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Draft Storm Water Management Plan 10-11-20104 a � aM INE a 0 V 10 " WJY Chanhassen, Minnesota October 11, 2010 Property Owner: Lennar 935 East Wayzata Blvd. Wayzata, MN 55391 Consultant to Project Owner: Pioneer Engineering, P.A PI NEER 2422 Enterprise Drive enginee1'ing Mendota Heights, Minnesota 55120 I. Introduction The following is a hydrology summary for the construction of a 66 unit single family home development to be called Lakeview. The site is located in the north of the intersection of Lyman ' Boulevard and Springfield Drive in Chanhassen, Minnesota. ' II. Existing Site Conditions The site consists of 50 acres of open field with high grasses and several stands of trees ring the low lying wetland and a surface channel, constructed with STH 212 western edge, turning midway in the Site to enter a large wetland in the south eastern corner. An old storage structure is located on the north boundary and is surrounded with abandoned farming machinery and ' construction debris. There are two major drainage areas and one minor area on the site The first major drainage area covers approximately 30.3 acres and drains to a large, 10 acre wetland (DNR- 213W), in the south east corner of the Site. The second drainage area, 10.0 acres, drains to a channel that drains the storm water basins from the STH 212 and 101 intersection along the west property line. The ' channel drains to wetland 213W through a large 48" pipe. There is a small, less then one acre, area that drains to STH 212 through a culvert under the sound wall in the north central portion of the site. A review of the USDA Natural Resources Conservation Services Soils Survey; maps the site with two major groups; the Kilkenny- Lester association and Rasset- Lester - Kilkenny complex. ' Both of these groups are classified as clay according to the Unified Soil Classification System and are associated with moraines and the Minnesota River Flood Plain ' III. Proposed Site Conditions ' The proposed development consists of a 66 unit single family subdivision with the extension of Springfield Drive off of Lyman Boulevard on the south and Lake Riley Road on the east intersecting in the central portion of the site. Two Cul -de -Sacs off of these roads completes the site. The drainage under the proposed conditions was designed to mirror, as closely as possible, the ' existing drainage pattern. The drainage pattern under the proposed condition drains 9.58 acres, versus 10 acres under existing, to the MNDOT drainage channel and 29.10 acres, versus 30.3 acres under existing, to Wetland 10-213W. the remaining 2.69 acres drains to the exsiting storm ' sewer provided by the North bay development on the east side. Three Stormwater basins are proposed to treat the stormwater for the development. Basin 100 ' treats water before discharging to the MNDOT drainage channel. Basin 300 drains to Basin 200 and treat stormwater before discharge to Wetland 10-213W r 1 Basin Volume Required Ac *Ft Volume Provided Ac *Ft 100 0.23 0.43 200 1.08 1.82 300 0.37 0.66 The following table is a summary of the results of the various HydroCAD models. The individual model results, drainage maps and ancillary supporting documents are attached for your review. T 1. /r1TT AT /Vl 1 1 IV. Design Considerations The City of Inver Grove Heights Stormwater Management Ordinance requires all new developments to meet quality, flow rate requirements.. These requirements are summarizes as follows: 1. Rate Control - The proposed flow rate from the proposed development shall not exceed the flow rate of the existing drainage areas for the two, ten and 100 year storm events. 2. Water Quality- Best management practices are required to reduce the Total Suspended Solids (TSS) by 80% and Total Phosphorous by 50 %. V. Results Topographic information was field located by Pioneer Engineering. The basins were sized to meet NURP standards with the use of PondSIZ. HydroCAD, a SCS TR -20 based computer model was utilized for the hydrology study. P8 a stormwater quality model was used to quantify the removal efficiency of BMP's used in the design. The following table is a comparison of the required wet volume required by Nurp Standards and the size provided for the Site. Wet Volume Reauirement LI C LV 1VJU'N" J 1 %-,UU HV Storm Event Flow Rate (cfs) Existing Proposed 2 -Year 9.19 7.58 10 -Year 22.69 18.60 100 -Year 40.72 34.62 Lralna a to wetland lU -L1Sw Storm Event Flow Rate (cfs) Existing Proposed 2 -Year 51.28 44.39 10 -Year 101.98 78.30 100 -Year 184.78 127.38 ' The flow rate for all design storm events are reduced from the existing condition for both the MNDOT Channel and Wetland 10 -213W. ' To evaluate 80% TSS reduction and 50 %TP criteria a P8 model was created. Local climate data for the 20 year lifetime design (1974- 1994), sequence were used to compile the results. The ' stromwater system provides a relative 90.34% TSS and 57.10% TP removal for the design lifetime. 1 j� Hydrocad Model u Z' 77\ Read o Ljnk Lakeview Preliminary Existing Hydrology 0 4 �2 Area t Ditch Area to Netland 7 7 77 �3S� Ditch Wetland Wetland Z' 77\ Read o Ljnk Lakeview Preliminary Fxisling Hydrology 110211 - Existing Prepared by {enter your Company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Pape 2 Area Listing (all nodes) Area CN Description (acres) (suboatchment- numbers) 14.456 70 Brush, Fair, HSG C (1S, 2S) 11.475 73 Woods, Fair, HSG C If S, 2S) 14.332 74 Pasture /grassland/range, Good, HSG C (1S, 2S) 0.080 98 Unconnected roofs, HSG C (1S, 2S) 8.076 98 Water Surface, HSG C (3S) Lakeview Preliminary Existing Hydrology 110211 - Existing Type 1124 - hr2 Year Rainfall =2.80" Prepared by {enter your company name here) Printed 1011P/2 0 HydroCAD® 9.10 s/n 00895 ® 2009 HytlroCAD Software Solutions LLC ape 4 Summary for Subcatchment 1 S: Area to Ditch Runoff = 9.19 cis @ 12.03 firs, Volume= 0.540 at, Depth= 0.65" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type 1124- hr2 Year Rainfall =2.80" Area (so CN Description 340,702 70 Brush, Fair, HSG C 35,900 73 Woods, Fair, HSG C 56,947 74 Pasture /grassland /range, Good, HSG C 2,127 98 Unconnected roofs, HSG C 435,676 71 Weighted Average 433,549 99.51 % Pervious Area 2,127 0.49% Impervious Area 2,127 100.00% Unconnected Tc Length Slope Velocity Capacity Description {min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 450 0.1300 1.24 Lag /CN Method 6.0 450 Total, Increased to minimum Tc = 10.0 min Summary for Subcatchment 2S: Area to Wetland Runoff = 30.29 cfs @ 12.05 him, Volume= 1.864 at, Depth= 0.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 his, dt= 0.01 him Type II 24 -hr 2 Year Rainfall =2.80" Area (s0 CN Description 289,019 70 Brush, Fair, HSG C 463,963 73 Woods, Fair, HSG C 567,365 74 Pasture /grassland /range, Good, HSG C 1,379 98 Unconnected roots, HSG C 1,321,726 73 Weighted Average 1,320,347 99.90% Pervious Area 1,379 0.10% Impervious Area 1,379 100.00% Unconnected Tc Length Slope Velocity Capacity Description (mid (feet) (ft/ft) (NSec) (cfs) 11.8 1,000 0.1100 1.42 Lag/CN Method, Lakeview Preliminary Existing Hydrology 110211 - Existing Prepared by {enter your company name here) Printed 10/14/2010 Hyd'.AD® 9.10 s/n 00895 02009 HytlrOCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (ac Gr oup Numb 0.000 HSG A 0.000 HSG B 48.421 HSG C 1 S, 2S, 3S 0.000 HSG D 0.000 Other Lakeview Preliminary Fxisling Hydrology 110211 - Existing Prepared by {enter your Company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Pape 2 Area Listing (all nodes) Area CN Description (acres) (suboatchment- numbers) 14.456 70 Brush, Fair, HSG C (1S, 2S) 11.475 73 Woods, Fair, HSG C If S, 2S) 14.332 74 Pasture /grassland/range, Good, HSG C (1S, 2S) 0.080 98 Unconnected roofs, HSG C (1S, 2S) 8.076 98 Water Surface, HSG C (3S) Lakeview Preliminary Existing Hydrology 110211 - Existing Type 1124 - hr2 Year Rainfall =2.80" Prepared by {enter your company name here) Printed 1011P/2 0 HydroCAD® 9.10 s/n 00895 ® 2009 HytlroCAD Software Solutions LLC ape 4 Summary for Subcatchment 1 S: Area to Ditch Runoff = 9.19 cis @ 12.03 firs, Volume= 0.540 at, Depth= 0.65" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type 1124- hr2 Year Rainfall =2.80" Area (so CN Description 340,702 70 Brush, Fair, HSG C 35,900 73 Woods, Fair, HSG C 56,947 74 Pasture /grassland /range, Good, HSG C 2,127 98 Unconnected roofs, HSG C 435,676 71 Weighted Average 433,549 99.51 % Pervious Area 2,127 0.49% Impervious Area 2,127 100.00% Unconnected Tc Length Slope Velocity Capacity Description {min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 450 0.1300 1.24 Lag /CN Method 6.0 450 Total, Increased to minimum Tc = 10.0 min Summary for Subcatchment 2S: Area to Wetland Runoff = 30.29 cfs @ 12.05 him, Volume= 1.864 at, Depth= 0.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 his, dt= 0.01 him Type II 24 -hr 2 Year Rainfall =2.80" Area (s0 CN Description 289,019 70 Brush, Fair, HSG C 463,963 73 Woods, Fair, HSG C 567,365 74 Pasture /grassland /range, Good, HSG C 1,379 98 Unconnected roots, HSG C 1,321,726 73 Weighted Average 1,320,347 99.90% Pervious Area 1,379 0.10% Impervious Area 1,379 100.00% Unconnected Tc Length Slope Velocity Capacity Description (mid (feet) (ft/ft) (NSec) (cfs) 11.8 1,000 0.1100 1.42 Lag/CN Method, Lakeview Preliminary Existing Hydrology 110211 - Existing Type 1/ 24-hr 2 Year Rainfall =2.80" Prepared by (enter your company name here) Primed 1 0/1 412 01 0 ' HydroCAD® 9.10 stn 00895 ® 2009 HydroCAD Software SoluBons LLC Page 5 Summary for Subcatchment 3S: Wetland Runoff = 37.94 cfs @ 11.90 hrs, Volume= 1.729 at, Depth= 2.57" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs ' Type II 24-hr 2 Year Rainfall =2.80" Area (sp CN Description 351,796 98 Water Surface, HSG C 351,796 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/11) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Pond 4P: Ditch Inflow Area = 10.002 ac, 0.49% Impervious, Inflow Depth = 0.65" for 2 Year event Inflow = 9.19 cis @ 12.03 hrs, Volume= 0.540 of Outflow = 9.03 cis @ 12.05 hrs, Volume= 0.540 at, Atten= 2 %, Lag= 0.9 min Primary 9.03 cfs @ 12.05 hrs, Volume= 0.540 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Peak Elev- 880.64' @ 12.05 hrs Surf.Area= 854 sf Storage= 334 cf Plug -Flow detention time= 0.3 min calculated for 0.540 of (100% of inflow) Center -of -Mass det. time= 0.3 min ( 883.6 - 883.3) Volume Invert Avail.Storage Storage Description #1 879.50' 21,511 of Custom Stage Data (Prismatic) Listed below (Recslc) Elevation Surf.Area Inc.Store Cum.Store t) (feet) (sq -ft) (cubio f ee t ) (cubio-fee ' 879.50 0 0 880.00 103 26 26 6 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert ' L= 68.0' RCP, end- section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.50'/871.58' S= 0.1165'r Cc= 0.900 n= 0.012 rimary OutFlow Max =9.02 cfs @ 12.05 hrs HW= 880.64' TW= 865.87' (Dynamic Tailwater) i P 1='.Ivert (Inlet Controls 9.02 cis @ 3.64 fps) Lakeview Preliminary Existing Hydrology 110211 - Existing Type 1124 -hr 10 Year Rainfall =4.20" Prepared by (enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Area to Ditch ' Runoff = 23.38 cfs @ 12.02 hrs, Volume= 1.277 at, Depth= 1.53" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 his Type II 24 -hr 10 Year Rainfa11=4.20" Area (s0 CN Description 340,702 70 Brush, Fair, HSG C ' 35,900 73 Woods, Fair, HSG C 56,947 74 Pasture /grassland /range, Good, HSG C 2,127 98 Unconnected roofs, HSG C 435,676 71 Weighted Average 433,549 99.51 % Pervious Area 2,127 0.49 %Impervious Area 2,127 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (fl/ft) (R/sec) (cfs) 6.0 450 0.1300 1.24 Lag/CN Method 6.0 450 Total, Increased to minimum Tc = 10.0 min ' Summary for Subcatchment 2S: Area to Wetland - Runoff 72.78 cfs @ 12.04 hrs, Volume= 4.229 at, Depth= 1.67" Runoff by SCS TR - method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Year Rainfa11�.20" Lakeview Preliminary Existing Hydrology 110211 - Existing Type /I 24-hr 2 Year Rainfall =2.80" Prepared by {enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Page 6 Summary for Pond 5P: Wetland Inflow Area = 48.421 ac, 16.85% Impervious, Inflow Depth = 1.02" for 2 Year event Inflow = 51.28 cfs @ 11.90 hrs, Volume= 4.133 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 at, Atten= 100 %, Lag= 0.0 min Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev- 865.50' Surf.Area= 0 sf Storage= 0 cf Peak Ele- 866.20'@ 24.69 hrs Surf.Area= 362,488 sf Storage= 180,034 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 865.60' 937,049 cf Custom Stage Data (Prismatic) Listed below (Remic) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubiofeet) (cubiofeet) 865.60 200,000 0 0 866.00 350,000 110,000 110,000 868.00 477,049 827,049 937,049 Lakeview Preliminary Existing Hydrology 110211- Existing Type ll 24-hr 10 Year Rainfall =4.20' Prepared by (enter your company name here) Printed 10114/2010 HydroCAD® 9.10 s/n 00895 02009 HydroCAD Soil are Solutions LLC Page 8 Summary for Subcatchment 3S: Wetland Runoff = 57.33 cis @ 11.90 hrs, Volume= 2.668 at, Depth= 3.96" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfa11=4.20" Area (so CN Description 351,796 98 Water Surface, HSG C 351,796 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (11111) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Pond 4P: Ditch Inflow Area = 10.002 ac, 0.49% Impervious, Inflow Depth = 1.53" for 10 Year event Inflow = 23.38 cfs @ 12.02 hrs, Volume= 1.277 of Outflow = 22.69 cfs @ 12.05 hrs, Volume= 1.277 af, Atten= 3 %, Lag= 1.3 min Primary = 22.69 cfs @ 12.05 hrs, Volume= 1.277 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Peak Eler- 881.43'@ 12.05 hrs Surf.Area= 1,765 sf Storage= 1,359 cf Plug -Flow detention time= 0.5 min calculated for 1.277 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 855.5 - 855.1 ) Volume Invert Avail.Storage Storage Description #1 879.50' 21,511 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (,q-ft) (cubic-feet) (cubic -feet) 879.50 0 0 0 880.00 103 26 26 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert L= 68.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.50'/ B71.58' S=0.11657 Cc= 0.900 n= 0.012 Primary OutFit Max =22.66 cfs @ 12.05 his HW= 861.43' TW= 866.08' (Dynamic Tailwater) t1_Culvert (Inlet Controls 22.66 cfs @ 4.73 fps) Area (sf) CN Description 289,019 70 Brush, Fair, HSG C ' 463,963 73 Woods, Fair, HSG C 567,365 74 Pasture /grassland /range, Good, HSG C 1,379 98 Unconnected roofs, HSG C 1,321,726 73 Weighted Average 1,320,347 99.90% Pervious Area 1,379 0.10 % Impervious Area ' 1,379 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 1,000 0.1100 1.42 Lag/CN Method, Lakeview Preliminary Existing Hydrology 110211 - Existing Type /I 24-hr 2 Year Rainfall =2.80" Prepared by {enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Page 6 Summary for Pond 5P: Wetland Inflow Area = 48.421 ac, 16.85% Impervious, Inflow Depth = 1.02" for 2 Year event Inflow = 51.28 cfs @ 11.90 hrs, Volume= 4.133 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 at, Atten= 100 %, Lag= 0.0 min Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev- 865.50' Surf.Area= 0 sf Storage= 0 cf Peak Ele- 866.20'@ 24.69 hrs Surf.Area= 362,488 sf Storage= 180,034 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 865.60' 937,049 cf Custom Stage Data (Prismatic) Listed below (Remic) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubiofeet) (cubiofeet) 865.60 200,000 0 0 866.00 350,000 110,000 110,000 868.00 477,049 827,049 937,049 Lakeview Preliminary Existing Hydrology 110211- Existing Type ll 24-hr 10 Year Rainfall =4.20' Prepared by (enter your company name here) Printed 10114/2010 HydroCAD® 9.10 s/n 00895 02009 HydroCAD Soil are Solutions LLC Page 8 Summary for Subcatchment 3S: Wetland Runoff = 57.33 cis @ 11.90 hrs, Volume= 2.668 at, Depth= 3.96" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfa11=4.20" Area (so CN Description 351,796 98 Water Surface, HSG C 351,796 100.00% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (11111) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Pond 4P: Ditch Inflow Area = 10.002 ac, 0.49% Impervious, Inflow Depth = 1.53" for 10 Year event Inflow = 23.38 cfs @ 12.02 hrs, Volume= 1.277 of Outflow = 22.69 cfs @ 12.05 hrs, Volume= 1.277 af, Atten= 3 %, Lag= 1.3 min Primary = 22.69 cfs @ 12.05 hrs, Volume= 1.277 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Peak Eler- 881.43'@ 12.05 hrs Surf.Area= 1,765 sf Storage= 1,359 cf Plug -Flow detention time= 0.5 min calculated for 1.277 of (100% of inflow) Center -of -Mass det. time= 0.5 min ( 855.5 - 855.1 ) Volume Invert Avail.Storage Storage Description #1 879.50' 21,511 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (,q-ft) (cubic-feet) (cubic -feet) 879.50 0 0 0 880.00 103 26 26 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert L= 68.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.50'/ B71.58' S=0.11657 Cc= 0.900 n= 0.012 Primary OutFit Max =22.66 cfs @ 12.05 his HW= 861.43' TW= 866.08' (Dynamic Tailwater) t1_Culvert (Inlet Controls 22.66 cfs @ 4.73 fps) I� LI 1 Lakeview Preliminary Existing Hydrology 110211- Existing Type 1124 -hr 10 Year Rainfall =4.20' Prepared by (enter your company name here) Printed 10/1412010 HydroCAD® 9.10 s/n 00895 Q 2009 HydroCAD Software Solutions LLC Page 9 Summary for Pond 5P: Wetland Inflow Area ' ac, 16.85 % Impervious, Inflow Depth = 2.03" for 10 Year event Inflow = 101.98 cfs @ 12.04 hrs, Volume= 8.175 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev -- 865.50' Surf.Area= 0 sf Storage= 0 cf Peak Elev- 866.66' @ 24.69 hrs Surf.Area= 392,130 sf Storage= 356,094 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storege Storage Description #1 865.60' 937,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf . Area Inc.Store Cum.Store (feet) (sq -ft) (cubio-feet) (cubic-feet) 865.60 200,000 0 0 866.00 350,000 110,000 110,000 868.00 477,049 827,049 937,049 Lakeview Preliminary Existing Hydrology 110211 - Existing Type 1124 -hr 100 Year Rainfall =6.00' Prepared by {enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 02009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 3S: Wetland Runoff = 82.16 cfs @ 11.90 hrs, Volume= 3.878 at, Depth= 5.76" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall =6.00" Area (s0 CN Description 351,796 98 Water Surface, HSG C 351,796 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feel) (fUff (ft/sec) (cfs) 0.0 Direct Entry, Summary for Pond 4P: Ditch Inflow Area = 10.002 ac, 0.49% Impervious, Inflow Depth = 2.90" for 100 Year event Inflow = 44.72 cfs @ 12.02 hrs, Volume= 2.416 of Outflow = 40.41 cfs @ 12.06 hrs, Volume= 2.416 af, Atten= 10 %, Lag= 2.5 min Primary = 40.41 cfs @ 12.06 hrs, Volume= 2.416 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Peak Elev- 882.39'@ 12.06 hrs Surf.Area= 5,168 sf Storage= 4,036 cf Plug -Flow detention time= 0.7 min calculated for 2.416 of (100% of inflow) Center -of -Mass det, time= 0.7 min ( 837.1 - 836.4 ) Volume Invert Avail.Storage Storage Description #1 879.50' 21,511 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Slore Cum.Store (feet) (sq -ft) (cubiofeet) (cubic -feet) 879.50 0 0 0 880.00 103 26 26 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert L= 68.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet / Outlet Inven= 879,50'/871.58' S=0.11657 Cc= 0.900 n= 0.012 Primary OutFlow Max -40.41 cfs @ 12.06 hrs HW= 882.39' TW= 866.41' (Dynamic Tailwater) L1= Culvert (Inlet Controls 40.41 cfs @ 5.79 fps) Lakeview Preliminary Existing Hydrology 110211 - Existing Type 1124 -hr 100 Year Rainfal1=6.00' Prepared by (enter your company name here) Printed 1 011 412 01 0 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Area to Ditch Runoff = 44.72 cfs @ 12.02 hrs, Volume= 2.416 af, Depth= 2.90" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type It 24-hr 100 Year Rainfall -6.00" Area (so CN Description 340,702 70 Brush, Fair, HSG C 35,900 73 Woods, Fair, HSG C 56,947 74 Pasture /grassland /range, Good, HSG C 2,127 98 Unconnected roofs, HSG C 435,676 71 Weighted Average 433,549 99.51 % Pervious Area 2,127 0.49% Impervious Area 2,127 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 450 0.1300 1.24 Lag/CN Method, 6.0 450 Total, Increased to minimum Tc = 10.0 min Summary for Subcatchment 2S: Area to Wetland Runoff = 135.40 cfs @ 12.04 hrs, Volume= 7.810 af, Depth= 3.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year Rainfall =6.00" 289,019 70 Brush, Fair, HSG C 463,963 73 Woods, Fair, HSG C 567,365 74 Pasture/grassland/range, Good, HSG C 1,379 98 Unconnected roofs, HSG C 1,321,726 73 Weighted Average 1,320,347 99.90% Pervious Area 1,379 0.10% Impervious Area 1,379 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 11.8 1,000 0.1100 1.42 Lag/CN Method, Lakeview Preliminary Existing Hydrology 110211 - Existing Type 1124 -hr 100 Year Rainfall =6.00' Prepared by {enter your company name here) Printed 10114/2010 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Page 12 Summary for Pond 5P: Wetland Inflow Area = 48.421 ac, 16.85% Impervious, Inflow Depth = 3.50" for 100 Year event Inflow = 184.78 cfs @ 12.04 hrs, Volume= 14.104 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dl= 0.01 hrs / 3 Starting Elev - 865.50' Surf.Area= 0 sf Storage= 0 cf Peak Elev- 867.29' @ 24.69 hrs Surf.Area= 431,946 sf Storage= 614,350 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 865.60' 937,049 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic-feet) (cubio-feet) 865.60 200,000 0 0 866.00 350,000 110,000 110,000 868.00 477,049 827,049 937,049 1 1 Lakeview Preliminary Proposed Hydrology 110211 - Pre Proposed Prepared by {enter your company name here} Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 02009 HydroCAD Software Solutions LLC Facie 2 Area Listing (all nodes) PP ; SP . - i Ugcn Wegand Welland 1S ZS? Area to Ditch Area to Wetland j Ream A )Unk;. ' Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type // 24-hr 2 Year Rainfall =2.80" Prepared by {enter your company name here} Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 ® 2009 I, Software Solutions LLC Pane 3 Summary for Subcatchment 1S: Area to Ditch Runoff = 7.24 cfs @ 12.03 hrs, Volume= 0.414 af, Depth= 0.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 Year Rainfa11=2.80" Area (ac) CN Description 2.191 70 Brush, Fair, HSG C Area CN Description 01 130 " 2 3�Q Unconnected roofs, HSG C 6.734 74 (acres) 4.931 6.286 (subcatchment- n umbers) 70 Brush, Fair, HSG C (1S, 2S) 0.448 1 00.00 % Unconnected To Length Slope Velocity Capacity Description 6.084 73 Woods, Fair, HSG C (1S, 2S) 0.1100 1.42 Lag /CN Method, 22.213 74 >75% Grass cover, Good, HSG C (1S, 2S,100, 200, 300, 3015) AREA 100P AREA O 200P AREA O 300P 3.604 98 Paved parking, HSG C (200, 300, 301 S) 0.511 98 Paved roads w /curbs & sewers, HSG C (100) 1 40 1.929 98 Roofs, HSG C (100, 200, 300) 1.085 98 Unconnected roofs, HSG C (1S, 2S, 3015) 0.884 98 Water Surface, 0% imp, HSG C (100, 200, 300) A � � � 3A1S 8.208 98 Water Surface, HSG C (3S, 301S) NW JASIN CENTL P-4 BASIN NE BASIN AREA TO NORTHBAY PP ; SP . - i Ugcn Wegand Welland 1S ZS? Area to Ditch Area to Wetland j Ream A )Unk;. ' Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type // 24-hr 2 Year Rainfall =2.80" Prepared by {enter your company name here} Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 ® 2009 I, Software Solutions LLC Pane 3 Summary for Subcatchment 1S: Area to Ditch Runoff = 7.24 cfs @ 12.03 hrs, Volume= 0.414 af, Depth= 0.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 Year Rainfa11=2.80" Area (ac) CN Description 2.191 70 Brush, Fair, HSG C 0.824 73 Woods, Fair, HSG C 3.271 74 >75% Grass cover, Good, HSG C 0.448 98 Unconnected roofs, HSG C 6.734 74 Weighted Average, UI Adjusted CN = 73 6.286 93.35% Pervious Area 0.448 6.65% Impervious Area 0.448 1 00.00 % Unconnected To Length Slope Velocity Capacity Description _ (min) (feet) (ft/M (ft/sec) (cfs) 5.6 450 0.1300 1.35 Laa /CN Method. 5.6 450 Total, Increased to minimum To = 10.0 min Summary for Subcatchment 2S: Area to Wetland Runoff = 10.43 cfs @ 12.05 hrs, Volume= 0.642 af, Depth= 0.74" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Year Rainfa11=2.80" Area (ac) CN Description 2.740 70 Bmsh, Fair, HSG C 5.260 73 Woods, Fair, HSG C 2.120 74 >75% Grass cover, Good, HSG C 0.327 98 Unconnected roofs, HSG C 10.447 73 Weighted Average 10.120 96.87% Pervious Area 0.327 3.13% Impervious Area 0.327 100.00% Unconnected Length Slope Velocity Capacfty Description (, To in) (feet) ( ft/ft) (ft/sec) (cfs) 11.8 1,000 0.1100 1.42 Lag /CN Method, Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 2 Year Rainfall =2.80" Prepared by {enter your company name here} Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 02009 HydroCAD Software Solutions LLC Pace 4 Summary for Subcatchment 3S: Wetland Runoff = 37.94 cfs @ 11.90 hrs, Volume= 1.729 af, Depth= 2.57" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.0096.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Year Rainfall =2.80" Area (ac) CN Description 8.076 98 Water Surface, HSG C 8.076 100.00% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) ( ft/ft) (ft/sec) (cfs) 0.0 Direct Entry, Summary for Subcatchment 100: AREA TO 100P Runoff = 4.49 cfs @ 12.08 hrs, Volume= 0.290 af, Depth= 1.22" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Year Rainfall =2.80" Area (ac) CN Description 0.511 98 Paved roads w /curbs & sewers, HSG C 0.287 98 Roofs, HSG C 1890 74 >75% Grass cover, Good, HSG C d160 98 Water Surface, 0% imp, HSG C 2.848 82 Weighted Average 2.050 71.98% Pervious Area 0.798 28.02% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 200: AREA TO 200P Runoff = 20.53 cfs @ 12.08 hrs, Volume= 1.332 af, Depth= 1.16" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 Year Rainfall =2.80" 1 u Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type It 24-hr 2 Year Rainfall =2.80" Prepared by {enter your company name here} Printed 10114/2010 HydroCAD09.10 s/n 00895 02009 HydroCAD Software Solutions LLC Page 5 Area (ac) CN Description 98 Water Surface, 0% imp, HSG C 2.064 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 0.558 98 Paved parking, HSG C 82 Weighted Average 0.884 98 Roofs, HSG C 69.62 % Pervious Area 0.490 98 Water Surface, 0% imp, HSG C 30.38% Impervious Area 9.758 74 >75% Grass cover, Good, HSG C Slope Velocity Capacity Description 13.754 81 Weighted Average (ft/ft) ( ft/sec) (cfs) 10.248 74.51% Pervious Area Direct Entry, 3.506 25.49% Impervious Area 7,033 Tc Length Slope Velocity Capacity Description 18,519 _ (min) (feel) (ft/ft) ( ft/sec) (cfs) 9,280 15.0 Direct Entry, 34,832 Summary for Subcatchment 300: AREA TO 300P Runoff = 7.74 cfs @ 12.08 hrs, Volume= 0.500 at, Depth= 122" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Year Rainfall =2.80" Area (ac) CN Description 0.264 98 Paved parking, HSG C 0.468 98 Paved parking, HSG C 0.758 98 Roofs, HSG C 0.234 98 Water Surface, 0% imp, HSG C 3 .1 80 74 >75% Grass cover, Good, HSG C 4.904 82 Weighted Average 3.414 69.62 % Pervious Area 1.490 30.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ( ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 301 S: AREA TO NORTHBAY Runoff = 3.57 cfs @ 12.08 hrs, Volume= 0.234 af, Depth= 1.04" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 2 Year Rainfall =2.80" Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 2 Year Rainfall =2.80" Prepared by {enter your company name here} Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 02009 HydroCAD Software Solutions LLC Page 7 Summary for Pond SP: Wetland Inflow Area = 46.763 ac, 31.32% Impervious, Inflow Depth = 1.22" for 2 Year event Inflow = 44.39 cfs @ 11.90 hrs, Volume= 4.765 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 865.50'. Surf.Area= 0 sf Storage= 0 cf Peak Elev= 866.27'@ 96.00 hrs Surf.Area= 367,281 sf Storage= 207,565 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. flme= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 865.60' 937,049 cf Custom Stage Data (Prismatic( Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic-feet) (cubic -feet) 865.60 200,000 0 0 866.00 350,000 110,000 110,000 868.00 477,049 827,049 937,049 Summary for Pond 100P: NW BASIN Inflow Area = 2.848 ac, 28.02% Impervious, Inflow Depth = 1.22" for 2 Year event Inflow = 4.49 cfs @ 12.08 hrs, Volume= 0.290 of Outflow = 1.15 cfs @ 12.38 hrs , Volume= 0.289 af, Atten= 74 %, Lag= 18.5 min Primary = 1.15 cfs @ 12.38 hrs, Volume= 0.289 of Routing by Dyn -Stor -Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs / 3 Starting Elev- 890.00' Surf.Area= 7,033 sf Storage= 18,519 cf Peak Ele- 890.66' @ 12.38 hrs Surf.Area= 7,773 sf Storage= 23,395 cf (4,876 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 157.9 min ( 1,005.9 - 848.0) Volume Invert Avail.Storage Storage Description #1 882.00' 55,910 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Afea Inc.Store Cum.Store (feet) (sq -ft) (cu (c. (cubio-feet) 882.00 74 0 0 884.00 773 847 847 886.00 1,802 2,575 3,422 888.00 3,131 4,933 8,355 890.00 7,033 10,164 18,519 892.00 9,280 16,313 34,832 894.00 11,798 21,078 55,910 Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr2 Year Rainfall =2.80" Prepared by {enter your company name here} Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 02009 HydroCAD Software Solution LLC Pace 6 Area (ac) CN Description 856.00 0.250 98 Paved parking, HSG C 0 0.132 98 Water Surface , HSG C 858.00 0.310 98 Unconnected roofs, HSG C 3,973 1.994 74 >75% Grass cover, Good, HSG C 860.00 2.686 80 Weighted Average, UI Adjusted CN = 79 8,164 1.994 74.24% Pervious Area 862.00 0.692 25.76% Impervious Area 13,658 0.310 44.80% Unconnected 864.00 Tc Length Slope Velocity Capacity Description 20,334 (min) (feet) (fUft) (ft/sec) (cfs) 866.00 15.0 Direct Entry, 33,497 Summary for Pond 4P: Ditch Inflow Area = 9.582 ac, 13.00% Impervious, Inflow Depth = 0.88' for 2 Year event Inflow = 7.58 cfs @ 12.03 hrs, Volume= 0.702 of Outflow = 7.48 oft @ 12.05 hrs, Volume= 0.702 af, Atten= M, Lag= 0.9 min Primary = 7.48 cfs @ 12.05 hrs, Volume= 0.702 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dl= 0.01 hrs / 3 Peak Eler- 880.53'@ 12.05 hrs Surf.Area= 725 sf Storage = 247 cf Plug -Flow detention time= 0.3 min calculated for 0.702 of (100% of inflow) Center -of -Mass del. time= 0.3 min ( 929.2 - 928.9 ) Volume Invert Avail.Storage Storage Description #1 879.50' 21,511 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc. Store Cum.Store (feet) (sq -ft) (cubio-feet) (cubic -feet) 879.50 0 0 0 880.00 103 26 26 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert L= 68.0' RCP, end- section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.50'/ 871.58' S=0.11657 Cc= 0.900 n= 0.012 Primary OutFlow Max =7.47 cfs @ 12.05 hrs HW= 880.53' TW= 865.84' (Dynamic Tailwater) t-1= Culvert (Inlet Controls 7.47 cfs @ 3.46 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr2 Year Rainfall =2.80" Prepared by {enter your company name here} Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 0 2009 HydroCAD Software Solutions LLC Page 8 Device Routing Invert Outlet Devices #1 Primary 890.00' 12.0" Round Culvert L= 75.0' Ke= 0.500 Inlet/ Outlet Invert= 890.00'/ 889.63' S= 0.00497 Cc= 0.900 n=0.013 Primary OutFlow Max 1.15 cfs @ 12.38 hrs HW= 890.66' TW= 880.08' (Dynamic Tailwater) t1 = Culvert (Barrel Controls 1.15 cfs @ 2.98 fps) Summary for Pond 20OP: CENTRAIL BASIN Inflow Area = 18.658 ac, 26.78% Impervious, Inflow Depth = 1.18" for 2 Year event Inflow = 21.40 cfs @ 12.08 hrs, Volume= 1.829 of Outflow = 4.88 cfs @ 12.59 hrs, Vol­ 1.692 at, Atten = 77 %, Lag= 30.6 min Primary = 4.88 cfs @ 12.59 hrs, Volume= 1.692 of Routing by Dyn -Stor -Ind method, Time Span= 0.00.96.00 hrs, dt= 0.01 hrs / 3 Starting Ele- 866.00' Surf.Area= 21,526 sf Storage= 79,626 cf Peak Elev 867.13' @ 12.59 hrs Surf.Area= 24,266 sf Storage= 105,453 of (25,827 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 91.1 min ( 985.3 - 894.1 ) Volume Invert Avail.Storage Storage Description #1 856.00' 185,851 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic-feel) (cubio-feet) 856.00 1,104 0 0 858.00 2,869 3,973 3,973 860.00 5,295 8,164 12,137 862.00 8,363 13,658 25,795 864.00 11,971 20,334 46,129 866.00 21,526 33,497 79,626 868.00 26,384 47,910 127,536 870.00 31,931 58,315 185,851 Device Routing Invert Outlet Devices #1 Primary 866.00' 24.0" Round Culvert L= 40.0' Ke= 0.500 Inlet/ Outlet Invert= 866.00'/865.80' S=0.00507 Cc= 0.900 n= 0.013 Primary OutFlow Max - -4.88 cfs @ 12.59 hrs HW= 867.13' TW= 865.93' (Dynamic Tailwater) t1= Culvert (Barrel Controls 4.88 cfs @ 3.86 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type lI 24-hr 2 Year Rainfall Prepared by {enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 11n00811 112009 HydroCAD Software Solutions LLC Pace 9 Summary for Pond 30OP: NE BASIN Inflow Area = 4.904 ac, 30.38% Impervious, Inflow Depth = 1.22" for 2 Year event Inflow = 7.74 cfs @ 12.08 hrs, Volume= 0.500 at Outflow = 1.83 cfs @ 12.41 hrs, Volume= 0.497 at, Aden= 76 %, Lag= 19.9 min ' Primary = 1.83 cis @ 12.41 hrs, Volume= 0.497 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev - 888.00' Surf.Area= 10,855 sf Storage= 28,959 cf Peak Elev 888.76'@ 12.41 hrs Surf.Area= 11,741 sf Storage= 37,515 cf (8,556 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) ' Center -of -Mass del. lime= 160.4 min ( 1,008.4 - 8411,0) Volume Invert Avail.Storage Storage Description #1 880.00' 82,739 cf Custom Stage Data (Prismatic) Listed below (Remic) Elevation Surl Area Inc.Slore Cum.Store (feet) (sg -ft) (cubio-feet) (cubicfeet) ' 880.00 382 0 0 882.00 1, 338 1, 720 1,720 884.00 2,812 4,150 5,870 886.00 4,711 7,523 13,393 888.00 10,855 15,566 28,959 890.00 13,194 24,049 53,008 892.00 16,537 29,731 82,739 Device Routing Invert Outlet Devices #1 Primary 888.00' 12.0" Round Culvert L=60 Ke= 0.500 Inlet / Outlet Invert= 888.00'1887.40' 887.40' S= 0.0100'! Cc= 0.900 n= 0.013 Primary OutFlow Max =1.83 cfs @ 12.41 hrs HW= 888.76' TW= 867.10' (Dynamic Tailwater) Llxutvert (Bartel Controls 1.83 cfs @ 3.98 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 10 Year Rainfall =4.20' Prepared by {enter your company name here) Printed 1 0/1 412 01 0 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 3S: Wetland Runoff = 57.32 cis @ 11.90 hrs, Volume= 2.668 at, Depth= 3.96" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type It 24-hr 10 Year Rainfall =4.20" Area (ac) CN Description 8.076 98 Water Surface, HSG C 8.076 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f lft) (8/sec) (cis) 0.0 Direct Entry, Summary for Subcatchment 100: AREA TO 100P Runoff = 8.76 cfs @ 12.07 hrs, Volume= 0.564 at, Depth= 2.37" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Year Rainfall =4.20" Area (ac) CN Description 0.511 98 Paved roatls w /curbs 8 sewers, HSG C 0.287 98 Roofs, HSG C 1.890 74 >75% Grass cover, Gootl, HSG C 0.160 98 Water Surface, 0 % imp, HSG C 2.848 82 Weighted Average 2.050 71.98 % Pervious Area 0.798 28.02 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/fl) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 200: AREA TO 200P Runoff = 40.83 cfs @ 12.07 hrs, Volume= 2.625 af, Depth= 2.29" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 Year Rainfall =4.20" Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type lI 24-hr 10 Year Rainfall =4.20' Prepared by {enter your company name here} Printed 10/14/2010 HydroCAD® 9.10 sin 00895 ® 2009 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Area to Ditch Runoff = 17.28 cis @ 12.02 hrs, Volume= 0.939 af, Depth= 1.67" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type It 24-hr 10 Year Rainfall =4.20" Area (ac) CN Description 2.191 70 Brush, Fair, HSG C 0.824 73 Woods, Fair, HSG C 3.271 74 >75% Grass cover, Good, HSG C 0.448 98 Unconnected roofs, HSG C 6.734 74 Weighted Average, UI Adjusted CN = 73 6.286 93.35% Pervious Area 0.448 6.65 % Impervious Area 0.448 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 5.6 450 0.1300 1.35 Lag/CN Method, 5.6 450 Total, Increased to minimum Tc = 10.0 min Summary for Subcatchment 2S: Area to Wetland Runoff = 25.06 cfs @ 12.04 hrs, Volume= 1.456 af, Depth= 1.67" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Year Rainfa11=4.20" Area (ac) CN Description 2.740 70 Brush, Fair, HSG C 5.260 73 Woods, Fair, HSG C 2.120 74 >75% Grass cover, Good, HSG C 0.327 98 Unconnected roofs, HSG C 10.447 73 Weighted Average 10.120 96.87% Pervious Area 0.327 3.13% Impervious Area 0.327 100.00% Unconnected Tc Length Slope Velocity Capacity Description min) (feet) (fUft) (Posec) (cfs) 11.8 1,000 0.1100 1.42 Lag1CN Method, Summary for Subcatchment 300: AREA TO 300P Runoff = 15.08 cfs @ 12.07 hrs, Volume= 0.971 at, Depth= 2.37" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Year Rainfall =4.20" Area (ac) CN Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 10 Year Rainfall =4.20' Prepared by {enter your company name here) Printed 10114/2010 HydroCAD® 9.10 s/n 00895 O 2009 HydroCAD Software Solutions LLC Page 12 Area (ac) CN Description 98 Water Surface, 0% imp, HSG C 2.064 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 0.558 98 Paved parking, HSG C 82 Weighted Average 0.884 98 Roofs, HSG C 69.62% Pervious Area 0.490 98 Water Surface, 0% imp, HSG C 30.38% Impervious Area 9.758 74 >75% Grass cover, Good, HSG C Slope Velocity Capacity Description 13.754 81 Weighted Average (f /ft) (ft/sec) (cfs) 10.248 74.51% Pervious Area Direct Entry, 3.506 25.49% Impervious Area Tc Length Slope Velocity Capacity Description tmin) (feet) (fl/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 300: AREA TO 300P Runoff = 15.08 cfs @ 12.07 hrs, Volume= 0.971 at, Depth= 2.37" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 10 Year Rainfall =4.20" Area (ac) CN Description 0.264 98 Paved parking, HSG C 0.468 98 Paved parking, HSG C 0.758 98 Roofs, HSG C 0.234 98 Water Surface, 0% imp, HSG C 3.180 74 >75% Grass cover, Good, HSG C 4.904 82 Weighted Average 3.414 69.62% Pervious Area 1.490 30.38% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (f /ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 3015: AREA TO NORTHBAY Runoff = 7.41 cfs @ 12.07 hrs, Volume= 0.476 af, Depth= 2.13" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 Year Rainfall= 4.20" Summary for Pond 4P: Ditch Inflow Area = 9.582 ac, 13.00% Impervious, Inflow Depth = 1.88" for 10 Year event Inflow = 18.60 cfs @ 12.03 hrs, Volume= 1.500 of Outflow = 18.17 cfs @ 12.05 hrs, Volume= 1.500 at, often= 2 %, Lag= 1.2 min Primary = 18.17 cfs @ 12.05 hrs, Volume= 1.500 of Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Peak Elev- 881.19'@ 12.05 hrs Surf.Area= 1,489 sf Storage= 973 cf Plug -Flow detention time= 0.4 min calculated for 1.500 of (100% of inflow) Center -of -Mass det. time= 0.4 min ( 884.6 - 884.2 ) Volume Invert Avail.Stompe Storage Description #1 879.50' 21,511 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Slore Cum.Store (feet) (sq -ft) (cubio-feet) (cubic -feet) 879.50 0 0 0 880.00 103 26 26 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert L= 68.0' RCP, end- section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 879.50'/871.58' S= 0.1165 T Cc= 0.900 n= 0.012 Primary OutFlow Max=18.15 cfs @ 12.05 hrs HW= 881.19' TW= 865.99' (Dynamic Tailwater) Llxulvert (Inlet Controls 18.15 ofs @ 4.43 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 10 Year Rainfall - 4.20" Prepared by (enter your company name here) Printed 10114/2010 HydroCAD® 9.10 s/n 00895 m 2009 HydroCAD Software Solutions LLC Page 15 Device Routing Invert Outlet Devices #1 Primary 890.00' 12.0" Round Culvert L= 75.0' Ke= 0.500 Inlet / Outlet Invert= 890.00' / 889.63' S= 0.0049'! Cc= 0.900 n= 0.013 Primary OutFlow Max=2.69 cfs @ 12.32 hrs HW= 891.21' TW= 880.41' (Dynamic Tailwater) L1= Culvert (Barrel Controls 2.69 cfs @ 3.58 fps) Summary for Pond 20OP: CENTRAIL BASIN Inflow Area = 18.658 ac, 26.78% Impervious, Inflow Depth = 2.31' for 10 Year event Inflow = 43.51 cfs @ 12.08 hrs, Volume= 3.593 of Outflow = 12.91 cfs @ 12.40 hrs, Volume= 3.214 af, Atten = 70 %, Lag= 19.6 min Primary = 12.91 cts @ 12.40 hrs, Volume= 3.214 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 866.00' Surf.Area= 21,526 sf Storage= 79,626 cf Peak Elev 868.06'@ 12.40 hrs Surf.Area= 26,563 sf Storage= 129,244 cf (49,618 cf above start) Plug -Flow detention time= 375.0 min calculated for 1.386 of (39% of inflow) Center -of -Mass det. time= 48.4 min ( 912.1 - 863.7 ) Volume Invert Avail.Storage Storage Description #1 856.00' 185,851 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type It 24-hr 10 Year Rainfall = 4.20" Prepared by {enter your Company name here) Printed 10/1412010 HydroCAD® 9.10 sM 00895 ® 2009 HydroCAD Software Solutions LLC Page 13 Area (ac) CN Description 1,104 0.250 98 Paved parking, HSG C 0 0.132 98 Water Surface, HSG C 2,869 0.310 98 Unconnected roofs, HSG C 3,973 1.994 74 -75% Grass cover, Good, HSG C 5,295 2.686 80 Weighted Average, UI Adjusted CN = 79 12,137 1.994 74.24% Pervious Area 8,363 0.692 25.76% Impervious Area 25,795 0.310 44.80% Unconnected 11,971 Tc Length Slope Velocity Capacity Description 46,129 (min) (feet) (11A) (fl/sec) (cfs) 21,526 15.0 Direct Entry, 79,626 Summary for Pond 4P: Ditch Inflow Area = 9.582 ac, 13.00% Impervious, Inflow Depth = 1.88" for 10 Year event Inflow = 18.60 cfs @ 12.03 hrs, Volume= 1.500 of Outflow = 18.17 cfs @ 12.05 hrs, Volume= 1.500 at, often= 2 %, Lag= 1.2 min Primary = 18.17 cfs @ 12.05 hrs, Volume= 1.500 of Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Peak Elev- 881.19'@ 12.05 hrs Surf.Area= 1,489 sf Storage= 973 cf Plug -Flow detention time= 0.4 min calculated for 1.500 of (100% of inflow) Center -of -Mass det. time= 0.4 min ( 884.6 - 884.2 ) Volume Invert Avail.Stompe Storage Description #1 879.50' 21,511 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Slore Cum.Store (feet) (sq -ft) (cubio-feet) (cubic -feet) 879.50 0 0 0 880.00 103 26 26 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert L= 68.0' RCP, end- section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 879.50'/871.58' S= 0.1165 T Cc= 0.900 n= 0.012 Primary OutFlow Max=18.15 cfs @ 12.05 hrs HW= 881.19' TW= 865.99' (Dynamic Tailwater) Llxulvert (Inlet Controls 18.15 ofs @ 4.43 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 10 Year Rainfall - 4.20" Prepared by (enter your company name here) Printed 10114/2010 HydroCAD® 9.10 s/n 00895 m 2009 HydroCAD Software Solutions LLC Page 15 Device Routing Invert Outlet Devices #1 Primary 890.00' 12.0" Round Culvert L= 75.0' Ke= 0.500 Inlet / Outlet Invert= 890.00' / 889.63' S= 0.0049'! Cc= 0.900 n= 0.013 Primary OutFlow Max=2.69 cfs @ 12.32 hrs HW= 891.21' TW= 880.41' (Dynamic Tailwater) L1= Culvert (Barrel Controls 2.69 cfs @ 3.58 fps) Summary for Pond 20OP: CENTRAIL BASIN Inflow Area = 18.658 ac, 26.78% Impervious, Inflow Depth = 2.31' for 10 Year event Inflow = 43.51 cfs @ 12.08 hrs, Volume= 3.593 of Outflow = 12.91 cfs @ 12.40 hrs, Volume= 3.214 af, Atten = 70 %, Lag= 19.6 min Primary = 12.91 cts @ 12.40 hrs, Volume= 3.214 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 866.00' Surf.Area= 21,526 sf Storage= 79,626 cf Peak Elev 868.06'@ 12.40 hrs Surf.Area= 26,563 sf Storage= 129,244 cf (49,618 cf above start) Plug -Flow detention time= 375.0 min calculated for 1.386 of (39% of inflow) Center -of -Mass det. time= 48.4 min ( 912.1 - 863.7 ) Volume Invert Avail.Storage Storage Description #1 856.00' 185,851 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf Area Inc. Store Cum.Store (feet) (sq -ft) (cubiofeet) (cubio-feet) 856.00 1,104 0 0 858.00 2,869 3,973 3,973 860.00 5,295 8,164 12,137 862.00 8,363 13,658 25,795 864.00 11,971 20,334 46,129 866.00 21,526 33,497 79,626 868.00 26,384 47,910 127,536 870.00 31,931 58,315 185,851 Device Routing Invert Outlet Devices #1 Primary 866.00' 24.0" Round Culvert L= 40.0' Ke= 0.500 Inlet/ Outlet Invert= 866.00'/ 865.80' S= 0.0050'/ Cc= 0.900 n= 0.013 Primary OutFlow Max =12.91 cfs @ 12.40 hrs HW= 868.06' TW= 866.13' (Dynamic Tailwater) L1= Culvert (Barrel Controls 12.91 cfs @ 4.95 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 10 Year Rainfall = 4.20' Prepared by {enter your Company name here) Printed 10/1412010 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Page 14 Summary for Pond 5P: Wetland Inflow Area = 46.763 ac, 31.32% Impervious, Inflow Depth = 2.27" for 10 Year event Inflow = 78.30 cfs @ 11.90 hrs, Volume= 8.839 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 at, Atten= 100 %, Lag= 0.0 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Bev= 865.50' Surf.Area= 0 sf Storage= 0 cf Peak Elev- 866.74' @ 96.00 hrs Surf.Area= 396,787 sf Storage= 385,011 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert AvaiLStorage Storage Description #1 865.60' 937,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feel) (sq -ft) (cubio-feet) (cubic -feel) 865.60 200,000 0 0 866.00 350,000 110,000 110,000 868.00 477,049 827,049 937,049 Summary for Pond 10OP: NW BASIN Inflow Area = 2.848 ac, 28.02% Impervious, Inflow Depth = 2.37" for 10 Year event Inflow = 8.76 cfs @ 12.07 hrs, Volume= 0.564 of Outflow = 2.69 cfs @ 12.32 hrs, Volume= 0.562 at, Atten= 69 %, Lag= 15.2 min Primary = 2.69 cfs @ 12.32 hrs, Volume= 0.562 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev 890.00' Surf.Area= 7,033 sf Storage= 18,519 cf Peak Elev- 891.21'@ 12.32 hrs Surf.Area= 8,395 sf Storage= 27,868 cf (9,349 of above start) Plug -Flow detention time= 675.3 min calculated for 0.137 of (24% of inflow) Center -of -Mass det. time= 113.2 min ( 942.2 - 829.0) Volume Invert Avail.Storage Storage Description #1 882.00' 55,910 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Stcre Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 862.00 74 0 0 884.00 773 847 847 886.00 1,802 2,575 3,422 888.00 3,131 4,933 8,355 890.00 7,033 10,164 18,519 892.00 9,280 16,313 34,832 894.00 11,798 21,078 55,910 Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 10 Year Rainfall = 4.20" Prepared by {enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 02009 HydroCAD Software Solutions LLC Page 16 Summary for Pond 30OP: NE BASIN Inflow Area = 4.904 ac, 30.38% Impervious, Inflow Depth = 2.37" for 10 Year event Inflow = 15.08 cfs @ 12.07 hrs, Volume= 0.971 of Outflow = 3.54 cfs @ 12.39 hrs , Volume= 0.968 at, Man= 77 %, Lag= 19.3 min Primary = 3.54 cfs @ 12.39 hrs, Volume= 0.968 of Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 888.00' Surf.Area= 10,855 sf Storage= 28,959 cf Peak Elev= 889.47'@ 12.39 hrs Surf.Area= 12,571 sf Storage= 46,150 cf (17,191 of above start) Plug -Flow detention time= 584.5 min calculated for 0.303 of (31% of inflow) Center -of -Mass det. time= 120.9 min ( 949.9 - 829.0 ) Volume Invert Avail.Storage Storage Description #1 880.00' 82,739 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic-feet) (cubio-feet) 880.00 382 0 0 882.00 1,338 1,720 1,720 884.00 2,812 4,150 5,870 886.00 4,711 7,523 13,393 888.00 10,855 15,566 28,959 890.00 13,194 24,049 53,008 892.00 16,537 29,731 82,739 Device Routing Invert Outlet Devices #1 Primary 888.00' 12.0" Round Culvert L= 60.0' Ke= 0.500 Inlet / Outlet Invert= 888.00'/ 887.40' 8=0.0100'P Cc= 0.900 n= 0.013 Primary OutFlow Max=3.54 cfs @ 12.39 hrs HW= 889.47' TW= 868.06' (Dynamic Tailwater) L1= Culvert (Barrel Controls 3.54 cfs @ 4.51 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 100 Year Rainfall = 6.00' Prepared by (enter your company name here} Printed 10/1412010 ' HydroCAD® 9.10 sin 00895 ® 2009 HydroCAD Soflvrare Solutions LLC Page 17 Summary for Subcatchment 1S: Area to Ditch Runoff = 32.05 cls @ 12.02 hrs, Volume= 1.733 af, Depth= 3.09" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year Rainfall Area (ac) CN Description 2.191 70 Bmsh, Fair, HSG C 0.824 73 Woods, Fair, HSG C 3.271 74 >75% Grass cover, Good, HSG C 0.448 98 Unconnected roofs, HSG C ' 6.734 74 Weighted Average, UI Adjusted CN = 73 6.2a6 93.35% Pervious Area 0.448 6.65% Impervious Area 0.448 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ft/sec) (cfs) ' 5.6 450 0.1300 1.35 LajlCN Method, 5.6 450 Total, Increased to minimum Tc = 10.0 min Summary for Subcatchment 2S: Area to Wetland Runoff = 46.62 cfs @ 12.04 hrs, Volume= 2.689 af, Depth= 3.09" ' Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year Rainfa11=6.00" Area (ac) CN Description 2.740 70 Bmsh, Fair, HSG C 5.260 73 Woods, Fair, HSG C 2.120 74 >75% Grass cover, Good, HSG C ' 0.327 98 Unconnected roofs, HSG C 10.447 73 Weighted Average 10.120 96.87% Pervious Area 0.327 3.13% Impervious Area 0.327 100.00% Unconnected Tc Length Slope Velocity Capacity Description 0.1100 (tuft) (R/sec) (cfs) 11.8 1,000 1.42 IagICN Method, Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 100 Year Rainfal1=6.00' Prepared by (enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 sin 00895 © 2009 HydroCAD Software Solutions LLC Page 19 Area (ac) CN Description 2.064 98 Paved parking, HSG C 0.558 98 Paved parking, HSG C 0.884 98 Roofs, HSG C 0.490 98 Water Surface, 0% imp, HSG C 9.758 74 -75% Grass cover, Good, HSG C 13.754 81 Weighted Average 10.248 74.51 % Pervious Area 3.506 25.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fl/R) (cfs) 15.0 Direct Entry, Summary for Subcatchment 300: AREA TO 300P ' Runoff = 25.02 cfs @ 12.07 hrs, Volume= 1.629 at, Depth= 3.99" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year Rainfa11=6.00" Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type If 24-hr 100 Year Rainfall = 6.00' Prepared by (enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 sin 00895 ® 2009 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: Wetland Runoff = 82.15 cfs @ 11.90 hrs, Volume= 3.878 af, Depth= 5.76" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dl= 0.01 hrs Type II 24-hr 100 Year Rainfall =6.00" Area (ac) CN Description 8.076 98 Water Surface, HSG C 8.076 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (ft/sec) (cfs) 0.0 Direct En', Summary for Subcatchment 100: AREA TO 100P Runoff = 14.53 cfs @ 12.07 hrs, Volume= 0.946 at, Depth= 3.99" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall =6.00" Area (ac) Area (ac) CN Description 98 Paved roads w /Curbs & sewers, HSG C 0.264 98 Paved parking, HSG C 1.890 0.468 98 Paved parking, HSG C ' 0.758 98 Roofs, HSG C 2.050 0.234 98 Water Surface, 0% imp, HSG C 28.02% Impervious Area 3.180 74 >75% Grass cover, Good, HSG C (min) (feet) 4.904 82 Weighted Average Direct Entry, 3.414 69.62% Pervious Area 0.310 44.80% Unconnected 1.490 Tc Length 30.38% Impervious Area Slope Velocity Capacity Description _ (min) (feet) (Rift) (fl/sec) (cfs) 15.0 Direct Entry, 15.0 Direct Entry, Summary for Subcatchment 301S: AREA TO NORTHBAY Runoff = 12.74 cfs @ 12.07 hrs, Volume= 0.824 at, Depth= 3.68" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year Rainfa11=6.00" Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type If 24-hr 100 Year Rainfall = 6.00' Prepared by (enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 sin 00895 ® 2009 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: Wetland Runoff = 82.15 cfs @ 11.90 hrs, Volume= 3.878 af, Depth= 5.76" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dl= 0.01 hrs Type II 24-hr 100 Year Rainfall =6.00" Area (ac) CN Description 8.076 98 Water Surface, HSG C 8.076 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (ft/sec) (cfs) 0.0 Direct En', Summary for Subcatchment 100: AREA TO 100P Runoff = 14.53 cfs @ 12.07 hrs, Volume= 0.946 at, Depth= 3.99" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 Year Rainfall =6.00" Area (ac) CN Description 0.511 98 Paved roads w /Curbs & sewers, HSG C 0.287 98 Roofs, HSG C 1.890 74 >75% Grass cover, Good, HSG C 0.160 98 Water Surface, 0% imp, HSG C 2.848 82 Weighted Average 2.050 71.98% Pervious Area 0.798 28.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment 200: AREA TO 200P Runoff = 68.54 cfs @ 12.07 hrs, Volume= 4.451 at, Depth= 3.88" Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs Type II 24-hr 100 Year Rainfall =6.00" Summary for Pond 4P: Ditch Inflow Area = 9.582 ac, 13.00% Impervious, Inflow Depth = 3.35" for 100 Year event Inflow = 34.62 cfs @ 12.02 hrs, Volume= 2.678 of Outflow = 33.18 cfs @ 12.05 hrs, Volume= 2.678 af, Atten= 4 %, Lag= 1.6 min Primary = 33.18 cfs @ 12.05 hrs, Volume= 2.678 of Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Peak Elev- 881.96' @ 12.05 hrs Surf.Area= 2,388 sf Storage= 2,470 cf Plug -Flow detention time= 0.5 min calculated for 2.677 at (100% of inflow) Center -of -Mass det. time= 0.5 min ( 860.4 - 859.9) Volume Invert Avail.Storage Storage Description #1 879.50' 21,511 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation SUrf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubiofeep (cubic -feet) 879.50 0 0 0 880.00 103 26 26 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert L= 68.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.50'/ 871.58' S= 0.1165'f Cc= 0.900 n= 0.012 Primary Outflow Matr =33.15 cfs @ 12.05 hrs HW= 881.96' TW= 866.22' (Dynamic Tailwater) t1= Culvert (Inlet Controls 33.15 cfs @ 5.34 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type ll 24 -hr 100 Year Rainfall = 6.00' Prepared by (enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 @ 2009 HydroCAD Software Solutions LLC Page 20 Area (ac) CN Description 0.250 98 Paved parking, HSG C 0.132 98 Water Surface, HSG C 0.310 98 Unconnected roofs, HSG C 1.994 74 >75% Grass cover. Good, HSG C 2.686 80 Weighted Average, UI Adjusted CN = 79 1.994 74.24% Pervious Area 0.692 25.76% Impervious Area 0.310 44.80% Unconnected In Tc Length Slope Velocity Capacity Description (min) (feet) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Pond 4P: Ditch Inflow Area = 9.582 ac, 13.00% Impervious, Inflow Depth = 3.35" for 100 Year event Inflow = 34.62 cfs @ 12.02 hrs, Volume= 2.678 of Outflow = 33.18 cfs @ 12.05 hrs, Volume= 2.678 af, Atten= 4 %, Lag= 1.6 min Primary = 33.18 cfs @ 12.05 hrs, Volume= 2.678 of Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Peak Elev- 881.96' @ 12.05 hrs Surf.Area= 2,388 sf Storage= 2,470 cf Plug -Flow detention time= 0.5 min calculated for 2.677 at (100% of inflow) Center -of -Mass det. time= 0.5 min ( 860.4 - 859.9) Volume Invert Avail.Storage Storage Description #1 879.50' 21,511 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation SUrf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubiofeep (cubic -feet) 879.50 0 0 0 880.00 103 26 26 882.00 2,431 2,534 2,560 884.00 16,520 18,951 21,511 Device Routing Invert Outlet Devices #1 Primary 879.50' 36.0" Round Culvert L= 68.0' RCP, end - section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 879.50'/ 871.58' S= 0.1165'f Cc= 0.900 n= 0.012 Primary Outflow Matr =33.15 cfs @ 12.05 hrs HW= 881.96' TW= 866.22' (Dynamic Tailwater) t1= Culvert (Inlet Controls 33.15 cfs @ 5.34 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 100 Year Rainfall = 6.00" Prepared by (enter your company name here} Printed 1 0/1 412 01 0 ' Hydrol.9.10 s1,00.1 112009 HydroCAD Software Solutions LLC Pace 21 Summary for Pond 5P: Wetland Inflow Area = 46.763 ac, 31.32% Impervious, Inflow Depth = 3.75" for 100 Year event Inflow = 127.38 cfs @ 11.90 hrs , Volume= 14.609 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev- 865.50' Surf.Area= 0 sf Storage= 0 of Peak Elev 867.34'@ 96.00 hrs Surf.Area= 435,175 sf Storage= 636,388 cf Plug -Flow detention time= (not calculated: initial storage exoedes outflow) Center -of -Mass det. time= (not calculated: no outflow) ' Volume Invert Avail.Storage Storage Description #1 865.60' 937,049 cf Custom Stage Data (Prismatic) Listed below (Recelc) Elevation Surf.Area Inc.Slore Cum.Store (feel) (sq -ft) (cubio-feet) (cubic-feet) 865.60 200,000 0 0 ' 866.00 350,000 110,000 110,000 868.00 477,049 827,049 937,049 Summary for Pond 10OP: NW BASIN Inflow Area = 2.848 ac, 28.02% Impervious, Inflow Depth = 3.99" for 100 Year event Inflow = 14.53 cfs @ 12.07 hrs, Volume= 0.946 of Outflow _ 3.75 cfs @ 12.36 hrs , Volume= 0.944 at, Atten= 74 %, Lag= 17.4 min Primary 3.75 ofs @ 12.36 hrs, Volume= 0.944 of Routing by Dyn -Slor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 890.00' Surf.Area= 7,033 sf Storage= 18,519 cf Peak Elev - - 891.99' @ 12.36 hrs Surf.Area= 9,271 sf Storage = 34,754 cf (16,235 at above start) Plug -Flow detention time = 343.1 min calculated for 0.519 of (55% of inflow) Center -of -Mass det. time= 97.3 min ( 911.5 - 814.2 ) Volume Invert Avail.Storage Storage Description #1 882.00' 55,910 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sg L j (cubic-feet) (cubic-feet) 882.00 14 0 0 ' 884.00 773 847 847 886.00 1,802 2,575 3,422 888.00 3,131 4,933 8,355 890.00 7,033 10,164 18,519 892.00 9,280 16,313 34,832 894.00 11,798 21,078 55,910 Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 100 Year Rainfall = 6.00" Prepared by {enter your company name here) Printed 10/14/2010 HydroCAD0 9.10 s/n 00895 02009 HydroCAD Software Solutions LLC Pace 23 Summary for Pond 300P: NE BASIN Inflow Area = 4.904 ac, 30.38% Impervious, Inflow Depth = 3.99" for 100 Year event Inflow 25.02 cfs @ 12.07 hrs, Volume= 1.629 of Outflow 4.91 cfs @ 12.44 hrs, Volume= 1.626 at, Atten= 80 %, Lag = 22.1 min Primary 4.91 cfs @ 12.44 hrs, Volume= 1.626 of Routing by Dyn -Stor -Intl method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev- 888.00' Surf.Area= 10,855 sf Storage= 28,959 cf ' Peak Ele- 890.45'@ 12.44 hrs Surf.Area= 13,954 sf Storage= 59,180 cf (30,221 cf above start) Plug -Flow detention time = 340.2 min calculated for 0.962 of (59% of inflow) Center -of -Mass det. time= 111.2 min ( 9254 - 814.2 ) Volume Invert Avail.Storage Storage Description #1 880.00' 82,739 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Afea Inc.Store Cum.Store (feet) (sq -ft) (cubio-feet) (cubio-feet) 880.00 382 0 0 882.00 1,338 1,720 1,720 884.0o 2,812 4,150 5,870 886.00 4,711 7,523 13,393 ' 888.00 10,855 15,566 28,959 890.00 13,194 24,049 53,008 892.00 16,537 29,731 82,739 Device Routing Invert Outlet Devices #1 Primary 888.00' 12.0" Round Culvert L= 60.0' Ke= 0.500 Inlet/ Outlet Invert= 888.00' /887.40' S=0.0100? Cc= 0.900 n= 0.013 Primary OutFlow Max -4.91 cfs @12.44 hrs HW= 890.45' TW= 869.25' (Dynamic Tailwater) t-1= Culvert (Bartel Controls 4.91 cfs @ 6.25 fps) Lakeview Preliminary Proposed Hydrology 110211 -Pre Proposed Type 1124 -hr 100 Year Rainfall = 6.00" Prepared by (enter your company name here) Printed 10/14/2010 HydroCAD® 9.10 s/n 00895 ® 2009 HydroCAD Software Solutions LLC Pane 22 Device Routing Invert Outlet Devices #1 Primary 890.00' 12.0" Round Culvert L= 75.0' Ke= - 0:500 Inlet/ Outlet Invert= 890.00r/ 889.63' S=0.00497 Cc= 0.900 n= 0.013 Primary OutFlow Max =3.75 cfs @ 12.36 hrs HW= 891.99' TW= 880.64' (Dynamic Tailwater) L1 = Culvert (Barrel Controls 3.75 cfs @ 4.77 fps) Summary for Pond 20OP: CENTRAIL BASIN Inflow Area = 18.658 ac, 26.78% Impervious, Inflow Depth= 3.91" for 100 Year event Inflow = 72.36 cfs @ 12.07 hrs, Volume= 6.078 of Outflow = 21.59 cfs @ 12.37 hrs, Volume= 5.365 at, Atten = 70 %, Lag= 18.2 min Primary = 21.59 cfs @ 12.37 hrs, Volume= 5.365 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -96.00 hrs, dt= 0.01 hrs / 3 Starting Elev- 866.00' Surf.Area= 21,526 sf Storage= 79,626 ef Peak Elev- 869.27'@ 12.37 hrs Surf.Area= 29,894 sf Storage= 163,149 cf (83,523 cf above start) Plug -Flow detention time= 242.1 min calculated for 3.537 of (58% of inflow) Center -of -Mass det. time= 39.6 min ( 885.5 - 845.9 ) Volume Invert Avail.Storage Storage Description #1 856.00' 185,851 cf Custom Stage Data (Prismatic) Listed below (Rec ilc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubio-feet) (cubic-feet) 856.00 1,104 0 0 858.00 2,869 3,973 3,973 860.00 5,295 8,164 12,137 862.00 8,363 13,658 25,795 864.00 11,971 20,334 46,129 866.00 21,526 33,497 79,626 86'.00 26,384 47,910 127,536 870.00 31,931 58,315 185,851 Device Routing Invert Outlet Devices #1 Primary 866.00' 24.0" Round Culvert L=40.0' Ke= 0.500 Inlet/ Outlet Invert= 866.00'/865.80' S=0.00507 Cc= 0.900 n= 0.013 Primary OutFlow Max 21.59 cfs @ 12.37 hrs HW= 869.27' TW= 866.43' (Dynamic Tailwater) t-1= Culvert (Barrel Controls 21.59 cfs @ 6.87 fps) 1 � P8 � Model J P8 Urban Catchment Model, Version 3.4 Run Date Case 110211 PB.Pec FirstDate 01101/59 Precip(in) Title Startup Case LastDate 12131/84 Rain(in) P-FOe MSP5095.pcp Everts 1845 Snow(in) PartFile nurp50.p8p TotalHrs 226536 Tota[Ym Mass Balances by Device Device: OVERALL Type: NONE PB ZN HC 262.57 7209.48 37.80 Flow Loads(lbs) 1935.94 112.32 623.38 14.30 3.06 Mass Balance Term acre -ft PO% P10% P30% P50% Pao% TSS 01 watershed inflows 320.16 870.20 15274.57 15274.57 15274.57 30549.13 76372.83 D6 normal outlet 320.16 867.00 3386.35 2163.74 1329.62 494.60 7374.31 08 sedmen +decay 0.00 0.00 11886.84 13110.82 13944.95 30054.54 68997.15 09 total inflow 320.16 870.20 15274.57 15274.57 15274.57 30549.13 76372.83 10 I'll ou e tlow 320.16 867.00 3386.35 2163.74 1329.62 496.60 7374.31 12 total outflow 320.16 867.00 3386.35 2163.74 1329.62 494.60 7374.31 13 total tr apped 0.00 0.00 11886.84 13110.82 13944.95 30054.54 66997.15 14 storage increase 0.00 3.05 1.38 0.00 0.00 0.00 1.38 15 mass balance check 0.00 0.15 0.00 0.00 0.00 0.00 0.00 Load Reduction ( %) 0.00 0.00 77.82 85.83 91.30 98.38 90.34 Device: Basin 100 Type: POND 46.60 19.69 76.71 3.06 1.62 8.18 Flow Loads(lbs) 0.33 0.01 0.00 0.35 0.14 Mass Balance Term acre -ft PO% P10% P30% P50% P80% TSS 01 watershed inflows 41.48 112.75 1962.49 1962.49 1962.49 3924.97 9812.43 06 normal outlet 41.48 112.17 375.72 248.28 149.48 51.35 624.83 08 sedimen +decay 0.00 0.00 1586.64 1714.20 1813.01 3873.62 8987.47 09 total infl ow 41.48 112.75 1962.49 1962.49 1962.49 3924.97 9812.43 10 surface outllow 41.48 112.17 375.72 248.28 149.48 51.35 824.83 12 total outflow 41.48 112.17 375.72 248.28 149.48 51.35 624.83 13 total trapped 0.00 0.00 1586.64 1714.20 1813.01 3873.62 8957.47 14 storage increase 0.00 0.55 0.12 0.00 0.00 0.00 0.12 15 mass balance check 0.00 0.02 0.00 0.00 0.00 0.00 0.00 Load Reduction ( %) 0.00 0.00 80.85 87.35 92.38 98.69 91.59 Device: Basin 300 Type: POND 133.61 3.06 0.66 120.67 82.44 M24 Flow Lolulobs) 2.69 492.86 336.07 99.56 387.91 Mass Balance Term acre -ft PD% P10% P30% P50% P60% TSS 01 watershed inflows 68.27 185.56 3161.61 3161.61 3161.61 6323.22 15808.04 O6 normal outlet 68.27 184.76 734.35 493.44 289.05 94.11 1610.96 OB sedimen +decay 0.00 D.DD 2427.06 2668.16 2872.56 6229.11 14196.89 09 total inflow 68.27 185.56 3161.61 3161.61 3161.61 6323.22 15808.04 10 surface outflow 68.27 184.76 734.35 493.44 289.05 94.11 1610.96 12 total outflow 68.27 184.76 736.35 493.44 289.05 94.11 1610.96 13 total trapped 0.00 0.00 2427.06 2668.16 2872.56 6229.11 14196.89 i4 storage increase 0.00 0.77 0.20 0.00 0.00 0.00 0.20 75 mass balance check 0.00 0.03 0.00 0.00 0.00 0.00 0.00 Load Reduction ( %) 0.00 0.00 76.77 84.39 90.86 98.51 89.81 Device: Basin 200 Type: POND Flow Loads(lbs) Mass Balance Term acre -ft PO% P10% P30% P50% Pao% TSS 01 watershed inflows 210.41 571.89 10150.47 10150.47 10150.47 20300.95 50752.37 02 upstream device 68.27 184.76 734.35 493.44 289.05 94.11 1610.96 O6 normal outlet 278.68 754.83 3010.63 1915.46 1180.14 443.25 6549.48 08..dime. +decay 0.00 000 7 73.14 8728.45 9259.39 19951.81 45812.79 09 total inflow 278.68 756.65 10884.82 10643.92 10439.53 2D395.06 52363.32 10 surface outflow 278.68 754.83 3010.63 1915.46 1780.14 443.25 6549.48 12 total outflow 278.68 754.83 3010 :63 1915.46 1180.74 443.25 6549.48 13 total trapped 0.00 0.00 7873.14 8728.45 9259.39 19951.81 45812.79 14 storage increase 0.00 1.73 7.05 0.00 0.00 0.00 1.06 75 mass balance check 0.00 0.09 0.00 0.00 0.00 0.00 0.00 Load Reduction ( %) 0.00 0.00 72.33 82.00 88.70 97.83 87.49 10/13/10 722.6 599.27 123.36 25.84 TP T CU PB ZN HC 262.57 7209.48 37.80 15.49 630.25 1935.94 112.32 623.38 14.30 3.06 565.89 362.67 149.93 584.14 23.46 12.42 62.31 1552.44 262.57 1209.48 37.80 15.49 630.25 1935.94 112.32 623.39 14.30 3.06 565.89 382.67 112.32 623.39 14.30 3.06 565.89 382.67 149.93 584.14 23.46 12.42 62.31 1552.44 0.31 1.85 0.04 0.01 1.95 0.79 0.02 0.09 0.00 0.00 0.70 0.04 57.10 48.30 82.06 80.19 9.89 80.19 TP TKN CU PB ZN HC 33.83 155.96 4.87 1.99 81.58 248.97 14.08 78.90 1.81 0.37 73.03 46.60 19.69 76.71 3.06 1.62 8.18 202.22 33.83 155.96 4.87 1.99 81.58 248.97 14.08 78.90 1.61 0.37 73.03 46.60 14.08 78.90 1.87 0.37 73.03 46.60 19.69 76.71 3.06 1.62 8.18 202.22 0.06 0.33 0.01 0.00 0.35 0.14 0.00 0.01 0.00 0.00 0.02 0.01 58.20 49.18 62.75 81.22 10.03 81.22 TP T CU PB ZN HC 54.89 253.61 7.90 3.22 133.94 402.07 24.73 733.67 3.06 0.66 120.67 8244 30.68 119.52 4.83 256 12.75 319A3 54.89 253.61 7.90 3.22 133.94 402.07 24.13 733.61 3.06 0.66 120.67 82.44 24.13 133.61 3.06 0.66 120.67 82.44 30.66 119.52 4.83 2.56 12.75 319.43 0.06 0.46 0.01 0.00 0.49 0.20 0.00 0.02 0.00 0.00 0.02 0.01 55.89 47.13 61.11 79.45 9.52 79.45 TP T CU PB ZN HC 173.85 799.90 25.03 10.28 414.73 1284.90 2413 133.61 3.06 0.66 120.67 82.44 M24 544.49 12.49 2.69 492.86 336.07 99.56 387.91 15.58 8.25 41.38 1030.79 197.99 933.51 2809 10.94 535.40 1367.34 98.24 544.49 12.49 269 492.86 336.07 98.24 544.49 12.49 2.69 492.86 336.07 99.56 387.91 15.58 8.25 41.38 1030.79 0.18 1.05 0.02 0.00 1.11 0.46 0.01 o.D6 0.00 000 0.06 0.02 50.29 41.55 55.44 75.39 7.73 75.39 P8 Urban Catchment Model, Version 3.4 Case 110211 P8.p8c Title Startup Case PrecFile Msp5095.pcp PartFile nurp50.p8p Case Title Startup Case Case Data File Path Case Notes: Storm Data File Particle File Air Temp File File 110211 P8.p8c L: \Engineering 3D \110211 -Lyman Lennar \Hydro \110211 P8\ Proposed Drainage Msp5095.pcp nurp50.p8p Msp5095.tmp Snowmelt Coef (in /degF -Day) 0.06 Soil Freeze Temp (deg -F) Time Steps Per Hour Minimum Inter -Event Time (hrs) Maximum Continuity Error % Rainfall Breakpoint (inches) Precipitation Scale Factor Air Temp Offset (deg -F) Loops Thru Storm File 4 10 2 0.8 1 0 1 Simulation Dates Start Keep Stop 5 -Day Antecedent Rainfall + Runoff (inches) 6/1/1973 1/1/1974 12/31/1994 Max Snowfall Temperature (deg -f) 32.0 SnowMelt Temperature (deg -f) 32.0 Snowmelt Coef (in /degF -Day) 0.06 Soil Freeze Temp (deg -F) 32.0 Snowmelt Abstraction Factor 1.00 Evapo- Trans. Calibration Factor 1.00 Growing Season Start Month 5 Growing Season End Month 10 5 -Day Antecedent Rainfall + Runoff (inches) 3 CN Antecedent Moisture Condition AMC -II AMC -III Growing Season 1.40 2.10 NonGrowing Season 0.50 1.10 Watershed Data Watershed Name Drainage 100 Drainage 200 Drainage 300 Runoff to Device Infiltration to Device Watershed Area Basin 100 Basin 200 Basin 300 3 13.75 4.9 SCS Curve Number (Pervious) Scale Factor for Pervious Runoff Load Indirectly Connected Impery Fraction 74 74 74 1 1 1 0.09 0.05 0.13 UnSwept Impervious Fraction UnSwept Depression Storage (inches) UnSwept Imperv. Runoff Coefficient 0.15 0.17 0.13 0.02 0.02 0.02 1 1 1 UnSwept Scale Factor for Particle Loads 1 1 1 Swept Impervious Fraction Swept Depression Storage (inches) Swept Imperv. Runoff Coefficient Swept Scale Factor for Particle Loads Sweeping Frequency Sweeping Efficiency Sweeping Start Date (MMDD) Sweeping Stop Date (MMDD) 0 0 0 0.02 0.02 0.02 1 1 1 1 1 1 0 0.5 0.5 1 1 1 1 880 101 101 101 0.01 1231 1231 1231 0.25 Device Data Device Name Basin 100 Basin 200 Basin 300 Device Type Infiltration Outlet Normal Outlet Spillway Outlet POND POND POND Basin 200 Particle Removal Scale Factor Bottom Elevation (ft) Bottom Area (acres) Permanent Pool Area (acres) Permanent Pool Volume (ac -ft) Perm Pool Infilt Rate (in /hr) Flood Pool Area (acres) Flood Pool Volume (ac -ft) Flood Pool Infilt Rate (in /hr) Infilt Basin Void Fraction ( %) 1 1 1 882 856 880 0.01 0.04 0.01 0.18 0.51 0.25 0.47 1.89 0.68 0 0 0 0.269 0.734 0.38 1.28 4.25 1.87 0 0 0 Detention Pond Outlet Parameters Outlet Type Outlet Orifice Diameter (in) Orifice Discharge Coef Outlet Weir Length (ft) Weir Discharge Coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) ORIFICE ORIFICE ORIFICE 12 24 12 0.6 0.6 0.6 Swale Parameters Length of Flow Path (ft) Slope of Flow Path % Bottom Width (ft) Side Slope (ft- v /ft -h) Maximum Depth of Flow (ft) Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) Particle Data Particle File nurp50.p8p Particle Class PO% P10% P30% P50% P80% Filtration Efficiency ( %) 90 100 100 100 100 Settling Velocity (ft/hr) 0 0.03 0.3 1.5 15 First Order Decay Rate (1 /day) 2nd Order Decay (1 /day -ppm) 0 0 0 0 0 0 0 0 0 0 Impervious Runoff Conc (ppm) Pervious Runoff Conc (ppm) Pervious Conc Exponent Accum. Rate (lbs -ac -day) Particle Removal Rate (1 /day) Washoff Coefficient Washoff Exponent Sweeper Efficiency 1 0 0 0 0 1 100 100 100 200 0 1 1 1 1 0 1.75 1.75 1.75 3.5 0 0.25 0.25 0.25 0.25 0 20 20 20 20 0 2 2 2 2 0 0 0 5 15 Water Quality Component Data (Component Name TSS TP TKN CU PB ZN Water Quality Criteria (ppm) Level 5 0.025 2 2 0.02 5 Level 10 0.05 1 0.0048 0.014 0.0362 Level 20 0.1 0.5 0.02 0.15 0.38 Content Scale Factor 1 1 1 1 1 1 Particle Composition (mg /kg) PO% 0 99000 600000 13600 2000 640000 P10% 1000000 3850 15000 340 180 1600 P30% 1000000 3850 15000 340 180 1600 P50% 1000000 3850 15000 340 180 .1600 P80% 1000000 0 0 340 180 0 r I F� Supporting Documents L I I I I I L I I I I I I F I I I I I t=TH - WA'.' 2= A\ AK, RIIEY 9. . . . ....... OX N 0 � -4� 1 , X % % . . .... 1 F 0 --- ---- ---- -ZZ ,\V - -Zz Z 7= 0� D CATCHMENT 0 50 100 200 GRAPHIC SCALE IN FEET . . ........ .. . . ........ ... 2 P . . ........ .. . . ........ ... P 1: --- . ...... PIONEERengineering 2422 Enterprise Driv (651)66 -1914 Mendota Heights, MN 55120 F.: 681-9488 —.p--.g.— w 110211- EX- MDRODWG 11 " v", 0 50 100 200 GRAPHIC SCALE IN FEET PIONEERengineering : 1 Jill POND O CATCHMENT 110211 -PRE PRO.HIDRO.DWG M 2422 Enterprise Drive (651) 681 Mendota " Heights, MN 55120 F.: 6488 —.pion .re.g.com