Rainfall=4.26"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 14HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff=3.28 cfs @ 11.90 hrs, Volume=0.130 af, Depth=2.48" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 0.55380>75% Grass cover, Good, HSG D 0.07898Roofs, HSG D 0.63182Weighted Average 0.5538087.62% Pervious Area 0.0789812.38% Impervious Area Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff=19.44 cfs @ 11.90 hrs, Volume=0.855 af, Depth=3.32" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 1.24080>75% Grass cover, Good, HSG D 1.85498Roofs, HSG D 3.09491Weighted Average 1.2408040.08% Pervious Area 1.8549859.92% Impervious Area Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff=7.10 cfs @ 11.90 hrs, Volume=0.306 af, Depth=3.11" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 0.61580>75% Grass cover, Good, HSG D 0.56698Roofs, HSG D 1.18189Weighted Average 0.6158052.04% Pervious Area 0.5669847.96% Impervious Area Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff=4.15 cfs @ 11.90 hrs, Volume=0.168 af, Depth=2.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Type II 24-hr 10-YEAR Rainfall=4.26"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 15HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.62580>75% Grass cover, Good, HSG D 0.15098Roofs, HSG D 0.77583Weighted Average 0.6258080.66% Pervious Area 0.1509819.34% Impervious Area Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff=5.66 cfs @ 11.90 hrs, Volume=0.246 af, Depth=3.21" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 0.42480>75% Grass cover, Good, HSG D 0.49798Roofs, HSG D 0.92190Weighted Average 0.4248046.05% Pervious Area 0.4979853.95% Impervious Area Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff=10.99 cfs @ 11.90 hrs, Volume=0.474 af, Depth=3.11" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 0.94680>75% Grass cover, Good, HSG D 0.88198Roofs, HSG D 1.82789Weighted Average 0.9468051.77% Pervious Area 0.8819848.23% Impervious Area Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff=1.17 cfs @ 11.90 hrs, Volume=0.048 af, Depth=2.70" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YEAR Rainfall=4.26" Area (ac)CNDescription 0.16080>75% Grass cover, Good, HSG D 0.05398Roofs, HSG D 0.21384Weighted Average 0.1608075.02% Pervious Area 0.0539824.98% Impervious Area Type II 24-hr 10-YEAR Rainfall=4.26"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 16HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Filtration Basin #4 Inflow Area =0.921 ac,53.95% Impervious, Inflow Depth = 3.21" for 10-YEAR event Inflow=5.66 cfs @ 11.90 hrs, Volume=0.246 af Outflow=5.41 cfs @ 11.91 hrs, Volume=0.246 af, Atten= 4%, Lag= 0.5 min Primary=5.41 cfs @ 11.91 hrs, Volume=0.246 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.98' @ 11.91 hrs Surf.Area= 846 sf Storage= 606 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 32.7 min ( 799.5 - 766.8 ) VolumeInvertAvail.StorageStorage Description #1912.00'2,096 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 912.0039400 913.00857626626 914.001,3671,1121,738 914.251,5003582,096 DeviceRouting InvertOutlet Devices #1Primary907.20'24.0" Round Culvert L= 80.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 907.20' / 906.70' S= 0.0063 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2Device 1912.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1912.00'1.000 in/hr Exfiltration over Surface area #4Device 1913.90'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=5.38 cfs @ 11.91 hrs HW=912.98' TW=908.22' (Dynamic Tailwater) 1=Culvert (Passes 5.38 cfs of 32.98 cfs potential flow) 2=Orifice/Grate (Weir Controls 5.36 cfs @ 2.25 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: Filtration Basin #5 Inflow Area =3.523 ac,43.37% Impervious, Inflow Depth = 3.02" for 10-YEAR event Inflow=19.15 cfs @ 11.90 hrs, Volume=0.888 af Outflow=17.42 cfs @ 11.92 hrs, Volume=0.888 af, Atten= 9%, Lag= 1.2 min Primary=17.29 cfs @ 11.92 hrs, Volume=0.570 af Secondary=0.13 cfs @ 11.92 hrs, Volume=0.318 af Type II 24-hr 10-YEAR Rainfall=4.26"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 17HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.23' @ 11.92 hrs Surf.Area= 5,652 sf Storage= 6,882 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 154.7 min ( 987.2 - 832.5 ) VolumeInvertAvail.StorageStorage Description #1906.70'8,451 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 906.703,37400 907.003,7791,0731,073 908.005,2974,5385,611 908.506,0622,8408,451 DeviceRouting InvertOutlet Devices #1Primary907.75'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2Secondary906.70'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=17.25 cfs @ 11.92 hrs HW=908.23' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 17.25 cfs @ 1.79 fps) Secondary OutFlow Max=0.13 cfs @ 11.92 hrs HW=908.23' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) Summary for Pond 3P: Filtration Basin #1 Inflow Area =3.094 ac,59.92% Impervious, Inflow Depth = 3.32" for 10-YEAR event Inflow=19.44 cfs @ 11.90 hrs, Volume=0.855 af Outflow=13.91 cfs @ 11.93 hrs, Volume=0.855 af, Atten= 28%, Lag= 2.2 min Primary=13.91 cfs @ 11.93 hrs, Volume=0.855 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 900.20' @ 11.93 hrs Surf.Area= 5,637 sf Storage= 12,470 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 369.1 min ( 1,131.9 - 762.8 ) VolumeInvertAvail.StorageStorage Description #1897.25'20,711 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 10-YEAR Rainfall=4.26"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 18HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 897.252,79800 898.003,5972,3982,398 899.004,4704,0346,432 900.005,4314,95111,382 901.006,4785,95517,337 901.507,0213,37520,711 DeviceRouting InvertOutlet Devices #1Primary895.25'16.0" Round Culvert L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.25' / 895.00' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.40 sf #2Device 1899.50'36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1897.25'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=13.91 cfs @ 11.93 hrs HW=900.20' (Free Discharge) 1=Culvert (Inlet Controls 13.91 cfs @ 9.96 fps) 2=Orifice/Grate (Passes < 17.87 cfs potential flow) 3=Exfiltration (Passes < 0.13 cfs potential flow) Summary for Pond 5P: Filtration Basin #2 Inflow Area =1.181 ac,47.96% Impervious, Inflow Depth = 3.11" for 10-YEAR event Inflow=7.10 cfs @ 11.90 hrs, Volume=0.306 af Outflow=0.73 cfs @ 12.15 hrs, Volume=0.306 af, Atten= 90%, Lag= 15.0 min Primary=0.62 cfs @ 12.15 hrs, Volume=0.052 af Secondary=0.12 cfs @ 12.15 hrs, Volume=0.254 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.54' @ 12.15 hrs Surf.Area= 5,081 sf Storage= 6,141 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 437.3 min ( 1,208.4 - 771.1 ) VolumeInvertAvail.StorageStorage Description #1918.00'8,640 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.002,92300 919.004,3053,6143,614 920.005,7465,0268,640 DeviceRouting InvertOutlet Devices #1Primary919.45'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 Type II 24-hr 10-YEAR Rainfall=4.26"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 19HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2Secondary918.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.62 cfs @ 12.15 hrs HW=919.54' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.62 cfs @ 0.70 fps) Secondary OutFlow Max=0.12 cfs @ 12.15 hrs HW=919.54' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 6P: Filtration Basin #3 Inflow Area =0.775 ac,19.34% Impervious, Inflow Depth = 2.60" for 10-YEAR event Inflow=4.15 cfs @ 11.90 hrs, Volume=0.168 af Outflow=3.22 cfs @ 11.93 hrs, Volume=0.168 af, Atten= 22%, Lag= 1.8 min Primary=3.22 cfs @ 11.93 hrs, Volume=0.168 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 914.83' @ 11.93 hrs Surf.Area= 2,243 sf Storage= 2,322 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 258.4 min ( 1,054.9 - 796.6 ) VolumeInvertAvail.StorageStorage Description #1913.00'4,058 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.0047000 914.001,254862862 915.002,4391,8472,709 915.502,9581,3494,058 DeviceRouting InvertOutlet Devices #1Primary909.62'15.0" Round Culvert L= 176.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.62' / 908.34' S= 0.0073 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2Device 1914.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1913.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=3.22 cfs @ 11.93 hrs HW=914.83' TW=908.23' (Dynamic Tailwater) 1=Culvert (Passes 3.22 cfs of 9.53 cfs potential flow) 2=Orifice/Grate (Weir Controls 3.16 cfs @ 1.89 fps) 3=Exfiltration (Exfiltration Controls 0.05 cfs) Type II 24-hr 100-YEAR Rainfall=7.38"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 20HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points x 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.631 ac 12.38% Impervious Runoff Depth=5.31"Subcatchment PROPOSED AREA 1: Tc=0.0 min CN=80/98 Runoff=6.78 cfs 0.279 af Runoff Area=3.094 ac 59.92% Impervious Runoff Depth=6.30"Subcatchment PROPOSED AREA 2: Tc=0.0 min CN=80/98 Runoff=36.23 cfs 1.625 af Runoff Area=1.181 ac 47.96% Impervious Runoff Depth=6.05"Subcatchment PROPOSED AREA 3: Tc=0.0 min CN=80/98 Runoff=13.54 cfs 0.595 af Runoff Area=0.775 ac 19.34% Impervious Runoff Depth=5.45"Subcatchment PROPOSED AREA 4: Tc=0.0 min CN=80/98 Runoff=8.44 cfs 0.352 af Runoff Area=0.921 ac 53.95% Impervious Runoff Depth=6.18"Subcatchment PROPOSED AREA 5: Tc=0.0 min CN=80/98 Runoff=10.67 cfs 0.474 af Runoff Area=1.827 ac 48.23% Impervious Runoff Depth=6.06"Subcatchment PROPOSED AREA 6: Tc=0.0 min CN=80/98 Runoff=20.96 cfs 0.922 af Runoff Area=0.213 ac 24.98% Impervious Runoff Depth=5.57"Subcatchment PROPOSED AREA 7: Tc=0.0 min CN=80/98 Runoff=2.34 cfs 0.099 af Peak Elev=913.42' Storage=1,032 cf Inflow=10.67 cfs 0.474 afPond 1P: Filtration Basin #4 Outflow=9.22 cfs 0.474 af Peak Elev=908.49' Storage=8,412 cf Inflow=36.98 cfs 1.748 afPond 2P: Filtration Basin #5 Primary=34.44 cfs 1.407 af Secondary=0.14 cfs 0.342 af Outflow=34.58 cfs 1.748 af Peak Elev=901.42' Storage=20,135 cf Inflow=36.23 cfs 1.625 afPond 3P: Filtration Basin #1 Outflow=15.77 cfs 1.625 af Peak Elev=919.99' Storage=8,597 cf Inflow=13.54 cfs 0.595 afPond 5P: Filtration Basin #2 Primary=10.56 cfs 0.297 af Secondary=0.13 cfs 0.299 af Outflow=10.69 cfs 0.595 af Peak Elev=915.08' Storage=2,918 cf Inflow=8.44 cfs 0.352 afPond 6P: Filtration Basin #3 Outflow=7.36 cfs 0.352 af Total Runoff Area = 8.642 ac Runoff Volume = 4.346 af Average Runoff Depth = 6.03" 52.79% Pervious = 4.563 ac 47.21% Impervious = 4.080 ac Type II 24-hr 100-YEAR Rainfall=7.38"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 21HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff=6.78 cfs @ 11.90 hrs, Volume=0.279 af, Depth=5.31" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 0.55380>75% Grass cover, Good, HSG D 0.07898Roofs, HSG D 0.63182Weighted Average 0.5538087.62% Pervious Area 0.0789812.38% Impervious Area Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff=36.23 cfs @ 11.90 hrs, Volume=1.625 af, Depth=6.30" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 1.24080>75% Grass cover, Good, HSG D 1.85498Roofs, HSG D 3.09491Weighted Average 1.2408040.08% Pervious Area 1.8549859.92% Impervious Area Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff=13.54 cfs @ 11.90 hrs, Volume=0.595 af, Depth=6.05" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 0.61580>75% Grass cover, Good, HSG D 0.56698Roofs, HSG D 1.18189Weighted Average 0.6158052.04% Pervious Area 0.5669847.96% Impervious Area Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff=8.44 cfs @ 11.90 hrs, Volume=0.352 af, Depth=5.45" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Type II 24-hr 100-YEAR Rainfall=7.38"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 22HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area (ac)CNDescription 0.62580>75% Grass cover, Good, HSG D 0.15098Roofs, HSG D 0.77583Weighted Average 0.6258080.66% Pervious Area 0.1509819.34% Impervious Area Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff=10.67 cfs @ 11.90 hrs, Volume=0.474 af, Depth=6.18" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 0.42480>75% Grass cover, Good, HSG D 0.49798Roofs, HSG D 0.92190Weighted Average 0.4248046.05% Pervious Area 0.4979853.95% Impervious Area Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff=20.96 cfs @ 11.90 hrs, Volume=0.922 af, Depth=6.06" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 0.94680>75% Grass cover, Good, HSG D 0.88198Roofs, HSG D 1.82789Weighted Average 0.9468051.77% Pervious Area 0.8819848.23% Impervious Area Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff=2.34 cfs @ 11.90 hrs, Volume=0.099 af, Depth=5.57" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YEAR Rainfall=7.38" Area (ac)CNDescription 0.16080>75% Grass cover, Good, HSG D 0.05398Roofs, HSG D 0.21384Weighted Average 0.1608075.02% Pervious Area 0.0539824.98% Impervious Area Type II 24-hr 100-YEAR Rainfall=7.38"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 23HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Filtration Basin #4 Inflow Area =0.921 ac,53.95% Impervious, Inflow Depth = 6.18" for 100-YEAR event Inflow=10.67 cfs @ 11.90 hrs, Volume=0.474 af Outflow=9.22 cfs @ 11.92 hrs, Volume=0.474 af, Atten= 14%, Lag= 1.1 min Primary=9.22 cfs @ 11.92 hrs, Volume=0.474 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 913.42' @ 11.92 hrs Surf.Area= 1,072 sf Storage= 1,032 cf Plug-Flow detention time= 19.6 min calculated for 0.474 af (100% of inflow) Center-of-Mass det. time= 19.7 min ( 776.5 - 756.9 ) VolumeInvertAvail.StorageStorage Description #1912.00'2,096 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 912.0039400 913.00857626626 914.001,3671,1121,738 914.251,5003582,096 DeviceRouting InvertOutlet Devices #1Primary907.20'24.0" Round Culvert L= 80.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 907.20' / 906.70' S= 0.0063 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2Device 1912.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1912.00'1.000 in/hr Exfiltration over Surface area #4Device 1913.90'10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=9.21 cfs @ 11.92 hrs HW=913.42' TW=908.49' (Dynamic Tailwater) 1=Culvert (Passes 9.21 cfs of 33.57 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.18 cfs @ 4.61 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: Filtration Basin #5 Inflow Area =3.523 ac,43.37% Impervious, Inflow Depth = 5.95" for 100-YEAR event Inflow=36.98 cfs @ 11.90 hrs, Volume=1.748 af Outflow=34.58 cfs @ 11.92 hrs, Volume=1.748 af, Atten= 6%, Lag= 1.0 min Primary=34.44 cfs @ 11.92 hrs, Volume=1.407 af Secondary=0.14 cfs @ 11.92 hrs, Volume=0.342 af Type II 24-hr 100-YEAR Rainfall=7.38"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 24HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.49' @ 11.92 hrs Surf.Area= 6,052 sf Storage= 8,412 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 90.0 min ( 887.3 - 797.3 ) VolumeInvertAvail.StorageStorage Description #1906.70'8,451 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 906.703,37400 907.003,7791,0731,073 908.005,2974,5385,611 908.506,0622,8408,451 DeviceRouting InvertOutlet Devices #1Primary907.75'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2Secondary906.70'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=34.38 cfs @ 11.92 hrs HW=908.49' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 34.38 cfs @ 2.31 fps) Secondary OutFlow Max=0.14 cfs @ 11.92 hrs HW=908.49' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond 3P: Filtration Basin #1 Inflow Area =3.094 ac,59.92% Impervious, Inflow Depth = 6.30" for 100-YEAR event Inflow=36.23 cfs @ 11.90 hrs, Volume=1.625 af Outflow=15.77 cfs @ 11.97 hrs, Volume=1.625 af, Atten= 56%, Lag= 4.0 min Primary=15.77 cfs @ 11.97 hrs, Volume=1.625 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 901.42' @ 11.97 hrs Surf.Area= 6,931 sf Storage= 20,135 cf Plug-Flow detention time= 215.3 min calculated for 1.625 af (100% of inflow) Center-of-Mass det. time= 215.5 min ( 968.8 - 753.3 ) VolumeInvertAvail.StorageStorage Description #1897.25'20,711 cf Custom Stage Data (Prismatic) Listed below (Recalc) Type II 24-hr 100-YEAR Rainfall=7.38"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 25HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 897.252,79800 898.003,5972,3982,398 899.004,4704,0346,432 900.005,4314,95111,382 901.006,4785,95517,337 901.507,0213,37520,711 DeviceRouting InvertOutlet Devices #1Primary895.25'16.0" Round Culvert L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.25' / 895.00' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.40 sf #2Device 1899.50'36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1897.25'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=15.76 cfs @ 11.97 hrs HW=901.42' (Free Discharge) 1=Culvert (Inlet Controls 15.76 cfs @ 11.29 fps) 2=Orifice/Grate (Passes < 47.10 cfs potential flow) 3=Exfiltration (Passes < 0.16 cfs potential flow) Summary for Pond 5P: Filtration Basin #2 Inflow Area =1.181 ac,47.96% Impervious, Inflow Depth = 6.05" for 100-YEAR event Inflow=13.54 cfs @ 11.90 hrs, Volume=0.595 af Outflow=10.69 cfs @ 11.93 hrs, Volume=0.595 af, Atten= 21%, Lag= 1.7 min Primary=10.56 cfs @ 11.93 hrs, Volume=0.297 af Secondary=0.13 cfs @ 11.93 hrs, Volume=0.299 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.99' @ 11.93 hrs Surf.Area= 5,735 sf Storage= 8,597 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 275.8 min ( 1,036.5 - 760.6 ) VolumeInvertAvail.StorageStorage Description #1918.00'8,640 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.002,92300 919.004,3053,6143,614 920.005,7465,0268,640 DeviceRouting InvertOutlet Devices #1Primary919.45'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 Type II 24-hr 100-YEAR Rainfall=7.38"15139 Proposed 2014-11-13 Printed 12/4/2014Prepared by {enter your company name here} Page 26HydroCAD® 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2Secondary918.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=10.53 cfs @ 11.93 hrs HW=919.99' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 10.53 cfs @ 1.94 fps) Secondary OutFlow Max=0.13 cfs @ 11.93 hrs HW=919.99' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) Summary for Pond 6P: Filtration Basin #3 Inflow Area =0.775 ac,19.34% Impervious, Inflow Depth = 5.45" for 100-YEAR event Inflow=8.44 cfs @ 11.90 hrs, Volume=0.352 af Outflow=7.36 cfs @ 11.92 hrs, Volume=0.352 af, Atten= 13%, Lag= 1.1 min Primary=7.36 cfs @ 11.92 hrs, Volume=0.352 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 915.08' @ 11.92 hrs Surf.Area= 2,526 sf Storage= 2,918 cf Plug-Flow detention time= 141.1 min calculated for 0.352 af (100% of inflow) Center-of-Mass det. time= 141.2 min ( 922.1 - 780.9 ) VolumeInvertAvail.StorageStorage Description #1913.00'4,058 cf Custom Stage Data (Prismatic) Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.0047000 914.001,254862862 915.002,4391,8472,709 915.502,9581,3494,058 DeviceRouting InvertOutlet Devices #1Primary909.62'15.0" Round Culvert L= 176.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.62' / 908.34' S= 0.0073 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2Device 1914.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3Device 1913.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=7.34 cfs @ 11.92 hrs HW=915.08' TW=908.49' (Dynamic Tailwater) 1=Culvert (Passes 7.34 cfs of 9.75 cfs potential flow) 2=Orifice/Grate (Weir Controls 7.28 cfs @ 2.50 fps) 3=Exfiltration (Exfiltration Controls 0.06 cfs) P8 CALCULATIONS P8 Urban Catchment Model, Version 3.4 Run Date12/04/14 Case15139 - P8.p8cFirstDate10/07/58Precip(in)24.5 TitleProposed ConditionsLastDate09/30/59Rain(in)22.77 PrecFileMSP_4909.pcpEvents62Snow(in)1.72 PartFilenurp50.p8p TotalHrs8449TotalYrs0.96 File DirectoryF:\15\15139\Civil\P8\ Case TitleProposed Conditions Case File15139 - P8.p8c Particle Filenurp50.p8p Temperature FileMSP_4808.tmp Storm FileMSP_4909.pcp Precip Scale Factor1 Watersheds7 Devices6 Particles5 WQ Components7 Start Date10/07/58 Keep Date10/07/58 Stop Date09/30/59 Storm Count62 Total Hours8449 Wet Hours659 Precip (in)24 Rain (in)23 Snowfall (in)2 Snowmelt (in)2 EvapoTran(in)0 Overall TSS Removal(%)1 Water Balance Error(%)0 TSS Mass Balance Error (%)0 P8 U r b a n C a t c h m e n t M o d e l , V e r s i o n 3 . 4 Ru n D a t e 1 2 / 0 4 / 1 4 Ca s e 1 5 1 3 9 - P 8 . p 8 c F i r s t D a t e 1 0 / 0 7 / 5 8 P r e c i p ( i n ) 2 4 . 5 Ti t l e P r o p o s e d C o n d i t i o n s L a s t D a t e 0 9 / 3 0 / 5 9 R a i n ( i n ) 2 2 . 7 7 Pr e c F i l e M S P _ 4 9 0 9 . p c p E v e n t s 6 2 S n o w ( i n ) 1 . 7 2 Pa r t F i l e n u r p 5 0 . p 8 p To t a l H r s 8 4 4 9 T o t a l Y r s 0 . 9 6 Ca s e T i t l e Pr o p o s e d C o n d i t i o n s Ca s e D a t a F i l e 15 1 3 9 - P 8 . p 8 c Pa t h F: \ 1 5 \ 1 5 1 3 9 \ C i v i l \ P 8 \ Ca s e N o t e s : St o r m D a t a F i l e MS P _ 4 9 0 9 . p c p Pa r t i c l e F i l e nu r p 5 0 . p 8 p Ai r T e m p F i l e F i l e M S P _ 4 8 0 8 . t m p Ti m e S t e p s P e r H o u r 4 Mi n i m u m I n t e r - E v e n t T i m e ( h r s ) 1 0 Ma x i m u m C o n t i n u i t y E r r o r % 2 Ra i n f a l l B r e a k p o i n t ( i n c h e s ) 0 . 8 Pr e c i p i t a t i o n S c a l e F a c t o r 1 Ai r T e m p O f f s e t ( d e g - F ) 0 Lo o p s T h r u S t o r m F i l e 1 Si m u l a t i o n D a t e s St a r t 10 / 1 / 1 9 5 8 Ke e p 10 / 1 / 1 9 5 8 St o p 9/ 3 0 / 1 9 5 9 Ma x S n o w f a l l T e m p e r a t u r e ( d e g - f ) 3 2 . 0 Sn o w M e l t T e m p e r a t u r e ( d e g - f ) 3 2 . 0 Sn o w m e l t C o e f ( i n / d e g F - D a y ) 0 . 0 6 So i l F r e e z e T e m p ( d e g - F ) 3 2 . 0 Sn o w m e l t A b s t r a c t i o n F a c t o r 1 . 0 0 Ev a p o - T r a n s . C a l i b r a t i o n F a c t o r 1 . 0 0 Gr o w i n g S e a s o n S t a r t M o n t h 5 Gr o w i n g S e a s o n E n d M o n t h 1 0 5- D a y A n t e c e d e n t R a i n f a l l + R u n o f f ( i n c h e s ) CN A n t e c e d e n t M o i s t u r e C o n d i t i o n A M C - I I A M C - I I I Gr o w i n g S e a s o n 1. 4 0 2 . 1 0 No n G r o w i n g S e a s o n 0. 5 0 1 . 1 0 Wa t e r s h e d D a t a Wa t e r s h e d N a m e Pr o p o s e d A r e a 1 Pr o p o s e d A r e a 2 P r o p o s e d A r e a 3 Pr o p o s e d A r e a 4 Pr o p o s e d A r e a 5 Pr o p o s e d A r e a 6 Pr o p o s e d A r e a 7 Ru n o f f t o D e v i c e Of f s i t e Fi l t r a t i o n B a s i n #1 Fi l t r a t i o n B a s i n #2 Fi l t r a t i o n B a s i n #3 Fi l t r a t i o n B a s i n #4 Fi l t r a t i o n B a s i n #5 O f f s i t e In f i l t r a t i o n t o D e v i c e Wa t e r s h e d A r e a 0. 6 3 1 3 . 0 9 4 1 . 1 8 1 0 . 7 7 5 0 . 9 2 1 1 . 8 2 7 0 . 2 1 3 SC S C u r v e N u m b e r ( P e r v i o u s ) 8 0 8 0 8 0 8 0 8 0 8 0 8 0 Sc a l e F a c t o r f o r P e r v i o u s R u n o f f L o a d 1 1 1 1 1 1 1 In d i r e c t l y C o n n e c t e d I m p e r v F r a c t i o n 0 . 1 2 3 6 0 0 . 4 7 9 3 0 . 1 9 3 5 0 0 . 4 8 2 2 0 . 2 4 8 8 Un S w e p t I m p e r v i o u s F r a c t i o n 0 0 . 5 9 9 2 0 0 0 . 5 3 9 6 0 0 Un S w e p t D e p r e s s i o n S t o r a g e ( i n c h e s ) 0 . 0 2 0 . 0 2 0 . 0 2 0 . 0 2 0 . 0 2 0 . 0 2 0 . 0 2 Un S w e p t I m p e r v . R u n o f f C o e f f i c i e n t 1 1 1 1 1 1 1 Un S w e p t S c a l e F a c t o r f o r P a r t i c l e L o a d s 1 1 1 1 1 1 1 Sw e p t I m p e r v i o u s F r a c t i o n 0 0 0 0 0 0 0 Sw e p t D e p r e s s i o n S t o r a g e ( i n c h e s ) 0 . 0 2 0 . 0 2 0 . 0 2 0 . 0 2 0 . 0 2 0 . 0 2 0 . 0 2 Sw e p t I m p e r v . R u n o f f C o e f f i c i e n t 1 1 1 1 1 1 1 Sw e p t S c a l e F a c t o r f o r P a r t i c l e L o a d s 1 1 1 1 1 1 1 Sw e e p i n g F r e q u e n c y 0 0 0 0 0 0 0 Sw e e p i n g E f f i c i e n c y 1 1 1 1 1 1 1 Sw e e p i n g S t a r t D a t e ( M M D D ) 1 0 1 1 0 1 1 0 1 1 0 1 1 0 1 1 0 1 1 0 1 Sw e e p i n g S t o p D a t e ( M M D D ) 1 2 3 1 1 2 3 1 1 2 3 1 1 2 3 1 1 2 3 1 1 2 3 1 1 2 3 1 De v i c e D a t a De v i c e N a m e Fi l t r a t i o n B a s i n #1 Fi l t r a t i o n B a s i n #2 Fi l t r a t i o n B a s i n #3 Fi l t r a t i o n B a s i n #4 Fi l t r a t i o n B a s i n #5 O f f s i t e De v i c e T y p e IN F _ B A S I N I N F _ B A S I N I N F _ B A S I N I N F _ B A S I N I N F _ B A S I N P I P E In f i l t r a t i o n O u t l e t Of f s i t e O f f s i t e Fi l t r a t i o n B a s i n #5 Fi l t r a t i o n B a s i n #5 O f f s i t e No r m a l O u t l e t Sp i l l w a y O u t l e t Of f s i t e O f f s i t e Fi l t r a t i o n B a s i n #5 Fi l t r a t i o n B a s i n #5 O f f s i t e Pa r t i c l e R e m o v a l S c a l e F a c t o r 1 1 1 1 1 Bo t t o m E l e v a t i o n ( f t ) 89 7 . 2 5 9 1 8 9 1 3 9 1 2 9 0 6 . 7 Bo t t o m A r e a ( a c r e s ) 0. 0 6 4 2 3 3 0 . 0 6 7 1 0 3 0 . 0 1 0 7 9 0 . 0 0 9 0 4 5 0 . 0 7 7 4 5 6 Pe r m a n e n t P o o l A r e a ( a c r e s ) Pe r m a n e n t P o o l V o l u m e ( a c - f t ) Pe r m P o o l I n f i l t R a t e ( i n / h r ) Fl o o d P o o l A r e a ( a c r e s ) 0. 1 1 3 2 0 . 1 1 3 7 0 5 0 . 0 4 2 4 0 1 0 . 0 1 4 3 7 1 0 . 1 1 2 9 0 2 Fl o o d P o o l V o l u m e ( a c - f t ) 0. 2 0 1 7 2 2 0 . 1 3 0 7 8 5 0 . 0 3 7 5 8 0 . 0 0 5 8 5 4 0 . 0 9 9 4 9 5 Fl o o d P o o l I n f i l t R a t e ( i n / h r ) 1 1 1 1 1 In f i l t B a s i n V o i d F r a c t i o n ( % ) 10 0 1 0 0 1 0 0 1 0 0 1 0 0 Pa r t i c l e D a t a Pa r t i c l e F i l e n u r p 5 0 . p 8 p Pa r t i c l e C l a s s P 0 % P1 0 % P 3 0 % P 5 0 % P 8 0 % Fi l t r a t i o n E f f i c i e n c y ( % ) 9 0 10 0 1 0 0 1 0 0 1 0 0 Se t t l i n g V e l o c i t y ( f t / h r ) 0 0. 0 3 0 . 3 1 . 5 1 5 Fi r s t O r d e r D e c a y R a t e ( 1 / d a y ) 0 0 0 0 0 2n d O r d e r D e c a y ( 1 / d a y - p p m ) 0 0 0 0 0 Im p e r v i o u s R u n o f f C o n c ( p p m ) 1 0 0 0 0 Pe r v i o u s R u n o f f C o n c ( p p m ) 1 10 0 1 0 0 1 0 0 2 0 0 Pe r v i o u s C o n c E x p o n e n t 0 1 1 1 1 Ac c u m . R a t e ( l b s - a c - d a y ) 0 1. 7 5 1 . 7 5 1 . 7 5 3 . 5 Pa r t i c l e R e m o v a l R a t e ( 1 / d a y ) 0 0. 2 5 0 . 2 5 0 . 2 5 0 . 2 5 Wa s h o f f C o e f f i c i e n t 0 20 2 0 2 0 2 0 Wa s h o f f E x p o n e n t 0 2 2 2 2 Sw e e p e r E f f i c i e n c y 0 0 0 5 1 5 Wa t e r Q u a l i t y C o m p o n e n t D a t a Co m p o n e n t N a m e T S S TP T K N C U P B Z N H C Wa t e r Q u a l i t y C r i t e r i a ( p p m ) Le v e l 1 5 0. 0 2 5 2 2 0 . 0 2 5 0 . 1 Le v e l 2 1 0 0. 0 5 1 0 . 0 0 4 8 0 . 0 1 4 0 . 0 3 6 2 0 . 5 Le v e l 3 2 0 0. 1 0 . 5 0 . 0 2 0 . 1 5 0 . 3 8 1 Co n t e n t S c a l e F a c t o r 1 1 1 1 1 1 1 Pa r t i c l e C o m p o s i t i o n ( m g / k g ) P0 % 0 99 0 0 0 6 0 0 0 0 0 1 3 6 0 0 2 0 0 0 6 4 0 0 0 0 2 5 0 0 0 0 P1 0 % 1 0 0 0 0 0 0 38 5 0 1 5 0 0 0 3 4 0 1 8 0 1 6 0 0 2 2 5 0 0 P3 0 % 1 0 0 0 0 0 0 38 5 0 1 5 0 0 0 3 4 0 1 8 0 1 6 0 0 2 2 5 0 0 P5 0 % 1 0 0 0 0 0 0 38 5 0 1 5 0 0 0 3 4 0 1 8 0 1 6 0 0 2 2 5 0 0 P8 0 % 1 0 0 0 0 0 0 0 0 3 4 0 1 8 0 0 2 2 5 0 0 P8 Urban Catchment Model, Version 3.4 Run Date12/04/14 Case15139 - P8.p8cFirstDate10/07/58Precip(in)24.5 TitleProposed ConditionsLastDate09/30/59Rain(in)22.77 PrecFileMSP_4909.pcpEvents62Snow(in)1.72 PartFilenurp50.p8p TotalHrs8449TotalYrs0.96 Removal Efficiency (%) DeviceTypeQoMeancfsQVolAcftTSSTP OVERALLNONE0.015.998.6394.28 Filtration Basin #1INF_BASIN0.013.799.2895.19 Filtration Basin #2INF_BASIN0.000.499.8694.99 Filtration Basin #3INF_BASIN0.000.199.9693.97 Filtration Basin #4INF_BASIN0.001.077.7259.46 Filtration Basin #5INF_BASIN0.001.797.0291.52 OffsitePIPE0.015.90.000.00